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HomeMy WebLinkAbout1 PONTO RD; TRUSS; PCR11095; Structural Calculations07-17-2013 City of Carlsbad 1635 Faraday Av Carlsbad.CA 92008 Plan Check Revision Permit No:PCRll095 Building Inspection Request Line (760) 602-2725 Job Address: Permit Type: Parcel No: Valuation: Reference #: PC #: Project Title: 1 PONTO RD CBAD PCR 2141601900 $0.00 Lot #: 0 Construction Type: NEW HILTON: DEFERRED TRUSSES Status Applied Entered By Plan Approved Issued Inspect Area ISSUED 07/19/2011 JMA 07/27/2011 07/27/2011 Applicant: JOHNO ORTEGA 2424 CONGRESS ST SAN DIEGO CA 92101 619-666-8327 Owner: WAVE CREST OCEANFRONT LLC C/O WILLIAM SHANNAHAN 1200 PROSPECT ST #425 LA JOLLA CA 92037 Plan Check Revision Fee Fire Expedited Plan Review Additional Fees $435.00 $0.00 $0.00 Total Fees: $435.00 Total Payments To Date: $435.00 Balance Due: $0.00 Inspector: FINAL APPROVAL Date: Clearance; NOTICE: Please take NOTICE that approval of your project includes the "Imposition" of fees, dedications, reservations, or other exactions hereafter coliectively referred to as "fees/exactions." You have 90 days from the date this permit was issued to protest imposition of these fees/exactions. If you protest them, you must follow the protest procedures set forth in Government Code Section 66020(a), and file the protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3.32.030. Failure to timely follow that procedure will bar any subsequent legal action to attack, review, set aside, void, or annul their imposition. You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capacity changes, nor planning, zoning, grading or other similar application processing or service fees in connection with this project. NOR DOES IT APPLY to any fees/exactions of which vou have previously been given a NOTICE similar to this, or as to which the statute of limitations has previously othenA/ise expired. CITY OF CARLSBAD PLAN CHECK REVISION APPLICATION B-15 Development Services Building Division 1635 Faraday Avenue 760-602-2719 www.carlsbadca.gov Plan Check Revision No. Project Address l^^^f fo>^-{o t>r,V^ Original Plan Check No. Date 7-/?-(f Contact iokn.0 i^rfej^ Ph (^(^)<66-g3?-7 Fax_ Contact Address ^'^^^ Co^ye.^^ $f. Email jflr-fe^^g^o (fel^f<^;/.V:. • .City ^'i^ j^i^^" Zip I'-ii^ General Scope of Work K'/foA Cm^l'^ttj ^t$of-<c <?/^/ '^f^ Original plans prepared by an architect or engineer, revisions must be signed & stamped by that person. 1 Elements revised: • Plans ^Calculations • Soils • Energy • Other 2 Describe revisions In detail 3 List page(s) where each revision is shown 4 List revised sheets that replace existing sheets J 5 Does this revision, in any way, alter the exterior of the project? • Yes 6 Does this revision add ANY new floor area(s)? ED Yes 0, No T Does this revision affect any fire related issues? • Yes @ No 8 Is this a complete set? 0- Yes y ^Signature ^'^^^ a No 1635 Faraday Avenue, Carlsbad, CA 92008 Phone: 760-602-2717/2718/2719 www.carlsbadca.gov Fax: 760-602-8558 EsGil Corporation In PartnersHip tvith government for (BuiUing Safety DATE: JULY 25, 2011 • APPLICANT • JURIS. JURISDICTION: CARLSBAD • PLAN REVIEWER • FILE PLAN CHECK NO.: 10-1660 (REV. # 4) - PCR 11-095 SET: I PROJECTADDRESS: Intersection of Carlsbad Blvd. 8s Ponto Drive PROJECT NAME: HILTON CARLSBAD OCEANFRONT RESORT/SPA fis Parking Garage Kl The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. I I The plans transmitted herewith will substantially comply with the jurisdiction's codes when minor deficiencies identified below are resolved and checked by building department staff. I I The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. I I The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. I I The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. I I The applicant's copy of the check list has been sent to: Esgil Corporation staff did not advise the applicant that the plan check has been completed. I I Esgil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Telephone #: Date contacted: (by: ) Fax #: Mail Telephone Fax In Person K REMARKS: roof truss plans & calculations are under this permit (deferred submittal package), t By: ALI SADRE Enclosures: EsGil Corporation • GA • EJ • PC 7/20 9320 Cliesapeake Drive, Suite 208 • San Diego, Califomia 92123 • (858) 560-1468 • Fax (858) 560-1576 CARLSBAD 10-1660 (REV. # 4) - PCR 11-095 JULY 25, 2011 ^DO WOT- PAY- THIS IS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: CARLSBAD PLAN CHECK NO.: 10-1660 (REV. # 4) - PCR 11-095 PREPARED BY: ALI SADRE DATE: JULY 25, 2011 BUILDING ADDRESS: Intersection of Carlsbad Blvd. & Ponto Drive BUILDING OCCUPANCY: R1/S2 TYPE OF CONSTRUCTION: V-A/II-B BUILDING PORTION AREA ( Sq. Ft.) Valuation Multiplier Reg. Mod. VALUE ($) REVISIONS Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code CB By Ordinance Bldg. Permit Fee by Ordinance ^ Plan Check Fee by Ordinance Type of Review: r~1 Repetitive Fee Repeats • Complete Review • Other 0 Hourly EsGil Fee $435.00 • Structural Only $116.00 Hrs. @ $348.00 Based on hourly rate Comments: Sheet 1 of 1 macvalue.doc + SCAB APPLIED OVERHANGS MII/SAC - 5 3/25/2004 PAGE 1 MFTek industries, Inc. Western Division TRUSS CRITERIA: LOADING: 40-14-0-10 DURATION FACTOR: 1.15 SPACING: 24" O.C. TOP CHORD: 2x4 OR 2x6 HEEL HEIGHT: STANDARD HEEL UP TO 12" ENERGY HEEL END BEARING CONDITION Tmsses not fitting these criteria should be examined individually. NOTES: 1. THiS DETAILIS FOR TRUSSES BUILT WITHOUT AN OVERHANG. THIS DETAILIS NOT TO BE USED WHEN OVERHANG HAS BEEN BROKEN OFF. 2. ATTACH 2x_ SCAB SAME LUMBER SIZE AND GRADE AS •RQ#6||DRD TO ONE FAGE OF TRUSS WITH TWO ROWS OF (0.131"X3") NAILS SPACED 3. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. . 4. WHEN NAILING THE SCABS, THE USE OF A BACKUP WEIGHT IS RECOMMENDED TO AVOID LOOSENING OF THE CONNECTOR PLATES AT THE JOINTS OR SPLICES. 2-12 2x SCAB (L) 24" MAX (2.0 X L) 24" MIN REFERTO INDIVIDUALTRUSS DESIGN FOR PLATE SIZES AND LUMBER GRADES Page # 30 AUS 1 4 2009 (ViUUtTNO • Vor(A cfoilgii jiarameCsrl and gSAB mTES OM TEDS im inCLtmSB JOXtUT BBrBWOKS MOB tOI-ri 73 BBTOES DBB, Deilrni void far u» onV with MITsIt connaclai. Thk deilBn k baud only upon pammmimn shown, and k lor on IndMdual buUkig cORiponmt. ApplcabWy at daslgn porainanlen and piopar IncarpoiQllcin ol componeni k wsporatiny ol building dcdgriw • nol Inns dadomr. amdng shown Is lor kilaral supped ol kKivldua) wab mambars oi}tf. AddHional lamparenY bradng lo Inswa stobllly during comlnicllbn k lha rasporaUny o( lha erector, Addlltonal peimonanl brodng oi lha ovcrol slnjclurs k lha responslblR)' of lha biMig deslgnar. For ganaiat guklonca rooordlna lobricoHon, quolly control sloroga. daivarY. areclkm and brachg, consull ANSI/IFII Qualttv Critaria, DS(-H and ICJII BuHdtng Componani Sofaty Intannallon avolabla tromTnisi Ptola Institute, SSS CrOnolrio Oriva. Modhon, Wt S37IT. Greenback Lana Sulla IN CllnmHalahl«.CA,0561 i MiTek BMCSELECT BUILDING MATERIALS fi CONSTRUCnON SERWCES D.B.A Boulder West Components 45491 Golf Center Parkway, Indio, CA 92203 Telephone: (760) 347-3332 Fax: (760)347-0202 SelectBuild Hilton Carlsbad Oceanfront 07-14-2011 APPROVED BY <Jt ' JUL 2 7 2011 City of CARLSBAD BUILDI.MG DEPT. MITek' POWER TO PEftFORM." Re: Hilton Carlsbad Hilton Carlsbad MiTek Industries, inc. 7777 Greenback Lane Suite 109 Citrus Heights, CA, 95610 Telephone 916/676-1900 Fax 916/676-1909 The truss drawmg(s) referenced below have been prepared by MiTek Industries, Inc. under my direct supervision based on the parameters provided by Boulders West Components LLC. Pages or sheets covered by this seal: R33366640 thru R33366902 My license renewal date for the state ofCalifornia is December 31,20 U. Lumber design values are in accordance with ANSI/TPI 1-2007 section 6.3 These truss designs rely on lumber values established by others. I!?.?^^^™^™^^ ° REVISE RESUBMIT • MAKE CORRECTIONS NOTED • SUBMIT SPECIFIED ITEM 0 DO NOT RESUBMIT 0 REJECTED n REVIEWED SUBJECT TO ENGINEER S C0MMENTS;EI REVIEWED ONLY FOR GENERAL CONFORMANCE TO PROJECTS DESIGN CONCEPT AND GENERAL COMPLIANCE WITH CONTRACT DOCUMENTS CONTRACTOR IS RESPONSIBLE FOR DIMENSIONS QUANTITY CON- STRUCTION METHODS AND INSTALLATION. DATE ^. 7-/g // nv J±7^ JWDA 2359 FOURTH AVE. r StiN nirrn. CA flyim ^KIQ^ 233-6777 RCI ENGINEERS •A-f'O Exceptions Taken Note Markings Bv~~^^^P Resubmit i ^CTINGFABRICATION & / Ong, Choo Soon The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer, per ANSI/TPI 1. Job Tmss Tmss Type Qty Ply Hilton Carlsbad R33366640 HILTON_CARLSBAD AOI GABLE 103 1 Job Reference foptionan SelectBuild Distribution, Indio, CA - 92203 3-11.0 3-11.0 7.250 s Nflay 11 2011 tAiTek Industries, Inc. Thu Jul 14 05:43:52 2011 Page 1 ID:t2IODBRTySPeTJAolr1YqZzOnqQ-i4U2TawD6FOIZuZiX5yJppPOXT37rMB9?tR22pyyD7r I 17-8-0 I s.6 II Scale = 1:35 4 3 00 llF Dffsets (X.Y): [2:0-3-0.0-2-01. r4:0-3-5.Edae1 OADING (psf) 'TCLL 20.0 TCDL 18.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates increase 1.25 Lumber Increase 1.25 Rep Stress Incr YES Code IBC2009/TPI2007 CSI TC 0.87 BC 0.42 WB 0.53 (f^atrix) DEFL in (loc) l/defl L/d Vert(LL) -0.07 6-7 >999 360 Vert(TL) -0.28 6-7 >749 240 Horz(TL) 0.07 5 n/a n/a PLATES li^T20 GRIP 220/195 Weight: 82 Ib FT = 20% LUIUIBER TOPCHORD 2X4 DF No.l&BtrG 1-2:2X6DF No.2 G BOTCHORD 2X 4 DF No.l&BtrG WEBS 2 X 4 DF Stud G Except* BFtACING TOPCHORD BOTCHORD WEBS Structural wood sheathing directly applied or 4-11-14 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. 1 Row at midpt 3-5 REACTIONS (Ib/size) 5=834/0-3-8 (min. 0-1-8), 1=834/0-3-8 (min. 0-1-8) Max Horz 1=171 (LC 4) Max Uplift5=-69(LC 3), 1=-56(LC 5) FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-2302/168, 2-3=-1536/124 BOT CHORD 1-7=-185/2175, 6-7=-179/2184, 5-6=-94/1439 WEBS 2-6=-757/86. 3-6=0/408, 3-5=-1459/143 NOTES 1) Wind: ASCE 7-05; 95mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II: Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber D0L=1.00 plate grip D0L=1.00 ^2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. LOADCASE(S) Standard 4,2011 ^ WARlffm^ Verify d^gn pa7^ct<^ and IIEADIKTBS Oli TTIIS AND llKLUDm iOTEKrmPBREHCB PAOB 10 V8 BEFORE USE. Design valid for use only with MiTek connectors. ThK design is based only upon parameters shown, and Is for on individual building component. Applicability of design paramenters and proper incorporation of component is responsibilily of building designer - not truss designer. Bracing shown is for iaterai support of individual web members only. Additional temporary bracing to insure stability during construction is fhe responsibillify of fhe erector. Addiflonal permanent bracing of the overall structure is the responsibiiify of the building designer. For general guidance regarding fabrication, quality control storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component Safety information available from Tajss Plate Institute, 281 N. Lee Street, Suite 312, Aiexondria, VA 22314. MITek 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95610 Job Tmss Tmss Type Qty Piy Hilton Carlsbad Qty R33366641 HILTON_CARLSBAD A01B GABLE 4 1 Job Reference (ODtionall SelectBuild Distribution, Indio, CA - 92203 7.250 s May 11 2011 MiTek Industries, Inc, Thu Jul 14 05:43:53 2011 Page 1 ID:t2IODBRTySPeTJAolr1YqZzOnqQ-AG2Qgv™iZW9B18u5pTYL0yZ7tNEaqzJEXA5VFyyD7q I 17-6-0 J 5>6 II Stale = 1:369 Plate Offsets (X,Y): [4:0-3-5.Edgel k LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) l/defl L/d PLATES GRIP 'TCLL 20.0 Plates Increase 1.25 TC 0.88 Vert(LL) -0.07 6-7 >999 360 MT20 220/195 TCDL 18.0 Lumber Increase 1.25 BC 0.49 Verl(TL) -0.28 6-7 >749 240 BCLL 0.0 * Rep Stress Incr YES WB 0.50 Horz(TL) 006 5 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix) Weight: 79 Ib FT = 20% LUMBER TOPCHORD 2X 4 DF No.l&BtrG BOTCHORD 2X4 DF No.l&BtrG WEBS 2 X 4 DF Stud G REACTIONS (Ib/size) 1=838/Mechanical, 5=838/0-3-8 (min. 0-1-8) Max Horzl =171 (LC 4) Max Uplifti =-57(LC 5), 5=-69(LC 3) BRACING TOP CHORD BOT CHORD WEBS Structural wood sheathing directly applied or 4-4-1 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. 1 Row at midpt 3-5 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1 -2=-2284/160, 2-3=-1538/124 BOT CHORD 1-7=-174/2141, 6-7=-174/2141, 5-6=-94/1446 WEBS 2-6=-708/82, 3-6=0/408, 3-5=-1465/143 NOTES 1) Wind: ASCE 7-05; 95mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber D0L=1.00 plate grip D0L=1.00 f 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. 6) This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. L0ADCASE{S) Standard ^,2011 ^ WASMm Veri/y deaign parameters and READ NOTES ON mis Am im:LtmBD IOTEK RBFBREK^ 10-08 BEFORE USB. Design valid for use only with MiTetc connectors. This design is based only upon parameters shown, and is for on individual building component. Applicability of design paromenfers and proper incorporafion of component is responsibilily of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure sfability during construction is the responsibillify of the erector. Additional permanent bracing of fhe overall structure is the responsibiiify of fhe building designer for general guidance regarding falDrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPH Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 281 N. Lee Street, Suite 312, Alexandria, VA 22314. MITek 7777 Greenback Lane, Suite 109 Citrus Heigtits, CA, 95610 Job Tmss Tmss Type Qty Ply Hilton Carlsbad R33366642 HILTON_CARLSBAD A01BG GABLE 1 1 Job Reference foptionall SelectBuild Distribution, Indio, CA - 92203 7.250 s May 11 2011 MiTek Industries, Inc, Thu Jul 14 05:43:56 2011 Page 1 ID:t2IODBRTySPeTJAolr1YqZzOnqQ-7fAA5by5PAnitQLIHDEV0QR1vch3i2kTbhrfDa8yyD7o I 17.M 7-6-14 5x6 11 Scale = 1:36,9 3 00l^ 3-11-0 10-1-2 Plate Offsets (X.Y): [4:0-3-5.Edoe1. [17:0-1-12.0-1-01. [20:0-1-12.0-1-01.123:0-1-12.0-1-01 OADING (psf) CLL 20.0 TCDL 18.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr YES Code IBC2009/TPI2007 CSI TC 0.88 BC 0.49 WB 0.50 (Matrix) DEFL in (loc) l/defl L/d Vert(LL) -0.07 6-7 >999 360 Vert(TL) -0.28 6-7 >749 240 Horz(TL) 0.06 5 n/a n/a PLATES MT20 GRIP 220/195 Weight: 1061b FT = 20% LUMBER TOP CHORD BOTCHORD WEBS OTHERS 2X 4 DF No.l&BtrG 2X4 DF No.l&BtrG 2 X 4 DF Stud G 2 X 4 DF stud G BRACING TOP CHORD BOT CHORD WEBS REACTIONS (Ib/size) 1=838/Mechanical, 5=838/0-3-8 (min. 0-1-8) Max Horz 1=171 (LC 4) Max Uplifti =-57(LC 5), 5=-69(LC 3) Structural wood sheathing directly applied or 4-4-1 oc puriins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. 1 Row at midpt 3-5 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2—2284/160, 2-3=-1538/124 BOTCHORD 1-7=-174/2141, 6-7=-174/2141. 5-6=-94/1446 WEBS 2-6=-708/82, 3-6=0/408, 3-5=-1465/143 r NOTES 1) Wind: ASCE 7-05; 95mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber D0L=1.00 plate grip D0L=1.00 ) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standand Industry Gable End Details as applicable, or consult qualified building designer as per ANSin"PI 1-2002. 3) Al! plates are 2x4 MT20 unless otherwise indicated. 4) Gable studs spaced at 1-4-0 oc. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide wili fit between the bottom chord and any other members. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Refer to girder(s) for truss to truss connections, 9) This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. LOADCASE(S) Standard ^,2011 WARNn^ Verify design param^ers and READ NOTES ON THIS AIO) INCLmSD mTEK rev. 10 '08 BEFORE USE. Design valid for use only wWh MiTek conneclore. This design is based only upon parameters sliown, and is tor an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for iaferol support of individual web members only. Additional temporary bracing to insure stability during constnjction is the responsibillity ot the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regording fabrication, quality conlrol. storage, delivery, erection and bracing, consult ANSI/TPH QualHy Crtferia, DSB-89 and BCSI Building Component Safety Inlormation available from Truss Plate Insfitute, 281 N. Lee Street, Suite 312. Alexandria. VA 22314. MiTek 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95610 Job Tmss Tmss Type Qty Ply Hilton Carisbad R33366643 HILTON_CARLSBAD A01G GABLE 5 2 Job Reference (ootionall SelectBuild Distribution, Indio, CA - 92203 3-9-4 7.250 s May 11 2011 MiTek Industries, Inc. Thu Jul 14 05:43:57 2011 Page 1 ID:t2IODBRTySPeTJAolr1YqZzOnqQ-32HwWHzMxo0bffRfKfYUWs6L6UfeWY2u989Ke0yyD7m 12-7-11 I ! 17-Ml I 3x4 II Plate Offsets (X.Y): [1:0-3-6.0-0-51.12:0-3-0.0-2-0]. [7:0-3-9.0-4-01. [8:0-3-9.0-4-121 OADING (psO CLL 20.0 TCDL 18.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr NO Code IBC2009/TPI2007 DEFL Vert(LL) Vert(TL) Horz(TL) in (loc) l/defl L/d 0.10 8 >999 360 0.37 8 >563 240 0.09 6 n/a n/a PLATES MT20 GRIP 220/195 Weight: 1981b FT = 20% LUMBER TOPCHORD 2X 4 DF No.l&BtrG'Except* 1-2:2X6DF No.2 G BOTCHORD 2X6DFN0.2G WEBS 2 X 4 DF Stud G REACTIONS (Ib/size) 6=3990/0-3-8 (min. 0-2-2), 1=2607/0-3-8 (min. 0-1-8) Max Horz1=168{LC 4) Max Uplift6=-340(LC 3), 1=-198(LC 5) FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-8343/683, 2-3=-8343/650, 3-4=-4651/407 BOT CHORD 1-8=-677/7959, 8-9=-618/8054, 7-9=-618/8054, 6-7=-344/4473 WEBS 3-8=-119/2297, 3-7=-3964/302, 4-7=-279/3711, 4-6=-5293/464 BRACING TOP CHORD Structural wood sheathing directly applied or 4-7-14 oc puriins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES 1) 2-ply truss to be connected together with lOd (0.13r'x3") nails as follows: Top chords connected as follows: 2X6-2 rows at 0-9-0 oc, 2 X 4 - 1 row at 0-7-0 oc. Bottom chords connected as follows; 2X6-2 rows at 0-9-D oc. Webs connected as follows: 2X4-1 row at 0-9-0 oc, Except member 3-8 2X4-1 row at 0-3-0 oc. ) All loads are considered equally applied to all plies, except If noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-05; 95mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. Sl; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip D0L=1.00 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 8) Girder carries tie-in span(s): 17-8-0 from 10-0-0 to 17-8-0 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 2155 Ib down and 159 Ib up at 8-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibiiity of others. LOADCASE(S) Standard 1) Regular: Lumber lncrease=1.25, Plate Increase^l .25 Uniform Loads (plf) Verl: 1-5=-76, 1-9=-20, 6-9=-389(F=-369) Concentrated Loads (Ib) Vert: 8=-2155(F) July 14,2011 A WARMm Verify design parameters and READ NOTES ON THIS Am JNK:LUDED mTEK^ rev. 10 V8 BEFORE USE. Design valid tor use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicobility of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only- Additional temporary bracing to insure stability during construction is the responsibillity ot the erector. Additional pemnanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSl/TPri QuoliVy Criieria, DSB-8V and BCSI Building Component Safety Informotion available from Truss Plate Institute. 281 N. Lee Street, Suite 312. Alexandria, VA 22314. MiTek;^ 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply Hilton Carisbad R33366644 HILTON_CARLSBAD A01GG GABLE 1 2 Job Reference (oDtionall SelectBuild Distribution, Indio, CA - 92203 7.250 s May 11 2011 MiTek Industries, Inc. Thu Jul 14 05:43:58 2011 Page 1 ID:t2IODBRTySPeTJAolr1YqZzOnqQ-XErJkd_i58SHpOsuM3/24fTWlj?fFyQ2NoutBSyyD7l ^ I 17-8-0 I 4x4 II Plate OffsetsJX.Y): [7:0-3-9.0-4-4). [8:0-3-9.0-4-01 ^LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) l/defl L/d PLATES GRIP FTCLL 20.0 Plates Increase 1.25 TC 0.65 Vert{LL) -0.12 8-9 >999 360 MT20 220/195 TCDL 18.0 Lumber Increase 1.25 BC 0.86 Vert(TL) -0.46 8-9 >458 240 BCLL 0.0 • Rep Stress Incr NO WB 1.00 Horz(TL) 0.09 6 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix) Weight: 1941b FT = 20% LUMBER TOPCHORD 2X4 DF No.l&BtrG BOTCHORD 2X 6 DF No.l&BtrG WEBS 2 X 4 DF Stud G BRACING TOP CHORD Structural wood sheathing directly applied or 4-0-7 oc puriins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 1=4224/0-3-8 (min. 0-2-4), 6=4124/0-3-8 (min. 0-2-3) Max Horz1=168(LC 4) Max Uplifti =-341 (LC 5), 6=-366(LC 3) FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-10981/893, 2-3=-9755/837, 3-4=-5538/500 BOT CHORD 1-9=-B78/10347, 9-10=-878/10347, 8-10=-878/10347, 7-8=-810/9446, 6-7=-441/5330 WEBS 2-9=-49/1199, 2-8=-958/68, 3-8=-141/2155, 3-7=-4400/394, 4-7=-300/3851, 4-6=-5982/549 NOTES 1) 2-ply tmss to be connected together with lOd (0.131"x3") nails as follows: Top chords connected as follows: 2X4-1 row at 0-7-0 oc. Bottom chords connected as follows: 2X6-2 rows at 0-7-0 oc. Webs connected as follows: 2X4-1 row at 0-3-0 oc. Except member 8-22X4-1 row at 0-9-0 oc, member 3-82X4-1 row at 0-9-0 oc, member 7-32X4-1 row at 0-9-0 oc, member 4-72X4-1 row at 0-9-0 oc, member 6-42X4-1 row at 0-9-0 oc. '2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless othenwise indicated. 3) Wind: ASCE 7-05; 95mph; TCDL=8.4psf; BCDL=4.2psf; h=25fl; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber D0L=1.00 plate grip D0L=1.00 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 8) Girder carries tie-in span(s): 17-8-0 from 4-2-0 to 17-8-0 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1660 Ib down and 123 Ib up at 2-2-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOADCASE(S) Standard 1) Regular: Lumber lncrease=1.25, Plate lncrease=1.25 Uniform Loads (plf) Vert: 1-5=-76, 1-10=-20, 6-10=-396(F=-376) Concentrated Loads (Ib) Vert: 9=-1660(F) ^ WAIUjma Verify design param<:ters and READ NOTES ON-THIS AND INCLtlDBDim^ REFERENCE PA<SEIiVI74^^ 10 OS BEFORE USB. Design valid for use only with MiTeIr conneclors. This design is based only upon parameters shown, and is for an individual building componeni. Applicobiliiy of design paramenters and proper Incorporalion of componeni is responsibilily ot building designer - nol truss designer. Bracing shown is tor lateral supporl ot Individual web members oniy. Additional temporary bracing to insure stability during conslnjclion is the responsibillity of the ereclor. Additional permanent bracing of the overall slruclure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, slorage, delivery, erection and bracing, consull ANSI/TPII Qualify CrHeria, DSB-89 and BCSI Building Component Safefy Informafion ovoilable trom Truss Plate Institute, 281 N, Lee Street, Suile 312, Alexandria, VA 22314. MITek 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95610 Job Truss Truss Type Qty Piy Hitton Carisbad R33366645 HILTON_CARLSBAD A01H1 MONO HIP 5 1 Job Reference foptionall SelectBuild Distribution, Indio, CA - 92203 7.250 s May 11 2011 MlTek Industries, Inc. Thu Jul 14 05:44:00 2011 Page 1 ID:t2IODBRTySPeTJAolr1YciZzOnqQ-Tdz38JOEDj09V\«AE?n5B7Vkroinqj_aLr6N_FLyyD7j I 13-8-4 I 17:5:0 | 3-6-4 3-11-12 Scale = 1.30.2 Plate Offsets (X.Y): 12:0-3-0.0-2-01 ^LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) l/defl Ud PLATES GRIP 'TCLL 20.0 Plates Increase 1.25 TC 0.54 Vert(LL) -0.06 6-7 >999 360 MT20 220/195 TCDL 18.0 Lumber Increase 1.25 BC 0.43 Vert(TL) -0.24 7-8 >860 240 BCLL 0.0 * Rep Stress Incr YES WB 0.51 Horz(TL) 0.06 6 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix) Weight: 80 Ib FT = 20% LUMBER TOPCHORD 2X4 DF No.l&BtrG-Except* 1-2: 2X6 DF No.2 G BOTCHORD 2X4 DF No.l&BtrG WEBS 2 X 4 DF Stud G REACTIONS (Ib/size) 6=834/Mechanical, 1=834/0-3-8 (min. 0-1-8) Max Horz1=96(LC 4) Max Uplift6=-64(LC 3), 1=-59(LC 3) FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-2334/189, 2-3=-1553/126, 3-4=-1459/138 BOT CHORD 1-8=-187/2210, 7-8=-182/2218, 6-7=-80/950 WEBS 2-7=-776/119, 4-7=-29/615, 4-6=-1069/117 BRACING TOP CHORD BOTCHORD JOINTS Structural wood sheathing directly applied or 4-11-2 oc puriins, except end verticals, and 2-0-0 oc puriins (5-3-6 max.): 3-5. Rigid ceiling directly applied or 10-0-0 oc bracing. 1 Brace at Jt(s): 5 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. NOTES 1) Unbalanced roof live loads have been considered for this design. ^2) Wind: ASCE 7-05; 95mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (iow-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber D0L=1.00 plate grip D0L=1.00 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1 -0-0 wide will fit behveen the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Refer to girder(s) for truss to truss connections. 8) This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 9) Design assumes 4x2 (flat orientation) purtins at oc spacing indicated, fastened to tmss TC w/ 2-1 Od nails. LOADCASE(S) Standard WASNINtr Verify design parameters and READ NOTES ON THIS AND INCLtJDED MITEKItBFERENCEFAtiE Mil 7473 rer. 10 BEFORE USE. Design valid for use only wilh MiTek connectore. This design is based on^ upon parameters shown, and is for an individual building componeni, Applicabilily of design paramenters and proper incorporation ot component is responsibility ot building designer - not truss designer. Bracing shown is tor lateral support ot individual web members on\y. Addilional temporary bracing to insure stability during conslnjclion is the responsibiliit/ of the ereclor. Addilional perTTionent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, slorage, delivery, erection and bracing, consull ANSI/TPII Quality Clfteria, DSB-89 and BCSI Building Componenf Safety Informafion available from Truss Plate institute, 281 N. Lee Street, Suite 312, Alexandria, VA 22314. MITek 7777 Greenback Lane, Suite 109 Citrus Heights, CA. 95610 Job Tnjss Tmss Type Qty Ply Hilton Carisbad Ply R33366646 HILTON_CARLSBAD A01H2 MONO HIP 5 1 Job Reference foptionall SelectBuild Distribution, Indio, CA - 92203 7.250 s May 11 2011 MiTek Industries, Inc. Thu Jul 14 05:44:02 2011 Page 1 ID:t2IODBRTySPeTJAolr1YqZzOnqQ-P?5p2?1UIKetmQKd7C7fDwqBUVTHBuLdlQs5KEyyD7h I 12-0-0 I 13-6-4 I 17-6-0 j Scale = 1 306 Plate Offsets (X.Yl: 12:0-3-0.0-2-01. [6:0-6-0.0-8-01 ILOADING (psf) 'TCLL 20.0 TCDL 18.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr YES Code IBC2009/TPI2007 CSI TC 0.52 BC 0.43 WB 0.49 (Matrix) DEFL in (loc) l/defl L/d Vert(LL) -0.06 10-11 >999 360 Vert(TL) -0.24 11-12 >858 240 HorzCTL) 0.06 10 n/a n/a PLATES GRIP MT20 220/195 Weight: 92 Ib FT = 20% LUMBER TOPCHORD 2X 4 DF No.l&BtrG'Except* 1-2:2X6DF No.2 G BOTCHORD 2X4 DF No.l&BtrG WEBS 2 X 4 DF Stud G REACTIONS (Ib/size) 10=834/Mechanical, 1=834/0-3-8 (min. 0-1-8) Max Horz1=108(LC 4) Max Uplifti 0=-67(LC 3), 1=-57(LC 3) FORCES (Ib) - Max, Comp,/Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-2334/178, 2-3=-1598/119, 3-4=-1522/153, 4-6=-1516/151 BOT CHORD 1-12=-194/2210, 11-12=-188/2218, 10-11 =-66/946 WEBS 2-11 =-750/106, 6-11 =-55/746, 6-10=-1093/127, 6-7=-289/57 BRACING TOP CHORD BOT CHORD JOINTS Structural wood sheathing directly applied or 4-10-14 oc puriins, except end verticals, and 2-0-0 oc puriins (6-0-0 max.): 3-8, 5-9. Rigid ceiling directly applied or 10-0-0 oc bracing. 1 Brace at Jt(s): 8, 6, 9 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Instaliation guide. NOTES 1) Unbalanced roof live loads have been considered forthis design. ^2) Wind: ASCE 7-05; 95mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1 -0-0 wide wili fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Refer to girder(s) for tmss to truss connections. 8) This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSI/TP11. 9) Design assumes 4x2 (flat orientation) puriins at oc spacing indicated, fastened to tmss TC w/ 2-10d nails, LOAD CASE(S) Standard 4,2011 ^ WARNINti Verify design parameters and READ NOTES ON THIS AND INCLUDED MTBK RBFERENCE PAGE Mil 7473 «»• 10'08 BEFORB USE. Design valid tor use oniy with fvliTek connectors. This design is based only upon parameters shown, and is tor an Individual building component. Applicabilily of design paramenters and proper incorporation of componeni is responsibility of building designer - not truss designer. Bracing shown is tor lateral support ot Individual web members only. Additional temporary bracing lo insure stability during constnjction is the responsibillity ot the ereclor. Additional penTionent bracing ot the overall struclure is the responsibility of the building designer For general guidance regarding I, consult ANSI/TPH QuaiHy CiHeria, DSB-89 and BCSi Building Componeni labrication, qualily control, storage, delivery, ereclion and bracing. Solely Inlormation available from Tnjss Plate Institute, 281 N. Lee STr( •eel. Suite 312, Alexandria VA 22314 MiTek 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95510 Job Tmss Tmss Type Qty Piy Hilton Carisbad R33366647 HILTON_CARLSBAD A01H3 MONO HIP 5 1 Job Reference foptionall SelectBuild Distribution, Indio, CA - 92203 7.250 s May 11 2011 MiTek Industries, Inc. Thu Jul 14 05:44:02 2011 Page 1 ID:t2iODBRTySPeTJAolr1YqZzOnqQ-P?5pZ?1UIKetmQKd7C7fDwqBJVTIBuZdlQs5KEyyD7h oi3.ii 3-11-0 Plate Offsets fX.Yl: [2:0-3-0.0-2-01.14:0-4-0.0-2-121.18:0-1-12.0^-01 •LOADING (psf) 'TCLL 20.0 TCDL 18.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr YES Code IBC2009/TPI2007 DEFL in (loc) l/defl L/d Vert{LL) -0.06 10-11 >999 360 Vert(TL) -0.24 11-12 >856 240 HorzfTL) 0.06 10 n/a n/a PLATES GRIP MT20 220/195 Weighl: 94 Ib FT = 20% LUMBER TOPCHORD 2X4 DF No.l&Btr G*Except* 1-2:2X6DF No.2 G BOT CHORD 2 X 4 DF No.1 &Btr G WEBS 2 X 4 DF Stud G REACTIONS (Ib/size) 10=834/IVIechanical, 1=834/0-3-8 (min. 0-1-8) MaxHorz1=119{LC4) Max Uplifti 0=-70(LC 3), 1=-54(LC 3) BFIACING TOP CHORD BOT CHORD JOINTS Structural wood sheathing directly applied or 4-11-0 oc puriins, except end verticals, and 2-0-0 oc puriins (10-0-0 max.): 3-8, 5-9. Rigid ceiling directly applied or 10-0-0 oc bracing. 1 Brace at Jt(s): 8, 4, 9 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-2332/167, 2-3=-1599/108, 3-4=-1581/171 BOT CHORD 1-12=-199/2208, 11-12=-194/2216, 10-11=-73/951 WEBS 2-11 =-729/102, 4-11=-49/730, 4-10=-1087/133 NOTES 1) Unbalanced roof live loads have been considered for this design. ^2) Wind: ASCE 7-05; 95mph; TCDL=8,4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber D0L=1.00 plate grip D0L=1.00 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This tmss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Refer to girder(s) for tmss to truss connections. 8) This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSI/TPl 1. 9) Design assumes 4x2 (flat orientation) puriins at oc spacing indicated, fastened to tmss TC w/ 2-1 Od nails. LOADCASE(S) Standard V 14,2011 ^ WAItNINtr Ve,-lfy design parameters and READ NOTES ON THIS AND INCLtJDED MTEK ItEFERENCE PAGE MII7473 rer. 10'OS BEFORB USE. Design valid for use only with Mitek conneclors. This design is based on^ upon paramelers shown, and is for an individual building componeni. Applicability ot design paramenters and proper incorporation of component is responsibility ot building designer - not truss designer Bracing shown is for lateral support of individual web members only. Additional temporary bracing lo insure stability during constnjction is the responsibillity ot the erector. Addilional permanent bracing ot the overall structure is lhe responsibilily of the building designer. For general guidance regarding folDrication, quality conlrol, slorage, delivery, ereclion ond bracing, consult ANSi/TPll Quality CrHeria, DSB-89 ond BCSI Buiiding Componeni Safely Information available from Truss Plate Institute, 281 N. Lee Sfreet, Suite 312, Alexandria, VA 22314. MiTek' 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95610 Job Tmss Tmss Type Qty Ply Hilton Carisbad R33366648 HILTON_CARLSBAD A01H4 MONO HIP 5 1 Job Reference (ootionall SelectBuild Distribution, Indio, CA - 92203 7.250 s May 11 2011 MlTek Industries, Inc. Thu Jul 14 05:44:03 2011 Page 1 ID:t2IODBRTySPeTJAolr1YqZzOnqQ-uCfCnL27WemkNavphvful7MMovpawL6nX4cesgyyD7g I 13-8-4 J 16-0-0 I 17-6.0 | Scale = 133 5 3-11-0 Plate Offsets (X.Yl: [2:0-3-0.0-2-01. [7:0-1-12.0-4-01 OADING (psf) TCLL 20.0 TCDL 18.0 BCLL O.Q BCDL 10.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr YES Code IBC2009/TPI2007 DEFL in (loc) l/defl L/d Vert(LL) -0.06 9-10 >999 360 Vert(TL) -0.24 10-11 >859 240 Horz(TL) 0.06 9 n/a n/a PLATES GRIP MT20 220/195 Weight: 95 Ib LUMBER TOPCHORD 2X4DFNo.1&BtrG*Except* 1-2:2X6DF No.2 G BOTCHORD 2X 4 DF No.l&BtrG WEBS 2 X 4 DF Slud G REACTIONS (Ib/size) 9=834/Mechanical, 1=834/0-3-8 (min. 0-1-8) Max Horz1=130(LC 4) Max Uplift9=-73(LC 3), 1=-50(LC 3) BRACING TOP CHORD BOT CHORD JOINTS Structural wood sheathing directly applied or 4-11 -5 oc puriins, except end verticals, and 2-0-0 oc puriins (10-0-0 max.): 3-7, 5-8, Rigid ceiling directly applied or 10-0-0 oc bracing. 1 Brace at Jt(s): 7, 4, 8, 6 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-2323/153, 2-3=-1609/96, 3-4=-1561/168 BOT CHORD 1-11 =-201/2198, 10-11—196/2206, 9-10=-66/914 WEBS 2-10=-699/97, 4-10=-53/748, 4-9=-1004/116, 5-6=-307/70 NOTES 1) Unbalanced roof live loads have been considered forthis design. ^2) Wind: ASCE 7-05; 95mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This tmss has been designed for a live load of 20.0psf on the bottom chord in ali areas where a rectangle 3-6-0 tall by 1 -0-0 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Refer to girder(s) for fmss to truss connections. 8) This tmss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 9) Design assumes 4x2 (flat orientation) puriins at oc spacing indicated, fastened to tmss TC w/ 2-10d nails. LOADCASE(S) Standard Illy 14,2011 WARNtNO Verify design parameters and READ NOTES ON THIS AND INCLUDED MTEK REFERENCE PAGE Mil 7473 rer. 10-OS BEFORB USE. Design valid for use only with MiTek conneclors. This design is based only upon parameters shown, and is for an Individual building component. Applicability of design paramenters and praper Incorporation of componeni is responsibility of building designer - not tnjss designer. Bracing shown Is for lateral support of Individual web memlDers only. Additional temporary bracing lo insure stability during construction is the responslbilllf/ of the erector Additional permanent bracing of the overall structure is the responsibility of the building designer For general guidance regarding fdbricotion, quality control, slorage, delivery, erection and bracing, consull ANSI/TPII QualHy CrHeria, DSB-89 and BCSI BuHdlng Componenf Scifefy Information available from Tnjss Plate Institute, 281 N. Lee Street, Suite 312, Alexandria, VA 22314. MITek 7777 Greenback Lane, Suite 109 Citms Heights, CA, 95610 Job Truss Tmss Type Qty Ply Hilton Carisbad R33366649 HILTON_CARLSBAD A01HG MONO HIP 5 1 Job Reference foptionall SelectBuild Distribution, Indio, CA - 92203 3-11-0 I- 7.260 s May 11 2011 MiTek Industries, Inc, Thu Jul 14 05:44:04 2011 Page 1 ID:t2iODBRTySPeTJAoir1YqZzOnqQ-MOCa_g3IHxub?kU0EdA7ILvTwJ1MfjnvmkLCO6yyD7f 12-8-4 , 17-8-0 3-11.0 3 00 [12' 3-11-0 8-0-0 4-1-0 Plate Offsets (X.Yl: [1:0-3-6.0-0-31. [2:0-3-0.0-2-0]. [5:0-3-9.Edqe1 k LOADING (psf) 'TCLL 20.0 TCDL 18.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr NO Code IBC2009/TPI2007 DEFL Vert(LL) Vert(TL) Horz(TL) in (loc) l/defl L/d PLATES GRIP 0.13 8 >999 360 MT20 220/195 0.48 7-8 >436 240 MT20H 165/146 0.11 6 n/a n/a Weight: 93 Ib FT = 20% LUMBER TOP CHORD BOT CHORD WEBS 2 X 4 DF No.l&Btr G 'Except* 1-2: 2X6 DF No.2 G 2X6DFN0.2G 2 X 4 DF Stud G *Except* 5-6: 2X4 DF No.l&BtrG BRACING TOP CHORD BOT CHORD WEBS JOINTS REACTIONS (Ib/size) 6=2152/Mechanical, 1=1656/0-3-8 (min. 0-1-12) Max Horz1=72{LC 4) Max Uplift6=-193(LC 3), 1=-146(LC 3) FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-4979/455, 2-3=-5053/483. 5-6=-448/93, 3-4=-4854/480. 4-5=-296/55 BOT CHORD 1-9=-434/4748, 8-9=-428/4736, 7-8=-333/3880, 6-7=-333/3880 WEBS 2-8=-71/406, 3-8=0/630, 4-8=-126/1050, 4-6=-3890/344, 4-7=0/292 Structural wood sheathing directly applied or 2-8-13 oc puriins, except end verticals, and 2-0-0 oc puriins (2-6-14 max.): 3-5. Rigid ceiling directly applied or 10-0-0 oc bracing. 1 Row at midpt 4-6 1 Brace at Jt(s): 5 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. NOTES . 1) Unbalanced roof live loads have been considered for this design. 12) Wind: ASCE 7-05; 95mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; CaL II; Exp C; enclosed; MWFRS (low-rise); cantilever left arid right exposed ; end vertical left and right exposed; Lumber D0L=1.00 plate grip D0L=1.00 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1 -0-0 wide will fit between the bottom chord and any other members. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Refer to girder(s) for tmss to truss connections. 9) This truss is designed in accordance with the 2009 Internafional Building Code secfion 2306.1 and referenced standard ANSI/TPI 1. 10) Girder carries hip end with 0-0-0 right side setback, 8-0-0 left side setback, and 8-0-0 end setback, 11) Design assumes 4x2 (flat orientafion) puriins at oc spacing indicated, fastened to tmss TC w/ 2-10d nails. 12) Hanger(s) or other connecfion device(s) shall be provided sufficient to support concentrated load(s) 832 Ib down and 94 Ib up at 8-0-0 on bottom chord. The design/selection of such connecfion device(s) is the responsibility of others. 13) In the LOAD CASE(S) section, loads applied to the face of the tmss are noted as front (F) or back (B). LOADCASE(S) Standard 1) Regular; Lumber lncrease=1.25, Plate lncrease=1.25 Uniform Loads (plf) Vert; 1-3=-76, 1-8=-20, 6-8=-49(F=-29), 3-5=-184{F=-108) Confinued on page 2 July 14,2011 ^ WARMNG Veiify design parameters and READ NOTES ON THIS AND INCLUDED mTEK REFERENCE PAGE Mil 74^^ ree. 10 '08 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity ot the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, deliver/, erection and bracing, consull ANSl/TPll Quality CrHeria, DSB-89 and BCSI BuHding Component Safety Intormation available from Truss Plate Institute, 281 N. Lee Street, Suite 312, Alexandria, VA 22314. MITek 7777 Greenback Lane, Suite 109 Citnjs Heights, CA, 95610 Job Tmss Tmss Type Qty Ply Hilton Carisbad R33366649 HILTON_CARLSBAD A01HG MONO HIP 5 1 Job Reference (optionall SelectBuild Distribution, Indio, CA - 92203 7.250 s May 11 2011 MiTek Industries, Inc, Thu Jul 14 05:44:04 2011 Page 2 lD:t2IODBRTySPeTJAolr1YqZzOnqQ-MOCa_g3IHxub?kU0EdA7ILvTwJ1M^nwmkLCO6yyD7f LOADCASE(S) Standard Concentrated Loads (Ib) Vert: 8=-832(F) ^ WARNING Verify design parameters and READ NOTES ON THIS AND INCLUDED mTEK REFERENCE PA(^ 10 V8 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of destgn paromenfers and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibiliit/ of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, qualit/ control, storage, delivery, erection and bracing, consult ANSI/TPH QualHy CrHeria, DSB-89 and BCSI BuHdlng Component Safety Intormation available from Truss Plate Institute. 281 N. Lee Sfreet. Suite 312. Alexandria. VA 22314. MITek 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95610 Job Tmss Tmss Type Qty Ply Hilton Carisbad R33366650 HILTON_CARLSBAD AA01 COMMON 7 1 Job Reference (optionall SelectBuild Distribution, Indio, CA - 92203 7.250 s May 11 2011 MfTek Industries, Inc. Thu Jul 14 05:44:06 2011 Page 1 ID:t2IODBRTySPeTJAolr1YqZzOnqQ-lmKKPM4?pZ9JF1dOM2CbNm_qD6nr7b2DD2qlT?yyD7d 22-10-8 I 26-7-10 , 30-4-13 , 34-5-8 -I- 0 50 22-10-8 Plate Offsets (X.Y): [11:0-3-4.0-3-01. [13:0-3-9.0-2-81. [21:0-3-9.0-2-8). [22:0-3-4.0-3-01 OADING (psf) 'TCLL 20.0 TCDL 18.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr YES Code IBC2009/TPI2007 DEFL in (loc) l/defl L/d Vert(LL) -0.28 19-20 >978 360 Vert(TL) -1.06 19-20 >258 240 HorzCTL) 0.09 15 n/a n/a PLATES GRIP MT20 220/195 Weight: 148 Ib FT = 20% LUMBER TOP CHORD BOTCHORD WEBS 2X 4 DF No.l&BtrG 2X 4 DF No.l&BtrG 2 X 4 DF Stud G BRACING TOP CHORD BOT CHORD WEBS REACTIONS (Ib/size) 22=927/Mechanical, 12=224/Mechanical, 15=2128/0-6-8 (min, 0-2-4) MaxHorz22=16(LC4) Max Uplift22=-67(LC 3), 12=-43(LC 6), 15=-42(LC 4) Max Grav22=927(LC 1), 12=315(LC 8), 15=2128(LC 1) Structural wood sheathing directly applied or 3-0-2 oc puriins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 5- 7-9 oc bracing: 14-15 6- 0-0 oc bracing: 13-14. 1 Rowatmidpt 6-15 MiTek recommends that Stabilizers and required cross bracing be installed during truss erecUon, in accordance with Stabilizer Installafion quide. FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-22—820/77, 1-2=-3183/234, 2-3=-3174/236, 3-4=-4151/303, 4-5=-3707/270, 5- 6=-3711/278, 6-7=-100/2728, 7-8-103/2729, 8-9-141/1268, 9-10=-622/237, 10-11=-631/234, 11-12—258/55 ^BOT CHORD 21-22=-39/540, 20-21 =-223/3172, 19-20—286/4143, 18-19=-62/1406, 17-18=-62/1406, 16-17=-62/1406, 15-16=-62/1406, 14-15=-1264/161, 13-14—234/624 WEBS 1-21=-191/2674, 3-21=-486/75, 3-20=-67/997, 4-19=-462/39, 5-19=-378/79, 6- 19-192/2412, 6-15=-4253/194, 7-15=-449/81, 8-15=-1758/86, 8-14=0/334, 9-14=-1302/26, 11-13=-296/405 NOTES 1) Unbalanced roof live loads have been considered forthis design. 2) Wind: ASCE 7-05; 95mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); canfilever left and right exposed ; end vertical left and right exposed; Lumber D0L=1.00 plate grip D0L=1.00 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This tmss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1 -0-0 wide will fit between the bottom chord and any other members. 5) A plate rafing reduction of 20% has been applied for the green lumber members. 6) Refer to girder(s) for tmss to truss connecfions. 7) This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. LOADCASE(S) Standard July 14,2011 ^ WARNING Verify design parameters and READ NOTES ON THIS AND INCLtlDBD MITEK RBFERBNCB PAGB Mil 7473 rer. 10 'OS BEFORE USE. Design valid for use only wilh Mifek connectors. This design is based an^ upon paramelers shown, and is for an individual building componeni. Applicabilily of design paromenfers and proper Incorporafion of componeni is responsibilily of building designer - nol truss designer. Bracing sfiown h for laleral supporl ol individual web members oniy. Additional Iemporary bracing lo Insure slablllly during conslruclion is lhe responsibillify' ol lhe ereclor. Addllional permanent bracing ot lhe overall struclure is the responsibility ot the building designer For general guidance regarding labrication. quolity conlrol, storage, delivery, erection and bracing, consull ANSI/TPil Quality Criteria, DSB-89 and BCSI Building Componenf Safety Informafion available from Truss Plate Inslilule, 281 N. Lee Sfreet, Suite 312, Alexandria, VA 22314. MiTek 7777 Greenback Lane, Suite 109 Citnjs Heights, CA, 95610 Job Tmss Tmss Type Qty Ply Hilton Carisbad R33366651 HILTON_CARLSBAD BOI MONO TRUSS 27 1 Job Reference (optionall SelectBuild Distribution, Indio, CA - 92203 7.250 s May 11 2011 MiTek Industries, Inc. Thu Jul 14 05:44:07 2011 Page 1 ID:t2IODBRTySPeTJAolr1YqZzOnqQ-mzuici5dasHAsBCawljqwzX5MWAQsAAMSias?RyyD7c 11-1-0 I 13-4-1 I 16-0-12 I 3x4 II Plate Offsets (X.Yl: 12:0-1-4.0-3-01 1 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) l/defl L/d PLATES GRIP 'TCLL 20.0 Plates Increase 1.25 TC 0.26 Vert(LL) -0.06 9-10 >999 360 MT20 220/195 TCDL 18.0 Lumber Increase 1.25 BC 0.43 Vert(TL) -0.25 9-10 >762 240 BCLL 0.0 * Rep Stress Incr YES WB 0.39 Horz(TL) 0.04 8 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix) Weight: 89 Ib FT = 20% LUMBER TOPCHORD 2X4 DF No.l&BtrG *Except* 1-2: 2X6 DF N0.2G BOTCHORD 2X4 DF No.l&BtrG WEBS 2 X 4 DF Stud G *Except* 4-9: 2 X 4 DF No.l&Btr G, 7-8: 2 X 6 DF No.2 G REACTIONS (Ib/size) 8=753/0-10-12 (min. 0-1-8), 12=753/0-3-8 (min. 0-1-8) Max Horz12=195(LC 5) Max Uplift8=-43(LC 4), 12=-40(LC 3) BFiACING TOP CHORD BOT CHORD JOINTS Structural wood sheathing directly applied or 6-0-0 oc puriins, except end verticals, and 2-0-0 oc puriins (4-0-1 max.): 5-9, 5-7. Rigid ceiling directly applied or 10-0-0 oc bracing. 1 Brace at Jt(s): 7 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installafion guide. FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2-1095/64, 2-3=-1045/70, 5-9=-474/85, 5-6=-2616/231, 1-12=-698/53 BOT CHORD 10-11=-176/1008, 9-10—188/2478, 8-9=-103/1499 WEBS 3-5-1091/113, 5-10=-1560/75, 1-11-49/949, 6-9-114/1211, 6-8=-1444/133, 3-10=-15/570 NOTES i 1) Unbalanced roof live loads have been considered for this design. f 2) Wind: ASCE 7-05; 95mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber D0L=1.00 plate grip D0L=1.00 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed tor a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1 -0-0 wide wilt fit between the bottom chord and any other members. 6) A plate rating reducfion of 20% has been applied for the green lumber members. 7) This truss is designed in accordance with the 2009 Intemational Building Code secfion 2306.1 and referenced standard ANSI/TPI 1. 8) Design assumes 4x2 (flat orientafion) puriins at oc spacing indicated, fastened to tmss TC w/ 2-10d nails. LOADCASE(S) Standard V 14,2011 ^ WARNING Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGB mi 7473 rer. 10 VS BEFORE USE. Design valid for use only with MiTek conneclors. This design Is based only upon parameters shown, and is for an individual building component. Applicability of design poramenters and proper Incorporation of component is responsibility of building designer - nol truss designer. Bracing shown is for lateral supporl ol individual web members only. Additional temporary bracing to Insure stability during conslnjclion is the responsibillity of the erector. Additional permanent bracing of the overall structure Is the responsibilily of the building designer. For general guidance regarding fabrication, qualily control, storage, delivery, erection and bracing, consull ANSi/TPll Quaitty Criteria. DSB-89 and BCSI BuHding Component Safefy Information available from Truss Plate Institute, 281 N. Lee Street, Suite 312, Alexandria, VA 22314. MITek 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95610 Job Tmss Tmss Type Qty Ply Hilton Carisbad R33366652 HILTON_CARLSBAD B01A MONO TRUSS 57 1 Job Reference (optional) SelectBuild Distribution, Indio, CA - 92203 7,250 s May 11 2011 MiTek Industries, Inc. Thu Jul 14 05:44:08 2011 Page 1 ID:t2IODBRTySPeTJAolr1YqZzOnqQ-E9S5q26FLAP1ULnnTTE3SB3GtwWebdPWgMJPXtyyD7b _l iVLfi I 13^-1 I lg-0-l2 I 3.4 II 3* 1 3-11-0 1 7-7-14 11-1-0 , 13-4-1 1 16-0-12 1 ' 3-11-0 ' 3-8-14 1 3-5-2 1 2-3-1 ' 2-8-11 ' • LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) l/defl L/d PLATES GRIP ITCLL 20.0 Plates Increase 1.25 TC 0.27 Vert(LL) -0.06 9-10 >999 360 MT20 220/195 'TCDL 18.0 Lumber Increase 1.25 BC 0.43 Vert{TL) -0.25 9-10 >760 240 BCLL 0.0 * Rep Stress Incr YES WB 0.39 Horz(TL) 0,04 8 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix) Weight: 86 Ib FT = 20% LUMBER TOPCHORD 2X 4 DF No.l&BtrG BOTCHORD 2X 4 DF No.l&BtrG WEBS 2 X 4 DF Stud G 'Except* 4-9: 2 X 4 DF No.l&Btr G, 7-8: 2 X 6 DF No.2 G REACTIONS (Ib/size) 8=753/0-10-12 (min. 0-1-8), 12=753/0-3-8 (min. 0-1-8) Max Horzl2=194(LC 5) Max Uplift8=-43{LC 4), 12=-40(LC 3) BRACING TOP CHORD BOT CHORD JOINTS Structural wood sheathing directly applied or 6-0-0 oc puriins, except end verticals, and 2-0-0 oc puriins (4-0-1 max.): 5-9, 5-7. Rigid ceiling directly applied or 10-0-0 oc bracing. 1 Brace at Jt(s): 7 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installafion guide, FORCES (Ib) - Max, Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-1064/61, 2-3=-1038/69, 5-9-474/85, 5-6-2616/231, 1-12-698/53 BOT CHORD 10-11 =-174/997, 9-10=-188/2477, 8-9=-103/1499 WEBS 2-11=-258/49, 3-5=-1087/112, 5-10=-1561/74, 1-11=-40/932, 6-9-113/1211, 6-8-1444/133,3-10-17/567 NOTES 1) Unbalanced roof live loads have been considered forthis design. ^2) Wind: ASCE 7-05; 95mph; TCDL=8.4psf; BCDL=4.2psf; h=25fl; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber D0L=1.00 plate grip D0L=1,00 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit beh«een the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) This truss is designed in accordance with the 2009 International Building Code secfion 2306.1 and referenced standard ANSI/TPI 1. 8) Design assumes 4x2 (flat orientafion) puriins at oc spacing indicated, fastened to tmss TC w/ 2-1 Od nails. LOADCASE(S) Standard July 14,2011 Jj^ WARNING Verify daign parameters and ItEAD NOTES ON THIS AND INCLUDED MTEK liBFERENCB PAGB Mil 7473 ret. 10'OS BEFORE USE. Design valid for use only with MiTek conneclors. This design is based only upon parameters shown, and Is for an individual building component. Applicability ol design paramenters and proper Inconporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web memtiers onW- Additional temporary brocing lo insure stability during construction is the responsibillity of the erector Addllional permanent bracing of the overall structure is the responsibility of the building designer For general guidance regarding fal?n"cation, quality conlrol, slorage, delivery, erecllon and bracing, consult ANSI/TPM Quality Criteria, DSB-89 and BCSI Building Componenf Safety Informafion available from Truss Plate Institute, 281 N. Lee Street, Suite 312, Alexandria, VA 22314, MITek 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95610 Job Tmss Tmss Type Qty Ply Hilton Carisbad Qty Ply R33366653 H1LT0N_CARLSBAD B01AG MONO TRUSS 1 2 Job Reference (optionall SelectBuild Distribution, Indio, CA - 92203 7.250 s May 11 2011 MlTek Industries, Inc. Thu Jul 14 05:44:09 2011 Page 1 ID:t2IODBRTySPeTJAolr1YqZzOnqQ-iL0T1O7t6UXu6VMz1AII?OcL0Kk8Kycfv03y3KyyD7a n-1-0 I 13-4-1 I 16-0-12 I 4x4 II Scale = 1:32.7 Plate Offsets (X.Yl: [5:0-8-8.0-3-41 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) l/defl Ud PLATES GRIP 'TCLL 20.0 Plates Increase 1.25 TC 0.70 Vert(LL) -0.13 9-10 >999 360 MT20 220/195 TCDL 18.0 Lumber Increase 1.25 BC 0.93 Vert(TL) -0.51 9-10 >371 240 MT20H 165/146 BCLL 0.0 * Rep Stress Incr NO WB 0.90 Horz(TL) 0.05 8 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix) Weight: 194 Ib FT = 20% LUMBER TOPCHORD 2X 4 DF No.l&BtrG BOTCHORD 2X6DFSSG WEBS 2 X 4 DF Stud G 'Except* 4-9: 2 X 4 DF No.l&Btr G, 7-8: 2 X 6 DF No.2 G REACTIONS (Ib/size) 8=3381/0-10-12 (min. 0-1-13), 12=1661/0-3-8 (min. 0-1-8) Max Horzl2=146(LC 4) Max Uplift8=-247(LC 4), 12=-112{LC 3) BFiACING TOPCHORD BOT CHORD JOINTS Structural wood sheathing directly applied or 6-0-0 oc puriins, except end verticals, and 2-0-0 oc puriins (3-4-2 max.): 5-9, 5-7. Except: 6-0-0 oc bracing: 4-5 Rigid ceiling directly applied or 10-0-0 oc bracing. 1 Brace at Jt(s): 7 FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD BOT CHORD WEBS 1- 2=-2632/197, 2-3=-3482/267, 3-4=-325/50, 5-9=-431/54, 1-12=-1506/117, 5- 6=-12207/838, 6-7=-1605/114 11-12-139/287, 10-11=-193/2513, 9-10=-793/11565, 9-13=-497/6751, 8-13=-497/6751 2- 11 =-938/101, 3-5-3683/286, 5-10-8489/610, 1-11-144/2335, 6-9=-408/5862, 6- 8=-5508/409, 3-10=-164/2607, 2-10=-70/987 NOTES 1) 2-pty truss to be connected together with lOd (0.131"x3") nails as follows: Top chords connected as follows: 2X4-1 row at 0-5-0 oc, 2 X 6 - 2 rows at 0-9-0 oc. Bottom chords connected as follows: 2X6-2 rows at 0-9-0 oc. Webs connected as follows: 2X4-1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE{S) section. Ply to ply connecfions have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-05; 95mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber D0L=1.00 ptate grip D0L=1.00 5) Provide adequate drainage to prevent water ponding. 6) All plates are MT20 plates unless otherwise indicated. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 9) A plate rating reduction of 20% has been applied for the green lumber members. 10) This truss is designed in accordance with the 2009 Internafional Building Code secfion 2306.1 and referenced standard ANSI/TPI 1. 11) Girder carries tie-in span(s): 15-2-0 from 12-11-8 to 16-0-12 12) Design assumes 4x2 (flat orientafion) puriins at oc spacing indicated, fastened to tmss TC w/ 2-10d nails. 13) Hanger(s) or other connecfion device(s) shall be provided sufficient to support concentrated load(s) 2650 Ib down and 196 Ib up at 11-0-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOADCASE(S) Standard Continued on page 2 July 14,2011 ^ WARMNG Verify design parameters and READ NOTES ON THIS AND INCLUDED mTEK REFERENCE PAGE mi 7473 ren. 10 VS EES'ORB USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for on individual building component. Applicability of design paramenters and proper incorporation of componeni is responsibiiify of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during constnjction is fhe responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delrvery, erection and bracing, consult ANSI/TPII QuaHty Criteria, DSB-89 and SCSI Building Component Safety Informotion available from Truss Plate Institute, 281 N. Lee Street. Suite 312. Alexandria. VA 22314. Mijek'^ 7777 Greenback Lane. Suite 109 Citrus Heights, CA, 95610 Job Tmss Tmss Type Qty Ply Hilton Carisbad R33366653 HILTON_CARLSBAD B01AG MONO TRUSS 1 2 Job Reference (optionall SelectBuild Distribution, Indio, CA - 92203 LOADCASE(S) Standard 1) Regular: Lumber lncrease=1,25, Plate lncrease=1.25 Uniform Loads (plf) Vert: 1-4-76, 12-13=-20, 8-13=-329(B=-309), 5-7=-76 Concentrated Loads (Ib) Vert: 9=-2650(B) 7.250 s May 11 2011 MlTek Industries, Inc. Thu Jul 14 05:44:09 2011 Page 2 ID:t2IODBRTySPeTJAolr1YqZzOnqQ-iL0T1O7t6UXu6VMz1AII?OcL0Kk8Kycfv03y3KyyD7a ^ WARNIIiG VerifydesignparametersandREADNOTESONTHISAND!NCLUDEDMITEKREFERENCBPAGBMlI7473 ret. 10'08 BEFORB USB. Design valid for use only with MITek conneclors. This design is based only upon parameters shown, and is tor an individual building componeni. Applicability of design paramenters and proper Incorporation of component Is responsibility of building designer - nol truss designer. Bracing shown Is for lateral support of individual web members on^. Additional temporary bracing to insure stability during construction is the resFXsnsibilllly of the erector. Addllional pennanent bracing ot fhe overall stnjcture is the responsibility of the building designer. For general guidance regarding fobrication, auality control, storage, delivery, erection and txacing, consult ANSI/TPH QualHy Criteria, DSB-89 and BCSI Building Componeni Safety Informafion available from Truss Plate Institute, 281 N. Lee Street, Suile 312, Alexandria, VA 22314. MiTek 7777 Greenback Lane, Suite 109 Citnjs Heights, CA, 95610 Job Tmss Tmss Type Qty Ply Hilton Carisbad R33366654 HILTON_CARLSBAD B01C MONO TRUSS 8 1 Job Reference foptionall SelectBuild Distribution, Indio, CA - 92203 7.250 s May 11 2011 MiTek Industries, Inc. Thu Jul 14 05:44:10 2011 Pagel ID:t2IODBRTySPeTJAoir1YqZzOnqQ-AYarFk8Wtnfljfi(9btHXXc9djkD23Ybp8goV\fcmyyD7Z 11-1-0 I 13-0-15 [ 15-4-6 I Scale = 1:32.4 3,00 fTF Plate Offsets fX.Y): [2:0-1-4.0-3-0] H.OADING (psf) SPACING 2-0-0 CSI DEFL in (loc) l/defl L/d PLATES GRIP rrcLL 20.0 Plates Increase 1.25 TC 0.25 Vert(LL) -0.05 9-10 >999 360 MT20 220/195 TCDL 18.0 Lumber Increase 1.25 BC 0.37 Vert(TL) -0.19 9-10 >949 240 BCLL 0.0 * Rep Stress Incr YES WB 0.34 Horz{TL) 0.03 8 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix) Weight: 86 Ib FT = 20% LUMBER TOPCHORD 2X4 DF No.l&BtrG'Except* 1-2:2X6DF No.2 G BOTCHORD 2X4 DF No.l&BtrG WEBS 2 X 4 DF Stud G *Except* 4-9:2X4 DF No.l&BtrG BRACING TOP CHORD BOT CHORD JOINTS REACTIONS (Ib/size) 8=723/Mechanical, 12=723/0-3-8 (min. 0-1-8) Max Horzl2=195(LC 5) Max Uplift8=-42(LC 5), 12=-39(LC 3) FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-1044/63, 2-3=-972/68, 5-9=-478/85, 5-6=-2276/216, 1-12=-669/52 BOT CHORD 10-11 =-173/960, 9-10=-172/2169, 8-9=-95/1267 WEBS 3-5=-1013/108, 5-10=-1312/70, 1-11=-48/901, 6-9=-108/1116, 6-8=-1279/124, 3-10=-12/508 Structural wood sheathing directly applied or 6-0-0 oc puriins, except end verticals, and 2-0-0 oc puriins (4-3-14 max.): 5-9, 5-7. Rigid ceiling directly applied or 10-0-0 oc bracing. 1 Brace at Jt(s): 7 MiTek recommends that Stabilizers and required cross bracing be Installed during trass erection, in accordance with Stabilizer Installation guide. NOTES M) Unbalanced roof live loads have been considered for this design. ^2) Wind: ASCE 7-05; 95mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber D0L=1.00 plate grip D0L=1.00 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This tmss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Refer to girder(s) for tmss to truss connections. 8) This truss is designed in accordance with the 2009 International Building Code secfion 2306.1 and referenced standard ANSI/TPI 1. 9) Design assumes 4x2 (flat orientafion) puriins at oc spacing indicated, fastened to tmss TC w/ 2-1 Od nails. LOADCASE(S) Standard ^,2011 £^ WARNING Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil 7473 rer. 10 VS BEFORE USB, Design valid for use only with Mflek connectors. This design is based onty upon parameters shown, and is for an individual building componeni. Applicability of design poramenters and proper Incorporation ot componeni is responsibility ot building designer - nol truss designer. Bracing shown is for lateral support of Individual web members on^. Additional temporary bracing to insure stability during constrijction is the responslblllilv of the erector. Additional pemianent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality controL storage, delivery, erection and txocing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Buiiding Component Safety Intotmaflon available trom Truss Plate Institute, 281 N. LeeStreel, Suile 312, Alexandria, VA 22314, MITek 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95610 Job Tmss Tmss Type Qty Ply Hilton Carisbad R33356655 HILTON_CARLSBAD B01D MONO TRUSS 13 1 Job Reference (ootionall SelectBuild Distribution, Indio, CA - 92203 7.250 s May 11 2011 MiTek Industries, Inc, Thu Jul 14 05:44:11 2011 Page 1 ID:t2IODBRTySPeTJAolr1YqZzOnqQ-fk8DS488e5ncLpVVM9bom4phoW7ZZo?1yNKY38CyyD7Y _j 11-1-0 I 12-11-12 I 15-2-0 I 3 00 fiF Plate Offsets (X.Yl: [2:0-1-4.0-3-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) l/defl L/d PLATES GRIP 'TOLL 20.0 Plates Increase 1.25 TC 0.25 Vert(LL) -0.05 9-10 >999 360 MT20 220/195 TCDL 18.0 Lumber Increase 1.25 BC 0.35 Vert(TL) -0.17 9-10 >999 240 BCLL 0.0 * Rep Stress Incr YES WB 0.33 Horz(TL) 0.03 8 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix) Weight: 85 Ib FT = 20% LUMBER TOPCHORD 2X4 DF No.l&BtrG-Except* 1-2: 2X ODF No.2 G BOTCHORD 2X 4 DF No.l&BtrG WEBS 2 X 4 DF Stud G *Except* 4-9: 2X4 DF No.l&BtrG REACTIONS (Ib/size) 8=714/Mechanical, 12=714/0-3-8 (min. 0-1-8) Max Horzl2=195(LC 5) Max Uplift8=-43(LC 5), 12=-39(LC 3) BRACING TOP CHORD BOT CHORD JOINTS Structural wood sheathing directly applied or 6-0-0 oc puriins, except end verticals, and 2-0-0 oc puriins (4-5-5 max.): 5-9, 5-7. Rigid ceiling direcfiy applied or 10-0-0 oc bracing. 1 Brace at Jt(s): 7 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide, FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-1028/63, 2-3=-948/67, 5-9-480/84, 5-6=-2165/210, 1-12=-660/52 BOT CHORD 10-11 =-172/944, 9-10=-166/2069, 8-9=-92/1200 WEBS 3-5=-988/107, 5-10=-1232/68, 1-11 =-47/886, 6-9=-106/1078, 6-8=-1224/122, 3-10=-11/488 NOTES k 1) Unbalanced roof live loads have been considered for this design. f2) Wind: ASCE 7-05; 95mph; TCDL=8.4psf; BCDL=4.2psf; h=25fl; Cat. II; Exp C; enclosed; MWFRS (low-rise); canfilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Refer to girder(s) for tmss to truss connections. 8) This truss is designed in accordance with the 2009 Internafional Building Code secfion 2306.1 and referenced standard ANSI/TPI 1. 9) Design assumes 4x2 (flat orientafion) puriins at oc spacing indicated, fastened to tmss TC w/ 2-1 Od nails. LOADCASE(S) Standard ^,2011 ^ WARNING Vet-ify design parameters and READ NOTES ON THIS AND INCLUDED MTEK REFERENCE PAGB Mil 7473 ret. 10 VS BEFORB tJSB. Design valid for use only wilh MiTek connectors. This design is based on^ upon parameter shown, and is tor an individual building component. Applicabilily of design paramenters and proper incorporotion ot component Is responsibility of building designer - nof truss designer. Bracing shown is tor lateral support ot Individual web members only. Additional temporary bracing lo insure stability during constnjction is the responsibillity of the ereclor. Additional pemianent bracing ot the overall slruclure is the responsibiiify ot the building designer For general guidance regarding tabricallon, qualify controL storage, delivery, erecllon and bracing, consull ANSi/TPll Quality Criteria, DSB-89 and BCSi Building Component Safety Inlormation available trom Tmss Plate Inslitute, 281 N. Lee Street, Suite 312, Alexandria, VA 22314. MITek 7777 Greenback Lane, Suite 109 Citnis Heights, CA, 95610 Job Truss Tmss Type Qty Ply Hilton Carisbad R33366656 HILTON_CARLSBAD B01E MONO TRUSS 15 1 Job Reference (optionall SelectBuild Distribution, Indio, CA - 92203 7.250 s May 11 2011 MlTek Industries, Inc. Thu Jui 14 05:44:12 2011 Page 1 ID:t2IODBRTySPeTJAolr1Yq2zOnqQ-7whbgP9mPPvTzy5YilJ?d1Ey_XuoXSG6b_HdgfyyD7X Scale = 1:32,4 3x4 11 10 9 3x6 = 8 2 4x4 = 4x8 = 4x4 • '' ' . 7-7-14 1 11-1-0 1 12-11-12 1 15-2-0 , 3-11-0 ' 3-8-14 ' 3-5-2 ' 1-10-12 ' 2-2-4 ^UOADING (psf) |TCLL 20.0 FTCDL 18.0 BCLL 0.0 * BCDL 10.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr YES Code IBC2009/TPI2007 CSI TC 0.27 BC 0.35 WB 0.33 (Matrix) DEFL in (loc) l/defl L/d Vert(LL) -0.05 9-10 >999 360 Vert(TL) -0.17 9-10 >999 240 Horz(TL) 0.03 8 n/a n/a PLATES GRIP MT20 220/195 Weight: 82 Ib FT = 20% l,UMBER TOP CHORD BOTCHORD WEBS 2X4 DF No.l&BtrG 2X4 DF No.l&BtrG 2 X 4 DF Stud G *Except* 4-9: 2 X 4 DF No.l&BtrG BRACING TOP CHORD BOT CHORD JOINTS Structural wood sheathing directly applied or 6-0-0 oc puriins, except end verticals, and 2-0-0 oc puriins (4-5-5 max.): 5-9, 5-7. Rigid ceiling directly applied or 10-0-0 oc bracing. 1 Brace at Jt(s): 7 REACTIONS (Ib/size) 8=714/Mechanical, 12=714/0-3-8 (min. 0-1-8) Max Horzl2=194{LC 5) Max Uplift8=-43(LC 5), 12=-39(LC 3) MiTek recommends that Stabilizers and required cross bracing be installed during truss erecfion, in accordance with Stabilizer Installation guide. FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-998/60, 2-3=-941/67, 5-9=-480/84. 5-6=-2165/210, 1-12=-660/52 BOT CHORD 10-11=-171/933, 9-10=-166/2068, 8-9—92/1200 WEBS 3-5=-984/105, 5-10-1234/68, 1-11-38/867, 6-9=-105/1078, 6-8=-1224/122, 3-10—12/486 NOTES 1) Unbalanced roof live loads have been considered for this design. ^2) Wind: ASCE 7-05; 95mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat II; Exp C; enclosed; MWFRS (low-rise); canfilever left and right exposed ; end vertical left and right exposed; Lumber D0L=1.00 plate grip D0L=1.00 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tali by 1-0-0 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Refer to girder(s) for tmss to truss connections. 8) This truss is designed in accordance with the 2009 International Building Code secfion 2306.1 and referenced standard ANSI/TPI 1. 9) Design assumes 4x2 (flat orientation) puriins at oc spacing indicated, fastened to tmss TC w/ 2-10d nails. LOADCASE(S) Standard 14,2011 ^ WARNING Verify design parameters and READ NOTES ON THIS AND INCLtJDED MITEK REFERENCE PAGE Mil 7473 rer. 10'OS BEFORE USE. Design valid for use only with NAilek connectcxs. This design is based onty upon paramelers shewn, and is lor an individual building componeni. Applicability of design paramenters and proper incorporation of component is responsibility ot building designer- nol truss designer Bracing shown Is for lateral support of Individual web members onfy. Additional tempcxary bracing to Insure stability during construction is the responsibillify of the ereclor. Additional permanent bracing ot the overall structure Is the responsibility ot the building designer For general guidance regarding tabricallon, auality conlrol, storage, delivery, erection and bracing, consult ANSI/TPII Quolity Criteria, DSB-89 and BCSI Buiiding Component Safefy Informafion available from Truss Plate Inslilule, 281 N, LeeStreel, Suile 312, Alexandria, VA 22314. MITek 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95610 Job Tmss Tmss Type Qty Ply. Hilton Carisbad R33366657 HILTON_CARLSBAD BOI EG MONO TRUSS 1 2 Job Reference (optionall SelectBuild Distribution, Indio, CA - 92203 7.250 s May 11 2011 MiTek Industries, Inc. Thu Jul 14 06:44:13 2011 Page 1 ID:t2IODBRTySPeTJAolr1YqZzOnqa-b7FJIAO9i1Ja6gkG0qE9En65x45GstFqe1AC5yyD7W 11-1-0 I 12-11-12 1 1 S-2-0 I 3X4 II 3-11-0 -I-7-7-14 3-8-14 Plate Offsets (X.Yl: [6:0-3-9.0-1-81.19:0-3-0.0-4-41. [11:0-5-0.0-4-41. II 2:0-3-9.0-1-81 OADING (psf) 'TCLL 20.0 TCDL 18.0 BCLL 0.0 * BCDL 10.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr NO Code IBC2009/TPI2007 CSI TC 0.37 BC 0.99 WB 0.56 (Matrix) DEFL in (loc) l/defl L/d Vert(LL) -0.09 10-11 >999 360 Vert(TL) -0.33 10-11 >539 240 HorzfTL) 0.06 8 n/a n/a PLATES GRIP MT20 220/195 Weight: 1861b FT = 20% LUMBER TOP CHORD BOT CHORD WEBS 2X4DF No.l&BtrG 2X6DF N0.2G 2 X 4 DF Stud G 'Except* 4-10.7-8,1-13: 2 X 4 DF No.1&Btr G BRACING TOP CHORD BOT CHORD JOINTS SIruclural wood sheathing directly applied or 6-0-0 oc puilins, except end verticals, and 2-0-0 oc puriins (5-6-11 max.): 5-10, 5-7. Rigid ceiling directly applied or 10-0-0 oc bracing. 1 Brace at Jt(s): 7 REACTIONS (Ib/size) 8=3576/l\llechanical, 13=2863/0-3-8 (min. 0-1-8) Max Horzl3=188{LC 5) Max Uplift8=-304(LC 5), 13=-236(LC 3) FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-4188/351, 2-3=-4272/370, 3-4=-255/34, 5-10=-29/499, 5-6=-6070/547, 6-7=-798/76, 7-8=-257/29,1-13=-2316/203 BOT CHORD 12-13=-213/517, 11-12-448/4016, 10-11-814/9160, 9-10=-866/9522, 8-9-525/6070 WEBS 2-12=-294/53, 3-5=-4641/436, 5-11-5244/442, 1-12=-290/3670, 5-9-3808/376, 6-8=-5815/519, 3-11 =-262/3240, 6-9=-212/2395 NOTES 1) 2-ply tmss to be connected together with lOd (0.13rx3") nails as follows: Top chords connected as follows: 2X4-1 row at 0-9-0 oc. Bottom chords connected as follows: 2X6-2 rows at 0-9-0 oc. Webs coni\ected as follows; 2X4-1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provjded to distribute only loads noted as (F) or (B), unless otherwise indicated, 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-05; 95mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 5) Provide adequate drainage to prevent water ponding. 6) This tmss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This tmss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1 -0-0 wide will frt between the bottom chord and any other members. 8) A plate rating reducfion of 20% has been applied for the green lumber members. 9) Refer to girder(s) for Imss to tmss connections. 10) This tmss is designed in accordance with the 2009 Internafional Building Code secfion 2306.1 and referenced standard ANSI/TPI 1. 11) Girder carries tie-in span(s): 10-2-0 at 0-0-0 to 22-2-0 at 15-2-0. 12) Design assumes 4x2 (flat orientafion) puriins at oc spacing indicated, fastened to Imss TC w/2-10d nails. LOADCASE(S) Standard 1) Regular: Lumber lncrease=1.25, Plate lncrease=1.25 Uniform Loads (plO Vert: 1-4=-76, 5-7=-76 Confinued on page 2 July 14,2011 A WARNING Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCB PAGB MB 74T3 res. 10 BEFORE USB. Design valid for use only with MiTek connectcxs. This design is based only upson parameters shown, and is fcx an individual building component. AppllcalDiilty of design paramenters and proper Incorporafion of componeni is responsibility of building designer - nof truss designer Bracing shown is tor lateral support of individual web members only. Additional temporary bracing to insure sfatxllfy during construction is fhe responsibillify of the erector. Addilional permanent bracing of the overall structure is fhe responsibility of the building designer. For general guidance regarding faiDri'cafion, qualily control, sto Safety Information available fi storage, delivery, erection and txacing, consult ANSi/TPil Qualily Criteria, DSB-89 and BCSi Building Componeni le from Tnjss Plate Inslilute. 231 N. Lee Street, Suite 312, Alexandria, VA 22314. MITek' 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95610 Job Tmss Tmss Type Qty Ply Hilton Carisbad R33366657 HILTON_CARLSBAD 801 EG MONO TRUSS 1 2 Job Reference (optionall SelectBuild Distribution, Indio, CA - 92203 7.250 s May 11 2011 MiTek Industries, Inc. Thu Jull 4 05:44:13 2011 Page2 ID:t2IODBRTySPeTJAolr1YqZzOnqQ-b7F_tlAO9i1Ja6gkG0qE9En65x45GstFqe1AC5yyD7W LOADCASE(S) Standard Trapezoidal Loads (plf) Vert: 13=-213(F=-193)-to-8=-501 (F=-481) WARNim Verify design parameters and READ NOTES ON THIS AND INCLmSD mTEK REFERENCB PAGB mr 7479^^ 10 BEFORB USE. Design valid for use only witli MiTek connectore. This design is based oniy upon poranneters shown, ancJ is for an individual building componeni. Applicability of design paramenters and proper incorpcxation of component is responsibility of building designer - not truss designer. Bracing sliown is for lateral support of individual web members onfy. Additional temporary bracing to insure stability during constnjction is ihe responsibillity of the erector. Additional pennanent bracing of fhe overall structure is ttve responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality CrHeria, DSB-89 and BCSI BuHdlng Component Safety lnfornr>aHon available from Tnjss Plate Institute, 281 N. Lee Street. Suite 312. Alexandria. VA 22314. MiTek' 7777 Greenback Lane. Suite 109 Citrus Heights, CA, 95610 Job Tmss Tmss Type Qty Ply Hilton Carisbad Qty Ply R33366658 HILTON_CARLSBAD B01F GABLE 1 1 Job Reference (optionall SelectBuild Distribution, Indio, CA - 92203 7.250 s May 11 2011 MiTek Industries, Inc. Thu Jul 1405:44:142011 Paget ID:t2IODBRTySPeTJAolr1YqZzOnqQ-3JpM45B0w09ACGFxqiLTiSJE9LVJ?LBO3lmjlXyyD7V Plate Offsets (X.Yl: 15:0-3-9.0-1-81 •.OADING (psf) SPACING 2-0-0 CSI DEFL in (loc) l/defl Ud PLATES GRIP rrcLL 20.0 Plates Increase 1.25 TC 0.54 Vert(LL) -0.08 4-5 >999 360 MT20 220/195 TCDL 18.0 Lumber Increase 1.25 BC 0.67 Vert(TL) -0.42 4-5 >305 240 BCLL 0.0 * Rep Slress Incr NO WB 0.37 Horz(TL) 0.02 4 n/a n/a BCDL 10.0 Code IBC2009n-pi2007 (Matrix) Weight: 65 Ib FT = 20% LUMBER TOPCHORD 2X4DFNo.1&BlrG BOTCHORD 2X4DFNo.1&BlrG WEBS 2 X 4 DF Stud G OTHERS 2 X 4 DF Stud G REACTIONS (Ib/size) 6=794/0-5-8 (min. 0-1-8), 4=794/Mechanical MaxHor26=116(LC 5) Max Uplift6=-44(LC 3), 4=-87(LC 5) BRACING TOP CHORD BOT CHORD WEBS Structural wood sheathing directly applied or 5-7-6 oc puriins, except end verticals. Rigid celling direcfiy applied or 10-0-0 oc bracing. 1 Row at midpt 2-4 MiTek recommends that Stabilizers and required cross bracing be Installed during truss ereclion, in accordance with Stabilizer Installation guide. FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-1187/79, 1-6=-733/45 BOTCHORD 4-5=-145/1144 WEBS 2-4-1202/153, 1-5-65/1198 NOTES I) Unbalanced roof live loads have been considered for this design. ^2) Wind: ASCE 7-05; 95mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cal. II; Exp C; enclosed; MWFRS (low-rise); canfilever left and right exposed ; end vertical left and right exposed; Lumber D0L=1.00 plate grip D0L=1.00 3) Tmss designed for wind loads in the plane of Ihe tmss only. For studs exposed to wind (normal to the face), see Standard Induslry Gable End Details as applicable, or consult qualified building designer as per ANSI/TP11-2002. 4) All plates are 2x4 MT20 unless othenwise Indicated. 5) Gable studs spaced at 1-4-0 oc. 6) This Iruss has been designed for a 10.0 psf botlom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.0psf on Ihe bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any olher members. 8) A plate rafing reduction of 20% has been applied for the green lumber members. 9) Refer lo girder(s) for Imss to Imss connections. 10) This truss is designed in accordance with the 2009 Intemalional Building Code section 2306.1 and referenced standard ANSI/TP11. II) Girder canies lie-in span(s): 4-6-0 from 0-0-0 to 10-11-8 12) In the LOAD CASE(S) section, loads applied to the face of Ihe tmss are noted as front (F) or back (B). LOADCASE(S) Standard 1) Regular: Lumber lncrease=1.25, Plate lncrease=1,25 Unifonn Loads (plf) Vert: 4-6=-73(B=-53), 1-3=-76 uly 14,2011 A WARNOK Verify design paramtiters and READ NOTES ON THIS AND INCLtJDBD MITEK REFERENCE PAGE Mil 7473 rcr. 10 VS BEFORE USE. Design vcilid for use only with N/llTek conneclors. This design Is based only upon parameters shown, and is for on individual building component. Applicataillfy of design paramenters and proper incorporation of componenf Is responsibility of building designer - not truss designer. Sroclng shown is tor lateral support of indivkdual web members only. Addiflonal fempxyary bracing fo insure statsinty during consfruction is the responsitjillity of fhe erector. Addltbnal permanent bracing of the overall structure is the responsibility of the building designer For general guidance regarding fabrication, quality controL storage, delivery, erection and tjracing, consult ANSi/TPil Quaffly Citteria. DSB-89 and BCSI BuKding Componeni Safety information available from Truss Plate Institute, 281 N. LeeStreel, Suite 312, Alexandria, VA 22314. MiTek' fawKn TO ^cjrroivM,' 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95610 Job Tmss Tmss Type Qty Ply Hilton Carisbad Tmss Type Qty R33366659 HILTON_CARLSBAD B01GA GABLE 1 1 Job Reference (optional) SelectBuild Distribution, Indio, CA - 92203 7.250 s May 11 2011 MlTek Industries, Inc. Thu Jul 14 05:44:15 2011 Pagel ID:t2IODBRTySPeTJAolr1YqZzOnqQ-XVNklRBehKH1qQp70RsiEfsKGIz2kspYHyWHHzyyD7U 11-1-° I Scale = 1:25.0 Plate Offsets (X.Y): [3:0-3-1 .Edgel ILOADING (psf) 'TCLL 20.0 TCDL 18.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr YES Code IBC2009/TPI2007 CSI TC 0.84 BC 0.19 WB 0.09 (Matrix) DEFL in (loc) l/defl L/d Vert(LL) n/a - n/a 999 VertfTL) n/a - n/a 999 Horz(TL) 0.00 4 n/a n/a PLATES GRIP MT20 220/195 Weight: 52 Ib FT = 20% LUMBER TOP CHORD BOT CHORD WEBS OTHERS 2X4 DF No.l&BtrG 2X4 DF No.l&BtrG 2 X 4 DF Stud G 2 X 4 DF Stud G BRACING TOP CHORD BOT CHORD Structural wood shealhing directly applied or 6-0-0 oc puriins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 1=121/11-1-0 (min. 0-1-8), 4=299/11-1-0 (min. 0-1-8), 5=629/11-1-0 (min. 0-1-8) MaxHorz1=110(LC4) Max Uplifti =-2(LC 5). 4=-25(LC 3), 5=-52(LC 3) MITek recommends thai Stabilizers and required cross bracing be Installed during fiiiss erecfion, in accordance wilh Stabilizer Installation quide. FORCES WEBS (Ib) - Max. Comp./Max. Ten. 2-5-510/107 All forces 250 (Ib) or less except when shown. NOTES 1) Wind: ASCE 7-05; 95mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); canfilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 2) Tmss designed for wind loads in the plane of Ihe Imss only. For sluds exposed to wind (normal lo Ihe face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TP11-2002. k 3) Gable requires confinuous bottom chord bearing. ^4) Gable sluds spaced at 1-4-0 oc. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcun-ent with any olher live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 lall by 1 -0-0 wide will fit between the bottom chord and any other members. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) This truss is designed in accordance with Ihe 2009 Intemational Building Code secfion 2306.1 and referenced standard ANSI/TP11. LOADCASE(S) Standard July 14,2011 A WARNING VerifydesignparametersandRBADN0TeS0NTaiSANDINCLUDBDinTEKREFERENCEPAaBMII7473 rev. 10 VS BEFORE ttSB. Oesign valid for use only with tvliTek connectors. This design Is leased only upon parameters shown, and is for an individual building componeni. Applicability of design paramenters and propjer incorporafion of component is res[3onslbilltv of buHdlng designer - nof truss designer. Bracing shown is for lateral support of individual web memtjers only. Addiflonal temporary bracing fo Insure stability during construction is the resiDonsibiHlty of the erector. Additional permanent bracing of fhe overall strucfure is fhe responsibility of the building designer For general guidance regarding tatjrication, quality controt storage, delivery, erection and bracing, consult ANSi/TPil Qualliy Citteria. DSB-89 and BCSI Building Component Safefy information ovaikjble from Truss Plate Institute, 281 N, Lee Street, Suite 312, Alexandria, VA 22314. MITek' 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95610 Job Tmss Tmss Type Qty Ply Hilton Carisbad R33366660 HILTON_CARLSBAD B01H GABLE 1 1 Job Reference (optionall SelectBuild Distribution, Indio, CA - 92203 7.250 s May 11 2011 MlTek Industries, Inc. Thu Jul 14 05:44:16 2011 Page 1 ID:t2IODBRTySPeTJAolr1YqZzOnqQ-?ix6VnCGSdPuRaOJx80xntPbD88qTALhWfcFqpQyyD7T 3.00 nr I-3-11-0 -I- •u Plate Offsets (X.Yl: [2:0-3-0.0-2-01. [3:0-6-0.0-2-11. r7:0-3-7.0-2-81. [9:0-3-9.0-1-81 OADING (psf) TCLL 20.0 TCDL 18.0 BCLL 0.0 * BCDL 10.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Slress Incr NO Code IBC2009/TPI2007 CSI TC 0.51 BC 0.86 WB 0.65 (Matrix) DEFL in (loc) l/defl L/d Vert(LL) -0.05 7-8 >999 360 Vert(TL) -0.20 8-9 >932 240 Horz(TL) 0.04 7 n/a n/a PLATES MT20 GRIP 220/195 Weight: 90 Ib LUMBER TOP CHORD BOT CHORD WEBS 2 X 4 DF No.l&Btr G *Except* 1-2: 2X6 DF No.2 G 2X4DF No.l&BtrG 2 X 4 DF Stud G *Except* 4-7: 2 X 4 DF No.l&Btr G, 6-7: 2 X 6 DF No.2 G BRACING TOP CHORD BOT CHORD WEBS JOINTS REACTIONS (Ib/size) 7=2709/0-10-12 (min. 0-2-14), 10=1334/0-3-8 (min. 0-1-8) Max Horz10=170(LC6) Max Uplift7=-290(LC 3), 10=-98(LC 3) FORCES (Ib) - Max, Comp,/Max, Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2-2232/177, 2-3-2461/222, 7-11-2018/205, 5-11 =-2018/205, 5-6=-369/52, 1-10-1274/101 BOT CHORD 8-9-285/2100, 7-8-158/1443 WEBS 2-9-577/112, 2-8=-69/459, 3-8=-174/1986, 3-5=-2947/327, 5-8-142/973, 1-9=-165/2099 Siructural wood sheathing directly applied or 3-8-6 oc puriins, except end verticals, and 2-0-0 oc puriins (6-0-0 max.): 3-4, 5-7, 5-6. Rigid ceiling directly applied or 10-0-0 oc bracing. 1 Row at midpt 3-5 1 Brace at Jt{s): 6 MiTek recommends lhat Stabilizers and required cross bracing be installed during truss ereclion, in accordance with Stabilizer Installafion quide. ^NOTES 1) Unbalanced roof live loads have been considered for Ihis design. 2) Wind: ASCE 7-05; 95mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) Provide adequate drainage lo prevent water ponding. 4) This tmss has been designed for a 10.0 psf bottom chord live load nonconcurrent wilh any other live loads. 5) * This truss has been designed for a live load of 20.0psf on Ihe bottom chord In all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any olher members. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) This truss is designed in accordance with the 2009 Intemational Building Code section 2306.1 and referenced standard ANSI/TPI 1. 8) Girder carries hip end with 0-0-0 right side setback, 10-11 -8 left side setback, and 10-11-8 end setback. 9) Design assumes 4x2 (flat orientafion) puriins at oc spacing indicated, fastened lo tmss TC w/ 2-10d nails. 10) Hanger(s) or other connecfion device(s) shall be provided sufficient to support concentrated load(s) 1658 Ib down and 187 Ib up at 10-11-8 on bottom chord. The design/selection of such connection device{s) is the responsibility of others. 11) In the LOAD CASE(S) section, loads applied to Ihe face of the tmss are noted as front (F) or back (B). LOADCASE(S) Standard 1) Regular: Lumber lnaease=1.25, Plate lncrease=1.25 Uniform Loads (plf) Vert: 1-3=-76, 3-4=-38(F=38). 5-6=-38(F=38), 8-10=-20, 7-8=-266(F=-246) Continued on page 2 4,2011 ^ WARNING Ver^ design parameters and READ NOTES ON THIS AND INCLUDED mTEK REFERENCE PAGE mi 7473 rew. 10 V8 BEFORE USB. Design valid for use only with MiTek conrwctors. This design is based onty upon parameters shown, and is tor an individual building component. Applicobirrty of design paramenters and proper incorporation of component is responsibility of building designer - not fruss designer. Bracing stiown is for lateral support of individual web members oniy. Additional temporary bracing to insure stability during constnjction is the responsibillity of the erector. Addilk^nal peimanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consutt ANSI/TPM Quaffly Cifleria. DSB-89 and BCSI Building Componeni Safety Information available from Truss Plate Institute, 281 N. Lee Street, Suite 312, Alexandria, VA 22314. MITek' 7777 Greenback Lane, Suite 109 Citrus Heights. CA, 95610 Job Tmss Tmss Type Qty Ply Hilton Carisbad R33366660 HILTON_CARLSBAD B01H GABLE 1 1 Job Reference (optionall SelectBuild Distribution, Indio, CA - 92203 LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 8=-1658(F) 7.250 s May 11 2011 MlTek Industries, Inc. Ttiu Jul 1405:44:16 2011 Page2 ID:t2IODBRTySPeTJAolr1YqZzOnqQ-?ix6VnCGSdPuRaOJx80xntPbD88qTALtiV\fcFqpQyyD7T ^ WARNING Ver^ design parameters and READ NOTES ON THIS AND INCLUDED MSTTEKR^ERENCE PAGB mi 7473 rev. 10 BEFORE l^. Design valid for use only with MiTek connectors. This design is based oniy upon parameters shown, and h for an individual building component. Applicability of design paramenters and proper incorporation of compwient is responsibility of building designer - nof truss designer. Bracing shown is for lateral support of indrvkdual web members only. Additional temporary bracing to insure stability during constnjction is the responsibillrty of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consutt ANSl/TPIl QuatHy Criteria, DSB-89 and BCSI BuBdlng Component Safety Information available from Truss Plate Institute, 281 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek' 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95610 Job Tmss Tmss Type Qty Ply Hilton Carist>ad R33366661 HILTON_CARLSBAD BOI HA GABLE 1 1 Job Reference (optionall SelectBuild Distribution, Indio, CA - 92203 7.250 s May 11 2011 MiTek Industries, Inc. Thu Jul 14 05:44:17 2011 Page 1 ID:t2IODBRTySPeTJAolr1YqZzOnqQ-TuVUj7DvDxXI3kzWsvAK4xfsYbDCamriG?OMsyyD7S Scale'1:33.6 3,00 [lF I-3-11-0 -I- Plate Offsets (X.Y): [2:0-3-0.0-2-0]. [3:0-5-8.0-2-81. [5;Edoe.0-3-91. [7:0-3-9.0-1-8] OADING (psf) CLL 20.0 TCDL 18.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr NO Code IBC2009/TPI2007 DEFL in (loc) l/defl L/d Vert{LL) -0.05 6-7 >999 360 Vert{TL) -0.24 6-7 >741 240 Horz(TL) 0.03 5 n/a n/a PLATES MT20 MT20H Weight: 92 Ib GRIP 220/195 165/146 LUMBER BRACING TOPCHORD 2X4DFNo.1&BlrG*Except* TOPCHORD 1-2: 2X6 DF No.2 G BOTCHORD 2X 4 DF No.l&BtrG BOTCHORD WEBS 2 X 4 DF Slud G WEBS OTHERS 2 X 4 DF Stud G JOINTS Stmctural wood shealhing directly applied or 4-0-13 oc puriins, except end verticals, and 2-0-0 oc puriins (4-2-9 max.): 3-4. Rigid celling direcfiy applied or 10-0-0 oc bracing. 1 Row at midpt 4-5 1 Brace al Jt(s): 4 MiTek recommends lhat Stabilizers and required cross bracing be installed during truss erection. In accordance with Stabilizer Installafion quide. REACTIONS (Ib/size) 8=1261/0-5-8 (min. 0-1-8), 5=2646/Mechanical MaxHorz8=145(LC4) Max Uplift8=-109(LC 3), 5=-264(LC 3) FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2-2104/200, 2-3-2247/250, 3-4=-2105/254, 4-5-2509/309, 1-8-1219/116 BOT CHORD 6-7=-175/1978 WEBS 3-6-268/114, 4-6=-293/2896, 2-7=-497/108, 1-7-181/1982 NOTES ^1) Wind: ASCE 7-05; 95mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and righl exposed; Lumber D0L=1.00 plate grip D0L=1.00 ' 2) Tmss designed for wind loads in Ihe plane of the truss only. For sluds exposed lo wind (normal to Bie face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1-2002. 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) The Fabricafion Tolerance at joint 3 = 8% 6) Gable studs spaced al 1-4-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent wilh any olher live loads. 8) * This Imss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 lall by 1-0-0 wide will fit between the bottom chord and any other members. 9) A plate rafing reduction of 20% has been applied for the green lumber members. 10) Refer lo girder(s) for trass to Imss connections. 11) Provide metal plale or equivalent at bearing{s) 4 to support reacfion shown. 12) This Imss is designed in accordance wilh the 2009 Internafional Building Code secfion 2306.1 and referenced standard ANSI/TPI 1. 13) Girder carries hip end wilh 0-0-0 right side setback. 10-11-8 left side setback, and 10-11-8 end setback. 14) Design assumes 4x2 (flal orientation) puriins al oc spacing indicaled, fastened to Imss TC w/ 2-10d nails. 15) Hanger(s) or olher connection device(s) shall be provided sufficient lo support concentrated load(s) 1658 Ib down and 187 Ib up al 10-11-8 on bottom chord. The design/selection of such connection device(s) is the responsibilily of others. 16) In the LOAD CASE(S) section, loads applied to Ihe face ot the Imss are noted as front (F) or back (B). LOADCASE(S) Standard Continued on page 2 July 14,2011 A WARNING Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil 7473 10 VS BEFORE USE, Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component Is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to Insure stabifitY during construction is the respansibillity of fhe erector. Additiona! pennanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, qualily control, slorage, delivery, erection arxi bracing, consult ANSI/TPII QuolHy Clfteria, DSB-89 and BCSI Building Component Salely informafion available from Truss Plate Institute, 281 N. Lee Street, Suite 312, Alexandria, VA 22314. MITek" 7777 Greenback Lane, SuKe 109 Citrus Heights, CA, 95610 Job Tmss Tmss Type Qty Ply Hilton Carisbad R33366661 HILTON_CARLSBAD BOI HA GABLE 1 1 Job Reference (optionall SelectBuild Distribution, Indio, CA - 92203 LOADCASE(S) Standard 1) Regular: Lumber lncrease=1.25, Plate lncrease=1.25 Uniform Loads (plf) Vert: 6-8=-20, 5-6=-63(F=-43), 1-3-76, 3-4=-238(F—162) Concentrated Loads (Ib) Vert: 6-1658(F) 7,250 s May 11 2011 MiTek Industries, Inc. Thu Jul 14 05:44:17 2011 Page 2 ID:t2IODBRTySPeTJAolr1YqZzOnqQ-TuVUj7DvDxXI3kzWsvAK4xfsYbDCamrtG?OMsyyD7S A WARNINtx-Verify design partuneters and READ NOTES ON JTIIS AND INCLtmS}lBTEKR^ERENCB PAGE Mir74T3 rer. iO VS WOAE USE. Design valid for use only with tvliTek conneclors. This design rs based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component Is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members on^. Additional temporary bracing to Insure stability during construction Is the res[3onsibillily of the erecfor. Additional permanent bracing of fhe overall structure is the responsibility of the building designer For general guidance regarding folDricallon. quality confrol, storage, delivery, erection and iDracing, consult ANSI/TPII Qualliy Cttteria, DSB-89 and BCSI Building Component Safefy information available from Truss Plate Institute, 281 N. Lee Street, Suite 312. Alexandria, VA 22314. MITek' 7777 Greenback Lane, Suite 109 Citms Heights. CA, 95610 Job Tmss Tmss Type Qty Ply Hilton Carisbad Tmss Type Qty R33366662 HILTON_CARLSBAD B01HB GABLE 1 2 Job Reference (optionall SelectBuild Distribution, Indio, CA - 92203 , 5-7-3 7.250 s May 11 2011 MiTek Industries, Inc. Thu Jul 14 05:44:18 2011 Page 1 ID:f2IODBRTySPeTJAolr1YqZzOnqQ-x43twTEX_FfchtYl3ZQPslUvnyoHx3l_wkxulyyD7R 5-7-3 3.00 (12" 5-7-3 10-11.S 5-«-5 -I- Plate Offsets (X.Yl: 13:0-6-0.0-2-1]. [4:0-3-9.Edqe]. [5:0-3-4.0-3-4]. [6:0-3-9.0-1-81. [9:0-3-9.0-1-81.113:0-3-9.0-1-81 •LOADING (psf) FTCLL 20.0 TCDL 18.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Slress Incr NO Code IBC2009/TPI2007 CSI TC 0.63 BC 0.99 WB 0.72 (Matrix) DEFL in (loc) l/defl L/d Vert(LL) -0.14 10-11 >999 360 Vert(TL) -0.52 10-11 >453 240 Horz(TL) 0.07 8 n/a n/a PLATES GRIP MT20 220/195 Weighl: 263 Ib FT = 20% LUMBER TOP CHORD BOT CHORD WEBS OTHERS 2X4DF No.l&BtrG 2X 6 DF No.l&BtrG 2 X 4 DF Stud G *Except* 4-10:2X4 DF No.l&BtrG 2 X 4 DF Slud G BRACING TOP CHORD BOT CHORD JOINTS REACTIONS (Ib/size) 14=2186/0-5-8 (min. 0-1-8), 8=3133/Mechanical Max Horzl4=128(LC 4) Max Uplifti 4=-190(LC 3), 8=-268(LC 4) Sti\iclural wood sheathing direcfiy applied or 6-0-0 oc puriins, except end verticals, and 2-0-0 oc puriins (5-1-9 max.): 3-4, 5-10, 5-7. Except: 6-0-0 oc bracing: 4-5 Rigid ceiling directly applied or 10-0-0 oc bracing. 1 Brace at Jt(s): 4, 7 FORCES (ib)- TOP CHORD BOT CHORD WEBS Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. 1-2=-4210/385, 2-3=-4986/492, 3-4-452/86, 5-10=0/325, 4-5-619/131, 1- 14=-2023/200, 5-6=-6525/563 13-14=-140/510, 12-13-367/4027,11-12-367/4027, 10-11-890/10906, 9-10=-973/11472, 8-9=-563/6525 2- 13=-887/130, 2-11 =-115/1044, 3-11 =-206/3234, 3-5-5269/486,1 -13=-299/3601, 5-11 =-6113/462, 5-9=-5412/464, 6-8=-7140/616, 6-9=-210/2509 kNOTES |l) 2-ply Iruss to be connected together wilh lOd (0.131"x3") nails as follows: Top chords connected as follows: 2X4-1 row at 0-9-0 oc. Bottom chords connected as follows: 2X6-2 rows at 0-9-0 oc. Webs connected as follows: 2X4-1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in Ihe LOAD CASE(S) section. Ply to ply connecfions have been provided to distribute only loads noted as (F) or (B), unless otherwise indicaled. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-05; 95mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cal. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and righl exposed ; end vertical left and right exposed; Lumber DOL=1.00 plale grip DOL=1.00 5) Tmss designed for wind loads in ttie plane of the tmss only. For studs exposed to wind (normal to file face), see Standard Industry Gable End Details as applicable, or consull qualified building designer as per ANSI/TPI 1-2002. 6) Provide adequate drainage to prevent water ponding. 7) All plates are 2x4 MT20 unless othenwise Indicated. 8) Gable sluds spaced at 1 -4-0 oc. 9) This ti'uss has been designed for a 10.0 psf bottom chord live load nonconcurrent wilh any olher live loads. 10) * This tmss has been designed for a live load of 20.0psf on Ihe bottom chord In all areas where a rectangle 3-6-0 lall by 1 -0-0 wide will fit between the bottom chord and any olher members. 11) A plate rating reducfion of 20% has been applied for the green lumber members. 12) Refer to glrder(s) for tmss to Imss connections. 13) This tmss is designed in accordance with the 2009 Intemational Building Code secfion 2306.1 and referenced standard ANSI/TP11. 14) Girder canies hip end with 0-0-0 right side setback, 10-11-8 left side setback, and 10-11-8 end setback. 15) Design assumes 4x2 (flat orientafion) puriins al oc spacing indicaled, fastened to tmss TC w/ 2-10d nails. Continued on page 2 July 14,2011 A WARNING Verify design parameters and READ NOTES ON THIS AND INCLtmSD MTEK R^ERENCE PAGB MII74T3 rer. 10 V8 BEFORE USE. Design valid for use only with tvliTek connectors. This design is based only upon parameters shown, and Is for an indivkiual building component. Applicability of design paramenters and proper incorporation of componeni is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction B fhe responsibillity ot the erector. Additional permanent bracing of the overall structure ts the responsibility of the building designer. For general guidance regarding fabrication, qualily controt storage, delivery, ereclion and bracing, consull ANSI/TPII QualHy Citteria, DSB-89 and BCSI Buiiding Component Salely IntoimaHon available trom Truss Plate Institute, 281 N. Lee Street, Suite 312, Alexandria, VA 22314. MITek' FOtVeX TO PCRFDRM- 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95610 Job Tmss Tmss Type Qty Ply HiKon Carisbad R33366662 HILTON_CARLSBAD B01HB GABLE 1 o Job Reference (optionall SelectBuild Distribution, Indio, CA - 92203 7.250 s May 11 2011 MiTek Industries, Inc. Thu Jul 14 05:44:18 2011 Page2 ID:t2IODBRTySPeTJAolr1YqZzOnqQ-x43twTEX_FfchtYi3ZQPslUvnyoHx3l_wkxulyyD7R NOTES 16) Hanger(s) or other connecfion device(s) shall be provided suflicient lo support concentrated load(s) 1658 Ib down and 187 Ib up at 10-11-8, and 800 Ib down and 59 Ib up at 15-9-4 on bottom chord. The design/selecfion of such connection device(s) is the responsibilily of others. LOAD CASE(S) Standard 1) Regular: Lumber lncrease=1.25, Plale lncrease=1.25 Uniform Loads (plf) Vert: 1-3=-76, 3-4=-238(F=-162), 11-14=-20, 10-11=-63(F=-43), 8-10-20, 5-7-76 Concentrated Loads (Ib) Vert: 10-800(F) 11=-1658(F) A WARNING Verify design parameters and READ NOTES ON THIS AND INCLUDED MTEKRBFEREIKB PAOB MU 7473 rer. 10 VB BEFORE USB. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for on individual building component. Applcability of design paramenters and proper incorporation of component is responsibility ot building designer - not truss designer Bracing shown is for lateral support of individual web memtjers onty. Additional temporary bracing to insure statjility during construction is the responsitjillity of the erector. Additional permanent tsracing of the overall structure is the responsibiHty of ttie building designer. For general guidance regarding fatxicotion. quality confroL storage, delivery, erection and txacing. consult ANSI/TPII QuaHty Criteria, DSB-89 and BCSI BuHding Component Safely Information available from Tnjss Plate Institute. 281 N. Lee Street. Suite 312. Alexandria, VA 22314. MITek' 7777 Greenback Lane, Suite 109 Citms Heights, CA, 95610 Job Tmss Tmss Type Qty Ply Hilton Carisbad R33366663 HILTON_CARLSBAD BOU MONO TRUSS 8 1 Job Reference (optionall SelectBuild Distribution, Indio, CA - 92203 7.250 s May 11 2011 MiTek Industries, Inc. Thu Jul 14 0544:192011 Paget ID:t2IODBRTySPeTJAolr1YqZzOnqQ-QHcF8pF9IYnTI17udGxePV1DkML?ghb8CaUUQIyyD7Q Scal* = 1;11.2 k LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) l/defl L/d PLATES GRIP irCLL 20.0 Plates Increase 1.25 TC 0.04 Vert(LL) -0.01 4-5 >999 360 MT20 220/195 rrcDL 18.0 Lumber Increase 1.25 BC 0.13 Vert(TL) -0.04 4-5 >999 240 BCLL 0.0 * Rep Stress Incr YES WB 0.04 HorzCTL) 0.00 4 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix) Weight: 19 Ib FT = 20% LUMBER TOPCHORD 2X4DFNo.1&BlrG BOTCHORD 2X4DFNo.1&BlrG WEBS 2 X 4 DF Stud G REACTIONS (Ib/size) 4=191/Mechanical, 5=191/Mechanical Max Horz5=-36(LC 3) Max Upllft4=-19(LC 4), 5=-19(LC 3) BRACING TOP CHORD BOT CHORD JOINTS 2-0-0 oc puriins (10-0-0 max.): 1-3, except end verticals. Rigid celling directly applied or 10-0-0 oc bracing. 1 Brace at Jl(s): 1, 3 MiTek recommends lhat Stabilizers and required cross bracing be installed during tmss ereclion, in accordance wilh Stabilizer Installation guide. FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES 1) Wind: ASCE 7-05; 95mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); canfilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 2) Provide adequate drainage to prevent waler ponding. 3) This Iruss has been designed for a 10.0 psf tjottom chord live load nonconcurrent with any other live loads. 4) * This tmss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. k5) A plate rating reduction of 20% has been applied for Ihe green lumber members. ^6) Refer lo glrder(s) for Imss to tmss connections. 7) This truss is designed in accordance wilh the 2009 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 8) Design assumes 4x2 (flat orientation) puriins al oc spacing indicated, fastened to tmss TC w/ 2-10d nails. LOADCASE(S) Standard 14,2011 A WARNING Verify design parameters and READ NOTES ON THIS AND INCLtmSD MTBKRS'ERENt^ PAGE Ml 7473 rer. 10 V8 BEFORE USB. Design valid for use only with MiTek connectors. This design Is based only upon parameters shown, and B for an individual building component. Applicobirrty of design poramentere and proper incorporation ot component is responsibihty of building designer - not truss designer. Bracing shown Is for lateral support ot individual web members only. Additional temporary txacing to insure slabiRty during constructlan is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of fhe building designer. For general guidance regarding fabrication, quality confroL storage, delivery, erecfion and txacing. consulf ANSI/TPII QuaHty Criteria, DSB-89 and BCSi BuHding Component Safefy information available from Truss Plate Instifute, 281 N. Lee Street. Suite 312. Alexandria, VA 22314, MiTek' 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95610 Job Tmss Tmss Type Qty Piy Hilton Caristiad R33366664 HILTON_CARLSBAD B01K MONO TRUSS 19 1 Job Reference (optionall SelectBuild Disti-ibution, Indio, CA - 92203 7.250 s May 11 2011 MlTek Industries, Inc. Thu Jul 14 05:44:20 2011 Page 1 ID:t2IODBRTySPeTJAolr1YqZzOnqQ-uTAdL9FnWsvKwBi4A_Sb(jZExmV5PyvHRDD2yByyD7P 15-5-7 y<l-12| 22i5 I 2-3-1 2-1-6 0-7-5 3.001^ is 3-11-0 _MHL. y^-12| Plate Offsets (X.Yl: [2:0-1-4.0-3-0]. [13:0-3-9.0-1-81 ILOADING (psf) 'TCLL 20.0 TCDL 18.0 BCLL 0.0 * BCDL 10.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr YES Code IBC2009/TPI2007 CSI TC 0.59 BC 0.84 WB 0.80 (Matrix) DEFL in (loc) l/defl L/d Vert(LL) -0.24 10 >999 360 Vert(TL) -0.90 9-10 >264 240 HorzfTL) 0.10 8 n/a n/a PLATES MT20 MT20H GRIP 220/195 165/146 Weight: 1061b FT = 20% LUMBER TOP CHORD 2 X 4 DF No.1 &Btr G *Except* 1-2: 2X6 DF No.2 G BOTCHORD 2X 4 DF No.l&BtrG WEBS 2 X 4 DF Stud G *Except* 4-10:2X4DF No.l&BtrG REACTIONS (Ib/size) 14=951/0-3-8 (min. 0-1-8), 8=951/Mechanical MaxHorz14=219(LC5) Max Uplifti 4=-40(LC 3), 8—60(LC 4) BRACING TOP CHORD BOT CHORD WEBS JOINTS Sti'uctural wood sheathing directly applied or 5-3-13 oc puriins, except end verticals, and 2-0-0 oc puriins (2-7-5 max.): 5-10, 5-7. Rigid ceiling directly applied or 10-0-0 oc bracing. 1 Row at midpt 6-8 1 Brace at Jt(s): 7 MiTek recommends thai Stabilizers and required cross bracing be installed during Imss erection, in accordance wilh Stabilizer Installation ouide. FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-1440/64, 2-3=-1542/70, 5-10=-405/84, 5-6=-4913/292, 1-14=-889/53 BOT CHORD 12-13=-208/1331, 11-12=-265/4569, 10-11 =-265/4569, 9-10=-198/3300, 8-9=-198/3300 WEBS 2-13=-362/51, 3-5=-1620/126, 5-12=-3231/132, 1-13-50/1270, 6-10-199/1651, 6-8=-3386/203, 3-12-26/991 k NOTES |l) Unbalanced roof live loads have been considered forthis design. 2) Wind: ASCE 7-05; 95mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cal. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber D0L=1.00 plale grip D0L=1.00 3) Provide adequate drainage lo prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) The Fabrication Tolerance at joint 11=8% 6) This trass has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This Imss has been designed for a live load of 20.0psf on Ihe bottom chord in all areas where a rectangle 3-6-0 tall by 1 -0-0 wide will fil between the bottom chord and any other members. 8) A plate rating reduction of 20% has been applied for Ihe green lumber members. 9) Refer to girder(s) for tmss to Imss connections. 10) This truss is designed in accordance with the 2009 Intemational Building Code secfion 2306.1 and referenced standard ANSI/TP11. 11) Design assumes 4x2 (flat orientation) puriins at oc spacing indicated, fastened to tmss TC w/ 2-10d nails. LOADCASE(S) Standard uly 14,2011 ^ WASNING Verify design parameters and READ NOTES ON THIS AND INCLUDED MTEKR^ERENCE PAOE Ml 7473 rer. 10 VS BEFORB USB. Design valid tor use only with MITek connectors. This design Is based only upon paramelers shown, and is tor an individual building component. Applicability of design paramenters and proper incorparation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members oniy. Additional temporary bracing to Insure stabifify during construction is the responsibillity of the erector. Additiona! permanent iDracing of the overall structure Is the responsibility ot the building designer. For general guidance regarding fabrication, quality control, slorage, deliver/, erection and txacing, consult ANSI/TPII QuaHty Criteria, DSB-89 and BCSi BuHding Componeni Safety Infoimoflon available from Truss Plate Institute, 281 N. Lee STreet, Suite 312, Alexandria, VA 22314. MITek' 7777 Greenback Lane, Suite 109 Citrus Heights, CA. 95610 Job Tmss Tmss Type Qty Ply Hilton Carisbad R33366665 HILTON_CARLSBAD B01KA MONO TRUSS 11 1 Job Reference (optionall SelectBuild Disfi-ibution, Indio, CA - 92203 7.250 s May 11 2011 MfTek Industries, Inc. Thu Jul 14 05:44:21 2011 Page 1 ID:t2IODBRTySPeTJAolr1YqZzOnqQ-Mfk?ZUGPHA1BYLHHkhz6Uw6Pg9rJ8P8QgtzbVdyyD70 19-4-1 I ISiZ 1^12| 2fcld5 -+-0-7-5 Scale = 1:357 4X12MT:2DH = 4x6 = I-3-11-0 3-11-0 Plate Offsets (X YV [13:0-3-9.0-1-81 |LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) l/defl L/d PLATES GRIP FTCLL 20.0 Plates Increase 1.25 TC 0.59 Vert(LL) -0.24 10 >999 360 MT20 220/195 TCDL 18.0 Lumber Increase 1.25 BC 0.84 Vert(TL) -0.90 9-10 >263 240 MT20H 165/146 BCLL 0.0 * Rep Stress Incr YES WB 0.80 HorzfTL) 0.10 8 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix) Weight: 103 Ib FT = 20% LUMBER TOPCHORD 2X4 DF No.l&BtrG BOTCHORD 2X4 DF No.l&BtrG WEBS 2 X 4 DF Stud G "Except* 4-10:2X4 DF No.l&BtrG REACTIONS (Ib/size) 14=951/0-3-8 (min. 0-1-8), 8=951/Mechanical Max Horz14=218(LC 5) Max Uplifti 4=-40(LC 3), 8=-60(LC 4) BFIACING TOP CHORD BOT CHORD WEBS JOINTS Stmctural wood sheathing directly applied or 5-4-3 oc purtins, except end verticals, and 2-0-0 oc puriins (2-7-5 max.): 5-10, 5-7. Rigid ceiling directly applied or 10-0-0 oc bracing. 1 Row at midpl 6-8 1 Brace al Jt(s): 7 MiTek recommends lhal Stabilizers and required cross bracing be installed during tmss erection, in accordance wilh Stabilizer Installafion ouide. FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2-1402/61, 2-3=-1533/69, 5-10=-405/84, 5-6=-4913/291,1-14—889/53 BOT CHORD 12-13=-207/1324. 11-12-264/4568, 10-11-264/4568, 9-10=-198/3300, 8-9=-198/3300 WEBS 2-13-383/49, 3-5=-1616/125, 5-12=-3233/132, 1-13-40/1259, 6-10-199/1651, 6-8-3386/203, 3-12=-28/983 ^^2 NOTES ) Unbalanced roof live loads have been considered for Ihis design. 2) Wind: ASCE 7-05; 95mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); canfilever left and right exposed ; end vertical left and right exposed; Lumber D0L=1.00 plate grip D0L=1.00 3) Provide adequate drainage lo prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) The Fabrication Tolerance al joint 11 = 8% 6) This ti^jss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.0psf on Ihe bottom chord In all areas where a rectangle 3-6-0 tall by 1 -0-0 wide will fit behween Ihe boltom chord and any olher members. 8) A plale rafing reducfion of 20% has been applied for Ihe green lumber members. 9) Refer to girder(s) for Iruss to Imss connecfions. 10) This Imss Is designed in accordance wilh the 2009 Internafional Building Code secfion 2306.1 and referenced standard ANSI/TPI 1. 11) Design assumes 4x2 (flat orientation) puriins at oc spacing indicated, fastened to trass TC w/ 2-10d nails. LOADCASE(S) Standaid 4,2011 A WAHmKr Verify daign parameters and READ NOTES ON THIS AND INCLUDED MTEK REFERENCE PAGE Ml 7473 rer. 10 VS BEFORE USB. Design valid tor use only with MiTek connectors. This design ts based only upon parameters shown, and is for an individual building component. AppHcatjility of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing stiown is for lateral support of individual web memtjers only. Additional temporary bracing to insure statjility during construction is the responsibillity of the erector. Additional permonent bracing of the overall structure is ttie responsibility of the building designer. For general guidance regarding folxicatlon, quality control storage, delivery, erection and txacing. consurt ANSI/TPH QuaMy CrHeria. DSB-89 and BCSi BuHding Component Safety Information avalkjtJle trom Truss Plate Inslitute, 281 N. Lee Street, Suile 312, Alexandria, VA 22314. MiTek' ^aWKH TO mKnFOHM.- 7777 Greenback Lane, Suite 109 Citms Heights, CA, 95610 Job Tmss Tmss Type Qty Ply Hilton Carisbad R33366666 HILTON_CARLSBAD BOI KG GABLE 1 1 Job Reference (optionall SelectBuild Distribution, Indio, CA - 92203 7.250 s May 11 2011 MTTek Industries, Inc. Thu Jul 14 05:44:21 2011 Page 1 ID:f2IODBRTySPeTJAolr1YqZzOnqQ-Mfl<?ZUGPHA1BYLHHkhz6Uw6Vd9?N8b3QgtzbVdyyD70 ^ Scale = 1:22-3 3.00 k LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) l/defl L/d PLATES GRIP ITCLL 20.0 Plates Increase 1.25 TC 0.21 Vert(LL) -0.03 5-6 >999 360 MT20 220/195 'TCDL 18.0 Lumber Increase 1.25 BC 0.20 Vert(TL) -0.09 5-6 >658 240 BCLL 0.0 * Rep Slress Incr YES WB 0.04 HorzfTL) -0.00 5 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix) Weighl: 34 Ib FT = 20% LUMBER TOP CHORD 2 X 6 DF No.2 G BOT CHORD 2 X 4 DF No.1 &Blr G WEBS 2 X 4 DF Stud G OTHERS 2 X 4 DF Stud G REACTIONS (Ib/size) 6=243/0-3-8 (min. 0-1-8), 5=259/Mechanical Max Horz6=71(LC 5) Max Uplift6=-4(LC 3), 5=-37(LC 5) BFiACING TOP CHORD BOT CHORD Sb'uctural wood sheathing directly applied or 6-0-0 oc puriins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends lhal Stabilizers and required cross bracing be installed during Imss erection, in accordancewith Stabilizer Installafion quide. FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES 1) Wind: ASCE 7-05; 95mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; enclosed: MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 2) Tmss designed for wind loads in the plane of the tmss only. For sluds exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1-2002. 3) Gable studs spaced at 1-4-0 oc. 4) This trass has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ^5) * This trass has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fil between the bottom chord and any olher members. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Refer lo girder(s) for trass lo trass connections. 8) This tmss is designed in accordance with the 2009 Internafional Building Code secfion 2306.1 and referenced standard ANSI/TPI 1. LOADCASE(S) Standard Uly 14,2011 A WARNING-Vergy design parCBReters and READ NOTES ON THIS AND INCLinjm) MTEK R^ERBNCB PAOB Ml 74T3 rer. 10 VS BB'ORB tXSB. Design valid for use only with MiTek connecfors. This design is based only upon parameters shown, and is for on individual building componeni. Applicabllity of design paramenters and praper incorparation of component is responsibility of building designer - not truss designer Bracing shown is for lateral support of individual web memtjers only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of ttie building designer For general guidance regarding fabrication, quality control, storage, delivery, erection end iDracing, consurt ANSI/TPII QuaHly Criteria. DSB-89 and BCSI BuHding Component Safety information available from Truss Plate Institute, 281 N. Lee Street. Suite 312, Atexandria, VA 22314. MITek' 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95610 Job Tmss Tmss Type Qty Ply Hilton Carisbad R33366667 HILTON_CARLSBAD BOI LA MONO TRUSS 4 1 Job Reference (optional) SelectBuild Distribution, Indio, CA - 92203 7.250 s May 11 2011 MTTek Industries, Inc. Thu Jul 14 05:44:22 2011 Page 1 ID:t2IODBRTySPeTJAolr1YqZzOnqQ-qriNmqH12TA29VsTIPUL08fgxZKdt_iauXI813yyD7N _) 11-1-0 I 12-5-11 I 14-1-14 I 3>4 11 3.00 [iF 33 Plale Offsets (X.Y): [2:0-1-4.0-3-01 (LOADING (psf) TCLL 20.0 TCDL 18.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr YES Code IBC2009/TPI2007 CSI TC 0.23 BC 0.26 WB 0.27 (Matrix) DEFL in (loc) l/defl L/d Vert(LL) -0.03 9-10 >999 360 Vert(TL) -0.10 9-10 >999 240 HorzfTL) 0.02 8 n/a n/a PLATES GRIP MT20 220/195 Weight: 81 Ib LUMBER TOP CHORD BOT CHORD WEBS 2 X 4 DF No.1 &Btr G 'Except* 1-2:2X6DF No.2 G 2X4DF No.l&BtrG 2 X 4 DF Stud G *Except* 4-9: 2X4 DF No.l&BtrG BRACING TOP CHORD BOT CHORD JOINTS REACTIONS (Ib/size) 8=665/Mechanical, 12=665/0-3-8 (min. 0-1-8) MaxHorz12=195(LC5) Max Uplift8=-51(LC 5), 12=-37(LC 3) Sb'uctural wood shealhing directly applied or 6-0-0 oc puriins, except end verticals, and 2-0-0 oc puriins (5-2-7 max.): 5-9, 5-7. Rigid ceiling directly applied or 10-0-0 oc bracing. 1 Brace al Jt(s): 7 MiTek recommends that Stabilizers and required cross bracing be Installed during trass erecfion, in accordance with Stabilizer Installation guide. FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-944/60, 2-3=-827/64, 5-9=-485/83, 5-6=-1602/176, 1-12=-614/51 BOT CHORD 10-11—167/865, 9-10-131/1558, 8-9-76/870 WEBS 3-5=-860/97, 5-10=-824/56, 1-11=-45/807, 6-9=-92/878, 6-8=-958/107, 3-10=-3/399 NOTES 1) Unbalanced roof live loads have been considered forthis design. ^2) Wind: ASCE 7-05; 95mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cal. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL= 1.00 plale grip D0L=1.00 3) Provide adequate drainage lo prevent water ponding. 4) This trass has been designed for a 10.0 psf bottom chord live load nonconcurrent wilh any other live loads. 5) * This tmss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 6) A plate rafing reduction of 20% has been applied for the green lumber members. 7) Refer to girder(s) for tmss lo trass connections. 8) This Iruss is designed in accordance wilh the 2009 Internafional Building Code secfion 2306.1 and referenced standard ANSI/TP11. 9) Design assumes 4x2 (flat orientation) puriins at oc spacing Indicated, fastened to trass TC w/ 2-1 Od nails. LOADCASE(S) Standard ^,2011 A WARNING Verify design parameters and READ NOTES ON THIS AND INCLtn}a> MTEKR^BRBHCBPAtXMl 7473 rer. 10 VS BEFORB USB. Design valid for use only with MiTek connectors. This design is based on^ upon paramefers shown, and is for on individual building component. Applicability of design [Daramenters and proper incorporation of component is responsibiiify of building designer - not truss designer. Bracing shown is for lateral support of indivkiual web members only. Additional temporary bracing to insure stability during canstruct'ion is the responsibillrty of the erector. Addllional permanent bracing of the overall structure is fhe responsibilrty of the building designer For general guidance regarding tabricallon, qualily controL storage, delrvery, erection and bracing, consurt ANSI/TPil QuaHty Clfteria, DSB-89 and BCSI BuHding Componenf Safety information available from Tnjss Plate Institute. 281 N. Lee Street, Suite 312, Atexandria, VA 22314. _MiJek;^ 7777 Greenback Lane, Suite 109 Cttms Heights, CA, 95610 Job Tmss Tmss Type Qty Ply Hilton Carisbad R33366668 HILTON_CARLSBAD BOI LB MONO TRUSS 2 1 Job Reference (optionall SelectBuild Distribution, Indio, CA - 92203 7.250 s May 11 2011 MiTek Industries, Inc. Thu Jul 14 05:44:23 2011 Pagel ID:t2lODBRTySPeTJAolr1YqZzOnqQ-l2smzAlfpnlvnfRfs60aZLBIjzaHcKmj7BSiZWyyD7M I IW I 1M-12 I Scale >1:33-S 3,00 [TT 3-11-0 Plate Offsets (X.Yl: [2:0-1-4.0-3-01. [7:Edoe.0-3-91 OADING (psf) 'TCLL 20.0 TCDL 18.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Slress Incr YES Code IBC2009/TPI2007 DEFL in (loc) l/defl L/d Vert(LL) -0.16 9 >999 360 Vert(TL) -0.61 9 >363 240 HorzaL) 0.07 8 n/a n/a PLATES MT20 GRIP 220/195 Weight: 99 Ib FT = 20% LUMBER TOPCHORD 2X4 DF No.l&BtrG *Except* 1-2:2X6DF No.2 G BOTCHORD 2X4 DF No.l&BtrG WEBS 2 X 4 DF Stud G *Except* 4-9: 2X4 DF No.l&BtrG BRACING TOP CHORD BOT CHORD JOINTS REACTIONS (Ib/size) 8=880/Mechanical, 12=880/0-3-8 (min. 0-1-8) MaxHorz12=195(LC5) Max Uplifl8=-54(LC 4), 12=-41(LC 3) FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-13l7/66, 2-3=-1363/73, 5-9=-435/86, 5-6=-4144/260, 6-7=-303/0,1-12=-821/54 BOT CHORD 10-11 =-183/1216, 9-10-233/3828, 8-9-191/2515 WEBS 2-11-319/52, 3-5=-1427/127, 5-10-2641/92, 1-11 =-50/1156, 6-9-119/1684, 6-8=-2316/206, 3-10-26/838 Siructural wood sheathing directly applied or 5-7-14 oc puriins, except end verticals, and 2-0-0 oc puriins (3-0-1 max.): 5-9, 5-7. Rigid ceiling directly applied or 10-0-0 oc bracing. 1 Brace at Jl(s): 7 MiTek recommends lhat Stabilizers and required cross bracing be installed during trass erecllon. In accordance with Stabilizer Installation guide. NOTES L1) Unbalanced roof live loads have been considered for this design. f2) Wind: ASCE 7-05; 95mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber D0L=1.00 plate grip D0L=1.00 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live ioad nonconcurrent with any other live loads. 5) * This trass has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1 -0-0 wide will fit between Ihe bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Refer to girder(s) for tmss to truss connections. 8) This tiuss Is designed in accordance wilh the 2009 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 9) Design assumes 4x2 (flat orientation) puriins at oc spadng indicated, fastened to tmss TC w/ 2-1 Od nails. LOADCASE(S) Standard 14,2011 A WARNING Verify design parameters and READ NOTES ON THIS AND INCLtm^MTEKR^ERBNCB PAGE M174T3 rer. 10 VS BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for on individual building component. Applicabilrty of design paramenters and proper incorporation of component is responsibifrty of Isuilding designer - nof truss designer Bracing shown is for kjterol support ot Individual web members only. Addrtional femijorary bracing to insure stability during constructkjn is the respansibillity of the erector Addllional permanent bracing of fhe overall structure is the responsibility of the building designer For general guidance regarding fabrication, quality control, storage, deliven', erection and bracing, consurt ANSI/TPil QuaHty Criteria, DSB-89 and BCSi BuHding Component Safefy information available from Truss Plate Institute, 281 N. Lee Slreel. Suite 312. Alexandria, VA 22314. MITek' 7777 Greenback Lane, Suite 109 Citms Heights, CA, 95610 Job Tmss Tmss Type Qty Ply Hilton Carisbad R33366669 HILTON_CARLSBAD B01LC MONO TRUSS 2 1 Job Reference (optionall SelectBuild Distribution, Indio, CA - 92203 7.250 s May 11 2011 MTTek Industries, Inc. Thu Jul 14 05:44:24 2011 Page 1 ID:t2IODBRTySPeTJAolr1YqZzOnqQ-mEQ8BWIIa5QmPo0sPqXp6ZkvbNv LmXtMrBF5yyyD7L 11-1-0 I ig-o-i2 I laaa i 3-5-2 Scale = 1:34.1 3-001^7 I-3-11-0 m Plate Offsets (X.Yl: [2:0-1-4.0-3-01. [7:Edqe.0-3-91 .OADING (psf) CLL 20.0 TCDL 18.0 BCLL 0.0 * BCDL 10.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr YES Code IBC2009/TPI2007 CSI TC 0.67 BC 0.71 WB 0.83 (Matrix) DEFL in Vert(LL) -0.18 Vert(TL) -0.67 HorzfTL) 0.08 (loc) l/defl L/d 9 >999 360 8-9 >334 240 8 n/a n/a PLATES MT20 GRIP 220/195 Weight: 1011b FT = 20% LUMBER TOP CHORD BOT CHORD WEBS 2 X 4 DF No.l&Btr G 'Except* 1-2: 2X6 DF No.2 G 2X4 DF No.l&BtrG 2 X 4 DF Stud G *Except* 4-9: 2X4 DF No.l&BtrG BRACING TOP CHORD BOT CHORD JOINTS REACTIONS (Ib/size) 8=898/Mechanical, 12=898/0-3-8 (min. 0-1-8) MaxHorz12=195{LC5) Max Uplift8=-55(LC 4), 12=-41(LC 3) SIruclural wood sheathing direcfiy applied or 5-6-13 oc puriins, except end verticals, and 2-0-0 oc puriins (2-10-12 max.): 5-9, 5-7. Rigid ceiling directly applied or 10-0-0 oc bracing. 1 Brace at Jt(s): 7 MiTek recommends that Stabilizers and required cross bracing be Installed during truss erection, in accordance with Stabilizer Installation quide. FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-1348/66, 2-3=-1407/73, 5-9=-429/87, 5-6=-4357/260, 6-7=-330/0, 1-12=-838/54 BOT CHORD 10-11=-183/1245, 9-10=-236/4013, 8-9-205/2670 WEBS 2-11=-329/52, 3-5=-1474/128, 5-10=-2790/95, 1-11 =-50/1184, 6-9-118/1739, 6-8=-2444/221, 3-10-27/875 NOTES ^1) Unbalanced roof live loads have been considered for this design. f2) Wind: ASCE 7-05; 95mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cal. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber D0L=1.00 plate grip D0L=1.00 3) Provide adequate drainage to prevent water ponding. 4) This tmss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This trass has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1 -0-0 wide will fit behween Ihe bottom chord and any other members. 6) A plale rating reduction of 20% has been applied for the green lumber members. 7) Refer lo glrder(s) for trass to trass connections. 8) This truss is designed In accordance with the 2009 Internafional Building Code section 2306.1 and referenced standard ANSI/TP11. 9) Design assumes 4x2 (flat orientafion) puriins at oc spacing indicaled, fastened to trass TC w/ 2-10d nails. LOADCASE(S) Standard A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLt^m) MTTEK R^ERBNCE PAGB Mil 7473 rer. lOVSOSFOREUSB. [Resign valid tor use only wrth MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paromenfers and proper inconooration ot component is responsibility of building designer - not truss designer Bracing shown is for lateral support of Individual web memtjers only. Additional temporary bracing to insure stability during constfuction Is the responsibillity of the erector. Additional permanent bracing of the overall structure Is the responsibility of ttie building designer. For general guidance regarding fabrication, quality controt storage, delivery, erecfion and txacing. consurt ANSI/TPil QuaHly Criteria. DSB-89 and BCSI BuHcSng Component Safety Infomiation available from Truss Plate Institute. 281 N. LeeStreel. Suite 312. Alexandria, VA 22314. MITek' /••WEU TO fCHFOflM.' 7777 Greenback Lane, Suite 109 Citms Heights, CA, 95610 Job Tmss Tmss Type Qty Ply Hilton Carisbad Qty Ply R33366670 HILTON_CARLSBAD B01LD MONO TRUSS 1 1 Job Reference (optionall SelectBuild Distribution, Indio, CA - 92203 3-11-0 3-11-0 7.250 s May 11 2011 MTTek Industries, Inc. Thu Jul 14 05:44:25 2011 Page 1 ID:t2IODBRTySPeTJAolr1YqZzOnqQ-EQ_WOsJwLOYc0ya2zX22emH8anH44lw0bVxpeOyyD7K U£ta I . 1W2 I 17-0-1? I 3>4 II Scale <= 1:33.2 3,00 R^" Plate Offsets (X.Y): [2:0-1-4.0-3-01 ILOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) l/defl L/d PLATES GRIP 'TCLL 20.0 Plates Increase 1.25 TC 0.40 Vert(LL) -0.10 9 >999 360 MT20 220/195 TCDL 18.0 Lumber Increase 1.25 BC 0.53 Vert(TL) -0.37 9-10 >544 240 BCLL 0.0 * Rep Stress Incr YES WB 0.50 HorzfTL) 0.05 8 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix) Weight; 93 Ib FT = 20% LUMBER TOPCHORD 2X4DFNo.1&BtrG*Excepl* 1-2: 2X6 DF No.2 G BOTCHORD 2 X4DF No.l&BtrG WEBS 2 X 4 DF Stud G 'Except* 4-9: 2X4 DF No.l&BtrG BRACING TOP CHORD BOT CHORD JOINTS REACTIONS (IB/size) 8=804/Mechanical, 12=804/0-3-8 (min. 0-1-8) Max Horz 12=195(LC 5) Max Uplift8=-47(LC 4), 12=-40(LC 3) FORCES (Ib) - Max. Comp /Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-1185/65, 2-3=-1174/71, 5-9=-458/85, 5-6=-3231/248, 1-12=-748/54 BOT CHORD 10-11=-179/1092, 9-10=-211/3024, 8-9=-136/1880 WEBS 2-11=-275/51, 3-5=-1226/119, 5-10—1997/79, 1-11—50/1032, 6-9—119/1425, 6-8=-1787/147, 3-10-21/678 Stmctural wood shealhing directly applied or 6-0-0 oc puriins, except end verticals, and 2-0-0 oc purtins (3-6-9 max.): 5-9, 5-7. Rigid ceiling directly applied or 10-0-0 oc bracing. 1 Brace at Jt(s): 7 MiTek recommends that Stabilizers and required cross bracing be installed during buss erecfion, in accordancewith Stabilizer Installation guide. ( NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 95mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber D0L=1.00 plate grip D0L=1.00 3) Pn5vide adequate drainage to prevent water ponding. 4) This tmss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any olher live loads. 5) ' This trass has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1 -0-0 wide will fit between the bottom chord and any olher members. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Refer to girder(s) for trass lo truss connections. 8) This buss is designed in accordance with the 2009 Intemational Building Code section 2306.1 and referenced standard ANSI/TPI 1. 9) Design assumes 4x2 (flat orientation) puriins at oc spacing Indicated, fastened lo tmss TC w/ 2-10d nails. LOAOCASE(S) Standard ^,2011 A WARNING Verify design parameters and READ NOTES ON THIS AND INCLUDED MTEK REFERENCE PAGB M17473 rer. 10 VS BEFORE IOK Design valid for use only with MfTek connectors. This design is tjosed on^ upon parameters shown, and Is for an Individual building componenf. Applicabllity of design poramenters and proper Incorporation of component Is responsibllrty of building designer - not truss designer. Bracing shown Is tor lateral support of individual web members onty. Additional temporary bracing fo insure statjlllly during construction Is the responsibillity of the erector. Additional permaneni bracing of the overall slruclure is Itie responsitjility of ttie t>uildirjg designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII QuaHly Criteria, DSB-89 and BCSi BuHdlng Component Safety informatton available from Tnjss Plate Instrtute, 281 N. Lee Street, Suite 312, Alexandria, VA 22314, MiTek' 7777 Greenback Lane, SuKe 109 Citms Heights, CA, 95610 Job Tmss Tmss Type Qty Ply Hilton Carisbad Qty R33366671 HILTON_CARLSBAD B01LE MONO TRUSS 1 1 Job Reference (ootionall SelectBuild Disfi-ibution, Indio, CA - 92203 7.250 s May 11 2011 MlTek Industries, Inc. Thu Jul 14 05:44:26 2011 Page 1 ID:t2IODBRTySPeTJAolr1YqZzOnqQ-idYucCKY6igTe69EXEZHB_pKYAeJpmF9p9gMAryyD7J 11-H) I ! 16-0-12 1^1 3-5-2 4-11-12 3x4 II 3.00 [iF I- Plate Offsets (X.Y\: [2.0-1-4.0-3-01 1 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) l/defl Ud PLATES GRIP 'TCLL 20.0 Plates Increase 1.25 TC 0.32 Vert(LL) -0.08 9-10 >999 360 MT20 220/195 TCDL 18.0 Lumber Increase 1.25 BC 0.47 Vert(TL) -0.29 9-10 >668 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.43 HorzfTL) 0.04 8 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix) Weight: 90 Ib FT = 20% LUMBER TOP' CHORD BOT CHORD WEBS REACTIONS 2 X 4 DF No.1&Btr G 'Except' 1-2:2X6DF No.2 G 2X4DF No.l&BtrG 2 X 4 DF Stud G 'Except* 4-9: 2X4 DF No.l&BtrG (Ib/size) 8=772/Mechanical, 12=772/0-3-8 (min. 0-1-8) Max Horzl2=195(LC 5) Max Uplift8=-44(LC 4), 12=-40{LC 3) BRACING TOP CHORD BOT CHORD JOINTS Sbuctural wood sheathing directly applied or 6-0-0 oc puriins, except end verticals, and 2-0-0 oc puriins (3-9-14 max.): 5-9, 5-7. Rigid ceiling directly applied or 10-0-0 oc bracing. 1 Brace at Jl(s): 7 MiTek recommends thai Stabilizers and required cross bracing be Installed during buss erection, in accordance wilh Stabilizer Installation guide, FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-1128/65, 2-3=-1092/70, 5-9=-467/85, 5-6-2843/238.1-12=-716/53 BOT CHORD 10-11 =-177/1039, 9-10=-197/2678. 8-9=-115/1624 WEBS 2-11-256/51, 3-5-1140/115, 5-10=-1720/77,1-11=-49/979, 6-9-116/1304, 6-8=-1574/138, 3-10=-17/609 NOTES 1) Unbalanced roof live loads have been considered forthis design. 12) Wind: ASCE 7-05; 95mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cal. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and righl exposed ; end vertical left and right exposed; Lumber D0L=1.00 plate grip D0L=1.00 3) Provide adequate drainage to prevent water ponding. 4) This trass has been designed for a 10.0 psf bottom chord live load nonconcurrent writh any other live loads. 5) * This truss has been designed fora live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 lall by 1-0-0 wide will fll between the botlom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Refer to girder(s) for tmss to Imss connections. 8) This Iruss is designed in accordance with the 2009 International Building Code secfion 2306.1 and referenced standard ANSI/TPI 1. 9) Design assumes 4x2 (flat orientafion) puriins at oc spacing indicaled, fastened to trass TC w/ 2-1 Od nails. LOADCASE(S) Standard ^,2011 A WAJRNING Verify design parameters and READ NOTES ON THIS AND INCLUDED MTBKR^ERENCE PAGE Ml 7473 rer. 10 V8 BEFORB USE. Design valid for use only with MITek connectors. This design is based only upon parameters shown, and is for an individual building componenf. Applicability of design paramenters and proper incorporation of componenf is responsibility ot building designer - not truss designer. Bracing shown is for lateral support of Individual web members only. Addiflonal temporary bracing to Insure stability during construction B the responsibillrty of the erector. Additional permanent bracing of the overall structure is fhe responsibility of the building designer. For general guidance regarding fabrication, qualrty control, slorage, deltvery, erection and Ixacing, consurt ANSI/TPII Quaffly Criteria, DSB-89 and BCSI BuHding Component Safety Infomiation available from Truss Plate Instrtute, 281 N. Lee Street, Suite 312, Alexandria, VA 22314. MITek' 7777 Greenback Lane, Suite 109 Citms Heights. CA, 95610 Job Tmss Tmss Type Qty Ply Hilton Cartsbad R33366672 HILTON_CARLSBAD B01LF MONO TRUSS 1 1 Job Reference (ootionall SelectBuild Distribution, Indio, CA - 92203 7.250 s May 11 2011 MiTek Industries, Inc. Thu Jul 14 05:44:27 2011 Page 1 ID:t2IODBRTySPeTJAolr1YqZzOnqQ-Bp5GpYLAs0oKGGkQ5y4V\jBMTDazvYBkJ2pQviHyyD7l 11-1-0 ; 16-0-12 I 17-5-14 3-5-2 4-11-12 l-S-2 Scale-1:33 4 3.00 [IT 3-11-0 Plate Offsets (X.Y): 12:0-1-4.0-3-01. r7:Edae.0-3-! ILOADING (psf) FTCLL 20.0 TCDL 18.0 BCLL 0.0 * BCDL 10.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr YES Code 1BC2009/TPI2007 CSI TC 0.46 BC 0.57 WB 0.54 (Matrix) DEFL Vert(LL) Vert(TL) HorzfTL) in (loc) l/defl L/d PLATES GRIP 0.11 9 >999 360 MT20 220/195 0.43 9-10 >482 240 0.06 8 n/a n/a Weight; 94 Ib FT = 20% LUMBER TOP CHORD BOT CHORD WEBS REACTIONS 2 X 4 DF No.l&Btr G *Excepl* 1-2:2X6DFNo.2G 2X4 DF No.l&BtrG 2 X 4 DF Stud G *Except* 4-9: 2X4 DF No.l&BtrG (Ib/size) 8=825/Mechanical, 12=825/0-3-8 (min. 0-1-8) MaxHorz12=195(LC5) Max Uplift8=-49{LC 4), 12=-41(LC 3) BRACING TOP CHORD BOT CHORD JOINTS Stmctural wood shealhing directly applied or 5-11-11 oc puriins, except end verticals, and 2-0-0 oc puriins (3-4-9 max.): 5-9, 5-7. Rigid ceiling directly applied or 10-0-0 oc bracing. 1 Brace at Jt(s): 7 MiTek recommends that Stabilizers and required cross bracing be inslailed during buss erection, in accordance with Stabilizer Installation guide, FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-1222/66, 2-3=-1226/72, 5-9=-452/86, 5-6=-3482/253,1-12=-768/54 BOT CHORD 10-11 =-180/1126, 9-10-218/3246, 8-9-151/2050 WEBS 2-11-287/51, 3-5=-1282/122, 5-10=-2174/81,1-11=-50/1066, 6-9=-120/1500, 6-8=-1928/162, 3-10=-22;722 NOTES >1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 95mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cal. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and righl exposed ; end vertical left and righl exposed; Lumber D0L=1.00 plate grip D0L=1.00 3) Provide adequate drainage to prevent water ponding. 4) This trass has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This trass has been designed fora live load of 20.0psf on Ihe botlom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any olher members. 6) A plale rating reduction of 20% has been applied for the green lumber members. 7) Refer to girder(s) for trass to Imss connecfions. 8) This truss is designed in accordance with the 2009 International Buiidtng Code section 2306.1 and referenced standard ANSI/TP11. 9) Design assumes 4x2 (flat orientation) puriins at oc spadng indicated, fastened to tmss TC w/ 2-10d nails. LOADCASE(S) Standard 14,2011 A WARNING Verify design parameters and READ NOTES ON THIS AND INCLt/DED MTEKRB'ERBNCB PAOB Ml 7473 rer. 10 VS BEFORE USR Design valid for use on^ with MiTek connectors. This design Is based only upon parameters shown, and Is for an Individual buHdlng componenf. Applicabilily of design paramenters and proper Incorporation of component is responsibility ot building designer - not truss designer. Bracing shown Is for lateral support of individual web memtjers only. Addrtional temporary tjracing to Insure stability during construction B the responsibillrty of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding tabricallon, qualrty controL storage, delivery, erection and ixacing, consurt ANSIAPil QuaHty Criteria, DSB-S9 and BCSi BuHding Component Safefy information avoikjble from Truss Plate Instrtute, 281 N. Lee Str-eet, Surte 312, Alexandria, VA 22314. MITek' 7777 Greenback Lane, Suite 109 Citms Heights, CA, 95610 Job Tmss Tmss Type Qty Ply Hilton Cartsbad Qty Ply R33366673 HILTON_CARLSBAD 801 LG MONO TRUSS 1 1 Job Reference (ootionall SelectBuild Distribution, Indio, CA - 92203 7.250 s May 11 2011 MTTek Industries, Inc. Thu Jul 14 05:44:28 2011 Page 1 ID:t2IODBRTySPeTJAolr1YqZzOnqQ-f?lf1uModJwBtQJdefblGPuet_J4HewSHT9TEjyyD7H 3-00112" J 3 3-11-0 3-11-0 Plate Offsets (X.Yl: 12:0-1-4.0-3-01. l7:Edoe.0-3-91 ILOADING (psf) fTCLL 20.0 TCDL 18.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Slress Incr YES Code IBC2Q09/TPI2007 CSI TC 0.46 BC 0.58 WB 0.54 (Matrix) DEFL in (loc) l/defl L/d Vert(LL) -0.11 9 >999 360 VertfTL) -0.43 9-10 >477 240 HorzfTL) 0.06 8 n/a n/a PLATES GRIP MT20 220/195 Weight; 95 Ib FT = 20% LUMBER TOPCHORD 2X4 DFNo,1&BtrG'Except* 1-2:2X6DF No.2 G BOTCHORD 2X4 DF No.1 &BbG WEBS 2 X 4 DF Stud G 'Except* 4-9: 2X4 DF No.l&BtrG REACTIONS (Ib/size) 8=827/Mechanical, 12=827/0-3-8 (min. 0-1-8) MaxHorz12=195(LC5) Max Uplift8=-49(LC 4), 12=-41(LC 3) BRACING TOP CHORD BOT CHORD JOINTS Structural wood shealhing directly applied or 5-11-8 oc puriins, except end verticals, and 2-0-0 oc puriins (3-4-7 max.): 5-9, 5-7, Rigid celling directly applied or 10-0-0 oc bracing. 1 Brace at Jt(s): 7 MiTek recommends that Stabilizers and required cross bracing be installed during buss erection, in accordance with Stabilizer Installation guide. FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-1225/66, 2-3=-1231/72, 5-9=-451/86, 5-6=-3505/253,1-12=-770/54 BOT CHORD 10-11 =-181/1130, 9-10-218/3267, 8-9-152/2066 WEBS 2-11-288/51, 3-5=-1287/122, 5-10-2191/81,1-11-50/1070, 6-9-120/1507, 6-8=-1942/163, 3-10=-22/727 NOTES k 1) Unbalanced roof live loads have been considered for this design. fl) Wind; ASCE 7-05; 95mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber D0L=1.00 plate grip D0L=1.00 3) Provide adequate drainage lo prevent water ponding. 4) This trass has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1 -0-0 wide will fit behween the bottom chord and any other members. 6) A plale rating reduction of 20% has been applied for Ihe green lumber members. 7) Refer to glrder(s) for trass to trass connecfions. 8) This buss Is designed in accordance wilh the 2009 Intemational Building Code section 2306.1 and referenced standard ANSI/TP11. 9) Design assumes 4x2 (flal orientafion) puriins at oc spacing indicated, fastened to Imss TC w/ 2-10d nails, LOADCASE(S) Standaid ^,2011 A WARMNG Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK RB'BRENCB PAGE MII7473 rer. 10 VS BEFORE USB. Design valkj for use only with MiTek connectors. This design "B based only upon parameters shown, and is tor on Individual building component. Applicability of design paramenters and proper incorporation of component Is responsibility of building designer - not truss designer Bracing shown B for lateral support of individual web memtjers only. Additional temporary tracing to insure sfoblFrty during construcfion is the responsibillity of the erector. Addilional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, qualily controL storage, delivery, erection and txacing. consurt ANSI/TPtl QuaHty Criteria, DSB-89 and BCSI BuHding Component Safety infoimation available from Tnjss Plate Institute. 281 N. Lee Street. Suite 312, Alexandria. VA 22314. MITek' 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95610 Job Tmss Tmss Type Qty Ply Hilton Carisbad Qty Ply R33366674 HILTON_CARLSBAD B01LH MONO TRUSS 1 1 Job Reference (ootionall SelectBuild Distribution, Indio, CA - 92203 7.250 s May 11 2011 MiTek Industries, Inc. Thu Jul 14 05:44:29 2011 Page 1 ID:t2IODBRTySPeTJAolr1YqZzOnqQ-7CD1EEMQOd22VaupCN6_pcRnHOdl02OcV7v0n9yyD7G 11-1-0 I 16^12 I IfcT^ I 3.0015^ 3 S 3-11-0 3-11-0 Plale Offsets (X.Yl: [2:0-1-4.0-3-01. [7:Edqe.0-3-91 OADING (psf) 'TOLL 20.0 TCDL 18.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Slress Incr YES Code IBC2009/TPI2007 DEFL in (loc) l/defl Ud Vert(LL) -0.16 9 >999 360 Vert(TL) -0.60 9 >366 240 HorzfTL) 0.07 8 n/a n/a PLATES GRIP MT20 220/195 Weighl: 99 Ib FT = 20% LUMBER BRACING TOPCHORD 2X4 DF No.l&BtrG'Except' TOPCHORD 1-2:2X6DF No.2 G BOTCHORD 2X4 DF No.l&BtrG BOTCHORD WEBS 2 X 4 DF Stud G 'Except* JOINTS 4-9: 2X4 DF No.1&BlrG REACTIONS (Ib/size) 8=879/Mechanical, 12=879/0-3-8 (min. 0-1-8) Max Horz12=195(LC5) Max Uplift8=-54(LC 4), 12=-41(LC 3) FORCES (Ib) - Max, Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-1314/66, 2-3=-1359/73, 5-9-435/86, 5-6=-4123/259, 6-7-301/0, 1-12-819/54 BOT CHORD 10-11 =-183/1213, 9-10-232/3809, 8-9=-190/2500 WEBS 2-11=-318/52, 3-5=-1423/127, 5-10=-2626/92, 1-11=-50/1153, 6-9=-119/1679, 6-8-2303/204, 3-10=-26/834 Stiudural wood sheathing directly applied or 5-8-1 oc puriins, except end verticals, and 2-0-0 oc puriins (3-0-3 max.): 5-9, 5-7. Rigid ceiling directly applied or 10-0-0 oc bracing. 1 Brace at Jl(s): 7 MITek recommends that Stabilizers and required cross bracing be installed during trass erection. In accordance wilh Stabilizer Installation guide. NOTES k 1) Unbalanced roof live loads have been considered for this design. ^2) Wind; ASCE 7-05; 95mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and righl exposed ; end vertical left and righl exposed; Lumber D0L=1.00 plate grip D0L=1.00 3) Provide adequate drainage to prevent water ponding. 4) This truss has tieen designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This Iruss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1 -0-0 wide will fit betiween the bottom chord and any other members. 6) A plale rating reducfion of 20% has been applied for Ihe green lumber members. 7) Refer to girder(s) for Imss lo trass connections. 8) This Iruss is designed in accordance with the 2009 Intemational Building Code secfion 2306.1 and referenced standard ANSI/TPI 1. 9) Design assumes 4x2 (flat orientafion) puriins at oc spacing indicated, fastened to trass TC w/ 2-10d nails. LOADCASE(S) Standard 4,2011 ^ WARNING Verify design parameters and READ NOTES ON THIS AND INCLtmED MTEKR^BRENCB PAGE MI 7473 rer. 10 VS BEFORE USE. Design valid tor use only with MiTek connectors. This design Is tjased onty upjon parameters shown, and Is for an Individual building component. Applicability of design paramenters and proper Incorporation of component Is responsibility of building designer - not truss designer. Bracing stxjwn Is for kjteral support of Indlvkdual web members only. Additional temporary bracing to Insure stabllrty during construction Is the responsibillity of the erector. Additional permanent bracing of fhe overall structure Is the responsibility of the building designer For general guidance regarding fcibricatlon, quqiity controL storage, delivery, erection and txacing. consurt ANSl/TPll QuaHty Criieria, DSB-89 and BCSI BuHding Component safety Information available from Truss Plate Institute, 281 N. Lee Street. Suite 312. Alexandria, VA 22314. MiTek" 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95610 Job Tmss Tmss Type Qty Ply Hilton Carisbad Tmss Type Qty Ply R33366675 HILTON_CARLSBAD BB01 MONO TRUSS 2 1 Job Reference (optionall SelectBuild Distribution, Indio, CA - 92203 7.250 s May 11 2011 MiTek Industries, Inc. Thu Jul 14 05:44:30 2011 Page 1 ID:t2IODBRTySPeTJAolr1YqZzOnqQ-bOnPRZN29xAv7jT?m4eDLq_zkozJUJkneaJcyyD7F 18-7-0 I IW-d I Scale = 1:31,0 0.50 3-7-12 -1-3-7-12 Plate Offsets (X.Y): [6:0-3-8.0-2-0]. [11:0-3-4.0-5-81 ILOADING (psO 'TCLL 20.0 TCDL 18.0 BCLL 0.0 * BCDL 10.0 SPACING 2-0-0 Plates Increase 1.25 Lumtier Increase 1.26 Rep Stress Incr YES Code IBC2009/TPI2007 CSI TC 0.57 BC 0.68 WB 0.83 (Matrix) DEFL In (loc) l/defl L/d Vert(LL) -0.23 9 >962 360 Vert(TL) -0.87 9 >253 240 HorzfTL) 0.10 7 n/a n/a PLATES GRIP MT20 220/195 Weighl: 80 Ib FT = 20% LUMBER TOPCHORD 2X 4 DF No.l&BtrG BOTCHORD 2X 4 DF No.l&BtrG WEBS 2 X 4 DF Stud G REACTIONS (Ib/size) 11=878/Mechanical, 7=878/0-3-8 (min. 0-1-8) Max Horz11=46(LC4) Max Uplifti 1=-65(LC 3), 7=-65(LC 5) BRACING TOP CHORD BOT CHORD Stractural wood sheathing directly applied or 3-1-7 oc puriins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be Installed during trass ereclion. In accordance wilh Stabilizer Installation guide, FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD BOT CHORD WEBS 1- 2=-342/31, 2-3=-3573/269, 3-4=-3584/276, 4-5-2841/220, 5-6= 2841/226, 6-7=-797/82 10-11=-153/2060, 9-10-313/4326, 8-9-313/4326 2- 11-1829/140. 2-10=-115/1619, 3-10-382/74, 4-10-766/57, 4-8=-1524/118, 5-8=-346/74, 6-8=-201/2689 NOTES ^1) Wind: ASCE 7-05; 95mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cal. II; Exp C; enclosed; MWFRS (low-rise); caritilever left and right exposed ; end vertical left and right exposed; Lumber D0L=1.00 plate grip D0L=1.00 2) This ti'uss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This tmss has been designed for a live load of 20.0psf on the bottom chord In all areas where a rectangle 3-6-0 lall by 1-0-0 wide will fil between the bottom chord and any other members. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for trass to trass connections. 6) This truss is designed in accordance with the 2009 Intemational Building Code section 2306.1 and referenced standard ANSI/TP11. LOADCASE(S) Standard 14,2011 WARNING Verify design parameters andREADNOTES ONTHIS AND lNCLUDBDMTEKRB'BliENCBPAGBMr7473 rer. 10 VS BEFORE USB. Design valkl for use on^ with MITek connectors. This design Is based only upon parameters shown, and is for on individual building component. Applicobility of design paramenters and proper incarporollon of component Is respcnsibllrty of building designer - nof truss designer Bracing shown is for lateral support of individuat web memtjers only. Addrtional temporary bracing to insure stability during construction is the responsibillrty of the erector Addilional permanent bracing of the overall structure is ttie responsibility of fhe building designer. For general guidance regarding fabrication, quality controL storage, delivery, erection and bracing, consurt ANSI/TPII QuaHty Criteria, DSB-89 and BCSi BuHding Component Safety Intormation available from Truss Plate Instrtute, 281 N. Lee Slreel, Surte 312, Alexandria. VA 22314. MiTek' 7777 Greenback Lane, SuHe 109 Citms Heights, CA, 95610 Job Tmss Tmss Type Qty Ply Hilton Carisbad Qty R33366676 HILTON_CARLSBAD BB01A MONO TRUSS 2 2 2 Job Reference (optionall SelectBuild Distribution, Indio, CA - 92203 7.250 s May 11 2011 MTTek Industries, Inc. Thu Jul 14 05:44:31 2011 Page 1 ID:t2IODBRTySPeTJAolr1YqZzOnqQ-3aLnh/OhwElmkt2CKo9Su1WBVBM9U22vzR07r2yyD7E 13-7-0 I 18-7-0 0.50 [IT NOT DESIGNED FOR ANY ADDITIONAL LOADS I-3-7-12 Plate Offsets (X.Yl: [6:0-3-8.0-1-81. f11:0-3-4.0-5-81 • u ? OADING (psf) 'TOLL 20.0 TCDL 18.0 BCLL 0.0 BCDL 10.0 SPACING 2-7-8 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr NO Code IBC2009/TPI2007 CSI TC 0.37 BC 0.49 WB 0.33 (Matrix) DEFL Vert(LL) Vert(TL) HoizfTL) In (loc) l/defl L/d PLATES GRIP 0.15 9 >999 360 MT20 220/195 0.56 9 >393 240 0.07 7 n/a n/a Weighl: 1591b FT = 20% LUMBER TOP CHORD BOT CHORD WEBS 2X4DF No.l&BtrG 2X4DF No.l&BtrG 2 X 4 DF Stud G *Except* 6-8: 2X4 DF No.l&BbG BFtACING TOP CHORD SImctural wood sheathing directly applied or 6-0-0 oc puriins, except end verticals, BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 11=1152/Mechanical, 7=1152/0-3-8 (min. 0-1-8) MaxHorz11=60(LC4) Max Uplifti 1=-85(LC 3), 7=-86(LC 5) FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOPCHORD BOT CHORD WEBS 1- 11=-275/36,1-2=-449/41, 2-3=-4692/353, 3-4=-4706/362, 4-5=-3755/291, 5-6-3755/299, 6-7=-1054/108 10-11=-201/2703, 9-10=-410/5672, 8-9=-410/5672, 7-8-4/283 2- 11 =-2401/184, 2-10=-151/2127, 3-10-503/97, 4-10-997/74, 4-9=0/251, 4-8=-1967/153, 5-8-464/97. 6-8=-268/3586 NOTES 1) 2-ply trass to be connected together with lOd (0,131"x3") nails as follows: Top chords connected as follows: 2X4-1 row al 0-9-0 oc. Bottom chords connected as follows: 2X4-1 row at 0-9-0 oc. Webs connected as follows: 2X4-1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-05; 95mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber D0L=1.00 plate grip D0L=1.00 4) This trass has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This trass has been designed for a live load of 20.0psf on Ihe bottom chord in all areas where a rectangle 3-6-0 lall by 1-0-0 wide will fil behween the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Refer to girder(s) for trass to trass connections. 8) This truss Is designed in accordance with the 2009 Internafional Building Code secfion 2306.1 and referenced standard ANSI/TP11. LOADCASE(S) Standartl V011 A WARNOti Verify design parameters and READ NOTES ON THIS AND INCLUDED MTBK IWBRENCE PAGE MI 7473 rer. 10 VS BEFORE USB. Design valid for use only with MiTek connectors. This design Is based only upon parameters shown, and is tor an individual building component. Applicability ot design paromenteis and proper Incorporation of component Is responsibility of building designer - nof truss designer. Bracing shown is for lateral support of indivWual web members only. Addrtional temporary bracing to Insure statjility during eonstnjcfion Is the responsitjillity of fhe erector. Additional permanent bracing of fhe overall structure Is the responsibllrty of the building designer For general guidance regarding fafcjricatlon, quality control, storage, delivery, erection and txodng, consurt ANSI/TPtl Quaffly Criteria. DSB-89 and BCSi BuHding Component Safety Intonnation available from Tnjss Plate Instrtute, 281 N. lee Street. Surte 312, Alexandria, VA 22314. MiTek' 7777 Greenback Lane, Suite 109 Citms Heights, CA, 95610 Job Tmss Tmss Type Qty Ply Hilton Carisbad Ply R33366677 HILTON_CARLSBAD BB02 MONO TRUSS 42 1 Job Reference (ootionall SelectBuild Distribution, Indio, CA - 92203 I 5-4-7 7.250 s May 11 2011 MTTek Industries, Inc. Thu Jul 14 05:44:32 2011 Page 1 ID:t2IODBRTySPeTJAolr1YqZzOnqQ-Xnv9sFPJhYQdM1dOtVghQF3KGbhSDLE2C57gNUyyD7D 5-4-7 "•SORT 5-4-7 Plate Offsets (X.Yl: [4:0-3-8.0-2-0]. [5:Edqe.0-3-9) k LOADING (psf) 'TCLL 20.0 TCDL 18.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr YES Code IBC2009/TPI2007 CSI TC 0.50 BC 0.48 WB 0.91 (Matrix) DEFL in (loc) l/defl L/d Vert(LL) -0.11 6-7 >999 360 Vert(TL) -0.43 6-7 >406 240 HorzfTL) 0.05 5 n/a n/a PLATES GRIP MT20 220/195 Weight: 65 Ib FT = 20% LUMBER TOPCHORD 2X4 DF No.l&BtrG BOTCHORD 2X 4 DF No.l&BbG WEBS 2 X 4 DF Stud G *Except* 1-8: 2X6 DF No.2 G BRACING TOP CHORD BOT CHORD Stiudural wood sheathing directly applied or 4-3-8 oc puriins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 8=706/Mechanical, 5=706/0-3-8 (min. 0-1-8) Max Horz 8=46(LC 4) Max Uplift8-52(LC 3), 5-53{LC 5) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-8=-267/46, 1-2=-626/58, 2-3=-2130/168, 3-4=-2130/174, 4-5=-633/70 BOT CHORD 7-8=-179/2510, 6-7-179/2510 WEBS 2-8=-1926/144, 2-6=-397/35, 3-6-362/75, 4-6=-149/1985 NOTES 1) Wind: ASCE 7-05; 95mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and righl exposed; Lumber D0L=1.00 plale grip D0L=1.00 s 2) This Iruss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. F 3) * This tmss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 lall by 1 -0-0 wide will flt between the bottom chord and any other members. 4) A plate rafing reduction of 20% has been applied for Ihe green lumber members. 5) Refer to girder(s) for trass lo tmss connections. 6) This truss is designed in accordance with the 2009 International Building Code secfion 2306.1 and referenced standard ANSI/TP11. LOADCASE(S) Standard MiTek recommends lhal Stabilizers and required cross bracing be Installed during Iruss erection, in accordance with Stabilizer Installafion guide. Illy 14,2011 WARNING Verity design parameters and READ NOTES ON THIS AND INCLUDED MTEK REFERENCE PAGE Ml 7473 ra. 10 VS BEFORE tJSE. Design valid for use only wrth MiTek connectors. ThB design Is based onfy upon parameters shown, and Is for on Individual building component. Applicability ot design paramenters and proper Incorporation of component Is responsibility of building designer - not truss designer Bracing shown Is for lateral support of Indivkduol web memtjers onfy. Additional temporary bracing to insure stability during construction Is the responsibillity of fhe erector. Addittonal permanent bracing of the overall structure Is fhe responsibllrty of the building designer. For general guidance regarding fatjrication. quality control, slorage, delivery, ereclion and bractng, consull ANSI/TPH Quality Criteria, DSB-89 and BCSI BuHding Component Safety Infoimation available from Truss Plate Institute, 281 N. LeeStreel, Surte 312, Alexandria, VA 22314. MiTek' 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95610 Job Tmss Tmss Type Qty Ply Hilton Carisbad R33366678 HILTON_CARLSBAD BB02D MONO TRUSS 3 1 Job Reference (optionall SelectBuild Disfi-ibution, Indio, CA - 92203 7.250 s May 11 2011 MTTek Industries, Inc. Thu Jul 14 05:44:33 2011 Page 1 ID:t2lODBRTySPeTJAolr1YqZzOnqQ-?zTX4bPxSsYU_BCaRDBwzScTG?vrypSBQItEwxyyD7C 5-4-7 4-8-8 QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEWTHE INPUT LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. 0.50 [^ I-5-4-7 -+- Plate Offsets (X.Yl: [4:0-3-8.0-2-0]. [5:Edoe.0-3-91. [8:0-5-8.0-3-01 ILOADING (psf) FTCLL 20.0 TCDL 18.0 BCLL 0.0 BCOL 10.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr NO Code IBC2009/TPI2007 CSI TC 0.61 BC 0.99 WB 0.84 (Matrix) DEFL in (loc) l/defl L/d Vert(LL) -0.18 6-7 >966 360 Vert(TL) -0.50 6-7 >350 240 HorzfTL) 0.06 5 n/a n/a PLATES GRIP MT20 220/195 Weight: 65 lb FT = 20% LUMBER BRACING TOPCHORD 2X4 DF No.l&BtrG TOPCHORD BOT CHORD 2 X 4 DF No.1 &Bb G WEBS 2 X 4 DF Stud G *Except* BOT CHORD 1-8:2X6DFNo.1&BbG WEBS REACTIONS (Ib/size) 8=706/Mechanical, 5=706/0-3-8 (min. 0-1-8) Max Hoiz8=46(LC 11) Max Uplift8=-463(LC 9), 5=-274(LC 14) Max Grav8=1117(LC 8), 5=927(LC 7) FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-8-313/91, 1-2—1885/1333, 2-3=-4001/2038, 3-4=-3062/1121, 4-5=-847/284 BOT CHORD 7-8-2341/4672, 6-7=-1070/3255, 5-6-1463/1516 WEBS 2-8-3799/2018, 2-6=-1873/1512, 3-6—381/95, 4-6=-1085/2920 Sbuctural wood sheathing directly applied or 3-0-3 oc puriins, except end verticals. Rigid ceiling direcUy applied or 4-2-11 oc bracing. 1 Row at midpt 2-8 MiTeK recommends that Stabilizers and required cross bracing be installed during fiuss ereclion. In accordance wilh Stabilizer Installation guide. NOTES ^1) Wind: ASCE 7-05; 95mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat, II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and righl exposed; Lumber D0L=1.00 plate grip D0L=1.00 ' 2) This buss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.0psf on Ihe bottom chord in all areas where a rectangle 3-6-0 lall by 1-0-0 wide will fit between the bottom chord and any other members. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for trass to truss connections. 6) This buss is designed In accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSI/TP11. 7) This buss has been designed for a lolal drag load of 310 plf. Lumber D0L=(1.33) Plate grip D0L={1.33) Connect trass to resist drag loads along bottom chord fi'om 0-0-0 to 15-1-0 for 310.0 plf. LOADCASE(S) Standard Uly 14,2011 ^ WARNING Verify design parameters and READ NOTES ON THtS AHD INCLUDBD MTTEK REFERENCE PAOB Ml 7473 rer. 10 VS BEFORE tISB. Design valid tor use only with MITek connectors. This design Is based onfy upon parameters shown, and B for an indivkiual building component. ApplicatMlily of design paramenters and proper Incorporation of component Is responsibility ot building designer - not truss designer Brocing shown Is for lateral support of individual web memtjers onfy. Additional temporary bracing fo Insure statjility during construction is the responsibillrty of the erector. Additional permanent bracing of fhe overall stnjcture Is fhe responsibility of ftie building designer. For general guidance regarding fabrication, quality controL storage, delivery, erection and bracing, consurt ANSI/TPII QuaHty Criieria, DSB-89 and BCSI BuHding Component Safety Information available from Truss Plate Instrtute, 281 N. Lee Sfreet. Suite 312. Alexandria, VA 22314. MiTek' 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95610 Job Tmss Tmss Type Qty Ply Hilton Carisbad R33366679 HILTON_CARLSBAD BB03 MONO TRUSS 6 1 Job Reference (optionall SelectBuild Distribution, Indio, CA - 92203 7.250 s May 11 2011 MTTek Industries, Inc. Thu Jul 14 05:44:34 2011 Page 1 ID:t2IODBRTySPeTJAolr1YqZzOnqQ-T90wHxQZD9gLcLmn?wi9V\^ikPOkhHILfPcnSNyyD7B 10-U 1 13-10-0 I AOO •son ' Scale = 1:23.0 0.50 flT Plate Offsets fX.Y): f4:0-3-8.0-1-8l [ LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) l/defl L/d PLATES GRIP 'TCLL 20.0 Plates Increase 1.25 TC 0.31 Vert(LL) -0.08 6-7 >999 360 MT20 220/195 TCDL 18.0 Lumber Increase 1.25 BC 0.43 Vert(TL) -0.32 6-7 >505 240 BCLL OO * Rep Stress Incr YES WB 0.78 HorzfTL) 0.04 5 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix) Weight; 60 Ib FT = 20% LUMBER TOPCHORD 2X 4 DF No.l&BtrG BOTCHORD 2X4 DF No.l&BtrG WEBS 2 X 4 DF Stud G *Except* 1-8:2X6DF No.2 G REACTIONS (Ib/size) 8=646/Mechanical, 5=646/0-3-8 (min. 0-1-8) Max Hor28=44{LC4) Max Uplift8=-48(LC 3), 5=-48(LC 5) BRACING TOP CHORD BOT CHORD Siructural wood sheathing directly applied or 4-11-8 oc puriins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance witti Stabilizer Installation guide, FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-8=-260/45, 1-2=-585/55, 2-3=-1620/130, 3-4=-1619/135, 4-5=-596/60 BOT CHORD 7-8=-156/2200, 6-7-156/2200 WEBS 2-8=-1651/124, 2-6=-599/50, 3-6=-328/66, 4-6=-119/1588 NOTES 1) Wind: ASCE 7-05; 95mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); canfilever left and righl exposed ; end vertical left and right exposed; Lumber D0L=1.00 plale grip D0L=1.00 . 2) This trass has been designed fbr a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 13) * This tmss has been designed for a live load of 20.0psf on Ihe bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will flt between the bottom chord and any other members. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer fo girder(s) for trass lo Imss connections. 6) This trass is designed in accordance wilh Ihe 2009 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. LOAD CASE(S) standard 14,2011 A WARNING Ver^ design parameters and READ NOTES ON THIS AND INCLUDED MTTEK REFERENCE PAGB MI7473 rer. 10 VS BEFORE USE. Design valid for use only with MiTek connectors. ThB design Is based onfy upon parameters shown, and Is for an Individual building component. Applicability of design poramenters and proper incorporation of componeni Is responsibiHty of building designer - not truss designer. Bracing shown Is for kiteral support of individual web memtjers onfy. Addrtional temporary bracing to insure stabllrty during construction B fhe responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibilrty of the building designer. Frx general guidance regarding fatjrication. quality controL storage, delivery, erection and txacing, consurt ANSi/TPil QuaHty Criteria, DSB-89 and BCSi BuHding Component Safefy infoimation available rtcm Truss Plate Institute, 281 N. Lee Street, Suite 312, Atexandria. VA 22314. ^Mijek;^ 7777 Greenback Lane, Suite 109 Crtms Heights, CA, 95610 Job Tmss Tmss Type Qty Ply Hilton Carisbad R33366680 HILTON_CARLSBAD BB04 MONO TRUSS 17 1 Job Reference (optionall SelectBuild Disbibution, Indio, CA - 92203 7.250 s May 11 2011 MiTek Industries, Inc. Thu Jul 14 05:44:34 2011 Page 1 ID:t2IODBRTySPeTJAolr1Yq2zOnqQ-T90wHxQ2D9gLcLmn?vw9W68joP0uhlALn'cnSNyyD7B 10-1-0 I 13-7^1 I scale "1:22.6 osofTT Plate Offsets (X.Yl: [4:0-3-8.0-1 -81 k LOADING (psf) 'TCLL 20.0 TCDL 18.0 BCLL 0.0 * BCDL 10.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr YES Code IBC2009/TPI2007 CSI TC 0.31 BC 0.42 WB 0.75 (Matrix) DEFL in (loc) l/defl L/d Vert{LL) -0.08 6-7 >999 360 Vert(TL) -0.30 6-7 >528 240 HorzfTL) 0.04 5 n/a n/a PLATES GRIP MT20 220/195 Weight: 59 Ib FT = 20% LUMBER TOP CHORD BOT CHORD WEBS 2X4DF No.l&BbG 2X4DF No.l&BtrG 2 X 4 DF Stud G *Except* 1-8: 2X6 DF No.2 G BRACING TOP CHORD BOT CHORD REACTIONS (Ib/size) 8=634/Mechanical, 5=634/0-3-8 (min. 0-1-8) MaxHorz8=44(LC4) Max Uplift8=-47(LC 3), 5=-47(LC 5) Stiudural wood sheathing directly applied or 5-1-9 oc puriins, except end verticals. Rigid ceiling directiy applied or 10-0-0 oc bracing. MiTek recommends thai Stabilizers and required cross bracing be Installed during buss erection, in accordance with Stabilizer Installation guide. FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-8-259/45,1-2-577/54, 2-3=-1520/123, 3-4=-1519/128, 4-5-589/57 BOT CHORD 7-8=-151/2137. 6-7=-151/2137 VJEBS 2-8—1595/120. 2-6-637/53, 3-6-323/65, 4-6=-113/1512 NOTES 1) Wind: ASCE 7-05; 95mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and righl exposed; Lumber D0L=1.00 plate grip D0L=1.00 . 2) This buss has been designed for a 10.0 psf bottom chord live load nonconcun^ent with any other live loads, f 3) * This Imss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1 -0-0 wide will fit between Ihe bottom chord and any olher members. 4) A plale rafing reduction of 20% has been applied for the green lumber members. 5) Refer lo girder(s) for tmss lo tmss connections. 6) This trass is designed In accordance with the 2009 Intemational Building Code section 2306.1 and referenced standard ANSI/TP11. LOADCASE{S) Standard ^,2011 ^ WARNING Verify design parameters and READ NOTES ON THIS AND INCLUDW MTEKR^BRENCB PAGB M17473 rer. 10 VS BEFORE USE. Design valid tor use only with MiTek connectors. This design Is based onfy upon parameters shown, and Is tor an Individual building component. ApplicobililY of design paramenters and proper incorporation of component is responsitjility of tjuilding designer - nof truss designer Bracing stiown is tor lateral support of Indlvkdual web memben onfy. Additional temporary bracing to insure stability during construcfion is the responsibillify of the erector Additional permanent txocing of the overall structure is fhe responsibilrty of ftie buiidtng designer For general guidance regarding fatjrication. qualrty control storage, delivery, erecfion and ixacing. consurt ANSI/TPII QuaHly Criteria. DSB-e9 and BCSI BuHding Component Safety infoimation available trom Tnjss Plate Instrtute. 281 N. Lee Street. Suite 312, Alexandria, VA 22314. MiTek 7777 Greenback Lane, SuKe 109 Citms Heights, CA, 95610 Job Tmss Tmss Type Qty Ply Hilton Carisbad R33366681 HILTON_CARLSBAD BB04D MONO TRUSS 2 1 Job Reference (optionall SelectBuild Distribution, Indio, CA - 92203 -I- 7.250 s May 11 2011 MiTek Industries, Inc. Thu Jul 14 05.44:35 2011 Page 1 ID:t2IODBRTySPeTJAolr1Yq22OnqQ-yMalVHRB_ToCDVLzZdDO2thr?pchQj0Uu3ML_pyyD7A 1P-1-P I 13=LS I S4-7 4-8-8 QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEWTHE INPUT LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE SUPPORTING STRUCTURE AS STATED IN THE DFtAG LOAD NOTE BELOW. 0-50 [TF I- Plate Offsets (X.Yl: [4:0-3-8.0-1-8| |LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) l/defl L/d PLATES GRIP FTCLL 20.0 Plates Increase 1.25 TC 0.47 Vert(LL) -0.14 6-7 >999 360 MT20 220/195 TCDL 18.0 Lumber Increase 1.25 BC 0.90 Vert(TL) -0.36 6-7 >437 240 BCLL 0.0 * Rep Slress Incr NO WB 0.84 HorzfTL) 0.05 5 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix) Weight: 59 It FT = 20% LUMBER TOP CHORD BOT CHORD WEBS REACTIONS 2X4 DF No.l&BtrG 2X4DF No.l&BtrG 2 X 4 DF Shjd G 'Except* 1-8:2X6DF No.2 G (Ib/size) 8=634/Mechanical, 5=634/0-3-8 (min. 0-1-8) Max Horz 8=44(LC 11) Max Uplift8=-439(LC 9), 5=-268(LC 14) Max Grav8=1025(LC 8), 5=855(LC 7) BRACING TOP CHORD BOT CHORD WEBS Stiudural wood sheathing directly applied or 3-5-5 oc puriins, except end verticals. Rigid ceiling directly applied or 4-4-4 oc bradng. 1 Rowatmidpt 2-8 MiTek recommends that Stabilizers and required cross bracing be installed during tmss erecUon, in accordance with Stabilizer Installation guide. FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-8=-301/87, 1-2=-1852/1345, 2-3=-3204/1805, 3-4=-2179/798, 4-5=-806/275 BOT CHORD 7-8=-2218/4204, 6-7-1136/3122, 5-6=-1015/1108 WEBS 2-8=-3390/1915, 2-6-2018/1434, 3-6=-336/78, 4-6=-798/2196 NOTES kl) Wind: ASCE 7-05; 95mph; TCDL=8,4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; endosed; MWFRS (low-rise); canfilever left and right exposed ; end vertical left and righl exposed; Lumber D0L=1.00 plate grip D0L=1.00 ' 2) This tiuss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This trass has been designed for a live load of 20.0psf on the bottom chord in all areas where a redangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 4) A plate rafing redudion of 20% has been applied for the green lumber members. 5) Refer to girder(s) for tmss lo Imss connections. 6) This trass is designed in accordance wilh the 2009 Internafional Building Code section 2306.1 and referenced standard ANSI/TPI 1. 7) This tmss has been designed for a total drag load of 310 plf. Lumber D0L={1.33) Plale grip D0L=(1.33) Connect trass to resist drag loads along bottom chord from 0-0-0 to 13-7-0 for 310.0 plf. LOADCASE(S) Standani ^,2011 A WARNING Verify design parameters and READ NOTES ON THIS AND INCLtJDBD MTBKR^ERBNCB PAOB Ml 7473 rer. 10 VS BEFORE USE. Design valid for use oniy with MiTek connectors. This design is based onfy upon parameters shown, and is for an individual building component. Applicability of design poramenters and proper incorporation ot component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members onfy. Additional temporary bracing to insure slablfrty during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is ttte responsibility of the building designer For general guidance regarding fatjrication, quality control, storage, deliver/, erection and bracing, consurt ANSI/TPil Quaffly Criteria, DSB-89 and BCSI BuHding Component Safefy information available from Tnjss Plate Institute, 281 N, Lee Sfreet, Suite 312, Atexandria, VA 22314. MITek' 7777 Greenback Lane, Suite 109 Citms Heights. CA, 95610 Job Tmss Tmss Type Qty Ply Hilton Carisbad Ply R33366682 HILTON_CARLSBAD C01G GABLE 2 1 Job Reference (optionall SeledBuiid Disti-ibution, Indio, CA - 92203 5^13 -1-11-1-0 7.250 s May 11 2011 MTTek Industries, Inc. Thu Jul 14 05:44:40 2011 Page 1 ID:t2IODBRTySPeTJAolr1Yq2zOnqQ-IJOBY_VKp?RUKGEwLBpZlxOh?qSH53mD1L35g1yyD75 17-1-j I . 22iS I 5-0-13 6-0-3 QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEWTHE INPUT LENGTH AND PLACEMENT OF CONNECTION TO TFtANSFER LATEFiAL FORCES TO THE SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. &0-3 ' 5-0-13 TOP CHORD NOTCHING ALLOWED IN AREAS WITH STACKED TOP CHORD ONLY; HOWEVER, NO TOP CHORD NOTCHING IS ALLOWED WITHIN 24" OF THE HEEL JOINTS. 4x4 I-5J-13 11-1-0 -I-17-1-3 22-2-0 54)-13 6^3 5-0-13 Plate Offsets (X.Y): [3:11-4-12,1-2-7], [4:0-4-12,0-2-0], [5:10-1-5,6-6-15], [9:0-3-9,0-1-8], [11:0-3-0,0-0-8], [12:0-3-9,0-1-8], [22:0-1-12,0-1-0], [25:0-1-12,0-1-0], [28:0-2-0,0-0-4], FLOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) l/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.45 Vert(LL) -0.04 10-12 >999 360 MT20 220/195 TCDL 18.0 Lumber Increase 1.25 BC 0.36 Vert(TL) -0.16 10-12 >999 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.55 HorzfTL) 0.05 8 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix) Weight: 170 Ib FT = 20% LUMBER TOPCHORD 2X 4 DF No.l&BbG BOTCHORD 2X4 DF No.l&BbG WEBS 2 X 4 DF Slud G OTHERS 2 X 4 DF Slud G REACTIONS (Ib/size) 13=1013/0-3-8 (min. 0-1-8), 8=1013/0-3-8 (min. 0-1-8) Max Ho(z13=-130(LC 16) Max Uplifti 3=-423{LC 13), 8=-423(LC 16) Max Gravl 3=1391 (LC 8), 8=1391 (LC 7) BRACING TOP CHORD BOT CHORD Strudural wood sheathing direcfiy applied or 5-6-10 oc puriins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during buss erection, in accordance with Stabilizer Installation quide. FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD BOT CHORD WEBS 1-2=-2637/877, 2-3=-2234/673, 3-4-1495/85, 4-5=-1495/85, 5-6-2234/673, 6-7=-2638/878, 1-13=-1486/474, 7-8=-1487/476 12-13=-265/778, 11-12=-447/2120, 10-11-284/1957, 9-10-397/2053, 8-9=-335/809 4-10=0/400, 6-10=-646/372, 6-9=-430/237, 2-10-648/373, 2-12=-430/238, 1-12=-676/1906, 7-9=-674/1903 ^NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 95mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; endosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) Tmss designed for wind loads in the plane of the truss only. For studs exposed lo wind (normal lo the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1-2002. 4) All plates are 2x4 MT20 unless othenwise indicated. 5) Gable studs spaced at 1-4-0 oc. 6) This buss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This trass has been designed for a live load of 20.0psf on the bottom chord in all areas where a redangle 3-6-0 tall by 1-0-0 wide will flt between the bottom chord and any other members. 6) A plate rating redudion of 20% has been applied for the green lumber members. 9) This tmss is designed in accordance with the 2009 Intemational Building Code secfion 2306.1 and referenced standard ANSI/TP11. 10) This truss has been designed fora total drag load of 100 plf. Lumber D0L=(1.33) Plale grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 22-2-0 for 100.0 plf LOADCASE(S) Standard ^,2011 A WARNING Verify design parameters and READ NOTES ON THIS AND mCLUDBD MTEKRSfERBNCE PAGE Mil 7473 rer. 10 VS BEFORE USB. Design valid for use only with MiTek connectois. This design is based onfy upon parameters shown, and is for an individual building component. Appfcotjirrty of design paramenters and proper Incorporation ot component is responsibllrty of building designer - not truss designer Bracing shown is for lateral support of Indfyldual web members onfy. Additional temporary bracing to Insure stataiTrtv during construction is the responsibillity ot fhe erector. Additkjnal permanent tjracing of the overall structure is ttie responsibilrty of ttie buiiding designer. For general guidance regarding fatlrication, quality controL storage, delivery, erection and txacing. consurt ANSI/TPII Quaffly Criteria, DSB-89 and BCSI BuHding Component Safefy information available from TnJss Plate Institute. 281 N. Lee Street. Suite 312, Alexandria, VA 22314. MiTek' 7777 Greenback Lane, Suite 109 Citms Heights, CA, 95610 Job Tmss Tmss Type Qty Ply Hilton Carisbad R33366683 HILTON_CARLSBAD C02G GABLE 3 1 Job Reference (optionall SelectBuild Distribution, Indio, CA - 92203 1-6-7-0 6-7.0 7.250 s May 11 2011 MiTek Industries, Inc. Thu Jul 14 05:44:44 2011 Page 1 ID:t2IODBRTySPeTJAolr1YqZzOnqQ-B4diNMYqsExwotXia0uVwnZNbRrC1wrpyy1JpoyyD71 13-2-0 I QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEWTHE INPUT LENGTH AND PLACEMENT OF CONNECTION TO TFiANSFER LATERAL FORCES TO THE SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. 3.00 TiF 6-7-0 TOP CHORD NOTCHING ALLOWED IN AREAS WITH STACKED TOP CHORD ONLY; HOWEVER, NO TOP CHORD NOTCHING IS ALLOWED WITHIN 24" OF THE HEEL JOINTS. 4x4 5: Scale = 1:26.0 6-7-0 6-7-0 Plate Offsets (X.Yl: [2:6-9-1.1-2-71. [3:0-5-4.0-1-8]. [4:6-0-3.4-4-121. [6:Edoe.0-3-91 i: .OADING (psf) 'TCLL 20.0 TCDL 18.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr NO Code IBC2009/TPI2007 CSI TC 0.48 BC 0.23 WB 0.35 (Matrix) DEFL Vert(LL) Vert(TL) Horz(TL) In (loc) l/defl L/d PLATES GRIP 0.02 7-8 >999 360 MT20 220/195 0.07 7-8 >999 240 0.01 6 n/a n/a Weight: 87 Ib FT = 20% LUMBER TOP CHORD BOT CHORD WEBS OTHERS 2X4DF No.l&BlrG 2X4DF No.l&BbG 2 X 4 DF Stud G 2 X 4 DF Stud G BRACING TOP CHORD BOT CHORD Sbudural wood sheathing directiy applied or 6-0-0 oc puriins, except end verticals. Rigid ceiling directiy applied or 9-3-9 oc bradng. REACTIONS (Ib/size) 8=576/0-3-8 (min. 0-1-8), 6=576/0-3-8 (min, 0-1-8) Max Horz 8-137(LC 10) Max Uplift8=-293(LC 13), 6=-293(LC 16) Max Grav8=842(LC 8), 6=842(LC 7) MITek recommends lhal Stabilizers and required cross bracing be Installed during tiuss erection, in accordance with Stabilizer Installafion quide. FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-1464/632, 2-3-738/48, 3-4-738/47, 4-5=-1463/631, 1-8=-913/348. 5-6=-915/350 BOT CHORD 7-8=-418/766, 6-7=-523/870 WEBS 1-7=-466/862,5-7=-461/856 N NOTES 1) Unbalanced roof live loads have been considered for this design. ) Wind: ASCE 7-05; 95mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; endosed: MWFRS (low-rise); cantilever left and righl exposed ; end vertical left and righl exposed; Lumber D0L=1.00 plate grip D0L=1.00 3) Tmss designed for wind loads in Ihe plane of the tmss only. For studs exposed to wind (normal to the face), see Standard Induslry Gable End Details as applicable, or consult qualified buiiding designer as per ANSi/TPI 1-2002. 4) All plates are 2x4 MT20 unless otherwise indicated. 5) Gable sluds spaced al 1-4-0 oc. 6) This buss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any olher live loads. 7) ' This Imss has been designed for a live load of 20.0psf on the bottom chord in all areas where a redangle 3-6-0 tall by 1 -0-0 wide will fit between the bottom chord and any other members. 8) A plale rating redudion of 20% has been applied for the green lumber members. 9) This Iruss is designed in accordancewith the 2009 Internafional Building Code section 2306.1 and referenced standard ANSI/TP11. 10) This trass has been designed for a total drag load of 100 plf Lumber DOL=(1.33) Plate grip DOL={1.33) Connect tmss to resist drag loads along bottom chord from 0-0-0 to 13-2-0 for 100.0 plf LOADCASE(S) Standard July 14,2011 A, WARNING Veryy design parameters and READ NOTES ON THIS AND INCLUDE MTEKRB-BRENCB PAOB Ml 7473 rer. 10 VS BEFORB USB. Design valid for use onfy with MiTek connectors. This design Is based onfy upon paramelers shown, and Is for an individual building componeni. Applicobility of design paramenters and proper Incorporation of component Is resFJonslbllrty of building designer - not truss designer. Bracing shown is for lateral support of individual web members onfy. Addrtional temporary bracing to Insure stability during consfruction is fhe responsibillify of the erector. Additional permanent bracing of the overall structure is the responsibllrty of fhe building designer. For general guidance regarding fotxication. qualify controt storage, defivery. erection and txacing. consurt ANSl/TPIl Quaffly Criteria, DSB-89 and BCSI BuHding Component Safety infoimation available from Truss Plate Instifute, 281 N. Lee Street. Surte 312, Alexandria, VA 22314. MITek' 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95610 Job Tmss Tmss Type Qty Ply Hilton Carisbad Qty R33366684 H1LT0N_CARLSBAD C03G GABLE 1 1 Job Reference (ootionall SeledBuiid Disti-ibution, Indio, CA - 92203 5-7-7 10-SO 5-7-7 4-10^ QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEWTHE INPUT LENGTH AND PLACEMENT OF CONNECTION TO TFiANSFER LATERAL FORCES TO THE SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. *•« 3-00 Ri" 7.250 s May 11 2011 MiTek Industries, Inc. Thu Jul 14 05:44:52 2011 Page 1 ID:t2IODBRTySPeTJAolr1YqZ20nqQ-yd6j35es_hxnm69E2i1NETujofZEvVO_oCzk4KyyD6v isia auis 4-10-9 5-7-7 -I TOP CHORD NOTCHING ALLOWED IN AREAS WITH STACKED TOP CHORD ONLY; HOWEVER, NO TOP CHORD NOTCHING IS ALLOWED 3«4 = WITHIN 24" OF THE HEEL JOINTS. 5-7-7 -I-1^6-0 4-1^9 -H- Plale Offsets (X.Yl: 13:10-9-8.1-2-71. [4:0-6-0.0-1-41.15:9-6-15.6-3-91.19:0-3-9.0-1-81.112:0-3-9.0-1-81.124:0-1-12.0-1-0]. 135:0-1-12.0-1-01 OADING (psf) 'TCLL 20.0 TCDL 18.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr NO Code IBC2009/TPI2007 CSI TC 0.53 BC 0.28 WB 0.51 (Matrix) DEFL in (loc) l/defl L/d Vert(LL) -0.04 10-12 >999 360 VertfTL) -0.13 10-12 >999 240 HorzfTL) 0.04 8 n/a n/a PLATES MT20 GRIP 220/195 Weight: 1541b FT = 20% LUMBER TOP CHORD BOT CHORD WEBS OTHERS 2X4DF No.l&BbG 2X4DF No.l&BtrG 2 X 4 DF Stud G 2 X 4 DF Stud G BRACING TOP CHORD BOT CHORD REACTIONS (Ib/size) 13=955/0-3-8 (min. 0-1-8), 8=955/0-3-8 (min. 0-1-8) Max Horzl3-133(LC 16) Max Uplifti 3=-404{LC 13), 8=-404(LC 16) Max Grav13=1316(LC 8), 8=1316(LC 7) FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD BOT CHORD WEBS 1-2=-2535;869, 2-3=-1979/558, 3-4=-1378/81, 4-5=-1378/82, 5-6=-1979/558, 6-7-2536/869, 1-13-1419/461, 7-8=-1420/463 12-13=-298/803, 11-12=-385/1964,10-11=-209/1787, 9-10=-328/1889, 8-9—388/879 4-10=0/401, 6-10-599/306, 6-9=-350/214, 2-10=-600/307, 2-12=-351/214, 1-12=-659/1762, 7-9—656/1759 Strudural wood sheathing directly applied or 5-9-6 oc puriins. except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be Installed during tiuss erection, in accordance with Stabilizer Installation guide, kNOTES ^1) Unbalanced roof live loads have been considered forthis design, 2) Wmd: ASCE 7-05; 95mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; endosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber D0L=1.00 plale grip D0L=1.00 3) Trass designed forwind loads in the plane of the tmss oniy. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualifled building designer as per ANSI/TPI 1-2002. 4) All plates are 2x4 MT20 unless ottienwise indicaled. 5) Gable sluds spaced at 1-4-0 oc. 6) This tiuss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This tmss has been designed for a live load of 20.Opsf on Ihe bottom chord in all areas where a redangle 3-6-0 tall by 1-0-0 wide will flt between Ihe bottom chord and any olher members. 8) A plale rating redudion of 20% has been applied for Ihe green lumber members. 9) This trass Is designed In accordance with the 2009 Internafional Building Code section 2306.1 and referenced standard ANSI/TP11. 10) This tiuss has been designed for a total drag load of 100 pit. Lumber D0L=(1.33) Plale grip D0L=(1.33) Connect trass to resist drag loads along bottom chord from 0-0-0 to 21-0-0 for 100.0 plf LOADCASE(S) Standard July 14,2011 ^ WAftNimVergy<l^ign parameters and READ NOTES ON THIS AND INCLtJDBD MTEK IWBREHCE PAGE Ml 7473 rer. iO VS aSFORE C/SE. Design valid for use only with MiTek connecfors. This design is based onfy upon parameters shown, and B for an individual building component. Applicability of design paramenters and proper incorporation of component Is responsibility of building designer - not truss designer Bracing shown is tor lateral support of Individual web memljers onfy. Addiflonal temporary bracing to Insure stabllrty during construction is the resFJonslbllllty of the erector. Additional permanent bracing ot the overall structure is ttie responsibility ot ttie building designer. For general guidance regarding fatxication. qualrty controt storage, delivery, erection and bracing, consurt ANSI/TPII Quaffly Criteria. DSB-89 and BCSi Building Component Safely information avalkjble from Truss Plate Institute, 281 N. Lee Street. Suite 312, Alexandria, VA 22314. MITek' 7777 Greenback Lane, Suite 109 Citms Heights, CA. 95610 Job Tmss Tmss Type Qty Ply Hilton Carisbad Qty Ply R33366686 HILTON_CARLSBAD C04 DBL HOWE 6 2 Job Reference (optionan SeledBuiid Distribution, Indio, CA - 92203 7.250 s May 11 2011 MiTek Industries, Inc. Thu Jul 14 05:44:54 2011 Page 1 ID:t2IODBRTySPeTJAolr1YqZzOnqQ-u?EUUng6VJCV?PldA73rJuz59TD0NN4HFWSrSDyyD6t 18-7-8 I 23-3-8 I 27-7-8 3.0o[l2" 4-4-0 13-^ 18-7-8 -I-4-8-0 4-6-8 4-9-12 4*J Plate Offsets (X.Y): [1:0-4-5,0-2-0], [1:2-7-13,0-1-8], [1:0-3-14,0-3-6], [2:0-4-7,0-2-0], [6:0-4-7,0-2-0], [7:1-6-8,0-3-6], [7:0-4-5,0-2-0], [7:1-5-9,0-5-1], [9:0-3-9,0-4-0], [12:0-3-9 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) l/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.41 Vert{LL) -0.05 12-13 >999 360 MT20 220/195 TCDL 18.0 Lumber Increase 1.25 BC 0.39 Vert(TL) -0.16 12-13 >994 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.63 HotzfTL) 0.04 7 n/a n/a BCDL 10.0 Code IBC2009/rPI2007 (Matrix) Weight: 295 Ib FT = 20% LUMBER TOPCHORD 2X4DF No.l&BbG BOTCHORD 2X 6 DF No.l&BtrG WEBS 2 X 4 DF Stud G SLIDER Left 2 X 4 DF Stud -G 3-4-4, Right 2 X 4 DF Stud -G 3-4-4 BRACING TOP CHORD Stiudural wood sheathing directly applied or 6-0-0 oc puriins, BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bradng. REACTIONS (Ib/size) 1=2000/0-3-8 (min. 0-1-8), 7=2000/0-3-8 (min. 0-1-8), 10=8791/0-6-8 (min. 0-4-11) Max Horz1=43(LC 5) Max Uplifti =-185(LC 5), 7—189(LC 6), 10=-690(LC 3) Max Grav1=2050(LC 7), 7=2050(LC 8), 10=8791(LC 1) FORCES (Ib) - Max. Comp /Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-4027/377, 2-3=-306/150, 3-4-323/4347, 4-5=-319/4347, 5-6=-306/150, 6-7-4027/394 BOT CHORD 1-13—377/3846, 12-13-377/3846, 11-12-119/273, 10-11-119/273, 9-10=-119/273, 8-9=-350/3846, 7-8=-350/3846 WEBS 2-13-110/1666, 3-12=-209/2802, 4-10=-2466/204, 5-9=-209/2802, 6-8=-110/1666, 2-12=-3729/343, 3-10=-4774/446, 5-10=-4774/446, 6-9=-3729/343 •NOTES 'l) 2-ply truss to beconneded together with lOd (0.131"x3") nails asfoHows: Top chords connected as follows: 2X4-1 row at 0-9-0 oc. Bottom chords connected as follows: 2X6-2 rows at 0-9-0 oc. Webs conneded as follows: 2X4-1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in Ihe LOAD CASE(S) section. Ply to ply connedions have been provided lo distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-05; 95mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); canfilever left and right exposed ; end vertical left and right exposed; Lumber D0L=1.00 plate grip D0L=1.00 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This trass has been designed for a live load of 20.0psf on Ihe bottom chord in all areas where a redangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 7) A plate rating redudion of 20% has been applied for the green lumber members. 8) This tiuss is designed in accordance with Ihe 2009 Intemational Building Code secfion 2306.1 and referenced standard ANSI/TP11. 9) Girder carries tie-in span(s): 17-6-0 from 0-0-0 lo 27-7-8 LOADCASE(S) Standard 1) Regular; Lumber lncrease=1.25, Plale lncrease=1.25 Uniform Loads (plf) Vert; 1-7=-392(F=-372), 1-4=-76, 4-7=-76 14,2011 WARNING Verify design parameters and READ NOTES ON THIS AND INCLUDED MTEK RBFERBNCB PAOE MI 7473 rer. 10 VS BEFORE USB. Design valid for use only with MiTek connecfors. This design is based onfy upon parameters shown, and is tor on individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of Individual web members onfy. Additional temporary brocing to Insure stability during construction is the responsil3iHlty of fhe erector. Additional penmanent bracing of the overall structure is the responsibility of fhe building designer For general guidance regarding fabricafion. quality control, storoge, deifyery, erection and txocing. consurt ANSI/TPM QuaiHy Cttteria, DSB-89 and BCSi BuHding Component Safely Information available from Truss Plate Instifute. 281 N. Lee Street. Suite 312. Alexandria, VA 22314. MITek' 7777 Greenback Lane, Surte 109 Crtms Heights, CA, 95610 Job Tmss Trass Type Qty Ply Hilton Carisbad R33366686 HILTON_CARLSBAD C04A MOD QUEEN 6 1 Job Reference (optionall SeledBuiid Distribution, Indio, CA - 92203 0-10-3 7.250 s May 11 2011 MTTek Industries, Inc. Thu Jul 14 05:44:55 2011 Page 1 ID:t2IODBRTySPeTJAolr1YqZzOnqQ-MCosh69kGcKMdZtpkqa4s5WHPtTF6tBRUACOgfyyD6s _i 16-9-2 I 22-10-5 23-8-8 , 27-7-8 . 4-11-6 4-1-2 D-10-3 3-11-0 Scale ' 1:45.9 3,00 [TT -I-a-ii-o Plate Offsets (X.Yl: [2:0-3-0.0-2-0]. [6:0-3-0.0-2-0[ ILOADING (psf) FTCLL 20.0 TCDL 18.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr YES Code IBC2009/TPI2007 CSI TC 0.38 BC 0.78 WB 0.44 (Matrix) DEFL in (loc) l/defl L/d Vert(LL) -0.20 9-11 >999 360 Vert(TL) -0.89 9-11 >367 240 HorzfTL) 0.18 7 n/a n/a PLATES MT20 GRIP 220/195 Weight: 121 Ib FT = 20% LUMBER TOP CHORD 2 X 4 DF No.1 &Blr G 'Except' 1-2,6-7; 2X6 DF No,2 G BOT CHORD 2 X 4 DF No.1 &Blr G WEBS 2 X 4 DF Stud G REACTIONS (Ib/size) 1=1312/0-3-8 (min. 0-1-8), 7=1312/0-3-8 (min. 0-1-8) MaxHorz1=44(LC5) Max Uplifti =-62(LC 3), 7=-62(LC 4) BRACING TOP CHORD BOT CHORD Sbuctural wood sheathing diredly applied or 3-1-3 oc puriins. Rigid ceiling directly applied or 10-0-0 oc bradng. MiTek recommends that Stabilizers and required cross bracing be iristalled during tiuss ereclion, in accordance wilh Stabilizer Installation guide. FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-3871/154, 2-3=-3801/187, 3-4=-2646/95, 4-5=-2646/95, 5-6=-3801/187, 6-7-3871/154 BOTCHORD 1-11-157/3662, 10-11=-138/3191, 9-10-138/3191, 8-9=-104/3191, 7-8-123/3662 WEBS 3-11=-14/575, 3-9=-790/142. 4-9=0/896, 5-9-790/143, 5-8=-15/575 NOTES 1) Unbalanced roof live loads have been considered forthis design, 2) Wind: ASCE 7-05; 95mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; endosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and righl exposed; Lumber D0L=1.00 plale grip D0L=1.00 13) This trass has been designed for a 10.0 psf bottom chord live load nonconcurrent with any olher live loads. 4) ' This truss has been designed for a live load of 20.0psf on Ihe bottom chord in all areas where a redangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 5) A plate rafing redudion of 20% has been applied for the green lumber members. 6) This tiuss is designed in acconJance wilh the 2009 International Building Code secfion 2306.1 and referenced standard ANSI/TP11. LOADCASE(S) Standard ^ WARNINO Veryy design parameters and READ NOTES ON THIS AND INCLUDBD MTTEK REFEREHCE PAGB Ml 7473 rer. 10 V8 BEFORE ISB. Design valid for use only with Mflek connectors. ThB design Is based onfy upon parameters shown, and is for on individuol building component. Applicability of design paramenters and proper incorporation of companent Is responsibility ot building designer - not truss designer. Bracing stiown is for lateral support of Indlvkdual web members onfy. Additional temporary txacing to Insure statjillty during construction B the responsibillity ot the erector. Additkjnal permanent bracing of the overall structure is fhe responsibilif/ of the building designer For general guidance regarding fabricotion. quality control, storage, delivery, erection and bracing, consurt ANSI/TPIT Quaffly Citteria. DSB-89 and BCSI BuHding Component Safety infoimation available from Truss Plate Instrtute. 281 N. Lee Street, Suite 312, Alexandria, VA 22314. MITek' 7777 Greenback Lane, Surte 109 Crtms Heights, CA, 95610 Job Tmss Tmss Type Qty Ply HiKon Carisbad R33366687 HILTON_CARLSBAD C04G1 DBL HOWE 1 2 Job Reference (optionall SeledBuiid Disti-ibution, Indio, CA - 92203 7.250 s May 11 2011 MTTek Industries, Iric. Thu Jul 14 05:45:02 2011 Page 1 ID:t2IODBRTySPeTJAolr1YqZzOnqQ-fYjV9Wm7dmCMzev9eoCjeaJQuhtTFv8T5mOGQIyyD6l 1W-10 I 2i5=Z I 22i6 S<ale = 1:45.5 3-7-13 4-2-1 Bx10Wr2OH = 4-2-1 -I-7-9-14 4-2-1 3-7-13 5-8-10 Plate Offsets (X.Yl: 11:0-8-0.0-3-51. T7:0-8-0.0-3-51. [9:0-3-9.0-4-121. [12:0-3-9.0-4-121 •u OADING (psf) TCLL 20.0 TCDL 18.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr NO Code IBC2009/TPI2007 DEFL in (loc) l/defl L/d Vert(LL) -0.08 9-10 >999 360 Vert(TL) -0.28 9-10 >577 240 HorzfTL) 0.06 7 n/a n/a PLATES MT20 MT20H GRIP 220/195 165/146 Weight; 292 Ib FT = 20% LUMBER TOP CHORD BOT CHORD WEBS SLIDER 2X4DF No.l&BbG 2 X 6 DF SS G 2 X 4 DF Slud G Left 2 X 4 DF Stud -G 3-2-4, Right 2 X 4 DF Stud -G 3-2-4 BRACING TOP CHORD BOT CHORD WEBS Stiudural wood sheathing directiy applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. Except; 6-0-0 oc bradng: 10-12. 1 Row at midpt 5-10 REACTIONS (Ib/size) 1=1938/0-3-8 (min. 0-1-8), 7=3786/0-3-8 (min. 0-2-1), 10=11491/0-6-8 (min. 0-6-2) Max Horz1=-43(LC 6) Max Uplifti =-179(LC 5), 7=-352(LC 6), 10=-937(LC 3) Max Grav1=1987(LC 7), 7=3835(LC 8), 10=11491 (LC 1) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-3394/314, 2-3=-125/410, 3-4=-465/5795, 4-5=-459/5797, 5-6-3534/380, 6-7=-7794/733 BOT CHORD 1-13=-318/3238, 12-13=-318/3238, 11-12=-378/147, 11-14-378/147, 10-14-378/147, 10-15=-311/3420, 9-15=-311/3420, 8-9=-678/7469, 7-8=-678/7469 WEBS 4-10-3320/292, 5-10=-9351/869, 5-9-397/4906, 6-9=-4303/389, 6-8-184/2368, 3-10=-5839/548. 3-12=-217/2926, 2-12=-3336/301, 2-13-119/1664 LNOTES |1) 2-ply tmss to be conneded together with lOd (0.131"x3") nails as follows: Top chords connected as follows; 2X4-1 row at 0-7-0 oc. Bottom chords connected as follows: 2X6-2 rows at 0-8-0 oc. Webs connected as follows: 2X4-1 row at 0-9-0 oc. 2) All loads are considered equally applied lo all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) sedion. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-05; 95mph; TCDL=8.4psf; BCDL=4.2psf h=25ft; Cat. II; Exp C; endosed; MWFRS (low-rise); caritilever left and righl exposed ; end vertical left and righl exposed; Lumber D0L=1.00 plate grip D0L=1.00 5) All plates are MT20 plates unless otherwise indicated. 6) This trass has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This trass has been designed for a live load of 20.0psf on Ihe bottom chord in all areas where a redangle 3-6-0 tall by 1 -0-0 wide will fit behveen Ihe bottom chord and any other members. 8) A plate rafing redudion of 20% has been applied for the green lumber members. 9) This tiuss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSI/TP11. 10) Girder canies tie-in span(s): 20-2-0 firom 0-0-0 to 12-7-8; 31-8-0 from 14-6-0 to 27-7-8 LOADCASE(S) Standard 1) Regular: Lumber lnCTease=1.25, Plate lncrease=1,25 Uniform Loads (plf) Vert: 1-4=-76, 4-7=-76, 1-14=-456(F=-436), 14-15=-20, 7-15=-725(F=-705) Uly 14,2011 WARNING Verify design parameters and READ NOTES ON THIS AND INCLUDED MTTEK RB'ERBNCB PAGB Ml 7473 rer. 10 VS B^ORB USB. Design valid for use only wrth MiTek connectors. This design B based onfy upon parameters shown, and is for an Individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of Indfyldual web members onfy. Additional temporary bracing to Insure stability during construction Is the responsibillrty of the erector Additional permanent bracing of the overall structure Is ttie responsibllrty of the building designer. For general guidance regarding fobricorton. quality controL storage, delrvery, erection and txocing. consurt ANSI/TPII Quaffly Criteria. DSB-89 and BCSI BuHdlng Component Safefy Information avaiiabte from Tnjss Plate Instrtute. 281 N. Lee Street. Suite 312, Atexandria, VA 22314. MiTek' 7777 Greenback Lane, Suite 109 Crtms Heights, CA, 95610 Job Tmss Tmss Type Qty Ply Hilton Carisbad R33366688 HILTON_CARLSBAD C04G GABLE 14 1 Job Reference (optional) SeledBuiid Distribution, Indio, CA - 92203 7.250 s May 11 2011 MTTek Industries, Inc. Thu Jul 14 05:45:00 2011 Page 1 ID:t2IODBRTySPeTJAolr1YqZzOnqQ-i9blkqkt59yt)Kmm\/\/NAFZ9D6VuBjn8bAeSv9MsyyD6n TOP CHORD NOTCHING ALLOWED IN AREAS WITH STACKED TOP CHORD ONLY; HOWEVER, NO TOP CHORD NOTCHING IS ALLOWED WITHIN 24" OF THE HEEL JOINTS. 5-1-13 3-10-1 4-9-14 QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEWTHE INPUT LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. =«16 = Plate Offsets (X,Y): [4:0-6-8,0-1-4], [8:0-5-0,0-1-8], [9:0-2-0,0-0-12], [9:0-2-0,0-0-12], [11:0-3-0,0-0-6], [15:0-2-0,0-0-7], [20:0-2-0,0-0-11], [23:0-1-12,0-1-0], [26:0-1-11,0-0-8], [30:0-2-0,0-0-71, [35:0-2-0,0-0-111, [36:0-1-12,0-1-01, [41:0-1-11.0-0-81 ' LOADING (psf) TCLL 20.0 TCDL 18.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr NO Code IBC2009/TPI2007 CSI TC 0.48 BC 0.76 WB 0.43 (Matrix) DEFL In (loc) l/defl Ud Vert(LL) -0.15 8-9 >999 360 Vert(TL) -0.58 8-9 >568 240 HorzfTL) 0.18 7 n/a n/a PLATES GRIP MT20 220/195 Weight: 1851b FT = 20% LUMBER TOP CHORD BOT CHORD WEBS OTHERS 2X4 DF No.l&BtrG 2 X 4 DF 2400F 2.0E G 2 X 4 DF Slud G 'Except' 4-9: 2 X 6 DF No.2 G 2 X 4 DF Slud G BRACING TOP CHORD BOT CHORD SIradural wood shealhing directly applied or 3-11-11 oc purtins. Rigid ceiling diredly applied or 6-11-8 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during buss erection, in accordance witti Stabilizer Installation guide. REACTIONS (Ib/size) 1=1312/0-3-8 (min. 0-1-11), 7=1312/0-3-8 (min. 0-1-11) Max Horz 1=-42(LC 16) Max Uplifti =-425(LC 9), 7=-425(LC 12) Max Grav1=1674(LC 8), 7=1674(LC 7) FORCES (Ib) - Max, Comp,/Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-5219/1474, 2-3=-4543/956, 3-4=-3178/585, 4-5=-3176/585, 5-6=-4543/957, 6-7-5219/1475 BOT CHORD 1-11 =-1438/4964, 10-11 =-822/4034, 9-10-183/3395, 8-9-789/4034, 7-8=-1406/4965 WEBS 2-11 =-325/159, 3-11=-50/452, 3-9=-861/135, 4-9=0/854, 5-9=-862/135, 5-8=-51/452, 6-8=-326/159 I NOTES ' 1) Unbalanced roof live loads have been considered for this design, 2) Wind; ASCE 7-05; 95mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cal. II; Exp C; endosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and righl exposed; Lumber DOL=1.00 plale grip D0L=1.00 3) Tmss designed for wind loads in the plane of the tmss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualifled building designer as per ANSI/TPI 1-2002. 4) All plates are 2x4 MT20 unless otherwise Indicated. 5) Gable studs spaced at 1-4-0 oc. 6) This tmss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This trass has been designed for a live load of 20.0psf on the bottom chord in all areas where a redangle 3-6-0 tall by 1 -0-0 wide will fit between the bottom chord and any other members. 8) A plate rating redudion of 20% has been applied for the green lumber members. 9) This tiuss is designed in accordance with Ihe 2009 Intemational Building Code section 2306.1 and referenced standard ANSI/TP11. 10) This tiuss has been designed for a total drag load of 100 plf. Lumber D0L=(1.33) Plale grip D0L=(1.33) Conned trass lo resist drag loads along bottom chord from 0-0-0 lo 27-7-8 for 100.0 plf LOADCASE(S) Standard ^,2011 A WARNING Verify design parameters and READ NOTES ON THIS AND INCLUDm> MTBK REFERENCE PAGB MI 7473 rer. 10 VS BEFORE t^SE. Design valid for use only with MiTek connectors. This design is tjased onfy upon parameters shown, and is tor on individual building component. Applicobility of design paramenters and proper incorporation of component is responsltjility of building designer - not truss designer. Bracing shown is for lateral support of individual web memtjers onfy. Additional temporary bracing to Insure stability during consfructkjn is fhe responsibillity of fhe erector Additkjnal permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality controt storage, deifyery, erection and txacing, consurt ANSI/TPII QuaHly Criieria, DSB-89 and BCSI BuHding Component Safety Infoimation ovailabte from Tnjss Plate instrtute. 281 N. Lee Street. Suite 312, Alexandria, VA 22314. MITek' 7777 Greenback Lane, Suite 109 Crtms Heights. CA, 95610 Job Tmss Trass Type Qty Ply Hilton Carisbad R33366689 HILTON_CARLSBAD C04GG DBL. HOWE 7 2 Job Reference (ootionall SeledBuiid Distribution, Indio, CA - 92203 13-S-12 7.250 s May 11 2011 MiTek Industries, Inc. Thu Jul 14 05:45:04 2011 Page 1 ID:t2IODBRTySPeTJAolr1YqZzOnqQ-bxrGaBnN9NS4Cy3YIDFBj?OgwWXjrt^lZ4tNVeyyD6j 11i2 I 21i2 I 23-3-10 I 27-7-8 Scale = 1:45.5 4-0-0 4-3-14 i7-a-2 27-7-8 Plate Offsets (X.Y): [1:0-3-7.0-0-5]. [1:1-1-7.0-1-3]. [9:0-3-7.0-0-51. [9:1-1-7.0-1-31.112:0-2-4.0-4-8). [15:0-2-4.0-4-8| OADING (psf) CLL 20.0 TCDL 18.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr NO Code IBC2009/TPI2007 CSI TC 0.97 BC 0.96 WB 0.89 (Matrix) DEFL in (loc) l/defl L/d Vert(LL) -0.32 13 >999 360 Vert(TL) -1.23 13-15 >267 240 HorzfTL) 0.28 9 n/a n/a PLATES GRIP MT20 220/195 MT20H 165/146 Weight: 307 lb FT = 20% LUMBER TOP CHORD BOT CHORD WEBS SLIDER 2X 4 DF No.l&BbG 2 X 6 DF SS G 2 X 4 DF Stud G Left 2 X 4 DF Stud -G 3-4-1, Right 2 X 4 DF Stud -G 3-4-1 BRACING TOP CHORD BOT CHORD Strudural wood shealhing directly applied or 1-6-7 oc puriins. Rigid ceiling diredly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 1=6396/0-3-8 (min. 0-3-7), 9=6396/0-3-8 (min. 0-3-7) MaxHorz1=-43(LC6) Max Uplifti =-528(LC 3), 9=-528(LC 4) #1 FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2-18115/1483, 2-3=-18011/1481, 3-4-15453/1263, 4-5-12649/1030, 5-6=-12649/1030, 6-7=-15453/1263, 7-8-18011/1482, 8-9=-18115/1485 BOTCHORD 1-17-1428/17336, 16-17=-1428/17336, 15-16-1424/17511, 14-15—1179/14962, 13-14=-1179/14962, 12-13-1145/14962, 11-12=-1390/17511, 10-11-1396/17336, 9-10-1396/17336 WEBS 5-13=-453/5771, 6-13—3484/331, 6-12=-205/2613, 7-12-2804/269, 7-11 =-96/1298, 8-10=-40/671, 4-13-3484/331, 4-15-205/2613, 3-15-2804/269, 3-16-96(1298, 2-17=-41/671 OTES 1) 2-ply trass to be conneded together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2X4-1 row at 0-4-0 oc. Bottom chords connected as follows: 2X6-2 rows at 0-9-0 oc. Webs connected as follows: 2X4-1 row al 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) sedion. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-05; 95mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; endosed; MWFRS (low-rise); canfilever left and right exposed ; end vertical left and righl exposed; Lumber DOL=1.00 plate grip D0L=1.00 5) All plates are MT20 plates unless otherwise indicated. 6) The Fabricafion Tolerance at joint 14 = 16% 7) This buss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any olher live loads. 8) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit behween the bottom chord and any other members. 9) A plate rating redudion of 20% has been applied for the green lumber members. 10) This tiuss is designed in accordance with Ihe 2009 International Building Code section 2306.1 and referenced standard ANSI/TP11. 11) Girder carries lie-in span(s): 17-6-0 from 0-0-0 to 27-7-8 074486 5 LOADCASE(S) Standard Continued on page 2 14,2011 Jj^ WARNING Ver^ design parameters and READ NOTES ON THIS AND INCLUOm) mTEK REFERENCE PAGE mr 7473 rev. 10 VS BEFORE imB. Design valid tor use onty with MiTek conneclors. ^ha ciesign is based onty upon parameters stiown, and is tor an individual building component. Applicability of design paramenters and proper incorporation of component is respor^sibllity of building designer - not truss designer. Bracing stiown 'ts for lateral support of individual web members only. Additional temporary bnacing to insLire stability during constnjction is tiie responsibillity of thie erector. Additional permanent bracing of tlie overall structire is the responsibility of tiie building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSIAPH QoalHy Citteria, DSB-89 and BCSI Building Component Safety Informafion available from Truss Plate Institute. 281 N. Lee Sfreet, Suite 312, Alexandria, VA 22314. MiTek' 7777 Greenback Lane, Surte 109 Crtms Heights, CA, 95610 Job Taiss Tmss Type Qty Ply HiKon Carist)ad R33366689 HILTON_CARLSBAD C04GG DBL HOWE 7 o C Job Reference (optionall SeledBuiid Distribution, Iridic, CA - 92203 LOADCASE(S) Standard 1) Regular: Lumber lncrease=1.25, Plate lncrease=1.25 Uniform Loads (plf) Vert: 1-5=-76, 5-9-76,1-9=-392(F=-372) 7.250 s May 11 2011 MTTek Industries, Inc. Thu Jul 14 05:45:04 2011 Page 2 ID:t2IODBRTySPeTJAolr1YqZzOnqQ-bxrGaBnN9NS4Cy3YIDFBj?OgwVVXirRIZ4tNVeyyD6j A WARNING Verify design parameters and READ NOTES ON THIS AND INCLUDED MTEKR^BRENCB PAOB Ml 7473 rer. 10 VS BEFORE USB. Design valid for use only witti t^iTetc connectors. This design is based only upon parameters shcwn.andlstoran Individual building component. Applicability of design paramenters and proper Incorporation of component Is responsibility of building designer - not truss designer. Bracing shown is for lateral support of indlvkdual web memtiers onty. Additional temporary brocing to insure stability during construction is the responsibillity of the erector Additional permanent bracing of the overall structure Is the responsibility of ttie building designer For general guidance regarding fabrication, quality controL storage, delivery, erection and Ixacing, consult ANSI/TPII Qualily Citteria, DSB-89 and BCSi Building Componenf Safety information available from Truss Plate Institute. 281 N. Lee Street, Suite 312, Alexandria, VA 22314. MITek' 7777 Greenback Lane, Suite 109 Crtms Heights, CA, 95610 Job Truss Truss Type Qty Ply Hilton Carisbad Qty Ply R33366690 HILTON_CARLSBAD C05G DBL FINK 1 1 Job Reference (ootionall SeledBuiid Distribution, Indio, CA - 92203 7.250 s May 11 2011 MfTek Industries, Inc. Thu Jul 14 05:45:05 2011 Page 1 ID:t2IODBRTySPeTJAolr1YqZzOnqQ-37OeoXo0whaxq6ekJxmQGCxydwSSPmvnkdw14yyD6i 3.00 3-11-0 9-4-3 3-11-0 5-5-3 Plate Offsets (X.Yl: [1:0-5-15.Edqel. 13:0-3-0.0-2-01.15:0-3-0.0-2-0]. [7:0-5-1 S.Edqe] •I OADING (psf) tCLL 20.0 TCDL 18.0 BCLL 0.0 ' BCDL 10.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Slress Incr NO Code IBC2009/TPI2007 CSi TC 0.52 BC 0.66 WB 0.44 (Matrix) DEFL in (loc) l/defl L/d Vert(LL) -0.08 9-10 >999 360 Vert(TL) -0.31 9-10 >723 240 HorzfTL) 0.10 7 n/a n/a PLATES GRIP MT20 220/195 Weight: 87 Ib FT = 20% LUMBER TOP CHORD BOT CHORD WEBS SLIDER 2 X 4 DF No.l&Btr G 'Except' 1-3,5-7: 2X ODF No.2 G 2X4DF No.l&BtrG 2 X 4 DF Stud G Left 2 X 4 DF Stud -G 1-11-14, Right 2 X 4 DF Stud -G 1-11-14 BRACING TOP CHORD BOT CHORD REACTIONS (lb/size) 1=1473/0-3-8 (min. 0-1-9), 7=1473/0-3-8 (min. 0-1-9) Max Horz1=-36(LC 6) Max Uplifti =-95(LC 3), 7=-95(LC 4) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-2928/185, 2-3-2870/197, 3-4-2201/133, 4-5=-2201/133, 5-6-2870/198, 6- 7=-2928/186 BOT CHORD 1-10=-174/2685, 10-11=-173/2721, 9-11-173/2721, 9-12-145/2721, 8-12=-145/2721, 7- 8=-146/2685 WEBS 4-9=0/557, 5-9-762/119, 3-9=-762/118, 3-10=0/406. 5-8=0/406 Stiudural wood shealhing directiy applied or 3-11-2 oc purtins. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance wilh Stabilizer Installation quide. NOTES k 1) Unbalanced roof live loads have been considered forthis design. f2) Wind: ASCE 7-05; 95mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; endosed; MWFRS (low-rise); canfilever left and right exposed ; end vertical left and right exposed; Lumber D0L=1.00 plate grip D0L=1.00 3) This truss has been desigried for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on Ihe bottom chord in all areas where a rectangle 3-6-0 tall by 1 -0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) This buss is designed in accordance wilh the 2009 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 7) Girder canies tie-in span(s): 6-0-0 from 0-0-0 to 6-0-0; 6-0-0 from 12-8-6 to 18-8-6 8) In the LOAD CASE(S) secfion, loads applied to the face of the tnjss are noted as front (F) or back (B). LOADCASE(S) Standard 1) Regular: Lumber lncrease=1.25, Plale lncrease=1.25 Uniform Loads (plf) Vert: 1-4=-76, 4-7-76, 1-11=-116(F=-96), 11-12=-20, 7-12=-116(F-96) •4,2011 A WARNIinVer^ design parameters and READ NOTES ON THIS AND INCLUDED MTBK REFERENCE PAGB MI7473 rer. 10 VS BEFORE USB. Design valid for use only with tvliTek connectors. This design Is t>ased only upon parameters shown, and is for on individual building componenf. Applicability of design paromenteis and proper incorporation of component is responsibility of txiilding designer - not truss designer Bracing shown is for lateral support of individual web members only. Additional temiDorary bracing to insure stotiility during construction Is the responsibillity of fhe erector Additional permanent bracing of the overall structure is tlie responsibility of the building designer. For general guidance regarding fataricatlon, quality control, storage, deliver/, erection and bracing, consult ANSl/TPll Quaffly Cifteiia, DSB-89 and BCSI Buildino Component Safety Informalion ovoilable ftom Tmss Plate Institute. 281 N. Lee Sfreet. Suite 312. Alexandria. VA 22314. MiTek' 7777 Greenback Lane, Suite 109 Citms Heights, CA, 95610 Job Truss Tnjss Type Qty Ply Hilton Carisbad R33366691 HILTON_CARLSBAD C05HG HIP 1 1 Job Reference (optionall SeledBuiid Distribution, Indio, CA - 92203 3-11-0 7.250 s May 11 2011 MTTek Industries, Inc. Thu Jul 14 05:45:06 2011 Page 1 ID:t2IODBRTySPeTJAolr1YqZzOnqQ-XJyO?tpeh?k)RFDwteHfpQT1SIDmBuo20NMTZWyyD6h 3-11-0 3.00(12" 3-11-0 8-1-12 4-2-12 Plate Offsets (X.Yl: 13:0-2-12.0-2-01.14:0-6-0.0-2-1). [6:0-2-12.0-2-0] ILOADING (psO fTCLL 20.0 TCDL 18.0 BCLL 0.0 ' BCDL 10.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr NO Code IBC2009/TPI2007 CSI TC 0.90 BC 0.78 WB 0.26 (Matrix) DEFL in (loc) l/defl L/d Vert(LL) -0.12 11 >999 360 Vert(TL) -0.46 11 >486 240 HorzfTL) 0.15 8 n/a n/a PLATES GRIP MT20 220/195 Weight: 91 Ib FT = 20% LUMBER TOP CHORD BOT CHORD WEBS SLIDER 2 X 4 DF No.l&Btr G 'Except' 1-3,6-8: 2X6 DF No.2 G 2X4DF No.l&BtrG 2 X 4 DF Stud G Left2X4 DF Stud -G 1-11-14, Right2X4 DF Stud -G 1-11-14 BRACING TOP CHORD BOT CHORD Stiudural wood sheathing directly applied or 2-2-10 oc puriins, except 2-0-0 oc puriins (2-11-6 max.): 4-5. Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 1=1910/0-3-8 (min. 0-2-1), 8=1910/0-3-8 (min. 0-2-1) Max Horz1=32(LC5) Max Uplifti-161 (LC 3), 8=-161(LC 4) FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1 -2=-4364/378, 2-3-4292/385, 3-4=-4794/453, 4-5=-4670/449, 5-6=-4799/452, 6-7=-4289/386, 7-8-4361/379 BOT CHORD 1-12=-345/3994, 11-12-341/3993, 10-11-389/4664, 9-10-316/3990, 8-9-320/3991 WEBS 4-11 =-43/742, 5-10=-46/756, 3-11 =-106/827, 6-10=-107/837 NOTES I) Unbalanced roof live loads have been considered forthis design. ^2) Wind: ASCE 7-05; 95mph; TCDL=8.4psf BCDL=4.2psf; h=25ft; Cal. II; Exp C; endosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber D0L=1.00 plate grip D0L=1.00 '3) Provide adequate drainage to prevent water ponding. 4) This Iruss has been designed for a 10.0 psf bottom chord live load nonconcurrent wilh any other live loads. 5) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1 -0-0 wide will fil between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) This truss is designed in accordance with the 2009 Intemational Building Code section 2306.1 and referenced standard ANSI/TPI 1. 8) Girder carries hip end with 8-0-0 end setback. 9) Design assumes 4x2 (flat orientafion) puriins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 832 Ib down and 94 Ib up at 10-8-6, and 832 Ib down and 94 Ib up at 8-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. II) In Ihe LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOADCASE(S) Standard 1) Regular: Lumber lncrease=1.25, Plale lncrease=1.25 Uniform Loads (plf) Vert: 1-4=-76, 4-5=-184{F=-108), 5-8=-76, 1-11=-20,10-11=-49(F=-29). 8-10=-20 Concentrated Loads (Ib) Vert: 11-832(F) 10-832(F) MiTek recommends that Stabilizers and required cross bracing be installed during buss erection, in accordance with Stabilizer Installation guide. 14,2011 ^ WARNING Verify design parameters and READ NOTES ON THIS AND INCLUDBD MTEK RB'ERBNCB PAOB M17473 rer. 10 VS BEFORE USB. Design valid for use only with MiTek connectors. Ttiis design is txased only upon parameters shown, and B for an Individual building component. Applicability of design paramenters and proper incorporation of component is responsibility ot building designer - not truss designer Brocing shown is for lateral support of individual web memloers onty. Additional temporary brocing to Insure stabiRfy during consfruction is the responsibillity of fhe erector. Additional permanent bracing of fhe overall structure is the responsibility of the building designer. For general guidance regarding fatarication. quality control, storage, delivery, erection and tarocing. consult ANSI/TPM Quality Criteiia, DSB-89 and BCSI Building Component Safety information available from Truss Plate Institute. 281 N. Lee Street. Suite 312. Alexandria. VA 22314. MITek' 7777 Greenback Lane, Surte 109 Crtms Heights, CA, 95610 Job Tnjss Truss Type Qty Ply Hilton Carisbad R33366692 HILTON_CARLSBAD CC01 MONO TRUSS 63 1 Job Reference (ootionall SeledBuiid Distribution, Indio, CA - 92203 7.250 s May 11 2011 MTTek Industries, Inc. Thu Jul 14 05:45:07 2011 Page 1 ID:t2IODBRTySPeTJAdr1Yq2zOnqQ-0WWOCDqGSIqf3Po6RMouLd0CEiegwH4CF1616zyyD6g 13-7-0 I 0 50[i2_ Plate Offsets (X.Y): [1:0-3-7.0-2-81. [3:0-2-4.0-2-8]. [5:0-3-9.0-1-8] ILOADING (psf) 'TCLL 20.0 TCDL 18.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr YES Code IBC2009/TPI2007 CSI TC 0.90 BC 0.48 WB 0.58 (Matrix) DEFL in (loc) l/defl L/d Vert(LL) -0.10 5 >999 360 VertfTL) -0.40 5 >400 240 HorzfTL) -0.04 6 n/a n/a PLATES MT20 MT20H Weight: 58 Ib GRIP 220/195 165/146 FT = 20% LUMBER TOPCHORD 2X 4 DF No.l&BtrG BOTCHORD 2X 4 DF No.l&BtrG WEBS 2 X 4 DF Stud G 'Except* 3-4: 2X4 DF No.l&BtrG REACTIONS (Ib/size) 6=638/0-3-12 (min. 0-1-8), 4=638/Mechanical Max Horz4=-44(LC 3) Max Uplift6=-48(LC 6), 4=-47(LC 4) BRACING TOP CHORD BOT CHORD WEBS Strudural wood sheathlrig directiy applied or 4-1-11 oc puriiris, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. 1 Row at midpt 2-4 MiTek recommends that Stabilizers and required cross bracing be installed during buss erection, in accordance wilh Stabilizer Installation guide. FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-6-534/70, 1-2=-2234/183, 2-3=-778/71, 3-4=-317/56 BOT CHORD 5-6=-16/386, 4-5=-155/2222 WEBS 1-5=-143/1870, 2-5-298/92, 2-4=-1473/110 NOTES 1) Wind: ASCE 7-05; 95mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; endosed; MWFRS (low-rise); canfilever left and righl exposed ; end vertical left and right exposed; Lumber D0L=1.00 plate grip 00L=1.00 f 2) All plates are MT20 plates unless otherwise indicated. 3) This tiuss has been designed for a 10.0 psf bottom chord live load rionconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a redangle 3-6-0 lall by 1-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating redudion of 20% has been applied for the green lumber members. 6) Refer to girder(s) for truss to truss connections. 7) This truss is designed in accordance with the 2009 Internafional Building Code secfion 2306.1 and referenced standard ANSI/TPI 1. LOADCASE(S) Standard July 14,2011 ^ WARNING-Verify design parameters and READ NOTES ON THIS AND INCLtlDBD M'TEK REFERENCE PAtiB Ml 7473 rer. 10'OS BEFORE USB. Design valid for use only with twliTek connectors. This design is based onty upon parameters shown, and Is tor on Individual building component. Applicability of design paramenters and proper incorporation of component Is responsitaility of building designer - not truss designer Bracing shown is tor lateral support of Individual web memtaers only. Additional temporary bracing to insure stability during construction is the responsibillity of fhe erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and tjracing. consult ANSI/TPII QualHy Clfteria, DSB-89 and BCSi Buiiding Component Safefy informafion available from Tnjss Plate Institute. 281 N. Lee Street. Suile 312. Alexandria, VA 22314. MITek' 7777 Greenback Lane, Surte 109 Crtms Heights, CA, 95610 Job Truss Tmss Type Qty Ply Hilton Carisbad R33366693 HILTON_CARLSBAD CC01AD MONO TRUSS 4 1 Job Reference (ootionall SeledBuiid Disti-ibution, Indio, CA - 92203 h- 7.250 s May 11 2011 MTTek Industries, Inc. Thu Jul 14 05:45:08 2011 Page 1 ID:t2IODBRTySPeTJAdr1YqZzOnqQ-Ui4mQZquCcyWhZNJ_3J7urYR26yYfiVLThraePyyDef QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEWTHE INPUT LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. 0.50 I-6-8.8 Plate Offsets (X.Y): [1:0-5-1 Fdoel. 15:0-3-9.0-1-81 ILOADING (psf) 'TCLL 20.0 TCDL 18.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Slress Incr NO Code IBC2009/TPI2007 DEFL Vert(LL) in (loc) l/defl Ud PLATES GRIP 0.11 5 >999 360 MT20 220/195 0.38 5 >412 240 0.02 8 ri/a n/a Weighl: 58 Ib FT = 20% LUMBER TOP CHORD BOT CHORD WEBS REACTIONS 2X4DF No.l&BtrG 2X4DF No.l&BlrG 2 X 4 DF Stud G "Except' 3-4:2X6DF No.l&BbG (Ib/size) 4=633/Mechanical, 8=605/0-3-8 (min. 0-1-8) Max Hor74=-35(LC 9) Max Uplift4=-170(LC 12), 8=-116(LC 15) Max Grav4=757(LC 7), 8=675(LC 8) BRACING TOP CHORD BOT CHORD WEBS Stiudural wood sheathing directly applied or 3-10-7 oc puriins, except end verticals. Rigid ceiling directly applied or 7-1-3 oc bradng. 1 Row at midpt 2-4 MiTek recommends lhal Stabilizers and required cross bracing be installed during tiuss erection, in accordance witii Stabilizer Installafion guide. FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-2662/666, 2-3=-1317/621, 3-4=-333/70 BOT CHORD 5-6=-629/1049, 4-5=-890/2974 WEBS 1-5=-606/2171, 2-5-364/172, 2-4-2107/790 NOTES ^1) Wind: ASCE 7-05; 95mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; endosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber D0L=1.00 plate grip D0L=1.00 2) This buss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1 -0-0 wide will fit between the bottom chord and any other members. 4) A plate rating redudion of 20% has been applied for the green lumber members. 5) Refer lo girder(s) for IRISS to truss connections. 6) Bearing al joinl(s) 8 considers parallel to grain value using ANSI/TP11 angle to grain formula. Building designer should verify capacity of bearing surface. 7) This ti-uss is designed in accordance with the 2009 Intemational Building Code secfion 2306.1 and referenced standard ANSI/TP11. 8) This tiuss has been designed for a lolal drag load of 100 plf Lumber D0L=(1.33) Plate grip D0L=(1.33) Connect Iruss to resist drag loads along bottom chord firom 0-0-0 to 13-7-0 for 100.0 plf. LOADCASE(S) Standard 14,2011 A WARNtl*:rVei-ify design parameters and READ NOTES ON THIS AND INCLUDED MTBK RBFERBNCB PAGE Ml 7473 rer. 10 VS BEFORB USB. Design valkd for use only with Miiek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicatiility of design paramenters and proper incorporation of component is responsitjlllfy of taullding designer - not truss designer. Bracing shown is for katerol support of individual web memliers only. Additional temporary bracing fo Insure stability during constnjction 'is the responsltaillity of the erector. Additional permanent bracing of fhe overall structure Is the responsibility of the building designer. For general guidance regarding fataricatlon. quality controt storage, delivery, erection and bracing, consult ANSI/TPil Quality Clfteria, DSB-89 and BCSI Buiiding Componenf Safely information avaiiabte from Truss Plate Institute, 281 N. Lee Sfreet. Suite 312. Alexandria. VA 22314. MiTek' 7777 Greenback Lane, Surte 109 Citms Heights, CA, 95610 Job Tmss Tmss Type Qty Ply Hilton Cartsbiad R33366694 HILTON_CARLSBAD CC01D MONO TRUSS 4 1 Job Reference (ootionall SeledBuiid Distribution, Indio, CA - 92203 -I- 7.250 s May 11 2011 MTTek Industries, Inc. Thu Jul 14 05:45:09 2011 Page 1 ID:t2IODBRTySPeTJAdr1YqZzOnqQ-yue9dvrt/\few5NljyVYmqMQ25cqWDp03MViLb8AryyD6e l?-7-t ^ I 6-10-8 QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEWTHE INPUT LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. 0,50 tl2_ 2 5x8 = 10x12 = — —^ ' 3 H -===^ ~r=^ 1 5.16 = 5 " i- Plate Offsets (X.Yl: [1:0-3-6.Edqe). [2:0-3-7.0-2-81. [3:0-5-4.0-7-4]. [5:0-2-12.0-2-8] •LOADING (psf) 'TCLL 20.0 TCDL 18.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr NO Code IBC2009/rPI2007 DEFL in (loc) l/defl L/d Vert(LL) -0.16 5-6 >999 360 Vert(TL) -0.44 5-6 >360 240 HorzfTL) -0.06 6 n/a n/a PLATES MT20 MT20H Weight: 58 Ib GRIP 220/195 165/146 LUMBER TOPCHORD 2X 4 DF No.l&BtrG BOTCHORD 2X 4 DF No.l&BtrG WEBS 2 X 4 DF Stud G *Except' 1-6: 2 X 4 DF No.l&Bb G, 3-4: 2 X 6 DF No.l&Btr G REACTIONS (Ib/size) 6=634/0-3-12 (miri. 0-1-8), 4=634/Mechanical Max Horz4=-44(LC 10) Max Upllft6=-268(LC 15), 4=-439(LC 12) Max Grav6=855(LC 8), 4=1025(LC 7) BRACING TOP CHORD BOT CHORD WEBS Stmdural wood shealhing directly applied or 3-1-7 oc purtins, except end verticals- Rigid ceiling directly applied or 3-10-8 oc bracing. 1 Row at midpt 1-5, 2-4 MiTek recommends lhal Stabilizers and required cross bracing be installed during Imss erection, in accordance with Stabilizer Installation guide. FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-6=-754/294,1-2=-3736/1738, 2-3=-2464/1772, 3-4=-359/97 BOT CHORD 5-6—2010/2186, 4-5=-2688/4722 WEBS 1 -5=-1683/3366, 2-5-552/353, 2-4=-3633/2309 NOTES ^1) Wind; ASCE 7-05; 95mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. 11; Exp C; endosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber D0L=1.00 plate grip D0L=1.00 2) All plates are MT20 plates unless otherwise indicated. 3) This tiuss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a redangle 3-6-0 tall by 1 -0-0 wide will fit between the bottom chord and any olher members. 5) A plale rating redudion of 20% has been applied for the green lumber members. 6) Refer to girder(s) for truss to truss connedions. 7) This truss is designed in accordance with Ihe 2009 International Building Code secfion 2306.1 and referenced standard ANSI/TP11. 8) This Iruss has been designed for a total drag load of 310 plf Lumber D0L=(1.33) Plate grip D0L=(1.33) Connect truss to resist drag loads along bottom chord firom 0-0-0 to 13-7-0 for 310.0 ptf. LOAOCASE(S) Standard 14,2011 ^ WARNING Verify design parameters and READ NOTES ON THIS AND INCLUDED MTBK REFERENCE PAtlB MI 7473 rer. 10 VS BEFORE t^. Design valid for use only with MiTek connectors. This design is based on^ upon parameters shown, and is for on Individual building component. Applicability of design poromenters and proper Incorporation ot component is responsibility of building designer - not truss designer. Bracing shown is tor lateral support of indivkiual web m6mt>ets onty. Additional temporary tjracing to insure stat:«lltv during consttuction fe the responsitiillity of ttie erector. Additional permanent bracing of fhe overall stnjcture Is the responsibility of fhe building designer For general guidance regarding fabrication, quality controL storage, delivery, erection and bracing, consulf ANSl/TPll Quality Criteria. DSB-89 and BCSi BuilcSng Component Safely informafion available from Truss Plate Instllute. 281 N. Lee Street. Suite 312. Alexandria. VA 22314. MiTek' 7777 Greenback Lane, Suite 109 Citms Heights, CA, 95610 Job Tmss Tmss Type Qty Ply Hilton Carisbad Qty R33366695 HILTON_CARLSBAD CC02 MONO TRUSS 3 1 Job Reference (optional) SeledBuiid Distribution, Indio, CA - 92203 7.250 s May 11 2011 MfTek Industries, Inc. Thu Jul 14 05:45:09 2011 Page 1 ID:t2IODBRTySPeTJAolr1YqZzOnqQ-yue9dvrWzw5NljyVYmqMQ25WLWL604RViLb8AryyD6e 12=14 I Scale = 1:20.6 0.50 h2 Plate Offsets (X.Yl: 11:0-3-8.0-2-01.13:0-2-8.0-2-8). [5:0-3-9.0-1-81 ILOADING (psf) 'TCLL 20.0 TCDL 18.0 BCLL 0.0 * BCDL 10.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr YES Code IBC2009/TPI2007 DEFL Vert(LL) in (loc) l/defl L/d PLATES GRIP 0.07 5 >999 360 MT20 220/195 0.27 4-5 >531 240 MT20H 165/146 0.03 6 n/a n/a Weighl: 53 Ib FT = 20% LUMBER TOP CHORD BOT CHORD WEBS 2X4DF No.l&BtrG 2X4DF No.l&BlrG 2 X 4 DF Stud G BRACING TOP CHORD BOT CHORD REACTIONS (Ib/size) 6=578/0-3-12 (min. 0-1-8), 4=578/Mechanical Max Horz4=-42(LC 3) Max Uplift6=-43(LC 6), 4=-43(LC 4) Stiudural wood sheathing directly applied or 4-9-11 oc puriiris, except erid verticals. Rigid ceiling directiy applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during buss erection, in accordance with Stabilizer Installation quide. FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-6=-491/59, 1-2=-1829/152, 2-3=-730/67, 3-4=-316/57 BOTCHORD 5-6=-8/262,4-5-125/1819 WEBS 1-5=-122/1597, 2-5-302/87, 2-4=-1113/84 NOTES 1) Wind: ASCE 7-05; 95mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cal. II; Exp C; endosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber D0L=1.00 plale grip D0L=1.00 i 2) All plates are MT20 plates unless otherwise indicated. t 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This tcuss has been designed for a live load of 20.0psf on the bottom chord in all areas where a redangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Refer lo girder(s) for tmss to tmss connections. 7) This tiuss is designed in accordance with the 2009 Intemational Building Code section 2306.1 and referenced standard ANSI/TP11. LOADCASE(S) Standard 4,2011 ^ WAKNING Verify design parameters and READ NOTES ON THIS AND INCLUDBD MTBKR^BRENCE PAGE Ml 7473 rer. 10 VS BEFORE USS. Design valid for use only with Mitek connectors. This desgn is based only upon parameters shown, and Is for an individual building component. Applicatallity of design poromentere and proper incorporation of component is responsibility of building designer - not truss designer Brocing shown is for lateral support of individual web memfcaei^ onty. Addilional temporary tracing to insure slabilify during conslruction fe the responsibilitty of fhe erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fataricatlon. quality control, storage, delivery, erection and bracing, consult ANSI/TPII QuaHy Criieria, DSB-89 and BCSi Building Component Safefy information available from Tnjss Plate Institute, 281 N. Lee Sfreet, Suite 312, Alexandria. VA 22314. MITek' 7777 Greenback Lane, Surte 109 Citms Heights, CA, 95610 Job Tmss Tmss Type Qty Ply Hilton Carisbad R33366696 HILTON_CARLSBAD CC03 MONO TRUSS 2 1 Job Reference (optionall SeledBuiid Disti-ibution, Indio, CA - 92203 7.250 s May 11 2011 MTTek Industries, Inc. Thu Jul 14 0545:10 2011 Pagel ID:t2IODBRTySPeTJAdr1YqZzOnqQ-Q4CXri^s8kDDEwtXh6UMbzGekwwjG7ikex?KhiHyyD6d 0,50 ll? I- Plale Offsets (X.Y): [1 ;0-3-7.0-2-8]. [5:0-3-9.0-1-8[ ILOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) l/defl Ud PLATES GRIP "TCLL 20.0 Plates Increase 1.25 TC 0.80 Vert(LL) -0.03 5-6 >999 360 MT20 220/195 TCDL 18.0 Lumber Increase 1.25 BC 0.23 Vert{TL) -0.12 5-6 >875 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.20 HorzfTL) -0.01 6 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix) Weight; 41 Ib FT = 20% LUMBER TOPCHORD 2X4 DF No.l&BtrG BOTCHORD 2X 4 DF No.l&BtrG WEBS 2 X 4 DF Slud G BRACING TOP CHORD BOT CHORD Stmdural wood sheathing directly applied or 6-0-0 oc puriins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 6=434/0-3-12 (min. 0-1-8), 4=434/Mechanical Max Horz4-44(LC 3) Max Uplift6=-33(LC 6), 4=-33(LC 4) FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-6=-348/58, 1-2=-959/88 BOT CHORD 5-6=-11/322, 4-5-60/949 WEBS 1-5=-51/639,2-4-961/74 NOTES 1) Wind: ASCE 7-05; 95mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cal. II; Exp C; endosed; MWFRS (low-rise); canfilever left and right exposed ; end vertical left and right exposed; Lumber D0L=1.00 plate grip D0L=1.00 >2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any olher live loads. 3)' This Imss has been designed for a live load of 20.0psf on Ihe bottom chord in all areas where a redangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 4) A plate rating redudion of 20% has been applied for the green lumber members. 5) Refer lo girder(s) for tmss to truss connections. 6) This huss is designed in accordancewith the 2009 International Building Code secfion 2306.1 and referenced standard ANSI/TP11. LOADCASE(S) Standard MiTek recommends that Stabilizers and required cross bracing be installed during tmss ereclion, In accordance wilh Stabilizer Installation guide. A WARNn«T Verify design parameters and READ NOTES ON THIS AND INCLUDB} MTEK R^ERBNCE PAGB MI7473 rer. 10 VS BEFORE USB. Design valid tor use only with t^iTek connectors. This design fe based only upon parameters shown, and fe for on individual building component. Applicability of design poramenters and proper Incorporation ot component fe responsibility of building designer - not truss designer. Bracing shown fe for lateral support of individual web members only. Additional temporary bracing to Insure stability during construcflon fe fhe responsibillity of the erector. Additional permanent bracing of the overall structure fe the responsibitity of ttie building designer For general guidance regarding fabrication, quality controL storage, delivery, erection and bracing, consult ANSl/TPll Quailty Criteria. DSB-89 and BCSI BuRdlng Component Safety infoimoflon available from Truss Plate Institute, 281 N. Lee Sll'eet. Suite 312. Alexandria, VA 22314. MITek 7777 Greenback Lane, Surte 109 Crtms Heights, CA, 95610 Job Tmss Tmss Type Qty Ply Hilton Carisbad R33366697 HILTON_CARLSBAD CC04 MONO TRUSS 3 1 Job Reference (ootionall SeledBuiid Distribution, Indio, CA - 92203 7.250 s May 11 2011 MTTek Industries, Inc. Thu Jul 14 05:45:11 2011 Paget ID:t2IODBRTySPeTJAolr1 YqZzOnqQ-uHmv2btmVXL5Y15ugBtqWTAyCJ2vs9SnAf4EFkyyD6c 0.50 Il2 Plate Offsets (X YV 16:0-3-9.0-1-81 OADING (psf) 'TOLL 20.0 TCDL 18.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr YES Code IBC2009/TPI2007 DEFL in (loc) l/defl Ud Vert(LL) -0.03 6-7 >999 360 Vert(TL) -0.14 6-7 >899 240 HorzfTL) -0.02 8 n/a n/a PLATES GRIP MT20 220/195 Weight: 48 Ib FT = 20% LUMBER TOPCHORD 2X 4 DF No.l&BbG BOTCHORD 2X 4 DF No.l&BtrG WEBS 2 X 4 DF Slud G REACTIONS (Ib/size) 5=506/Mechanical, 8=506/0-3-8 (min. 0-1-8) MaxHorz5=-35(LC6) Max Uplrft5=-36(LC 4), 8=-40(LC 6) BRACING TOP CHORD BOT CHORD Sbuctural wood sheathing directly applied or 5-9-13 oc puriins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends lhat Stabilizers and required cross bracing be installed during tiuss ereclion, in accordance wilh Stabilizer Installation quide. FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1149/96 BOT CHORD 7-8=-47/596, 6-7-65/822, 5-6=-100/1138 WEBS 2-6=-37/322, 3-5-1155/83, 2-8-779/62 ^^4 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 95mph; TCDL=8.4psf BCDL=4.2psf; h=25ft; Cal. II; Exp C; endosed; MWFRS (low-rise); cantilever left and righl exposed ; end vertical left and right exposed; Lumber D0L=1.00 plate grip D0L=1.00 ) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This tmss has been designed for a live load of 20.0psf on the bottom chord In all areas where a rectangle 3-6-0 lall by 1-0-0 wide will fit behween the bottom chord and any other members. 5) A plate rating redudion of 20% has been applied for the green lumber members. 6) Refer lo glrder(s) for tmss to truss connections. 7) This truss is designed in accordance with the 2009 International Building Code secfion 2306.1 and referenced standard ANSI/TP11. LOADCASE(S) standard July 14,2011 A WARNING Verify design parameters and READ NOTES ON THIS AND INCLUDED MTEKR^BRENCB PAGE M17473 rer. 10 VS BEFORE USE. Design valid for use only with tyllTek connectors. Thfe design fe based only upon parameters shown, and fe tor an Individual building component. Applicability of design paramenters and proper Incorporation of component fe responsibility of tauilding designer - not truss designer. Bracing shown fe for lateral support of indh/kduol web memtaers only. Additional temporary bracing fo Insure stability during construction fe the responsltaillity of the erector Additional permanent bracing ot fhe overall structure fe ttie responsibility of the building designer For general guidance regarding fataricatlon, quality control, storage, delivery, erection and tarocing, consult ANSI/TPil Qualily Criteria, DSB-89 and BCSI Building Component Safely Informafion ovoiloble from Tnjss Plate Institute, 281 N. Lee Street, Suite 312, Alexandria, VA 22314. MITek' 7777 Greenback Lane, Suite 109 Crtms Heights, CA, 95610 Job Tmss Tmss Type Qty Ply Hitton Caristaad R33366698 HILTON_CARLSBAD CG01 MONO TRUSS 3 1 Job Reference (ootionall SeledBuiid Disti-ibution, Indio, CA - 92203 7.250 s May 11 2011 MiTek Industries, Inc, Thu Jul 1405:45:11 2011 Pagel ID:t2IODBRTySPeTJAdr1YqZzOnqQ-uHmv2btmVXL5Y15ugBtqWTAvhJ_Ss4JnAf4EFkyyD6c 1 15-1-11 ISiSdl 212 Plate Offsets (X.Yl: [2:0-2-12.0-2-01. [9:0-3-9.0-1-81 OADING (psf) CLL 20.0 TCDL 18.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr NO Code IBC2009/TPI2007 CSI TC 0.80 BC 0.56 WB 0.56 (Matrix) DEFL in (loc) l/defl Ud Vert(LL) -0.04 8-9 >999 360 Vert(TL) -0.25 7-8 >716 240 HorzfTL) 0.04 7 n/a n/a PLATES GRIP MT20 220/195 Weight; 79 Ib FT = 20% LUMBER TOP CHORD 2 X 4 DF 2400F 2.0E G 'Except' 1-2: 2X6 DF No.2 G BOTCHORD 2X4 DF No.l&BbG WEBS 2 X 4 DF Stud G REACTIONS (Ib/size) 10=907/0-5-8 (min. 0-1-8), 7=1914/Mechanical Max Horzl0=201 (LC 5) Max Uplifti0=-34(LC 3), 7=-189(LC 5) BRACING TOP CHORD BOT CHORD WEBS Sbudural wood sheathing directly applied or 4-11-7 oc puriins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. 1 Row at midpt 3-7 MiTek recommends lhat Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. FORCES (Ib) - Max. Comp /Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-1801/82, 2-3=-2115/89, 1-10-879/36 BOT CHORD 8-9=-245/1728, 7-8=-215/2044 WEBS 2-9-447/60, 2-8=-3/333, 3-8=0/401, 3-7-2304/243, 4-7=-668/152, 1-9=-80/1721 NOTES 1) Wind: ASCE 7-05; 95mph; TCDL=8,4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; endosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber D0L=1.00 plate grip D0L=1.00 ) This tmss has been designed tor a 10.0 psf bottom chord live load nonconcurrent wilh any other live loads. 3) ' This truss has been desigried for a live load of 20.0psf on the bottom chord in all areas where a redangle 3-6-0 tall by 1-0-0 wide will fit behween Ihe bottom chord and any other members. 4) A plale rating redudion of 20% has been applied for the green lumber members. 5) Refer to girder(s) for tmss to Imss connections. 6) Provide metal plale or equivalent at bearing(s) 4 lo support reaction shown. 7) This Imss is designed in accordance with the 2009 Intemational Building Code section 2306.1 and referenced standard ANSI/TPI 1. 8) In the LOAD CASE(S) section, loads applied lo Ihe face of the tmss are noted as front (F) or back (B). LOADCASE(S) Standard 1) Regular: Lumber lncrease=1.25, Plate lncrease=1.25 Trapezoidal Loads (plO Vert: 1=-0(F=38, B=38)-to-4=-288(F-106, B= B=10)-lo-6=-77(F=-29, B=-29) 106), 4=-248(F=-106, B=-106)-lo-5-253(F=-109, B-109), 10=-0(F=10. 4,2011 A WARNING Verify design parameters and READ NOTES ON THIS AND INCLUDED MTEK REFERENCE PAGE Ml 7473 rer. 10'OS BEFORE USB. Design valid for use only with f^ITek connectors. Thfe design fe based only upon parameters shown, and fe for an Individual building component. Applicability of design paramenters and praper Incorporation of component fe responsibility ot building designer - not truss designer Bracing stiown is tor lateral support of individual web memtaeis only. Additional temporary bracing to insure stability during construction b the responsltaillity at the erector. Additional permanent bracing of the overall structure fe the responsibility of ttie building designer. For genera! guidance regarding fabrication, quality controL storage, deliver/, erection and bracing, consult ANSI/TPII Quality Criieria, DSB-89 and BCSI Buiiding Component Safety infoimation available from Tnjss Plate Institute. 281 N. Lee Street. Suite 312. Alexandria. VA 22314. MITek' pawn TO Rmura^**.' 7777 Greenback Lane, Surte 109 Crtms Heights. CA, 95610 Job Tmss Tmss Type Qty Ply Hilton Carisbad R33366699 HILTON_CARLSBAD CG02 ROOF TRUSS 28 1 Job Reference (optionall SeledBuiid Distribution, Indio, CA - 92203 7.250sMay 11 2011 MiTek Industries, Ino. Thu Jul 14 05:45:12 2011 Pagel ID:t2IODBRTySPeTJAolr1YqZzOnqQ-MTJHGxuPGrTy9Ag4Dv032hiCsjN4baDxOJponAyyD6b M-j I ^ 11-2-4 I 2.12 Ri" I- Plate Offsets (X.Yl: [2:0-2-12.0-2-0] ILOADING (psO SPACING 2-0-0 CSI DEFL in (loc) l/defl L/d PLATES GRIP 'TOLL 20.0 Plates Increase 1.25 TC 0.26 Vert(LL) -0.04 6-7 >999 360 MT20 220/195 TCDL 18.0 Lumber Increase 1.25 BC 0.34 Vert(TL) -0.15 6-7 >857 240 BCLL 0.0 * Rep Stress Incr NO WB 0.33 HorzfTL) 0.04 5 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix) Weight: 49 Ib FT = 20% LUMBER TOP CHORD 2 X 4 DF No.l&Btr G 'Except' 1-2: 2X6 DF No.2 G BOTCHORD 2X4DFNo.1&BbG WEBS 2 X 4 DF Stud G REACTIONS (Ib/size) 5=973/Mechanical, 1=508/0-7-12 (min. 0-1-8) Max Horz1=103(LC 4) Max Uplift5=-85(LC 3), 1=-30(LC 5) BRACING TOP CHORD BOT CHORD Strudural wood sheathing directly applied or 5-8-2 oc purtins, except end verticals. Rigid ceiling direcfly applied or 10-0-0 oc bracing. MiTek recommends lhat Stabilizers and required cross bracing be installed during Iruss erection, in accordance witti Stabilizer Installation guide. FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1 -2=-1839/119, 2-3-1269/86 BOT CHORD 1-7-155/1778, 6-7=-149/1785, 5-6-90/1215 WEBS 2-6=-583/60, 3-6=0/332, 3-5=-1333/124 NOTES 1) Wind: ASCE 7-05; 95mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; endosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 k2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads, f 3)' This tmss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit behween the bottom chord and any other members. 4) A plate rating redudion of 20% has been applied for the green lumber members. 5) Refer to glrder(s) for tmss to tmss connections. 6) This trass Is designed in accordance with the 2009 International Building Code secfion 2306.1 and referenced standard ANSI/TPI 1. 7) In Ihe LOAD CASE(S) section, loads applied to the face ot Ihe trass are noted as front (F) or back (B). LOADCASE(S) Standard 1) Regular: Lumber lndease=1.25, Plate lncrease=1.25 Trapezoidal Loads (pit) Vert: 1=-6(F=35, B=35)-to-4=-213(F=-68, B=-68), 1=-2(F=9, B=9)-to-5-56(F=-18, B-18) July 14,2011 A WARmiG Verify design parameters and READ NOTES ON THIS AND INCLtmBD MTBK RB'ERBNCB PAGE Ml 7473 rer. 10 V8 BEFORB USB. Design valid for use only with t^ifek connectors. Thfe design fe based only Ufxan parameters shown, and fe for on individual building component. Applicabllity of design paramenters and proper incorporation ot component fe responsibility of tauilding designer - not truss designer Bracing shown fe for katerol support of Individual web memtaers only. Additional temporary bracing to Insure stotaility during constructkan is fhe responsibillity of the erector. Addltkanol permanent bracing ot the overall structure fe ttie responsibility of the building designer. For general guidance regarding tataricotion. quality controt storage, delivery, erection and iDracing, consult ANSI/TPil Quality Criteria, DSB-89 and BCSi Buiiding Component Safety IntoimaHon available from Truss Plate Institute. 281 N. Lee Street. Suite 312. Alexandria. VA 22314. MITek' 7777 Greenback Lane, Surte 109 Crtms Heights, CA, 95610 Job Tmss Tmss Type Qty Ply Hilton Carisbad R33366700 HILTON_CARLSBAD CG02A ROOF TRUSS 1 1 Job Reference (optional) SeledBuiid Distribution, Indio, CA - 92203 7.250 s May 11 2011 MTTek Industries, Inc. Thu Jul 14 05:45:12 2011 Page 1 ID:l2IODBRTySPeTJAolr1YqZzOnqQ-MTJHGxuPGrTy9Ag4Dv032hi8kjJzbaHxOJponAyyD6b ?-i-3 ^_ ii2=j 4-1-2 3-1-1 1 4-0-1 8-1-3 11-2-4 4-0-1 1 4-1-2 1 3-1-1 1 . LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) l/defl Ud PLATES GRIP |TCLL 20.0 Plates Increase 1.25 TC 0.53 Vert(LL) -0.04 6-7 >999 360 MT20 220/195 'TCDL 18.0 Lumber Increase 1.25 BC 0.60 VertfTL) -0.15 6-7 >872 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.32 HorzfTL) 0.03 5 n/a ri/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix) Weight: 46 Ib FT = 20% LUMBER TOPCHORD 2X 4 DF No.l&BtrG BOTCHORD 2X 4 DF No.l&BlrG WEBS 2 X 4 DF Slud G REACTIONS (Ib/size) 1=508/0-7-12 (min. 0-1-8), 5=973/Mechanical MaxHorz1=102(LC4) Max Uplifti-30(LC 5), 5=-85(LC 3) BRACING TOP CHORD BOT CHORD Stiudural wood shealhing directly applied or 4-11-14 oc puriins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be inslailed during buss ereclion, in accordance with Stabilizer Installafion quide. FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-1779/110, 2-3-1255/85 BOT CHORD 1-7=-143/1713, 6-7-143/1713, 5-6=-89/1204 WEBS 2-6=-522/56, 3-6=0/329, 3-5=-1318/122 NOTES 1) Wind: ASCE 7-05; 95mph; TCDL=8,4psf; BCDL=4,2psf; h=25ft; Cat. II; Exp C; endosed; MWFRS (low-rise); canfilever left and right exposed ; end vertical left and right exposed; Lumber D0L=1.00 plate grip D0L=1.00 2) This Iruss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ^3)' This trass has been designed tor a live load of 20.0psf on the bottom chord in all areas where a redangle 3-6-0 tall by 1-0-0 wide will fit betweeri the bottom chord and any olher members. 4) A plate rafing redudion of 20% has been applied for the green lumber members. 5) Refer to girder(s) for tmss to Imss connections. 6) This trass is designed in accordance with the 2009 International Building Code secfion 2306.1 and referenced standard ANSt/TPI 1. 7) In the LOAD CASE(S) secfion, loads applied to the face of the tmss are noted as front (F) or back (B). LOADCASE(S) standard 1) Regular: Lumber lncrease=1.25, Plate lricrease=1.25 Trapezoidal Loads (plf) Vert: 1=-6(F=35. B=35)-to-4-213{F=-68, B-68), 1=-2(F=9, B=9)-to-5=-56(F—18, B=-18) 2011 A WARNING Verify design parameters and READ NOTES ON THIS AND INCLUDED MTEK RBBRENCB PAGE Ml 7473 rer. 10 VS BEFORE USE Design valid for use only with fvliTek connectors. Thb design b based only upon parameters shown, and fe for an individual building component. Applicabllity ot design paramenters ond proper Incorporation of component fe responsibility ot building designer - not truss designer. Bracing shown b for katerol support of Indlvkrlual web members only. Additional temporary bracing to insure stabirrty during construction b the responsibillity ot the erector. Additional permanent bracing of the overall structure fe the responsibility of ttie building designer For general guidance regarding fabrication, quality confroL storage, delivery, erection and tarocing. consult ANSI/TPH Quaffly Citteria. DSB-89 and BCSI Building Component Safety infonnation available from Truss Plate Institute, 281 N. LeeSfreef. Suite 312, Alexandria, VA 22314. MITek' 7777 Greenback Lane, Suite 109 Crtms Heights, CA, 95610 Job Tmss Tmss Type Qty Ply Hilton Carisbad Ply R33366701 HILTON_CARLSBAD CG03 MONO TRUSS 2 2 Job Reference (ootionall SeledBuiid Distribution, Indio, CA - 92203 7.250 s May 11 2011 MiTek Industries, Inc. Thu Jul 14 05:45:14 2011 Page 1 ID:t2IODBRTySPeTJAolr1YqZzOnqQ-lsR1gcvfoSjfl=UqTLKQX76oRkXxN3RaEsdlvr3yyD6Z I 15^12 I 19-5-12 I Scale-1:34.1 2,77 -I-8-0-14 Plate Offsets (X.Yl: [2:0-1-4.0-3-0]. [6:0-3-9.0-1-81. [13:0-3-9.0-1-8] ILOADING (psf) FTCLL 20.0 TCDL 18.0 BCLL 0.0 ' BCDL 10.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr NO Code IBC2009/TPI2007 DEFL in (loc) l/defl Ud Vert(LL) -0.21 10-11 >999 360 Vert(TL) -0.79 10-11 >291 240 HorzfTL) 0.12 8 n/a n/a PLATES GRIP MT20 220/195 Weighl: 207 Ib FT = 20% LUMBER TOPCHORD BOT CHORD WEBS 2 X 4 DF No.l&Bb G 'Except' 1-2: 2X6 DF No.2 G 2 X 4 DF 2400F 2.0E G 2 X 4 DF Stud G 'Except* 6-8,5-11: 2 X 4 DF No.1 &Bb G BRACING TOP CHORD BOT CHORD JOINTS Stmdural wood sheathing diredly applied or 6-0-0 oc puriins, except end verticals, and 2-0-0 oc puriins (4-5-10 max.): 5-10, 5-7, Except: 6-0-0 oc bradng: 4-5 Rigid ceiling directly applied or 10-0-0 oc bracing. 1 Brace at Jt(s): 7 REACTIONS (Ib/size) 14=1956/0-5-8 (min. 0-1-8), 8=3475/Mechanical MaxHorz14=129{LC4) Max Uplifti 4=-123(LC 3), 8=-189(LC 5) FORCES (lb) - Max, Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-3379/235, 2-15=-3967/264, 3-15=-3857/269, 5-10=-11/631, 1-14=-1859/134, 5- 6=-8694/469 BOT CHORD 12-13=-223/3187,11-12=-223/3187,11-16=-676/11201,10-16=-676/11201, 9-10=-660/11276, 8-9=-469/8694 WEBS 2-13-970/103, 2-11=-14/651, 3-11-125/2434, 3-5=-4085/289, 1-13=-203/3154, 6- 9=-113/2066, 5-9-2677/197, 6-8=-9017/487. 5-11 =-7723/462 NOTES ) 2-ply truss lo be conneded together wilh lOd (0.13rx3") nails as follows: Top chords connected as follows: 2X6-2 rows at 0-9-0 oc, 2 X 4 -1 row at 0-9-0 oc. Bottom chords connected as follows: 2X4-1 row at 0-9-0 oc. Webs connected as follows: 2X4-1 row at 0-9-0 oc, Except member 6-9 2X4-1 row at 0-5-0 oc. 2) All loads are considered equally applied to all plies, except it noted as front (F) or back (B) face in the LOAD CASE(S) secfion. Ply to ply connedions have been provided to distribute only loads noted as (F) or (B), unless otherwise indicaled. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-05; 95mph; TCDL=8.4pst; BCDL=4.2psf; h=25ft; Cat. II; Exp C; endosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber D0L=1.00 plate grip D0L=1.00 5) Provide adequate drainage lo prevent water ponding. 6) This tmss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load ot 20.0pst on the bottom chord in all areas where a rectangle 3-6-0 tall by 1 -0-0 wide will fit between the bottom chord and any other members. 8) A plate rating redudion of 20% has been applied for the green lumber members. 9) Refer to girder(s) for tmss lo truss connections. 10) This tiuss is designed in accordance with the 2009 Intemational Building Code secfion 2306.1 and referenced standard ANSI/TP11. 11) Design assumes 4x2 (flat orientation) puriins at oc spacing indicated, fastened to tmss TC w/ 2-10d nails. 12) Hanger(s) or other connection device(s) shall be provided suffident to support concentrated load(s) 180 Ib down and 13 Ib up at 5-2-9, and 180 Ib down and 13 Ib up at 5-2-9 on top chord, and 50 Ib down and 4 Ib up at 5-2-9, 50 Ib down and 4 Ib up at 5-2-9. 465 Ib down and 34 Ib up at 10-5-4, 465 Ib down and 34 Ib up at 10-5-4, 680 Ib down and 50 Ib up at 15-6-0, and 680 Ib down and 50 Ib up at 15-6-0, and 840 Ib down and 62 Ib up al 19-4-0 on bottom chord. The design/selection ot such connedion device(s) is the responsibility of others. Continued on page 2 LOADCASE(S) Standard 14,2011 ^ WARNINO VerifydesignparametersandREADNOTESONTHlSANDINCLUDEDMTEKRBFBRBNCBPAOEMl7473 rer. 10 VS BEFORB USB. Design valid for use only with tvliTek connectors. Thb design fe based only upon parameters shown, and fe for on lndlvk:tual building component. Applicability of design poromenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown b for loteral support of IndivkJual web memlDers only. Additional temporary bracing to insure stability during construction b fhe responsibillity of fhe erector Additional permanent bracing of the overall stnjcture is the responsibility of the building designer For general guidance regarding fataricatlon. quality control, storage, delivery, erection and tarocing. consult ANSI/TPII Quaitty Criteria, DSB-89 and BCSI Bullcflng Component Sniety infoimation available from Truss Plate Institute. 281 N. Lee Sfreet. Suite 312. Alexandria, VA 22314, MiTek' 7777 Greenback Lane, Surte 109 Crtms Heights, CA, 95610 Job Tmss Tmss Type Qty Ply Hilton Carisbad R33366701 HILTON_CARLSBAD CG03 MONO TRUSS 2 9 Job Reference (ootionall SeledBuiid Distribution, Indio, CA - 92203 7.250 sMay 11 2011 MTTek Industries, Inc. Thu Jul 14 0545:142011 Page2 ID:t2IODBRTySPeTJAolr1YqZzOnqQ-lsR1gcvfoSifPUqTLKQX76oRkXxN3RaEsdlvr3yyD6Z LOADCASE(S) Standard 1) Regular: Lumber lncrease=1.25, Plate lncrease=1.25 Unitorm Loads (pit) Vert: 1-4=-76, 8-14=-20, 5-7=-76 Concentrated Loads (Ib) Vert; 12=-100(F-50, B=-50) 8=-840(B) 9=-1360(F=-680, B= 115=-360(F—180, B=-180) 16—930(F=-465, B-465) A WARNING VerifydesignparametersandREADNOTESONTHISANDINCLtJDBDMTEKRBEREHCEPAOBMl74T3rer. 10 VS BEFORE USB. Design valid for use only wifh t^lTek connecfors. Thfe design fe based only upon parameters shown, and fe for on Individual building component. Applicability of des-|gn paramenters and proper incorporation of component fe responsibility of building designer - not truss designer Bracing shown b for lateral support of individual web memtaers oniy. Additional temporary bracing to Insure stability during construction fe fhe responsibillity ot the erector. Adqitlonal permanent bracing of the overall structure is the responsibility of fhe building designer. For general guidance regarding tataricotion. quality controL storage, delivery, erection and bracing, consult ANSI/TPil QuaiHy Criteria, DSB-89 and BCSI Buiiding Component Safety information available from Truss Plate Institute, 281 N, Lee Sfreet, Suite 312, Alexandria, VA 22314. MITek' 7777 Greenback Lane, Suite 109 Crtms Heights, CA, 95610 Job Tmss Tmss Type Qty Piy Hilton Carisbad Tmss Type R33366702 HILTON_CARLSBAD CG04 ROOF TRUSS 1 1 Job Reference (ootionall SeledBuiid Disti-ibution, Indio, CA - 92203 7.250 s May 11 2011 MiTek Industries, Inc. Thu Jul 14 05:45:14 2011 Page 1 ID:t2IODBRTySPeTJAolr1Yq2zOnqQ-lsR1gcvfoSjfPUqTLKQX76oa2X1b3VVxEsdlvr3yyD6Z 2,12 [l2~ Plate Offsets (X.Y): 12:0-2-12.0-2-01 ILOADING (psf) 'TOLL 20.0 TCDL 18.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr NO Code IBC2009/TPI2007 PLATES MT20 GRIP 220/195 Weighl: 45 Ib FT = 20% LUMBER TOPCHORD 2X4 DF No.l&BbG'Except' 1-2: 2X6 DF No.2 G BOTCHORD 2X 4 DF No.l&BbG WEBS 2 X 4 DF Stud G REACTIONS (Ib/size) 5=814/Mechanical, 1=426/0-7-12 (min. 0-1-8) MaxHorz1=-74(LC6) Max Uplift5=-74(LC 3), 1=-44(LC 5) BRACING TOP CHORD BOT CHORD Strudural wood sheathing directly applied or 6-0-0 oc puriins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends lhat Stabilizers and required cross bracing be inslailed during tiuss erecfion, in accordance wilh Stabilizer Installation guide. FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2-1469/159, 2-3—838/103 BOT CHORD 1-7=-109/1421, 6-7-115/1485, 5-6=-57/828 WEBS 2-7=-44/387, 2-6=-670/60, 3-6=-83/802, 3-5=-1058/99 NOTES 1) Wind: ASCE 7-05; 95mph; TCDL=8.4psf; BCDL=4.2pst; h=25ft; Cat. II; Exp C; endosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and righl exposed; Lumber D0L=1.00 plate grip D0L=1.00 i 2) This buss has been designed tor a 10.0 pst bottom chord live load nonconcurrent with any other live loads. P 3)' This tmss has been designed tor a live load ot 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1 -0-0 wide will fit behween the bottom chord and any other members. 4) A plale rafing redudion ot 20% has been applied tor the green lumber members. 5) Reter to girder(s) for trass to trass connecfions. 6) This tmss is designed in accordance with the 2009 Intemational Building Code section 2306.1 and referenced standard ANSI/TP11. 7) In the LOAD CASE(S) section, loads applied to the face ot the trass are noted as front (F) or back (B). LOADCASE(S) standard 1) Regular: Lumber lncrease=1.25, Plale lncrease=1.25 Trapezoidal Loads (plf) Vert: 1=-8(F=6, B=6)-to-5=-246(F=-113, B=-113) 4,2011 A WARNING Ver^ design parameters and READ NOTES ON THIS AND INCLt^B) MTEK RBERBIKB PAGE Ml 7473 rer. 10 VS BEFORE USB. Design valid for use only with MiTek connectors. Thb design fe based on^ upon parameters shown, and fe for an individual building component. Applicobility of design paramenters and proper incorporation of componeni is responsibility of building designer - not truss designer. Bracing shown fe tor lateral support of indlv-Kfuol web memt>eis only. Additional temporary bracing to insure stotDllity during cansfrucfion fe fhe responsltaillity of the erector. Additional permanent bracing ot fhe overall structure fe the responsibility of fhe building designer. For general guidance regarding fataricatlon. quality controL storage, delivery, erection and bracing, consult ANSI/TPtl Quattly Criteria, DSB-89 and BCSi Buiiding Component Safefy information available from Truss Plate Institute. 281 N. Lee Sfreet, Suite 312, Alexandria, VA 22314. MITek fonimm TO mrmitM.- 7777 Greenback Lane, Suite 10 Citms Heights, CA, 95610 Job Tmss Tmss Type Qty Ply Hilton Carisbad R33366703 HILTON_CARLSBAD CG05 MONO TRUSS 1 1 Job Reference (optionall SeledBuiid Distribution, Indio, CA - 92203 7.250 s May 11 2011 MTTek Industries, Inc. Thu Jul 14 05:45:15 2011 Page 1 ID:t2IODBRTySPeTJAolr1Yq2zOnqQ-n2?QuywHZIrV»ePfv1xmgJLh3xJeouBN4H2SOVyyD6Y SilS I 9-1-2 ^-11| 2.77 fw" Plate Offsets (X.Y): [2:0-3-4.0-2-01 OADING (pst) TCLL 20.0 TCDL 18.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr NO Code IBC2009/TPI2007 CSI TC 0.39 BC 0.73 WB 0.57 (Matrix) DEFL in (loc) l/defl L/d Vert{LL) -0.06 6-7 >999 360 Vert{TL) -0.30 6-7 >364 240 HorzfTL) 0.02 5 n/a n/a PLATES MT20 GRIP 220/195 Weight: 40 Ib FT = 20% LUMBER TOPCHORD 2X4 DF No.l&BbG'Except' 1-2:2X6DF No.2 G BOTCHORD 2X4 DF No.l&BlrG WEBS 2 X 4 DF Slud G REACTIONS (Ib/size) 1=338/0-5-15 (min. 0-1-8), 5=690/Mechanical Max H0R1=74(LC 3) Max Uplifll -10(LC 3), 5=-46(LC 3) FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 1-2=-1274/66 BOT CHORD 1-7=-133/1222, 6-7=-126/1253 WEBS 2-7=0/298, 2-6-1253/125, 3-6=-412/67 BRACING TOP CHORD BOT CHORD Strudural wood sheathing directly applied or 6-0-0 oc purtins, except 2-0-0 oc purtins (6-0-0 max.): 3-4. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends lhat Stabilizers and required cross bracing be installed during tiuss erection, in accordance witti Stabilizer Installation guide, •i 4- NOTES 1) Wind: ASCE 7-05; 95mph; TCDL=8.4pst; BCDL=4.2pst; h=25ft; Cal. II; Exp C; endosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber D0L=1.00 plate grip D0L=1.00 ) Provide adequate drainage to prevent water ponding. This buss has been designed tor a 10.0 psf bottom chord live load nonconcurrent wilh any olher live loads. 4) ' This trass has been designed tor a live load ot 20.0pst on the bottom chord in all areas where a redangle 3-6-0 tall by 1 -0-0 wide will fit between the bottom chord and any olher members. 5) A plale rafing redudion ot 20% has been applied tor Ihe green lumber members. 6) Reter to girder(s) tor tmss to trass connections. 7) This trass is designed in accordancewith Ihe 2009 International Building Code secfion 2306.1 and referenced standard ANSI/TP11. 8) Design assumes 4x2 (flal orientafion) puriins at oc spadng indicated, fastened to tmss TC w/ 2-10d nails. 9) In the LOAD CASE(S) secfion, loads applied to the face ot the tmss are noted as front (F) or back (B). LOADCASE(S) Standanl 1) Regular: Lumber lncrease=1.25, Plate lncrease=1.25 Trapezoidal Loads (pit) Vert: 1=-0(F=38, B=38)-lo-3=-164(F=-44, B=-44), 1 = B=-44)-lo-4=-178(F=-51, B=-51) -0(F=10, B=10)-to-5=-47(F=-13, B=-13), 3-164(F=-44, July 14,2011 WARNING Verify design parameters and READ NOTES ON THIS AND INCLUDED MTBK REFERENCE PAGE MI 7473 rer. 10 VS BEFORE USE. Design valid for use only with MiTek connectors. Thfe design fe based only upon parameters shown, and b tor on individual building component. Applicabllity ot design paramenters and proper incorporation of companent b responsibility of building designer - not truss designer. Bracing stiown b for lateral support of individual web members oniy. Additional temporary bracing to Insure stotairrty during construcfion is fhe responsibillity ot the erector. Additional permanent bracing of the overall structure is the responsibility of ttie building designer For general guidance regarding fotjrication, qualify contniL storage, delivery, erection and tarocing, consult ANSI/TPII Qualliy Criteria, DSB-89 and BCSi Buiiding Component Safety infotmation available from Tmss Plate Institute, 281 N. LeeStreel, Suite 312, Alexandria, VA 22314. MITek' 7777 Greenback Lane, Suite 109 Crtms Heights, CA, 95610 Job Tmss Tmss Type Qty Ply Hilton Carisbad Tmss Type R33366704 HILTON_CARLSBAD CG06 MONO TRUSS 1 1 Job Reference (ootionall SeledBuiid Distribution, Indio, CA - 92203 7.250 s May 11 2011 MTTek Industries, Inc. Thu Jul 14 05:45:15 2011 Pagel ID:t2IODBRTySPeTJAdr1YqZzOnqQ-n2?QuywHZIrV«)ePhr1xmgJLjlxN3oxeN4H2SOVyyD6Y Scale'1:20.7 I-3-11-1 Plate Offsets (X.Yl: [2:0-1-4.0-2-01. [3:0-5-8.0-2-81 ILOADING (pst) 'TCLL 20.0 TCDL 18.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr NO Code IBC2009/TPI2007 CSI TC 0.32 BC 0.45 WB 0.35 (Matrix) DEFL in (loc) l/defl L/d Vert(LL) -0.03 8-9 >999 360 Vert(TL) -0.12 8-9 >999 240 HorzfTL) 0.02 6 n/a n/a PLATES GRIP MT20 220/195 Weight; 47 Ib FT = 20% LUMBER TOPCHORD 2X 4 DF No.l&BtrG'Except' 1-2:2X6DF No.2 G BOTCHORD 2X4 DF No.l&BtrG WEBS 2 X 4 DF Stud G REACTIONS (Ib/size) 1=384/0-5-15 (min. 0-1-8), 6=782/Mechanical Max Horzl =74(LC 3) Max Uplifti =-13(LC 3), 6=-42(LC 3) BRACING TOP CHORD BOT CHORD Stiudural wood shealhing direcfiy applied or 6-0-0 oc purtins, except 2-0-0 oc puriins (6-0-0 max.): 3-5. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends thai Stabilizers and required cross bracing be installed during buss erection, in accordance with Stabilizer Installafion guide. FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1 -2=-1261 /59, 2-3=-535/23 BOT CHORD 1 -9=-125/1207, 8-9=-118/1216, 7-8=-38/520 WEBS 2-8-764/80, 3-8=0/773, 3-7=-1418/103 NOTES 1) Wind: ASCE 7-05; 95mph; TCDL=8,4pst; BCDL=4.2psf; h=25ft; Cal. II; Exp C; endosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber D0L=1.00 plale grip D0L=1.00 12) Provide adequate drainage lo prevent water ponding. 3) This truss has been designed tor a 10.0 pst bottom chord live load nonconcurrent with any other live loads. 4) * This trass has been designed for a live load of 20.0pst on the bottom chord in all areas where a redangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 5) A plate rafing redudion of 20% has been applied tor the green lumber members. 6) Refer lo girder(s) for Imss lo trass connections. 7) This tiuss is designed in accordance with the 2009 Internafional Building Code section 2306.1 and referenced standard ANSI/TP11. 8) Design assumes 4x2 (flat orientation) puriins at oc spadng indicated, fastened to trass TC w/ 2-10d nails. 9) In Ihe LOAD CASE(S) section, loads applied to Ihe face of the trass are noted as front (F) or back (B). LOADCASE(S) Standanj 1) Regular: Lumber lncrease=1.25, Plale lncrease=1.25 Trapezoidal Loads (plf) Vert: 1—0(F=38, B=38)-lo-3=-164(F=-44, B=-44), 1=-0(F=10, B=10)-to-6=-50(F—15, B=-15). 3=-164(F=-44, B=-44)-to-5=-190(F=-57, B-57) Liy 14,2011 A WARNING Verifydesignparame!tersandREADN0TES0NTHlSANDINCLUDBDMrrBKRBFERBNCBPAaBWr7473 rer. 10 VS BEFORE USB. Design valid for use only with MFTek connectors. Thfe design fe based only upon parameters shown, and b for on individual building component. Applicability of design paramenters and proper incorporation of component b responsibility of building designer - not truss designer. Bracing shown b for lateral support ot Individual web members on^. Additional temt^orary tjracing to Insure stability during consfruction b the responsibillity ot the erector. Additional permanent bracing of the overall structure fe the responsibility of the building designer. For general guidance regarding fabrication, quality controt storage, delivery, erection and tarocing, consult ANSIAPil Quaitty Criteria, DSB-89 and BCSI Buttding Componenf Safefy infoimation available from Truss Plate Institute, 281 N. Lee Sfreet, Suite 312. Alexandria, VA 22314. MITek' 7777 Greenback Lane, Surte 109 Crtms Heights, CA, 95610 Job Tmss Tmss Type Qty Ply Hilton Cartsbad R33366705 HILTON_CARLSBAD CG07 ROOF TRUSS 1 1 Job Reference (optionall SeledBuiid Disti-ibution, Indio, CA - 92203 7.250 s May 11 2011 MTTek Industries, Inc. Thu Jul 14 05:45:16 2011 Page 1 ID:t2IODBRTySPeTJAdr1YqZzOnqQ-FE2o5lxvK3zNeo_rSIS?DXuuqKIWXQOWJxn?wxyyD6X 6d:S I 8-10-13 iPr<l-1|3 2 ,12 [iT i- Plate Offsets (X.Yl: [2:0-2-12.0-2-01 ILOADING (pst) SPACING 2-0-0 CSI DEFL in (loc) l/defl L/d PLATES GRIP "TCLL 20.0 Plates Increase 1.25 TC 0.27 Vert(LL) -0.03 9 >999 360 MT20 220/195 TCDL 18.0 Lumber Increase 1.25 BC 0.31 Vert(TL) -0.12 8-9 >957 240 BCLL 0.0 * Rep Slress Incr NO WB 0.25 HorzfTL) 0.03 7 n/a n/a BCDL 10.0 Code IBC2009/rPI2007 (Matrix) Weighl: 45 Ib FT = 20% LUMBER TOPCHORD 2X 4 DF No.l&BtrG'Except' 1-2:2X6DF No.2 G BOTCHORD 2X4DF No.l&BtrG WEBS 2 X 4 DF Stud G REACTIONS (Ib/size) 1=449/0-7-12 (min. 0-1-8), 7=895/Mechanical Max Horz 1=88(LC 3) Max Uplifti—21 (LC 3), 7=-83(LC 3) BRACING TOP CHORD Strudural wood sheathing directly applied or 6-0-0 oc puriins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during trass erection, in accordance wilh Stabilizer Installation quide. FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOPCHORD 1-2=-1604/83,2-3=-881/37 BOT CHORD 1-9-160/1550, 8-9-152/1559, 7-8-78/829 WEBS 2-8=-746/76, 3-8=0/356, 3-7=-1131/106 NOTES 1) Wind: ASCE 7-05; 95mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; endosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber D0L=1.00 plate grip D0L=1.00 2) This truss has been designed tor a 10.0 pst bottom chord live load nonconcunrent with any other live loads. ^3)' This truss has been designed tor a live load ot 20.0psf on the bottom chord in all areas where a redangle 3-6-0 tall by 1-0-0 wide will fit between Ihe bottom chord and any other members. 4) A plale rating redudion ot 20% has been applied for the green lumber members. 5) Refer to girder(s) for trass to tmss connections. 6) This Iruss is designed in accordance wilh Ihe 2009 International Building Code secfion 2306.1 and referenced standard ANSI/TP11. 7) In the LOAD CASE(S) sedion, loads applied to the face ot Ihe tmss are noted as front (F) or back (B). LOADCASE(S) Standanl 1) Regular: Lumber lnCTease=1.25, Plate lncrease=1.25 Trapezoidal Loads (pit) Vert: 1=-7(F=35, B=35)-to-4=-209(F=-67, B=-67), 4=-169(F= B=9)-lo-6=-56(F=-18, B=-18) •67, B=-67)-lo-5=-173(F=-68, B=-68), 1=-2(F=9, uly 14,2011 A WARNING Verify design parameters and READ NOTES ON THIS AND INCLtmm MTEKRBBRBNCB PAGE M17473 rer, 10 VS BEFORE USE. Design valid for use only with MiTek connectors. Thfe design fe based on^upon parameters shown, and fe for an Individual building component. Applicability of design paramenters and proper Incorporation ot component fe resFaonslbllify of tauilding designer - not ttuss designer. Bracing shown fe for lateral support of Individual web memtaers only. Additional temporary bracing to Insure stability during construction fe the responsibillity ot the erector. Additional permanent bracing of fhe overall structure b ttie responsibility ot the building designer. For general guidance regarding fataricatlon. quality controL storage, delivery, erection and tarocing. consult ANSl/TPIl Qualify Crtterio, DSB-89 and BCSi Buttding Component Safety infomnation available from Truss Plate Institute, 281 N. Lee Street. Suite 312, Alexandria, VA 22314. Mijek;^ 7777 Greenback Lane, Suite 10! Crtms Heights, CA, 95610 Job Tmss Tmss Type Qty Ply Hitton Carisbad R33366706 HILTON_CARLSBAD D01A KINGPOST 5 1 Job Reference (odionall SeledBuiid Distribution, Indio, CA - 92203 7.250 s May 11 2011 MfTek Industries, Inc. Thu Jul 14 05:45:18 2011 Page 1 ID:t2IODBRTySPeTJAolr1YqZzOnqQ-BdhYW_y9sgD5t58Ea9VTIyz728JK?86pnFG6_qyyD6V I 30^?-2 I 34-11-13 I 39-8-5 | 45-1-1 4^ Sale -1:77.4 8K12MT20H = 4X12 I M-1 1 10-4-3 1 15-2-3 1 19-9-14 1 25-0-6 . 30-0-2 34-11-13 1 39-8-5 1 45-1-1 4&*i1 5-6-1 4-10-1 4-1^0 ' 4-7-12 ' 5-2-7 4-11-12 1 4-1.1-11 ' 4*8 5-4-12 tf.7-4 Plate Offsets (X.Yl: l3:0-3-7.0-2-9[. [15:0-3-4.0-2-41. [26:Edqe.0-2-4] |LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) l/defl L/d PLATES GRIP FTCLL 20.0 Plates Increase 1.25 TC 0.73 Vert(LL) -0.57 20-21 >941 360 MT20 220/195 TCDL 18.0 Lumber Increase 1.25 BC 0.80 Vert{TL) -2.16 20-21 >247 240 MT20H 165/146 BCLL 0.0 ' Rep Slress Incr YES WB 1.00 HorzfTL) 0.39 15 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix) Weight: 3101b FT = 20% LUMBER TOP CHORD BOT CHORD WEBS 2X6DF No.l&BtrG 2 X 6 DF SS G 2 X 4 DF Stud G 'Except' 3-26: 2 X 4 DF No.l&Btr G, 13-15,2-26: 2 X 6 DF No.2 G REACTIONS (Ib/size) 26=2737/0-10-0 (min. 0-2-15), 15=2736/0-6-15 (min. 0-2-15) Max Horz 26=134(LC 4) Max Uplift26=-213(LC 3), 15=-192(LC 5) Max Grav26=2737(LC 7), 15=2736(LC 1) BRACING TOP CHORD BOT CHORD WEBS SIradural wood sheathing directly applied or 2-3-15 oc puriins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. 1 Row at midpt 3-26, 4-25, 9-17, 12-15 MiTek recommends thai Stabilizers and required cross bracing be inslailed during tmss erection, in accordance wilh Stabilizer Installafion guide. FORCES (lb). TOP CHORD BOT CHORD IWEBS Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. I- 26-75/577, 2-3=-270/49, 3-4=-5195/414, 4-5-9879/756, 5-6=-9869/758, 6- 7—9878/764, 7-8=-9657/746, 8-9—9656/752, 9-10—6059/482, 10-11=-6048/485, II- 12=-6058/491,14-15—27/427 25-26=-371/5180, 24-25-598/8295, 23-24-598/8295, 22-23-598/8295, 21-22=-737/10274, 20-21 =-737/10274,19-20—574/8195,18-19=-574/8195, 17-18=-574/8195,16-17=-223/3499, 15-16=-223/3499 3-26=-5420/397, 3-25=-68/1629. 4-25=-3495/262, 4-22-127/1759, 6-22=-458/79, 7- 22-484/38, 7-20-726/62, 8-20-503/87, 9-20-130/1727, 9-17=-2579/199, 11-17=-470/80, 12-17=-240/3230,12-15-4130/315, 13-15=-744/69, 2-26=-901/129 NOTES 1) Unbalanced root live loads have been considered forthis design. 2) Wind: ASCE 7-05; 95mph; TCDL=8.4pst; BCDL=4.2pst; h=25ft; Cat. II; Exp C; endosed; MWFRS (low-rise); canfilever left and right exposed ; end vertical left and righl exposed; Lumber D0L=1.00 plate grip D0L=1.00 3) All plates are MT20 plates unless othenwise indicated. 4) The Fabricafion Tolerance at joinl 23 = 8%, joint 19 = 8% 5) This trass has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This Imss has been designed tor a live load ot 20.0psf on the bottom chord in all areas where a redangle 3-6-0 tall by 1-0-0 wide will flt betiween the bottom chord and any other members. 7) A plate rafing redudion of 20% has been applied for the green lumber members. 8) This tiuss is designed in accordance with the 2009 Intemational Building Code section 2306.1 and referenced standard ANSI/TPI 1. LOADCASE(S) Standard 1) Regular: Lumber lnCTease=1.25, Plate lncrease=1.25 Unitorm Loads (plf) Vert: 1-13-101, 13-14=-101,15-26—20 14,2011 ^ WARNING Verify design parameters and READ NOTES ON THIS AND INCLUDB) MTTEK RBFERBNCB PAGB Ml 7473 rer. 10 VS BEFORE USE. Design valid for use only with MiTek connectors. Thfe design b based on^ upon parameters shown, and b for an individual building component. Apptlcability of design paramenters and proper incorporation ot component fe responsibility of building designer - not truss designer Bracing shown fe for lateral support of individual web memlsers on^'. Additional femporary bracing to Insure stability during construction fe the responsibillity of fhe erector. Additional permanent bracing of the overall structure fe fhe responsibility of the building designer. For general guidance regarding fataricatlon, qualrty control, storage, delivery, erection and txocing. consutt ANSI/TPil Quattty Citteria, DSB-89 and BCSi Buttding Component Safefy information available from Truss Plate Institute. 281 N. Lee Sfreet. Suite 312, Alexandria, VA 22314. MITek' 7777 Greenback Lane, Surte 109 Citms Heights, CA, 95610 Job Tmss Tmss Type Qty Ply Hilton Cartsbad R33366707 HILTON_CARLSB/«D D01B KINGPOST 43 1 Job Reference (optionall SeledBuiid Distribution, Indio, CA - 92203 7.250 s May 11 2011 MiTek Industries, Inc. Thu Jul 14 05:45:19 2011 Pagel ID:t2IODBRTySPeTJAolr1Yq2zOnqQ-tpFwkKzod_LyVFiQ8t0iq9WMoYjBkd7z?v0gXGyyD6U 24-2-2 I 29-1-13 i 33-10-5 , 39*1 3a-10r1 4-11-12 4-11-11 4-8-8 5-4-12 0-7-0 Scales 1:67.4 0.50 [iF I-4*3 -+-9-4-3 4*? 4-10^1 Plate Offsets (X.Y): [14:0-3-4.0-2-8]. [24:0-2-12.0-2-4] ILOADING (pst) 'TCLL 20.0 TCDL 18.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr YES Code IBC2009/TPI2007 CSI TC 0.48 BC 0.56 WB 0.89 (Matrix) DEFL Iri (loc) l/defl Ud Vert(LL) -0.31 19 >999 360 Vert(TL) -1.19 19-20 >391 240 HorzfTL) 0.24 14 n/a n/a PLATES MT20 MT20H GRIP 220/195 165/146 Weighl: 275 Ib FT = 20% LUMBER TOP CHORD BOT CHORD WEBS 2X6DF No.l&BbG 2 X 6 DF SS G 2 X 4 DF Stud G 'Except' 12-14,2-24: 2X6 DF No.2 G REACTIONS (Ib/size) 14=2383/0-6-15 (min. 0-2-9), 24=2384/0-10-0 (min. 0-2-9) MaxHorz24=134{LC4) Max Uplifti 4=-166(LC 5), 24=-188(LC 3) Max Grav14=2383(LC 1), 24=2384(LC 7) BRACING TOP CHORD BOT CHORD WEBS Strudural wood shealhing directly applied or 2-10-5 oc puriins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. 1 Row at midpt 8-16,11-14, 3-24 MiTek recommends that Stabilizers and required cross bracing be installed during buss erection, in accordance with Stabilizer Installation quide. FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD BOT CHORD kWEBS 1-24=-44/368, 3-4=-5955/466, 4-5-5943/468, 5-6=-5954/474, 6-7=-7369/577, 7- 8=-7368/583, 8-9=-5041/407, 9-10=-5031/410,10-11=-5040/416,13-14=-23/398 23-24=-234/3360, 22-23=-234/3360, 21-22=-234/3360, 20-21 =-508/7178, 19-20=-508/7178, 18-19—455/6582, 17-18=-455/6582, 16-17=-455/6582, 15-16=-184/2987, 14-15-184/2987 3-21-214/2894, 5-21=-465/80, 6-21 =-1455/112, 7-19=-504/87, 8-19-70/922. 8- 16-1864/146, 10-16-469/80, 11-16=-193/2589, 11-14-3518/269, 12-14=-711/66, 3-24-3793/281, 2-24=-634/86 NOTES 1) Unbalanced roof live loads have been considered forthis design. 2) Wind: ASCE 7-05; 95mph; TCDL=8.4psf BCDL=4.2pst; h=25ft; Cat. II; Exp C; endosed; MWFRS (low-rise); canfilever left and right exposed ; end vertical left and right exposed; Lumber D0L=1.00 plate grip D0L=1.00 3) All plates are MT20 plates uriless otherwise indicated. 4) This trass has been designed tor a 10.0 psf botlom chord live load nonconcurrent with any other live loads. 5) ' This trass has been designed tor a live load of 20.0pst on the bottom chord in all areas where a redangle 3-6-0 tall by 1 -0-0 wide will fit behween the bottom chord and any other members. 6) A plate rafing redudion ot 20% has been applied tor Ihe green lumber members. 7) This trass is designed in accordance wilh the 2009 Internafional Building Code secfion 2306.1 and referenced standard ANSI/TPI 1. LOADCASE(S) Standard 1) Regular: Lumber lncrease=1.25, Plate lncrease=1.25 Unitorm Loads (pit) Vert: 1-12-101, 12-13=-101,14-24-20 July 14,2011 WARNING-Ver^ design parameters and READ NOTES ON THIS AND INCLUDED MTTEKRBERBNCEPAfmMl 7473 rer. 10 VS BEFORE USE. Design valid for use only with MiTek connectors. Thfe design fe based on^ upon parameters shown, and fe for an individual building component. Applicability of design poramenters and proper incorporation of component fe responsibility of building designer - not truss designer. Brocing shown b for lateral support of Individual web members onty. Additional temporary tarocing to Insure stability during construction is the responsibillity of fhe erector. Additional permanent bracing of the overall structure fe the resjraonsibility of ttie building designer For general guidance regarding tafcaricatlon. quality control, storage, deliver/, erecfion and bracing, consult ANSl/TPll QuolHy Criieria, DSB-89 and BCSI Buttding Component Safefy infoimation avaikable from Truss Plate Institute, 281 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek' 7777 Greenback Lane, Surte 109 Crtrus Heights, CA, 95610 Job Tmss Tmss Type Qty Ply Hilton Carisbad Qty Ply R33366708 HILTON_CARLSBAD D01C KINGPOST 34 1 Job Reference (odionall SeledBuiid Distribution, Indio, CA - 92203 7.250 s May 11 2011 MiTek Industries, Inc. Thu Jul 14 05:45:21 2011 Page 1 ID:t2IODBRTySPeTJAdr1YqZzOnqQ-bCMh8??29bbgkZspFI2Awabi5LMyCWIGTDVmb9yyD6S 43-1-10 43-4il4 O.SOll2 Stale-1:73-3 8X12MT20H = 1 54-9 1 10-1-1 1 16-0-12 1 200-8 1 25-3-0 1 29-10-11 34-8-11 1 39-6-13 1 43-1-10 43-4,14 ' 5J1-9 ' 4-8-8 ' 4-11-11 4-11-12 5-2-7 4-7-12 1— 4-10-0 4-10-1 3-*13 0-Si| Plate Offsets (X.Yl: 111:0-3-8.0-2-01. [15:0-3-9.0-2-01 ILOADING (pst) 'TCLL 20.0 TCDL 18.0 BCLL 0.0 ' BCDL 10.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr YES Code IBC2009/TPI2007 CSI TC 0.49 BC 0.74 WB 0.95 (Matrix) DEFL Vert(LL) VertfTL) HoizfTL) in (loc) -0.48 20-21 -1.85 20-21 -0.35 26 l/defl >999 >279 n/a L/d 360 240 n/a PLATES MT20 MT20H Weight: 288 Ib GRIP 220/195 165/146 FT = 20% LUMBER TOPCHORD 2X6DFNo-1&BtrG BOTCHORD 2X6DFSSG WEBS 2 X 4 DF Slud G 'Except' 11-15,2-24: 2 X 4 DF No.1&Btr G REACTIONS (Ib/size) 26=2601/0-6-15 (min. 0-2-12), 15=2623/Mechanical Max Horzl5=-92(LC 3) Max Uplift26=-193{LC4), 15=-193{LC 6) BRACING TOP CHORD BOT CHORD WEBS Stiudural wood shealhing directly applied or 2-5-12 oc puriins, except end verticals. Rigid ceiling directiy applied or 10-0-0 oc bracing. 1 Row at midpt 11-15,10-16, 5-24, 2-26 MiTek recommends lhat Stabilizers and required cross bracing be installed during tiuss erection, in accordance with Stabilizer Installation guide. FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-5745/464, 3-4=-5735/458, 4-5=-5746/455, 5-6=-9061/700, 6-7=-9062/693, 7-8=-8934/680, 8-9-8926/674, 9-10-8935/673, 10-11 =-3858/294, 1-26=-252/44 BOT CHORD 25-26=-206/3278, 24-25-206/3278, 23-24=-542/7741, 22-23-542/7741, 21-22=-542/7741,20-21—677/9505, 19-20=-677/9505, 18-19=-504/7118, 17-18=-504/7118, 16-17—504/7118, 15-16=-262/3844 WEBS . 11-15=-4549/336, 11-16=-85/1774, 10-16—3673/273, 10-19-146/2021, 8-19=-465/79, 7-19=-687/52, 7-21 =-526/44, 6-21=-505/87, 5-21 =-115/1559, 5-24=-2409/184, 3-24-475/82, 2-24-231/3113, 2-26=-3937/296 NOTES 1) Wind: ASCE 7-05; 95mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; endosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip D0L=1.00 2) All plates are MT20 plates unless otherwise indicated. 3) The Fabricafion Tolerance at joint 22 = 16% 4) This tmss has been designed for a 10.0 pst bottom chord live load nonconcurrent wilh any olher live loads. 5) ' This Imss has been designed tor a live load of 20.0pst on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between Ihe bottom chord and any other members. 6) A plate rafing redudion of 20% has been applied tor the green lumber members. 7) Refer to girder(s) tor trass to trass connections. 8) Provide metal plate or equivalent al bearing(s) 12 lo support reacfion shown. 9) This Iruss is designed in accordance wilh Ihe 2009 Internafional Building Code section 2306.1 and referenced standard ANSI/TP11. LOADCASE(S) Standard 1) Regular: Lumber lncrease=1.25, Plate lncrease=1.25 Unitorm Loads (pit) Vert; 1-12=-101, 12-13=-61, 14-26=-20 ^,2011 A WARNING Verify design parameters and READ NOTES ON THIS AND INCLUDED MTEKRBERBNCB PAGBM17473 rer. 10 VS BEFORE tmE. [Resign valid for use only with MITek connectors. Thfe design fe based only upon parameters shown, and fe for on individual building component. Applicability of design poramenters and proper incorporation of component is responsibility ot building designer - not truss designer. Bracing shown fe for kjteral support of Individual web memtaers on^. Additional temporary tarocing to insure stability during construction fe the responsibillify of the erector. Additional permanent bracing of the overall structure b ttie responsibility of the building designer. For general guidance regarding fabrication, quality controt storage, delivery, erection and bracing, consult ANSI/TPII QuaHty Criteria, DSB-89 and BCSI Building Component Safety informaffon available from Tnjss Plate Instifute, 281 N. LeeStreel. Suite 312, Alexandria, VA 22314. MITek' 7777 Greenback Lane, Suite 109 Citms Heights, CA, 95610 Job Tmss Tmss Type Qty Ply Hilton Carisbad R33366709 HILTON_CARLSB/^ D01CA KINGPOST 9 1 .lob Reference (optionall SeledBuiid Distribution, Indio, CA - 92203 7.250 s May 11 2011 MiTek Industries, Inc. Thu Jul 14 05:45:22 2011 Page 1 ID:t2IODBRTySPeTJAolr1YqZzOnqQ-30w3ML?gvyiXMjR?p?ZPSo8uxlosx3EPhtEK8byyD6R 0.50 |i2_ 1 S-«.9 1 1(1-1-1 1 lfUl-1? 4-8-B ' 4.11-11 1 i7-fi-7i7-f,i?7n-nji 1 ' 2-4-6 0-i-IO 2-4-12 ' 5-2-7 —1 ?fl-in-ii 4-7-12 1— a4-R.11 4-10-0 1 30*1 a 4-10-1 _] 4.-^-i-in 43-fei4 ' 3-6-13 0-^^ Plate Offsets (X.Yl: [16:0-3-9.0-2-0]. [23:0-2-0.0-4-81 ILOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) l/defl Ud PLATES GRIP 'TCLL 20.0 Plates Increase 1.25 TC 0.42 Vert(LL) -0.07 18-20 >999 360 MT20 220/195 TCDL 18.0 Lumber Increase 1.25 BC 0.37 VertfTL) -0.29 18-20 >999 240 BCLL 0.0 * Rep Stress Incr YES WB 0.55 HorzfTL) -0.06 24 n/a n/a BCDL 10.0 Code IBC2009/rPI2007 (Matrix) Weight: 294 Ib FT = 20% LUMBER TOPCHORD 2X6DFN0.2G BOTCHORD 2X6DFN0.2G WEBS 2 X 4 DF Stud G 'Except* 12-16,2-26: 2 X 4 DF No, 1 &Bb G BRACING TOP CHORD BOT CHORD WEBS REACTIONS (Ib/size) 28=641/0-6-15 (min. 0-1-8), 16=1278/Mechanical, 24=3305/0-5-4 (min. 0-3-8) MaxHorz16=-92(LC3) Max Uplift28=-49(LC 4), 16=-95(LC 6), 24=-243(LC 4) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 5-6-132/2196, 6-7=-135/2194, 7-8=-50/995, 8-9=-2316/196, 9-10-2306/189, 10-11=-2317/188,11-12-1722/138 BOT CHORD 27-28=-4/529, 26-27=-4/529, 25-26=-1128/115, 24-25=-1128/115, 23-24-983/103, 22-23=-983/103, 21-22=-62/1147, 20-21 =-62/1147, 19-20=-171/2594, 18-19-171/2594, 17-18=-171/2594,16-17=-105/1710 i WEBS 12-16=-2024/151, 12-17=0/541, 11-17=-992/76, 11-20-325/27, 9-20-469/79, 8-20-100/1360, 8-22=-2429/182, 7-22-45/1173, 5-24-1715/127, 5-26=-107/1550, 3-26=-470/83, 2-26—460/32, 2-28-608/52, 7-24=-1961/148 Stiudural wood shealhing directly applied or 4-11 -14 oc puriins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. Except: 6-0-0 oc bradng: 25-26,24-25,22-24. 1 Row at midpt 8-22 MiTek recommends that Slabilizers and required cross bradng be installed during Iruss erecllon, in accordance with Stabilizer Installation ouide, NOTES 1) Wind: ASCE 7-05; 95mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; endosed; MWFRS (low-rise); cantilever left and righl exposed ; end vertical left and right exposed; Lumber D0L=1.00 plate grip D0L=1.00 2) This tiuss has been designed tor a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed tor a live load of 20.Opsf on the bottom chord in all areas where a redangle 3-6-0 tall by 1-0-0 wide will flt behveen the bottom chord and any other members. 4) A plate rating redudion ot 20% has been applied for the green lumber members. 5) Reter to glrder(s) tor trass to trass connections. 6) This trass is designed In accordance with the 2009 Intemational Building Code secfion 2306.1 and referenced standard ANSI/TPI 1. LOADCASE(S) Standard 1) Regular: Lumber lnCTease=1.25, Plate lncrease=1,25 Unitorm Loads (pit) Vert: 1-13=-101,13-14=-61, 15-28=-20 14,2011 ^ WARNING Verify design parameters and READ NOTES ON THIS AND INCLUDED MTEK REFERENCE PAOB M17473 rer. 10 VS BEFORB USE. Design valid for use only with MITek connectors. Thb design fe based on^ upon parameters shown, and fe for on individual buiidtng component. Applicability of design paramenters and proper Incorporation of component fe responsibility of building designer - not truss designer Bracing shown fe for lateral support of Individual web memtaers only. Additional temporary bracing to insure stability during construction fe the responsibillity of the erector. Additional permanent bracing of the overall structure fe the responslbil'tty of the building designer. For general guidance regarding fobrication. quality controt storage, delivery, erecfion and tarocing, consul ANSl/TPll Quaffly Criteria, DSB-89 and BCSi Buttding Component Soiety infoimoflon available from Truss Plate Institute, 281 N. Lee Sfreet. Suite 312. Alexandria, VA 22314. MiTek' 7777 Greenback Lane, Suite 109 Crtrus Heights, CA, 95610 Job Tmss Tmss Type Qty Ply Hilton Carisbad R33366710 HILTON_CARLSBAD D01CB KINGPOST 1 1 Job Reference (ootionall SeledBuiid Distribution, Indio, CA-92203 7.250 s May 11 2011 MTTek Industries, Inc. Thu Jul 14 05:45:23 2011 Page 1 ID:t2IODBRTySPeTJAolr1YqZzOnqQ-YbURZh0lgDrO_t0BNj4e??g3t97KgWTYwX_tg1yyD6Q 25-3-0 I 29-10-11 I 34*11 i I 3ft*13 • 4i_T_-n • A-^ri-n ' A.fn.A -+-42.7-in 42. I--I-17-5-217-7,1220*6 42-7-15 42-i11-3 3-1-2 ojsU _4Si. 2-1-6 0-j-lO 2-4-12 Plate Offsets (X.Y); [23:0-2-0 0-4-81 I LOADING (pst) 'TCLL 20.0 TCDL 18.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr YES Code IBC2009/TPI2007 DEFL in (loc) l/defl Ud Vert(LL) -0.07 18-20 >999 360 Vert(TL) -0.27 18-20 >999 240 HorzfTL) -0.05 24 n/a n/a PLATES GRIP MT20 220/195 Weight: 291 Ib FT = 20% LUMBER TOP CHORD BOT CHORD WEBS 2X6DF N0.2G 2X6DF N0.2G 2 X 4 DF Stud G 'Except' 12-16,2-26: 2 X 4 DF No,1&Btr G BRACING TOP CHORD BOT CHORD WEBS REACTIONS (Ib/size) 28=659/0-6-15 (min. 0-1-8), 16=1256/Mechanical, 24=3251/0-5-4 (min. 0-3-7) Max Horzl6-91 (LC 3) Max Uplift28=-50(LC 4), 16=-93(LC 6), 24=-239(LC 4) FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. 5-6=-125/2101, 6-7-128/2099, 7-8=-45/923, 8-9=-2269/192, 9-10=-2258/186. 10-11=-2270/184, 11-12=-1517/122 27-28=-6/554, 26-27=-6/554, 25-26=-1048/109. 24-25=-1048/109, 23-24=-911/98, 22-23=-911/98, 21-22=-63/1160, 20-21-63/1160, 19-20-162/2474, 18-19=-162/2474, 17-18=-162/2474, 16-17-89/1506 12-16=-1864/139,12-17-1/584,11-17=-1086/84, 9-20-469/79, 8-20=-94/1288, 8-22=-2362/177, 7-22=-42/1142, 5-24-1690/126, 5-26=-104/1515, 3-26=-470/83. 2-26=-428/29, 2-28=-638/54, 7-24=-1923/145 TOP CHORD BOT CHORD I WEBS Sbudural wood sheathing directly applied or 5-0-9 oc puriins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. Except: 6-0-0 oc bradng: 25-26,24-25,22-24, 1 Row at midpl 8-22 MiTek recommends that Stabilizers and required cross bracing be installed during Iruss ereclion, in accordance with Stabilizer Installation guide. NOTES 1) Wind: ASCE 7-05; 95mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; endosed; MWFRS (low-rise); canfilever left and right exposed ; end vertical left and righl exposed; Lumber D0L=1.00 plate grip D0L=1.00 2) This trass has been designed tor a 10.0 psf bottom chord live load nonconcurrent wilh any other live loads. 3) ' This tmss has been designed tor a live load of 20.0pst on the bottom chord in all areas where a redangle 3-6-0 lall by 1-0-0 wide will fit between the botlom chord and any other members. 4) A plale rating redudion ot 20% has been applied tor the green lumber members. 5) Reter to girder(s) tor trass to truss connections. 6) This trass is designed in accordance with the 2009 Intemational Building Code section 2306.1 and referenced standard ANSI/TP11. LOADCASE(S) Standanj 1) Regular: Lumber lncrease=1.25, Plale lncrease=1.25 Unifonn Loads (pit) Vert; 1-13-101, 13-14-61, 15-28-20 July 14,2011 A WARNING Verify design parameters and READ NOTES ON THIS AND INCLtlDB)M'rBKREFERENCE PAtm Mil 7473 rer. 10 VS BEFORE USB. Design valid for use only with MITek connectors. Thb design fe based only upaon parameters shown, and fe for on individual building component. Applicabllity of design paramenters and proper incorporation of component is responsibiiitY of building designer - not truss designer. Bracing shown fe for lateral support of Individual web memtaers ony. Additional temporary bracing fo insure stataility during constnjction fe the responsibillity of fhe erector Addifronal permanent bracing of the overall structure fe ttie responsibility of the building designer. For general guidance regarding fabrication, quality confroL storage, delivery, erection and bracing, consult ANSI/TPII Quattty Criteria, DSB-89 and BCSi Buttding Component Safety Infoimoflon available from Truss Plate Institute, 281 N. Lee Sfreet. Suite 312, Alexandria, VA 22314. MITek' 7777 Greenback Lane, Surte 109 Crtms Heights, CA, 95610 Job Tmss Tmss Type Qty Ply Hilton Carisbad R33366711 HILTON_CARLSBAD D01CC KINGPOST 1 1 .lob Reference (odionall SeledBuiid Disti-ibution, Indio, CA - 92203 7.250 s May 11 2011 MiTek Industries, Inc, Thu Jul 14 05:45:25 2011 Page 1 ID:12IODBRTySPeTJAdr1YqZzOnqQ-UzcC_N2YCq66DAAaU8764QmP2zqt8N4rtDrT_kwyyD60 40.11-3 a^ifi I ZSJflJJ 1 attu 1 3M-13 fn-r-isi i t-^_7 ' j-T-4'> 4_in-n ' 4_in_i ' ' ' f)50ll2 40-11-3 -(TTTH Plate Offsets (X.Y); [23:0-2-0 0-4-81 ILOADING (psO 'TCLL 20.0 TCDL 18.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Slress Incr YES Code IBC2009/rPI2007 CSI TC 0.36 BC 0.29 WB 0.73 (Matrix) DEFL in (loc) l/defl Ud Vert(LL) -0.05 20 >999 360 VertfTL) -0.21 18-20 >999 240 HorzfTL) -0.04 28 n/a n/a PLATES GRIP MT20 220/195 Weighl; 280 Ib FT = 20% LUMBER TOP CHORD BOT CHORD WEBS 2X6DFN0.2G 2 X 6 DF No.2 G 2 X 4 DF Slud G 'Except' 12-16,2-26; 2 X 4 DF No.l&Bb G BRACING TOP CHORD BOT CHORD WEBS REACTIONS (Ib/size) 28=718/0-6-15 (min. 0-1-8), 16=1155/Mechanical, 24=3051/0-5-4 (min, 0-3-4) Max Horz16=-90(LC 3) Max Uplift28=-54(LC 4), 16=-86(LC 6), 24=-224(LC 4) Strudural wood sheathing directly applied or 5-4-8 oc puriins, end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing, Except; 6-0-0 oc bradng: 25-26,24-25,22-24, 1 Row at midpl 8-22 except MiTek recommends that Slabilizers and required cross bracing be installed during trass erection, in accordance with Stabilizer Installation quide, FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD BOT CHORD I WEBS 2-3=-394/72, 3-4-384/66, 4-5=-395/63, 5-6=-102/1785, 6-7-105/1782, 7-8=-29/701, 8-9=-2008/171, 9-10-1997/164,10-11=-2009/163,11-12=-629/53 27-28=-12/636, 26-27=-12/636, 25-26=-782/90, 24-25-782/90, 23-24—689/82, 22-23=-689/82, 21-22=-61/1145, 20-21=-61/1145, 19-20—118/1912, 18-19—118/1912, 17-18=-118/1912, 16-17=-55/618 12-16=-1417/106, 12-17=-17/764, 11-17=-1452/112, 9-20=-470/79, 8-20=-72/1000, 8-22=-2092/157, 7-22=-33/1017, 5-24=-1609/120, 5-26—96/1397, 3-26=-471/83, 2-26=-320/21, 2-28=-738/61, 7-24=-1770/134 NOTES 1) Wind: ASCE 7-05; 95mph; TCDL=8.4psf BCDL=4.2pst; h=25ft; Cat. II; Exp C; endosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and righl exposed; Lumber D0L=1.00 plate grip D0L=1.00 2) This buss has been designed for a 10.0 pst bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed fora live load ot20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any olher members. 4) A plate rafing redudion ot 20% has been applied for the green lumber members. 5) Refer to girder(s) for trass lo Iruss connedions. 6) This tiuss is designed in acconiance wilh the 2009 Internafional Building Code section 2306.1 and referenced standard ANSI/TPI 1. LOADCASE(S) standard 1) Regular: Lumber lnCTease=1.25, Plale lncrease=1.25 Uniform Loads (plf) Vert: 1-13-101, 13-14-61, 15-28=-20 July 14,2011 A WARtttNO Verify design parameters and READ NOTES ON THIS AND INCLUDED MTEKRBBRENCE PAGE M17473 rer. lO VSB&OREUSE. Design valid for use only with MiTek connectors. Thfe design fe based only upon parameters shown, and fe for an individual building component. Applicability of design poramenters and proper Incorporation of component fe responsibility of building designer - not truss designer. Bracing shown fe for lateral support ot Individual web members only. Additional femporar/ bracing to insure statjillty during construction fe the responsibillify of the erector Additional permanent bracing of the overall structure is the responsibility of ttie building designer For general guidance regarding fabrication, quality controL storage, dcRvery, erection and taracing, consult ANSI/TPII Quattty Criteria, DSB-89 and BCSI Buttding Componenf Safety information available from Truss Plote Institute, 281 N. Lee Sfreet. Suite 312, Alexandria. VA 22314. MITek' 7777 Greenback Lane, Suite 109 Crtms Heights, CA, 95610 Job Tmss Truss Type Qty Ply Hilton Caristiad Truss Type Qty Ply R33366712 HILTON_CARLSBAD DOI CD KINGPOST 1 1 Job Reference (odionall SeledBuiid Disti-ibution, Indio, CA - 92203 7.250 s May 11 2011 MTTek Industries, Inc. Thu Jul 14 05:45:26 2011 Page 1 ID:t2IODBRTySPeTJAolr1YqZzOnqQ-y9AaCj2Bz8Ezri<lm2reLcelaSMBJtsZ?cVCXHMyyD6N 25-3-0 I 29-10-11 I 34*11 | 38-7-15 abjH-3 0.50 Scale = 1:65.7 0-i'lO 2 38-7-15 ^^1^ Plate Offsets (X.Y); 121:0-2-0.0-4-81 • u .OADING (psO 'TCLL 20.0 TCDL 18.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr YES Code IBC2009/TPI2007 CSI TC 0.32 BC 0.21 WB 0.59 (Matrix) DEFL in (loc) l/defl Ud Vert(LL) -0.04 18 >999 360 Vert(TL) -0.15 18-19 >999 240 HorzfTL) -0.04 26 n/a n/a PLATES GRIP MT20 220/195 Weight: 266 Ib FT = 20% LUMBER TOP CHORD BOT CHORD WEBS 2 X 6 DF No.2 G 2 X 6 DF No.2 G 2 X 4 DF Stud G 'Except' 2-24;2X4DF No.l&BlrG BRACING TOP CHORD BOT CHORD WEBS REACTIONS (Ib/size) 26=775/0-6-15 (min. 0-1-8), 22=2850/0-5-4 (min. 0-3-1), 15=1057/Mechanical Max Horzl5=-88(LC 3) Max Uplift26=-58(LC 4), 22=-209(LC 4), 15=-79{LC 6) Strudural wood sheathing directly applied or 5-10-1 oc puriins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. Except: 6-0-0 oc bradng: 23-24,22-23,20-22. 1 Row at midpt 8-20 MiTek recommends lhal Stabilizers and required cross bracing be installed during tmss ereclion, in accordance witti Stabilizer Installation ouide. FORCES (lb). TOP CHORD BOT CHORD kWEBS Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. 2-3=-557/84, 3-4=-547/77, 4-5=-558/75, 5-6=-80/1478, 6-7=-83/1475, 7-8=-18/490, 8-9=-1721/147, 9-10=-1711/141,10-11 =-1722/139 25-26=.18/717, 24-25=-18/717, 23-24=-523/71, 22-23=-523/71, 21-22=-478/68, 20-21 =-478/68, 19-20=-57/1114, 18-19=-57/1114, 17-18=-73/1337, 16-17=-73/1337, 15-16=-73/1337 11-18=-31/420, 9-18-465/79, 8-18=-50/700, 8-20-1817/136, 7-20=-23/889, 5-22=-1531/114, 5-24=-88/1282, 3-24=-472/83, 2-26=-835/68, 7-22=-1613/122, 11-15=-1577/121 NOTES 1) Wind: ASCE 7-05; 95mph; TCDL=8.4pst; BCDL=4.2pst; h=25ft; Cat. II; Exp C; endosed; MWFRS (low-rise): canfilever left and righl exposed ; end vertical left and right exposed; Lumber D0L=1.00 plate grip D0L=1.00 2) This truss has been designed for a 10.0 pst bottom chord live load nonconcurrent with any other live loads. 3) ' This trass has been designed tor a live load ot 20.0pst on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 4) A plate rating redudion ot 20% has been applied tor the green lumber members. 5) Reter to girder(s) tor trass to tmss connections. 6) This truss is designed in accordance with Ihe 2009 International Building Code secfion 2306.1 and referenced standard ANSI/TP11. LOADCASE(S) Standard 1) Regular: Lumber lncrease=1.25, Plale lncrease=1.25 Uniform Loads (pit) Vert: 1-12=-101,12-13-61, 14-26-20 [2[^>O0Z4486 jSl EXP, 13*31-11 14,2011 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MTTEK RBERENCE PAGB Ml 7473 rer. 10 VS BEFORE USB. Design valid for use only with MiTek connectors, Thfe design fe based only upon parameters shown, and fe for an Individual building component. Applicability of design paramenters and proper incorporation ot component fe resFaonsibillty of building designer - not truss designer. Bracing shown fe tor lateral support of individual web memtaers only. Addifional temporary bracing to insure stataility during construction fe the responsibillity of fhe erector. Additional permanent bracing of fhe overall structure fe fhe responsibility of the building designer For general guidance regarding faiDricotion. quality control, storage, delivery, erection and bracing, consult ANSI/TPil Quattty Criieria. DSB-89 and BCSI Buttding Componeni Safety Information available from Tnjss Plate Institute, 281 N. Lee Sfreet. Suite 312. Alexandria, VA 22314. MITek" 7777 Greenback Lane, Suite 109 Citms Heights, CA, 95610 Job Tmss Tmss Type Qty Ply Hilton Carisbad Tmss Type R33366713 HILTON_CARLSBAD [MICE KINGPOST 1 1 Job Reference (optionall SeledBuiid Disti-ibution, Indio, CA - 92203 7.250 s May 11 2011 MTTek Industries, Inc. Thu Jul 14 05:45:28 2011 Page 1 ID:t2IODBRTySPeTJAdr1YqZzOnqQ-uYHKcP4RVIUg4ev99Ggpi30x6AuSLgsl4pheLFyyD6L 2&<r8 I 25^43 J 2&-10-1t I 34*11 , 38.7-1536^-3 0.50 Il2 Scale = 1:62.3 -I-17*2 17f.12 20*8 . 36-7-153R41-3 ' 1-11-4 Q54 2-46 O-2-lO 2-4-12 Plate Offsets (X.Yl: [21:0-2-0 0-4-81 _ I LOA DING (pst) FTCLL 20.0 TCDL 18.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr YES Code IBC2009/TPI2007 CSI TC 0.31 BC 0.17 WB 0.92 (Matrix) DEFL in (loc) l/defl Ud Vert(LL) -0.03 18-19 >999 360 VertfTL) -0.11 18-19 >999 240 HorzfTL) -0.03 26 n/a n/a PLATES GRIP MT20 220/195 Weight: 255 Ib FT = 20% LUMBER TOP CHORD BOT CHORD WEBS REACTIONS 2X6DF N0.2G 2 X 6 DF No.2 G 2 X 4 DF Slud G 'Except' 2-24:2X4 DF No.l&BbG BRACING TOP CHORD BOT CHORD (Ib/size) 26=826/0-6-15 (min. 0-1-8). 22=2656/0-5-4 (min. 0-2-13), 15=958/Mechanical Max Horz15=-86(LC 3) Max Uplift26=-62(LC 4), 22=-194(LC 4), 15=-72(LC 6) FORCES (Ib) - Max, Comp./Max. Ten, - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-701/94, 3-4=-691/88, 4-5=-702/85, 5-6=-61/1207, 6-7=-63/1204, 7-8=-24/316, 8-9=-1399/120. 9-10=-1389/114,10-11=-1400/113 BOT CHORD 25-26=-23/788, 24-25=-23/788, 23-24=-295/55, 22-23=-295/55, 21-22-305/56, 20-21-305/56, 19-20-51/1046, 18-19—51/1046, 17-18-43/715, 16-17=-43/715, 15-16=-43/715 WEBS 11-18=-56/757, 9-18=-468/81, 8-18=-27/403, 8-20—1540/115, 7-20—13/761, 5-22-1463/109, 5-24=-80/1180, 3-24=-472/83, 2-26=-921/74, 7-22=-1455/110, 11-15=-1156/91 Strudural wood sheathing direcUy applied or 6-0-0 oc puriins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. Except: 6-0-0 oc bradng: 23-24,22-23,20-22, MiTek recommends lhat Slabilizers and required cross bracing be inslailed during tiuss ereclion, in accordance witti Stabilizer Installation guide. NOTES 1) Wind: ASCE 7-05; 95mph; TCDL=8.4pst; BCDL=4.2psf h=25ft; Cat. II; Exp C; endosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip D0L=1.00 2) This trass has been designed for a 10.0 pst bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed tor a live load ot 20.0pst on Ihe bottom chord in all areas where a redangle 3-6-0 tall by 1 -0-0 wide will fit between the bottom chord and any olher members. 4) A plale rating redudion ot 20% has been applied for the green lumber members. 5) Refer to girder{s) for trass to trass connections. 6) This Iruss is designed in accordance with the 2009 Internafional Building Code section 2306.1 and referenced standard ANSI/TPI 1. LOADCASE(S) Standard 1) Regular; Lumber lncrease=1.25, Plate lncrease=1,25 Uniform Loads (pit) Vert; 1-12=-101, 12-13=-61,14-26=-20 4,2011 WARNING Verify design parcaneters and READ NOTES ON THIS AND INCLUDO) MTEK RBBtENCE PAGB Mr7473 rer. 10 VS BEFORB USE. Design valid for use only with MITek connectors. Thfe design fe based only upon parameters shown, and b tor an indlv-Kdual building component. Applicobinty of design paramentets and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown b for lateral support of individual web memtaers only. Additional temporary bracing to insure slabilify during construction b the responsitjillity of the erector Addltkanal permanent bracing of fhe overall structure fe fhe responsibility of fhe building designer. For general guidance regarding fataricatlon. quolit/ control, storage, delivery, erection and txacing, consult ANSI/TPil Quattty Criteria, DSB-89 and BCSI Buttding Component Safefy infoimation available from Truss Plate Institute, 281 N. Lee Sfreet, Suite 312, Alexandria, VA 22314. MiTek' 7777 Greenback Lane. Surte 109 Citrus Heights, CA, 95610 Job Tmss Tmss Type Qty Ply Hilton Carisbad Tmss Type R33366714 HILTON_CARLSBAD D01D KINGPOST 1 1 Job Reference (optionall SeledBuiid Distribution, Indio, CA - 92203 I 2-4-14 I 4-11-14 7.250 s May 11 2011 MiTek Industries, Inc. Thu Jul 14 05:45:29 2011 Page 1 ID:t2IODBRTySPeTJAoir1YqZzOnqQ-Mkriql53G3cXioULjzB3EGw7LaDV4BeRITRBthyyD6K 2-4-14 2-7-0 kLOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) l/defl Ud PLATES GRIP 'TCLL 20.0 Plates Increase 1.25 TC 0.21 Vert(LL) -0.02 12-14 >999 360 MT20 220/195 TCDL 18.0 Lumber Increase 1.25 BC 0.18 Vert(TL) -0.09 12-14 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.70 HorzfTL) -0.02 16 ri/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix) Weighl: 1571b FT = 20% LUMBER TOP CHORD BOT CHORD WEBS REACTIONS 2 X 6 DF No.2 G 2 X 6 DF No.2 G 2 X 4 DF Stud G BRACING TOP CHORD BOT CHORD (Ib/size) 18=-182/Mechanical, 16=1932/0-5-4 (min. 0-2-1), 11=916/Mechanical Max Horz11=-66(LC 3) Max Uplifti 8=-182(LC 1), 16=-142(LC 4), 11=-69(LC 6) Max Grav18=14(LC6), 16=1932(LC 1), 11=916(LC 1) Sbudural wood shealhing directly applied or 6-0-0 oc puriins, except end verticals. Rigid ceiling diredly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bradng: 17-18,16-17, MiTek recommends thai Stabilizers and required cross bracing be installed during tmss erection, in accordance wilh Stabilizer Installation guide, FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3-20/662, 3-4=-22/660, 6-7=-1161/100, 7-8-1157/93 BOT CHORD 14-15=-50/1133, 13-14-50/1133,12-13-50/1133 WEBS 8-12-100/1294, 7-12=-514/89, 6-15=-1162/86, 4-15-1/594, 2-16-717/56, 2-18=-24/374, 4-16=-1253/94, 8-11 =-862/87 I NOTES |l) Wind: ASCE 7-05; 95mph; TCDL=8.4pst; BCDL=4.2pst; h=25ft; Cat. II; Exp C; endosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber D0L=1.00 plate grip D0L=1.00 2) This truss has been designed for a 10.0 pst bottom chord live load nonconcurrent with any other live loads. 3) ' This trass has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between Ihe bottom chord and any other members. 4) A plate rating redudion of 20% has been applied tor the green lumber members. 5) Reter to girder(s) for tmss to trass connections. 6) This trass is designed in accordance with the 2009 Intemational Building Code secfion 2306.1 and referenced standard ANSI/TPI 1. LOADCASE(S) Standard 1) Regular: Lumber lncrease=1.25, Plate lncrease=1.25 Unitorm Loads (plf) Vert: 1-8—101, 8-9—61, 10-18—20 14,2011 ^ WARNING Verify design parameters and READ NOTES ON THIS AND INCLtlDEDIiriEKRBERENCBPAtSE Ml 7473 rer. 10 VS BEFORE USE. Design valid for use only with MlTek connectors. Thfe design fe based only upon parameters shown, and k for on individual building componenf. Applicabirity of design poromenters and proper incorporation of component b responsibility of tauilding designer - not truss designer Bracing shown b for kiteral support of Individual web members on^. Additional femporory bracing to Insure stataility during construction fe the rBsponsibilllty of fhe erector Additional permanent bracing of the overall structure fe the responsibility of ftie building designer. For general guidance regarding fataricatlon, quality controL storage, delivery, erection and taracing, consult ANSI/TPII Quattly Criteria, DSB-89 and BCSI Buttding Component Safely Infoimation available from Truss Plate Institute, 281 N. Lee Sfreet. Suite 312, Alexandria, VA 22314. MITek' powKH TO mtromtA.' 7777 Greenback Lane, Surte 109 Citms Heights, CA. 95610 Job Tmss Tmss Type Qty Ply Hilton Carisbad Qty Ply R33366715 HILTON_CARLSBAD DOI DA KINGPOST 1 1 Job Reference (odionall SeledBuiid Distribution, Indio, CA - 92203 2-1-14 I 4-11-14 i- 7.250 s May 11 2011 MTTek Industries, Inc. Thu Jul 14 05:45:30 2011 Page 1 ID:t2IODBRTySPeTJAolr1YqZzOnqQ-qxP5146h1MkOJy2XHhilnUTJx XwpgUaX6AIQ7yy[D6J 12-7-2 I 17-2-13 I 2!bi!J 2!tif 2-4-14 2-7-0 4-7-12 Seals = 1:33.8 2^-14 4-7-12 LOADING (psf) ITCLL 20.0 FTCDL 18.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr YES Code IBC2009/TPI2007 DEFL in (loc) l/defl L/d Vert(LL) -0.04 14-15 >999 360 Vert(TL) -0.14 14-15 >999 240 HorzfTL) -0.04 18 n/a n/a PLATES GRIP MT20 220/195 Weight: 1461b FT = 20% LUMBER TOPCHORD 2X6DFN0.2G BOTCHORD 2X6DFN0.2G WEBS 2 X 4 DF Stud G BRACING TOP CHORD BOT CHORD REACTIONS (Ib/size) 18=1201/Mechanical, 11=1223/Mechanical MaxHorz11=-65{LC3) Max Uplifti 8=-87(LC 4), 11=-92(LC 6) FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3-1381/134, 3-4-1386/131, 4-5=-1852/162, 5-6-1863/160, 6-7-1129/93, 7- 8=-1122/87 BOTCHORD 17-18=-21/745, 16-17=-21/745,15-16-101/1850,14-15-112/2013, 13-14-112/2013, 12-13=-112/2013 WEBS 8-12-115/1520, 7-12=-402/68, 6-12=-1051/84, 2-16-71/1022, 2-18-1280/96, 8- 11 =-1191/101, 4-16=-770/58 Sbudural wood sheathing directly applied or 5-6-10 oc purtins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. MITek recommends that Slabilizers and required cross bracing be Installed during tmss erection, in accordance with Stabilizer Installafion guide. NOTES ^1) Wind: ASCE 7-05; 95mph; TCDL=8.4psf BCDL=4.2pst; h=25ft; Cat. II; Exp C; endosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber D0L=1.00 plate grip D0L=1.00 2) This buss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This trass has been designed tor a live load ot 20.0pst on the bottom chord in all areas where a redangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 4) A plate rating redudion ot 20% has been applied tor the green lumber members. 5) Refer to girder(s) tor Imss lo truss connections. 6) This trass is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. LOADCASE(S) Standard 1) Regular: Lumber lncrease=1.25, Plale lncrease=1.25 Uniform Loads (plf) Vert: 1-8=-101, 8-9-61, 10-18=-20 4,2011 A WARNim Va-yy design parameters and READ NOTES ON THIS AND INCLUDED MTEK RBFERBNCB PAGE M17473 rer. 10 VS BEFORE USB. Design valid for use only with MiTek connectors. Thfe design fe based only upon parameters shown, and fe for an individual building component. Applicability of design poramenters and proper incorporation of component b responsibility of building designer - not truss designer Bracing shown fe for katerol support ot individual web members only. Additional temporary bracing to insure stotaility during construction fe the responsibillity ot the erector. Additional peimanent bracing of the overall sfructure b the responsibility of the building designer For general guidance regarding fabrication, quality controL storage, deliven', erection and bracing, consult ANSi/TPii Quattly Criieria. DSB-89 and BCSI Buttding Componenf Safety Infoimation available from Truss Plate Institute, 281 N. Lee Street, Suite 312, Alexandria, VA 22314. MITek" rawEM TO ^ItFOIIK- 7777 Greenback Lane, Surte 109 Crtms Heights, CA. 95610 Job Tmss Truss Type Qty Ply Hilton Carisbad Qty R33366716 HILTON_CARLSBAD D01DB KINGPOST 1 1 Job Reference (optionall SeledBuiid Distribution, Indio, CA - 92203 7.250 s May 11 2011 MTTek Industries, Inc. Thu Jul 14 05:45:30 2011 Page 1 ID:t2IODBRTySPeTJAdr1Yq2zOnqQ-qxP5146h1MkOJy2XHhilnUTJ3_YrpetaX6AIQ7yyD6J 0,50 |l2 Scale = 1:30,4 *c4 = 15 14 133x4 • 12 11 10 16 M II 4X6 = 2x4 ll 5x8 = 9 2x4 II 1 2-4-14 1 4-11-14 1 7-4-10 12-7-2 17-2-13 1 18*1 18-3-5 2-4-14 2-7-0 2-4-12 5-2-7 4-7-12 o-w o!-3-^ .LOADING (pst) SPACING 2-0-0 CSI DEFL in (loc) l/defl L/d PLATES GRIP ITCLL 20.0 Plates Increase 1.25 TC 0 15 Vert(LL) -0.03 12-13 >999 360 MT20 220/195 "TCDL 18.0 Lumber Increase 1.25 BC 0.24 Vert(TL) -0.11 12-13 >999 240 BCLL 0.0 * Rep Stress Incr YES WB 0.70 HorzfTL) -0.03 16 n/a n/a BCDL 10.0 Code IBC2009/rPI2007 (Matrix) Weight: 136 Ib FT = 20% LUMBER TOPCHORD 2X6DFN0.2G BOTCHORD 2X6DFN0.2G WEBS 2 X 4 DF Stud G BRACING TOP CHORD BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc purtins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 16=1080/Mechanical, 10=1102/Mechanical Max Horz 10=64{LC 5) Max Uplifti 6=-77(LC 4), 10=-84(LC 6) FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3-1198/120, 3-4=-1203/117, 4-5=-1576/139, 5-6=-330/29, 6-7=-317/24 BOTCHORD 15-16=-15/662, 14-15=-15/662,13-14-78/1563, 12-13-72/1497,11-12=-72/1497 WEBS 7-10=-1035/68, 7-11 =-84/1144, 6-11=-387/65, 5-11=-1381/111, 2-14-59/860, 2-16=-1137/85, 4-14=-601/44 MiTek recommends lhal Slabilizers and required cross bracing be installed during tiuss eredion, in accordance with Stabilizer Installation guide. NOTES 1) Wind: ASCE 7-05; 95mph; TCDL=8.4psf BCDL=4.2pst; h=25ft; Cal. II; Exp C; endosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber D0L=1.00 plate grip D0L=1.00 >2) This tiuss has been designed tor a 10.0 pst bottom chord live load nonconcurrent with any other live loads. 3)' This tmss has been designed for a live load ot 20.0pst on the bottom chord in all areas where a redangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 4) A plate rating redudion ot 20% has been applied tor the green lumber members. 5) Refer to girder(s) tor trass to tmss connections. 6) This Iruss is designed in accordancewith the 2009 International Building Code section 2306.1 and referenced standard ANSI/TP11. LOADCASE(S) Standard 1) Regular: Lumber lncrease=1.25, Plate lncrease=1.25 Uniform Loads (plf) Vert: 1-7=-101, 7-8=-61, 9-16-20 §Mr. ,74 40«^\^ 074486 g EXE 31-11 *<011 A WARNING VerifydesignparametersandREADN0TES0NTHISANDINCHIDBDMTEKRBBRBNCBPAGBMl7473 rer. 10 VS BEFORE tSE. Design valid for use only wifh MiTek connectors. Thk design fe based only upon parameters shown, and b for on individual building component. Applicability of design paramenters and proper incorporation of component fe responsibitity of building designer - not truss designer Bracing shown te for lateral support of individual web members only. Additional temporary bracing to insure stability during construcflon is the responsibillity of the erector. Additional permanent bracing of fhe overall structure b the responsibility of ftie building designer For general guidance regarding toijricotion. quailty controt storage, delivety. erection and taracing. consult ANSI/TPII QualHy Criteria, DSB-89 and BCSI Buttding Component Safety Infoimation available from Tnjss Plate Institute, 281 N. Lee Sfreet, Suite 312, Atexandria. VA 22314. Mijek;^ 7777 Greenback Lane, Surte 109 Citms Heights. CA, 95610 Job Tmss Tmss Type Qty Ply Hilton Carisbad Tmss Type Qty Ply R33366717 HILTON_CARLSBAD DOI DC KINGPOST 1 1 Job Reference (optionall SeledBuiid Distribution, Indio, CA - 92203 7.250 s May 11 2011 MTTek Industries, Inc. Thu Jul 1405:45:31 2011 Pagel ID:t2IODBRTySPeTJAolr1YqZzOnqQ-J7zTFQ6JogsFx5dkqOEXJh?UrNvDY9FkmmwlyZyyD6l 12i2 ; ItSJ ltl* 0.50 il2 2-7-1) 2^-12 5-2-7 LOADING (psf) CLL 20.0 TCDL 18.0 BCLL 0.0 8CDL 10.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr YES Code 1BC2009/TPI2007 CSI TC 0.15 BC 0.17 WB 0.43 (Matrix) DEFL in (loc) l/defl Ud Vert(LL) -0.02 11 >999 360 Vert(TL) -0.07 10-11 >999 240 HorzfTL) -0.02 14 n/a n/a PLATES GRIP MT20 220/195 Weight; 120 lb FT = 20% LUMBER TOPCHORD 2X ODF No.2 G BOTCHORD 2X6DFN0.2G WEBS 2 X 4 DF Stud G REACTIONS (Ib/size) 14=959/Mechanical, 9=g81/Mechanical Max Horz 9=65(LC 5) Max Uplifti 4=-68(LC 4), 9=-76(LC 6) BRACING TOP CHORD BOT CHORD Stmdural wood sheathing directly applied or 6-0-0 oc puriins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Slabilizers and required cross bracing be installed during Iruss eredion, in accordancewith Stabilizer Installafion guide. FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3-1014/105, 3-4-1018/102, 4-5=-1293/116 BOT CHORD 13-14=-8/579,12-13-8/579.11-12-56/1281,10-11=-29/967, 9-10=-29/967 WEBS 5-9=-1261/101, 5-11=-32/358, 2-12-45/696, 2-14-995/74, 4-12-441/32 NOTES 1) Wind: ASCE 7-05; 95mph; TCDL=8.4pst; BCDL=4.2psf; h=25n; Cat. II; Exp C; endosed; MWFRS (low-rise); canfilever left and right exposed ; end vertical left and right exposed; Lumber D0L=1.00 plate grip D0L=1.00 2) This tiuss has been designed tor a 10.0 pst bottom chord live load nonconcurrent wilh any other live loads. ^3)' This truss has been designed for a live load ot 20.Opsf on the bottom chord in all areas where a redangle 3-6-0 tall by 1 -0-0 wide will frt between the bottom chord and any other members. 4) A plale rafing redudion of 20% has been applied for Ihe green lumber members. 5) Reter to girder(s) tor trass to trass connections. 6) This tmss is designed in accordance with the 2009 international Building Code secfion 2306.1 and referenced standard ANSI/TPI 1. LOADCASE(S) Standard 1) Regular. Lumber lncrease=1.25, Plate lncrease=1.25 Unitorm Loads (plf) Vert: 1-6=-101, 6-7-61, 8-14=-20 4,2011 A WARNING Verify design peirameters and READ NOTES ON THIS AND INCLUDED MTBK REFERENCE PAGE M17473 rer. 10 VS BEFORE tISE. Design valid for use only with MiTek connectors, Thfe design b based onty upon parametets shown, and fe for on individual building component. Applicability of design paramenters and praper incorporation of component fe responsibility of building designer - not truss designer. Bracing shown b for lateral support of Indivkiual web memtaers only. Addiflonal temporary bracing to insure stabiRfy during construction fe the responsibillity of the erector Additional permanent bracing of fhe overall stiucture fe the responsibility of the building designer. For general guidance regarding fabrication, quality controL storage, delivery, erection and taracing, consult ANSl/TPIl Quaitty Criteria, DSB-89 and BCSI Buttding Componenf Safety Information available from Truss Plate Institute, 281 N. Lee Sfreet, Suite 312, Atexandria, VA 22314. MiTek' 7777 Greenback Lane, Surte 109 Crtms Heights, CA, 95610 Job Tmss Tmss Type Qty Ply Hilton Carisbad Tmss Type R33366718 HILTON_CARLSBAD D01DD KINGPOST 1 1 Job Reference (optionall SeledBuiid Disti-ibution, Indio, CA - 92203 7.250 s May 11 2011 MiTek Industries, Inc. Thu Jul 14 05:45:32 2011 Page 1 ID:t2IODBRTySPeTJAolr1YqZzOnqQ-nJXrSm7x2_6ZFCwO6lmsvYfenF_HfTt?QfsU0yyD6H 12i2 I l±£fc1 Ittf Scale = 1:28.7 2-«-14 5-2-7 LOADING (pst) ITCLL 20.0 'TCDL 18.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr YES Code IBC2009/TPI2007 DEFL in (loc) l/defl Ud Vert(LL) -0.01 11 >999 360 Vert(TL) -0.04 10-11 >999 240 HorzfTL) -0.01 14 n/a n/a PLATES GRIP MT20 220/195 Weighl: 1091b FT = 20% LUMBER TOPCHORD 2X6DFN0.2G BOTCHORD 2X6DFN0.2G WEBS 2 X 4 DF Stud G BRACING TOP CHORD BOT CHORD REACTIONS (Ib/size) 14=838/Mechanical, 9=860/Mechanical Max Horz9=67(LC 5) Max Uplifti4=-58(LC 4), 9=-68(LC 6) FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-830/90, 3-4=-835/87, 4-5=-1007/92 BOT CHORD 13-14=-5/497, 12-13-5/497, 11-12-32/995, 10-11-33/447, 9-10=-33/447 WEBS 5-9=-1008/84, 5-11-54/624, 2-12=-32/533, 2-14=-852/62, 4-12=-274/18 Stractural wood sheathing directly applied or 6-0-0 oc puriins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends lhal Stabilizers and required cross bracing be installed during buss erection, in accordance with Stabilizer Installation quide. NOTES 1) Wind: ASCE 7-05; 95mph; TCDL=8.4psf; BCDL=4.2pst; h=25ft; Cat. II; Exp C; endosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber D0L=1.00 plate grip D0L=1.00 2) This tiuss has been designed for a 10.0 pst bottom chord live load nonconcurrent with any other live loads. 13)' This Imss has been designed for a live load ot 20.0pst on the bottom chord in all areas where a redangle 3-6-0 tall by 1-0-0 wide will flt behveen Ihe bottom chord and any olher members. 4) A plale rafing redudion ot 20% has been applied tor the green lumber members. 5) Refer to girder(s) tor tmss to truss connections. 6) This tmss is designed in accordance wilh Ihe 2009 Internafional Building Code section 2306.1 and referenced standard ANSI/TPI 1. LOADCASE(S) Standard 1) Regular: Lumber lncrease=1.25, Plate lncrease=1.25 Unitorm Loads (plf) Vert: 1-6=-101, 6-7=-61, 8-14=-20 14,2011 ^ WARNING Verify design parameters and READ NOTES ON THIS AND INCLUDED MTEK REFERENCE PAGE MI 7473 rer. 10 VS BEFORB USB. Design valid for use only with MiTek connectors. Thfe design fe based only upon parameters shown, and fe for on Individual buiiding component. Applicability of design paromenteis and proper incorporation of component is responsibility of building designer - nof truss designer. Bracing shown fe for kjterol support of indivkrlual web memtaers on^'. Additional temporary bracing to Insure stability during construcfion fe the responsibillity of the erector. Additional permanent bracing of the overall structure fe the responsibility of fhe building designer. For general guidance regarding fabrication, quality confrot storage, delivery, erection and bracing, consult ANSI/TPII Quattly Criteria, DSB-89 and BCSi Buttding Component Safety information avaiiabte from Taiss Plate Institute, 281 N, Lee Street, Suite 312. Atexandria, VA 22314. MiTek' 7777 Greenback Lane, Surte 109 Crtms Heights, CA, 95610 Job Tmss Tmss Type Qty Ply Hitton Carisbad Tmss Type Qty Ply R33366719 HILTON_CARLSBAD D01DE KINGPOST 1 1 Job Reference (optionall SeledBuiid Disti-ibution, Indio, CA - 92203 7.250 s May 11 2011 MTTek Industries, Inc. Thu Jul 14 05:45:33 2011 Page 1 ID:t2IODBRTySPeTJAdr1YqZzOnqQ-FW5Dg68aKH6zBPn6ypG?P65q8Bcg05T1D4PP0SyyD6G 7-4-10 I . !2i1 12^ 2-4-12 4x4 = 11 10 9 4x4 = 8 12 2x4 11 3x8 --7 2x4 ll 1 2-4-14 4-11-14 7-4-10 12-0-1 12-3-6 2-4-14 1 2-7-0 1 2-4-12 1 4-7-7 kLOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) l/defl L/d PLATES GRIP ITCLL 20.0 Plates Increase 1.25 TC 0.16 Vert(LL) -0.01 10 >999 360 MT20 220/195 'TCDL 18.0 Lumber Increase 1.25 BC 0.10 Vert(TL) -0.03 9 >999 240 BCLL 0.0 ' Rep Slress Incr YES WB 0.26 HorzfTL) -0.01 12 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix) Weight; 93 Ib FT = 20% LUMBER TOPCHORD 2X6DFN0.2G BOTCHORD 2X6DFN0.2G WEBS 2 X 4 DF Stud G REACTIONS (Ib/size) 12=717/Mechanical, 8=740/Mechanical MaxHorz8=69(LC5) Max Uplifti 2=-48(LC 4), 8-61 (LC 6) BFiACING TOP CHORD BOT CHORD Stractural wood shealhing diredly applied or 6-0-0 oc puriins, except end verticals. Rigid ceiling directiy applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bradng be installed during trass erection, in accordance with Stabilizer Installation guide. FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3-646/73, 3-4-651/71, 4-5=-719/68 BOT CHORD 11-12=-9/414,10-11=-9/414, 9-10=-8/712 WEBS 5-9-75/839, 4-9-367/78, 2-10=-18/369, 2-12=-709/50, 5-8=-689/78 NOTES 1) Wind: ASCE 7-05; 95mph; TCDL=8.4psf; BCDL=4.2pst; h=25ft; Cat. II; Exp C; endosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL= 1.00 plate grip DOL=1.00 2) This tiuss has been designed tor a 10.0 pst bottom chord live load nonconcurrent with any other live loads. ^3) 'This truss has been designed fora live load ot20.0pst on the botlom chord in all areas where a redangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 4) A plale rating redudion ot 20% has been applied tor the green lumber members. 5) Refer lo girder(s) tor tmss to truss connections. 6) This trass is designed in accordance with the 2009 Intemational Building Code secfion 2306.1 and referenced standard ANSI/TPI 1. LOADCASE(S) Standard 1) Regular: Lumber lncrease=1.25, Plate lncrease=1.25 Uniform Loads (plf) Vert: 1-5=-101, 5-6=-61, 7-12=-20 [y 14,2011 A WARNING Verify design parameters and READ NOTES ON THIS AND INCLUDED MTEKR^BRENCBPAIX MI 7473 rer. 10 VS BEFORB USE. Design valid tor use only with MiTek connectors. Thfe design fe taased only upon parameters shown, and fe for an Individual building componenf. Applicability ot design paramenters and proper Incorporation of component fe responsibility of building designer - nof truss designer Bracing stiown fe for lateral support of individual web memtaers only. Additional temporary ijracing to insure stability during construcfion fe the responsltaillity ot the erector Additional permanent bracing of the overall structure fe ttie responsibilif/ ot the building designer For general guidance regarding fabrication, quality control storage, delivery, erection and ijracing, consult ANSIAPil Quattly Criteria. DSB-89 and BCSi Buttding Component Safefy infoimation avaiiabte from Truss Plate Institute, 281 N. Lee Street. Suite 312. Alexandria. VA 22314. MiTek' 7777 Greenback Lane, Surte 109 Crtms Heights. CA, 95610 Job Tmss Tmss Type Qty Ply Hilton Carisbad R33366720 HILTON_CARLSBAD D01DF KINGPOST 1 1 Job Reference (odionall SeledBuiid Disti-ibution, Indio, CA - 92203 7.250 s May 11 2011 MTTek Industries, Inc. Thu Jul 14 05:45:33 2011 Page 1 ID:t2IODBRTySPeTJAolr1YqZzOnqQ-FW5Dg68aKH6zBPn6ypG?P65rFBdH07i1D4PP0SyyD6G 7-4-10 I . ma !^ 2-4-12 2^14 2-7-0 2-4-12 2-7-7 >LOADING (pst) TCLL 20.0 TCDL 18.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Slress Incr YES Code IBC2009/TPI2007 CSI TC 0.09 BC 0.06 WB 0.18 (Matrix) DEFL in (loc) l/defl Ud Vert(LL) -0.00 10 >999 360 VertfTL) -0.02 10 >999 240 HorzfTL) -0.00 12 n/a n/a PLATES MT20 GRIP 220/195 Weighl: 83 Ib FT = 20% LUMBER TOPCHORD 2X6DFN0.2G BOTCHORD 2X6 DF No.2 G WEBS 2 X 4 DF Slud G REACTIONS (Ib/size) 12=596/Mechanical, 8=619/Mechanical Max Horz 8=70(LC 5) Max Uplifti 2=-37(LC 4), 8=-54(LC 6) BRACING TOP CHORD BOT CHORD Stiudural wood sheathing directly applied or 6-0-0 oc puriins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends lhat Slabilizers and required cross bracing be installed during trass erecfion, in accordance with Stabilizer Installation quide. FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-471/57, 3-4=-472/54, 4-5=-390/40 BOT CHORD 11-12=-15/330,10-11 =-15/330, 9-10=-28/386 WEBS 5-9-56/583, 4-9-389/64, 2-12=-564/37, 5-8=-584/65 NOTES 1) Wind: ASCE 7-05; 95mph; TCDL=8.4psf; BCDL=4.2psf h=25ft; Cat. II; Exp C; endosed; MWFRS (low-rise); cantilever left and righl exposed ; end vertical left and righl exposed; Lumber D0L=1.00 plate grip D0L=1.00 2) This ti'uss has been designed for a 10.0 pst bottom chord live load nonconcurrent wilh any other live loads. ^3) * This trass has been designed for a live load ot 20.0psf on the bottom chord in all areas where a redangle 3-6-0 tall by 1-0-0 wide will fll between the bottom chord and any other members. ' 4) A plate rating redudion ot 20% has been applied for Ihe green lumber members. 5) Reter lo girder(s) tor trass to trass connections. 6) This tmss is designed in accordance wilh the 2009 International Building Code secfion 2306.1 and referenced standard ANSI/TP11. LOADCASE(S) Standard 1) Regular: Lumber lncrease=1.25, Plate lncrease=1.25 Uniform Loads (plf) Vert: 1-5=-101, 5-6=-61, 7-12=-20 4,2011 A WARNING Verify design parameters and READ NOTES ON THIS AND INCLUDED MTEK REFERENCE PAGB Mil 7473 rer. 10 VS BEFORE USB. Design valid for use only with MiTek connectors. Thb design b based only upon parameters shown, and fe for an individual building component. Applicability of design paramenters and proper Incorporation of componenf fe responsitairity of building designer - not truss designer. Bracing shown fe for lateral support of Individual web memtaers only. Additional temporary bracing to insure stability during construction fe the responsibillity of the erector Addltkanal permanent bracing of the overall structure fe fhe responsibUlty of the building designer. For general guidance regarding fabrication, quality controL storage, delivery, erection and bracing, consult ANSI/TPII Quattly Criteria, DSB-89 and BCSI Buttding Component Safety infoimation ovaikable from Tnjss Plate Institute, 281 N. Lee Sfreet. Suite 312. Atexandria, VA 22314. Mnek'_ 7777 Greenback Lane, Suite 109 Crtms Heights, CA, 95610 Job Tmss Tmss Type Qty Ply Hilton Cartsbad Tmss Type R33366721 HILTON_CARLSBAD DD01 MONO TRUSS 35 1 Job Reference (optionall SeledBuiid Distribution, Indio, CA - 92203 7.250 s May 11 2011 MTTek Industries, Inc. Thu Jul 14 05:45:34 2011 Page 1 ID:t2IODBRTySPeTJAdr1YqZzOnqQ-iifbtS9C5bEqoZMJWWhExJdqBbszlUtASk8yZuyyD6F liZi 1 Scale = 1:22.6 0.50 nr 7-0-? Plate Offsets (X.Yl: 13:0-3-7.0-2-81. [4:Edoe.0-3-91. [5:0-3-9.0-1-8) ILOADING (pst) fTCLL 20.0 TCDL 18.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr YES Code IBC2009/TPI2007 CSI TC 0.85 BC 0.48 WB 0.57 (Matrix) DEFL in (loc) l/defl Ud Vert(LL) -0.10 5 >999 360 VertfTL) -0.38 5-6 >416 240 HorzfTL) 0.03 4 n/a n/a PLATES GRIP MT20 220/195 Weight: 58 Ib FT = 20% LUMBER TOPCHORD 2X4 DF No.l&BtrG BOTCHORD 2X4 DF No.l&BbG WEBS 2 X 4 DF Stud G 'Except' 1-6:2X6DF No.2 G REACTIONS (Ib/size) 6=634/Mechanical, 4=634/0-3-8 (min. 0-1-8) Max Horz6=44(LC 4) Max Uplift6=-47(LC 3), 4=-47(LC 5) BRACING TOP CHORD BOT CHORD WEBS SIradural wood sheathing directiy applied or 4-2-11 oc purtins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. 1 Row at midpt 2-6 MiTek recommends that Stabilizers and required cross bracing be installed during trass ereclion, in accordance with Stabilizer Installation guide, FORCES (Ib) - Max, Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-6=-326/58, 1-2=-810/73, 2-3=-2188/179, 3-4=-532/69 BOT CHORD 5-6-152/2177, 4-5-15/366 WEBS 2-6-1395/104, 2-5-301/91, 3-5-141/1846 NOTES 1) Wind: ASCE 7-05; 95mph; TCDL=8.4psf; BCDL=4.2pst; h=25ft; Cat. II; Exp C; endosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 ^2) This trass has been designed for a 10.0 pst bottom chord live load nonconcurrent with any olher live loads. 3) ' This trass has been designed for a live load ot 20.0pst on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 4) A plate rating redudion of 20% has been applied tor the green lumber members. 5) Reter to girder(s) for trass to tmss connections. 6) This trass is designed in acconJance with the 2009 Intemational Building Code section 2306.1 and referenced standard ANSI/TP11. LOADCASE(S) Standard •4,2011 A WAftNING Verify design parameters andREADNOTES ON THIS AND INCLUDBD MTEK REFERENCE PAOB 11017473 rer. 10 BEFORE UBE. Design valid for use only wifh MiTek connectors. Thb design b based only upon parameters shown, and is ior an individual building component. Applicability of design paramenters and proper incorporation of component b responsibility of building designer - not truss designer Bracing shown fe for kjteral support of indivkiuol web memtaers onty. Additional temporary bracing to Insure stataility during consttuction fe the responsibillity of the erector. Additional permanent bracing of the overall structure fe the responsibility of ttie building designer. For general guidance regarding fobricafion. quality control, storage, deliver/, erecfion and iDracing, consutt ANSI/TPII Quattty Criteria, DSB-89 and BCSi Buttding Componeni Safety infoimation available from Truss Plate Institute, 281 N, Lee Street, Suite 312, Atexandria, VA 22314. MiTek' 7777 Greenback Lane, Surte 109 Crtms Heights, CA, 95610 Job Tmss Tmss Type Qty Ply Hinon Carisbad R33366722 HILTON_CARLSBAD DD01D MONO TRUSS 2 1 Job Reference (optionall SeledBuiid Distribution, Indio, CA - 92203 7-O-S 7.250 s May 11 2011 MTTek Industries, Inc. Thu Jul 14 05:45:35 2011 Page 1 ID:t2IODBRTySPeTJAoir1YqZzOnqQ-BuC_4o9qsvMhQjxV3EITUXA_h?5?UtMJhOuW5LyyD6E 13-7-0 I 7-0^ QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEWTHE INPUT LENGTH AND PLACEMENT OF CONNECTION TO TFiANSFER LATERAL FORCES TO THE SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. Scale = 1:22-6 7-0-9 Plate Offsets (X.Yl: [3:0-3-6.Edoel. [4:Edqe.0-3-9[. [5:0-3-9.0-2-0) ILOADING (psf) 'TCLL 20.0 TCDL 18.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr NO Code IBC2009/TPI2007 CSI TC 0.93 BC 0.88 WB 0.81 (Matrix) DEFL Vert(LL) Vert(TL) HorzfTL) in (loc) l/defl Ud PLATES GRIP 0.16 4-5 >963 360 MT20 187/170 0.40 4-5 >391 240 0.06 4 n/a n/a Weight: 58 Ib FT = 20% LUMBER TOP CHORD BOT CHORD WEBS REACTIONS 2X 4 DF No.l&BtrG 2 X 4 DF 2400F 2.0E G 2 X 4 DF No.l&Btr G 'Except' 1-6; 2 X 8 LSL Trass Grade, 3-4,2-5; 2 X 4 DF Stud G (Ib/size) 6=630/Mechanical, 4=630/0-3-8 (min. 0-1-8) Max Hoiz6=44(LC 11) Max Uplift6=-628(LC 9), 4=-376(LC 14) Max Grav6=1211(LC 8), 4=960(LC 7) BFiACING TOP CHORD BOT CHORD WEBS Strudural wood sheathing directly applied or 2-10-9 oc puriins, except end verticals. Rigid ceiling directly applied or 3-10-12 oc bracing. 1 Row at midpt 2-6, 3-5 MiTek recommends lhal Stabilizers and required cross bracing be inslailed during trass erection, in accordance wilh Stabilizer Installafion guide. FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-6—371/111, 1-2=-3359/2689, 2-3-4416/2425, 3-4=-867/405 BOT CHORD 5-6=-3949/5976, 4-5=-2910/2950 WEBS 2-6-4796/3457, 2-5-691/482, 3-5=-2385/4109 NOTES 11) Wind; ASCE 7-05; 95mph; TCDL=8.4pst; BCDL=4.2psf h=25ft; Cat. II; Exp C; endosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber D0L=1.00 plate grip D0L=1.00 2) This truss has been designed tor a 10.0 pst bottom chord live load nonconcurrent wilh any other live loads. 3) ' This trass has been designed tor a live load of 20.0psf on the bottom chord in all areas where a redangle 3-6-0 lall by 1-0-0 wide will fit between Ihe bottom chord and any other members. 4) A plate rafing reducfion ot 20% has been applied tor the green lumber members. 5) Reter lo girder(s) tor trass lo truss connections. 6) This tmss is designed in accordance with the 2009 Intemational Building Code secfion 2306.1 and referenced standard ANSI/TPI 1. 7) This tmss has been designed tor a total drag load of 460 plf Lumber D0L=(1.33) Plate grip D0L=(1.33) Connect Imss to resist drag loads along bottom chord ft-om 0-0-0 to 13-7-0 for 460.0 plf. LOADCASE(S) Standanj Illy 14,2011 A WARNING Verify design parameters and READ NOTES ON THIS AND INCLUDED MTTEK REFERENCE PAGE M17473 rer. 10 VS BEFORE f^. Design valid for use only with MiTek connectors. Thfe design fe based only upon parameters shown, and fe for an individual building component. Applicability of design paramenters and proper incorporation of component fe responsibility of building designer - not truss designer. Bracing shown fe for lateral support ot individual web memtjers only. Additional temporary bracing to Insure stability during consfruction fe the responsibillity ot the erector. Additional permanent bracing of the overall sfructure fe the responsibility of ttie building designer. For general guidance regarding fabrication, quality controL storage, delivery, erection and bracing, consulf ANSI/TPII Quattly Criteria, DSB-89 and BCSI Buttding Component Safety information available trom Tnjss Plate Insfitute, 281 N. LeeStreel, Suite 312, Atexandria, VA 22314. MiTek' 7777 Greenback Lane, Surte 109 Crtms Heights, CA, 95610 Job Tmss Tmss Type Qty Ply Hilton Carisbad Tmss Type R33366723 HILTON_CARLSBAD DD02 MONO TRUSS 33 1 Job Reference (optionall SeledBuiid Distribution, Indio, CA - 92203 I 7.250 s May 11 2011 MTTek Industries, Inc. Thu Jul 14 05:45:36 2011 Page 1 ID:t2IODBRTySPeTJAolr1YqZzOnqQ-t5mMI8AScCUY21Whdxpi0kiAhOXRDOMTv2d3dnyyD6D 13-7-0 I Scale = 1:226 0.50 nj" 7-0-9 7-0-9 Plate Offsets (X.Yl: 13:0-3-7.0-2-8). [4:Edoe.0-3-9[. [5:0-3-9.0-1-81 ILOADING (pst) 'TCLL 20.0 TCDL 18.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Slress Incr YES Code IBC2009/TPI2007 DEFL in (loc) l/defl Ud Vert(LL) -0.10 5 >999 360 Vert(TL) -0.38 5-6 >416 240 HorzfTL) 0.03 4 n/a ri/a PLATES GRIP MT20 220/195 Weighl: 58 Ib FT = 20% LUMBER TOP CHORD BOT CHORD WEBS 2X4DF No.l&BtrG 2X4DF No.l&BtrG 2 X 4 DF Stud G 'Except' 1-6: 2X6 DF No.2 G BFiACING TOP CHORD BOT CHORD WEBS REACTIONS (Ib/size) 6=634/Mechanical, 4=634/0-3-8 (min. 0-1-8) Max Horz6=44(LC 4) Max Uplift6=-47(LC 3), 4=-47(LC 5) FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-6=-326/58, 1-2-810/73, 2-3=-2188/179, 3-4=-532/69 BOT CHORD 5-6=-152/2177, 4-5=-15/366 WEBS 2-6=-1395/104, 2-5=-301/91, 3-5=-141/1846 Stiudural wood shealhing directly applied or 4-2-11 oc puriins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. 1 Row at midpt 2-6 MiTek recommends that Stabilizers and required cross bracing be iristalled during Iruss eredion, in accordance wilh Stabilizer Installation guide. NOTES 1) Wind: ASCE 7-05; 95mph; TCDL=8.4pst; BCDL=4.2psf; h=25ft; Cat. II; Exp C; endosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber D0L=1.00 plate grip D0L=1.00 J 2) This Iruss has been designed tor a 10.0 pst bottom chord live load nonconcurrent with any other live loads. 3) ' This tmss has been designed tor a live load of 20.0pst on the bottom chord in all areas where a redangle 3-6-0 lall by 1-0-0 wide will fit behween the bottom chord and any other members. 4) A plate rating redudion ot 20% has been applied for the green lumber members. 5) Reter lo girder(s) for trass to trass connecfions. 6) This ti-uss is designed in acconlance with the 2009 International Building Code section 2306.1 and referenced standard ANSI/TP11. LOADCASE(S) Standard 14,2011 A WARNING Verify design parameters and READ NOTES ON THIS AND INCLUDO} MTEK REFERENCE PAGE MI 7473 rer. 10 BEFORE USE. Design valid for use only with MiTek connectors. Thfe design b based onty upon parameters shown, and fe for on indlv-Hdual buHdlng component. Applicability of design paramenters and proper incorporotion ot component fe responsitaility of building designer - not truss designer. Bracing stiown B for kjterol support of individual web members only. Additional temporary bracing to insure stability during construction fe fhe responsibillity of the erector. Addltkanal permanent bracing of fhe overall structure fe the responsibility of ftie building designer. For general guidance regarding fabrication, quality controt storage, delivery, erection and txocing, consult ANSl/TPll Quoitty Criteria, DSB-89 and BCSI Buttding Componenf Safety Information avaiiabte from Truss Plate Institute, 281 N. Lee Sfreet. Suite 312. Atexandria. VA 22314. MiTek' 7777 Greenback Lane, Suite 109 Crtms Heights, CA, 95610 Job Tmss Tmss Type Qty Ply Hilton Carisbad R33366724 HILTON_CARLSBAD OD02D MONO TRUSS 3 1 Job Reference (optionall SeledBuiid Distribution, Indio, CA - 92203 l-7-0-9 7.250 s May 11 2011 MiTek Industries, Inc. Thu Jul 14 05:45:37 2011 Page 1 ID:t2IODBRTySPeTJAdr1YqZzOnqQ-7HKkVUB4NWcPfD5tBflj<ZyFKBonTynrc8iNc9DyyD6C laia 7-0-9 QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEWTHE INPUT LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATEFiAL FORCES TO THE SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. 0.50 fir h-7-0-9 Plate Offsets (X.Yl: [3:0-3-6.Edqel. [4:Edqe.0-3-91. [5:0-3-9.0-2-01 .OADING (pst) CLL 20.0 TCDL 18.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr NO Code IBC2009/TPI2007 CSI TC 0.93 BC 0.88 WB 0.81 (Matrix) DEFL In (loc) l/defl L/d Vert(LL) -0.16 4-5 >963 360 VertfTL) -0.40 4-5 >391 240 HorzfTL) 0.06 4 n/a n/a PLATES GRIP MT20 187/170 Weighl: 58 Ib LUMBER TOPCHORD 2X 4 DF No.l&BtrG BOT CHORD 2 X 4 DF 2400F 2.0E G WEBS 2 X 4 DF No.1 &Btr G 'Except' 1-6: 2 X 8 LSL Trass Grade, 3-4,2-5: 2 X 4 DF Stud G REACTIONS (Ib/size) 6=630/Mechanical, 4=630/0-3-8 (min. 0-1-8) Max Horz6=44(LC 11) Max Uplift6=-628(LC 9), 4=-376(LC 14) Max Grav6=1211(LC 8), 4=960(LC 7) BRACING TOP CHORD BOT CHORD WEBS Strudural wood sheathing directly applied or 2-10-9 oc puriins, except end verticals. Rigid ceiling directly applied or 3-10-12 oc bracing. 1 Row at midpl 2-6, 3-5 MiTek recommends that Stabilizers and required cross bracing be installed during trass erection, in acxordance with Stabilizer Installation quide. FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-6=-371/111,1-2=-3359/2689, 2-3=-4416/2425, 3-4-867/405 BOT CHORD 5-6=-3949/5976, 4-5=-2910/2950 WEBS 2-6=-4796/3457, 2-5=-691/482, 3-5=-2385/4109 NOTES ^1) Wind: ASCE 7-05; 95mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; endosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and righl exposed; Lumber D0L=1.00 plate grip D0L=1.00 ' 2) This trass has been designed tor a 10.0 pst bottom chord live load nonconcurrent with any other live loads. 3) ' This trass has been designed tor a live load ot 20.0pst on the bottom chord In all areas where a redangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 4) A plate rafing reducfion of 20% has been applied for the green lumber members. 5) Reter to girder(s) for trass to truss connections. 6) This trass is designed In accordancewith the 2009 International Building Code section 2306.1 and referenced standard ANSI/TP11. 7) This Iruss has been designed tor a total drag load ot 460 plf Lumber D0L=(1.33) Plate grip D0L=(1.33) Connect trass to resist drag loads along bottom chord trom 0-0-0 lo 13-7-0 tor 460.0 plf. LOADCASE(S) Standard 14,2011 A WARNING Verify design parameters and READ NOTES ON THIS AND INCLUDO) MTBKR&ERBNCB PAGE Ml 7473 rer. 10 108 BEFORE USE. Design valid for use only with MiTek connectofs. Thfe design fe based on^ upon parameters shown, and fe for on individual building component. Applkaobirity of design paramenters and proper Incorporation of component fe responsibiiitY of building designer - not truss designer. Bracing shown fe for lateral support ot Individual web memtaers only. Additional temporary bracing to insure stataility during construction fe the responsibillity of fhe erector. Additional permanent bracing of the overall structure Is ttie responsibility of ftie building designer. For general guidance regarding fabrication, quality controt storage, delivery, erection and txacing, consult ANSi/TPll Quaitty Criteria, DSB-89 and BCSI Building Componeni Safety information available from Truss Plate Institute, 281 N. Lee Street, Suite 312, Atexandria, VA 22314. MITek' 7777 Greenback Lane, Suite 109 Crtms Heights, CA, 95610 Job Tmss Tmss Type Qty Ply Hilton Carisbad Tmss Type R33366725 HILTON_CARLSBAD DD03 MONO TRUSS 15 1 Job Reference (optionall SeledBuiid Distribution, Indio, CA - 92203 7.250 s May 11 2011 MiTek Industries, Inc. Thu Jul 14 05:45:37 2011 Page 1 ID:t2IODBRTySPeTJAolr1YqZzOnqQ-7HKkVUB4NWcPt05tBflj<ZyFWioyTyvic8iNc9DyyD6C 050 ^ Scale = 1:13.6 Plate Offsets (X.Yl: 13:0-3-8.0-1-8[ ILOADING (pst) fTCLL 20.0 TCDL 18.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Slress Incr YES Code IBC2009/TPI2007 CSI TC 0.19 BC 0.18 WB 0.31 (Matrix) DEFL Vert(LL) Vert(TL) HorzfTL) in (loc) l/defl Ud PLATES GRIP 0.02 5 >999 360 MT20 220/195 0.09 4-5 >999 240 0.01 4 n/a n/a Weight: 35 Ib FT = 20% LUMBER TOP CHORD BOT CHORD WEBS 2X4 DF No.l&BtrG 2X4 DF No.l&BtrG 2 X 4 DF Stud G BRACING TOP CHORD BOT CHORD REACTIONS (Ib/size) 6=382/Mechanical, 4=382/0-3-8 (min. 0-1-8) Max Horz6=36(LC4) Max Uplift6=-29{LC 3), 4=-29(LC 5) Stmdural wood sheathing directly applied or 6-0-0 oc puriins. except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends lhal Stabilizers and required cross bracing be inslailed during tiuss erection, in accordance wilh Stabilizer Installation guide. FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3-972/86, 3-4=-336/41 BOT CHORD 5-6-63/964 WEBS 2-6=-989/77,3-5=-77/993 NOTES 1) Wind: ASCE 7-05; 95mph; TCDL=8.4pst; BCDL=4.2pst; h=25ft; Cal. II; Exp C; endosed; MWFRS (low-rise); canfilever left and righl exposed ; end vertical left and righl exposed; Lumber D0L=1.00 plate grip D0L=1.00 2) This buss has been designed for a 10.0 pst bottom chord live load nonconcurrent with any olher live loads. )' This trass has been designed tor a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 lall by 1-0-0 wide will fit between the bottom chord and any other members. 4) A plale rafing redudion of 20% has been applied tor the green lumber members. 5) Reter lo girder(s) for trass to truss connecfions. 6) This tmss Is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSI/TP11. LOADCASE(S) Standard 4,2011 ^ WARNmo Verify design parameters and READ NOTES ON THIS AND INCLtJDBD MTEK REFERENCE PAim MI 7473 rer. 10 VS BEFORE USB. Design valid tor use only with MiTek connectors. Thfe design fe based only upon parameters shown, and b tor an Individual buflding component. Applicability of design paromenteis and proper incorporation of component fe responsitjilify of tjuilding designer - not fruss designer Bracing shown fe for lateral support of individual web members on^. Addiflonal temporary bracing to insure stability during consttuction fe fhe resFaonslbllllty of the erector. Additional permanent tracing of the overafl strucfure b fhe responsibflity of the building designer. For general guidance regarding fatjrication, quality controL storage, delivery, erection and tarocing, consult ANSI/TPil Quotthr Criieria. DSB-89 and BCSi Buttding Componenf Safefy IntormaHon available from Tnjss Plate Institute. 281 tJ. Lee Sfreet. Suite 312, Atexandria, VA 22314. MiTek' 7777 Greenback Lane, Surte 109 Crtnjs Heights, CA, 95610 Job Tmss Tmss Type Qly Ply Hilton Carisbad R33366726 HILTON_CARLSBAD DD03D MONO TRUSS 2 1 Job Reference (ootionall SeledBuiid Disti-ibution, Indio, CA - 92203 7.250 s May 11 2011 MlTek Industries, Inc. Thu Jul 14 05:45:38 2011 Page 1 ID:t2IODBRTySPeTJAolr1YqZzOnqQ-bTu6jpCi8qkGHAg4IMsA69oeBCFohD8mNM6AigyyD6B 050 [i2~ Scale = 1:13,6 QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEWTHE INPUT LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. i-3-10-11 -I- Plate Offsets (X.Yl: [3:0-3-8.0-2-01. [5:0-3-9.0-2-01 k LOADING (pst) 'TOLL 20.0 TCDL 18.0 BCLL 0.0 ' BCDL 10.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr NO Code IBC2009/TPI2007 CSI TC 0.34 BC 0.36 WB 0.87 (Matrix) PLATES MT20 GRIP 220/195 Weighl: 35 Ib FT = 20% LUMBER TOP CHORD 2 X 4 DF No.1 &Blr G BOTCHORD 2X 4 DF No.l&BlrG WEBS 2 X 4 DF Slud G REACTIONS (Ib/size) 6=382/Mechanical, 4=382/0-3-8 (min. 0-1-8) Max Horz6=36(LC 4) Max Uplift6-508(LC 9), 4=-355(LC 14) Max Grav6=861(LC 8), 4=708(LC 7) BRACING TOP CHORD BOT CHORD Sbuctural wood sheathing directly applied or 4-1-10 oc puriins, except end verticals. Rigid ceiling directly applied or 4-10-0 oc bracing. MiTek recommends lhal Slabilizers and required cross bracing be inslailed during tiuss erocUon, in accordance wilh Stabilizer Installafion guide. FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-1724/1735, 2-3-2376/1501, 3-4-664/370 BOT CHORD 5-6=-1941 /2842, 4-5-1944/1949 WEBS 2-6=-3094/2181, 2-5-560/455, 3-5-1734/2650 NOTES 1) Wind: ASCE 7-05; 95mph; TCDL=8,4psf BCDL=4.2pst; h=25ft; Cal. II; Exp C; endosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and righl exposed; Lumber D0L=1.00 plale grip D0L=1.00 f 2) This Iruss has been designed tor a 10.0 psf bottom chord live load nonconcurrent with any olher live loads. 3) ' This trass has been designed tor a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 lall by 1 -0-0 wide will frt between Ihe bottom chord and any olher members. 4) A plate rafing redudion ot 20% has been applied tor the green lumber members. 5) Reter to girder(s) tor trass to trass connecfions. 6) This trass is designed in accordance with the 2009 Intemational Building Code section 2306.1 and referenced standard ANSI/TPI 1. 7) This trass has been designed tor a total drag load ot 460 plf Lumber D0L=(1.33) Plate grip D0L=(1.33) Conned trass lo resist drag loads along bottom chord firom 0-0-0 to 8-3-0 for 460.0 plf LOADCASE(S) Standard 14,2011 A WARNING Verify design parameters andREADNOTES ONTHIS AND INCLUDO) MTEKRBERENCEPAOEMr7473 rer. 10 VS BEFORE USE. Design valid fear use only with MITek connectors. Thb design b based only upon parameters shown, and fe for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of buflding designer - nof truss designer. Bracing shown b for lateral support of Individual web members only. Addifional temporary bracing to Insure stability during consfnjction b the responsibillity of fhe erector. Additional permanent bracing of the overall structure fe the responsibility ot the buiicfing designer. Fcx general guidance regarding fatxicotion. quality controt storcage, delivery, erection and txacing, consult ANSI/TPII Quattty Criteria, DSB-89 and BCSi Buttding Component Safefy infoimation ovafloble from Truss Plate Institute, 281 N. Lee Sfreet, Suite 312, Alexandria, VA 22314. MjTek'_ 7777 Greenback Lane, Surte 109 Crtms Heights, CA, 95610 Job Tmss Tmss Type Qfy Ply Hilton Caristiad Tmss Type R33366727 HILTON_CARLSBAD DD04 MONO TRUSS 8 1 Job Reference (optionall SeledBuiid Distribution, Indio, CA - 92203 7.250 s May 11 2011 MTTek Industries, Inc. Thu Jul 14 05:45:39 2011 Page 1 ID:t2IODBRTySPeTJAolr1YqZzOnqQ-4gSUw9CKv7s6vKEGI4NPeNLnyccjQoxvc0sjE6yyD6A I fcfcO I ^LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) l/defl Ud PLATES GRIP ITCLL 20.0 Plates Increase 1.25 TC 0.40 Vert(LL) -0.03 5-6 >999 360 MT20 220/195 'TCDL 18.0 Lumber Increase 1.25 BC 0.32 Vert(TL) -0.13 5-6 >859 240 BCLL 0.0 * Rep Slress Incr YES WB 0.32 Horz(TL) 0.01 4 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix) Weighl: 42 Ib FT = 20% LUMBER TOP CHORD BOT CHORD WEBS 2X4DF No.l&BlrG 2X4 DF No.l&BlrG 2 X 4 DF Shjd G 'Except' 1-6: 2X6 DF No.2 G BFiACING TOP CHORD BOT CHORD REACTIONS (Ib/size) 6=446/Mechanical, 4=446/0-3-8 (min. 0-1-8) MaxHorz6=38(LC4) Max Uplift6=-33(LC 3), 4=-33(LC 5) Stractural wood sheathing directly applied or 6-0-0 oc purtins, except end verticals. Rigid ceiling diredly applied or 10-0-0 oc bracing. MiTek recommends lhat Slabilizers and required cross bracing be Inslailed during trass ereclion, in accordance with Stabilizer Installation guide. FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-6=-309/59, 1-2=-643/61, 2-3=-1001/89, 3-4=-412/30 BOT CHORD 5-6—63/993 WEBS 2-6=-366/30, 2-5-358/85, 3-5=-80/1050 NOTES 1) Wind: ASCE 7-05; 95mph; TCDL=8.4pst; BCDL=4.2pst; h=25ft; Cal. II; Exp C; endosed; MWFRS (low-rise); cantilever left and righl exposed ; end vertical left and right exposed; Lumber DOL=1.00 plale grip DOL=1.00 2) This truss has been designed tor a 10.0 psf bottom chord live load nonconcurrent with any olher live loads. ^3) ' This trass has been designed tor a live load ot 20.0pst on the bottom chord in all areas where a redangle 3-6-0 lall by 1-0-0 wide will fil between the bottom chord and any olher members. 4) A plale rafing redudion ot 20% has been applied for Ihe green lumber members. 5) Refer to girder(s) for trass lo truss connections. 6) This tiuss is designed in accordance with Ihe 2009 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. LOADCASE(S) Standard ^ WARNING Verify design parameters and READ NOTES ON THIS AND INCLUDBD MTEK REFERENCB PAGB Mil 7473 nr. 10 BEFORE USE. Design valid for use only with MiTek connectors. Thb design b based only upon parameters shown, and fe tor an "ffidividual building componenf. Applicability of ctesign paramenters and proper incorporation of component is responsibility of building designer - not truss designer Bracing stiown b for lateral support of individual web memtaers only. Additional temporary bracing to insure stability during construction fe the responsibillity of the erector Additional permanent bracing of fhe overall structure b the responsibility of the building designer For general guidance regarding fatjrication, quality controt storage, delivery, erection and brocing, consult ANSi/TPii Quottty Criteria. DSB-89 and BCSi Buttding Component Safety intormation avaiiabte from Truss Plate Institute, 281 N. Lee Sfreet, Suite 312, Alexandria. VA 22314. Mgek'^ 7777 Greenback L^ne, Surte 109 Crtms Heights, CA, 95610 Job Tmss Tmss Type Qty Ply Hilton Carisbad R33366728 HILTON_CARLSBAD DD04A MONO TRUSS 1 1 Job Reference (optionall SeledBuiid Distiibution, Indio, CA - 92203 7.250 s May 11 2011 MTTek Industries, Inc. Thu Jul 14 05:45:40 2011 Page 1 ID:t2IODBRTySPeTJAolr1Yq22OnqQ-Ys0t8VDzgR_zWUpSsnueBat_20_M9FC3qgbHmYyyD69 3-10-11 I 7-11-8 9M 1 ! 3-10-11 4-0-13 Ji-A 1-6-12 k LOADING (pst) SPACING 2-0-0 CSI DEFL in (loc) l/defl Ud PLATES GRIP ITCLL 20.0 Plates Increase 1.25 TC 0.31 Vert(LL) -0.02 8 >999 360 MT20 220/195 ^TCDL 18.0 Lumber Increase 1.25 BC 0.16 VertfTL) -0.06 7-8 >999 240 BCLL 0.0 ' Rep Slress Incr YES WB 0.32 HorzfTL) 0.01 10 n/a n/a BCDL 10.0 Code IBC2009/rPI2007 (Matrix) Weight: 42 Ib FT = 20% LUMBER TOP CHORD BOT CHORD WEBS 2X4 DF No.l&BlrG 2X4 DF No.l&Bti-G 2 X 4 DF Slud G 'Except* 3-10: 2X6 DF No.2 G BRACING TOP CHORD BOT CHORD REACTIONS (Ib/size) 9=354/Mechanical, 5—90/0-3-8 (min. 0-1-8), 10=621/0-3-8 (min, 0-1-8) Max Horz 9=38(LC 4) Max Upli«9=-27(LC 3), 5=-90(LC 1), 10=-49(LC 5) Max Grav9=354(LC 1), 5=4(LC 3), 10=621(LC 1) Stiudural wood sheathing directly applied or 6-0-0 oc puriins, except end verticals. Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends lhat Slabilizers and required cross bracing be inslailed during tiuss erection, in accordance wilh Stabilizer Installation guide. FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except wrhen shown. TOP CHORD 3-13=-32/461, 3-14=-33/465 BOT CHORD 8-9=-50/776, 7-8—50/776 WEBS 2-9=-553/44,2-7—754/47 NOTES 1) Wind: ASCE 7-05; 95mph; TCDL=8.4psf; BCDL=4.2psf h=25ft; Cat. II; Exp C; endosed; MWFRS (low-rise); cantilever left and righl exposed ; end vertical left and righl exposed; Lumber D0L=1.00 plale grip D0L=1.00 >2) This tmss has been designed tor a 10.0 pst bottom chord live load nonconcurrent with any other live loads. 3) ' This Imss has been designed tor a live load ot 20.0pst on Ihe bottom chord in all areas where a redangle 3-6-0 lall by 1 -0-0 wide will fil between the bottom chord and any other members. 4) A plale raling redudion of 20% has been applied tor the green lumber members. 5) Refer to girder(s) for truss to truss connections. 6) Bearing at joint(s) 10 (xjnsiders parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verity capaciiy of bearing surtace. 7) This truss is designed in accordance wilh the 2009 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. LOADCASE(S) Standard •4,2011 A WARNING Verify dtsign parameters and READ NOTES ON THIS AND INCLUDED MTBK RBERENCB PAGE mi7473 rer. 10 VS BEFORB USB. Design valid for use only with MiTek connectors. Thfe design fe based onty upon parameters shown, and te for on individual buflding component. Applicability of design poromenters and proper incorporation of component b responsibility of building designer - not truss designer Bracing stiown te for lateral support of Indlv-Kdual web members oniy. Additional tempcxary taracing to insure stability during construction b fhe responsltaillity of the erector Additional permdnent bracing of the overafl structure is fhe responsibility of ttie building designer For general guidonce regarding fataricatlon. quality control, stcxoge. delivery, erection and ijroclng, consult ANSI/TPII Quattty Criieria. DSB-89 and BCSi Building Componenf Safety infoimcriion avollatale from Truss Plate Institute, 281 N. Lee Sfreet. Suite 312, Atexandria, VA 22314. MITek' 7777 Greenback Lane, Surte 109 Crtms Heights, CA, 95610 Job Tmss Tmss Type Qty Ply Hilton Carisbad R33366729 HILTON_CARLSBAD DtXS MONO TRUSS 5 1 Job Reference (optionall SeledBuiid Distribution, Indio, CA - 92203 7.250 s May 11 2011 MTTek Industries, Inc. Thu Jul 14 05:45:40 2011 Page 1 ID:t2IODBRTySPeTJAolr1YqZzOnqQ-Ys0t8VDzgR_zWUpSsnueBat100?t9KE3qgbHmYyyD69 1 2x4 ll Plate Offsets (X.Yl: [1 •0-3-4.0-1-8) OADING (psf) TOLL 20.0 TCDL 18.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Slress Incr YES Code IBC2009/TPI2007 DEFL Vert{LL) Vert(TL) HorzfTL) in (loc) l/defl Ud PLATES GRIP 0.00 1-4 >999 360 MT20 220/195 0.01 1-4 >999 240 0.00 4 n/a n/a Weighl: 12 Ib FT = 20% LUMBER TOP CHORD BOT CHORD WEBS SLIDER 2X4 DF No.l&BlrG 2X4 DF No.l&BlrG 2 X 4 DF Slud G Left2X4 DF Stud -G 1-6-2 REACTIONS (Ib/size) 1=148/Mechanical, 4=148/Mechanical MaxHorz1=23{LC4) Max Uplifti =-10(LC 5), 4=-12(LC 3) BRACING TOP CHORD BOT CHORD Sbuctural wood sheathing directly applied or 3-2-12 oc puriins, except end verticals. Rigid ceiling directiy applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during tmss erection, in accordance with Stabilizer Installation guide. FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except wtien shown. NOTES 1) Wind: ASCE 7-05; 95mph; TCDL=8.4psf; BCDL=4.2pst; h=25ft; Cat. II; Exp C; endosed; MWFRS (low-rise); canfilever left and right exposed ; end vertical left and righl exposed; Lumber D0L=1.00 plate grip D0L=1.00 2) This trass has been designed tor a 10.0 pst bottom chord live load nonconcurrent wilh any olher live loads. 3) ' This trass has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 lall by 1 -0-0 wide will fil between Ihe bottom chord and any olher members. k4) A plale rating redudion ot 20% has been applied tor the green lumber members. "5) Reter to girder(s) for trass lo Imss connections. 6) This truss is designed in accordance with the 2009 Internafional Building Code section 2306.1 and referenced standard ANSI/TP11. LOADCASE(S) Standard July 14,2011 WARNING Verify design parameters and READ NOTES ON THIS AND INCLUDO) MTEKRBBRBNCB PAOB Ml 7473 rer. 10 VS BEFORE USB. Design valid for use only with MiTek connectors. Thfe design b based only upon parameters shown, and fe tor an IndivkJual building component. Applicability of cJeslgn paramenters and proper Incorpcxatlon of component b responsibility of building designer - not truss designer Bracing shown b for lateral support of Individual web memtjers only. Additlcanal tempcxcary bracing to insure stability during construction b the responsibillity of the erector Additional permanent bracing of the overafl structure fe the responsibflity of fhe building designer. For general guidance regarding fatxication. quality controL storage, deflvery. erecfion and txacing, consult ANSI/TPIT Quattly Criieria, DSB-89 and BCSI Buttding Componenf Safety Infoimation available from Truss Plate Institute, 281 N. LeeSfreef, Suite 312, Atexandria, VA 22314. MiTek' rawa» TO PKMFomM.- 7777 Greenback Lane, SuHe 109 Crtms Heights, CA, 95610 Job Tmss Tmss Type Qty Ply Hilton Carisbad Qty R33366730 HILTON_CARLSBAD DD05A MONO TRUSS 1 1 Job Reference (optionall SeledBuiid Distribution, Indio, CA - 92203 7.250 s May 11 2011 MiTek Industries, Inc. Thu Jul 14 05:45:41 2011 Page 1 ID:t2IODBRTySPeTJAolr1YqZzOnqQ-02aFLrEbRI7q8eOfQVP^oQAIPL?unUC3KLqJ_yyD68 M-12 0.50 [i2~ is A QUAUFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEWTHE INPUT LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. Plale Offsets (X.Y): [1:0-3-4.0-1-81 LOADING (pst) SPACING 2-0-0 CSI DEFL in (loc) l/defl L/d PLATES GRIP 'TOLL 20.0 Plates Increase 1.25 TC 0.22 Vert(LL) -0.00 1-4 >999 360 MT20 220/195 TCDL 18.0 Lumber Increase 1.25 BC 0.07 Vert(TL) -0.01 1-4 >999 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.00 HorzfTL) 0.00 4 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix) Weight: 12 Ib FT = 20% LUMBER TOP CHORD BOT CHORD WEBS SLIDER 2X4 DF No.l&BlrG 2X4DF No.l&BbG 2 X 4 DF Slud G Left 2X4 DF Stud -G 1-6-2 REACTIONS (Ib/size) 1=148/Mechanical, 4=148/Mechanical MaxHorz1=23(LC11) Max Uplifti =-107(LC 13), 4=-40(LC 10) Max Grav1=244{LC 8), 4=176(LC 7) BRACING TOP CHORD BOT CHORD Strudural wood sheathing diredly applied or 3-2-12 oc puriins, except end verticals. Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends lhal Stabilizers and required cross bracing be Installed during tiuss erection, in accordance with Stabilizer Installation guide. FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-326/289 BOTCHORD 1-4-282/285 NOTES 1) Wind: ASCE 7-05; 95mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; endosed; MWFRS (low-rise); cantilever left and righl exposed ; end vertical left and right exposed; Lumber D0L=1.00 plate grip D0L=1.00 >2) This tmss has been designed tor a 10.0 psf bottom chord live load nonconcurrent wilh any olher live loads. 3)' This truss has been designed tor a live load ot 20.0pst on Ihe bottom chord in all areas where a redangle 3-6-0 tall by 1-0-0 wide will fil behiveen the bottom chord and any olher members. 4) A plate rafing redudion of 20% has been applied for the green lumber members. 5) Refer lo girder(s) for Imss lo trass connections. 6) This truss is designed in acconjance wilh the 2009 Intemational Building Code secfion 2306.1 and referenced standard ANSI/TP11. 7) This buss has been designed fora total drag load ot 100 plf Lumber DOL=(1.33) Plale grip DOL=(1.33) Connect trass to resist drag loads along bottom chord ft-om 0-0-0 to 3-2-12 for 100.0 plf. LOADCASE(S) Standard Uly 14,2011 WARNING Verify design parameters and READ NOTES ON THIS AND INCLUDBD MTEK RBBRBNCB PAOE MI7473 rer. 10 BEFORE USE. Design valid for use only with MITek connectors. Thfe design fe based only upon parameters shown, and b for on Indiv'Klual building component. Applicability of design paramenters and proper incorporation of component b responsibility of tauilding designer - not truss designer Bracing shown te for katerol support of individual web memtjers only. Addifional temporary bracing to Insure stability during constructkan is the responsibillity of fhe erector. Additional permanent bracing of fhe overall structure fe the responsibility of flTe building designer. For general guidance regarding fatjrication, quality confrol, storage, delivery, erectlcan and bracing, consull ANSI/TPII Quoitty Criteria, DSB-89 and BCSi Buttding Componeni Safely Information avaiiabte from Truss Plate Institute, 281 N. Lee Sfreet, Suite 312. Atexandria, VA 22314. MITek' 7777 Greenback Lane, Surte 109 Crtms Heights, CA, 95610 Job Tmss Tmss Type Qty Ply Hilton Carisbad Ply R33366731 HILTON_CARLSBAD E01 MONO TRUSS 255 1 .lob Reference (optionall SeledBuiid Distribution, Indio, CA - 92203 7.250sMay11 2011 MiTeklndustries, Inc. Thu Jul 14 05:45:42 2011 Pagel ID:l2IODBRTySPeTJAdr1YqZzOnqQ-UE7dZBFDC2Fhmozr_Cw6G?zCYpbzd6HLI_4Nrf^yyD67 I JifcS I I II Scale = 1:34.1 3.00 IiT j-ll-C Plate Offsets (X.Yl: 12:0-3-0.0-2-0) ILOADING (pst) 'TCLL 20.0 TCDL 18.0 BCLL 0.0 ' BCDL 10.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Slress Incr YES Code IBC2009/TPI2007 CSI TG 0.82 BC 0.41 WB 0.54 (Matrix) DEFL in (loc) l/defl Ud Vert(LL) -0.07 6-7 >999 360 Vert{TL) -0.27 6-7 >753 240 HorzfTL) 0.06 5 n/a n/a PLATES MT20 GRIP 220/195 Weighl: 82 Ib FT = 20% LUMBER TOPCHORD 2X4 DF No.l&BlrG'Except' 1-2:2X6DF No.2 G BOTCHORD 2X4 DF No.l&BlrG WEBS 2 X 4 DF Stud G REACTIONS (Ib/size) 1=826/0-3-8 (min. 0-1-8), 5=826/Mechanical MaxHorz1=169(LC4) Max Uplifti =-56(LC 5), 5=-68(LC 3) BRACING TOP CHORD BOT CHORD WEBS Stmdural wood shealhing diredly applied or 5-0-14 oc puriins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. 1 Row al midpl 3-5 MiTek recommends lhal Slabilizers and required cross bracing be Inslailed during truss erection, in accordance wilh Stabilizer Installafion guide, FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-2280/167, 2-3=-1503/122 BOT CHORD 1-7=-183/2154, 6-7=-177/2164, 5-6=-91/1406 WEBS 3-6=0/406, 2-6=-769/87, 3-5=-1431/141 NOTES 1) Wind: ASCE 7-05; 95mph; TCDL=8.4pst; BCDL=4.2pst; h=25ft; Cal. II; Exp C; endosed; MWFRS (low-rise); canfilever left and righl exposed ; end vertical left and right exposed; Lumber D0L=1.00 plate grip D0L=1.00 f2) This truss has been designed tor a 10.0 pst bottom chord live load nonconcurrent wilh any other live loads. 3) ' This tmss has been designed tor a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 lall by 1-0-0 wide will fit between Ihe bottom chord and any olher members. 4) A plate rafing reducfion ot 20% has been applied tor the green lumber members. 5) Reter lo girder(s) tor trass lo trass connedions. 6) This buss is designed in accordance with the 2009 International Building Code secfion 2306.1 and referenced standard ANSI/TP11. LOADCASE(S) Standard 4,2011 A WARNING Ver^ design parameters and READ NOTES ON THIS AND INCLUDED MTTEK RBBRBNCB PAtm Ml 7473 rer. 10 VS BEFORE USE. Design valid for use only wifh MiTek conneclors. Thfe des-|gn te bcjsed oniy upon parameters shown, and b for an individual building component. Applicabirity ot design paromenteis and proper incorpcxotion of component fe responsibility of taufldlng designer - not truss designer. Bracing shown b tor lateral support of indivkiual web memtaers only. Additional tempcxary bracing to Insure stability during construction b the responsibillity of fhe erector. Additional permanent bracing of the overall structure fe fhe responsibility of the building designer. Fcx general guidance regarding fataricatlon. quality controL storage, delivery, erection and Ixacing, consult ANSi/TPil Quoitty Criteria, DSB-89 and BCSI Building Componenf Safefy infoimation available from Tnjss Plate Institute, 281 N, Lee Sfreet, Suite 312, Alexandria, VA 22314. MiTek' 7777 Greenback Lane, Suite 109 Citms Heights, CA, 95610 Job Tmss Tmss Type Qly Ply Hilton Carisbad R33366732 HILTON_CARLSBAD E01A MONO TRUSS 218 1 Job Reference (optionall SeledBuiid Distribution, Indio, CA - 92203 7.250 s May 11 2011 MiTek Industries, Inc. Thu Jul 14 05:45:43 2011 Page 1 ID:t2IODBRTySPeTJAolr1YqZzOnqQ-yRh?mXGrzMNYNxY1XvRLpDVM9Dw8MaRVXeqxNlyyD66 I . 17-6-0 I 4x6 ll Scate = 1:34.1 ^ ^ s 1 3-11-0 7 2x4 II i 10-1-2 6 3x6 - 1 17-6-0 5 3x6 = 1 Plate Offsets (X.Yl: II :0-0-11.0-1-61 OADING (pst) 'TCLL 20.0 TCDL 18.0 BCLL 0.0 ' BCDL 10.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Slress Incr YES Code IBC2009/TPI2007 DEFL Vert(LL) Vert{TL) HorzfTL) in (loc) l/defl Ud PLATES GRIP 0.06 6-7 >999 360 MT20 220/195 0.27 6-7 >774 240 0.06 5 n/a n/a Weight; 78 Ib FT = 20% LUMBER TOPCHORD 2X4 DF No.l&BlrG BOTCHORD 2X 4 DF No.l&BlrG WEBS 2 X 4 DF Slud G BRACING TOP CHORD BOT CHORD WEBS Stmdural wood shealhing directly applied or 4-5-0 oc purtins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. 1 Row at midpt 3-5 REACTIONS (Ib/size) 1=826/0-3-8 (min. 0-1-8), 5=826/Mechanical Max Horz1=169(LC4) Max Upli«1=-56(LC 5), 5=-68(LC 3) FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2—2219/155, 2-3=-1493/121 BOT CHORD 1-7=-170/2076, 6-7=-170/2076, 5-6=-91/1402 WEBS 3-6=0/401, 2-6=-686/80, 3-5=-1426/140 NOTES 1) Wind: ASCE 7-05; 95mph; TCDL=8,4pst; BCDL=4.2psf; h=25ft; Cat. II; Exp C; endosed; MWFRS (low-rise); cantilever left and righl exposed ; end vertical left and right exposed; Lumber D0L=1.00 plate grip D0L=1.00 ^2) This Iruss has been designed tor a 10.0 pst bottom chord live load nonconcurrent with any olher live loads. 3) ' This trass has been designed for a live load ot 20.0pst on Ihe bottom chord In all areas where a redangle 3-6-0 lall by 1 -0-0 wide will frt beh«een Ihe bottom chord and any olher members. 4) A plale rafing redudion of 20% has been applied for the green lumber members. 5) Reter to girder(s) for trass lo Imss connections. 6) This truss is designed in accordance with the 2009 Intemational Building Code section 2306.1 and referenced standard ANSI/TP11. LOADCASE(S) Standard MiTek recommends that Stabilizers and required cross bracing be inslailed during trass ereclion, in accordance with Stabilizer Iristallafion quide. A WARmiG Verify daign peirameters and READ NOTES ON THIS AND INCLtmBDIBTEK RBERENCB PA<m Ml 7473 rer. 10 VS BEFORE USB. Design valid for use only wifh MiTek conneclors. Thfe design fe based only upon parameters shown, and te for an individual building companent. Applicability of ciesign paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown te for lateral support of Individual web memtaeis only. Additional temporary bracing to Insure sfoblRty during construcflon fe the responsitjillity of the erector. Additional permanent bracing of the overall structure fe ttie responsibility of the building designer Fcx general guidance regarding fabrication, qualify controt storage, delivery, erection ond txacing, consulf ANSi/TPll Quattty Criteria, DSB-89 and BCSi Buttding Component Safety Infoimoflon ovailotjle from Truss Plate Institute, 281 N. Lee Sfreet. Suite 312. Atexandria, VA 22314. MITek' PDWCK TO fPCirrOOM.-' 7777 Greenback Lane, Surte 109 Crtms Heights, CA, 95610 Job Tmss Tmss Type Qty Piy Hilton Carisbad Qty Piy R33366733 HILTON_CARLSBAD E01AB MONO TRUSS 84 1 Job Reference (optionall SeledBuiid Distribution, Indio, CA - 92203 I 3-e^ 3-8-0 7.250 s May 11 2011 MTTek Industries, Inc. Thu Jul 14 05:45:44 2011 Page 1 ID:t2IODBRTySPeTJAolr1YqZzOnqQ-QdFNztGTkgVP?57E5dzaLQ2XvdHi516ellZUvJyyD65 I- 17-M I 4x6 II 3^ 3-8-0 Plate Offsets (X.Yl: 11:0-3-4.0-7-151 ILOADING (psf) 'TCLL 20.0 TCDL 18.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Slress Incr YES Code IBC2009/TPI2007 DEFL Vert(LL) Vert(TL) HorzfTL) in (loc) l/defl L/d PLATES GRIP 0.06 6-7 >999 360 MT20 220/195 0.26 6-7 >797 240 0.06 5 n/a n/a Weighl: 79 Ib LUMBER TOPCHORD 2X4 DF No.l&BlrG BOT CHORD 2 X 4 DF No.1 &Blr G WEBS 2 X 4 DF Slud G WEDGE Left: 2 X 4 DF Stud REACTIONS (Ib/size) 5=821/Mechanical, 1=821/Mechanical Max Horz1=169(LC 4) Max Uplift5=-68(LC 3), 1=-55(LC 5) FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2-2161/152, 2-3=-1481/121 BOT CHORD 1-7=-166/2025, 6-7=-166/2025, 5-6-90/1390 WEBS 3-6=0/394, 2-6=-647/78, 3-5=-1413/139 BRACING TOP CHORD BOT CHORD WEBS Stiudural wood shealhing direcUy applied or 4-5-14 oc puriins, except end verticals. Rigid celling directly applied or 10-0-0 oc bracing. 1 Row al midpt 3-5 MiTek recommends lhat Stabilizers and required cross bracing be installed during tiuss ereclion, In accordance wilh Stabilizer Installation guide. NOTES 1) Wind: ASCE 7-05; 95mph; TCDL=8.4psf; BCDL=4.2pst; h=25ft; Cal. II; Exp C; endosed; MWFRS (low-rise); cantilever left and righl exposed ; end vertical left and right exposed; Lumber D0L=1.00 plale grip D0L=1.00 f 2) This Iruss has been designed tor a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This Imss has been designed for a live load ot 20.0psf on Ihe bottom chord In all areas where a redangle 3-6-0 tall by 1 -0-0 wide will fit between Ihe bottom chord and any olher members. 4) A plate rafing redudion of 20% has been applied tor the green lumber members. 5) Refer to girder(s) for trass to trass connections. 6) This buss is designed in accordancewith the 2009 International Building Code secfion 2306.1 and referenced standard ANSI/TPI 1. LOADCASE(S) Standanl July 14,2011 A WARNING Verify design parameters and READ NOTES ON THIS AND INCLtmBD MTBK RBERENCB PAGE M17473 rer. 10 VS BEFORE USE. Design valid for iJse only with Mffek connectors. Thfe design fe based only upon parameters shown, and fe for an IndlvKtual building component. Applicabiiity of design paramenters and proper incorporation of component fe responsibility of building designer - not truss designer. Bracing shown fe for katerol support of indivkiual web memtaers only. Additional temporary taracing to insure stability during construction fe the responsitjillity of the erector. Additional permanent bracing of the overall structure fe the responsibflity of the building designer. For general guidance regarding fabrication, qualify controL storage, delivery, erecfion and txacing, consult ANSI/TPII Quoitty Criteria, DSB-89 and BCSI Buflcfing Componeni Safety Information ovaikable from Tnjss Plate Institute, 281 N. Lee Sfreet, Suite 312, Alexandria, VA 22314. MITek' 7777 Greenback Lane, Suite 109 Citms Heights. CA, 95610 Job Tmss Tmss Type Qty Ply Hilton Carisbad R33366734 HILTON_CARLSBAD E01AG GABLE 2 1 Job Reference (ootionall SeledBuiid Disti-ibution, Indio, CA - 92203 7.250 s May 11 2011 MTTek Industries, Inc. Thu Jul 14 05:45:46 2011 Page 1 ID:t2IODBRTySPeTJAolr1YqZzOnqQ-N0N8OZIjGHI7EPHcD2?2Qr7lPQyrZwBxDc2b_CyyD63 Scale = 1:34.1 ^ —- °mi 'B' ^— 1 6 5 i-3-11-0 10-1-2 6-2-2 Plate Offsets (X YV [10-0-11.0-1-61.117:0-1-12.0-1-0). [20:0-1-12.0-1-01. [21:0-1-12.0-1-0] I LOADING (psf) rTCLL 20.0 TCDL 18.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Slress Incr YES Code IBC2009/TPI2007 DEFL in (loc) l/defl L/d Vert(LL) -0.06 6-7 >999 360 Vert(TL) -0.27 6-7 >774 240 HorzfTL) 0.06 5 n/a n/a PLATES GRIP MT20 220/195 Weighl: 1051b FT = 20% LUMBER TOP CHORD BOT CHORD WEBS OTHERS 2X4 DF No.l&BbG 2X4 DF No.l&BbG 2 X 4 DF Stud G 2 X 4 DF Slud G BRACING TOP CHORD BOT CHORD WEBS REACTIONS (Ib/size) 1=826/0-3-8 (min. 0-1-8), 5=826/Mechanical MaxHorz1=169(LC4) Max Uplifti =-56(LC 5), 5=-68(LC 3) FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2-2219/155, 2-3=-1493/121 BOT CHORD 1-7=-170/2076, 6-7-170/2076, 5-6-91/1402 WEBS 3-6=0/401, 2-6=-686/80, 3-5=-1426/140 Stmdural wood shealhing directly applied or 4-5-0 oc puriins, except end verticals. Rigid ceiling directiy applied or 10-0-0 oc bracing. 1 Row al midpt 3-5 MITek recommends lhal Slabilizers and required cross bracing be inslailed during buss ereclion, in accordancewith Stabilizer Installafion guide. NOTES 1) Wind: ASCE 7-05; 95mph; TCDL=8.4psf; BCDL=4.2pst; h=25ft; Cat. II; Exp C; endosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and righl exposed; Lumber D0L=1.00 plale grip D0L=1.00 ^2) Trass designed tor wirid loads in ttie plane ot the tmss only. For studs exposed lo wind (normal lo the face), see Standard Induslry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1-2002. 3) All plates are 2x4 MT20 unless otherwise indicaled. 4) Gable studs spaced at 1-4-0 oc. 5) This trass has been designed for a 10.0 pst bottom chord live load nonconcurrent wilh any olher live loads. 6) * This trass has been designed tor a live load ot 20.0pst on Ihe bottom chord in all areas where a redangle 3-6-0 lall by 1-0-0 wide will frt between the bottom chord and any other members. 7) A plale rating reducfion ot 20% has been applied tor the green lumber members. 8) Reter lo girder(s) tor trass to tmss connections. 9) This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSI/TPl 1. LOADCASE(S) Standard 14,2011 A WARIONG Verify design parameters and READ NOTES ON THIS AND INCLtJDED MTTEK RBERENCB PAGE MI74T3 rer. 10 108 BEFORE tXSE. Design valid tor use only with MITek connectcars. Thb design fe based only upon parameters shown, and te tor on individual building component. Applkaabillty of design paramenters and proper incorporation of componenf fe responsibility of building designer - not truss designer. Bracing shown fe for lateral support of individual web memtjeis only. Additionol tempcxary bracing to insure stabifify during construction is the responslblllltv of the erector. Additional permanent bracing of the overall structure fe the responsibility of the buflding designer For general guidance regarding fotxication, quality controt storage, defivery, erection and txacing, consult ANSI/TPil Quattly Criteria, DSB-89 and BCSi Buttding Componenf Safety Information available from Tnjss Plate Instifute, 281 N. Lee Sfreet, Suite 312, Atexandria, VA 22314. MITek' 7777 Greenback Lane, Suite 109 Cimjs Heights, CA, 95610 Job Truss Tmss Type Qty Ply Hilton Caristiad R33366735 HlLTON_CARLSBAD E01AGB GABLE 1 1 Job Reference (optionall SeledBuiid Distribution, Indio, CA - 92203 7.250 s May 11 2011 MTTek Industries, Inc. Thu Jul 14 0545:47 2011 Page 1 ID:t2IODBRTySPeTJAdr1YqZzOnqQ-rCxWcuJM1bt_sZsomlWHz3g28qJPINs5RGo8WeyyD62 3-6-P 3-8-0 9-10-2 6-2-2 Plate Offsets (X.Yl: 11:0-3-4.0-7-151. [17:0-1-12.0-1-01.120:0-1-12.0-1-01. [21:0-1-12.0-1-0) ILOADING (pst) FTCLL 20.0 TCDL 18.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Slress Incr YES Code IBC2009/TPI2007 CSI TC 0.83 BC 0.39 WB 0.46 (Matrix) DEFL Vert(LL) Vert(TL) HorzfTL) in (loc) l/defl Ud PLATES GRIP 0.06 6-7 >999 360 MT20 220/195 0.26 6-7 >797 240 0.06 5 n/a n/a Weighl: 106 lb FT = 20% LUMBER TOP CHORD BOT CHORD WEBS OTHERS WEDGE Left; 2 X 4 DF Slud 2X4DF No.l&BlrG 2X4DF No.l&BlrG 2 X 4 DF Slud G 2 X 4 DF Stud G BFiACING TOP CHORD BOT CHORD WEBS REACTIONS (Ib/size) 5=821/Mechanical, 1=821/Mechanical MaxHorz1=169(LC4) Max Uplift5=-68(LC 3), 1=-55(LC 5) Sbudural wood shealhing directly applied or 4-5-14 oc puriins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. 1 Row al midpl 3-5 MiTek recommends lhal Stabilizers and required cross bracing be installed during truss erectton, in accordance with Stabilizer Installation guide, FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2-2161/152, 2-3-1481/121 BOT CHORD 1 -7=-166/2025, 6-7-166/2025, 5-6-90/1390 WEBS 3-6=0/394, 2-6=-647/78, 3-5=-1413/139 NOTES 1) Wind: ASCE 7-05; 95mph; TCDL=8.4psf; BCDL=4.2pst; h=25ft; Cal. II; Exp C; endosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber D0L=1.00 plale grip D0L=1.00 l2) Trass designed tor wind loads in the plane ot the trass only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualifled building designer as per ANSI/TPI 1-2002. 3) All plates are 2x4 MT20 unless othenwise indicaled. 4) Gable sluds spaced at 1-4-0 oc. 5) This Iruss has been designed tor a 10.0 pst boltom chord live load nonconcurrent with any olher live loads. 6) ' This truss has been designed for a live load of 20.0psf on the bottom chord In all areas where a redangle 3-6-0 tall by 1 -0-0 wide will fit betiween the bottom chord and any olher members. 7) A plate rating redudion ot 20% has been applied tor the green lumber members. 8) Reter lo girder(s) for trass to trass connections. 9) This Iruss is designed in accordance wilh the 2009 Internafional Building Code section 2306.1 and referenced standard ANSI/TP11. LOADCASE(S) Standard 14,2011 ^ WARIBNaVeryy design parameters and READ NOTES ON THIS AND INCLUDED MTBK RBERENCB PAGS M17473 rer. 10 VS BEFORE USB. Design valid for use only with MITek connectors. Thte design fe based only upon parameters shown, and fe for on Individual building component. Applicability ot design paramenters and proper Inccarpcxation of component fe responsibility of building designer - not truss designer. Bracing shown te for lateral support of Individual web memtjers onty. Additional tempcxary bracing to Insure stability during construction b the responsibillity of fhe erector. Additional permanent brocing of fhe overall structure b fhe responsibility of the building designer For general guidance regarding tataricotion, qualify controL storage, delivery, erection and bracing, consult ANSI/TPII Quattty Citteria. DSB-89 and BCSI Building Component Safety Information available from Tnjss Plate Institute. 281 N. Lee Sfreet. Suite 312. Alexandria, VA 22314. MiTek' 7777 Greenback Lane. Suite 109 Crtms Heights, CA, 95610 Job Tmss Tmss Type Qty Ply Hilton Carisbad Qty R33366736 HILT0N_CARLSB/«) E01B MONO TRUSS 3 1 Job Reference (ootionall SeledBuiid Distribution, Indio, CA - 92203 7.250 s May 11 2011 MTTek Industries, Inc. Thu Jul 14 05:45:48 2011 Page 1 ID:t2IODBRTySPeTJAolr1YqZzOnqQ-JOVupEJ_ou?rUjR?KT1WWGDMREgt1neEgwXi24yyD61 I 14-2-10 I 17-6-0 I I-3-11-0 Plate Ottsels (X.Yl: 11:0-1-8.0-2-01. [2:0-3-0.0-2-01.111:2-4-5.13-11-131.111:2-5-1.14-5-71 OADING (pst) CLL 20.0 TCDL 18.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Slress Incr YES Code IBC2009/TPI2007 CSI TC 0.29 BC 0.31 WB 0.68 (Matrix) DEFL in (loc) l/defl Ud Vert(LL) -0.04 9-10 >999 360 Vert(TL) -0.19 9-10 >871 240 HorzfTL) 0.02 11 n/a n/a PLATES GRIP MT20 220/195 Weighl: 99 Ib FT = 20% LUMBER TOP CHORD BOT CHORD WEBS 2 X 4 DF No.l&Btr G 'Except' 1-2: 2X6 DF No.2 G 2X4 DF No.l&BbG 2 X 4 DF Slud G 'Except' 4-11:2X6DF No.2 G REACTIONS (Ib/size) 6=6/Mechanical, 1=643/0-3-8 (min. 0-1-8), 11=987/0-5-4 (min. MaxHora1=169(LC 4) Max Uplifte—44(LC 5), 1-51(LC 5), 11=-42(LC 3) Max Grav6=24(LC 4), 1=643(LC 1), 11=987(LC 1) BRACING TOP CHORD BOT CHORD 0-1-8) Structural wood shealhing directly applied or 5-10-10 oc purtins, except end verticals. Rigid ceiling directiy applied or 10-0-0 oc bracing. MiTek recommends that Slabilizers and required cross bracing be inslailed during tiuss ereclion, in accordance with Stabilizer Installation quide. FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2-1735/156, 2-3=-783/99 BOT CHORD 1-10=-169/1640, 9-10-162/1650, 8-9-63/702 WEBS 3-9=0/376, 2-9=-963/101, 3-8=-928/88, 4-11=-270/13, 8-12=-43/570, 12-14=-43/570 NOTES 1) Wind: ASCE 7-05; 95mph; TCDL=8.4pst; BCDL=4.2psf; h=25ft; Cal. II; Exp C; endosed; MWFRS (low-rise); canfilever left and righl exposed ; end vertical left and right exposed; Lumber D0L=1.00 plale grip D0L=1.00 ) This buss has been designed tor a 10.0 psf bottom chord live load nonconcurrent with any olher live loads. 3) ' This Imss has been designed for a live load ot 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 lall by 1-0-0 wide will fit behween the bottom chord and any ottier members. 4) A plate rafing reduction ot 20% has been applied tor the green lumber members. 5) Refer lo glrder(s) for trass to trass connections. 6) Bearing at joint(s) 11 considers parallel lo grain value using ANSI/TP11 angle to grain tonmula. Building designer should verity capaciiy of bearing surface. 7) This Iruss is designed in accordance with Ihe 2009 Intemational Building Code section 2306.1 and referenced standard ANSI/TPI 1. LOADCASE(S) Standard 14,2011 A WARNING Ver^ design parameters and RB^ NOTES ON THIS AND INCLUDED MTTEK RBERENCB PAGB MI7473 rer. 10 V8 BEFORE USB. Design valid for use only with MiTek connectors. Thte design b based only upon parameters shown, and b for an Individual building compcjnent. Appiicdbiiity ot design paramenters and proper incorporation of component fe responsibiiify of buflding designer - not truss designer. Bracing shown fe for kiteral support of individual web memtaers on^*. Additional tempcxary bracing to insure stability during construction fe fhe responsibillity of fhe erector Additional permanent bracing of the overafl sttucture fe the responsibility of ttie building designer For general guidance regarding fabrication, quqiity controL storage, delivenr, erection and txocing, consult ANSl/TPIl Quattty Criteria. DSB-89 and BCSI Buflding Component Safety InformaHon ovoilable from Tnjss Plate Institute. 281 N. Lee Street, Suite 312. Alexandria. VA 22314. MITek' 7777 Greenback Lane. Surte 109 Citms Heights, CA, 95610 Job Tmss Tmss Type Qty Ply Hilton Caristaad R33366737 HILTON_CARLSBAD E01BA MONO TRUSS 3 1 Job Reference (ootionall SeledBuiid Distribution, Indio, CA-92203 7.250 s May 11 2011 MiTek Industries, Inc. Thu Jul 14 05:45:49 2011 Page 1 ID:t2IODBRTySPeTJAdr1YqZzOnqQ-nb3G1aKcZC7i5s?BuAYI2UIXve4CmN6NvaHFbXyyD60 3 00fl2" Scale = 1:35.1 ^LOADING (pst) SPACING 2-0-0 CSI DEFL in (loc) l/defl Ud PLATES GRIP ITCLL 20.0 Plates Increase 1.25 TC 0.30 Vert(LL) -0.00 3-4 >999 360 MT20 220/195 'TCDL 18.0 Lumber Increase 1.25 BC 0.05 Vert(TL) -0.01 3-4 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.09 HorzfTL) 0.00 3 n/a n/a BCDL 10.0 Code IBC2009/rPI2007 (Matrix) Weighl: 26 Ib FT = 20% LUMBER TOPCHORD 2X 4 DF No.l&BbG BOTCHORD 2X 4 DF No.l&BlrG WEBS 2 X 4 DF Slud G BRACING TOP CHORD BOT CHORD SIradural wood sheathing directly applied or 10-0-0 oc puriins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib(size) 3=133/Mechanical, 4=133/Mechanical MaxHorz4=160(LC4) Max Upllft3-130(LC 4), 4=-92(LC 3) Max Grav3=133(LC 1), 4=137(LC 4) FORCES (lb) - Max, Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES 1) Wind: ASCE 7-05; 95mph; TCDL=8.4psf; BCDL=4.2pst; h=25ft; Cal. II; Exp C; enclosed; MWFRS (low-rise); canfilever left and righl exposed ; end vertical left and right exposed; Lumber D0L=1.00 plate grip D0L=1.00 2) This trass has been designed tor a 10.0 psf bottom chord live load nonconcurrent with any olher live loads. 3) ' This tmss has been designed tor a live load ot 20.0psf on the bottom chord in all areas where a redangle 3-6-0 tall by 1-0-0 wide will frt behween the bottom chord and any olher members. k4) A plate rafing redudion ot 20% has been applied tor the green lumber members. 15) Reter to girder(S) tor trass lo trass connections. 6) This Iruss is designed in accordance with Ihe 2009 Intemational Building Code section 2306.1 and referenced standard ANSI/TP11. LOADCASE(S) Standard MiTek recommends lhal Stabilizers and required cross bracing be inslailed during tiuss ereclion. in accordance with Stabilizer Installation quide, July 14,2011 ^ WARNING Verify design parameters and READ NOTES ON THIS AND INCLUDED MTEK RBERENCB PAtm Ml 7473 rer. 10 VS BEFORE USE. Design valid for use only with MiTek ccannectors. Thfe design fe based only upon parameters shown, and fe for an indivkiual building component. Applicability of design paramenters and proper Incorpcxotion of component fe responsibility of building designer - nof truss designer Bracing shown fe for lateral support of indivkiual web members only. Additional tempcxary bracing to insure stobirify during constnjction fe the responsibillity of the erector Additional permanent bracing of the overall stnjcture fe fhe responsibflity of ttie building designer. For general guidance regarding takaricotion. quality controt storage, delivery, erection and txocing, consult ANSI/TPII Quattty Citteria, DSB-89 ond BCSi Buttding Componenf Safety informoflon available from Truss Plate Institute, 281 N. Lee Sfr-eet, Suite 312. Alexandria. VA 22314. MITek' 7777 Greenback Lane, Surte 109 Crtms Heights. CA, 95610 Job Tmss Tmss Type Qty Ply Hilton Carisbad R33366738 HILTON_CARLSBAD E01BB MONO TRUSS 3 1 Job Reference (optionall SeledBuiid Distribution, Indio, CA - 92203 I 3-11-0 3-11-0 7.250 s May 11 2011 MTTek Industries, Inc. Thu Jul 14 05:45:50 2011 Page 1 ID:t2IODBRTySPeTJAolr1Yq2zOnqQ-FnceEwLEJWF2j0aNSu3_bhliu2MIVhFX8E0p7zyyD6? I . 14-0-0 I 2x4 11 h 3-11-0 3-11-0 i 10-1-2 6-2-2 1-14-OJl 3-10-14 1 Plate Offsets (X.Yl: [1:0-1-8.0-2-01. [2:0-3-0.0-2-01 i LOADING (pst) SPACING 2-0-0 CSI DEFL in (loc) l/defl L/d PLATES GRIP 'TCLL 20.0 Plates Increase 1.25 TC 0.29 Vert(LL) -0.04 6-7 >999 360 MT20 220/195 TCDL 18.0 Lumber Increase 1.25 BC 0.32 Vert(TL) -0.19 6-7 >B52 240 BCLL 0.0 ' Rep Slress Incr YES WB 0.67 HorzfTL) 0.04 5 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix) Weighl: 66 Ib FT = 20% LUMBER TOPCHORD 2X 4 DF No.l&BlrG'Except' 1-2:2X6DF No.2 G BOTCHORD 2X4 DF No.l&BlrG WEBS 2 X 4 OF Stud G BRACING TOP CHORD BOT CHORD Stractural wood sheathing directly applied or 5-9-12 oc puriins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 1=658/0-3-8 (min. 0-1-8), 5=658/Mechanical MaxHorz1=137(LC4) Max Uplifti =-44(LC 5), 5=-55(LC 3) FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOPCHORD 1-2=-1781/135,2-3=-838/76 BOT CHORD 1-7=-145/1683, 6-7=-138/1694, 5-6=-36/756 WEBS 3-6=0/371, 2-6-953/104, 3-5-929/91 NOTES 1) Wind: ASCE 7-05; 95mph; TCDL=8,4pst; BCDL=4.2pst; h=25ft; Cal. II; Exp C; endosed; MWFRS (low-rise); canfilever left and righl exposed ; end vertical left and right exposed; Lumber D0L=1.00 plate grip D0L=1.00 k 2) This tiuss has been designed tor a 10.0 pst bottom chord live load nonconcurrent with any other live loads. ^3)' This trass has been designed for a live load ot 20.0psf on the bottom chord in all areas where a redangle 3-6-0 tall by 1-0-0 wide will frt between the bottom chord and any olher members. 4) A plale rafing reducfion of 20% has been applied for the green lumber members. 5) Refer to girder(s) for truss to tmss connections. 6) This trass is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. LOADCASE(S) Standard MiTek recommends lhal Slabilizers and required cross bradng be Installed during trass erection, in accordance wilh Stabilizer Installation guide. 4,2011 ^ WARNING Verify design parameters and READ NOTES ON THIS AND INCLUDED MTEK RBERENCB PAGB Ml 7473 rer. 10 VS BEFORE USB. Design valid for use only with MITek connectcxs. Thfe design fe based only upon parameters shown, and fe fcx an individual building component. Applicability of design paromenteis and proper Incorporation of component fe responsibility of building designer - not truss designer Bracing shown fe for kjteral support of individual web memljeis only. Additional temporary bracing to insure stability during consfrucf'Kan fe the responsibillify of fhe erector. Additional permanent bracing of fhe overall structure fe fhe responsibflity of ttie building designer. For general guidance regarding fabrication, quality contraL storage, delivery, erection and bracing, consult ANSI/TPII Quaitty Criteria, DSB-89 and BCSi Buttding Component Safely iniormaflon avaiiabte from Truss Plate Institute, 281 N. Lee Sfreet, Suite 312, Atexandria, VA 22314. MITek monreK TO pKKiraitM.' 7777 Greenback Lane. SuHe 109 Crtms Heights, CA, 95610 Job Tmss Trass Type Qty Ply Hilton Carisbad R33366739 HILTON_CARLSBAD E01BC MONO TRUSS 1 1 Job Reference (optionall SeledBuiid Distribution, Indio, CA - 92203 7.250 s May 11 2011 MiTek Industries, Inc. Thu Jul 14 05:4551 2011 Page 1 ID:l2IODBRTySPeTJAolr1YqZzOnqQ-jzA1RGMs4pNQLA9a?bbD7vqvcRkbEENgMumMff'yyD6_ 8-7-2 I 12-6-0 I 2x4 ll Scale = 1:28.6 3.00 IiT 3-11-0 Plate Offsets (X.Y); [1 ;0-3-5.0-2-61. [2:0-1-0.0-3-4) I LOADING (psO ' TCLL 20.0 TCDL 18.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Slress Incr YES Code IBC2009/TPI2007 DEFL in (loc) l/defl Ud Vert(LL) -0.02 7 >999 360 Vert(TL) -0.08 6-7 >999 240 HorzfTL) 0.02 5 n/a n/a PLATES GRIP MT20 220/195 Weighl: 64 Ib FT = 20% LUMBER TOP CHORD BOT CHORD WEBS SLIDER 2 X 4 DF No.l&Btr G 'Except' 1-2:2X6DF No.2 G 2X4 DF No.l&BlrG 2 X 4 DF Slud G Left 2 X 4 DF Slud -G 2-3-15 BRACING TOP CHORD BOT CHORD REACTIONS (Ib/size) 1=593/0-3-8 (min. 0-1-8), 5=593/Mechanical MaxHorz1=137(LC4) Max Uplifti =-39(LC 5), 5=-50(LC 3) Strudural wood shealhing directly applied or 6-0-0 oc puriins, except end verticals. Rigid celling directly applied or 10-0-0 oc bracing. MiTek recommends lhal Stabilizers and required cross bracing be installed during tiuss ereclion, in accordance with Stabilizer Installation guide. FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOPCHORD 1-2-1221/93,2-3=-687/69 BOT CHORD 1 -8-92/1102, 7-8=-92/1102, 6-7-88/1 111, 5-6=-28/622 WEBS 3-6=0/306, 2-6=-513/65, 3-5=-750/78 NOTES 1) Wind: ASCE 7-05; 95mph; TCDL=8.4pst; BCDL=4,2pst; h=25ft; Cal. II; Exp C; endosed; MWFRS (low-rise); cantilever left and righl exposed ; end vertical left and righl exposed; Lumber D0L=1.00 plale grip D0L=1.00 L 2) This tiuss has been designed tor a 10.0 pst bottom chord live load nonconcurrent wilh any other live loads. F 3) ' This tmss has been designed tor a live load ot 20.Opsf on the bottom chord in all areas where a redangle 3-6-0 tall by 1-0-0 wide will fll between the bottom chord and any other members. 4) A plale rafing redudion of 20% has been applied tor the green lumber members. 5) Refer to girder(s) for tmss to Imss connections. 6) This truss is designed in accordance with Ihe 2009 Internafional Building Code section 2306.1 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard ^,2011 A WARNING Verify design peirameters and READ NOTES ON THIS AND INCLUDED MTEK RBERENCB PAGE M17473 rer. 10 108 BEFORE USE. Design valid for use only with MiTek connectcars. Thfe design fe based only upon parameters shown, and fe for on Individual building component. Applicability of design poromenters ond proper Incorpcxatlon of component fe responsibility of tjuflcJing designer - not truss designer. Bracing shown b for lateral support of individual web members only. Additional femporar/ bracing to insure stability during construcf-Kjn fe the responsitjillity of the erectcx. AdcJitional pemianent bracing of fhe overall sfructure fe the responsibility of the buflding designer. For general guidance regarding tataricotion. quality contraL storage, delivery, erection and txacing, consult ANSI/TPII Quaitty Criteria, DSB-89 and BCSi Buttding Component Safety Infoimation available from Truss Plate Institute, 281 N. Lee STreet. Suite 312. Atexandria, VA 22314. MITek' PaWKK ro ^EMFSKM.-7777 Greenback Lane, Suite 109 Crtms Heights. CA. 95610 Job Tmss Tmss Type Qty Ply Hilton Carisbad R33366740 HILTON_CARLSBAD E01C MONO TRUSS 44 1 Job Reference (ootionall SelectBuild Distribution, Indio, CA - 92203 7.250 s May 11 2011 MTTek Industries, Inc. Thu Jul 14 05:45:52 2011 Page 1 ID:t2IODBRTySPeTJAolr1YqZzOnqQ-BAkPfcNUr7VGyKkmZI6Sg6NvKi2sztCqbYVyAsyyD5z -_i 16-0-0 I Scale = 1:34.5 6x6 3 2^ _J _ •ft^^ \ 3n i —=^^E 3.00 [12" ^...^••••'''''''''''''''^.^-•-••^^ 4 = ^—•—• 8 7 6 1 ^ 1- 3-11-0 8-7-2 . ^-2 . .. . 1— 16-M _Z-4-14__ H Plate Offsets (X.Yl: [1 ;0-3-9.Edqe). [3:0-1-0.0-3-4[. [5:0-3-5.Edqel ILOADING (pst) SPACING 2-0-0 CSI DEFL In (loc) l/defl Ud PLATES GRIP 'TCLL 20.0 Plates Increase 1.25 TC 0.87 Vert(LL) -0.06 6-7 >999 360 MT20 220/195 TCDL 18.0 Lumber Increase 1.25 BC 0.31 Vert(TL) -0.19 6-7 >996 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.38 HorzfTL) 0.04 6 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix) Weighl: 78 Ib FT = 20% LUMBER TOP CHORD 2 X 4 DF No.1 &Bb G 'Except' 1-3; 2X6 DF No.2 G BOT CHORD 2 X 4 DF No.1 &Bb G WEBS 2 X 4 DF Slud G SLIDER Left 2 X 4 DF Slud -G 1 -8-5 REACTIONS (Ib/size) 1=761/0-3-8 (min. 0-1-8), 6=761/Mechanical MaxHorz1=169(LC4) Max Uplifti =-50(LC 5), 6=-64(LC 3) BRACING TOP CHORD BOT CHORD WEBS Stiudural wood shealhing directly applied or 5-6-2 oc puriins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. 1 Row al midpl 4-6 MiTek recommends that Slabilizers and required cross bracing be installed during trass erection, in accordance with Stabilizer Installation guide, FORCES (Ib) - Max, Comp,/Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-1583/108, 2-3=-1527/118, 3-4=-1275/110 BOT CHORD 1-8-120/1425, 7-8-117/1430, 6-7=-78/1214 WEBS 4-7=0/324, 4-6-1221/126 NOTES 1) Wind: ASCE 7-05; 95mph; TCDL=8.4psf; BCDL=4.2pst; h=25ft; Cal. II; Exp C; endosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and righl exposed; Lumber DOL=1.00 plale grip OOL=1.00 |2) This trass has been designed tor a 10.0 pst bottom chord live load nonconcurrent with any other live loads. 3) ' This trass has been designed tor a live load ot 20.0pst on the bottom chord in all areas where a redangle 3-6-0 lall by 1-0-0 wide will fll behveen the bottom chord and any other members. 4) A plate rafing redudion ot 20% has been applied for the green lumber members. 5) Reter lo girder(s) tor trass to tmss connections. 6) This trass is designed in accordance wilh the 2009 Intemational Building Code section 2306.1 and referenced standard ANSI/TP11. LOAD CASE(S) Standanl Lily 14,2011 A WARNING Verify design parameters and READ NOTES ON THIS AND INCLUDED MTEK RBERENCB PA(XMI7473 rer. 10 VS BEFORB tISB. Design valid (cx use only with MITek connectors. Thfe design fe based only upon parameters shown, and fe for on indivkiual buflding component. Applicability of design paramenters and proper incorpcxatlon of component fe responsibility of building designer - not truss designer. Bracing shown fe for lateral support of indivktual web memtaeis only. Additional tempcxary bracing to Insure statjillty during construction te the responsitjillity of fhe erector. Addltkanal permanent bracing of the overall structure b the responsibility of the building designer Fcx general guidance regarding fataricatlon. quality contraL storage, delivery, erection and bracing, consult ANSI/TPII Quattly Criieria, DSB-89 and BCSI Buttding Component Scriefy infoimation available from Tnjss Plate Institute, 281 N. LeeSfreef, Suite 312, Alexandria, VA 22314. MiTek' mawKH TO pcirrDHM.- 7777 Greenback Lane. Suite 109 Citms Heights, CA, 95610 Job Tmss Tmss Type Qty Ply Hilton Carisbad R33366741 HILTON_CARLSBAD E01CD MONO TRUSS 3 1 Job Reference (odionall SeledBuiid Distribution, Indio, CA - 92203 3-11-0 -I-4-8-2 -I- 7.250 s May 11 2011 MTTek Industries, Inc. Thu Jul 14 05:45:64 2011 Page 1 ID:t2IODBRTySPeTJAolr1YqZzOnqQ-8Ys94IOINkl_Ceu9hj8wlXSFffgPRUY62r OFkyyDSx 16-Q-O I QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEWTHE INPUT LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. •AAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAA^ h 3-11-0 3-11-0 8-7-2 4-6-2 Plate Offsets (X.Yl: 11:0-3-9.Edqel. 13:0-4-4.0-2-0). [5:0-3-5.Edqel. [7:0-3-9.0-2-01 Tl OADING (pst) CLL 20.0 TCDL 18.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr NO Code IBC2009rTPI2007 CSI TC 0.88 BC 0.50 WB 0.71 (Matrix) DEFL Vert(LL) Vert(TL) HorzfTL) in (loc) l/defl Ud n/a -n/a 999 n/a -n/a 999 0.01 7 n/a n/a PLATES GRIP MT20 220/195 Weight: 78 Ib FT = 20% LUMBER TOP CHORD BOT CHORD WEBS SLIDER REACTIONS (Ib)- 2 X 4 DF No.l&Btr G 'Except' 1-3: 2X6 DF No.2 G 2X4 DF No.l&BlrG 2 X 4 DF Slud G Left2X4DF Stud -G 1-8-5 BRACING TOP CHORD BOT CHORD WEBS SIradural wood sheathing directly applied or 2-11-4 oc puriins, except end verticals. Rigid ceiling direcUy applied or 3-9-13 oc bracing. 1 Row at midpl 3-7, 4-6 MiTek recommends that Stabilizers and required cross bracing be installed during Imss erection, in accordance wilh Stabilizer Installation guide. All bearings 16-0-0. MaxHorz1=169(LC4) Max Uplift M\ uplift 100 Ib or less aljoint(s) except 1=-1337(LC 13), 7—693(LC 9), 6=-854{LC 10), 8=-983{LC 9) Max Grav All readlons 250 Ib or less al joint(s) except 1 = 1531(LC 8), 7=1287(LC 8), 6=1149(LC 7), 8=1306(LC 8) FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2—3355/3169, 2-3-2476/2363, 3-4=-3604/3532, 4-5=-3574/3451 BOT CHORD 1-8=-2971/3029, 7-8—1201/1235, 6-7=-2140/2225 WEBS 4-7-1879/1460, 3-7=-2462/2470, 4-6-2296/2322, 3-8-1265/1052 lOTES 1) Wind: ASCE 7-05; 95mph; TCDL=8.4pst; BCDL=4.2pst; h=25ft; Cat. II; Exp C; endosed; MWFRS (low-rise); cantilever left and righl exposed ; end vertical left and righl exposed; Lumber D0L=1.00 plale grip D0L=1.00 2) Gable requires continuous bottom chord bearing. 3) This trass has been designed tor a 10.0 pst bottom chord live load nonconcurrent wilh any other live loads. 4) ' This trass has been designed for a live load ot20.0pst on the bottom chord in all areas where a redangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 5) A plale rating reduction ot 20% has been applied for the green lumber members. 6) This Iruss is designed in accordance wilh the 2009 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 7) This trass has been designed tor a lolal drag load ot 460 plf Lumber D0L=(1.33) Plate grip D0L=(1.33) Connect tmss lo resist drag loads along bottom chord from 0-0-0 lo 16-0-0 for 460.0 pit. LOADCASE(S) Standard Illy 14,2011 ^ WARNING Ver^ design parameters and READ NOTES ON THIS AND INCLUDED MTEK RBERENCB PAGB M17473 rer. 10 VS BEFORB USB. Design valid for use only with MiTek connectcars. Thb design fe based only upon pcxameters shown, and fe tor on indivKrlual building component. Applicobiliiy of design poramenters and prcaper inconJorcalion of componeni fe responsitjilify ol building designer - not truss designer. Brocing shown te for lateral support of individual web memtaers only. Additional tempcxary bracing to insure stablflty during construction te fhe responsibillity of the erector Additional permanent bracing of fhe overall structure fe the responsibility of ftie building designer For general guidance regarding fatjrication, quality controL stcxage, delivery, erection and bracing, consult ANSl/TPll QuaiHy Criteria, DSB-89 and BCSi Buttdng Componenf Safety infoimation available from Tnjss Plate Institute. 281 N. Lee Street. Suite 312. Alexandria. VA 22314. MITek' 7777 Greenback Lane, Surte 109 Crtms Heights, CA, 95610 Job Tmss Tmss Type Qty Ply Hilton Carisbad Ply R33366742 HILTON_CARLSBAD E01D MONO TRUSS 11 1 Job Reference (optionall SeledBuiid Disti-ibution, Indio, CA - 92203 I-3-11-0 -I-10-1-2 3-11-0 6-2-2 QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEWTHE INPUT LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. 7.250 s May 11 2011 MiTek Industries, Inc. Thu Jul 14 05:45:55 2011 Page 1 lD:t2lODBRTySPeTJAolr1YqZ2l>iqQ-dQXHePN82trpnTLERf91l?PL3zWA_nGHVkZnAyyD5w I lita I 7-4-14 3-00 [l2~ BX12MT20H ^ 3-11-0 3-11-0 -I- Plale Offsets (X.Yl: 11:0-0-0.0-0-111. [2:0-4-4.0-3-81 OADING (pst) TOLL 20.0 TCDL 18.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Slress Incr NO Code IBC2009/TPI2007 CSI TC 0.88 BC 0.70 WB 0.52 (Matrix) DEFL Vert(LL) Vert(TL) HorzfTL) in (loc) l/defl L/d PLATES GRIP 0.27 6-7 >751 360 MT20 220/195 0.46 6-7 >446 240 MT20H 165/146 0.12 5 n/a n/a Weighl: 82 Ib FT = 20% LUMBER TOP CHORD 2 X 4 DF 2400F 2.0E G 'Except' 1-2:2X6DF No.2 G BOT CHORD 2 X 4 DF 2400F 2.0E G WEBS 2 X 4 DF Stud G REACTIONS (Ib/size) 1=822/0-5-8 (min. 0-3-0), 5=822/Mechanical MaxHorz1=169{LC 11) Max Uplifti =-2258(LC 13), 5=-165(LC 10) Max Grav1=3025(LC 8), 5=919(LC 7) BRACING TOP CHORD BOT CHORD WEBS Stiudural wood sheathing diredly applied or 2-4-7 oc puriins, except end verticals. Rigid ceiling directly applied or 2-11-4 oc bracing, 1 Row at midpt 2-6, 3-5 MiTek recommends lhal Stabilizers and required cross bracing be installed during ti-uss eredion, in accordance wilh Stabilizer Installation guide. FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-9059/6973, 2-3-7366/6121, 3-4=-3579/3457 BOT CHORD 1-7 -6833/8757, 6-7=-5124/6780, 5-6=-3177/4483 WEBS 3-6-115/433, 2-6=-1722/1077, 3-5-1689/407 NOTES 1^1) Wind: ASCE 7-05; 95mph: TCDL=8.4psf; BCDL=4.2pst; h=25ft; Cat, II: Exp C; endosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and righl exposed; Lumber D0L=1.00 plate grip D0L=1.00 ' 2) All plates are MT20 plates unless othenvise indicaled. 3) This tmss has been designed tor a 10.0 pst bottom chord live load nonconcurrent wilh any other live loads. 4) * This tmss has been designed tor a live load ot 20.0pst on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fil behween Ihe bottom chord and any olher members. 5) A plale raling redudion ot 20% has been applied for the green lumber members. 6) Reter to girder(s) tor trass to truss connections. 7) This trass is designed in accordance wilh the 2009 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 8) This tmss has been designed tor a lolal drag load ot 460 plf Lumber D0L=(1.33) Plate grip D0L=(1.33) Connect tmss to resist drag loads along bottom chord firom 0-0-0 lo 17-6-0 for 460.0 plf. LOADCASE(S) Standard /2L^ 074486 ]f\ EXP. 12^1-11 July 14,2011 A WARNING Ver^ design partaneters and READ NOTES ON THIS AND INCLUDO) MTEK RBERENCB PAGE Mr7473 rer. 10 BEFORE USE. Design valid for use only wifh MiTek connectors. Thfe design fe based only upon parameters shown, and fe for on individual building component. Applicability of design paramenters and proper Incorporation of component fe responsibility of building designer - not truss designer Bracing shown b for lateral support of Individual web memtaers oniy. Additional temporary bracing to insure stabifify during constnjction te the responsibillity of the erector. Additional permanent taracing of the overall structure fe the responsibility of ftie building designer. For general guidance regarding fabrication, quqiity controL storage, delivery, erection and txacing. consult ANSI/TPil Quattty Criteria, DSB-89 and BCSi Buttding Componeni Safety infoimation available from Truss Plate Institute, 281 N. Lee Street. Suite 312. Atexandria. VA 22314. MiTek' mowKK ra PKHFOHU.- 7777 Greenback Lane, Suite 109 Citms Heights, CA. 95610 Job Tmss Tmss Type Qty Ply Hilton Carisbad R33366743 HILTON_CARLSBAD E01DA MONO TRUSS 22 1 Job Reference (optionall SeledBuiid Distribution, Indio, CA - 92203 7.250 s May 11 2011 MiTek Industries, Inc. Thu Jul 14 05:45:57 2011 Page 1 ID:t2IODBRTySPeTJAdr1YqZzOnqQ-Y7XliJQdgf8Z35diMshdNA4m6semeu7ZlpDgs3yyD5u 3-11-0 6-2-2 QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEWTHE INPUT LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. Scale = 1:33.3 4x10 4x4 ^ 2 3 i-8-11-8 Plate Offsets (X.Yl: [1:0-1-8.0-2-Ol. [1:0-0-4.0-2-41 •LOADING (pst) "TCLL 20.0 TCDL 18.0 BCLL 0.0 ' BCDL 10.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr NO Code IBC2009/TPI2007 DEFL in (loc) l/defl L/d Vert(LL) -0.24 7-8 >866 360 Vert(TL) -0.41 7-8 >505 240 HorzfTL) 0.11 6 n/a n/a PLATES GRIP MT20 220/195 Weight: 86 Ib LUMBER TOP CHORD BOT CHORD WEBS SLIDER 2 X 4 DF 2400F 2.0E G 2 X 4 DF 2400F 2.0E G 2 X 4 DF Slud G Left 2 X 6 DF No.2 -G 3-7-6 BFiACING TOP CHORD BOT CHORD WEBS REACTIONS (Ib/size) 1=822/0-5-8 (min. 0-3-0), 6=822/Mechanical Max Horz1=169(LC 12) Max Uplifti =-2270(LC 13), 6-177{LC 10) Max Gravl =3037(LC 8), 6=931 (LC 7) Stmdural wood sheathing directly applied or 2-6-14 oc puriins, except end verticals. Rigid ceiling directly applied or 3-0-2 oc bracing. 1 Row al midpl 3-7, 4-6 MiTek recommends lhat Slabilizers and required cross bracing be installed during tmss ereclion, in accordance with Stabilizer Installation guide. FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2-8846/6825. 2-3=-7250/5221, 3-4=-7249/6007, 4-5=-3580/3457 BOT CHORD 1-8=-6679/8537, 7-8=-4983/6556, 6-7=-3141/4444 WEBS 4-7=-156/467, 3-7=-1741/1176, 4-6=-1722/444 NOTES ^1) Wind: ASCE 7-05; 95mph; TCDL=8.4pst; BCDL=4.2pst; h=25ft; Cat. 11; Exp C; endosed; MWFRS (low-rise); cantilever left and righl exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 2) The Fabricafion Tolerance al joinl 1 =12% 3) This buss has been designed for a 10.0 psf bottom chord live load nonconcurrent wilh any other live loads. 4) ' This trass has been designed tor a live load of 20.0pst on the bottom chord in all areas where a redangle 3-6-0 lall by 1-0-0 wide will fit between the bottom chord and any other members. 5) A plale rafing reduction ot 20% has been applied tor the green lumber members. 6) Refer lo girder(s) tor tmss to truss connections. 7) This truss is designed in accordance with the 2009 International Building Code secfion 2306.1 and referenced standard ANSI/TP11. 8) This trass has been designed for a total drag load of 460 pit. Lumber D0L=(1.33) Plate grip D0L=(1.33) Connect trass to resist drag loads along bottom chord fi-om 0-0-0 to 17-6-0 tor 460.0 pit. LOADCASE(S) Standard 14,2011 A WARNING Verify design parameters and READ NOTES ON THIS AND lNCLtS)BD MTEK RBERENCB PAGE M17473 rer. 10 V8 BEFORE USB. Design valid for use only with MiTek connectcars. Thb design fe based only upon parameters shown, and fe tor on individual building component. Applicability of design poramenteis and proper Incorpcxatlon of component fe responsibility of building designer - not truss designer Bracing shown fe for lateral support of indivKdual web memtaers onty. Additional temporary bracing to insure stability during construction fe the responsibiflity of the erector Addifkjnal permanent tjracing of the overafl stnjcture fe the responsibflity of the building designer Fcx general guidance regarding fabrication, quality controL storage, delivery, erection and txacing, consult ANSI/TPii Quattty Criteria, DSB-89 and BCSi Buttding Component Safety informertion available from Truss Plate Institute, 281 N. Lee Sfreet, Suite 312, Atexandria, VA 22314. MITek' 7777 Greenback Lane, Surte 109 Citms Heights, CA, 95610 Job Tmss Tmss Type Qty Ply Hilton Carisbad Ply R33366744 HILTON_CARLSBAD E01E MONO TRUSS 3 2 Job Reference (optionall SeledBuiid Distribution, Indio, CA - 92203 7.250 s May 11 2011 MTTek Industries, Inc. Thu Jul 14 05:45:58 2011 Page 1 ID:t2IODBRTySPeTJAolr1YqZzOnqQ-0J5gvnRFRzGQgFBwwZDsvNd0?GyvNJbizTyEOVyyD5t _1 13-2-4 , )7-M I 3x4 ll 4-9-9 Plate Offsets (X.Y): 17:0-3-9.0-4-01.18:0-3-9.0-4-01 ILOADING (pst) SPACING 2-0-0 CSI DEFL in (loc) l/defl L/d PLATES GRIP "TCLL 20.0 Plates Increase 1.25 TC 0.47 Vert(LL) -0.11 8-9 >999 360 MT20 220/195 TCDL 18.0 Lumber Increase 1.25 BC 0.85 Vert(TL) -0.43 8-9 >476 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.65 HorzfTL) 0.09 6 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix) Weighl: 191 Ib FT = 20% LUMBER TOPCHORD 2X4 DF No.l&BlrG BOTCHORD 2X6DFNo.1&BlrG WEBS 2 X 4 DF Stud G BFiACING TOP CHORD BOT CHORD Stiudural wood shealhing directly applied or 3-11-15 oc puriins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 1=4026/0-3-8 (min. 0-2-2), 6=4026/Mechanical MaxHorz1=166(LC4) Max Uplifti =-349(LC 5), 6=-361(LC 3) FORCES (lb) - Max, Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-10495/915, 2-3=-7723/688, 3-4=-4030/381 BOT CHORD 1-9—893/10040, 8-9-893/10040, 7-8-646/7470, 6-7-313/3872 WEBS 2-9-106/1589, 2-8—2705/260, 3-8-194/2571, 3-7-4122/382, 4-7-315/3785, 4-6=-4941/461 NOTES 1) 2-ply trass lo be conneded together with lOd (0.131"x3") nails as follows: Top chords connected as follows: 2X4-1 row at 0-7-0 oc. Bottom chords connected as follows: 2X6-2 rows al 0-9-0 oc. Webs connected as follows: 2X4-1 row at 0-9-0 oc. |2) All loads are considered equally applied to all plies, except it noted as front (F) or back (B) face in the LOAD CASE(S) seclion. Ply lo ply connections have been provided lo distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-05; 95mph; TCDL=8.4pst; BCDL=4.2psf; h=25ft; Cal. II; Exp C; endosed; MWFRS (low-rise); cantilever left and righl exposed ; end vertical left and righl exposed; Lumber DOL=1.00 plate grip DOL=1.00 4) This Iruss has been designed tor a 10.0 pst bottom chord live load nonconcurrent wilh any other live loads. 5) ' This truss has been designed tor a live load ot 20.0pst on the bottom chord in all areas where a redangle 3-6-0 tall by 1-0-0 wide will fll between Ihe bottom chord and any other members. 6) A plate rating redudion ot 20% has been applied for the green lumber members. 7) Reter lo girder(s) for trass to trass connedions. 8) Provide melal plate or equivalent al bearing(s) 5 to support reaction shown. 9) This tiuss is designed in accordance with the 2009 Intemational Building Code section 2306.1 and referenced standard ANSI/TPI 1. 10) Girder cames tie-in span{s): 17-6-0 ft-om 0-0-0 lo 17-6-0 LOADCASE(S) Standard 1) Regular: Lumber lncrease=1.25, Plale lncrease=1.25 Unifonn Loads (plf) Vert: 1-5=-76, 1-6=-392(F=-372) •4,2011 A WARNING Ver^ design parameters and READ NOTES ON THIS AND INCLUDO) MTEK RBERENCB PAOB Ml 7473 rer. 10 BEFORE USE. Design valid for use on^ with MiTek connectors. Thfe design fe based only upon parameters shown, and te for on Individual building component. Applicability of design paramenters and proper incorporation of component fe responsibility of building designer - not truss designer Bracing stiown te for lateral support of individual web memtaers on^. Addiflonal temporary bracing to insure stability during construction fe the responsibillity of the erectcar. Addii-ional peimanent tjracing of the overall structure is ttie respcjnsibllity of tfie tauilding designer. Fcx general guidance regarding fataricatlon. quality controt storage, delivery, erection and ijraclng. consult ANSIAPil Quattly Criieria, DSB-89 and BCSI Buttding Component Safety infoimation available from Truss Plate Institute. 281 N. Lee STreet. Suite 312, Alexandria, VA 22314. MiTek' 7777 Greenback Lane, Surte 109 Crtms Heights, CA. 95610 Job Tmss Trass Type Qty Ply Hilton Carisbad Ply R33366745 HILTON_CARLSBAD E01F MONO TRUSS 3 1 Job Reference (optionall SeledBuiid Disti-ibution, Indio, CA - 92203 7.250 s May 11 2011 MiTek Industries, Inc. Thu Jul 14 05:45:59 2011 Page 1 ID.-l2IODBRTySPeTJAdr1YqZzOnqQ-UWf27?StCHOHIPm6THk5SbAEggRU6mLsC7inwyyyD5s 3-11-0 3-11-0 Plate Offsets (X.Y): [1:0-1-8.0-2-0[. [2:0-3-0.0-2-01 OADING (pst) TCLL 20.0 TCDL 18.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr YES Code IBC2009/TPI2007 CSI TC 0.29 BC 0.31 WB 0.68 (Matrix) DEFL in (loc) l/defl Ud Vert(LL) -0.04 6-7 >999 360 VertfTL) -0.19 6-7 >862 240 HorzfTL) 0.04 5 n/a n/a PLATES GRIP MT20 220/195 Weighl: 64 Ib FT = 20% LUMBER TOPCHORD 2X4DFNo.1&BtrG'Excepl' 1-2:2X6DF No.2 G BOTCHORD 2X 4 DF No.l&BbG WEBS 2 X 4 DF Slud G BRACING TOP CHORD BOT CHORD Stiudural wood shealhing directly applied or 5-11-0 oc puriins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 1=638/0-3-8 (min. 0-1-8), 5=638/Mechanical MaxHorz1=133(LC4) Max Uplifti =-43(LC 5), 5=-53(LC 3) FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2—1718/131, 2-3-763/71 BOT CHORD 1 -7=-140/1623, 6-7—133/1633, 5-6-30/683 WEBS 3-6=0/369, 2-6-965/105, 3-5=-884/87 NOTES 1) Wind; ASCE 7-05; 95mph; TCDL=8.4pst; BCDL=4.2pst; h=25ft; Cal. II; Exp C; endosed; MWFRS (low-rise); caritilever left and right exposed ; end vertical left and right exposed; Lumber D0L=1.00 plate grip D0L=1.00 k2) This tmss has been designed tor a 10.0 psf bottom chord live load nonconcurrent with any other live loads. F3)' This tmss has been designed tor a live load ot 20.0pst on the bottom chord in all areas where a redangle 3-6-0 lall by 1 -0-0 wide will frt between the bottom chord and any other members. 4) A plale rating redudion of 20% has been applied for the green lumber members. 5) Refer to girder(s) tor tmss to tmss connections. 6) This tiuss is designed in accordance with the 2009 Intemational Building Code section 2306.1 and referenced standard ANSI/TP11. LOADCASE(S) Standard MiTek recommends that Slabilizers and required cross bracing be installed during truss erection, in accordance wilh Stabilizer Installation guide. 14,2011 ^ WARNING Yer^ design paramtiers and READ NOTES ON THIS Aim INCLUDED mTEK R^EREIKB PAGE mi 7472 rer^ 10 "08 BEFORE USE. Design valid for use only with MiTek connectors. Ttiis design is based only upon parameters sliown, and is for an individual building componeni. Applicability of (design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to insure stability during constnjction is the responsibillity of the erecfor. Additional pennanent bracing of fhe overall structure is the responsibility of tlie building designer. For general guidance regarding folDrication, qualify control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Citteria. DSB-89 and BCSI Building Component Safety IntoimaHon available from Tnjss Plate Institute. 281 N. Lee Street. Suite 312. Alexandria, VA 22314. MiTek' 7777 Greenback Lane, Suite 109 Crtms HeigMs, CA, 95610 Job Tmss Tmss Type Qty Ply Hilton Carisbad R33366746 HILTON_CARLSBAD E01G MONO TRUSS 5 1 Job Reference (ootionall SeledBuiid Disti-ibution, Indio, CA - 92203 7.250 s May 11 2011 MTTek Industries, Inc. Thu Jul 14 05:45:59 2011 Page 1 ID:t2IODBRTySPeTJAolr1YqZzOnqQ-UWf27?StCHOHIPm6THk5Sb/«4glg6htsC7inwyyyD5s Scale'1:33.4 3-11-0 -I-6^1g 4-1-12 Plate Offsets (X.Y): [1:0-5-8.0-2-81.12:0-3-0.0-2-01. [7:0-3-9.0-4-0). [8:0-3-9.0-5-01 ^LOADING (pst) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP "TCLL 20.0 Plates Increase 1.25 TC 0.84 Vert(LL) -0.16 8 >999 360 MT20 220/195 TCDL 18.0 Lumber Increase 1.25 BC 0.88 Vert(TL) -0.60 8 >343 240 BCLL 0.0 ' Rep Slress Incr NO WB 0.96 HorzfTL) 0.12 6 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix) Weighl: 99 Ib FT = 20% LUMBER TOPCHORD 2X 4 DF No.l&BlrG'Except' 1-2:2X6DF No.2 G BOTCHORD 2X6DFSSG WEBS 2 X 4 DF Stud G REACTIONS (Ib/size) 6=2328/Mechanical, 1=2306/0-3-8 (min. 0-2-7) Max Horz1=166(LC 4) Max Uplift6=-188(LC 3), 1=-170(LC 5) BRACING TOP CHORD BOT CHORD WEBS Strudural wood shealhing directiy applied or 1-9-14 oc puriins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. 1 Row al midpl 3-7, 4-6 MiTek recommends lhal Slabilizers and required cross bracing be inslailed during buss erection, in accordance wilh Stabilizer Installation guide, FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-7149/537, 2-3-7315/567, 3-4-3005/259 BOT CHORD 1-9—538/6835, 8-9—531/6810, 8-10=-536/7055, 10-11-536/7055, 7-11 =-536/7055, 6-7=-199/2876 WEBS 2-8=-35/252, 3-8-155/2600, 3-7=-4570/369, 4-6-3606/310, 4-7=-171/2533 NOTES ^1) Wind: ASCE 7-05; 95mph; TCDL=8.4pst; BCDL=4.2pst; h=25ft; Cat. II; Exp C; endosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plale grip DOL=1.00 ' 2) This buss has been designed tor a 10.0 pst bottom chord live load nonconcurrent wilh any other live loads. 3) ' This truss has been designed for a live load ot 20.0pst on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 4) A plale rafing redudion ot 20% has been applied for the green lumber members. 5) Reter lo girder(s) tor tmss lo tmss connections. 6) Provide melal plale or equivalent al bearing(s) 5 to support reacfion shown. 7) This tiuss is designed in acconlance with the 2009 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 8) Girder carries tie-in span(s): 18-2-0 from 10-0-0 to 12-0-0 9) Hanger(s) or olher connection device(s) shall be provided sufficient lo support concentrated load(s) 2220 Ib down and 164 Ib up al 8-0-12 on bottom chord. The design/selecfion ot such connedion devlce(s) is the responsibilily ot olhers. 10) In the LOAD CASE(S) section, loads applied to the face ot the tmss are noted as front (F) or back (B). LOADCASE{S) Standanj 1) Regular: Lumber lnCTease=1.25, Plate lncrease=1.25 Unitorm Loads (plf) Vert: 1-5=-76,1-10-20, 10-11=-401(F=-381), 6-11=-20 Concentrated Loads (Ib) Vert: 8-2220{F) •4,2011 A WARNIIKr Verify design parameters and READ NOTES ON THIS AND INCLUDO) MTBK REFERENCE PAGE MI 7473 rer. lOVSBBOREtXSB. Design valid for use only with luliTek connectors. This design is based only upon parameters shown, and is for an Individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of tiuiiding designer - not truss designer Bractng shown is tor lateral support of individual web membere only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional peimanent bracing of the overall stnjcfure is the responsibility of the building designer For general guidance regarding fatjrication, quality control, storage, delivery, erection and bracing, consult ANSi/TPii Quality Criteria, DSB-89 and BCSi Buiiding Component Safety Infomiation avaiiabte from Truss Plate Insfitute, 281 N. LeeSTreet, Suite 312, Alexandria, VA 22314, MITek' 7777 Greenback Lane, Surte 109 Crtms Heights, CA, 95610 Job Tmss Tmss Type Qty Ply Hilton Carisbad R33366747 HILTON_CARLSBAD E01GA MONO TRUSS 4 1 Job Reference (optionall SeledBuiid Disti-ibution, Indio, CA - 92203 7.250 s May 11 2011 MiTek Industries, Inc. Thu Jul 14 05:46:00 2011 Page 1 ID:t2IODBRTySPeTJAolr1YqZzOnqQ-yiDQKLTWzaW8wZLI1_FK?dHg4evr8A?RnRKSOyyD5r 12-11-10 |__ OM I 3>4 ll Plate Offsets (X.Yl: [1:0-0-0.0-1-51. [7:0-3-9.0-4-0). [8:0-3-9.0-5-01 ILOADING (psf) 'TOLL 20.0 TCDL 18.0 BCLL 0.0 * BCDL 10.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr NO Code IBC2009/TPI2007 CSI TC 0.78 BC 0.88 WB 0.96 (Matrix) DEFL In (loc) l/defl Ud Vert(LL) -0.16 8 >999 360 Vert(TL) -0.62 8 >335 240 HorzfTL) 0.12 6 n/a n/a PLATES GRIP MT20 220/195 Weighl: 96 Ib FT = 20% LUMBER TOPCHORD 2X 4 DF No.l&BlrG BOTCHORD 2X6DFSSG WEBS 2 X 4 DF Slud G REACTIONS (Ib/size) 1=2306/0-3-8 (min. 0-2-7), 6=2328/Mechanical Max Horz1=166(LC4) Max Uplifti =-170(LC 5), 6=-188(LC 3) BRACING TOP CHORD BOT CHORD WEBS Stmdural wood sheathing directly applied or 1-11-4 oc puriins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. 1 Row al midpl 3-7, 4-6 MiTek recommends lhal Stabilizers and required cross bracing be inslailed during Imss erecfion. in accordance wilh Stabilizer Installation quide, FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-6955/520, 2-3=-7289/566, 3-4=-3006/260 BOT CHORD 1-9-518/6616, 8-9=-518/6616, 8-10=-535/7046, 10-11-535/7046, 7-11 =-535/7046, 6-7-199/2877 WEBS 2-8=-32/446, 3-8-151/2544, 3-7=-4559/367, 4-6-3609/310, 4-7-170/2528 NOTES ^ 1) Wind: ASCE 7-05; 95mph; TCDL=8.4pst; BCDL=4.2psf; h=25ft: Cal. II; Exp C; endosed; MWFRS (low-rise); canfilever left and righl exposed ; end vertical left and righl exposed; Lumber DOL=1.00 plale grip DOL=1.00 2) This buss has been designed tor a 10.0 pst boltom chord live load nonconcurrent wilh any olher live loads. 3) ' This truss has been designed tor a live load ot 20.0pst on the bottom chord in all areas where a redangle 3-6-0 lall by 1-0-0 wide will fil between the bottom chord and any other members. 4) A plale rating redudion ot 20% has been applied tor the green lumber members. 5) Reter lo girder(s) tor tmss lo tmss connections. 6) Provide melal plate or equivalent at bearing(s) 5 to support reaction shown. 7) This tiuss is designed in accordance wilh the 2009 International Building Code section 2306.1 and referenced standard ANSI/TP11. 8) Girder canies tie-in span(s): 18-2-0 ft-om 10-0-0 to 12-0-0 9) Hanger(s) or other connecfion device(s) shall be provided sufficient to support concentrated load(s) 2220 Ib down and 164 Ib up at 8-0-12 on bottom chord. The design/selection of such connedion device(s) is the responsibility of others. 10) In the LOAD CASE(S) secfion, loads applied lo the face ot the Imss are noted as front (F) or back (B). LOADCASE(S) Standard 1) Regular: Lumber lncrease=1.25, Plale lncrease=1.25 Unitorm Loads (pit) Vert; 1-5=-76,1-10-20,10-11=-401(F=-381), 6-11-20 Concentrated Loads (Ib) Vert: 8=-2220(F) 14,2011 ^ WARNING Verify design parameters and READ NOTES ON THIS AND INCLt/DBD MTEK RBERENCB PA<mmi74T3 rer. 10 VB BEFORB t^. Design valid for use only with MITek connecfors. This design Is based only upon parameters shown, and Is for on individual building component. Applicabllity of design paramenters and proper incorporation of component Is responsltjility of building designer - not truss designer. Bracing shown is tor lateral support of Indivkiual web memtjers only. Additional temporary bracing to Insure stability during construction is the responsibillify of fhe erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer For general guidance regarding fatjrication. quality controL storage, delivery, erection and bracing, consult ANSIAPil Quality CiHeiio. DSB-89 and BCSi Building Componeni Safety infoimation available from Truss Plate Institute, 281 N. LeeSfreef, Suite 312, Atexandria, VA 22314. MITek' 7777 Greenback Lane, Suite 109 Crtrus Heights, CA, 95610 Job Tmss Tmss Type Qty Ply Hilton Carisbad R33366748 HILTON_CARLSBAD E01GG MONO TRUSS 4 1 .lob Reference (optionall SeledBuiid Disti-ibution, Indio, CA - 92203 7.250 s May 11 2011 MiTek Industries, Inc. Thu Jul 14 05:46:02 2011 Page 1 ID:t2IODBRTySPeTJAolr1YqZzOnqQ-y5LBI1UmVCms9sVh9PHo4DofAtM7J3zlu5wF(XHyyD5p 12-9-5 I . 17-6-0 I QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEWTHE INPUT LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. 3.00 [TT 4x4 It 3-11-0 3-11-0 _P|ate Offsets (X.Yl: M:Edae.0-3-11.11:2-3-4.0-2-01. l2:0-5-13.0-2-4[ ILOADING (pst) 'TCLL 20.0 TCDL 18.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Slress Incr NO Code IBC2009/TPI2007 DEFL in (loc) l/defl Ud Vert(LL) -0.17 9-10 >999 360 Vert(TL) -0.53 9-10 >391 240 HorzfTL) 0.14 6 n/a n/a PLATES MT20 MT20H Weight: 88 Ib GRIP 220/195 165/146 FT = 20% LUMBER TOPCHORD 2X4 DF No.l&BlrG BOT CHORD 2 X 4 DF 2400F 2.0E G WEBS 2 X 4 DF Slud G SLIDER Left 2X4 DFStud-G 3-7-10 REACTIONS (lb/size) 1=2065/0-3-8 (min. 0-2-9), 6=2065/Mechanlcal MaxHoiz1=169(LC12) Max Uplifti =-648(LC 13), 6=-203(LC 10) Max Grav1=2544(LC 8), 6=2086(LC 7) BRACING TOP CHORD BOT CHORD WEBS Stiudural wood shealhing directly applied or 2-6-3 oc puriins, except end verticals. Rigid ceiling directly applied or 6-0-15 oc bradng. 1 Row at midpt 4-6 MiTek recommends lhat Slabilizers and required cross bracing be inslailed during tiuss erection, in accordance wilh Stabilizer Installation guide. FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-6800/1899, 2-3=-5364/1589, 3-4-3142/1094, 4-5-578/503 BOT CHORD 1-10=-1881/6482, 9-10=-1459/6105, 8-9=-1144/4784, 7-8-961/4568, 6-7=-582/2565 WEBS 2-10-32/642. 2-9=-1317/321, 3-9-102/1095, 3-7-2130/258, 4-7=-151/1764, 4-6=-2632/282 kNOTES f 1) Wind: ASCE 7-05; 95mph; TCDL=8.4pst; BCDL=4.2pst; h=25ft; Cal. II; Exp C; endosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber D0L=1.00 plale grip D0L=1.00 2) All plates are MT20 plates unless olherarise indicaled. 3) This tmss has been designed tor a 10.0 pst bottom chord live load nonconcurrent with any other live loads. 4) ' This Imss has been designed fora live load ot20.0pst on the bottom chord in all areas where a redangle 3-6-0 tall by 1-0-0 wide will fit betiween the bottom chord and any other members. 5) A plale rating reduction of 20% has been applied tor the green lumber members. 6) Reter lo girder(s) tor tmss to tmss connections. 7) Provide metal plate or equivalent at bearing(s) 5 to support reaction shown. 8) This buss is designed in accordance wilh the 2009 Intemalional Building Code section 2306.1 and referenced standard ANSI/TP11. 9) This tmss has been designed tor a total drag load ot 100 plf Lumber D0L=(1.33) Plale grip D0L=(1.33) Connect tmss lo resist drag loads along bottom chord trom 0-0-0 to 17-6-0 tor 100.0 pit. 10) Girder canies tie-in span(s): 8-0-0 trom 0-0-0 to 17-6-0 11) In the LOAD CASE(S) section, loads applied lo the face of the tmss are noted as front (F) or back (B). LOADCASE(S) Standard 1) Regular: Lumber lricrease=1.25, Plale lncrease=1.25 Uniform Loads (pit) Vert: 1-5=-76,1-6=-164(F=-144) 4,2011 ^ WARmiG Verify design parameters and READ NOTES ON THIS AND INCLimO) MTEKRB'ERENCE PAGEM17473 rer. 10'OS BEFORE USB. Design valid for use only with MiTek connectors. This design is bosed onty upon paramelers shown, and is for on individual building component. Applicability of design paramenters and proper incorporation of companent is responsibility of tjuilding designer - not truss designer Bracing shown is for lateral support of ind-mduol web memtjere oniy. Additional temporary bracing to Insure statjillty during construcflon is the responsibillity ot the erector. Additional peimanent bracing ot fhe overall structure is ftie responsibility of ttie building designer For general guidance regarding fatxication. qualify controL storage, delivery, erection and bractng. consult ANSIAPH Quality Crtterio, DSB-89 and BCSi Building Componenf Safety (nformation ovoilobte from Truss Plate Institute. 281 N. LeeStreel, Suite 312, Atexandria, VA 22314, MITek' 7777 Greenback Lane. Suite 109 Citrus Heights. CA, 95610 Job Tmss Tmss Type Qty Ply Hilton Carisbad R33366749 HILTON_CARLSBAD E01HGB1 MONO HIP 1 1 Job Reference (optionall SeledBuiid Distribution, Indio, CA - 92203 7.250 s May 11 2011 MTTek Industries, Inc. Thu Jul 14 05:46:04 2011 Page 1 ID:l2IODBRTySPeTJAolr1YqZzOnqQ-rTTxAiV\«0p0ZPAf4GqKG9et19h4Hn3jbMPPYc9yyD5n h- Plate Offsets (X.Yl: II :0-0-3.0-0-141 •.OADING (pst) SPACING 2-0-0 CSI DEFL in (loc) l/defl L/d PLATES GRIP "TCLL 20.0 Plates Increase 1.25 TC 0.56 Vert(LL) -0.09 1-7 >999 360 MT20 220/195 TCDL 18.0 Lumber Increase 1.25 BC 0.53 Vert(TL) -0.43 1-7 >484 240 BCLL 0.0 ' Rep Slress Incr YES WB 0.48 HorzfTL) 0.06 5 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix) Weighl: 80 Ib FT = 20% LUMBER TOPCHORD 2X 4 DF No.l&BbG BOTCHORD 2X 4 DF No.l&BtrG WEBS 2 X 4 DF Stud G WEDGE Left: 2X4 SYP No.3 REACTIONS (Ib/size) 1=830/Mechanical, 5=830/0-3-8 (min. 0-1-8) Max Honz1=148(LC4) Max Uplifti =-56(LC 5), 5=-67(LC 3) BRACING TOP CHORD BOT CHORD WEBS JOINTS SIruclural wood shealhing direcfiy applied or 3-9-10 oc puriins, except end verticals, and 2-0-0 oc puriins (10-0-0 max.): 3-4. Rigid ceiling directly applied or 10-0-0 oc bracing. 1 Row al midpl 2-6 1 Brace al Jl(s): 4 MiTek recommends that Stabilizers and required cross bracing be installed during tiuss ereclion, in accordance witii Stabilizer Installation ouide. FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-2001/147, 2-3=-510/65 BOT CHORD 1-7=-137/1857, 6-7—137/1857, 5-6-32/406 WEBS 2-7=0/349, 2-6=-1492/150, 3-6=-1/580, 3-5=-1026/88 NOTES ,1) Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-05; 95mph; TCDL=8.4psf; BCDL=4.2pst; h=25ft; Cal. II; Exp C; endosed; MWFRS (low-rise); cantilever left and righl exposed ; end vertical left and right exposed; Lumber D0L=1.00 plate grip D0L=1.00 3) Provide adequate drainage lo prevent water ponding. 4) This huss has been designed for a 10.0 pst bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed tor a live load ot 20.0pst on Ihe bottom chord in all areas where a redangle 3-6-0 tall by 1-0-0 wide will fil between Ihe bottom chord and any olher members. 6) A plate rafing reduction ot 20% has been applied tor Ihe green lumber members. 7) Refer lo girder(s) tor Imss to truss connections. 8) This tiuss is designed in accordance wilh Ihe 2009 International Building Code section 2306.1 and referenced standard ANSI/TP11. 9) Design assumes 4x2 (flal orientation) puriins at oc spacing indicaled, fastened lo tmss TC w/ 2-10d nails. LOADCASE(S) Standard 14,2011 A WARNim Verify design parameters and READ NOTES ON THIS AND INCLtlDO) MTEK RBBRBNCB PA(X MI 7473 rer. 10V8BBOREUSB. Design valid for use only wifh MFTek connectors. This design Is tjased oni/ upon parameters shown, and Is for on Individual building component. Applicobinty of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of Individual web memtjers only. Additional femprjrory tjracing to insure stability during construction is fhe responsibillify of the erector Addirional permanent bracing of the overall stnjcture is the responsibUlty of fhe building designer. For general guidance regarding fabrication, quality controt storage, delivery, erection and bracing, consulf ANSIAPil Quality Criteria, DSB-89 and BCSi Building Componenf Safefy infoimoflon available from Tnjss Plate Institute, 281 N. Lee Street, Suite 312, Atexandria, VA 22314. MITek' 7777 Greenback Lane, Surte 109 Citnjs Heights, CA. 95610 Job Tmss Tmss Type Qty Ply Hilton Carisbad R33366750 HILTON_CARLSBAD E01HGB MONO HIP 1 1 Job Reference (ootionall SeledBuiid Disti-ibution, Indio, CA - 92203 4-S-2 -H-8-0-12 4-&-2 3-7-10 QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEWTHE INPUT LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATEFtAL FORCES TO THE SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. 7.250 s May 11 2011 MTTek Industries, Inc. Thu Jul 14 05:46:03 2011 Page 1 ID:t2IODBRTySPeTJAolr1YqZzOnqQ-NHvZzNVOGVujn04ti6o1cRKqBHgF2WCR7lg?3iyyD5o IMJ ! I 17-6-0 &*4 3-11-0 8-0-12 3-7-10 Plate Offsets (X.Yl: 11:0-0-0.0-1-51. f7:0-3-9.0-4-121.18:0-3-9.0-4-121 •LOADING (pst) 'TCLL 20.0 TCDL 18.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Slress Incr NO Code IBC2009/TP12007 DEFL Vert(LL) Vert(TL) HorzfTL) In (loc) l/defl Ud PLATES GRIP 0.19 8-9 >999 360 MT20 220/195 0.61 8 >341 240 0.12 6 n/a n/a Weight: 94 Ib FT = 20% LUMBER TOPCHORD 2X4DF No.l&BbG BOTCHORD 2X6DFSSG WEBS 2 X 4 DF Stud G REACTIONS (Ib/size) 1=2102/0-3-8 (min. 0-2-11), 6=3117/0-3-8 (min. 0-3-7) MaxHorz1=127(LC 11) Max Uplifti =-596(LC 9), 6=-356(LC 10) Max Gravl =2539(LC 8), 6=3211(LC 7) BRACING TOP CHORD BOT CHORD WEBS JOINTS Strudural wood sheathing directly applied or 1-10-13 oc puriins. except end verticals, and 2-0-0 oc puriins (6-0-0 max.): 4-5. Rigid ceiling directly applied or 6-3-6 oc bracing. 1 Row al midpt 3-7, 4-6 1 Brace al Jl(s): 5 MiTek recommends lhal Slabilizers and required cross bracing be installed duririg tmss eredion, in accordance with Stabilizer Installafion guide. FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-7860/1937, 2-3-7665/1639, 3-4-3901/1105, 4-5=-440/416 BOT CHORD 1-9—1844/7445, 8-9—1458/7059, 8-10=-1257/7038, 7-10—997/6828, 6-7—500/3092 WEBS 2-8=-214/581, 3-8=-135/1922, 3-7-3729/367, 4-7=-229/2878, 4-6-3874/455 kNOTES ft) Unbalanced root live loads have been considered tor this design. 2) Wind: ASCE 7-05; 95mph; TCDL=8.4pst; BCDL=4.2pst; h=25ft; Cat. II; Exp C; endosed; MWFRS (low-rise); canfilever left and righl exposed ; end vertical left and righl exposed; Lumber D0L=1.00 plale grip D0L=1.00 3) Provide adequate drainage to prevent water ponding. 4) This tmss has been designed tor a 10.0 psf bottom chord live load nonconcurrent wilh any other live loads. 5) ' This Imss has been designed tor a live load ot 20.0pst on Ihe bottom chord in all areas where a redangle 3-6-0 tall by 1-0-0 wide will fit behveen the bottom chord and any olher members. 6) A plale rating redudion of 20% has been applied tor the green lumber members. 7) This Imss is designed in accordance wilh the 2009 Internafional Building Code secfion 2306.1 and referenced standard ANSI/TP11. 8) This truss has been designed tor a lolal drag load ot 100 plf. Lumber D0L=(1.33) Plate grip D0L=(1.33) Connect Imss lo resist drag loads along bottom chord firom 0-0-0 to 17-6-0 tor 100.0 pit. 9) Girder carries tie-in span(s): 13-7-0 trom 10-0-0 to 17-6-0 10) Design assumes 4x2 (flal orientation) puriins al oc spadng indicated, fastened to tmss TC w/2-10d nails. 11) Hariger(s) or other connecfion device(s) shall be provided sufficient to support concentrated load(s) 1575 Ib down and 116 Ib up at 8-0-12 on bottom chord. The design/selection of such connecfion device(s) is the responsibilily ot others. 12) In the LOAD CASE(S) secfion, loads applied to the face ot the tmss are noted as front (F) or back (B). LOADCASE(S) Slandand 1) Regular: Lumber lncrease=1.25, Plate lncrease=1.25 Continued on page 2 4,2011 ^ WARNim Verify design parameters and READ NOTES ON THIS AND INCLUDED MTEK REFERENCE PAOB MI 7473 rer. lOVSBBOREtlSB. Design valid tor use only with MTlek connectors. Tiiis design 'is based only upon parometere shown, and -|s tor on Individual building component. Applicability of design paromentere and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web memtjere oniy. Addifional temporary bracing to insure stability during construction is fhe responsibillity ot the erector. Additional peimanent bracing of the overall strucfure Is the responsibility of the building designer For general guidance regarding fotjrication, quality controt storage, delivery, erection and ijracing, consult ANSiAPIl Quality CiHeila, DSB-89 and BCSi Building Componenf Safety Infoimation available from Truss Plate Institute, 281 N. Lee Street. Suite 312, Atexandria, VA 22314. MITek 7777 Greenback Lane, SuHe 109 Citrus Heights, CA, 95610 Job Tmss Tmss Type Qty Ply Hilton Carisbad Ply R33366750 HILTON_CARLSBAD E01HGB MONO HIP 1 1 Job Reference (odionall SeledBuiid Disti-ibution, Indio, CA - 92203 7.250 s May 11 2011 MiTek Industries, Inc. Thu Jul 14 05:46:03 2011 Page 2 ID:t2IODBRTySPeTJAolr1YqZzOnqQ-NHvZzNVOGVuJn04ti6o1cRKqBHgF2WCR7ig?3jyyD5o LOADCASE(S) Standanj Unitorm Loads (plf) Vert: 1-4=-76,1-10-20, 6-10=-291(F=-271), 4-5=-76 Concentrated Loads (Ib) Vert:8=-1575(F) ^ WARNim Ver^ design paramxters and READ NOTES ON THIS AND INCLUDBD MTEK RBERENCB PAOE MI 7473 rer. 10V8BBORBUSB. Design valid for use only with MiTek connectors. This design is based only upon porometere shown, and Is for an individual building component. Applicability of design paromentere and proper incorporation of component is responsibility of building designer - not truss designer Bracing shown is for Icsterol support of individual web memtjere onty. Addiflonal temporary bracing to insure statjility during construction is fhe responsibillity ot the erector Addlt-|onal permanent bracing of the overall stnjcture is fhe responsibility of the building designer. For general guidance regarding fotjrication. quality contraL storage, delivery, erection and tracing, consult ANSIAPil Quailty Criteria, DSB-89 and BCSI BuHding Component Safety Infomiation available from Tnjss Plate Institute, 281 N. Lee Sfreet, Suite 312. Atexandria, VA 22314. MITek' 7777 Greenback Lane, Surte 109 Crtrus Heights, CA, 95610 Job Tmss Tmss Type Qty Ply Hilton Carlsbad R33366751 HILTON_CARLSBAD E01HGC MONO HIP 1 1 Job Reference (optionall SeledBuiid Disti-ibution, Indio, CA - 92203 7.250 s May 11 2011 MTTek Industries, Inc. Thu Jul 14 05:46:05 2011 Page 1 ID:t2IODBRTySPeTJAolr1YqZzOnqQ-Jg0JN2Xen78Q0KEGqXrVisQBv5L_WFtxka3958byyD5m 12-10-12 I 17-3-4 liM 4-10-12 4+8 05l2 Scale'1:29.8 3.00 ITT -+-4-1-0 Plate Offsets (X.Yl: 11:0-2-14.0-0-51.12:0-3-0.0-2-01.14:0-3-9.0-1-8). [8:0-3-9.0-3-01. [10:0-3-9.0-4-01 ILOADING (pst) 'TOLL 20.0 TCDL 18.0 BCLL 0,0 ' BCDL 10.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Slress Incr NO Code IBC2009/TPI2007 CSI TC 0.62 BC 0.88 WB 0.80 (Matrix) DEFL In (loc) l/defl Ud Vert(LL) -0.12 10 >999 360 Vert(TL) -0.45 10 >460 240 HorzfTL) 0.11 8 n/a n/a PLATES GRIP MT20 220/195 Weighl: 92 Ib FT = 20% LUMBER TOPCHORD 2X 4 DF No.l&BbG'Except' 1-2:2X6DF No.2 G BOTCHORD 2X6DFN0.2G WEBS 2 X 4 DF Stud G REACTIONS (Ib/size) 1=1626/0-3-8 (min. 0-1-12), 8=2144/Mechanical Max Horz 1=63(LC 5) Max Uplifti =-140(LC 3), 8—188(LC 3) BRACING TOP CHORD BOT CHORD WEBS Stmdural wood shealhing directly applied or 2-8-13 oc puriins, except 2-0-0 oc puriins (3-0-11 max.): 3-6. Rigid ceiling directly applied or 10-0-0 oc bracing. 1 Row al midpt 4-8 MiTek recommends that Slabilizers and required cross bracing be inslailed during Imss ereclion, in accordance wilh Stabilizer Installation guide, FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-4870/434, 2-3=-4959/466, 3-4=-3656/340 BOT CHORD 1-11 =-455/4642, 10-11=-450/4631, 9-10=-457/4730, 8-9=-336/3649 WEBS 2-10=-72/422, 3-10=-33/1033. 3-9=-1175/141, 4-9=0/672, 4-8—4022/371, 5-8=-325/69 NOTES I) Unbalanced root live loads have been considered tor this design. ^ 2) Wind: ASCE 7-05; 95mph; TCDL=8.4pst; BCDL=4.2psf; h=25ft: Cal. II; Exp C; endosed; MWFRS (low-rise); cantilever left and righl exposed ; end vertical left and righl exposed; Lumber D0L=1.00 plale grip D0L=1.00 3) Provide adequate drainage lo prevent water ponding. 4) This buss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This tmss has been designed for a live load of 20.0psf on the bottom chord in aii areas where a rectangle 3-6-0 tall by 1-0-0 wide will frt between the bottom chord and any olher members. 6) A plate rafing redudion of 20% has been applied for the green lumber members. 7) Refer to girder(s) tor tmss to Iruss connections. 8) Provide metal plale or equivalent al bearing(s) 5 lo support reaction shown. 9) This tmss is designed in accordance wilh the 2009 Intemational Building Code section 2306.1 and referenced standard ANSIAPI 1. 10) Girder canies hip end wilh 0-0-0 righl side setback, 8-0-0 left side setback, and 8-0-0 end setback. II) Design assumes 4x2 (flal orientation) puriins at oc spacing indicaled, fastened lo tmss TC wl 2-10d nails. 12) Hanger(s) or olher connection device(s) shall be provided sufficient lo support concentrated load(s) 832 Ib down and 94 Ib up al 8-0-0 on bottom chord. The design/seledion ot such connection device(s) Is Ihe responsibility ot others. 13) In the LOAD CASE(S) section, loads applied to the face of the tmss are noted as front (F) or back (B), LOADCASE(S) Standanl 1) Regular: Lumber lncrease=1.25, Plate lncrease=1.25 Unifonn Loads (pit) Vert: 1-3=-76.1-10-20, 7-10=-49(F=-29), 3-5=-184(F=-108), 5-6=-36 Continued on page 2 4.2011 A WAFtNINtr Ver^ design parameters and READ NOTES ON THIS AND INCLUDED mTEKRS'ERENCE PAGE mr 74^ rev. 10 ^8 BEFORE USB. Design valid fc>r use only with MiTek connecfors. This design is based only upon paramefers shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of componenf is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary IDracing to insure stability during constnjction is the responsibillity of the erector. Additional pemanent bracing of the overall structure is ttie responsibility of ttie building designer. For general guidance regarding fabrication, qualify control, storage, delivery, erection and txacing. consult ANSI/TPIT Quality Criteria. DSB-89 and BCSI Buiiding Component Safety InformaHon available from Truss Plate Insfitute, 281 N. Lee Street. Suite 312. Alexandria, VA 22314. MITek' 7777 Greenback Lane, Surte 109 Citnis Heights, CA, 95610 Job Tmss Tmss Type Qty Ply Hilton Carisbad Qty R33366751 HILTON_CARLSBAD E01HGC MONO HIP 1 1 Job Reference (optionall SelectBuild Distribution, Indio, CA - 92203 7.250 s May 11 2011 MiTek Industries, Inc. Thu Jul 14 05:46:05 2011 Page 2 ID:t2IODBRTySPeTJAolr1YqZzOnqQ-Jg0JN2Xen78Q0KEGcp(rVisQBv5L_WRxka3958byyD5m LOADCASE(S) Standartl Concentrated Loads (lb) Vert: 10=-832(F) ^ WARNING Yer^ design parameters and RJ&AD NOTES ON THIS AND INCLUDBD mTEK REFERENCE PA(m MI 7473 rer, 10 V8 BEFORE USB. Design valid for use only with l^ftiTek connectors. This des'vgn is based on^y upon parameters shown, and is for an individual building componeni. Applicability of design paramenters and proper incorporation of component is responsit«lity of building designer - nof fruss designer. Bracing shown is for lateral support ot individual web membiers only. Addifional temporary brcicing to insure stability during consfruction is the responslblH'ity of the erector. Additional permanent l:>racing of fhe overall stnjcfure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPM Quality Criteria. DSB-89 and BCSI BuilcSng Component Safety Informafion available from Tnjss Plate Institute. 281 N. Lee Street, Suife 312, Alexandria, VA 22314. MiTek' rawER TO KfrroiVM.' 7777 Greenback Lane, Suite 109 Crtrus Heights, CA, 95610 Job Tmss Tmss Type Qty Ply Hillon Carisbad Qty Ply R33366752 HILTON_CARLSBAD EE01 MONO TRUSS 26 1 Job Reference (ootronall SeledBuiid Distribution, Indio, CA-92203 7.250 s May 11 2011 MTTek Industries, Inc. Thu Jul 14 05:46:06 2011 Page 1 ID:t2IODBRTySPeTJAolr1YqZzOnqQ-nsaibOXGYQGHeUpSOFMkE3yMIUpzFyZlpjufg2yyD5l iO-ll-') I 0.50 3 3ttt = 4 Plate Offsets (X.YV. 15:0-3-9.0-1-8) ^LOADING (psO SPACING 2-0-0 CSI DEFL in (loc) l/defi Ud PLATES GRIP FTCLL 20.0 Plates Increase 1.25 TC 0.62 Vert(LL) -0.05 5 >999 360 MT20 220/195 TCDL 18.0 Lumber Increase 1.25 BC 0.32 Vert(TL) -0.18 5 >690 240 BCLL 0.0 ' Rep Slress Incr YES WB 0.52 HorzfTL) -0.02 6 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix) Weighl: 47 Ib FT = 20% LUMBER TOPCHORD 2X4DF No.l&BtrG BOTCHORD 2X4 DF No.l&BlrG WEBS 2 X 4 DF Slud G REACTIONS (Ib/size) 4=510/Mechanical, 6=510/0-3-8 (min, 0-1-8) Max Horz4=-40(LC 3) Max Uplift4=-38(LC 4), 6=-38(LC 6) BRACING TOP CHORD BOT CHORD Strudural wood sheathing directly applied or 5-3-0 oc puriins, except end verticals. Rigid ceiling diredly applied or 10-0-0 oc bracing. MiTek recommends lhal Slabilizers and required cross bracing be inslailed during tmss erection, in accordance wilh Stabilizer Installation guide. FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-1503/127, 2-3-483/48, 1-6=-422/56 BOTCHORD 5-6-10/293,4-5-101/1494 WEBS 2-4-1036/79,1-5=-95/1228 NOTES 1) Wind: ASCE 7-05; 95mph; TCDL=8.4pst; BCDL=4.2pst; h=25ft; Cat. II; Exp C; endosed; MWFRS (low-rise); cantilever left and righl exposed ; end vertical left and right exposed; Lumber D0L=1.00 plale grip D0L=1.00 (2) This tmss has been designed for a 10.0 psf bottom chord live load nonconcurrent wilh any other live loads. 3)' This truss has been designed tor a live load ot 20.0pst on the bottom chord in all areas where a rectangle 3-6-0 lall by 1-0-0 wide will fit behween Ihe bottom chord and any other members. 4) A plate rating redudion ot 20% has been applied tor the green lumber members. 5) Reter lo girder(s) tor tmss to tmss connections. 6) This tiuss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSI/TP11. LOADCASE(S) Standard July 14,2011 A WARNim Verify design parameters and READ NOTES ON THIS AND INCLUDED MTEK RBERENCB PAGB M17473 rer. 10 VS BEFORE tmS. Des'^n valid for use only wifh MiTek connecfon. This design is based only upon poramefeis shown, and is for on individual building component. Applicability of design paramenters and proper Incorporafion of component is responsibility of building designer - not truss designer. Bracing shown is for kiteral support of Individual web memtjers only. Additional temporary tracing to insure sfability during construction Is the responsibillity of fhe erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, slorage, delivery, erection and iDracing, consul! At4SI/TPn Qualily CiHeila, DSB>&9 and SCSI Building Component Safely InfoimoHon available from Truss Plate Institute, 281 N. Lee Street. Suite 312, Alexandria. VA 22314. MiTek' 7777 Greenback Lane, Surte 109 Crtrus Heigtits. CA, 95610 Job Tmss Tmss Type Qty Ply Hilton Caristiad R33366753 HILTON_CARLSBAD EE01D MONO TRUSS 1 1 Job Reference (optionall SeledBuiid Distribution, Indio, CA - 92203 -I- 7.250 s May 11 2011 MTTek Industries, Inc. Thu Jul 14 05:46:07 2011 Page 1 ID:t2IODBRTySPeTJAdr1YqZzOnqQ-F284okYvJk08GdNexytznHVUm?n_Jg12NeCCUyyD5k 10-11-0 I 'QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEWTHE INI^uf LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATEFiAL FORCES TO THE SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW, 0.S0 Il2 i- Plate Offsets (X.Y): [1:0-3-6.Edqe1.12:0-3-7.0-3-0). [4:0-5-4.0-7-8). [5:0-3-9.0-2-8) ILOADING (pst) 'TCLL 20.0 TCDL 18.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr NO Code IBC2009/TPI2007 DEFL in (loc) l/defl L/d Vert(LL) -0.08 5-6 >999 360 Vert(TL) -0.21 5-6 >599 240 HorzfTL) -0.04 6 n/a n/a PLATES GRIP MT20 220/195 Weighl: 47 Ib FT = 20% LUMBER TOPCHORD 2X4 DF No.l&BtrG BOT CHORD 2 X 4 DF No.1 &Btr G WEBS 2 X 4 DF Slud G 'Except' 3-4: 2X6 DF No.l&BlrG REACTIONS (Ib/size) 4=506/Mechanical, 6=506/0-3-8 (min. 0-1-8) Max Horz4=-40(LC 3) Max Uplift4=-568(LC 12), 6=-366(LC 15) Max Grav4=1035(LC 7), 6=834(LC 8) BRACING TOP CHORD BOT CHORD WEBS Stiiidural wood shealhing directly applied or 3-4-11 oc puriins, except end verticals. Rigid ceiling directly applied or 3-8-4 oc bracing. 1 Row al midpt 2-4, 1-5 MiTek recommends lhal Slabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 3-4-294/93, 1-2=-3450/2118, 2-3-2452/2021, 1-6-745/383 BOT CHORD 5-6=-2414/2449, 4-5=-2953/4319 WEBS 2-4=-3497/2578, 2-5=-588/446, 1 -5=-2049/3154 NOTES ^ 1) Wind: ASCE 7-05; 95mph; TCDL=8.4psf BCDL=4.2pst; h=25ft; Cal. II; Exp C; endosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber D0L=1.00 plale grip D0L=1.00 2) This tmss has been designed tor a 10.0 pst bottom chord live load nonconcurrent wilh any other live loads. 3) ' This truss has been designed tor a live load ot 20.0pst on the bottom chord in all areas where a redangle 3-6-0 lall by 1 -0-0 wide will fit between the bottom chord and any other members. 4) A plate rating redudion ot 20% has been applied tor the green lumber members. 5) Reter to girder(s) tor Imss to Imss connections. 6) This tiuss is designed in accordance wilh the 2009 International Building Code section 2306.1 and referenced standard ANSI/TP11. 7) This ti'uss has been designed tor a total drag load ot 460 plf Lumber D0L=(1.33) Plale grip D0L=(1.33) Connect tmss to resist drag loads along bottom chord ft-om 0-0-0 to 10-11 -0 tor 460.0 plf. LOADCASE(S) Standanj 4,2011 WARNim Verify design parameters and KSAD NOTES ON THIS AND INCLUDBD MTBK RBERENCB PAOB MI 7473 rer. 10 VS BEFORE tISB. Design valid for use only with MiTek connectors. This design Is based only upon parameters shown, and is for an individual building component, Applicobinty of design paramenters and proper incorporation of component Is responsibility of building designer - not truss designer Bracing shown is for lateral support of Individual web memtjers only. Additional temporary bracing fo insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fatjrication. quality confrol. storage, delivery, erecfion and taracing. consult ANSI/TPM QuolHy CiHeifa. DSB-87 and BCSI Building Component Safely InfoimoHon available from Truss Plate Instifute, 281 N. Lee Street. Suite 312. Alexandria, VA 22314. Mnek'^ 7777 Greenback Lane. Surte 109 Crtrus Heights, CA, 95610 Job Tmss Tmss Type Qty Ply Hilton Carisbad R33366754 HILTON_CARLSBAD EE02 MONO TRUSS 18 1 Job Reference (optionall SeledBuiid Disti-ibution, Indio, CA - 92203 7.250 s May 11 2011 MiTek Industries, Inc. Thu Jul 14 05:46:07 2011 Page 1 ID:t2IODBRTySPeTJAolr1YqZzOnqQ-F284okYvJk08GdNexytznHVb2uBW_TY12NeCCUyyD5k I sai 0,50 Il2 Plate Offsets (X.Y); 15:0-3-9.0-1-81 ^LOADING (pst) SPACING 2-0-0 CSI DEFL in (loc) l/defl Ud PLATES GRIP 'TCLL 20.0 Plates Increase 1.25 TC 0.32 Vert{LL) -0.03 5-6 >999 360 MT20 220/195 TCDL 18.0 Lumber Increase 1.25 BC 0.17 Vert(TL) -0.12 5-6 >819 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.28 HorzfTL) -0.00 6 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix) Weight: 36 Ib FT = 20% LUMBER TOPCHORD 2X 4 DF No.l&BtrG BOTCHORD 2X4 DF No.l&BtrG WEBS 2 X 4 DF Slud G BRACING TOP CHORD BOT CHORD Stmdural wood sheathing directly applied or 6-0-0 oc puriins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 4=382/Mechanical, 6=382/0-3-8 (min. 0-1-8) Max Ho(z4=-40(LC 3) Max Uplift4=-29(LC 4), 6=-29(LC 6) FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-901/82, 1-6-329/46 BOT CHORD 4-5=-57/890 WEBS 2-4-947/74,1-5-72/910 NOTES 1) Wind: ASCE 7-05; 95mph; TCDL=8.4pst; BCDL=4.2pst; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); canfilever left and right exposed ; end vertical left and right exposed; Lumber D0L=1.00 plale grip D0L=1.00 i 2) This Iruss has been designed tor a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ' 3)' This tmss has been designed for a live load ot 20.0pst on the boltom chord in all areas where a redangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any olher members. 4) A plate rafing redudion ot 20% has been applied tor the green lumber members. 5) Refer to girder(s) for Imss to truss connections. 6) This ti'uss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSI/TP11. MiTek recommends lhat Slabilizers and required cross bracing be installed during Iruss erection, in accordance witti Stabilizer Installation guide. LOADCASE(S) Standard 2011 A WARNim Verify design peirameters and READ NOTES ON THIS AND INCLUDED MTEK RBERENCB PAOB Ml 7473 rer. 10 VS BEFORE USB. Design valid for use only with MiTek connectors. Th'B design is based only upon parameters shown, and Is for an Individual building component. Applicotiirity of design paramenters and proper incorporation of component is responsibility ot building designer - not truss designer. Bracing shown is for lateral support of individual web memtjere on^. Additional temporary bracing to insure statjillty during consfruction is fhe responsibillity ot the erector. Additional permanent bracing of the overall sfructure is ttie responsibiiify of tf>e building designer. For general guidance regarding folDrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII QuolHy Criteiia, DSB-89 and BCSI BuRdlng Componeni Safefy Infoimoflon available from Truss Plate Institute, 281 N. Lee Street. Suite 312. Alexandria. VA 22314. MiTek' 7777 Greenback Lane, Surte 109 Crtrus Heigtits, CA, 95610 Job Tmss Tmss Type Qty Ply Hilton Carisbad R33366755 HILTON_CARLSBAD EE02D MONO TRUSS 2 1 Job Reference (optionall SeledBuiid Disti-ibution, Indio, CA - 92203 I 7.250 s May 11 2011 MlTek Industries, Inc. Thu Jul 14 05:46:08 2011 Page 1 ID:t2IODBRTySPeTJAdr1YqZzOnqQ-iFiS04ZX42W?tiiyrVtOCJU2IJUqnFAG1NllwyyD5j QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEWTHE INPUT LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. -I- Plate Offsets (X.Yl: II :0-3-6.Edqel. 15:0-3-9.0-2-8) ILOADING (pst) rTCLL 20.0 TCDL 18.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr NO Code IBC2009/TPI2007 CSI TC 0.44 BC 0.37 WB 0.89 (Matrix) DEFL in (loc) l/defl Ud Vert(LL) -0.05 5-6 >999 360 VertfTL) -0.13 5-6 >719 240 HorzfTL) -0.02 6 n/a n/a PLATES MT20 GRIP 220/195 Weight: 36 Ib LUMBER TOPCHORD 2X4 DF No.l&BlrG BOTCHORD 2X4 DF No.l&BlrG WEBS 2 X 4 DF Slud G REACTIONS (Ib/size) 4=382/Mechanical, 6=382/0-3-8 (min. 0-1-8) Max Horz4=-40(LC 3) Max Uplift4=-559(LC 12), 6=-406(LC 15) Max Grav4=912(LC 7), 6=759(LC 8) BRACING TOP CHORD BOT CHORD WEBS Stmdural wood sheathing directly applied or 3-5-15 oc puriins, except end verticals. Rigid ceiling directiy applied or 4-3-14 oc bracing. 1 Row al midpt 1 -5 MiTek recommends that Slabilizers and required cross bracing be inslailed during ti'uss ereclion, in accordance with Stabilizer Installation guide. FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-2760/1956, 2-3=-1182/1190,1-6-700/417 BOT CHORD 5-6=-2242/2495, 4-5-1476/2309 WEBS 2-4=-2581/1709, 2-5-580/537,1-5-2241/3079 NOTES ^1) Wind: ASCE 7-05; 95mph; TCDL=8.4pst; BCDL=4.2psf; h=25ft; Cat. II; Exp C; endosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and righl exposed; Lumber D0L=1.00 plale grip D0L=1.00 2) This tmss has been designed tor a 10.0 pst bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed tor a live load ot 20.0pst on the bottom chord in all areas where a redangle 3-6-0 lall by 1 -0-0 wide will fit behween Ihe bottom chord and any olher members. 4) A plale rating redudion ot 20% has been applied tor the green lumber members. 5) Reter lo girder(s) tor Imss lo tmss connections. 6) This tmss is designed in accordance wilh the 2009 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 7) This truss has been designed for a total drag load ot 460 plf Lumber D0L=(1.33) Plate grip D0L=(1.33) Connect tmss to resist drag loads along bottom chord fi'om 0-0-0 to 8-3-0 tor 460.0 plf LOADCASE(S) Standard 14,2011 ^ WARNim Verify design parameters and READ NOTES ON THIS AND INCLUDO) MTEK RBBRBNCB PAOB Ml 7473 rer. 10 VS BEFORE USR Design valid for use oniy with Mifek connectors. This design is based onty upon parameters shown, and is for on individual building component. Applicability of design paramenters and proper incorporation of component Is responsibiiify of building designer - not truss designer. Bracing shown Is for lateral support of individual web memtjere only. Additional temporary tjracing to insure stability during construction is fhe responsibillity of fhe erecfor Additional peimanent bracing of the overall structure Is the responslbli'ity of the building designer. For general guidance regarding fotDricotlon, quality contral storage, defivery, erection and tjracing, consult ANSI/TPII QualHy Criteria, DSB-89 and BCSI BuHdlng Componenf Salely InfoimoHon available from Tnjss Plate Institute, 281 N, LeeSTreet, Suite 312, Alexandria, VA 22314. MITek' 7777 Greenback Lane, Surte 109 Crtrus Heights, CA, 95610 Job Tmss Tmss Type Qty Ply Hilton Carisbad R33366756 HILTON_CARLSBAD EE03 MONO TRUSS 32 1 Job Reference (odionall SeledBuiid Dislribulion, Indio, CA - 92203 7.250 s May 11 2011 MTTek Industries, Inc. Thu Jul 14 05:46:09 2011 Page 1 ID:t2IODBRTySPeTJAolr1YqZzOnqQ-BRGqDQa9ri.esVxX13NvRsiatWir5SKYKVh7JHNyyD5i 0.50 |j2_ 4x4 ~ 34x6 1 3x 5 = 4 I- Plate Offsets (X.Y): M ;0-3-8.0-2-01 ILOADING (pst) SPACING 2-0-0 CSI DEFL in (loc) l/defl Ud PLATES GRIP "TCLL 20.0 Plates Increase 1.25 TC 0.58 Vert(LL) -0.04 5 >999 360 MT20 220/195 TCDL 18.0 Lumber Increase 1.25 BC 0.29 Vert(TL) -0.16 5 >822 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.50 HorzfTL) -0.02 6 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix) Weight; 47 Ib FT = 20% LUMBER TOP CHORD BOT CHORD WEBS 2X4DF No.l&BlrG 2X4 DF No.l&BtrG 2 X 4 DF Stud G BRACING TOP CHORD BOT CHORD Sbuctural wood sheathing directly applied or 5-5-14 oc puriins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 4=510/Mechanical, 6=510/0-3-8 (min. 0-1-8) Max Horz4=-44(LC 3) Max Uplift4=-38(LC 4), 6=-38(LC 6) FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-1377/119, 2-3=-388/42, 1-6—426/57 BOT CHORD 5-6=-6/250, 4-5-91/1368 WEBS 2-4—1009/78, 1-5=-89/1148 NOTES 1) Wind; ASCE 7-05; 95mph; TCDL=8.4pst; BCDL=4.2pst; h=25ft; Cat. II; Exp C; endosed; MWFRS (low-rise); carifilever left and righl exposed ; end vertical left and righl exposed; Lumber D0L=1.00 plale grip D0L=1.00 >2) This truss has been designed tor a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)' This truss has been designed tor a live load ot 20.0psf on the bottom chord in all areas where a redangle 3-6-0 lall by 1 -0-0 wide will fll between the bottom chord and any olher members. 4) A plale rafing redudion ot 20% has been applied tor the green lumber members. 5) Reter lo girder(s) tor tmss lo tmss connections. 6) This tiuss is designed in accordance with the 2009 Internafional Building Code section 2306.1 and referenced standard ANSI/TP11. LOADCASE(S) Standard MiTek recommends that Slabilizers and required cross bracing be installed during truss erection. In accordance with Stabilizer Installation guide. 4,2011 A WARNim VerifydesignparametersandREADN0TBS0NTUISANDINCLUDO)MTEKRBERENCEPAGBMl7473rer. lO'OSBBORBUSE. Design valid for use only with MiTek connectors. This design Is based only upon parameters shown, and is for an Indlv'Kilual building component. Applicatjilify of design poromentere and proper incorporation of component is responsibiiify of building designer - not truss designer Bracing shown is for kjteral support of individual web memtjere oniy. Additional temporary bracing to insure statjillty during construction is the responsibillity of the erector. Additional permanent tjracing of the overall structure Is the responsibility of the building designer For general guidance regarding fatxicotion. quality control, storage, delivery, erection and bracing, consult ANSI/TPII QuaHty Criteria. DSB-89 and BCSI BuHding Component Safety InfoimoHon available from Tnjss Plate Institute. 281 N. Lee Sfreet, Suite 312, Alexandria, VA 22314. MiTek' 7777 Greenback Lane. Surte 109 Crtms Heights, CA, 95610 Job Tmss Tmss Type Qty Ply Hilton Carisbad R33366757 HILTON_CARLSBAD EE03D MONO TRUSS 2 1 Job Reference (optionall SeledBuiid Disti'ibution, Indio, CA - 92203 7.250 s May 11 2011 MiTek Industries, Inc. Thu Jul 14 05:46:10 2011 Page 1 ID:t2IODBRTySPeTJAolr1YqZzOnqQ-gdqCRmbndmj756Dd4QgPy70e52QBgTTkLssppyyD5h Scale >1:ie.O 0.50 Il2 1 5x14 QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEWTHE INPUT LENGTH AND PLACEMENT OF CONNECTION TO TFtANSFER LATERAL FORCES TO THE SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. m Plate Offsets (X.Yl: M :0-3-7.0-2-81. [2:0-3-7.0-3-0). [5:0-3-9.0-2-8) OADING (psf) CLL 20.0 TCDL 18.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Slress Incr NO Code IBC2009/TPI2007 CSI TC 0.75 BC 0.86 WB 0.91 (Matrix) DEFL in (loc) l/defl L/d Vert(LL) -0.07 5-6 >999 360 Vert(TL) -0.18 5-6 >709 240 HorzfTL) -0.04 6 n/a n/a PLATES GRIP MT20 220/195 Weight: 47 Ib FT = 20% LUMBER TOPCHORD 2X4 DF No.l&BtrG BOTCHORD 2X4 DF No.l&BtrG WEBS 2 X 4 DF Slud G 'Except' 3-4; 2 X 6 DF No.2 G REACTIONS (Ib/size) 4=506/Mechanical, 6=506/0-3-8 (min. 0-1-8) Max Horz4=-44(LC 3) Max UpTift4=-619(LC 12), 6=-417(LC 15) Max Grav4=1087(LC 7), 6=885(LC 8) BRACING TOP CHORD BOT CHORD WEBS Stiudural wood sheathing directiy applied or 3-5-6 oc purtins, except end verticals. Rigid ceiling directly applied or 3-9-2 oc bracing. 1 Row al midpl 2-4, 1-5 MiTek recommends that Stabilizers and required cross bracing be installed during tiuss erecfion, in accordance wilh Stabilizer Installation guide. FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 3-4=-275/84, 1-2=-3373/2158, 2-3-2440/2098. 1-6—800/434 BOT CHORD 5-6=-2426/2423, 4-5=-2895/4147 WEBS 2-4-3524/2631, 2-5=-639/502, 1-5=-2109/3141 NOTES ^1) Wind; ASCE 7-05; 95mph; TCDL=8.4pst; BCDL=4.2pst; h=25ft; Cat. II; Exp C; endosed; MWFRS (low-rise); cantilever left and righl exposed ; end vertical left and right exposed; Lumber D0L=1.00 plate grip D0L=1.00 2) This ti'uss has been designed tor a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This tmss has been designed tor a live load ot 20.0pst on the bottom chord in all areas where a redangle 3-6-0 lall by 1-0-0 wide will fit between the bottom chord and any other members. 4) A plate rafing redudion ot 20% has been applied tor Ihe green lumber members. 5) Reter lo girder(s) tor tmss lo truss connecfions. 6) This Iruss is designed in accordance wilh the 2009 Intemalional Building Code section 2306.1 and referenced standard ANSI/TPI 1. 7) This Iruss has been designed tor a lolal drag load ot 460 plf Lumber D0L=(1.33) Plale grip D0L=(1.33) Connect tmss lo resist drag loads along bottom chord fi'om 0-0-0 to 10-11 -0 for 460.0 plf LOADCASE(S) Standard ^,2011 ^ WARNim Ver^ design parameters and READ NOTES ON THIS AND INCLtmBD MTEK RBERENCB PAGB MI7473 rer. 10 VS BEFORB USE. Design valid for use only wifh MiTek connectors. This design is based onty upon parometere shown, and is for on individual building component. Applicotjility of design poramentere and proper Incorporafion of component is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of Individual web memtjere only. Additional temporary bracing to insure stabirrty during construction is the responsibillity of the erector. Addit'ranal permanent bracing of the overall structure Is fhe responsibility ot ttie building designer For general guidance regarding fatjrication. quality controt storage, delivery, erecfion and txacing. consult ANSI/TPII QuoHly Criteria. DSB-89 and BCSI Building Component Safefy InfoimoHon available trom Tnjss Plate Institute. 281 N. Lee Street, Suite 312. Aiexondria. VA 22314. MITek' rraWCR TO KCTrOKM.-' 7777 Greenback Lane, Surte 109 Crtms Heights, CA, 95610 Job Tmss Tmss Type Qty Ply Hilton Carisbad R33366758 HILTON_CARLSBAD EE04 MONO TRUSS 8 1 Job Reference (optionall SeledBuiid Dislribulion, Indio, CA - 92203 7.250 s May 11 2011 MiTeklndustries, Inc. Thu Jul 14 05:46:10 2011 Paget ID:t2IODBRTySPeTJAolr1YqZzOnqQ-gdqCF!mbnrfmi756Dd4QgPv73Z5C7Bp5Tl(LssppyyD5h Bis . I 0.50 Uz. 1 4-3-12 4^12 1— M-O 5-4-4 1 k LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) l/defl Ud PLATES GRIP ITCLL 20.0 Plates Increase 1.25 TC 0.56 Vert(LL) -0.02 5 >999 360 MT20 220/195 'TCDL 18.0 Lumber Increase 1.25 BC 0.24 Vert(TL) -0.10 4-5 >999 240 BCLL 0.0 ' Rep Slress Incr YES WB 0.36 HorzfTL) -0.01 6 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix) Weighl: 42 Ib FT = 20% LUMBER TOPCHORD 2X4 DF No.l&BlrG BOTCHORD 2X4 DF No.l&BlrG WEBS 2 X 4 DF Slud G REACTIONS (Ib/size) 4=450/Mechanical, 6=450/0-3-8 (min. 0-1-8) Max Horz4=-42(LC 3) Max Uplift4—34(LC 4), 6-34(LC 6) BRACING TOP CHORD BOT CHORD Stmdural wood shealhing directly applied or 6-0-0 oc purtins, except end verticals. Rigid celling diredly applied or 10-0-0 oc bracing. MiTek recommends that Slabilizers and required cross bracing be installed during Imss erection, in accordance wilh Stabilizer Installation guide. FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1068/95, 2-3=-370/41, 1-6-383/46 BOT CHORD 4-5-68/1061 WEBS 2-4=-715/57,1-5=-73/945 NOTES 1) Wind: ASCE 7-05; 95mph; TCDL=8.4pst; BCDL=4.2psf; h=25ft; Cat. II; Exp C; endosed; MWFRS (low-rise); cantilever left and righl exposed ; eod vertical left and right exposed; Lumber D0L=1.00 plate grip D0L=1.00 2) This tmss has been designed tor a 10.0 pst bottom chord live load nonconcurrent with any olher live loads. ^3) ' This tmss has been designed fora live load ot20.0pst on the bottom chord In all areas where a redangle 3-6-0 tall by 1-0-0 wide will fit between Ihe bottom chord and any olher members. 4) A plale rafing redudion ot 20% has been applied tor the green lumber members. 5) Reter lo glrder(s) tor tmss lo Imss connections. 6) This truss is designed in acconJance with the 2009 Intemational Building Code section 2306.1 and referenced standard ANSI/TPI 1. LOADCASE(S) Standard 4,2011 A WARNim Verifydtsignp<irametersandREADNOTESONTHlSANDINCLUDBDMrTEKRBERENCEPAaBMr7473rer, lOVSBBORBt^E, Design valid for use only with MiTek connectore. This design Is based only upon parametere shown, and is tor on individual building component. Applicatjility of design poramentere and proper incorporation of component is responsibiiify ot building designer- not truss designer Bracing shown Is for lateral support of individual web membere on^. Additional temporary bracing fo insure stability during construction is fhe responsibillity of the ereclor. Addifonol permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fatjrication. quality controL storage, delivery, erection and txacing, consulf ANSI/TPII QualHy Criteria, DSB-89 and SCSI BuHdlng Component Safety Infoimoflon available from Tnjss Plate Institute. 281 N. Lee Street, Suite 312, Alexandria, VA 22314. MITek' 7777 Greenback Lane, Surte 109 Crtms Heights, CA, 95610 Job Tmss Tmss Type Qly Ply Hillon Carisbad R33366769 HILTON_CARLSBAD EE04D MONO TRUSS 1 1 Job Reference (optionall SeledBuiid Distribution, Indio, CA - 92203 7.250 s May 11 2011 MiTeklndustries, Inc. Thu Jul 14 05:46:11 2011 Paget ID:t2IODBRTySPeTJAolr1YqZzOnqQ-8qObe6bPN2uakFhQAoyvx7ttMVPnwAldz?cQLFyyD5g 0.50 h 2 QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEWTHE INPUT LENGTH AND PLACEMENT OF CONNECTION TO TFtANSFER LATERAL FORCES TO THE SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. 4-3-12 Plate Offsets (X.Yl: [1:0-3-8.0-1 -81.15:0-3-9.0-1 -8) •LOADING (pst) "TCLL 20.0 TCDL 18.0 BCLL 0.0 ' BCDL 10.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr NO Code IBC2009/TPI2007 CSI TC 0.51 BC 0.79 WB 0.74 (Matrix) DEFL in (loc) l/defl Ud Vert(LL) -0.06 5-6 >999 360 Vert(TL) -0.12 5 >930 240 HorzfTL) -0.03 6 n/a n/a PLATES GRIP MT20 220/195 Weighl: 42 Ib FT = 20% LUMBER TOPCHORD 2X4DF No.l&BtrG BOTCHORD 2X 4 DF No.l&BlrG WEBS 2 X 4 DF Stud G 'Except' 3-4: 2 X 6 DF No.2 G REACTIONS (Ib/size) 4=446/Mechanical, 6=446/0-3-8 (min. 0-1-8) Max Horz4=-42(LC 3) Max Upllft4=-591(LC 12), 6=-412(LC 15) Max Grav4=1003(LC 7), 6=825(LC 8) BRACING TOP CHORD BOT CHORD WEBS Stmdural wood shealhing direcfiy applied or 4-0-6 oc purtins, except end verticals. Rigid ceiling directly applied or 3-10-11 oc bracing. 1 Row at midpt 2-4 MiTek recommends lhat Slabilizers and required cross bracing be Installed during tiuss ereclion, in accordance wilh Stabilizer Installation guide. FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 3-4=-284/92, 1-2—2660/1722, 2-3=-2409/2084,1-6-765/433 BOT CHORD 5-6=-1874/1837, 4-5-2710/3681 WEBS 2-4=-3054/2431. 2-5=-631/483, 1-5=-1722/2570 NOTES ^1) Wind: ASCE 7-05; 95mph; TCDL=8,4pst; BCDL=4.2pst; h=25ft; Cal, II; Exp C; endosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical lefl and right exposed; Lumber D0L=1.00 plate grip D0L=1.00 2) This tmss has been designed tor a 10.0 pst bottom chord live load nonconcurrent wilh any olher live loads. 3) ' This tmss has been designed tor a live load ot 20.0pst on Ihe bottom chord in all areas where a redangle 3-6-0 lall by 1-0-0 wide will fit between the bottom chord and any other members. 4) A plale raling redudion of 20% has been applied tor the green lumber members. 5) Reter to girder(s) tor tmss to tmss connections. 6) This truss is designed in accordance with the 2009 International Building Code secfion 2306.1 and referenced standard ANSI/TPI 1. 7) This ti'uss has been designed tor a total drag load ot 460 pit. Lumber D0L=(1.33) Plate grip D0L=(1.33) Connect truss lo resist drag loads along bottom chord ft-om 0-0-0 to 9-8-0 tor 460.0 plf LOADCASE(S) Standard July 14,2011 A WARNim Verify design parameters and READ NOTES ON THIS AND INCLtmO) MTEK RBERENCB PAGE M17473 rer. 10 VS BEFORE USB. Design valid for use only with MiTek connectors. This design is based only upon parametere shown, and "E for an Individual building component. Appllcabinty of design paramenters and proper incorporation of component Is responsibiiify of building designer - not truss designer. Bracing shown is for lateral support of individuat web memtjere only. Additional temporary bracing fo insure statjirrty during construcfion is the responsibillity of the erecfor Additional permanent tjracing of the overall structure is the responsibility of the building designer. For general guidance regarding fatjrication. quality contraL storage, delivery, erection and bracing, consult ANSI/TPM QuaHty Criieria, DSB-89 and BCSI BuHdlng Componenf Safety InfoimoHon available from Truss Plate Institute, 281 N. Lee Sfreet, Suife 312. Alexandria. VA 22314. MITek' powcn TO frtcnFa"**.- 7777 Greenback Lane, Suite 10 Crtms Heights, CA, 95610 Job Tmss Tmss Type Qty Ply Hilton Carisbad R33366760 HILTON_CARLSBAD EE05 MONO TRUSS 5 1 Job Reference (optionall SeledBuiid Dislribulion, Indio, CA - 92203 7.250 s May 11 2011 MfTek Industries, Inc. Thu Jul 14 05:46:12 2011 Page 1 ID:t2lODBRTySPeTJAolr1YqZzOnqQ-c0xzrSc18G1RMPGckVT8UKCWAvx0fo5mBfl.zuhyyD5f 2-2-12 0.50 |12_ Seal* = 1110.7 ^LOADING (psf) SPACING 2-0-0 CSI DEFL In (loc) l/defl Ud PLATES GRIP ITCLL 20.0 Plates Increase 1.25 TC 0.04 Vert(LL) -0.00 4 >999 360 MT20 220/195 'TCDL 18.0 Lumber Increase 1.25 BC 0.02 Vert(TL) -0.00 3-4 >999 240 BCLL 0,0 ' Rep Stress Incr YES WB 0.00 HorzfTL) -0.00 4 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix) Weighl: 10 Ib FT = 20% LUMBER TOP CHORD BOT CHORD WEBS 2X4DF No.l&BtrG 2X4 DF No.l&BlrG 2 X 4 DF Slud G BRACING TOP CHORD BOT CHORD Strudural wood sheathing directly applied or 10-0-0 oc puriins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 3=93/Mechanical, 4=93/Mechanlcal MaxHorz3—27(LC3) Max Uplift3=-11 (LC 4), 4=-7(LC 6) FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES 1) Wind: ASCE 7-05; 95mph; TCDL=8.4pst; BCDL=4.2psf; h=25ft; Cat. II; Exp C; endosed; MWFRS (low-rise); cantilever left and righl exposed ; end vertical left and righl exposed: Lumber D0L=1.00 plate grip D0L=1.00 2) This Iruss has been designed tor a 10.0 pst bottom chord live load nonconcurrent wilh any oUier live loads. 3) * This truss has been designed tor a live load ot 20.0psf on the bottom chord in all areas where a redangle 3-6-0 tall by 1 -0-0 wide will fit between the bottom chord and any other members. 4) A plale raling redudion ot 20% has been applied tor the green lumber members, k 5) Reter to girder(s) tor tmss to truss connections. '6) This tiuss 16 designed in accordance wilh the 2009 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. LOADCASE(S) Standard MiTek recommends lhal Slabilizers and required cross bracing be installed during Iruss ereclion, in accordance wilh Stabilizer Installation quide. July 14,2011 A WARNINIr Verify design parameters and READ NOTES ON THIS AND INCLUDED MTEK RBERENCB PAGE Ml 7473 rer. lO'OSBBORBUSE. Design valid fcJr use only with MITek connectors. Thb design -is based onfy upon parametere shown, and is tor on IndivkJual building component. Applicability of design poramenfere and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for kiteral support of individual web memtjere only. Addifional temporary iDracing to insure stabifify during construction is the responsibiiiity of the erector. Additional permanent bracing of the overall strucfure is the responsibility of ttie building designer. For general guidance regarding fotjrication. quality controt storage, defivery. erection and txocing, consult ANSI/TPII QuolHy CiHeila, DSB-89 and BCSI BuHdlng Component Safefy Infoimdtion ovaikable from Truss Plate Institute, 281 N. Lee Sfreet. Sulfe 312. Alexandria. VA 22314. MITek' 7777 Greenback Lane. Surte 109 Crtms Heights. CA, 95610 Job Tmss Tmss Type Qty Ply Hilton Carisbad R33366761 HILTON_CARLSBAD EE05D MONO TRUSS 1 1 Job Reference (optionall SeledBuiid Disti-ibution, Indio, CA - 92203 7.250 s May 11 2011 MTTek Industries, Inc. Thu Jul 14 05:46:13 2011 Page 1 ID:l2IODBRTySPeTJAolr1YqZzOnqQ-4CVL3ndh/a9l_YrolD_N0YlgqJG3OB0vQJ5WQ8yyD5e 2-2-12 0.50 Il2 QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEWTHE INPUT LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE SUPPORTING STIJUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. 2>4 ll 2-2-12 > LOADING (pst) SPACING 2-0-0 CSI DEFL in (loc) l/defi Ud PLATES GRIP ITCLL 20.0 Plates Increase 1.25 TC 0.11 Vert(LL) -0.00 4 >999 360 MT20 220/195 "TCDL 18.0 Lumber Increase 1.25 BC 0.10 Vert(TL) -0.00 3-4 >999 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.28 HorzfTL) -0.00 4 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix) Weight; 10 Ib FT = 20% LUMBER TOP CHORD BOT CHORD \AEBS 2X4DF No.l&BtrG 2X4DF No.l&BtrG 2 X 4 DF Stud G BRACING TOP CHORD BOT CHORD REACTIONS (Ib/size) 3=93/Mechanical, 4=93/Mechanical Max Horz3=-27(LC 10) Max Uplift3=-374(LC 12), 4=-333(LC 15) Max Grav3=456(LC 7), 4=419(LC 8) Strudural wood shealhing directly applied or 6-0-0 oc puriins, except end verticals. Rigid ceiling directly applied or 6-0-0 oc bradng. MiTek recommends that Stabilizers and required cross bracing be installed during Iruss erection, in accordance wilh Stabilizer Installation guide, FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2—804/811, 1-4=-400/342 BOT CHORD 3-4—806/809 WEBS 1-3=-976/972 NOTES 1) Wind: ASCE 7-05; 95mph; TCDL=8.4pst; BCDL=4,2psf; h=25ft; Cat. II; Exp C; endosed; MWFRS (low-rise); cantilever left and righl exposed ; end vertical left and right exposed; Lumber D0L=1.00 plate grip D0L=1.00 12) This Imss has been designed tor a 10.0 pst bottom chord live load nonconcurrent with any other live loads. ' 3) * This truss has been designed tor a live load of 20.0pst on the bottom chord in all areas where a rectangle 3-6-0 lall by 1-0-0 wide will fit behveen the bottom chord and any olher members. 4) A plale rafing redudion of 20% has been applied tor the green lumber members. 5) Reter lo girder(s) tor Imss lo truss connections. 6) This tiuss is designed in accordance with the 2009 Intemational Building Code secfion 2306.1 and referenced standard ANSI/TP11. 7) This tmss has been designed tor a total drag load ot 460 plf Lumber D0L=(1.33) Plate grip D0L=(1.33) Connect tmss to resist drag loads along bottom chord from 0-0-0 lo 2-2-12 tor 460.1 pit. LOADCASE(S) Standard Lily 14,2011 A WARNim Verify design parameters and READ NOTES ON THIS AND INCLUDO) MTTEK RBBRBNCB PAGE MI 7473 rer. 10 VS BEFORE USB. Design valid for use only with MiTek connectore. This design is based onfy upon parametere shown, and is for on individual building component. Applicability of design poramentere and proper Incorporation of component is responsibility of building designer - not truss designer Bracing shown -IS tor lateral support of individual web members only. Additional temporarv tjracing to insure stability during consttuction is ttie responsibillity of the erector Additional permanent bracing of the overall structure is fhe responsibility of fhe building designer. For general guidance regarding fabrication, quality controL storage, delivery, erection and tjracing. consult ANSI/TPII QuaHly Criteria. DSB-89 and BCSI BuHdlng Componeni Safefy InformaHon available from Truss Plate Instifute. 281 N. Lee Sfreet. Suite 312, Alexandria. VA 22314. MiTek' 7777 Greenback Lane, Suite 109 Citms Heights, CA. 95610 Job Tmss Tmss Type Qly Ply Hilton Carisbad R33366762 HILTON_CARLSBAD FOI HI MONO HIP 4 1 .lob Reference (optionall SeledBuiid Distribution, Indio, CA - 92203 7.250 s May 11 2011 MiTeklndustries, Inc. Thu Jul 14 05:46:14 2011 Pagel ID:t2IODBRTySPeTJAdr1YqZzOnqQ-YQ3JG7elguH9biQ?swVcZIHIRjWK7bL3fzq4yayyD5d 2fc2i! -I- S<»le = 1:34.6 5-2-12 3.00 [12" I-3-11-0 3-11-0 Plate Offsets (X.Yl: 12:0-3-0.0-2-0) m OADING (pst) CLL 20.0 TCDL 18.0 BCLL 0.0 ' BCDL 10.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr YES Code IBC2009/TPI2007 CSI TC 0.51 BC 0.42 WB 0.47 (Matrix) DEFL in (loc) l/defl Ud Vert(LL) -0.08 9-10 >999 360 Vert(TL) -0.33 9-10 >724 240 HorzfTL) 0.07 6 n/a n/a PLATES GRIP MT20 220/195 Weighl: 93 Ib FT = 20% LUMBER TOP CHORD 2 X 4 DF No.1 &Blr G 'Except' 1-2:2X6DF No.2 G BOTCHORD 2X4 DF No.l&BlrG WEBS 2 X 4 DF Slud G REACTIONS (Ib/size) 6=954/Mechanical. 1=954/0-3-8 (min. 0-1-8) Max Horz1=96(LC4) Max Uplift6=-73{LC 3), 1=-69(LC 3) BRACING TOP CHORD BOT CHORD JOINTS Sfi-udural wood shealhing directly applied or 4-4-1 oc puriins, except end verticals, and 2-0-0 oc puriins (5-4-3 max.): 3-5. Rigid ceiling directly applied or 10-0-0 oc bracing. 1 Brace at Jl(s): 5 MiTek recommends lhal Slabilizers and required cross bradng be installed during Iruss erection, in accordance wilh Stabilizer Installation guide. FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2-2719/213, 2-3=-2003/168, 5-6-890/92, 3-4=-1435/137, 4-5=-1432/135 BOT CHORD 1-10-211/2576, 9-10=-204/2584, 8-9=-122/1878, 7-8-122/1878 WEBS 2-9-704/112, 3-9=0/347, 3-7-507/56. 4-7=-403/85, 5-7=-115/1519 NOTES 1) Unbalanced root live loads have been considered forthis design. ^2) Wind: ASCE 7-05; 95mph; TCDL=8.4pst; BCDL=4.2pst; h=25ft; Cat. II; Exp C; endosed; MWFRS (low-rise); cantilever left and righl exposed ; end vertical left and righl exposed; Lumber DOL=1.00 plale grip DOL=1.00 ' 3) Provide adequate drairiage lo prevent waler ponding. 4) This tiuss has been designed tor a 10.0 pst bottom chord live load nonconcurrent wilh any other live loads. 5) ' This tmss has been designed tor a live load ot 20.0pst on the bottom chord in all areas where a redangle 3-6-0 lall by 1-0-0 wide will fit behveen the bottom chord and any olher members. 6) A plale rating redudion ot 20% has been applied for the green lumber members. 7) Reter to girder(s) tor tmss lo Imss connections. 8) This Iruss is designed in accondance wilh the 2009 International Building Code secfion 2306.1 and referenced standard ANSI/TP11. 9) Design assumes 4x2 (flat orientation) puriins at oc spacing indicaled, fastened to tmss TC w/ 2-10d nails. LOADCASE(S) Standard A WARNim Verifydesignp<irametersandREADN0TESONTHISANDINCLUDBDMrTEKRBERENCBPAGBMl7473rer. 10 VS BEFORE USB. Design valid for use only with MiTek connectore. This design Is based onfy upon parametere shown, and Is for an Individual building component. Applicability of design poramentere and proper incorporation of component is responsibility of bufiding designer - not truss designer Bracing shown is for lateral support of individual web memtjere onfy. Additional temporary bracing to Insure stability during consfruction is the responsibifiify ot fhe erector. Addif-Kjnal permanent bracing of the overafi sfnjcture Is the responsibility of the bufiding designer, tor general guidance regarding fatlrication, quolit/ controL storage, delivery, erecfion and iDracing, consult ANSI/TPII QuoHty Criteria, DSB-89 and BCSI BuHding Component Safefy Infoimoflon available from Taiss Plate Instrtute, 281 N. Lee Street, Surte 312, Alexandria, VA 22314. MITek' rawM TO pc^romu.' 7777 Greenback Lane, Suite 109 Crtms Heights, CA. 95610 Job Tmss Tmss Type Qty Ply Hilton Carisbad R33366763 HILTON_CARLSBAD F01H1B MONO HIP 1 1 Job Reference (ootionall SeledBuiid Disti-ibution, Indio, CA - 92203 7.250 s May 11 2011 MTTek Industries, Inc. Thu Jul 14 05:46:14 2011 Page 1 ID:t2IODBRTySPeTJAolr1YqZ2OnqQ-YO3jG7elguH9biQ?swVcZIHo0jYC7ZI3fzq4yayyD5d 10-0-0 __| 13-7-0 3-7-0 I-3-11-0 Plate Offsets (X Y): 11:0-1-8.0-2-0). [2:0-3-0.0-2-01 rLOADING (pst) TCLL 20.0 TCDL 18.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr YES Code IBC2009/TPI2007 CSI TC 0.28 BC 0.30 WB 0.60 (Matrix) DEFL Vert(LL) Vert(TL) HorzfTL) in (loc) l/defl L/d PLATES GRIP 0.04 6-7 >999 360 MT20 220/195 0.17 6-7 >918 240 0.04 5 n/a n/a Weighl: 63 Ib FT = 20% LUMBER TOPCHORD 2X 4 DF No.l&BtrG'Except' 1-2:2X6DF No.2 G BOTCHORD 2X 4 DF No.l&BtrG WEBS 2 X 4 DF Slud G REACTIONS (Ib/size) 5=638/Mechanical, 1=638/0-3-8 (min. 0-1-8) MaxHorz1=96(LC4) Max Uplift5=-50(LC 3), 1=-44(LC 3) BRACING TOP CHORD BOT CHORD JOINTS Stmctural wood sheathing diredly applied or 5-11 -3 oc puriins, except end verticals, and 2-0-0 oc puriins (6-0-0 max.): 3-4. Rigid ceiling directly applied or 10-0-0 oc bracing. 1 Brace al Jt(s): 4 MiTek recommends that Slabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2-1711/135, 2-3—802/76 BOT CHORD 1-7—136/1617, 6-7=-130/1627, 5-6-33/709 WEBS 2-6—918/107, 3-6=0/360, 3-5=-887/76 NOTES 1) Unbalanced root live loads have been considered forthis design. ^2) Wind: ASCE 7-05; 95mph; TCDL=8.4pst; BCDL=4.2psf h=25ft; Cal. II; Exp C; endosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and righl exposed; Lumber DOL=1.00 plate grip D0L=1.00 3) Provide adequate drainage to prevent water ponding. 4) This tiuss has been designed for a 10.0 psf bottom chord live load nonconcun-ent wilh any olher live loads. 5) * This truss has been designed for a Hve load ot 20.0pst on the bottom chord in all areas where a redangle 3-6-0 tall by 1 -0-0 wide will flt betiween the bottom chord and any other members. 6) A plale rating redudion ot 20% has been applied tor the green lumber members. 7) Reter to girder(S) tor tmss to Imss connections. 8) This ti-uss is designed in accordance wilh Ihe 2009 Intemational Building Code section 2306.1 and referenced standard ANSI/TP11. 9) Design assumes 4x2 (flal orientafion) puriins al oc spacing indicated, fastened lo Imss TC w/ 2-10d nails. LOADCASE(S) Standanl 4,2011 A WARNim Verify design parameters and READ NOTES ON THIS AND INCLUDED MTEK RBERENCB PAGE M17473 rer. 10'OS BEFORE USE. Design valid for use onfy with MiTek connectore. This design is based onfy upon parametere shown, and is tor an individual bufiding component Applicabilrty of design poramentere and proper incorporation of component is responsitjilrty of building designer - not truss designer Bracing shown Is for lateral support ot individual web memtiere onfy. Additional femporary bracing to Insure stotjifrty during consfruction is the responsiblfiity ot the erector. Addifional permanent bracing of the overafi structure is the responslbfilty of fhe bufiding designer For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consurt ANSt/TPIl Quaffly Criieria. DSB-89 and BCSI BuHdlng Component Safely IntormoHon available from Truss Plate Institute, 281 N. Lee Street, Suite 312, Alexandria, VA 22314. MITek' 7777 Greenback Lane. Surte 109 Citms Heights, CA, 95610 Job Tmss Tmss Type Qly Ply Hilton Carisbad R33366764 HILTON_CARLSBAD FOIHID MONO HIP 8 1 Job Reference (optionall SeledBuiid Distribution, Indio, CA - 92203 7.250 s May 11 2011 MiTek Industries, Inc. Thu Jul 14 05:46:15 2011 Page 1 ID:t2IODBRTySPeTJAolr1YqZzOnqQ-0bd5UTewRBP0Ds?BPe0r6zqzK6tDs28CtdadU0yyD5c 14-11-4 I 1R-1-0 -I- 3.00 [iT 3-11-0 ...yii-o 18-1-0 Plate Offsets (X.Yl: 12:0-3-0.0-2-0) .OADING (pst) 'TCLL 20.0 TCDL 18.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Slress Incr YES Code IBC2009/TPI2007 CSI TC 0.30 BC 0.38 WB 0.50 (Matrix) DEFL in (loc) l/defl Ud Vert(LL) -0.06 8-9 >999 360 Vert(TL) -0.27 8-9 >796 240 HorzfTL) 0.06 6 n/a n/a PLATES GRIP MT20 220/195 Weight: 85 Ib LUMBER TOPCHORD 2X 4 DF No.l&BtrG'Except' 1-2:2X6DFNo.2G BOTCHORD 2X4DF No.l&BlrG WEBS 2 X 4 DF Stud G REACTIONS (Ib/size) 6=854/Mechanical, 1=854/0-3-8 (min. 0-1-8) MaxHorz1=96(LC4) Max Uplift6=-65(LC 3), 1=-61(LC 3) FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-2396/188, 2-3=-1628/140, 5-6=-817/76, 3-4=-853/92, 4-5=-851/91 BOT CHORD 1-9=-187/2268, 8-9-181/2276, 7-8-95/1513 WEBS 2-8-761/111, 3-8=0/360, 3-7=-753/65, 4-7=-329/71, 5-7=-82/1094 BRACING TOP CHORD BOT CHORD JOINTS Stiudural wood sheathing directly applied or 4-10-7 oc puriins, except end verticals, and 2-0-0 oc puriins (6-0-0 max.); 3-5. Rigid ceiling directiy applied or 10-0-0 oc bracing. 1 Brace at Jl(s): 5 MiTek recommends that Stabilizers and required cross bracing be inslailed during tmss ereclion, in accordance wilh Stabilizer Installation guide. 0 NOTES 1) Unbalanced roof live loads have been considered for this design. ;) Wind: ASCE 7-05; 95mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. It; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber D0L=1.00 plate grip D0L==1.00 3) Provide adequate drainage to prevent v/ater ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1 -0-0 wide will frt between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Refer to girder(s) for truss to truss connections. 8) This truss is designed in accordance with the 2009 Intemational Building Code section 2306.1 and referenced standard ANSI/TPI 1. 9) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. LOADCASE(S) Standard •4,2011 A WARNING Verify design parameters and READ NOTES ON THIS AND INCLUDBD mTEK RBERENCB PAGBMH 7473 rep. 10 "08 BEFORE USB. Design valid for use only witti MiTek connectors. Ttiis design is based onty upon parameters shown, and Is tor an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not tnjss designer. Brcicing shown is for lateral support of individual web members only- Additional temporary bracing to insure stabifify during construction is the responsibillity of the erector. Additiorral pennanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 281 N. LeeSfreef. Suite 312, Alexandria, VA 22314. MiTek' 7777 Greenback Lane, Suite 109 Cifrus Heights, CA, 95610 Job Tmss Tmss Type Qty Ply Hilton Carisbad R33366765 HlLTON_CARLSBAD F01H1F MONO HIP 1 1 Job Relerence (optionall SeledBuiid Disti-ibution, Indio, CA - 92203 7.250 s May 11 2011 MiTek Industries, Inc. Thu Jul 14 05:46:16 2011 Page 1 ID:l2IODBRTySPeTJAolr1YqZzOnqQ-UnBUhpfYCVXsri)ZNzLX4eAN7mWC5bVkM6GJB1TyyD5b _| 14-11-4 I 1»3-0 I State = 1:33.0 3.00(^7 ILOADING (pst) SPACING 2-0-0 CSI DEFL In (loc) l/defl Ud PLATES GRIP 'TCLL 20.0 Plates Increase 1.25 TC 0.32 Vert(LL) -0.07 8-9 >999 360 MT20 220/195 TCDL 18.0 Lumber Increase 1.25 BC 0.40 Vert(TL) -0.30 8-9 >758 240 BCLL 0.0 * Rep Slress Incr YES WB 0.47 HorzfTL) 0.07 6 n/a n/a BCDL 10.0 Code IBC2009/TP12007 (Matrix) Weighl: 89 Ib FT = 20% LUMBER TOP CHORD BOT CHORD WEBS REACTIONS 2 X 4 DF No.1&Blr G 'Except' 1-2:2X6DF No.2 G 2X4 DF No.l&BlrG 2 X 4 DF Slud G (Ib/size) 6=910/Mechanical, 1=910/0-3-8 (min. 0-1-8) Max Horz1=96(LC 4) Max Upllft6=-69(LC 3), 1-65(LC 3) BRACING TOP CHORD BOT CHORD JOINTS Stiudural wood shealhing directly applied or 4-6-10 oc puriins, except end verticals, and 2-0-0 oc puriins (5-10-15 max.): 3-5. Rigid ceiling directly applied or 10-0-0 oc bracing. 1 Brace al Jl(s): 5 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. FORCES (Ib) - Max. Comp./Max. Ten. - All torces 250 (Ib) or less except when shown. TOP CHORD 1-2-2576/202, 2-3-1838/156, 5-6-858/85, 3-4=-1176/117, 4-5=-1174/116 BOT CHORD 1-9=-200/2440, 8-9-194/2448, 7-8-110/1718 WEBS 2-8-728/111, 3-8=0/353, 3-7-619/55, 4-7=-366/78, 5-7-100/1323 NOTES 1) Unbalanced root live loads have been considered tor this design. ^2) Wind: ASCE 7-05; 95mph; TCDL=8.4pst; BCDL=4.2pst; h=25ft; Cat. II; Exp C; endosed; MWFRS (low-rise); canfilever left and right exposed ; end vertical left and righl exposed; Lumber D0L=1.00 plate grip D0L=1.00 3) Provide adequate drainage lo prevent water ponding. 4) This tiuss has been designed tor a 10.0 pst botlom chord live load nonconcurreni with any other live loads. 5) * This tmss has been designed for a live load of 20.0psf on the bottom chord in all areas virtiere a redangle 3-6-0 tall by 1-0-0 wide will til between Ihe bottom chord and any olher members. 6) A pidte rating reducfion ot 20% has been applied for the green lumber members. 7) Reter to girder(s) tor Imss to truss connections. 8) This fi-uss is designed in accordance wilh the 2009 Internafional Building Code section 2306.1 and referenced standard ANSI/TPI 1. 9) Design assumes 4x2 (flat orientation) puriins at oc spacing indicaled, fastened to tmss TC wl 2-10d nails. LOADCASE(S) Standard ^,2011 A WARNim Verify de^gn parameters and READ NOTION THIS AND INCLUDED MITEK RirBRBNCBPAtjB MI 7473 rer. lOVSBBOREUSB. Design valid for use only with MiTel< connectors. This design is based only upon parameters shov/n. and is for an indivkiual building component. Appiicability of design paromenfers and proper incorporafion of component is responsitiilify of ljuiiding designer - nof fruss designer Bracing shov/n is for lateral support of individual web memtjers only. Addifional temporary bracing fo insure sfabilify during construcfion is the lesponsibillify of fhe erecfor. Additional permanent bracing of the overall sfructure is the responsibiiify of the building designer. For general guidance regarding fatxication. qualify confrol. storage, delivery, erection and tjracing, consulf ANSI/TPII Qualfly Ciiteria, DSB-89 and BCSI Building Component Safety IntormaHon avaiiable from Truss Plate instifute, 281 N. Lee Street. Suite 312. Atexandria. VA 22314. MiTek' 7777 Greenback Lane, Suite 109 Cifrus Heights. CA. 95610 Job Tmss Tmss Type Qty Ply Hilton Carisbad R33366766 HILTON_CARLSBAD F01H2 MONO HIP 1 1 Job Reference (optionall SeledBuiid Distiibution, Indio, CA - 92203 7.250 s May 11 2011 MFTek Industries, Inc. Thu Jul 14 0546:17 2011 Page 1 ID:t2IODBRTySPeTJAolr1YqZzOnqQ-yzlsv9gAzp5SA8ZX22JBOvFtwY1Ky1VLw3kZvyyD5a 12-0-0 I 14-11-4 |__ 20-2-0 , 3-11-0 Scale ^ 1:34.6 3,00 RF 3-11-0 6-1-0 Plate Offsets (X.Y): [2:0-3-0.0-2-0). [3:0-3-15.0-2-111.19:0-3-8.0-8-01 ILOADING (psO 'TCLL 20.0 TCDL 18.0 BCLL 0.0 ' BCDL 10.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr YES Code IBC2009/TPI2007 DEFL in (loc) l/defi Ud Vert(LL) -0.08 14-15 >999 360 VertfTL) -0.33 14-15 >717 240 HorzfTL) 0.07 11 n/a n/a PLATES GRIP MT20 220/195 Weighl: 1081b FT = 20% BRACING TOP CHORD BOT CHORD JOINTS LUMBER TOP CHORD 2 X 4 DF No.1 &Blr G 'Except' 1-2;2X6DF No.2 G BOTCHORD 2X4 DF No.l&BlrG WEBS 2 X 4 DF Stud G REACTIONS (Ib/size) 11=954/Mechanical, 1=954/0-3-8 (min. 0-1-8) MaxHorz1=108(LC4) Max Uplifti 1=-75(LC 3), 1=-66(LC 3) FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-2720/204, 2-3=-2060/164, 9-11 =-892/95, 3-4-1473/150, 4-6-1421/139, 6-8=-1421/139, 8-9-1421/139 BOT CHORD 1-15=-218/2577,14-15=-212/2585,13-14-138/1932, 12-13=-138/1932 WEBS 2-14=-700/96, 3-14=0/338, 3-12=-663/83, 6-12=-361/80, 9-12=-123/1532, 7-8=-345/71 NOTES L1) Unbalanced root live loads have been considered for this design, 12) Wind: ASCE 7-05; 95mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cal. II; Exp C; endosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and righl exposed; Lumber D0L=1.00 plate grip D0L=1.00 3) Provide adequate drainage lo prevent water ponding. 4) This truss has been designed tor a 10.0 pst bottom chord live load nonconcurrent with any other live loads. 5) ' This tmss has been designed tor a live load ot 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fil betiween the bottom chord and any olher members. 6) A plate rating redudion of 20% has been applied tor the green lumber members. 7) Reter to girder(s) tor tmss lo Iruss connections. 8) This tmss is designed in accordance wilh the 2009 Intemational Building Code secfion 2306.1 and referenced standard ANSI/TP11. 9) Design assumes 4x2 (flat orientafion) puriins at oc spadng indicaled, fastened to tmss TC wl 2-10d nails. LOADCASE(S) Standard Sti-udural wood sheathing directly applied or 4-3-10 oc puriins, except end verticals, and 2-0-0 oc puriins (6-0-0 max.): 3-9, 5-10. Rigid ceiling directly applied or 10-0-0 oc bracing. 1 Brace al Jt(s): 9, 6, 10 MiTek recommends lhal Stabilizers and required cross bracing be inslailed during truss erection, in accordarice wilh Stabilizer Installafion guide. 4,2011 A WARNim VerifydesignparametersandREADN0TES0NTHISANDINCLtmBDMTEKRBFERBNCBPAGEMr7473rer. 10V8BBORBUSB. Design valid for use only wilh MiTek connectors. This design is based oniy upon parameters shown, and is for an individual building componenf. Applicability of design poramenters and proper incorporation of componenf is responsibiiify of building designer - nof truss designer Bracing shown is for lateral support of individual web members only. Additional temporary bracing fo insure sfabilify dup-ng eonstnjcfion is the responsitjillify of the erecfor. Addifional permonenf bracing of the overall sfnjcture is the responsibiiify of fhe building designer. For general guidance regarding falDricafion. qualify confroL storage, deivery. erection and bracing, consuH ANSI/TPII Quality Ciiieria, DSB-89 and BCSI Building Component Sotety Inioimaiion available from Tmss Plate Institute, 281 N. Lee Sfreet Suife 312, Alexandria, VA 22314. MITek' 7777 Greenback Lane, Suite 109 Citrus Heights. CA. 95610 Job Tmss Tmss Type Qty Ply Hilton Carisbad R33366767 HILTON_CARLSBAD F01H2A MONO HIP 4 1 Job Reference (optionall SeledBuiid Distribution, Indio, CA - 92203 7.250 s May 11 2011 MiTek Industries, Inc. Thu Jul 14 05:46:18 2011 Page 1 ID:l2IODBRTySPeTJAdr1YqZzOnqQ-RAJE6Vhoj6na4Kgm5maYjbSQQKrb3PGfaaoH5LyyD5Z 12-0-0 I 14-11-4 _t 20-2-0 -I-&-2-12 I-3-11-0 3-11-0 Plate Offsets (X.Yl: [3:0-3-15.0-2-111.19:0-3-8.0-8-01 OADING (psf) CLL 20.0 TCDL 18.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Slress Incr YES Code IBC2009/TPI2007 DEFL in (loc) l/defi Ud Vert(LL) -0.08 14-15 >999 360 Vert(TL) -0.33 14-15 >729 240 HorzfTL) 0.07 11 n/a n/a PLATES GRIP MT20 220/195 Weighl: 1051b FT = 20% LUMBER TOPCHORD 2X 4 DF No.l&BtrG BOT CHORD 2 X 4 DF No.1 &Btr G WEBS 2 X 4 DF Stud G REACTIONS (Ib/size) 1=954/0-3-8 (min. 0-1-8), 11 =954/Mechanical MaxHorz1=108(LC4) Max Uplifti =-66(LC 3), 11=-75(LC 3) BRACING TOP CHORD BOT CHORD JOINTS Strudural wood shealhing directiy applied or 4-0-9 oc puriins, except end verticals, and 2-0-0 oc puriins (6-0-0 max.): 3-9, 5-10. Rigid ceiling direcfiy applied or 10-0-0 oc bracing. 1 Brace at Jl{s): 9, 6,10 MiTek recommends lhal Stabilizers and required cross bracing be installed during Imss ereclion, in accordance wilh Stabilizer Installation guide. FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-2632/190, 2-3=-2047/163, 9-11 =-893/95, 3-4=-1475/150, 4-6=-1422/139, 6-8=-1422/139, 8-9-1422/139 BOT CHORD 1-15=-202/2480, 14-15=-202/2480, 13-14=-137/1927, 12-13=-137/1927 WEBS 2-14—603/88, 3-14=0/328, 3-12=-656/82, 6-12=-364/80, 9-12—124/1534, 7-8—346/71 >NOTES 1) Unbalanced root live loads have been considered for Ihis design. 2) Wind: ASCE 7-05; 95mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; endosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber D0L=1.00 plale grip D0L=1.00 3) Pravide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 pst bottom chord live load nonconcurrent with any other live loads. 5) ' This tmss has been designed tor a live load of 20.0psf on the bottom chord in all areas where a redangle 3-6-0 tall by 1-0-0 wide will fil between Ihe bottom chord and any olher members. 6) A plate rafing reducfion ot 20% has been applied for the green lumber members. 7) Refer 10 girder(s) tor Imss to tmss connections. 8) This truss is designed In accordance with the 2009 Intemalional Building Code secfion 2306.1 and referenced standard ANSI/TP11. 9) Design assumes 4x2 (flal orientafion) puriins al oc spadng indicaled, fastened lo tmss TC wl 2-10d nails. LOADCASE(S) Standard ^,2011 A WARNim VerifydesignparametersandRBADNOTESONTHlSANDINCLUDED MTEKRBERBNCEPAOEMt 7473 rer. lOVSBBOREtJSE. Design volid for use only wifh MfTek connectors. ThB design is based only upon paramefers shown, and is for on individual building componenf. Applicability of design paramenters arvd proper incorporation of component is responsibility of bu-|lding designer - not truss deagner. Bracing shown is for lateral support of individual web members on^. Addifional temporary bracing to insure stability during construcfion 'is the responsibillify of fhe erecfor. Additional permanent bracing of the overall structure is ffie responsibiiify of ttie building designer. For general guidance regording fotjricaticJn, qualify confroL storage, delivery, erecfion and tjrocing, consulf ANSI/TPM Quality Criieria, DSB-89 and BCSI Building Componeni Salely information avaiiabte from Truss Plate Institute, 281 N. LeeSTreet. Suite 312. Atexandria, VA 22314, MITek' 7777 Greenback Lane, Suite 109 Citrus Heigtits, CA, 95610 Job Tmss Tmss Type Qty Ply Hilton Carisbad R33366768 HILTON_CARLSBAD F01H2B MONO HIP 1 1 .lob Reference (optionall SeledBuiid Distribution, Indio, CA - 92203 3-11-0 I-3-11-0 7.250 s May 11 2011 MTTek Industries, Inc. Thu Jul 14 05:46:19 2011 Page 1 ID:t2IODBRTySPeTJAolr1YqZzOnqQ-vMtcKrhQUQvRiTlyeT5nGp?fNkGOoqrooEYrdnyyD5Y -jjtfco I izjm I isic I 1-7-0 scate = 1:26.5 3,00 [iF I-3-11-0 Plate Offsets (X.Yl; II :0-1-8.0-2-0]. 12:0-3-0.0-2-0) ILOADING (psf) 'TCLL 20.0 TCDL 18.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Slress Incr YES Code IBC2009/TPI2007 CSI TC 0.30 BC 0.30 WB 0.58 (Matrix) DEFL Vert(LL) VertfTL) HorzfTL) in (loc) l/defl Ud PLATES GRIP 0.04 9-10 >999 360 MT20 220/195 0.17 9-10 >922 240 0.04 8 n/a n/a Weighl; 68 Ib FT = 20% LUMBER TOPCHORD 2X4 DF No.1 &BlrG'Excepl' 1-2:2X6DF No.2 G BOTCHORD 2X4 DF No.l&BlrG WEBS 2 X 4 DF Stud G REACTIONS (Ib/size) 8=638/Mechanical, 1=638/0-3-8 (min. 0-1-8) MaxHorz1=108(LC4) Max Uplift8=-54(LC 3), 1=-41(LC 3) BRACING TOPCHORD BOT CHORD JOINTS Stmdural wood shealhing directly applied or 5-11-4 oc puriins, except end verticals, and 2-0-0 oc puriins (10-0-0 max,): 3-6, 5-7. Rigid ceiling directly applied or 10-0-0 oc bracing. 1 Brace al Jl(s): 6, 7 MiTek recommends thai Slabilizers and required cross bracing be installed during to\iss erection, in accordance with Stabilizer Installation guide. FORCES (Ib) - Max. Comp./Max. Ten. - All torces 250 (Ib) or less except when shown. TOP CHORD 1-2=-1710/122, 2-3=-824/65 BOT CHORD 1-10-140/1615, 9-10=-134/1625, 8-9=-40/724 WEBS 2-9=-888/99, 3-9=0/357, 3-8=-913/85 NOTES 1) Unbalanced root live loads have been considered tor this design. ^2) Wind: ASCE 7-05; 95mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; endosed; MWFRS (low-rise); cantilever left and righl exposed ; end vertical left and righl exposed; Lumber D0L=1.00 plate grip D0L=1.00 3) Provide adequate drainage lo prevent water ponding. 4) This ti\jss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This Imss has been designed for a live load of 20.0pst on the bottom chord in all areas where a redangle 3-6-0 tall by 1-0-0 wide will flt behveen Ihe bottom chord and any other members. 6) A plale rating redudion of 20% has been applied for the green lumber members. 7) Refer to girder(s) tor Imss to Imss connections. 8) This truss is designed in accordance wilh Ihe 2009 International Building Code secfion 2306.1 and referenced standard ANSI/TP11. 9) Design assumes 4x2 (flat orientafion) puriins at oc spadng indicaled, fastened to tmss TC wl 2-10d nails. LOADCASE(S) Standanl ;011 /i. WARNim Ver^ design parameters and READ NOTES ON THIS AND INCLtmO) MTBK RBBRBNCB PAGB MI 7473 rer. lOVS^FORBtmB. Design valid for use only with MiTek connectors. This design is based only upon paramefers shown, and is for an individual building componenf. Applicability of design paramenters and proper incorporation of componenf is responsibility of building designer - not truss designer Bracing shown is for lateral support of individual web memtjeis only. Additional femporary bracing to insure stobiPty during consfruction is fhe responsitjillify of fhe erecfor Addifional permanent bracing of fhe overall structure is fhe responsibility of the building designer. For general guidance regarding fatxication. qualify confroL storage, delivery, erecfion and tjrocing, consult ANSI/TPn QuaHiy Ciiieria, OSB-89 and BCSI Building Component Soiety Inioimaiion available from Truss Plate Insfitute, 281 N. Lee Street. Suife 312, Atexandria, VA 22314. MITek' 7777 Greenback Lane, Suite 109 Citrus Heigtits, CA, 95610 Job Tmss Tmss Type Qty Ply Hillon Carisbad R33366769 HILTON_CARLSBAD F01H2D MONO HIP 7 1 Job Reference (ootionall SeledBuiid Distiibution, Indio, CA - 92203 7.250 s May 11 2011 MTTek Industries, Inc. Thu Jul 14 05:46:20 2011 Page 1 ID:t2IODBRTySPeTJAolr1YqZzOnqQ-NYQ_XBi2Fk1IJdt8CBc0p0XoL7aSXIrx1uHOA£yyD5X _| 12-0-0 I »-11-1 -I-18-1-0 3-11-0 Plate Offsets (X.Yl: 12:0-3-0.0-2-0). [3:0-3-15.0-2-111.18:0-3-8.0-8-01 1 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) l/defl L/d PLATES GRIP 'TCLL 20.0 Plates Increase 1.25 TC 0.41 Vert(LL) -0.06 11-12 >999 360 MT20 220/195 TCDL 18.0 Lumber Increase 1.25 BC 0.37 Vert(TL) -0.27 11-12 >795 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.53 HorzfTL) 0.06 9 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix) Weighl: 97 Ib FT = 20% LUMBER TOPCHORD 2X4 DF No.l&BlrG'Except' 1-2:2X6DF No.2 G BOTCHORD 2X 4 DF No.l&BlrG WEBS 2 X 4 DF Stud G REACTIONS (Ib/size) 9=854/Mechanical, 1=854/0-3-8 (min. 0-1-8) Max Horz1=108(LC4) Max Uplift9=-68(LC 3), 1=-58(LC 3) BRACING TOP CHORD BOT CHORD JOINTS Stmdural wood sheathing directly applied or 4-9-8 oc puriins, except end verticals, and 2-0-0 oc puriins (10-0-0 max.): 3-8, 5-7. Rigid ceiling directly applied or 10-0-0 oc bractng. Except: 6-0-0 oc bracing: 9-10. 1 Brace al Jl(s): 8, 6. 7 MITek recommends lhat Stabilizers and required cross bracing be installed during Iruss erecfion, in accordance wilh Stabilizer Installafion guide. FORCES (Ib) - Max. Comp./Max. Ten. - All torces 250 (Ib) or less except when shown. TOP CHORD 1 -2—2376/174, 2-3—1695/137, 8-9—825/80, 3-4=-868/98, 4-6—763/76, 6-8=-763/76 BOTCHORD 1-12=-189/2246,11-12-183/2256,10-11 =-113/1580 WEBS 2-11-733/95, 3-11=0/347, 3-10-928/103, 8-10=-69/1010, 4-5=-412/86 NOTES 1 1) Unbalanced root live loads have been considered forthis design. ' 2) Wind: ASCE 7-05; 95mph; TCDL=8.4psf; BCDL=4.2pst; h=25ft; Cal. II; Exp C; endosed; MWFRS (low-rise); cantilever left and righl exposed ; end vertical left and righl exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) Provide adequate drainage to prevent waler ponding. 4) This truss has been designed tor a 10.0 pst bottom chord live load nonconcurrent with any other live loads. 5) ' This Iruss has been designed for a live load of 20.0pst on the bottom chord in all areas where a redangle 3-6-0 lall by 1-0-0 wide will fil between the bottom chord and any olher members. 6) A plale rating reduction of 20% has been applied for the green lumber members. 7) Refer to girder(s) tor tmss lo Imss connections. 8) This tiuss is designed in accordance wilh the 2009 International Building Code section 2306.1 and referenced standard ANSI/TP11. 9) Design assumes 4x2 (flal orientation) puriins at oc spacing indicaled, fastened to tmss TC wl 2-10d nails, LOADCASE(S) Standard uly 14,2011 A WARNim Verify design parameters and READ NOTES ON THIS AND INCLUDED MTEK RBERENCB PAGE MI7473 rer. 10 VS BEFORE tJSE. Design valid for use only with MiTek connecfors. This design is based onty upon parameters shown, and is for an individual building componenf. Applicabiiify of design paramenters and proper incorporafion of component is responsibiiify of building designer - nof fruss designer Bracing shown -IS tor lateral support of individual web members only. Additional femporary iDracing to insure stability during consfnjctkjn is the responsibillify of the erector. Additional permanent bracing of fhe overoll sfructure is fhe responsibiiify of fhe building designer For general guidance regarding fabricafion. quolify confrot storage, delivery, erection and txacing, consult ANSI/TPII Qualliy Criieria, DSB-89 and BCSI Building Componeni Safety Inioimaiion ovoiloble from Truss Plate Institute, 281 N. Lee Street. Suite 312. Alexandria. VA 22314. MiTek' 7777 Greenback Lane, Suite 109 Citrus Heigtits, CA, 95610 Job Tmss Tmss Type Qty Ply Hillon Carisbad R33366770 HILT0N_CARLSB/y3 F01H2E MONO HIP 1 1 Job Reference (optionall SeledBuiid Distribution, Indio, CA - 92203 7.250 s May 11 2011 MTTek Industries, Inc. Thu Jul 14 05:46:22 2011 Page 1 ID:t2IODBRTySPeTJAolr1YqZzOnqQ-JxYlyskJnLH02i<1XKceUuRd8lxGJ?BVEUCmVE6yyD5V I--I-3-8-0 Plate Offsets (X.Y); 11:0-3-4.0-7-15). [3:0-3-15.0-2-111. [8:0-3-8.0-8-01 •LOADING (pst) 'TCLL 20.0 TCDL 18.0 BCLL 0.0 ' BCDL 10.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr YES Code IBC2009/TPI2007 CSI TC 0.42 BC 0.35 WB 0.52 (Matrix) DEFL in (loc) l/defl Ud Vert(LL) -0.06 11-12 >999 360 VertfTL) -0.25 11-12 >838 240 HorzfTL) 0.06 9 n/a n/a PLATES GRIP MT20 220/195 Weight: 94 Ib FT = 20% LUMBER TOPCHORD 2X 4 DF No.l&BlrG BOTCHORD 2X 4 DF No.l&BlrG WEBS 2 X 4 DF Stud G WEDGE Left: 2 X 4 DF Slud BRACING TOP CHORD BOT CHORD JOINTS REACTIONS (Ib/size) 9=849/Mechanical, 1 =849/Mechanical MaxHorz1=108(LC4) Max Uplift9=-68(LC 3), 1=-58(LC 3) FORCES (ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2—2252/159, 2-3=-1667/136, 8-9=-821/79, 3-4—865/98, 4-6=-759/76, 6-8=-759/76 BOTCHORD 1-12—171/2112, 11-12—171/2112,10-11—112/1560 WEBS 2-11=-608/85, 3-11=0/334, 3-10-911/101, 8-10—69/1005, 4-5=-414/86 Strudural wood shealhing direcfiy applied or 4-4-12 oc puriins, except end verticals, and 2-0-0 oc puriins (10-0-0 max.): 3-8, 5-7. Rigid ceiling directly applied or 10-0-0 oc bracing. Except: 6-0-0 oc bradng: 9-10. 1 Brace al Jl(s): 8, 6, 7 MiTek recommends lhat Slabilizers and required cross bracing be Installed during tiuss erection, in accordance wltti Stabilizer Installation guide. >NOTES 1) Unbalanced roof live loads have been considered tor Ihis design. 2) Wind: ASCE 7-05; 95mph; TCDL=8.4pst; BCDL=4.2psf; h=25ft; Cat. II; Exp C; endosed; MWFRS (low-rise); canfilever left and righl exposed ; end vertical left and righl exposed; Lumber D0L=1.00 plale grip D0L=1.00 3) Provide adequate drainage to prevent waler ponding. 4) This tmss has been designed tor a 10.0 psf bottom chord live load nonconcurreni wilh any olher live loads. 5) ' This tmss has been designed fora live load of 20.0psf on the bottom chord in all areas where a redangle 3-6-0 tall by 1-0-0 wide will fil behveen the bottom chord and any olher members. 6) A plale rafing redudion ot 20% has been applied for the green lumber members. 7) Reter to girder(s) for tmss lo truss connections. 8) This ti\iss is designed in accordance wilh the 2009 Intemational Building Code section 2306.1 and referenced standard ANSI/TPI 1. 9) Design assumes 4x2 (flat orientation) puriins at oc spadng indicaled, fastened lo tmss TC wl 2-10d nails. LOADCASE(S) Standard 4,2011 A WARNim Verify design parameters andREADNOTES ON THIS AND INCLUDED MTEK RBBRBNCB PAGE Ml 7473 rer, lOVSBBOREUSB. Design volid for use only with MiTek conneclors. This design is based only upon paramefers shown, and is for an individual building componenf. ApplicaiDilify of design poromenters and proper incorporation of componenf is responsibility of building designer - nof fruss designer Brocing shown is for lateral support of individual web members onty. Addifional temporary bracing to insure stability during constnjction is fhe responsibillity of fhe erecfor. Additional permanent bracing of fhe overall strucfure is fhe responsibility of fhe building designer For general guidonce regarding fatjrication. qualify controL storage, delivery, erection and tjrocing, consulf ANSI/TPII Qualliy Criieria, DSB-89 and BCSi Building Componeni Safety Infoimoflon avaiiabte from Truss Plate Insfitute, 281 N. Lee Sfreet Suite 312, Atexandria, VA 22314. MiTek' 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95610 Job Tmss Tmss Type Qty Ply Hilton Carisbad R33366771 HILTON_CARLSBAD F01H2F MONO HIP 1 1 Job Reference (optional) SeledBuiid Dislribulion, Indio, CA - 92203 7.250 s May 11 2011 MiTeklndustries, Inc. Thu Jul 14 05:46:23 2011 Paget ID:t2IODBRTySPeTJAolr1YqZzOnqQ-n7679ClxYfPtA5qU9iQt9GCLbqkflVIOjsW2n2yyD5U 12-0-0 I 14-11-4 I 19-3J I Scate = 1:33.0 8K12MT20H = 3-00 lis" t-3-11-0 Plate Offsets (X.Y): 12:0-3-0.0-2-0). [3:0-3-15.0-2-111. [8:0-3-8.0-8-0) ILOADING (pst) fTCLL 20.0 TCDL 18.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Slress Incr YES Code IBC2009/TPI2007 DEFL in (loc) l/defl Ud Vert(LL) -0.07 11-12 >999 360 Vert(TL) -0.30 11-12 >758 240 HorzfTL) 0.07 9 n/a n/a PLATES MT20 MT20H GRIP 220/195 165/146 Weight: 1031b FT = 20% LUMBER TOP CHORD 2 X 4 DF No.l&Blr G 'Except' 1-2:2X6DF No.2 G BOTCHORD 2X4 DF No.l&BlrG WEBS 2 X 4 DF Slud G REACTIONS (Ib/size) 9=910/Mechanical, 1=910/0-3-8 (min. 0-1-8) Max Horz1=108(LC 4) Max Uplift9=-72(LC 3), 1=-63(LC 3) BRACING TOP CHORD BOT CHORD JOINTS Structural wood shealhing directly applied or 4-4-12 oc puriins, except end verticals, and 2-0-0 oc puriins (10-0-0 max.): 3-8, 5-7. Rigid ceiling directly applied or 10-0-0 oc bracing. Except: 6-0-0 oc bradng; 9-10. 1 Brace at Jl(s); 8, 6, 7 MiTek recommends thai Stabilizers and required cross bracing be inslailed during Imss erection, in accordance wilh Stabilizer Installation ouide, FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-2544/185, 2-3=-1925/157, 8-9-866/89, 3-4=-1207/127, 4-6-1066/98, 6-8=-1066/98 BOT CHORD 1-12=-200/2405, 11-12=-194/2414.10-11 =-133/1808 WEBS 2-11 =-688/93, 3-11 =0/336, 3-10=-844/101,8-10=-91 /1254, 4-5=-552/115 kNOTES ll) Unbalanced root live loads have been considered tor Ihis design. 2) Wind: ASCE 7-05; 95mph; TCDL=8.4pst; BCDL=4.2psf; h=25ft; Cat. II; Exp C; endosed: MWFRS (low-rise); canfilever left and right exposed ; end vertical left and righl exposed; Lumber D0L=1.00 plale grip D0L=1.00 3) Provide adequate drainage lo prevent water ponding. 4) All plates are MT20 plates unless othenwise indicated. 5) This tmss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This tmss has been designed tor a live load ot 20.0psf on the bottom chord in all areas where a redangle 3-6-0 tall by 1 -0-0 wide will fil between the bottom chord and any olher members. 7) A plale rating redudion of 20% has been applied for the green lumber members. 8) Refer to girder(s) for tmss to tmss connections. 9) This Imss is designed In accordance with the 2009 International Building Code secfion 2306.1 and referenced standard ANSI/TPI 1. 10) Design assumes 4x2 (flal orientafion) puriins at oc spadng indicaled, fastened lo tmss TC w/2-10d nails. LOAD CASE{S) Standard July 14,2011 A WARNim-Vergy design parometers and READ NOTES ON THIS AND INCLtmBD MTBK RBERENCB PA<m MI 7473 rer. 10 VS BEFORE USB. Design valid for use only wifh MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicatjility of design paramenters and proper incorporation of component is responsibility of building designer - not fruss designer. Bracing shown is for lateral supporl of individual web memtjers only. Additional femporary bracing to insure stobility during construction is fhe responsibillify of fhe erecfor. Addifional permanent bracing of the overall sfructure is ffie responsibiiify of fhe building designer. For general guidonce regording fotjrication, qualify contral storage, delivery, erection and iarocing, consult ANSIAPH Qualliy Criteria, DSB-89 and BCSI Buildng Component Safely Infoimation ovoilobte from Tnjss Plate Insfitute, 281 N. LeeSfreef. Suife 312, Alexandria, VA 22314. MiTek' 7777 Greenback Lane, Suite 109 Citrus Heights. CA, 95610 Job Tmss Tmss Type Qty Ply Hilton Carisbad R33366772 HILTON_CARLSBAD F01H3A MONO HIP 1 1 Job Reference (optionall SeledBuiid Disti-ibution, Indio, CA - 92203 7.250 s May 11 2011 MTTek Industries, Inc. Thu Jul 14 05:46:24 2011 Page 1 ID:t2IODBRTySPeTJAdr1YqZzOnqQ-FKgVNYIZJyXkoFBwR1gyzsiSviu?S6IXyWFcJ?yyD5T 4-11-4 .LOADING (pst) iTCLL 20.0 'TCDL 18.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Slress Incr YES Code IBC2009/TPI2007 CSI TC 0.57 BC 0.59 WB 0.47 (Matrix) DEFL in (loc) l/defl Ud Vert(LL) -0.08 14-15 >999 360 Vert(TL) -0.33 14-15 >729 240 HorzfTL) 0.07 11 n/a n/a PLATES GRIP MT20 220/195 Weighl; 1071b FT = 20% LUMBER TOP CHORD BOT CHORD WEBS 2X4DF No.l&BlrG 2X4DF No.l&BlrG 2 X 4 DF Slud G REACTIONS (Ib/size) 1 =954/0-3-8 (min. 0-1-8), 11 =954/Mechanical MaxHorz1=119(LC4) Max Uplifti =-63{LC 3), 11=-78(LC 3) BRACING TOP CHORD BOT CHORD JOINTS Strudural wood shealhing directiy applied or 4-0-9 oc puriins, except end verticals, and 2-0-0 oc puriins (10-0-0 max.): 3-9, 5-10, Rigid ceiling directly applied or 10-0-0 oc bracing. 1 Brace al Jl(s): 9, 6,10,8 MiTek recommends that Slabilizers and required cross bracing be inslailed during tinjss erection, in accordance wilh Stabilizer Installation quide. FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2-2632/181, 2-3-2047/153, 9-11 =-892/97, 3-4-1463/154, 4-6-1427/146, 6-8=-1427/146, 8-9—1427/146 BOT CHORD 1-15-209/2480. 14-15-209/2480, 13-14-143/1927, 12-13-143/1927 WEBS 2-14=-571/79, 3-14=0/329, 3-12=-657/83, 6-12=-350/76, 9-12-131/1535, 4-5=-262/58 NOTES 1) Unbalanced roof live loads have been considered for this design. ^2) Wind: ASCE 7-05; 95mph; TCDL=8.4pst; BCDL=4.2pst; h=25ft; Cat. II; Exp C; endosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber D0L=1.00 plale grip D0L=1.00 3) Provide adequate drainage to prevent water ponding. 4) This ti'uss has been designed for a 10.0 pst bottom chord live load nonconcurrent wilh any olher live loads. 5) * This tmss has been designed for a live load ot 20.0pst on the bottom chord in all areas where a redangle 3-6-0 tall by 1 -0-0 wide will fit behveen the bottom chord and any other members. 6) A plate rafing reduction ot 20% has been applied tor the green lumber members. 7) Refer to glrder(s) for tmss to tmss connections. 8) This Iruss is designed in accordance wilh the 2009 Intemational Building Code section 2306.1 and referenced standard ANSI/TPI 1. 9) Design assumes 4x2 (flat orientation) puriins at oc spacing indicaled, fastened lo tmss TC wl 2-10d nails. LOADCASE(S) Standanl ofgFESS^, 'So I July 14,2011 A WARNim Verify design parameters and READ NOTES ON THIS AND INCLtmBD MTEK RBBRBNCB PAGE MI7473 rer. 10 V8 BEFORE USB. Design valid for use only with MiTek connecfors. This design 'is based on^ upon paramefers shown, and is for on individual building componenf. Applicobinty of design paramenters and proper incorporation of component is responsitjility of building designer - nof fruss designer. Bracing shown 'IS for lateral support of individual web memtjers oniy. Additional temporary bracing to insure stability during construction is the responsibillify of the erector Additional permanent bracing of fhe overall strucfure is the responsibility of the building designer For general guidance regarding fabricafion. qualify confroL storage, delivery, erection and bracing, consult ANSI/TPM Quality Criteria. DSB-89 and BCS! Building Componeni Sotety Iniontiailon avaiiabte from Truss Plate Insfitute. 281 N. Lee Street. Suite 312. Atexandria. VA 22314. MITek' 7777 Greenback Lane, Suile 109 Citms Heigtits, CA, 95610 Job Tmss Tmss Type Qty Ply Hillon Carisbad R33366773 HILTON_CARLSBAD F01H3B MONO HIP 1 1 .lob Reference (optionall SeledBuiid Distribution, Indio, CA - 92203 3-11-0 7.250 s May 11 2011 MTTek Industries, Inc. Thu Jul 14 05:46:25 2011 Page 1 ID:l2IODBRTySPeTJAdr1YqZzOnqQiWEtaumB4Gfl3QOm6?kCBW4Fgb8GjBXSgBA?9ri^yyD5S 1- 3-11-0 Plate Offsets (X.Yl: 12:0-3-0.0-2-0) ILOADING (psf) 'TCLL 20.0 TCDL 18.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Slress Incr NO Code IBC2009/TPI2007 CSI TC 0.38 BC 0.49 WB 0.64 (Matrix) DEFL in (loc) l/defl Ud Vert(LL) -0.11 11-12 >999 360 Vert(TL) -0.30 11-12 >678 240 HorzfTL) 0.07 9 n/a n/a PLATES GRIP MT20 220/195 Weight: 95 Ib FT = 20% LUMBER TOPCHORD 2X 4 DF No.l&BlrG'Except' 1-2: 2X6 DF No.2 G BOTCHORD 2X4 DF No.l&BlrG WEBS 2 X 4 DF Slud G REACTIONS (Ib/size) 9=826/Mechanical, 1=826/0-3-8 (min. 0-1-8) Max Horz 1=119(LC 11) Max Uplift9=-154(LC 10), 1=-499(LC 9) Max Grav9=911(LC 7), 1=1272(LC 8) BRACING TOP CHORD BOT CHORD JOINTS StiTiclural wood shealhing directly applied or 3-7-6 oc puriins, except end verticals, and 2-0-0 oc purtins (6-0-0 max.): 3-8, 5-7. Rigid ceiling directly applied or 5-4-13 oc bracing. 1 Brace al Jl(s): 8, 6, 7 MiTek recommends lhal Slabilizers and required cross bracing be installed during tmss erection, in accordance with Stabilizer Installation guide. FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD BOT CHORD WEBS 1-2-3724/1561, 2-3-2857/1380, 3-5=-795/774, 8-9=-885/161, 3-4-819/193, 4-6—768/172, 6-8=-768/172, 5-7=-334/338 1- 12=-1543/3569, 11-12=-1195/3141, 10-11-758/2103, 9-10-260/275 2- 11-980/328, 3-11=-11/355, 3-10-901/97, 6-10-345/150, 8-10-218/1128, 4-5-370/155 PNOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 95mph; TCDL=8.4psf; BCDL=4.2pst; h=25ft; Cal. II; Exp C; endosed; MWFRS (low-rise); canfilever left and right exposed ; end vertical left and righl exposed; Lumber D0L=1.00 plale grip D0L=1.00 3) Provide adequate drainage lo prevent waler ponding. 4) This Imss has been designed for a 10.0 psf bottom chord live load nonconcurreni with any olher live loads. 5) ' This tmss has been designed tor a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1 -0-0 wide will fil between Ihe bottom chord and any olher members. 6) A plate rafing redudion ot 20% has been applied for the green lumber members. 7) Reter lo girder(s) tor tmss lo truss connections. 8) This truss is designed in accordance wilh the 2009 Intemational Building Code section 2306.1 and referenced standard ANSI/TP11. 9) This tiTJss has been designed for a total drag load ot 100 plf. Lumber D0L=(1.33) Plate grip D0L=(1.33) Connect tmss to resist drag loads along bottom chord fi-om 0-0-0 lo 17-6-0 for 100.0 plf. 10) Design assumes 4x2 (flat orientation) puriins al oc spacing indicaled, fastened to Imss TC w/2-10d nails. LOADCASE(S) Standanl ^,2011 A WARMm Veryy design parameters and READ NOTES ON THIS AND INCLtmBD MTEK RBERBNCXPAtIB MI 7473 rer. lOVSBBOREUSB. Design valid for use only wifh MiTek connecfors. This design is based only upon parameters shown, and is tor an individual building componenf. Applicability of design paramenters ond proper incorporation of componenf is responsibiiify of tDuilding designer - nof truss designer Bracing shown is far lateral supporl of individual web memtjers onfy. Additiona! femporory brocing fo insure sfabilify dun-ng construction is fhe responsilalllify of the erecfor. Additional permanent bracing of fhe overall structure is fhe responsibility of the building designer. For general guidance regarding fotjrication. quality confroL storage, deliver/, erecfion and tjrocing. consult ANSI/TPII Quality Criieria, DSB-89 and BCSI Building Componeni Safely Inioimaiion available from Tnjss Plate Institute, 281 N. Lee Street, Suife 312, Atexondrio, VA 22314. MITek' 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95610 Job Tmss Tmss Type Qty Ply Hilton Carisbad Tmss Type R33366774 HILTON_CARLSBAD F01H3C MONO HIP 5 1 Job Reference (ootionall SeledBuiid Distribution, Indio, CA - 92203 7.250 s May 11 2011 MiTek Industries, Inc. Thu Jul 14 05:46:26 2011 Page 1 ID:t2IODBRTySPeTJAolr1YqZzOnqQ-CioFoEnpranS1YKIZRJQ2Hnrt-YcQwOfqPqkiNtyyD5R I liM I 14-1H I lififi I 3-11-0 3-11-0 Plale Offsets (X.Yl: 12:0-3-0 0-2-0] ILOADING (psf) 'TCLL 20.0 TCDL 18.0 BCLL 0.0 ' BCDL 10.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Slress Incr NO Code IBC2009/TPI2007 CSI TC 0.38 BC 0.40 WB 0.51 (Matrix) DEFL in (loc) l/defl L/d Vert(LL) -0.06 11-12 >999 360 Vert(TL) -0.26 11-12 >809 240 HorzfTL) 0.06 9 n/a n/a PLATES GRIP MT20 220/195 Weight: 95 Ib FT = 20% LUMBER TOPCHORD 2X4DFNo.1&BlrG'Except' 1-2:2X6DF No.2 G BOTCHORD 2X4DF No.l&BlrG WEBS 2 X 4 DF Stud G REACTIONS (Ib/size) 9=826/Mechanical, 1=826/0-3-8 (min, 0-1-8) MaxHorz1=119(LC4) Max Uplift9s-69(LC 3), 1-53(LC 3) BFtACING TOP CHORD BOT CHORD JOINTS Stmdural wood sheathing directly applied or 5-0-1 oc purtins, except end verticals, and 2-0-0 oc purtins (10-0-0 max.): 3-8, 5-7. Rigid ceiling direcfiy applied or 10-0-0 oc bracing. 1 Brace at Jt(s): 8, 6, 7 MiTek recommends lhal Stabilizers and required cross bracing be Installed during tmss erecfion, in accordance wilh Stabilizer Installafion guide, FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-230e/160, 2-3=-1565/113, 8-9=-801/77, 3-4-717/91, 4-6=-678/82, 6-8=-678/82 BOT CHORD 1-12=-192/2182, 11-12-186/2191,10-11—104/1449 WEBS 2-11 =-743/91.3-11 =0/355, 3-10-893/89, 8-10=-83/993, 4-5=-276/60 NOTES 1) Unbalanced root live loads have been considered for this design. 12) Wind: ASCE 7-05; 95mph; TCDL=8.4pst; BCDL=4.2psf; h=25ft; Cat. II; Exp C; endosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and righl exposed; Lumber D0L=1.00 plate grip D0L=1.00 3) Provide adequate drainage to prevent water ponding. 4) This tmss has been designed for a 10.0 pst bottom chord live load nonconcurreni wilh any other live loads. 5) * This truss has been designed for a live load of 20.0pst on Ihe bottom chord in all areas where a redangle 3-6-0 tall by 1 -0-0 wide will fit betiveen the bottom chord and any other members. 6) A plate rafing redudion of 20% has been applied for the green lumber members. 7) Refer to glrder(s) for tmss to truss connections. 8) This tixiss is designed in accordance wilh the 2009 Intemational Building Code secfion 2306.1 and referenced standard ANSI/TPI 1. 9) Design assumes 4x2 (flal orientation) puriins at oc spacing indicated, fastened to tmss TC w/ 2-10d nails, LOADCASE(S) Standanl 4,2011 A WARNimVer^ design parameters and READ NOTES ON THIS AND INCLtmBD MTEK RBERENCB PAGB M17473 rer. lOVSBBORBtmB. Design valid for use only with MiTek connectors. This design is based only upon paramefers shown, and is for on individual building componenf. Applicability of design paramentets and proper incorporafion of component is responsibility of building designer - nof truss designer Bracing shown is for lateral support of individual web memtjers onty. Addifional femporary bracing to insure slabilify during consfnjction 'is the responsibillity of the erecfor. Additionol permanent bracing of fhe overall structure is fhe responsibiiity of fhe building designer. For generol guidance regarding fabn-cofion, qualify confrol, storage, delivery, erection and txocing, consulf ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component Safety inioimaiion avaiiabte from Tnjss Plate Institute, 281 N. Lee Street. Suite 312. Alexandria, VA 22314. MiTek' 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95610 Job Tmss Tmss Type Qty Ply Hinon Carisbad Tmss Type Qty R33366775 HILTON_CARLSBAD F01H3CA MONO HIP 1 1 Job Reference (ootionall SeledBuiid Disti-ibution, Indio, CA - 92203 7.250 s May 11 2011 MiTek Industries, Inc. Thu Jul 14 05:46:27 2011 Page 1 ID:t2IODBRTySPeTJAolr1YqZzOnqQ-gvLe?aoRdvJfivU69Efl3VKycywhfTzzeUUGwKyyD5Q 4x4 ^ 12 11 10 9 , 2x4 11 3x6 = 4x8 = || 3-11-0 1 10-0-0 1 14-1M 1 17-6-0 , 3-11-0 ' 6-1-0 ' 4-11-4 ' 2-6-12 ^LOADING (psf) ITCLL 20.0 FTCDL 18.0 BCLL 0.0 ' BCDL 10.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr NO Code IBC2009/TPI2007 CSI TC 0.54 BC 0.53 WB 0.51 (Matrix) DEFL in (loc) l/defl Ud Vert(LL) -0.06 11-12 >999 360 Vert(TL) -0.25 11-12 >830 240 HorzfTL) 0.06 9 n/a n/a PLATES GRIP MT20 220/195 Weighl: 92 Ib FT = 20% LUMBER TOPCHORD 2X 4 DF No.l&BlrG BOTCHORD 2X4DF No.l&BlrG WEBS 2 X 4 DF Slud G REACTIONS (Ib/size) 1=826/0-3-8 (min. 0-1-8), 9=826/Mechanical MaxHorz1=119(LC4) Max Uplifti =-53(LC 3), 9-69(LC 3) BRACING TOP CHORD BOT CHORD JOINTS Stmdural wood shealhing directiy applied or 4-4-15 oc puriins, except end verticals, and 2-0-0 oc puriins (10-0-0 max.): 3-8, 5-7, Rigid celling directly applied or 10-0-0 oc bracing. 1 Brace at Jl(s): 8, 6, 7 MiTek recommends lhal Stabilizers and required cross bracing be installed during tiuss erecfion, in accordance witti Stabilizer Installafion guide. FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2-2227/148, 2-3-1554/112, 8-9=-802/78, 3-4=-718/91, 4-6=-680/83, 6-8=-680/83 BOT CHORD 1-12-177/2095, 11-12=-177/2095, 10-11-104/1444 WEBS 2-11=-653/83, 3-11=0/349, 3-10-886/88, 6-10=-251/52, 8-10-84/996, 4-5=-277/60 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 95mph; TCDL=8.4psf; BCDL=4.2psf; h=25fl; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 ) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1 -0-0 wide wjll fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Refer to girder(s) for tmss to truss connections. 8) This truss is designed in accordance with the 2009 Intemational Building Code section 2306.1 and referenced standard ANSI/TPI 1. 9) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. LOAD CASE(S) Standard 14,2011 A WARNim Ver^ design parameters and READ NOTES ON THIS AND INCLUDED MTTEK REFERENCE PAGE mr 7473 ref. 10 "08 BEFORB USB. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and h for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stabiRty during construcfion is the responsibilitty of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For ger>eral guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Citteria. DSB-89 and BCSI Builciing Component Safety information available from Truss Plate Insfrtute, 281 N. LeeSTreet, Suite 312, Alexandria. VA 22314. MiTek" powcR TO fmitroKK- 7777 Greenback Lane. Suite 109 Citms Heights, CA, 95610 Job Tmss Tmss Type Qty Ply Hilton Carisbad R33366776 HILTON_CARLSB/liD F01H3D MONO HIP 1 1 Job Reference (optionall SeledBuiid Distiibution, Indio, CA - 92203 7.250 s May 11 2011 MTTek Industries, Inc. Thu Jul 14 05:46:28 2011 Page 1 ID:l2IODBRTySPeTJAolr1YqZzOnqQ-85v0Cwo4NB2AHsUhgslu7itAXMJHOwZ7l8DpSmyyD5P 3-11-0 Plate Offsets (X.Yl: 12:0-3-0.0-2-01 ILOADING (psf) 'TOLL 20.0 TCDL 18.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Slress Incr YES Code IBC2009/TPI2007 DEFL in (loc) l/defl L/d Vert(LL) -0.06 11-12 >999 360 Vert(TL) -0.27 11-12 >792 240 HorzfTL) 0.06 9 n/a n/a PLATES GRIP MT20 220/195 Weight: 98 Ib FT = 20% LUMBER TOPCHORD 2X4DFNo.1&BlrG*Excepl' 1-2:2X6DF No.2 G BOTCHORD 2X 4 DF No.l&BtrG WEBS 2 X 4 DF Slud G REACTIONS (Ib/size) 9=854/Mechanical, 1=854/0-3-8 (min. 0-1-8) MaxHorz1=119(LC4) Max Uplift9=-71 (LC 3), 1=-55(LC 3) BRACING TOP CHORD BOT CHORD JOINTS Sbudural wood shealhing directly applied or 4-9-15 oc puriins. except end verticals, and 2-0-0 oc puriins (10-0-0 max.): 3-8, 5-7. Rigid ceiling diredly applied or 10-0-0 oc bracing. 1 Brace al Jl(s): 8, 6, 7 MiTek recommends lhal Stabilizers and required cross bracing be installed during tmss erection, in accordance with Stabilizer Installation guide. FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-2395/167, 2-3=-1675/122, 8-9=-823/82, 3-4=-879/105, 4-6=-837/96, 6-8=-837/96 BOTCHORD 1-12=-199/2266, 11-12=-193/2275, 10-11=-113/1557 WEBS 2-11=-723/89, 3-11=0/352, 3-10=-846/88, 6-10=-266/57, 8-10=-94/1104, 4-5=-310/67 NOTES 1) Unbalanced roof live loads have been considered forthis design. ^2) Wind: ASCE 7-05; 95mph; TCDL=8.4pst; BCDL=4.2psf; h=25ft; Cat. II; Exp C; endosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and righl exposed; Lumber D0L=1.00 plale grip DOL=1.00 3) Provide adequate drainage lo prevent waler ponding. 4) This ti-uss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any olher live loads. 5) ' This tmss has been designed for a live load of 20.0psf on the bottom chord in all areas where a redangle 3-6-0 tall by 1 -0-0 wide will fit between the boHom chord and any olher members. 6) A plale rating redudion of 20% has been applied for the green lumber members. 7) Refer lo girder(s) for Imss to tmss connections. 8) This Imss is designed in accordance with Ihe 2009 International Building Code section 2306.1 and referenced standard ANSI/TP11. 9) Design assumes 4x2 (fiat orientation) puriins al oc spacing indicated, fastened lo tmss TC w/ 2-10d nails, LOADCASE(S) Standanl 14,2011 ik WAItNim Verify design parameters and READ NOTES ON THIS AND INCLtmBD MTBK RBERENCB PAGB Ml 7473 rer. 10 VS BEFORE UtSE, Design valid for use only with MiTek connectors. ThB design 'ts based only upon parameters shown, and is tor an individual building component. Applicability of design paramenters and proper incorporation of component is responsiiairrty of building designer - not Iruss designer Bracing sliown 'vs tor lateral support of individual web memliers onty. Additional temporary taracing to insure stability during constnjction is the responsibillity of the erector. Additional permanent bracing of the overall structure is ftie responsibility ot ttie building designer. For general guidance regarding faturicafion. quality confrot storage, delivery, erecfion and biracing. consulf ANSI/TPII QualHy Criteria, DSB-89 and SCSI BuRdlng Component Safety Information available from Truss Plate Insfitute. 281 N. Lee Street. Suite 312. Alexandria. VA 22314. MiTek' 7777 Greenback Lane, Suite 109 Citrus Heigtits, CA. 95610 Job Tmss Tmss Type Qty Ply Hilton Carisbad R33366777 HILTON_CARLSBAD F01H3E MONO HIP 1 1 Job Reference ioptionall SeledBuiid Distiibution, Indio, CA - 92203 7.250 s May 11 2011 MTTek Industries, Inc. Thu Jul 14 05:46:29 2011 Page 1 ID:t2IODBRTySPeTJAolr1YqZzOnqQ-cHTOQGpi8VA0v03tEaG7gwPLTmfw7NzG5ozN_CyyD5O Seals = 1:31 4 3x8 II 12 „ ID 9 4X6 II 2x4 II 3-8-0 1 9-9-0 3x6 - i4-e-( 4X8 = 2x4 II 17-1(W3 1 1 3*-0 6-1-0 1 4-11-4 1 3-1-12 ' Plate Offsets (X.Yl: 11 -0-3-4.0-7-151 1 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) l/defl L/d PLATES GRIP ' TCLL 20.0 Plates Increase 1.25 TC 0.33 Vert(LL) -0.06 11-12 >999 360 MT20 220/195 TCDL 18.0 Lumber Increase 1.25 BC 0.35 Vert(TL) -0.25 11-12 >836 240 BCLL 0.0 ' Rep Slress Incr YES WB 0.47 HorzfTL) 0.06 9 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix) Weighl: 9f i Ib FT = 20% LUMBER TOPCHORD 2X4 DF No.l&BlrG BOTCHORD 2X4 DF No.l&BlrG WEBS 2 X 4 DF Stud G WEDGE Left: 2 X 4 DF Slud BRACING TOP CHORD BOT CHORD JOINTS Stiudural wood shealhing directly applied or 4-4-8 oc purtins, except end verticals, and 2-0-0 oc puriins (10-0-0 max,): 3-8, 5-7, Rigid ceiling direcfiy applied or 10-0-0 oc bracing. 1 Brace al Jl(s): 8, 6, 7 REACTIONS (Ib/size) 9=849/Mechanical, 1 =849/Mechanical Max Hore1=119(LC 4) Max Uplift9=-71(LC 3), 1=-55(LC 3) FORCES (Ib) - Max, Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2-2264/151, 2-3=-1648/121, 8-9-819/82, 3-4-876/105, 4-6-833/95, 6-8=-833/95 BOT CHORD 1-12=-181/2125, 11-12-181/2125, 10-11 =-112/1538 WEBS 2-11=-595/79, 3-11=0/338, 3-10-829/86, 6-10=-270/57, 8-10-94/1100, 4-5=-312/68 MiTek recommends lhat Slabilizers and required cross bracing be inslailed during fi-uss erection, in accordance wilh Stabilizer Installation guide. NOTES 1) Unbalanced roof live loads have been considered tor this design, k 2) Wind: ASCE 7-05; 95mph; TCDL=8.4pst; BCDL=4.2psf; h=25ft; Cat. II; Exp C; endosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber D0L=1.00 plale grip D0L=1.00 3) Provide adequate drainage to prevent waler ponding. 4) This Imss has been designed for a 10.0 psf boftom chord live load nonconcurreni wilh any other live loads. 5) ' This Imss has been designed for a live load of 20.0psf on Ihe botlom chord in all areas where a rectangle 3-6-0 tall by 1 -0-0 wide will fil between the bottom chord and any other members. 6) A plate rating redudion of 20% has been applied for Ihe green lumber members. 7) Refer lo girder(s) for tmss lo Imss connecfions. 8) This Iruss is designed in accordance wilh the 2009 Internafional Building Code section 2306.1 and referenced standard ANSI/TPI 1. 9) Design assumes 4x2 (flal orientation) puriins al oc spadng indicated, fastened lo tmss TC wl 2-10d nails. LOADCASE(S) Standard July 14,2011 A WARKm Verify design parameters andREADNOTES ON THIS AND INCLUDED MTIEK RBERENCBPAGBMI7473 rer. 10 BEFORE USE. Design valid for use oniy with MiTek connectors. This design is based only upon parameters shown, and -|s for an individual building component. Applicatjilily of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer Bracing shown is for lateral support of individual web memt>ers only. Additional temporary bracing fo insure statjility during construction 'is the responsibillify of fhe erecfor. Additional permaneni iDracing of the overall structure is the responsibiiify of tfie building designer. For general guidance regarding fabrication, qualify confrol, storage, delivery, erecfion and iDracing, consulf ANSI/TPII Qualily Criteria, OSB-89 and BCSI Building Component Safely Information available from Tnjss Plate Institute, 281 N. LeeSTreet, Sutte 312, Alexandria, VA 22314. MiTek' 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95610 Job Tmss Tmss Type Qly Ply Hillon Carisbad R33366778 HILTON_CARLSBAD F01H3FA MONO HIP 1 1 Job Reference (ootionall SeledBuiid Disti-ibution, Indio, CA - 92203 7.250 s May 11 2011 MTTek Industries, Inc. Thu Jul 14 05:46:30 2011 Page 1 ID:t2IODBRTySPeTJAolr1YqZzOnqQ-4T1mdbqKvoltWAe3oHnMD7yTu9y_sr_QKSiwWlyyD5N Scale = 1:33.8 2x4 ll 3-11-0 3-11-0 Plate Offsets (X YV 13:0-3-15.0-2-11) LOADING (pst) SPACING 2-0-0 CSI DEFL in (loc) l/defl L/d PLATES GRIP FTCLL 20.0 Plates Increase 1.25 TC 0.54 Vert{LL) -0.07 11-12 >999 360 MT20 220/195 TCDL 18.0 Lumber Increase 1.25 BC 0.55 Vert(TL) -0.30 11-12 >766 240 BCLL 0.0 • Rep Slress Incr YES WB 0.42 HorzfTL) 0.06 9 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix) Weighl: 101 Ib FT = 20% LUMBER TOPCHORD 2X 4 DF No.l&BlrG BOTCHORD 2X 4 DF No.l&BlrG WEBS 2 X 4 DF Slud G BRACING TOP CHORD BOT CHORD JOINTS Stiudural wood shealhing directly applied or 4-2-0 oc puriins, except end verticals, and 2-0-0 oc purtins (10-0-0 max,): 3-8, 5-7. Rigid ceiling directly applied or 10-0-0 oc bracing. 1 Brace al Jt(s): 8, 6, 7 REACTIONS (Ib/size) 1=910/0-3-8 (min, 0-1-8), 9=910/Mechanical MaxHorz1=119(LC4) Max Uplifti =-60(LC 3), 9=-75(LC 3) FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2S-2490/169. 2-3-1883/140, 8-9=-865/91, 3-4=-1214/134, 4-6=-1160/123, 6-8*-1160/123 BOTCHORD 1-12-198/2344, 11-12=-198/2344, 10-11-131/1767 WEBS 2-11-593/80, 3-11=0/335, 3-10-743/85, 6-10-315/68, 8-10=-119/1361, 4-5-389/84 NOTES > 1) Unbalanced roof live loads have been considered forthis design. ^2) Wind; ASCE 7-05; 95mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cal. II; Exp C; endosed; MWFRS (low-rise); canfilever left and righl exposed ; end vertical left and righl exposed; Lumber D0L=1.00 plale grip D0L=1.00 3) Provide adequate drainage to prevent waler ponding. 4) This Imss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This tmss has been designed for a live load of 20.0psf on the botlom chord in all areas where a redangle 3-6-0 tall by 1 -0-0 wide will fil behveen Ihe bottom chord and any other members. 6) A plale rafing redudion of 20% has been applied for the green lumber members. 7) Refer lo girder(s) for tmss to tmss connections. 8) This tiuss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 9) Design assumes 4x2 (flat orientation) puriins at oc spadng indicaled, fastened lo tmss TC wl 2-10d nails. LOADCASE(S) Standanj MiTek recommends lhal Slabilizers and required cross bracing be Inslailed during Imss erecfion, in accordance with Stabilizer Installafion quide. uly 14,2011 ^ WARNING Ver^dssign parameters and READ NOTES ON THIS AND INCLUDE) MHTEKRBBRBNCB PA<m mi 7473 rev. 10'08 BEFORB XISB. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability durir>g construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII QuatHy Criteria, DSB-89 and BCSI Buiiding Component Safety information available from Tnjss Plate Institute. 281 N. Lee Sfreet, Suite 312, Alexandria. VA 22314. MiTek' 7777 Greenback Lane, Suite 109 Citrus Heigtits, CA, 95610 Job Tmss Tmss Type Qty Ply Hilton Carisbad R33366779 HILTON_CARLSBAD F01H3P MONO HIP 3 1 Job Reference (optionall SeledBuiid Disti-ibution, Indio, CA - 92203 7.250 s May 11 2011 MiTek Industries, Inc. Thu Jul 14 05:46:32 2011 Page 1 ID:t2IODBRTySPeTJAolr1YqZzOnqQ-Os9X2HsaQQYbmToSviqqlY1kHzZiKhriomC1bXyyD5L 3-11-0 6-1-0 QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEWTHE INPUT LENGTH AND PLACEMENT OF CONNECTION TO TFtANSFER LATERAL FORCES TO THE SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. I- Plate Offsets (X.Yl: 19:0-3-0.0-2-81.111:0-1-12.0-4-01 OADING (psf) TCLL 20.0 TCDL 18.0 BCLL 0.0 * BCDL 10.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Slress Incr NO Code IBC2009/TPI2007 CSI TC 0.87 BC 0.86 WB 0.66 (Matrix) DEFL in (loc) l/defl Ud Vert(LL) -0.12 16-17 >999 360 Vert(TL) -0.31 16-17 >670 240 HorzfTL) 0.07 18 n/a n/a PLATES GRIP MT20 220/195 Weight: 1191b FT = 20% LUMBER TOP CHORD BOT CHORD WEBS 2X4 DF No.l&BlrG 2X4 DF No.l&BlrG 2 X 4 DF Slud G 'Except' 9-18:2X6 DF No.2 G BRACING TOP CHORD BOT CHORD JOINTS WEDGE Left: 2 X 4 SYP No.3 REACTIONS (Ib/size) 1=829/0-3-8 (min. 0-1-8), 18=1063/0-5-4 (min. 0-1-8) Max Horz 1=196(LC 12) Max Uplifti =-555(LC 9), 18=-238(LC 12) Max Grav1=1331(LC 8), 18=1204(LC 7) Sta-uclural wood shealhing directly applied or 3-4-2 oc puriins, except end verticals, and 2-0-0 oc puriins (6-0-0 max.); 3-11,5-10. Rigid ceiling directly applied or 5-3-1 oc bracing. 1 Brace al Jl(s): 11, 6,10, 8 MiTek recommends lhal Stabilizers and required cross bracing be installed during truss erecUon, in accordance with Stabilizer Installation guide. FORCES (lb) - Max. Comp./Max. Ten. - All torces 250 (Ib) or less except when shown. TOP CHORD BOT CHORD WEBS 1-2-3800/1731, 2-3-3031/1558, 3-5—1067/1036, 3-4-921/281, 4-6-877/259, 5-7=-600/603, 7-10-308/308 1- 17=-1625/3515, 16-17—1248/3116, 15-16-872/2220, 14-15-291/962 2- 16-944/374, 3-16-25/348, 3-15-866/86, 6-15-9/491, 4-5=-316/154, 7-8-379/149, 6-14-1109/216, 9-18-260/45,14-19=-155/834,19-21-155/834 ^NOTES 1) Unbalanced roof live loads have been considered tor this design, 2) Wind; ASCE 7-05; 95mph; TCDL=8.4psf; BCDL=4,2psf; h=25ft; Cat. II; Exp C; endosed; MWFRS (low-rise); cantilever left and righl exposed ; end vertical left and right exposed; Lumber D0L=1.00 plate grip D0L=1.00 3) Provide adequate drainage to prevent waler ponding. 4) This Iruss has been designed for a 10.0 pst bottom chord live load nonconcurrent wilh any olher live loads. 5) ' This truss has been designed for a live load of 20.0pst on the bottom chord in all areas where a rectangle 3-6-0 lall by 1-0-0 wide will fll betiween Ihe bottom chord and any olher members. 6) A plale rafing redudion of 20% has been applied tor the green lumber members. 7) Bearing al joinl(5) 18 considers parallel lo grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surtace. 8) This tiuss is designed in accordance wilh Ihe 2009 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 9) This huss has been designed for a total drag load of 100 plf. Lumber DOL=(1.33) Plate grip D0L=(1.33) Connect tmss to resist drag loads along bottom chord fi-om 0-0-0 lo 20-2-0 tor 100.0 pit. 10) Design assumes 4x2 (flat orientafion) puriins al oc spacing indicated, fastened to tmss TC wl 2-10d nails. LOADCASE(S) Standard Illy 14,2011 WARNim Ver^y design parameters and READ NOTES ON THIS AND INCLtmO) MTTEK RBBRBNCB PAOB MI 7473 rer. 10 VS BEFORE tJSB. Design valid for use only with MiTek connecfors. This design is based only upon parameters shown, and is for on individual building component. Applicabiiify of design paromenfers and proper incorporafion of componenf is responsibility of buiiding designer - nof fruss designer. Bracing shown is for kaferal support of individual web memtjers only. Addifional temporary bracing to insure stability during consfruction is fhe responsibillity of the erecfor. Additional permanent bracing of the overall structure is the responsibiiify of the building designer. For general guidance regarding fabrication, quai-|ty conlrol, slorage, delivery, ereclion and bracing, consult AT4SI/TPn Quality Citteila, DSB-89 and BCSI BullrJIng Component Safety Information avaiiabte from Truss Plate Inslitute. 281 N. Lee Street, Suite 312, Alexandria, VA 22314. MITek" 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95610 Job Tmss Tmss Type Qty Ply Hilton Carisbad R33366780 HILTON_CARLSB/yD F01H4A MONO HIP 1 1 Job Reference (optionall SeledBuiid Distribution, Indio, CA - 92203 I 3-11-0 7.250 s May 11 2011 MTTek Industries, Inc. "Thu Jul 14 05:46:33 2011 Page 1 ID:t2IODBRTySPeTJAolr1YqZ2OnqQ-U2jvGdsCBjgSNdNeTQL3qma_dNy53B0s0Qxa7_yyD5K 3-11-0 State = 1:37,0 k LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) l/defl L/d PLATES GRIP ITCLL 20.0 Plates Increase 1.25 TC 0.57 Vert(LL) -0.08 14-15 >999 360 MT20 220/195 'TCDL 18.0 Lumber Increase 1.25 BC 0.59 Vert(TL) -0.33 14-15 >729 240 BCLL 0.0 ' Rep Slress Incr YES WB 0.47 HorzfTL) 0.07 11 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix) Weighl: 1091b FT = 20% BRACING TOP CHORD BOT CHORD JOINTS LUMBER TOPCHORD 2X 4 DF No.l&BtrG BOTCHORD 2X4 DF No.l&BtrG WEBS 2 X 4 DF Stud G REACTIONS (Ib/size) 1=954/0-3-8 (min. 0-1-8), 11 =954/Mechanical MaxHorz1=130(LC4) Max Uplifti =-60(LC 3), 11=-81(LC 3) FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2-2631/170, 2-3-2050/142, 9-11-892/100, 3-4-1461/159, 4-6-1461/159, 6-7=-1425/151, 7-9=-1425/151 BOT CHORD 1-15—215/2478, 14-15-215/2478, 13-14-148/1930, 12-13-148/1930 WEBS 2-14—535/74, 3-14=0/328, 3-12=-574/73, 4-12=-344/79, 9-12=-135/1526, 5-6=-377/87 NOTES 1) Unbalanced roof live loads have been considered forthis design. ^2) Wind: ASCE 7-05; 95mph; TCDL=8.4pst; BCDL=4.2pst; h=25ft; Cal. II; Exp C; endosed; MWFRS (low-rise); cantilever left and righl exposed ; end vertical left and right exposed; Lumber D0L=1.00 plale grip D0L=1.00 3) Provide adequate drainage lo prevent waler ponding. 4) This tiuss has been designed for a 10.0 psf bottom chord live load nonconcurrent wilh any other live loads. 5) ' This Imss has been designed fora live load of 20.Opsf on the bottom chord in all areas where a redangle 3-6-0 tall by 1-0-0 wide will fll between the bottom chord and any olher members. 6) A plale rafing redudion of 20% has been applied for the green lumber members. 7) Reter lo gjrder(s) for tmss to tmss connections. 8) This tiuss is designed in accordance with the 2009 Intemational Building Code secfion 2306.1 and referenced standard ANSI/TPI 1. 9) Design assumes 4x2 (flal orientafion) puriins at oc spadng indicated, fastened to tmss TC wl 2-10d nails, LOADCASE(S) Standard Strudural wood sheathing directly applied or 4-0-10 oc puriins, except end verticals, and 2-0-0 oc puriins (10-0-0 max.): 3-9, 5-10. Rigid ceiling directly applied or 10-0-0 oc bracing. 1 Brace al Jl(s): 9,4,10, 7 MiTek recommends lhal Stabilizers and required cross bracing be installed during truss ereclion, in accordance with Stabilizer Installafion guide. ^,2011 ^ WARNim-Verify design parameters and READ NOTES ON THIS AND INCLUDED MTTEK RBERENCB PAGE MH 7473 rer. lO'OSBBORBUSE. Design valid tor use onty with f^^lTek conneclors. This design is tjosed only upon parameters shown, and is for on individual building componeni. Applicability ot design paramenters and proper incorporation of component is responsibility of building designer - not fruss designer Bracing shown is for lateral support of individual web memtjers only. Additional temporary bracing to insure sfatjilitY during consfruction is the responsibillity of the erector Additional permanent bracing of the overall structure Is the responsibility of ttie building designer For general guidance regarding fatjrication, quality controL storage, defivery. erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 ond BCSI Building Component Srjfety Information available from Truss Plate Instifute. 281 N. LeeSfreef. Suite 312. Alexandria. VA 22314. MiTek' 7777 Greenback Lane, Suite 109 Citrus Heigtits. CA, 95610 Job Tmss Tmss Type Qty Ply Hilton Carisbad R33366781 HILTON_CARLSBAD F01H4B MONO HIP 1 1 Job Reference (ootionall SeledBuiid Distiibution, Indio, CA - 92203 7.250 s May 11 2011 MTTek Industries, Inc. Thu Jul 14 0546:34 2011 Page 1 ID:t2IODBRTySPeTJAolr1YqZzOnqQ-zFHHTzlqy1oJ?nyr17slNz6C2nMsoek?F4h8fQyyD5J 1 14-11-4 I iewJ I !i£f I ' . .1 . ' . n 1 e n ' Scale = 1:33.4 I-3-11-0 3-11-0 Plate Offsets (X.Yl: 12:0-3-0.0-2-01 •LOADING (psf) 'TCLL 20.0 TCDL 18.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr YES Code IBC2009/TPI2007 DEFL in (loc) l/defl L/d Vert(LL) -0.06 11-12 >999 360 VertfTL) -0.25 11-12 >810 240 HorzfTL) 0.06 9 n/a n/a PLATES GRIP MT20 220/195 Weight: 97 Ib FT = 20% LUMBER TOPCHORD 2X4 DF No.l&BlrG'Except' 1-2: 2X6 DF No.2 G BOTCHORD 2X 4 DF No.l&BlrG WEBS 2 X 4 DF Stud G REACTIONS (Ib/size) 9=826/Mechanical, 1=826/0-3-8 (min, 0-1-8) MaxHorz1=130(LC4) Max Uplift9=-73(LC 3), 1=-49(LC 3) BRACING TOP CHORD BOT CHORD JOINTS Stiudural wood sheathing directly applied or 5-0-1 oc purtins, except end verticals, and 2-0-0 oc purtins (10-0-0 max.): 3-7, 5-8. Rigid ceiling directly applied or 10-0-0 oc bracing. 1 Brace al Jl(s): 7,4, 8 MiTek recommends lhat Slabilizers and required cross bracing be inslailed during tiuss ereclion, in accordance wilh Stabilizer Installation guide. FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-2304/147, 2-3-1567/99, 7-9=-791/79, 3-4=-710/93, 4-6-710/93, 6-7=-676/85 BOTCHORD 1-12-196/2180, 11-12-190/2190, 10-11-107/1451 WEBS 2-11-725/88, 3-11=0/355, 3-10=-881/86, 7-10=-75/936, 5-6=-354/83 NOTES 1) Unbalanced roof live loads have been considered for this design, ^2) Wind: ASCE 7-05; 95mph; TCDL=8.4psf; BCDL=4.2pst; h=25ft; Cat. II; Exp C; endosed; MWFRS (low-rise); cantilever left and righl exposed ; end vertical left and righl exposed; Lumber DOL=1.00 plale grip DOL=1.00 3) Pravide adequate drainage lo prevent waler ponding. 4) This truss has been designed tor a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This Imss has been designed for a live load of 20.0psf on the bottom chord in all areas where a redangle 3-6-0 tall by 1 -0-0 wide will fit between the bottom chord and any olher members. 6) A plate rafing reducfion of 20% has been applied for the green lumber members. 7) Reter to girder(s) for tmss to truss connections. 8) This truss is designed in accordance with Ihe 2009 Internafional Building Code secfion 2306.1 and referenced standard ANSI/TP11. 9) Design assumes 4x2 (flal orientation) puriins al oc spacing indicaled, fastened lo tmss TC wl 2-10d nails. LOADCASE(S) Standard 4,2011 A WARNim Verify design parameters and READ NOTES ON TBIS AND INCLtmO) MTEK RBERENCB PAOB MI 7473 rer. 10 VS BEFORE tISB. Design valkl for use only with MiTek connectors. This design is based on^r upon parameters shown, and is for on individua! building component. Applicability of design poromenfers and proper incorporation of componenf is responsibiiify of building designer - nof truss designer Bracing shown 'a for lateral support of individual web memtjers only. Additional temporary bracing fo insure stability during construction is fhe responsibillify of fhe erector. Additional permanent IDracing of the overall structure is the responsibiiify of the building designer. For general guidance regarding fatjrication. qualify controt storage, delivery, erecfion and brocing, consulf ANSI/TPM Qualily Criieria, DSB-89 and BCSI Building Componeni Safety Information available from Truss Plate Institute, 281 N. Lee Street. Suite 312. Alexandria. VA 22314. MiTek' TOWER TO PCKmRM.- 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95610 Job Tmss Tmss Type Qty Ply Hilton Carisbad R33366782 HlLTON_CARLSB/yD F01H4C MONO HIP 5 1 Job Reference (optionall SeledBuiid Distribution, Indio, CA - 92203 3-11-0 10-0-0 3-11-0 ' 6-1-0 QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEWTHE INPUT LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. 7.250 s May 11 2011 MTTek Industries, Inc. Thu Jul 14 05:46:36 2011 Page 1 ID:t2IODBRTySPeTJAdr1YqZzOnqQ-vdO1ufv5Ue21E55D8YumSOCXra0DGW9liO/^EklyyD5H I 14-11-4 , I 16-0-0 I 17-W -1 Scale = 1:33.4 1-3-11-0 Plate Offsets (X.Y): 12:0-3-0.0-2-01 ^LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) l/defl L/d PLATES GRIP 'TCLL 20.0 Plates Increase 1.25 TC 0.44 Vert{LL) -0.11 11-12 >999 360 MT20 220/195 TCDL 18.0 Lumber Increase 1.25 BC 0.50 Vert(TL) -0.31 11-12 >674 240 BCLL 0.0 ' Rep Slress Incr NO WB 0.64 HorzfTL) 0.07 9 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix) Weighl: 97 Ib FT = 20% LUMBER TOP CHORD 2 X 4 DF No.l&Blr G 'Except' 1-2:2X6DF No.2 G BOTCHORD 2X4DFNo.1&BlrG WEBS 2 X 4 DF Slud G REACTIONS (Ib/size) 9=826/Mechanical, 1=826/0-3-8 (min. 0-1-8) Max Horz1=130{LC 11) Max Uplift9=-121(LC 10), 1=-509(LC 9) Max Grav9=874(LC 7), 1=1286(LC 8) BRACING TOP CHORD BOT CHORD JOINTS Sb-udural wood sheathing diredly applied or 3-7-1 oc puriins, except end verticals, and 2-0-0 oc puriins (6-0-0 max.): 3-7, 5-8. Rigid ceiling directly applied or 5-3-15 oc bracing. 1 Brace at Jt(s): 7, 4, 8 MiTek recommends lhal Stabilizers and required cross bracing be installed during Iruss ereclion, in accordance wilh Stabilizer Installation quide. FORCES (Ib) - Max. Comp./Max. Ten. - All torces 250 (Ib) or less except when shown. TOP CHORD 1-2-3761/1587, 2-3=-2914/1422, 3-5=-796/739, 7-9=-837/125, 3-4=-742/126, 4-6=-742/126, 6-7=-705/114 BOT CHORD 1-12=-1584/3605, 11-12=-1236/3176, 10-11-816/2160, 9-10-259/279 WEBS 2-11 =-982/345, 3-11—14/355, 3-10=-894/100, 7-10=-112/973, 5-6—392/121 LNOTES ft) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 95mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cal. II; Exp C; endosed; MWFRS (low-rise); canfilever left and righl exposed ; erid vertical left and right exposed; Lumber DOL=1.00 plale grip DOL=1.00 3) Provide adequate drainage lo prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This tmss has been designed for a live load of 20.0psf on Ihe bottom chord in all areas where a redangle 3-6-0 lall by 1 -0-0 wide will fll between the bottom chord and any other members. 6) A plale rating redudion of 20% has been applied for the green lumber members. 7) Refer lo girder(s) for tmss to truss connections. 8) This tiuss is designed in accordance with Ihe 2009 Intemational Building Code section 2306.1 and referenced standard ANSI/TP11. 9) This Iruss has been designed for a lolal drag load of 100 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect tmss to resist drag loads along bottom chord ft-om 0-0-0 lo 17-6-0 for 100.0 plf. 10) Design assumes 4x2 (flat orientation) purtins at oc spacing indicated, fastened to tmss TC wl 2-10d nails. LOADCASE(S) Standanl 14,2011 WARNim-Verify design parameters and READ NOTES ON THIS AND INCLtmO) MTEK RBERENCB PAGB Ml 7473 rer. 10 VS BBFORE USB. Design valid for use only with MiTek conneclors. This design is based onty upon parameters shown, and is for an individual building component. Applicabirity of design poromenfers and proper incorporation of componenf is responsibility of building designer - not truss designer Bracing stiown is for lateral support of individual web memtjers onty. Addifional temporary bracing to insure stability during construcfion is the responsibillity of fhe erecfor. Additional permanent bracing of the overall structure Is ttie responsibility of fhe building designer. For general guidance regarding fatjrication, quality confrot storage, delivery, erecfion and bracing, consulf ANSI/TPII Qualily CrHeria, DSB-89 and BCSi Building Component Safely Information available from Truss Plate Institute, 281 N. Lee Sfreet Suite 312, Alexandria, VA 22314. MiTek' 7777 Greenback Lane, Suite 109 Crtrus Heigtits, CA, 95610 Job Tmss Tmss Type Qty Ply Hilton Carisbad Tmss Type Qty R33366783 HILTON_CARLSBAD F01H4CA MONO HIP 1 1 Job Reference (optionall SeledBuiid Distribution, Indio, CA - 92203 3-11-0 7.250 s May 11 2011 MTTek Industries, Inc. Thu Jul 14 05:46:38 2011 Page 1 ID:t2IODBRTySPeTJAolr1YqZzOnqQ-r0WbJLwL0GIIUOFcGzxEXpHmHOdikQMbAifl.oByyD5F 3-11-0 6-1-0 -I- QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEWTHE INPUT LENGTH AND PLACEMENT OF CONNECTION TO TFiANSFER LATERAL FORCES TO THE SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. 5x6 ^ 12 11 10 9 = 2x4 11 3x6 = 4x8 = 23,4 11 3-11-0 1 10-0-0 . 14-11-4 1 17-6-0 , 3-11-0 ' 6-1.0 ' 4-11-4 ' 2-6-12 L LOADING (psf) ITCLL 20.0 'TCDL 18.0 BCLL 0.0 ' BCDL 10.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Slress Incr NO Code IBC2009n-pi2007 CSI TC 0.83 BC 0.82 WB 0.59 (Matrix) DEFL in (loc) l/defl L/d Vert(LL) -0.11 11-12 >999 360 VertfTL) -0.30 11-12 >684 240 HorzfTL) 0.07 9 n/a n/a PLATES GRIP MT20 220/195 Weight: 93 Ib FT = 20% LUMBER TOPCHORD 2X4DF No.l&BlrG BOTCHORD 2X4 DF No.l&BlrG WEBS 2 X 4 DF Stud G REACTIONS (Ib/size) 1=826/0-3-8 (miri. 0-1-8), 9=826/Mechanical Max Horz 1=130(LC 11) Max Uplifti =-512(LC 9), 9=-124(LC 10) Max Grav1=1288(LC 8), 9=877(LC 7) BRACING TOP CHORD BOT CHORD JOINTS Stmdural wood sheathing directly applied or 3-4-15 oc puriins, except end verticals, and 2-0-0 oc puriins (6-0-0 max,): 3-7, 5-8. Rigid ceiling directly applied or 5-4-0 oc bracing. 1 Brace al Jt(s); 7, 4, 8 MiTek recommends lhat Stabilizers and required cross bracing be inslailed during Iruss ereclion, in accordance with Stabilizer Installation guide. FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2-3656/1586, 2-3=-2877/1397, 3-5=-796/739, 7-9=-841/127, 3-4=-746/128, 4-6=-746/128, 6-7=-709/116 BOT CHORD 1-12-1579/3453, 11-12-1202/3055,10-11-808/2147, 9-10=-259/279 WEBS 2-11 =-9111356, 3-11 -21 /349, 3-10=-892/105, 7-10=-115/978, 5-6-394/120 NOTES ^1) Unbalanced roof live loads have been considered forthis design. ) Wind: ASCE 7-05; 95mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cal. II; Exp C; endosed; MWFRS (low-rise); canfilever left and righl exposed ; end vertical left and right exposed; Lumber D0L=1.00 plale grip D0L=1.00 3) Provide adequate drainage lo prevent waler ponding. 4) This tmss has been designed for a 10.0 psf bottom chord live load nonconcurreni with any olher live loads. 5) ' This truss has been designed tor a live load ot 20.0psf on the bottom chord In all areas where a redangle 3-6-0 lall by 1-0-0 wide will fil between the bottom chord and any olher members. 6) A plate rafing redudion ot 20% has been applied for the green lumber members. 7) Reter to girder(s) for tmss to truss connections. 8) This tmss is designed in accordance with the 2009 International Building Code secfion 2306.1 and referenced standard ANSI/TPI 1. 9) This Imss has been designed for a total drag load ot 100 plf. Lumber D0L=(1.33) Plate grip D0L=(1.33) Connect truss lo resist drag loads along bottom chord ft-om 0-0-0 lo 17-6-0 for 100.0 pit. 10) Design assumes 4x2 (flal orientafion) puriins al oc spacing indicated, fastened to tmss TC w/ 2-10d nails. LOADCASE(S) Standanj % 14,2011 A WARNim Verify design paramelers and READ NOTES ON THIS AMD INCLtmBD MTEK REFERENCE PAOB Ml 7473 rer, 10'08 BEFORE USE. Design valid for use only with MiTek connecfors. ThB design is based only upon parameters shown, and is for an individual building component. Appiicability of design paramenters and proper Incorporation of component is responsibiiify of building designer - not truss designer. Bracing shown is for lateral support of individual web memtjers onty. Addifional temporary tjracing to insure stability during construction is the responsibillity of fhe erector. Additional permanent bracing of the overall stnjcfure is the responsibility of the building designer For general guidance regarding folDrication. quality controL storage, delivery, erection and bracing, consult ANSl/TPll Qualily Crflerla, DSB-89 and BCSI Building Component Safety information available from Truss Plate Institute, 281 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek' 7777 Greenback Lane. Surte 109 Crtrus Heigtits. CA, 95610 Job Tmss Tmss Type Qty Piy Hilton Carisbad R33366784 HILTON_CARLSBAD F01H4E MONO HIP 1 1 Job Refererice (ootionall SeledBuiid Distribution, Indio, CA - 92203 7.250 s May 11 2011 MTTek Industries, Inc. Thu Jul 14 05:46:39 2011 Page 1 ID:t2IODBRTySPeTJAolr1YqZzOnqQ-JC4AW&xzn2Qc5YqopgST41q3uo3FTvhkPMOuLdyyD5E 4x6 II 2x4 11 3x6 • 4x8 = 2x4 II 3-8-0 1 9.M 14.8-4 1 17-1M1 1 6-1-0 1 4-11-4 3-1-12 1 Plate Offsets (X.Yl: 11:0-3-4.0-7-151 ^LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) l/defl L/d PLATES GRIP 'TCLL 20.0 Plates Increase 1.25 TC 0.33 Vert(LL) -0.06 11-12 >999 360 MT20 220/195 TCDL 18.0 Lumber Increase 1.25 BC 0.35 VertfTL) -0.25 11-12 >838 240 BCLL 0.0 ' Rep Slress Incr YES WB 0.46 HorzfTL) 0.06 9 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix) Weighl: 97 Ib FT = 20% LUMBER TOPCHORD 2X 4 DF No.l&BlrG BOTCHORD 2X4 DF No.l&BlrG WEBS 2 X 4 DF Slud G WEDGE Left: 2 X 4 DF Stud REACTIONS (Ib/size) 9=849/Mechanical, 1 =849/Mechanical MaxHo(z1=130(LC4) Max Uplift9-74(LC 3), 1=-51(LC 3) BRACING TOP CHORD BOT CHORD JOINTS Strudural wood sheathing directly applied or 4-4-8 oc puriins, except end verticals, and 2-0-0 oc puriins (10-0-0 max.): 3-7, 5-8. Rigid ceiling directly applied or 10-0-0 oc bracing. 1 Brace al Jl(s): 7,4, 8 MiTek recommends lhal Slabilizers and required cross bracing be Installed during tmss ereclion, in accordance wilh Stabilizer Installation guide. FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-2264/140, 2-3-1648/107, 7-9=-810/84, 3-4=-864/106, 4-6=-864/106. 6-7-832/99 BOTCHORD 1-12=-186/2125, 11-12-186/2125, 10-11-115/1538 WEBS 2-11—575/77, 3-11=0/339, 3-10—803/82, 7-10—87/1046, 5-6=-342f79 ( NOTES 1) Unbalanced roof live loads have been considered for this design, 2) l/Vind; ASCE 7-05; 95mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cal. II; Exp C; endosed; MWFRS (low-rise); canfilever left and righl exposed ; end vertical left and righl exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) Provide adequate drainage lo prevent waler ponding. 4) This Imss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This tmss has been designed for a live load of 20.Opsf on Ihe bottom chord in all areas where a redangle 3-6-0 lall by 1-0-0 wide will fit between the bottom chord and any other members. 6) A plate rating redudion ot 20% has been applied tor the green lumber members. 7) Refer to glrder(s) for tmss to truss connections. 8) This Iruss is designed in accordance wilh the 2009 Inlemafional Building Code section 2306.1 and referenced standard ANSI/TPI 1. 9) Design assumes 4x2 (flat orientation) puriins at oc spacing indicaled, fastened to tmss TC wl 2-10d nails. LOADCASE(S) Standanj July 14,2011 A WARNim Verify design parameters and READ NOTES ON THIS AND INCLtmO) MTBK RBERENCB PAGE M17473 rer. lOVSBBOREUSB. Design valid tor use only with Mitek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design (paramenters and proper incorporation of componenf is responsibility of tjuilding designer - nol truss designer Bracing shown -fi for lateral support of individual web members only. Additional temporary bracing to insure statjility during construction is the responsibillity of fhe erector. Additional permanent bracing of the overall structure is fhe responsibility of the building designer. For general guidance regarding fatjrication, qual-|fy control, storage, delrvery, ereclion and iDracing, consult ANSl/TPIl Quality Citterta, DSB-89 and BCSI BuHdlng Component Safety Information available from Tnjss Plate Institute, 281 N. Lee Sfreet, Suife 312, Atexandria, VA 22314. MITek" 7777 Greenback Lane, Suite 109 Crtrus Heigtits, CA. 95610 Job Tmss Tmss Type Qly Ply Hilton Carisbad R33366785 HILTON_CARLSBAD F01H4P MONO HIP 3 1 Job Reference (optional) SeledBuiid Distiibution, Indio, CA - 92203 7.250 s May 11 2011 MTTek Industries, Inc. Thu Jul 14 05:46:40 2011 Page 1 ID:t2IODBRTySPeTJAdr1YqZzOnqQ-nPeYk0ybYtYTjiP_NOzicEMCFBNNCJdud?8St4yyD5D 14-11-4 I 16-(H) I 17-8-10 I 20-2-0 , • Sxt = r. I-3-11-0 -I- Plale Offsets (X.Yl: 17:0-5-0.0-2-121. II 0:0-1 -12.0-4-01 OADING (pst) TCLL 20.0 TCDL 18.0 BCLL 0.0 ' BCDL 10.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Slress Incr YES Code IBC2009/TPI2007 CSI TC 0.48 BC 0.48 WB 0.61 (Matrix) DEFL in (loc) l/defl L/d Vert(LL) -0.06 15-16 >999 360 Vert(TL) -0.26 15-16 >825 240 HorzfTL) 0.06 17 n/a n/a PLATES GRIP MT20 220/195 Weighl: 1191b FT = 20% LUMBER TOPCHORD 2X 4 DF No.l&BtrG BOTCHORD 2X 4 DF No.l&BlrG WEBS 2 X 4 DF Slud G 'ExcepI' 7-17:2X6DF No.2 G REACTIONS (Ib/size) 1=829/0-3-8 (min. 0-1-8), 17=1063/0-5-4 (min. 0-1-8) MaxHorz1=130(LC4) Max Uplifti =-51(LC 5), 17=-98(LC 3) Max Grav1=832(LC 7), 17=1063(LC 1) BRACING TOP CHORD BOT CHORD JOINTS Siructural wood shealhing directly applied or 4-4-10 oc puriins, except end verticals, and 2-0-0 oc puriiris (6-0-0 max.): 3-10, 5-9. Rigid ceiling directly applied or 10-0-0 oc bracing, ExcepI: 6-0-0 oc bradng: 11-12, 1 Braceat Jl(s): 10, 4, 9,7 MiTek recommends lhal Stabilizers and required cross bracing be installed during Iruss ereclion, in accordance with Stabilizer Installation ouide. FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-2246/141, 2-3=-1575/105, 3-4-734/99 BOTCHORD 1-16-184/2113, 15-16-184/2113, 14-15-108/1465, 13-14=-34/713 WEBS 2-15-638/81, 3-15=0/348, 3-14-861/84, 4-14=-5/486, 4-13=-845/37, 7-8=-352/97, 7-17—401/57, 13-18=-23/638, 18-20—23/638 ^NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind; ASCE 7-05; 95mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cal. II; Exp C; endosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and righl exposed; Lumber D0L=1.00 plate grip D0L=1.00 3) Provide adequate drainage lo prevent waler ponding. 4) This tmss has been designed for a 10.0 psf bottom chord live load nonconcurreni with any olher live loads. 5) ' This truss has been designed for a live load of 20.Opsf on Ihe boltom chord in all areas where a redangle 3-6-0 tall by 1-0-0 wide will fit betiMeen the bottom chord and any olher members. 6) A plale rating redudion ot 20% has been applied for the green lumber members. 7) Bearing aljoinl(s) 17 considers parallel lo grain value using ANSI/TP11 angle lo grain formula. Building designer should verity capaciiy of bearing surface. 8) This tmss is designed in accordance wilh the 2009 International Building Code section 2306.1 and referenced standard ANSI/TP11. 9) Design assumes 4x2 (flat orientation) puriins al oc spacing indicaled, fastened lo tmss TC w/ 2-10d nails. LOADCASE(S) Standanl 14,2011 ^ WARNim Verify design parameters and READ NOTES ON THIS AND INCLUDBD MTTEK RBERENCB PAGB MI7473 rer. lOVSBBOREUSB. Design valid for use only with MiTelc connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper Incorporation of componenf is responsibiiify of tjuilding designer - not truss designer. Bracing shown is for lateral support of individual web members oniy. Additional temporary bracing to insure stability during consfruction 'is the responsibillify of fhe erector. Additional permanent bracing of the overall structure is ttie responsibility of the building designer For general guidance regarding fotjrication. quality control, storage, delivery, erection and tjracing. consult ANSI/TPII Qualily Criteria, DSB-89 and BCSI Buiiding Component Safely information avaiiabte from Truss Plate Institute, 281 N, Lee Street, Suite 312, Atexandria, VA 22314. MiTek' 7777 Greenback Lane, Surte 109 Crtnjs Heigtits, CA, 95610 Job Tmss Tmss Type Qty Ply Hillon Carisbad Tmss Type Qty Ply R33366786 HILTON_CARLSBAD F01H5 MONO HIP 2 1 Job Reference (odionall SeledBuiid Distiibution, Indio, CA - 92203 7.250 s May 11 2011 MiTek Industries, Inc. Thu Jul 14 05:46:41 2011 Page 1 ID:t2IODBRTySPeTJAolr1YqZzOnqQ-FbCwxM2DJBgJLs_Bx5Ux9SvNdbkexo11sft?PWyyD5C 14-11^ I 2St2rS 1 3,00 [TT 3-11-0 3-11-0 Plate Offsets (X.Y): 12:0-3-0.0-2-0) [LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) l/defl Ud PLATES GRIP 'TCLL 20.0 Plates Increase 1.25 TC 0.51 Vert(LL) -0.08 9-10 >999 360 MT20 220/195 TCDL 18.0 Lumber Increase 1.25 BC 0.42 VertfTL) -0.33 9-10 >724 240 BCLL Q.O * Rep Stress Incr YES WB 0.47 HorzfTL) 0.07 6 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix) Weighl: 93 Ib FT = 20% LUMBER TOPCHORD 2X 4 DF No.l&BlrG'Except' 1-2: 2X6 DF No.2 G BOTCHORD 2X4 DF No.l&BtrG WEBS 2 X 4 DF Slud G REACTIONS (Ib/size) 6=954/Mechanical, 1=954/0-3-8 (min. 0-1-8) MaxHorz1=96(LC4) Max Uplift6=-73(LC 3), 1=-69(LC 3) BRACING TOP CHORD BOT CHORD JOINTS Strudural wood shealhing directly applied or 4-4-1 oc purtins. except end verticals, and 2-0-0 oc purtins (5-4-3 max.): 3-5. Rigid ceiling directly applied or 10-0-0 oc bracing. 1 Brace at Jt(s): 5 MiTek recommends that Stabilizers and required cross bracing be installed during Imss ereclion, in accordance with Stabilizer Installation guide, FORCES (Ib) - Max, Comp,/Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-2719/213, 2-3=-2003/168, 5-6=-890/92, 3-4=-1435/137, 4-5=-1432/135 BOT CHORD 1-10=-211/2576, 9-10=-204/2584, 8-9=-122/1878, 7-8=-122/1878 WEBS 2-9=-704/112, 3-9=0/347, 3-7=-507/56, 4-7=-403/85, 5-7-115/1519 NOTES 1) Unbalanced roof live loads have been considered forthis design. 12) Wind: ASCE 7-05; 95mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cal. II; Exp C; endosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL= 1.00 plale grip D0L=1.00 3) Provide adequate drainage lo prevent water ponding. 4) This tiuss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any olher live loads. 5) * This truss has been designed for a live ioad of 20.0psf on the bottom chord in all areas where a redangle 3-6-0 tall by 1-0-0 wide will fll between the bottom chord and any olher members. 6) A plate rating redudion of 20% has been applied for the green lumber members. 7) Refer to girder(s) for tmss to tmss connecfions. 8) This Iruss is designed in accordance wilh the 2009 International Building Code section 2306.1 and referenced standard ANSI/TP11. 9) Design assumes 4x2 (flat orientation) puriins al oc spacing indicaled, fastened lo tmss TC wl 2-10d nails. LOADCASE(S) Standard 011 WARNim Verify design parameters and READ NOTES ON THIS AND INCLUDBD MTBK RBERENCB PAGB Ml 7473 rer. lOVSBBOREUSB. Design valid for use only with MfTek connecfors. This design is based only upon paramefers shown, and is for an individual building componenf. Applicability of design paramenters and proper incorporation of component is responsltjility of building designer - not truss designer. Bracing shown -|S for kjteral support of individual web memtjers only. Additional temporary bracing to insure statjility during conslruction is fhe responsibillity of the erector. Additional petmanent tjracing of ttie overall structure is the responsibility of tfie building designer. For general guktance regarding fabrication, quality controt storage, delivery, erecfion and bracing, consulf ANSIAPil Quoiily Crtferia, DSB-89 and BCSi Building Component Safety information available from Truss Plate Institute, 281 N. Lee STreet, Suite 312, Atexandria, VA 22314. MiTek 7777 Greenback Lane, Surte 109 Crtrus Heights, CA. 95610 Job Tmss Tmss Type Qty Ply Hilton Caristiad Tmss Type R33366787 HILTON_CARLSB/«) F01H5G MONO HIP 1 1 Job Reference (optionall SeledBuiid Distiibution, Indio, CA - 92203 i-5-10-5 -I-10-0-10 7.250 s May 11 2011 MTTek Industries, Inc. Thu Jul 14 05:46:42 2011 Page 1 ID:t2IODBRTySPeTJAdr1YqZzOnqQ-knlJ8izs4UoAy02NVo?AitSTb?yMg8PB5JdZxyyyD5B 5-10-5 4-2-5 QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEWTHE INPUT LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. Scale'1:29-8 Plate Offsets (X.Y): M :0-0-2.0-1 -101.15:0-3-9.0-2-81. II 0:0-3-9.0-1 -8) m OADING (psf) CLL 20.0 TCDL 18.0 BCLL 0.0 BCDL 10.0 SPACING 2-1-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Slress Incr NO Code IBC2009/TPI2007 CSI TC 0.81 BC 0.90 WB 0.91 (Matrix) DEFL in (loc) l/defl L/d Vert(LL) -0.15 11 >999 360 VertfTL) -0.45 10-11 >453 240 HorzfTL) 0.08 8 n/a n/a PLATES GRIP MT20 220/195 Weighl: 90 Ib FT = 20% LUMBER TOPCHORD 2X4 DF No.l&BlrG BOTCHORD 2X 6 DF No.l&BlrG WEBS 2 X 4 DF Stud G REACTIONS (Ib/size) 1=1911/0-3-8 (min. 0-2-7), 8=2111/Mechanical Max HOR1=109(LC 13) Max Uplifti—526(LC 9), 8=-299(LC 10) Max Gravl =2284(LC 8), 8=2230(LC 7) BRACING TOP CHORD BOT CHORD Stmdural wood shealhing directly applied or 1-11-10 oc puriins, except 2-0-0 oc puriins (3-10-7 max.): 3-6. Rigid ceiling directly applied or 6-0-0 oc bradng. FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-6426/1715, 2-3=-4388/1118, 3-4-2950/759, 4-5=-2598/404 BOT CHORD 1-12-1686/6089, 11-12=-1229/5723, 10-11-1172/5534, 9-10—726/3782, 8-9=-391/391 WEBS 2-11=-42/762, 2-10-1642/275, 3-10-106/1273, 3-9=-1382/312, 4-9=-354/71, 5-9=-469/3136, 5-8=-1916/290 2] NOTES 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-05; 95mph; TCDL=8.4psf; BCDL=4.2pst; h=25ft; Cat. II; Exp C; endosed; MWFRS (low-rise); cantilever left and righl exposed ; end vertical left and righl exposed; Lumber D0L=1.00 plale grip D0L=1.00 :) Provide adequate drainage lo prevent water ponding. 4) This Imss has been designed tor a 10.0 psf bottom chord live load nonconcurreni wilh any olher live loads. 5) ' This tmss has been designed for a live load of 20.0psf on Ihe bottom chord In all areas where a redangle 3-6-0 tall by 1-0-0 wide will fit between Ihe bottom chord and any other members. 6) A plale rafing redudion of 20% has been applied for the green lumber members. 7) Refer lo girder(s) tor tmss to tmss connections. 8) Provide melal plale or equivalent al bearing(s) 5 lo support reaction shown. 9) This truss Is designed in accordance wilh the 2009 Intemational Building Code section 2306.1 and referenced standard ANSI/TP11. 10) This buss has been designed for a total drag load of 100 plf. Lumber D0L=(1.33) Plale grip D0L={1.33) Connect tmss to resist drag loads along bottom chord trom 0-0-0 to 17-6-0 for 100.0 plf. 11) Girder canries tie-in span(s): 6-0-0 fi-om 0-0-0 to 4-4-8; 8-0-0 ft-om 4-4-8 to 17-6-0 12) Design assumes 4x2 (fiat orientation) puriins at oc spadng indicated, fastened lo Imss TC wl 2-10d nails, 13) In Ihe LOAD CASE(S) section, loads applied to the face of Ihe tmss are noted as front (F) or back (B). LOADCASE(S) Standard 1) Regular: Lumber lnCTease=1.25, Plale lncrease=1.25 Unifonn Loads (plf) Vert: 1-3=-79, 1-12=-117(F=-96), 7-12=-165(F=-144), 3-5=-79, 5-6=-38 14,2011 A WARNim Verifydesignp<irametersandRBADN0TES0NTBlSANDlNCLtmO)MTEKRBBRBNCBPAGBMI7473rer. lO'OSBBORBUSE, [Resign valkl for use only with MiTek connectors. Thb design is based only upon parameters shown, and is for an individual building component. Applicotjility of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer Bracing shown is for kjteral support of indiv-Klual web members only. Additional femporary bracing fo insure stability during construction is fhe responsibillity of fhe erector Additional permanent bracing of the overall strucfure Is the responsibility of the building designer For general guidance regarding fatjrication. quality confrxjL storage, delivery, erection and bracing, consult ANSI/TPil Quality Criteria, DSB-89 and BCSI Building Component Safety information available fram Truss Plate Institute, 281 N. Lee Sfreet Suite 312. Alexandria. VA 22314. MiTek' 7777 Greenback Lane, Surte 109 Crtrus Heigtits, CA, 95610 Job Tmss Tmss Type Qty Ply Hilton Carisbad Tmss Type R33366788 HILTON_CARLSBAD F01H6G MONO HIP 1 1 Job Reference (optional) SeledBuiid Distribution, Indio, CA - 92203 7.250 s May 11 2011 MTTek Industries, Inc. Thu Jul 14 05:46:43 2011 Page 1 ID:t2IODBRTySPeTJAolr1YqZzOnqQ-C_JhM2_Urow1a98Z2WWPEl_doPHKPaqKKzM6UOyyD5A _i 14-11-4 iis^i laaa i ' . .1 . ' r, T . ' „ r. „ 3-&^ 3.00 [TF t-3-11-0 _i1M_ 1M-0 Plate Offsets (X.Yl: 11:0-0-2.0-1-101.13:0-3-15.0-2-11). [7:0-6-0.0-3-91.19:0-5-10.Edoe). [11:0-3-9.0-4-01 •LOADING (psf) "TCLL 20.0 TCDL 18.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Slress Incr NO Code IBC2009/TPI2007 DEFL in (loc) l/defl L/d Vert(LL) -0.13 11-12 >999 360 Vert(TL) -0.52 11-12 >439 240 HorzfTL) 0.10 9 n/a n/a PLATES MT20 MT20H GRIP 220/195 165/146 Weighl; 1161b FT = 20% LUMBER TOPCHORD 2X4 DF No.l&BlrG BOT CHORD 2 X 6 DF No.2 G WEBS 2 X 4 DF Slud G REACTIONS (Ib/size) 1=1702/0-3-8 (min. 0-1-13), 9=2124/Mechanical MaxHorz1=125(LC4) Max Uplifti =-130(LC 3), 9=-188(LC 3) BRACING TOP CHORD BOT CHORD JOINTS Stiudural wood shealhing directly applied or 2-9-11 oc puriins, except end verticals, and 2-0-0 oc puriins (10-0-0 max.): 3-7, 5-8. ExcepI: 1 Rowatmidpt 3-4 Rigid ceiling directly applied or 10-0-0 oc bradng. 1 Brace al Jl(s): 7, 4, 8 MiTek recommends lhal Slabilizers and required cross bracing be inslailed during truss erection, in accordance with Stabilizer Installation guide. FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-5008/388, 2-3-4159/336, 7-9=-1791/177, 3-4-2809/282, 4-6-2809/282, 6- 7=-2773/274 BOT CHORD 1-13-422/4769, 12-13-422/4769, 12-14=-422/4769, 14-15-422/4769, 11-15=-422/4769,10-11-329/3910 WEBS 2-12=0/311,2-11 —770/93, 3-11 —38/1016, 3-10=-1284/133, 4-10-285/69, 7- 10=-280/3121, 5-6=-355/80 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 95mph; TCDL=8.4pst; BCDL=4.2psf; h=25ft; Cal. II; Exp C; endosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and righl exposed; Lumber DOL=1.00 plale grip DOL=1.00 3) Provide adequate drainage to prevent waler ponding. 4) All plates are MT20 plates unless othenwise indicaled. 5) This Iruss has been designed for a 10.0 psf bottom chord live load nonconcurreni with any olher live loads. 6) ' This tmss has been designed for a live load of 20.0psf on Ihe bottom chord in all areas where a redangle 3-6-0 lall by 1-0-0 wide will fit between the bottom chord and any olher members. 7) A plale rafing reducfion of 20% has been applied for the green lumber members. 8) Refer to girder(s) for tmss lo tmss connecfions. 9) Provide metal plale or equivalent at bearing(s) 7 lo support reaction shown. 10) This tiuss is designed in accordancewith the 2009 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 11) Girder cames fie-in span(s): 6-0-0 from 1-11-0 lo 6-2-0; 8-0-0 from 8-0-0 to 19-3-0 12) Design assumes 4x2 (flal orientafion) puriins al oc spacing indicaled, fastened lo tmss TC w/2-10d nails. 13) In the LOAD CASE(S) section, loads applied to the face of the Imss are noted as front (F) or back (B). LOADCASE(S) Standard Confinued on page 2 •4,2011 A WARNim Ver^ design parameters and READ NOTES ON THIS AND INCLtmBD MTEK RBERENCB PAGE M17473 rer. lO'OSBBORBUSE. Design valid for use only wifh MiTek connecfors. ThB design is based only upon parameters shown, and is for an Individual building component. Applicabll-|ty of design paramenters and proper incorporation of componenf is responsibility of tjuilding designer - nof fruss designer. Bracing sfiown is for lateral support of Individual web memlDers only. Addifional temporary bracing fo insure stability during construction Is the responsitjillity of the erecfor. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fatjrication, qualify contral, storage, delivery, erecfion and tjrocing, consult ANSt/TPIl QuaRty Criieria, DSB-89 and BCSI BuHdlng Component Safely Infornialion available fram Tnjss Plate Institute, 281 U. Lee Slreel Suite 312. Atexandria, VA 22314. MiTek' 7777 Greenback Lane. Surte 109 Crtrus Heights, CA, 95610 Job Tmss Tmss Type Qty Ply Hilton Carisbad R33366788 HILTON_CARLSBAD F01H6G MONO HIP 1 1 Job Reference (opUonall SeledBuiid Distiibution, Indio, CA - 92203 7.250 s May 11 2011 MTTek Industries, Inc. Thu Jul 14 05:46:43 2011 Page 2 ID:t2IODBRTySPeTJAolr1YqZzOnqQ-C_JhM2_Urow1a98Z2WWPEl_doPHKPaqKKzM6UOyyD5A LOADCASE(S) Standanl 1) Regular: Lumber lncrease=1.25, Plate lncrease=1.25 Unifomi Loads (plf) Vert: 1-3=-76, 3-5=-76,1-13-20,13-14=-116(F=-96), 14-15=-20, 9-15=-164(F=-144), 5-8=-76 A WARNim Verify design parcaneters and READ NOTES ON THIS AND INCLimO) MTEK RBBRBNCB PAGE mi 7473 rer. lOVSBBORBtJSB. Design valid for use only with Milek connectors. This design is based only upon parameters shown, and is for an individual building componenf. Applicabirity of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer Bracing shown is for lateral support of individual web memlDers only. Additional temporary bracing to insure stability during construction is the responsibiHity of the erector Addilional permanent bracing of fhe overall structure is ttie responsibilily of ftie building designer. For general guidance regarding fatjrication, qualify contral storage, delivery, erection and bracing, consulf ANSI/TPil Quality Criteria, DSB-89 and BCSi BuHdlng Component Safety Information available from Truss Plate Institute, 281 N. Lee Street, Suife 312, Alexandria, VA 22314, MiTek'_ 7777 Greenback Lane, Suite 109 Crtrus Heights, CA, 95610 Job Tmss Tmss Type Qty Ply Hilton Carisbad Tmss Type R33366789 HILTON_CARLSBAD F01HG MONO HIP 5 1 Job Reference (ootionall SeledBuiid Disti-ibution, Indio, CA - 92203 7.250 s May 11 2011 MTTek Industries, Inc. Thu Jul 14 05:46:44 2011 Page 1 ID:t2IODBRTySPeTJAolr1YqZzOnqQ-gAl3ZO?6c63uCJimcD1en4Xo3pgl84NTYd6IOryyD59 I 15-11-8 I 26-2-0 I Scale ^1:34.5 3.00 [l2" ?-ll-0 11-10-14 Plate Offsets (X.Yl: fl :0-5-8.0-2-01.12:0-3-0.0-2-01. [6:0-3-9.Edqel. 19:0-3-4.0-5-8). [10:0-3-0.0-4-41 ILOADING (psf) 'TCLL 20.0 TCDL 18.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr NO Code IBC2009/TPI2007 CSI TC 0.81 BC 0.81 WB 0.81 (Matrix) DEFL in (loc) l/defl L/d Vert(LL) -0.17 9-10 >999 360 Vert(TL) -0.66 9-10 >361 240 HorzfTL) 0.13 7 n/a n/a PLATES GRIP MT20 220/195 Weighl: 1081b FT = 20% LUMBER TOPCHORD 2X4 DF No.l&BlrG'Except' 1-2:2X6DF No.2 G BOTCHORD 2X 6 DF No.l&BtrG WEBS 2 X 4 DF Stud G BRACING TOP CHORD BOT CHORD WEBS JOINTS REACTIONS (Ib/size) 7=2427/Mechanical, 1=1964/0-3-8 (min. 0-2-2) Max Horz1=72(LC 4) Max Uplift7=-216(LC 3), 1=-173(LC 3) FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-6000/547, 2-3-6224/590, 6-7=-376/78, 3-4=-5903/558, 4-5=-5897/554 BOT CHORD 1-11 =-522/5729, 10-11-515/5711, 9-10=-534/5955, 8-9=-345/3964, 7-8=-345/3964 WEBS 2-10—84/558, 3-10=-45/1024, 4-9=-817/171, 5-9=-199/2164, 5-8=0/263, 5-7=-4195/371 Strudural wood shealhing directly applied or 2-4-3 oc purtins, except end verticals, and 2-0-0 oc puriins (2-4-5 max.): 3-6. Rigid ceiling direcfiy applied or 10-0-0 oc bracing. 1 Row al midpl 5-7 1 Brace al Jl(s); 6 MiTek recommends lhal Slabilizers and required cross bracing be inslailed during ti'uss ereclion, in accordance with Stabilizer Installation guide, 1 NOTES f 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 95mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; endosed; MWFRS (low-rise); cantilever left and righl exposed ; end vertical left and righl exposed; Lumber 00L=1.00 plale grip D0L=1.00 3) Provide adequate drainage lo prevent water ponding. 4) This tmss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a redangle 3-6-0 lall by 1-0-0 wide will fil behveen Ihe bottom chord and any other members. 6) A plale rafing redudion of 20% has been applied for Ihe green lumber members. 7) Refer lo girder(s) for Imss lo truss connections. 8) Provide melal plate or equivalent at bearing(s) 6 lo support reaction shown. 9) This ti-uss is designed in accordance with the 2009 International Building Code secfion 2306.1 and referenced standard ANSI/TP11. 10) Girder carries hip end wilh 0-0-0 righl side setback, 8-0-0 left side setback, and 8-0-0 end settiack. 11) Design assumes 4x2 (flat orientafion) puriins al oc spadng indicaled, fastened to tmss TC wl 2-10d nails. 12) Hanger(s) or olher connedion device(s) shall be provided sufficient lo support concentrated load(s) 832 Ib down and 94 Ib up al 8-0-0 on bottom chord. The design/seledion ofsuch connection device(s) is the responsibilily of olhers. 13) In the LOAD CASE(S) section, loads applied lo Ihe face of the Imss are noted as front (F) or back (B). LOADCASE(S) Standanj 1) Regular; Lumber lncrease=1.25, Plate lncrease=1,25 Continued on page 2 A WARNim Verify design parameters and READ NOTES ON THIS AND INCLtmBD MTEK RBBRBNCB PAOB Ml 7473 rer. lOVSBBOREtlSB. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building componenf. Applicability of design paromenteis and proper incorporafion of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web memtjers oniy. Additional temporary bracing to insure stability during construction is the responsibillify of the erector. Addifional permanent bracing of the overall structure is tfie responsibility of the building designer For general guidance regarding fabrication, qualify confroL storage, delivery, erection and bracing, consult ANSI/TPil Quality Criteria, DSS-89 ond BCSI BuHding Componeni Safely infonnaflon ovailabte from Tnjss Plate Institute, 281 N. Lee Street, Suife 312, Alexandria, VA 22314. MiTek 7777 Greenback Lane, Surte 109 Crtrus Heights, CA, 95610 Job Tmss Tmss Type Qty Ply Hillon Carisbad R33366789 HILTON_CARLSBAD F01HG MONO HIP 5 1 Job Reference (optionall SeledBuiid Distiibution, Indio, CA - 92203 LOADCASE(S) Standard Unifonn Loads (pit) Vert; 1-3=-76,1-10-20, 7-10=-49(F=-29), 3-6—184(F-108) Concentrated Loads (Ib) Vert; 10=-832(F) 7.250 s May 11 2011 MTTek Industries, Inc, Thu Jul 14 0546:44 2011 Page 2 ID:t2IODBRTySPeTJAolr1YqZzOnqQ-gAt3ZO?6c63uCJimcD1en4Xo3pgl84NTYd6f0ryyD59 A WARNim Verify design paramelen and REW NOTES ON THIS AND INCLtmBD MTEK RBERENCB PAGE Ml 7473 rer. lOVSBBOREUSB. Design valid for use onty with MiTek connectors. This design is tjased only upon parameters shown, and is for an indivkiual building componenf. Applicability of design paramenters and proper incorporafion of component is responsibility of tjuilding designer - nof truss designer. Bracing shown is for lateral support of individual web members onfy. Addifionaf temporary bracing fo insure stability during construction is the responsiiDillity of fhe erector. Addifional permanent bracing of fhe overall structure is the responsibility of ttie building designer. For general guidance regarding fatjrication, quality confroL storage, delivery, erection and bracing, consult ANSI/TPII QuoiHy Criteria, DSB-89 and BCSi BuHding Componeni Safety iniormaflon available fram Tnjss Plate Institute, 281 N. Lee Street Suite 312. Atexandria. VA 22314. MiTek' 7777 Greenback Lane, Surte 109 Crtrus Heights, CA, 95610 Job Tmss Tmss Type Qty Ply Hilton Carisbad R33366790 HILTON_CARLSBAD FOI HGA MONO HIP 1 1 Job Reference (optionall SeledBuiid Distiibution, Indio, CA - 92203 7 250 s May 11 2011 MfTek Industries, Inc. Thu Jul 14 05:46:45 2011 Page 1 ID:l2IODBRTySPeTJAolr1YqZzOnqQ-8MRRnk0kMPBIpTHyAxZOI4?mC0ltUldnHriDYHyyD58 11-10-14 I 15-11-9 I 19-3-0 I 3-10-14 4-0-11 3-3-7 3.00 ni" I-3-11-0 -I- Plale Offsets (X.Yl: 11:0-2-14.0-0-11.12:0-3-0.0-2-01. l6:Edae.0-3-9). [10:0-3-9.0-4-0) ILOADING (psf) 'TCLL 20.0 TCDL 18.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Slress Incr NO Code IBC2009n-pi2007 CSI TC 0.69 BC 0.76 WB 0.96 (Matrix) DEFL In (loc) l/defl L/d Vert(LL) -0.15 9-10 >999 360 Vert(TL) -0.56 9-10 >406 240 HorzfTL) 0.11 7 n/a n/a PLATES GRIP MT20 220/195 Weighl: 1041b FT = 20% LUMBER BRACING TOPCHORD 2X 4 DF No.l&BlrG'Except' TOPCHORD 1-2; 2X6 DF No.2 G BOTCHORD 2X6DF No.l&BtrG BOTCHORD WEBS 2X4 DF Stud G JOINTS REACTIONS (Ib/size) 7=2325/Mechanical, 1=1852/0-3-8 (min, 0-2-0) Max Horz 1=72(LC 4) Max Uplift7=-208(LC 3), 1=-163(LC 3) FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2-5630/515, 2-3=-5791/552, 6-7=-267/56, 3-4-5267/501, 4-5-5261/497 BOT CHORD 1-11 =-490/5374, 10-11 -484/5358, 9-10=-497/5533, 8-9=-274/3113, 7-8=-274/3113 WEBS 2-10=-78/489, 3-10=-47/1034, 3-9=-309/84, 4-9-824/175, 5-9=-218/2405, 5-8=0/254, 5-7—35601320 Strudural wood shealhing directly applied or 2-5-14 oc puriins, except end verticals, and 2-0-0 oc puriins (2-6-10 max.): 3-6. Rigid ceiling directiy applied or 10-0-0 oc bracing. 1 Brace al Jl(s): 6 MiTek recommends lhal Slabilizers and required cross bracing be inslailed during tiuss ereclion, in accordance wilh Stabilizer Installation guide, NOTES Ll) Unbalanced roof live loads have been considered forthis design. f2) Wind: ASCE 7-05; 95mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cal. II; Exp C; endosed; MWFRS (low-rise); cantilever left and righl exposed ; end vertical left and righl exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) Provide adequate drainage lo prevent waler ponding. 4) This Imss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a redangle 3-6-0 tall by 1-0-0 wide will fit behveen the bottom chonl and any olher members. 6) A plate rating redudion of 20% has been applied tor the green lumber members. 7) Refer lo girder(s) for tmss lo tmss connections. 8) Provide melal plale or equivalent at bearing(s) 6 lo support reaction shown. 9) This tiuss Is designed in accordance with the 2009 Intemational Building Code section 2306.1 and referenced standard ANSI/TP11. 10) Girder canies hip end wilh 0-0-0 righl side setback, 8-0-0 left side setback, and 8-0-0 end setback. 11) Design assumes 4x2 (flal orieritation) puriins at oc spadng indicaled, fastened lo tmss TC wl 2-10d nails. 12) Hanger(s) or other connection device(s) shall be provided sufficient lo support concentrated load(s) 832 Ib down and 94 Ib up at 8-0-0 on bottom chord. The design/selecfion of such connecfion device(s) is Ihe responsibilily of olhers. 13) In the LOAD CASE(S) secfion, loads applied to the face of the tmss are noted as front (F) or back (B). LOADCASE(S) Standard 1) Regular: Lumber lncrease=1.25, Plale lncrease=1,25 Uniform Loads (plf) Vert: 1-3=-76, 1-10—20, 7-10=-49(F=-29), 3-6—184(F= Continued on page 2 108) ^,2011 A WARNim Verify design parameters and READ NOTES ON THIS AND INCLtmBD MTEK RBBRBNCB PAGE Ml 7473 rer. lOVSBBOREtlSB. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an indivkiual building componenf. Applicotjirity of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer Bracing shown is for lateral support of individual web memtjers only. Addifional temporary tjracing to insure stability during construcfion is the responsibillity of the erector Addifional permanent bracing of the overall structure is fhe responsibility of the building designer. For general guidance regarding fatjrication. quality control, storage, delivery, erecfion and bracing, consult ANSl/TPIl QuaHly Criteria, DSB-89 and BCSI BuHding Component Safely Infotmation available from Truss Plate Institute, 281 N, Lee Sfreet Suite 312, Atexandria, VA 22314. MiTek' 7777 Greenback !_ane, Suite 109 Crtrus Heights, CA, 95610 Job Tmss Tmss Type Qty Ply Hilton Caristjad R33366790 HILTON_CARLSBAD F01HGA MONO HIP 1 1 Job Reference (optionall SelectBuild Distribution, Irxlio, CA - 92203 7.250 s May 11 2011 MiTek Industries, Inc. Thu Jul 14 05:46:45 2011 Page 2 ID:t2IODBRTySPeTJAolr1YqZ2OnqQ-8MRRnk0kMPBIpTHyAxZtJI4?mC0ltUldnHrDYHyyD58 LOADCASE(S) Standard Concentrated Loads (Ib) Vert: 10=-832(F) ^ WARNING Verify design parameters and READ NOTES ON THIS AND INCLUDBD itFTEK REFERENCB PAGE mr 7473 ref. 10 "08 BBFORE l^B. Design valid for use only with MiTek connectors. This design is based oniy upon parameters shown, ond is for on individual building component. Applicability of design paramenters and prope- incorporation of component is responsibiiity of buiiding designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional penmanent brcicing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Crtterio, DSB-89 and BCSI BuHdlng Component Safety Information available from Truss Plate Institute. 281 N. Lee Sfreet. Suite 312, Alexandria, VA 22314. MiTek' 7777 Greenback Lane, Suite 109 Crtrus Heights, CA, 95610 Job Tmss Tmss Type Qty Ply Hillon Carisbad R33366791 HILTON_CARLSBAD F01HGB MONO HIP 1 1 Job Reference foptionall SeledBuiid Disti-ibution, Indio, CA - 92203 7.250sMay11 2011 MiTek Industnes, Inc. Thu Jul 14 05:46:46 2011 Pagel ID:l2IODBRTySPeTJAolr1Yq22OnqQ<Y?p_40M7jJcRds8ke46sVcF1cO6c0ym0xbm5iyyD57 I 11-10-14 I 13-7-0 1-8-2 -I-3-11-0 Plate Offsets (X.Y): [1:0-3-2.0-0-91.12:0-3-0.0-2-01.18:0-3-9.0-4-01 ILOADING (psf) 'TCLL 20.0 TCDL 18.0 BCLL 0.0 * BCDL 10.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Slress Incr NO Code IBC2009/TPI2007 CSI TC 0.33 BC 0.59 WB 0.68 (Matrix) DEFL in (loc) l/defl L/d Vert(LL) -0.06 8-9 >999 360 Vert(TL) -0.22 8-9 >725 240 HorzCTL) 0.05 6 n/a n/a PLATES GRIP MT20 220/195 Weighl: 74 Ib FT = 20% LUMBER BRACING TOPCHORD 2X 4 DF No.l&BlrG'Except* TOPCHORD 1-2;2X6DF No.2 G BOTCHORD 2X6DFN0.2G BOTCHORD WEBS 2 X 4 DF Stud G JOINTS Stiudural wood shealhing directly applied or 3-8-5 oc puriins, except end verticals, and 2-0-0 oc puriins (5-7-2 max.): 3-5. Rigid ceiling directly applied or 10-0-0 oc bracing. 1 Brace al Jt(s): 5 MITek recommends lhal Stabilizers and required cross bracing be installed during Imss ereclion, in accordance witti Stabilizer Installation guide, REACTIONS (Ib/size) 6=1715/Mechanical, 1=1141/0-3-8 (min. 0-1-8) MaxHorz1=72(LC4) Max Uplifl6=-158(LC 3), 1=-99(LC 3) FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2—3289/302, 2-3—30531303, 5-6-1634/155, 3-4=-1250/137, 4-5=-1244/134 BOT CHORD 1-9—286/3128, 8-9=-281/3125, 7-8-256/2871 WEBS 3-8i=-44/1052, 3-7=-1846/186, 4-7=-631/145, 5-7-182/1978 NOTES I) Unbalanced roof live loads have been considered for this design. ^2) Wind: ASCE 7-05; 95mph; TCDL=8.4psf; BCDLM.2psf; h=25fl; Cat. 11; Exp C; enclosed; MWFRS (low-rise); canfilever left and right exposed ; end vertical left and righl exposed; Lumber D0L=1.00 plale grip D0L=1.00 3) Provide adequate drainage lo prevent waler ponding. 4) This tiuss has been designed for a 10.0 psf botlom chord live load nonconcurreni wilh any olher live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord In all areas where a rectangle 3-6-0 tail by 1-0-0 wide will fil between the bottom chord and any other members. 6) A plale rating reduction of 20% has been applied for the green lumber members. 7) Reter lo girder(s) for tmss to truss connections. 8) This tixiss is designed in accordance wilh the 2009 International Building Code secfion 2306.1 and referenced standard ANSI/TP11. 9) Girder carries hip end wilh 0-0-0 right side setback, 8-0-0 lefl side setback, and 8-0-0 end setback, 10) Design assumes 4x2 (fiat orientation) puriins al oc spacing indicaled, fastened lo tmss TC w/2-10d nails. II) Hanger(s) or olher connecfion device(s) shall be provided sufficient lo support concentrated load(s) 832 Ib down and 94 Ib up al 8-0-0 on bottom chord. The design/selection of such connection device(s) is Ihe responsibilily of others. 12) In the LOAD CASE(S) section, loads applied to Ihe face of the tmss are noted as front (F) or back (B). LOADCASE(S) Slandani 1) Regular: Lumber lncrease=1.25, Plale lncrease=1.25 Uniform Loads (plf) Vert: 1-3=-76.1-8=-20, 6-8-49(F-29), 3-5=-184(F-108) Concentrated Loads (lb) Vert: 8-832(F) 14,2011 A WARNim Verify design parameters and READ NOTES ON THIS AND INCLtmBD MTBK RBBRBNCB PAGE M174T3 rer. 10 VS BEFORE tISB. Design valid tor use oniy with fyllTek connectors. This design 'is based onty upon parameters shown, and is for on individual building componenf. Applicability of design paramenters and proper incorporafion of componenf is responsibility of building designer - not tnjss designer Bracing shown is for kiteral support of individual web memtjers only. Additional temporary bracing to insure stability during construction is the responsibillity of fhe erecfor. Additional pennanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erecfion and bracing, consult ANSI/TPII QuaHty Criteria, DSB-89 and BCSI BuHding Component Salely Information available from Truss Plate Institute, 28! N, Lee Street Suife 312, Atexandria, VA 22314. MiTek' 7777 Greenbat* Lane, Suite 109 Citrus Heights. CA, 95610 Job Tmss Tmss Type Qty Ply Hilton Caristiad Tmss Type R33366792 HILTON_CARLSBAD F01HGD MONO HIP 9 1 Job Reference iootionall SeledBuiid Distiibution, Indio, CA - 92203 7.250 s May 11 2011 MiTek Industries, Inc. Thu Jul 14 05:46:47 2011 Page 1 ID:t2IODBRTySPeTJAolr1YqZzOnqQ-4IZCCP1_u1RT3nRKHMbLPj9NI0jmLRhvEbKKdAyyD56 I ISzllS I 18-1-0 I 3-10-14 2-1-7 S»te = 1:31.0 3.00112" I-j-11-0 4-1-C Plate Offsets (X.Yl: 11:0-3-6.0-0-91. [2:0-3-0.0-2-01.110:0-3-9.0-4-0) ILOADING (psf) 'TCLL 20.0 TCDL 18.0 BCLL 0.0 * BCDL 10.0 SPACING 2-0-0 Plates Increase 1.25 Luniber Increase 1.25 Rep Slress Incr NO Code IBC2009/TPI2007 CSI TC 0.56 BC 0.69 WB 0.83 (Matrix) DEFL in (loc) l/defl L/d Vert(LL) -0.12 10 >999 360 Vert(TL) -0.46 9-10 >465 240 Horz(TL) 0.09 7 n/a n/a PLATES GRIP MT20 220/195 Weight: 98 Ib FT = 20% LUMBER TOPCHORD 2X4DFNo.1&BlrG*Excepl* 1-2: 2X6 DF No.2 G BOTCHORD 2X6 DF No.l&BtrG WEBS 2 X 4 DF Slud G REACTIONS (Ib/size) 7=2197/Mechanical, 1=1708/0-3-8 (min. 0-1-13) Max Horz1=72{LC4) Max Uplifl7=-197(LC 3), 1=-150(LC 3) BRACING TOP CHORD BOT CHORD JOINTS Stmdural wood shealhing directly applied or 2-8-2 oc puriins, except end verticals, and 2-0-0 oc puriins (2-10-5 max.): 3-6. Rigid ceiling directly applied or 10-0-0 oc bracing. 1 Brace at Jl(s): 6 MiTek recommends lhal Stabilizers and required cross bracing be inslailed during tmss ereclion, in accordancewith Stabilizer Installation guide, FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2-5157/472, 2-3-5238/502, 3-4-4450/427, 4-5=-4444/424 BOT CHORD 1-11 =-449/4920, 10-11 =-443/4906, 9-10=-448/4994, 8-9=-185/2038, 7-8=-185/2038 WEBS 2-10=-70/403, 3-10-48/1046, 3-9=-624/100, 4-9-820/176, 5-9=-243/2693, 5-8=0/257, 5-7-2849/264 >NOTES 1) Unbalanced raof live loads have been considered for this design. 2) Wind: ASCE 7-05; 95mph; TCDL=8.4psf; BCDL=4.2psf; h=25fl; Cal. II; Exp C; endosed; MWFRS (low-rise); canfilever left and righl exposed ; end vertical left and righl exposed; Lumber D0L=1.00 plate grip D0L=1.00 3) Pravide adequate drainage lo prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This tmss has been designed for a live load of 20.0psf on the boftom chord in all areas where a redangle 3-6-0 lall by 1-0-0 wide will fil between the bottom chord and any other members. 6) A plale rating reducfion of 20% has been applied for the green lumber members. 7) Refer to glrder(s) for Imss lo tmss connections. 8) Provide melal plale or equivalent at bearing(s) 6 lo support reaction shown. 9) This tmss is designed in accordance wilh the 2009 Inlemafional Building Code secfion 2306.1 and referenced standard ANSI/TPI 1. 10) Girder carries hip end wilh 0-0-0 righl side setback, 8-0-0 left side setback, and 8-0-0 end settiack. 11) Design assumes 4x2 (flat orientation) puriins al oc spacing indicated, fastened lo Imss TC wl 2-10d nails. 12) Hanger(s) or olher connection device(s) shall be provided sufficient to support concentrated load(s) 832 Ib down and 94 Ib up al 8-0-0 on bottom chord. The design/selecfion of such connection device{s) is the responsibility of others. 13) In the LOAD CASE(S) secfion, loads applied lo the face of the tmss are noted as front (F) or back (B). LOADCASE(S) Standanl 1) Regular: Lumber lncrease=1.25, Plale lncrease=1.25 Uniform Loads (plf) Vert; 1-3=-76,1-10=-20, 7-10=-49(F=-29), 3-6-184(F=-108) Continued on page 2 ^,2011 A WARNING Verify d^ignparamtters and READ NOTES ON THrS AND INCLimED mTEK REFERENCE PAGE mi 7473 f^- 10 "08 BBFORE USE. Design vaftd for use only with MiTek connectors. This design is based oniy upon parameters shown, and is for an IndivkJual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of indivkiuaf web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of ibe building designer. For general guidance regarding fabrication, qua\i\y contnDl, storage, delivery, erection and bracing, consult ANSIAPH Quaffly CrHeria, DSB-89 and BCSI Bullcflng Component Safety Information available from Truss Plate Institute, 281 N. Lee Street. Suite 312, Alexandria, VA 22314. MiTek' 7777 Greenback Lane, Suite 109 Crtms Heights, CA, 95610 Job Tmss Tmss Type Qly Ply Hillon Carisbad R33366792 HILTON_CARLSBAD F01HGD MONO HIP 9 1 Job Reference (optional) SelectBuild Distribution, Indio, CA - 92203 LOADCASE(S) Standard Concentrated Loads (Ib) Vert: 10=-832(F) 7.250 s May 11 2011 MiTek Industries, Inc. Thu Jul 14 05:46:47 2011 Page 2 ID:t2IODBRTySPeTJAolr1Yq22OnqQ-4IZCCP1_u1RT3nRKHMbLPj9NI0jmLRtwEbKKdAyyD56 A WARNING Verify design parameters and READ NOTES ON THIS AND INCLUDED mTEK REFERENCE PAGE mr 7473 ref. 10 "08 BEFORE USE. Design valid for use oniy with MfTek connectors. This design is based onfy upon parameters shown, and is for an individual building component. Appiicability of design paramenters and proper incorporation of componenf is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during constnjction is the responsibillity of the erector. Additional pennanent bracing of the overall structure is the responsibility of thie buiicfing designer. For general guidance regarding fabrication, auality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 281 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek' 7777 Greenback Lane, Surte 109 Citrus Heights, CA. 95610 Job Tmss Tmss Type Qly Ply Hilton Carisbad R33366793 HILTON_CARLSBAD FF01 MONO TRUSS 77 1 Job Reference (ootionall SeledBuiid Distiibution, Indio, CA-92203 I 7.250 s May 11 2011 MiTek Industries, Inc. Thu Jul 14 05:46:48 2011 Page 1 ID:t2IODBRTySPeTJAolr1YqZzOnqQ-Yx7aPI2dKZKgx0Xr36axwiTWQ6H4yB3TF4l9cyyD55 IMi I 0.50 .,5x6 = 1 = 4xE — 5 Sue = 7-0-9 7-0-9 Plate Offsets (X.Y); [3:0-3-7.0-2-8). (4:Edae.0-3-9) OADING (psf) 'TCLL 20.0 TCDL 18.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Slress Incr YES Code IBC2009/TPI2007 CSI TC 0.85 BC 0.48 WB 0.57 (Matrix) DEFL in (loc) l/defl Ud Vert(LL) -0.10 5 >999 360 VertfTL) -0.38 5-6 >416 240 Horz(TL) 0.03 4 n/a n/a PLATES GRIP MT20 220/195 Weighl: 58 Ib FT = 20% LUMBER TOPCHORD 2X 4 DF No.l&BtrG BOTCHORD 2X 4 DF No.l&BlrG WEBS 2 X 4 DF Stud G 'Except* 1-6:2X6DF No.2 G REACTIONS (Ib/size) 6=634/Mechanical, 4=634/0-3-8 (min. 0-1-8) MaxHorz6=44(LC4) Max Uplifl6—47(LC 3), 4=-47(LC 5) FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1 -6—326/58, 1 -2=-810/73, 2-3=-2188/179, 3-4=-532/69 BOT CHORD 5-6-152/2177, 4-5—15/366 WEBS 2-6=-1395/104, 2-5=-301/91, 3-5=-141/1846 BRACING TOP CHORD BOT CHORD WEBS Strudural wood shealhing directly applied or 4-2-11 oc puriins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. 1 Row al midpt 2-6 MiTek recommends thai Slabilizers and required cross bracing be installed during ttuss ereclion, in accordance with Stabilizer Installation guide. NOTES 1) Wind; ASCE 7-05; 95mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; endosed; MWFRS (low-rise); cantilever left and righl exposed ; end vertical left and righl exposed; Lumber D0L=1.00 plale grip D0L=1.00 f2) This tixiss has been designed for a 10.0 psf bottom chord live load nonconcurreni wilh any olher live loads. 3) * This tmss has been designed for a live load of 20.Opsf on Ihe boltom chord in all areas where a rectangle 3-6-0 lall by 1-0-0 wide will fll between Ihe bottom chord and any olher members. 4) A plale rafing redudion of 20% has been applied tor Ihe green lumber members. 5) Refer lo girder(s) for Imss lo tmss cxsnneclions. 6) This tiuss is designed in accordance wilh the 2009 International Building Code secfion 2306.1 and referenced standard ANSI/TP11. LOADCASE(S) Standanl ^,2011 A WARNim Ver^ design parameters and READ NOTES ON THIS AND HKLtmSD MTIEK RBBRBNCB PAOB Ml 74T3 rer. lOVSBBOREUSB. Design valid tor use only with MiTek connectors. This design is based only upon parameters shown, and is for an indivKlual building component. Applicability of design poromenters and propier incorporation of component is responsibility of building designer - not truss designer Bracing shown is for lateral support of individual web memlDers only. Additional temporary bracing to insure stability during construction is the responsibillity ot the erector. Additional permanent bracing ot the overall structure is the responsibility of the building designer. For general guidance regarding totxication. quality controt storage, delivery, erection and txacing. consutt ANSl/TPll QualHy Criteria. DSB-89 and BCSi Buiiding Component Safety iniormaflon ovoikabte trom Truss Plate Institute, 281 N. Lee Sfreet Suite 312. Alexandria, VA 22314. MiTek" 7777 Greenback Lane, Surte 109 Citrus Heights, CA, 95610 Job Tmss Tmss Type Qty Ply Hilton Carisbad R33366794 HILTON_CARLSBAD FF01D MONO TRUSS 6 1 Job Reference (ootionall SeledBuiid Distiibution, Indio, CA - 92203 7.250 s May 11 2011 MiTek Industries, Inc, Thu Jul 14 05:46:49 2011 Page 1 ID:t2IODBRTySPeTJAolr1YqZzOnqQ-07hyc53FQehBI5bjPndpU8EdcqLBplEDivpQh2yyD54 13-7-0 I QUALIFIED BUILDING DESIGNER OR PRSJICT ENGINEER SHALL REVIEWTHE INPUT LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATEFiAL FORCES TO THE SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. o.sofiT Scale = 1:22.5 Plate Offsets (X.Yl: 12:0-3-7.0-2-81. [3;0-3-6.Edael. [4:Edae.0-3-91 ILOADING (psf) 'TCLL 20.0 TCDL 18.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Slress Incr NO Code IBC2009/TPI2007 CSI TC 0.95 BC 0.95 WB 0.97 (Matrix) DEFL Vert(LL) Vert(TL) Horz(TL) in (loc) l/defl L/d PLATES GRIP 0.16 4-5 >996 360 MT20 187/170 0.43 4-5 >367 240 MT20H 165/146 0.05 4 n/a n/a Weighl: 58 Ib FT = 20% LUMBER TOPCHORD 2X4 DF No.l&BlrG BOTCHORD 2X4 DF No.l&BlrG WEBS 2 X 4 DF Slud G 'Except* 1-6: 2X8 LSL Tmss Grade REACTIONS (Ib/size) 6=630/Mechanical, 4=630/0-3-8 (min. 0-1-8) MaxHoiz6=44(LC11) Max Uplift6=-438(LC 9), 4=-269(LC 14) Max Grav6=1022(LC 8), 4=852(LC 7) BRACING TOP CHORD BOT CHORD WEBS Stiudural wood sheathing directly applied or 3-2-8 oc puriins, except end verticals. Rigid ceiling directly applied or 3-10-6 oc bracing. 1 Row al midpl 2-6, 3-5 MiTek recommends that Stabilizers and required cross bracing be installed during buss erecllon, in accordance wilh Stabilizer Installation guide. FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-6-366/99, 1-2=-2505/1799, 2-3-3668/1701, 3-4=-755/295 BOT CHORD 5-6=-2699/4703, 4-5=-1960/2113 WEBS 2-6=-3590/2311, 2-5=-559/353, 3-5=-1654/3337 NOTES ^1) Wind: ASCE 7-05; 95mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cal. II; Exp C; endosed; MWFRS (low-rise); canfilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plale grip D0L=1.00 2) All plates are MT20 plates unless otherwise indicated. 3) This tiuss has been designed for a 10.0 pst bottom chord live load nonconcurreni with any olher live loads. 4) * This tmss has been designed for a live load of 20.0psf on the bottom chord In all areas where a rectangle 3-6-0 tall by 1 -0-0 wide wil! fil between Ihe bottom chord and any olher members. 5) A plate raling redudion of 20% has been applied for the green lumber members. 6) Refer lo girder(s) for tmss lo Imss connections. 7) This tiuss is designed In accordance with the 2009 Intemational Building Code section 2306.1 and referenced standard ANSI/TP11. 8) This tiuss has been designed for a total drag load of 310 plf. Lumber DOL=(1.33) Plale grip DOL=(1.33) Connect truss to resist drag loads along bottom chord fi-om 0-0-0 to 13-7-0 for 310.0 plf. LOADCASE(S) Standanj Illy 14,2011 ^ WARNim Verify design parameters and READ mTES ON THIS AND INCLtmBD MTBK RBERENCB PAGB Ml 7473 rer. lOVSBBOREUSB. Design valid for use only with fvliTek connectors. This design is based only upon parameters shown, and is for an indivkiual building component Applicabirity of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing stiown is for lateral support of individual web memtjers only. Additional temporary bracing to insure stabilif/ during construction is the responsibillity of the erecfor Additional permanent bracing of the overall structure is ttie responsibility ot the building designer For general guidance regarding tobrication, quality control storage, deliver/, erection and txacing. consult ANSI/TPil Quality Criteria. DSB-89 and BCSi BuHrJing Componenf Safety Information available trom Truss Plate Institute, 281 N. Lee Street Suite 312, Alexandria, VA 223U. MITek' 7777 Greenback Lane, Suite 109 Citrus Heigtits, CA, 95610 Job Tmss Tmss Type Qty Ply Hilton Carisbad R33366795 HILTON_CARLSBAD FF02 MONO TRUSS 3 1 Job Reference (optionall SeledBuiid Distiibution, Indio, CA - 92203 7.250 s May 11 2011 Mffek Industries, Inc. Thu Jul 14 05:46:49 2011 Page 1 ID:t2IODBRTySPeTJAolr1YqZzOnqQ-07hyc53FQehBI5bJPndpU8EjRqTJpKFDivpQh2yyD54 0.50 RF Plale Offsets (X.Yl: ILOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) l/defl Ud PLATES GRIP 'TCLL 20.0 Plates Increase 1.25 TC 0.52 Vert(LL) -0.07 5 >999 360 MT20 220/195 TCDL 18.0 Lumber Increase 1.25 BC 0.43 Vert(TL) -0.26 5-6 >551 240 BCLL 0.0 * Rep Slress Incr YES WB 0.84 HorzCTL) 0.03 4 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix) Weight: 53 Ib FT = 20% LUMBER TOP CHORD BOT CHORD WEBS 2X4 DF No.l&BlrG 2X4DF No.l&BlrG 2 X 4 DF Stud G *Excepl* 1-6;2X6DF No.2 G BRACING TOP CHORD BOT CHORD SImctural wood sheathing direcfiy applied or 4-10-11 oc puriins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 6=574/Mechanical, 4=574/0-3-8 (min. 0-1-8) Max Horz6=42(LC 4) Max Uplift6=-43(LC 3), 4=-43(LC 5) FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-6=-326/59, 1-2=-769/70, 2-3=-1784/148, 3-4=-490/58 BOT CHORD 5-6=-122/1774 WEBS 2-6=-1029/78, 2-5=-304/86, 3-5=-120/1572 NOTES 1) Wind: ASCE 7-05; 95mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cal. II; Exp C; endosed; MWFRS (low-rise); canfilever left and right exposed ; end vertical left and righl exposed; Lumber D0L=1.00 plate grip D0L=1.00 k 2) This tmss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any olher live loads. 13)* This Imss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 lall by 1 -0-0 wide will fll between Ihe bottom chord and any other members. 4) A plate rafing reducfion of 20% has been applied for the green lumber members. 5) Refer to girder(s) for tmss to tmss connections. 6) This tmss is designed In accordance wilh the 2009 Internafional Building Code section 2306.1 and referenced standard ANSI/TP11. LOADCASE(S) Slandani MITek recommends that Slabilizers and required cross bracing be inslailed during tmss eredion. in accordance with Stabilizer Installation quide. July 14,2011 A WARNim VerifydesignparametersandREADN0TES0NTHlSANDINCLtmO3MTBKRBERBNCBPAaBMIl7473rer. 10 BEFORE USS. Design valid for use only with fvliTek connectors. This design is based only upon parameters shown, and is for on indivkiual building component. Applicability ot design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is tor lateral support of individual web meml>ers only. Additional temporary bracing to insure stability during construction is the responsibillity ot the erector. Additional permanent bracing ot the overall structure is ttie responsibility ot the building designer For general guidance regarding fatxication. quolity controt storoge. delivery, erection and bracing, consult ANSI/TPII Qualify Criteria. DSB-89 and BCSi Building Component Safety information available trom Truss Plate Institute. 281 N. Lee Street Suite 312, Alexandria. VA 22314. MiTek' 7777 Greenback Lane, Suite 109 Crtrus Heights, CA, 95610 Job Tmss Tmss Type Qly Ply Hillon Carisbad R33366796 HILTON_CARLSBAD FF03 MONO TRUSS 7 1 Job Reference (optionall SeledBuiid Distribution, Indio, CA - 92203 7.250 s May 11 2011 MiTek Industries, Inc. Thu Jul 14 05:46:50 2011 Page 1 ID:t2IODBRTySPeTJAolr1YqZzOnqQ-VKEKqR3tByp2wEAv2U820Ln?jDvRY_VMxZZ_EUyyD53 1 0,50 [12" k LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) l/defl Ud PLATES GRIP ITCLL 20.0 Plates Increase 1.25 TC 0.10 Vert(LL) -0.00 3-4 >999 360 MT20 220/195 "TCDL 18.0 Lumber Increase 1.25 BC 0.05 Vert(TL) -0.01 3-4 >999 240 BCLL 0.0 * Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix) Weight; 131b FT = 20% LUMBER TOPCHORD 2X 4 DF No.l&BtrG BOTCHORD 2X4 DF No.l&BlrG WEBS 2 X 4 DF Stud G BRACING TOP CHORD BOT CHORD Stmdural wood shealhing direcfiy applied or 10-0-0 oc puriins, except end verticals. Rigid celling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 4=135/Mechanical, 3=135/0-3-8 (min, 0-1-8) Max Horz4=29(LC 4) Max Uplift4-13(LC 3), 3=-10(LC 5) FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less excepi when shown. NOTES 1) Wind; ASCE 7-05; 95mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cal. II; Exp C; endosed; MWFRS (low-rise); cantilever left and righl exposed ; end vertical left and righl exposed; Lumber D0L=1.00 plale grip D0L=1.00 2) This Iruss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any olher live loads. 3) * This tmss has been designed for a live load of 20.0psf on the bottom chord in all areas where a redangle 3-6-0 tall by 1-0-0 wide will fil behveen the bottom chord and any olher members. 4) A plate rafing redudion of 20% has been applied for the green lumber members, k 5) Refer lo girder(s) for Imss to Imss connections. ^6) This tiuss is designed in accordance with the 2009 Inlemafional Building Code section 2306.1 and referenced standard ANSI/TP11. MiTek recommends lhal Slabilizers and required cross bracing be installed during tmss ereclion. In accordance wilh Stabilizer Installation guide. LOADCASE(S) Standard 14,2011 A WARiem Verify design parameters and READ NOTES ON THIS AND INCLtmBD MTEK RBERENCB PACX MI 7473 rer. lOVSBBOREUSB. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability ot design paramenters and proper incorporation of component is responsibility of building designer - not truss designer Bracing shown is for lateral support ot individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is ttie responsibility of ttie building designer. For general guidance regarding fabrication, quality controt storoge. delivery, erection and txacing, consult ANSI/TPII Qualily Citteria, DSB-89 and BCSi Building Component Safety informalion available from Truss Plate Institute, 281 N. Lee Sfreet Suite 312, Alexandria, VA 22314. MITek' 7777 Greenback Lane, SuHe 109 Citrus Heights, CA, 95610 Job Tmss Tmss Type Qty Ply Hilton Carlsbad R33366797 HILTON_CARLSBAD FF03H MONO TRUSS 1 1 Job Reference (optionall SeledBuiid Dislribulion, Indio, CA - 92203 7.250 s May 11 2011 MiTek Industries, Inc. Thu Jul 14 05:46:50 2011 Page 1 ID:l2IODBRTySPeTJAolr1YqZzOnqQ-VKEKqR3tByp2wEAvzU820Ln?RDvmY_V\/MxZZ_EUyyD53 3-1-4 I Scale = 1:11.6 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) l/defl Ud PLATES GRIP kTCLL 20.0 Plates Increase 1.25 TC 0.12 Vert(LL) -0.00 4-5 >999 360 MT20 220/195 'TCDL 18.0 Lumber Increase 1.25 BC 0.03 VertfTL) -0.00 4-5 >999 240 BCLL 0.0 * Rep Slress Incr YES WB 0.00 Horz(TL) 0.00 4 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix) Weighl: 13 Ib FT = 20% LUMBER TOPCHORD 2X4 DF No.l&BlrG BOTCHORD 2X 4 DF No.l&BtrG WEBS 2 X 4 DF Shjd G BRACING TOP CHORD BOT CHORD JOINTS Stiudural wood shealhing direcfiy applied or 6-0-0 oc puriins, excepi end verticals, and 2-0-0 oc puriins (6-0-0 max.): 2-3. Rigid ceiling directly applied or 10-0-0 oc bracing. 1 Brace al Jl(s): 3 REACTIONS (Ib/size) 5=135/Mechanical, 4=135/0-3-8 (min. 0-1-8) Max Horz 5=27(LC 4) Max Uplift5=-13(LC 3), 4=-7(LC 3) FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES 1) Unbalanced roof live loads have been considered forthis design. 2) Wind: ASCE 7-05; 95mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; endosed; MWFRS (low-rise); canfilever left and right exposed ; end vertical left and right exposed; Lumber D0L=1.00 plate grip D0L=1.00 3) Provide adequate drainage to prevent waler ponding. 4) This Imss has been designed for a 10.0 psf bottom chord live load nonconcurreni with any other live loads. ^ 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a redangle 3-6-0 tall by 1-0-0 wide will fil behween the bottom chord and any olher members. 6) A plale rafing redudion of 20% has been applied for the green lumber members. 7) Refer lo girder(s) for Imss lo tmss connections. 8) This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 9) Design assumes 4x2 (flal orientation) puriins al oc spacing indicaled, fastened lo tmss TC w/ 2-10d nails. LOADCASE(S) Standanl MiTek recommends lhal Slabilizers and required cross bracing be installed during tiuss ereclion, in accordance wilh Stabilizer Installation quide. My 14,2011 WARNim Verify design parameters and READ NOTES ON THIS AND INCLtmBD MTEK RBBRBNCB PAOB MI 7473 rer. 10 '08 BEFORE USE. Design voTpd for use only with fi^lTek connectors. This design is txised only upon parameters shown, and is for an individual building component. Applicatxiity of design paramenters and proper incorporation of component is responsibility of building designer - not fruss designer. Bracing shown is for lateral support ot indivkfual web memtDers only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility ot the building designer For general guidance regarding fabrication, quality controL storage, delivery, erection and bracing, consult ANSIAPH Quality Criteria, DSB-89 and BCSI BuHdlng Component Solety inlormation available from Tnjss Plate Institute, 281 N, Lee Sfreet, Suite 312, Alexandria, VA 22314, MITek 7777 Greenback Lane, SuHe 109 Crtrus Heigtits. CA, 95610 Job Tmss Tmss Type Qty Ply Hillon Carisbad R33366798 HILTON_CARLSBAD G01H1 MONO HIP 1 1 Job Reference (ootionall SeledBuiid Dislribulion, Indio, CA - 92203 3-11-0 I--I- 7.250 s May 11 2011 MiTek Industries, Inc. Thu Jul 14 05:46:51 2011 Page 1 ID:t2IODBRTySPeTJAolr1YqZzOnqQ-zWoi1n4VyFxvXOI6WBflHZ2K6hd9bHEHV9DIXmxyyD52 U±S I 21-2-1? -I-3-11-0 scale-1:36.0 3.00 flT 10x12 = 3x6 = 3-11-0 Plate Offsets (X.Yl: (2:0-3-0.0-2-0). [9:0-6-0.0-6-71 ILOADING (psO FTCLL 20.0 TCDL 18.0 BCLL 0.0 * BCDL 10.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Slress Incr YES Code IBC2009/TPI2007 CSI TC 0.34 BC 0.44 WB 0.87 (Matrix) DEFL in (loc) l/defl Ud Vert(LL) -0.09 12-13 >999 360 Vert(TL) -0.38 12-13 >659 240 HorzfTL) 0.10 8 n/a n/a PLATES MT20 GRIP 220/195 Weighl: 1031b FT = 20% LUMBER BRACING TOPCHORD 2X4 DF No.l&BlrG *Excepl* TOPCHORD 1-2: 2X6 DF No.2 G BOTCHORD 2X4 DF No.l&BlrG BOTCHORD WEBS 2 X 4 DF Slud G 'Except* JOINTS 7-8; 2X4 DF No.l&BtrG REACTIONS (Ib/size) 8=992/Mechanical, 1=1001/0-3-8 (min. 0-1-8) MaxHorz1=72(LC3) Max Uplift8=-59(LC 3), 1=-68(LC 3) FORCES (Ib) - Max, Comp,/Max, Ten. - All forces 250 (Ib) or less except »rhen shown. TOP CHORD 1-2-2878/211, 2-3-2171/166, 3-4-1778/142, 6-7=-282/26 BOT CHORD 1-13-250/2728, 12-13=-243/2736, 11-12=-161/2041, 10-11-161/2041, 9-10-111/1992, 8-9=-133/2256 WEBS 2-12=-694/112, 3-12=0/329, 3-10-315/65, 4-6=-1826/146, 6-8=-2114/129, 4-10=0/362 SIruclural wood sheathing directly applied or 4-1-3 oc puriins, excepi end verticals, and 2-0-0 oc puriins (4-9-10 max.): 3-5. Rigid ceiling directly applied or 10-0-0 oc bracing. 1 Brace al Jl(s): 5 MiTek recommends lhat Slabilizers and required cross bracing be installed during Imss erecfion. in accordance with Stabilizer Installafion guide. >NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind; ASCE 7-05; 95mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cal. II; Exp C; endosed; MWFRS (low-rise); carifilever left and righl exposed ; end vertical left and righl exposed; Lumber D0L=1.00 plale grip D0L=1.00 3) Provide adequate drainage lo prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This tmss has been designed for a live load of 20.Opsf on Ihe bottom chord in all areas where a redangle 3-6-0 lall by 1-0-0 wide will fil behween the bottom chord and any other members. 6) A plate rafing redudion of 20% has been applied for Ihe green lumber members. 7) Refer to glrder(s) for Imss lo tmss connections. 8) This tiuss is designed in accordancewith the 2009 Intemational Building Code secfion 2306.1 and referenced standard ANSI/TP11. 9) Design assumes 4x2 (flal orientation) puriins at oc spadng indicated, fastened to tmss TC w/ 2-10d nails. LOADCASE(S) Standard July 14,2011 ^ WARNim Verify design parameters and READ NOTES ON THIS AND INCLtmBD MTEK RBBRBNCB PAGB Ml 7473 rer. 10 108 BEFORB USB. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicatxiity ot design paramenters and proper incorporation of component is responsibility of building designer - not truss designer Bracing shown is for lateral support of individuai web members only. Additional temporary bracing to insure stability during eonstnjcfion B the responsibillity of the erector Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quqiity control storage, delivery, erection and bracing, consult ANSI/TPII QualHy Crfieria. DSB'89 and BCSI Building Component Safety informoiion available from Truss Plate Institute, 281 N. Lee Sfreet, Suite 312, Alexandria, VA 22314. MiTek' 7777 Greenback Lane, Suite 109 Crtrus Heights, CA. 95610 Job Tmss Tmss Type Qty Ply Hilton Carisbad R33366799 HILTON_CARLSBAD G01H2 MONO HIP 1 1 Job Reference (ootionall SeledBuiid Distribution, Indio, CA - 92203 10-0-0 7.250 s May 11 2011 MTTek Industries, Inc. Thu Jul 14 05:46:53 2011 Page 1 ID:t2IODBRTySPeTJAolr1Yq2zOnqQ-vvwTST6IUtBcnivUecite_PMlRq/y9iodXneqpyyD50 12-OJ I I IMi I 21-2-0 -I--I- 8)(12MT20H - 3.0ogr I--I- Plate Offsets (X.Y): 12:0-3-0.0-2-0). [3:0-4-14.0-2-7). l8:Edae.0-8-01. |12:0-6-0.0-6-71 OADING (psf) TCLL 20.0 TCDL 18.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Slress Incr YES Code IBC2009/TPI2007 DEFL in (loc) l/defl L/d Vert(LL) -0.09 15-16 >999 360 Vert(TL) -0.38 15-16 >658 240 HorzfTL) 0.10 11 n/a n/a PLATES MT20 MT20H GRIP 220/195 165/146 Weighl; 1171b FT = 20% LUMBER TOP CHORD BOT CHORD WEBS REACTIONS 2 X 4 DF No.1&Blr G 'Except' 1-2:2X6DF No.2 G 2X4DF No.l&BtrG 2 X 4 DF Slud G -Except' 10-11:2X4DF No.l&BlrG (Ib/size) 11=992/Mechanical, 1=1001/0-3-8 (min. 0-1-8) Max Horz1=88(LC 3) Max Uplifti 1 =-61 (LC 3), 1=-66(LC 3) BRACING TOP CHORD BOT CHORD JOINTS Stiudural wood shealhing direcfiy applied or 4-0-11 oc puriins, excepi end verticals, and 2-0-0 oc puriins (6-0-0 max,); 3-8, 5-7. Rigid ceiling directly applied or 10-0-0 oc bracing. 1 Brace al Jl(s): 8, 6, 7 MiTek recommends lhal Slabilizers and required cross bracing be installed during tmss erectton, in accordance with Stabilizer Installation guide. FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less excepi when shown. TOP CHORD 1-2-2844/195, 2-3-2270/169, 3-4-1724/137, 4-6-1579/107, 9-10=-284/27 BOT CHORD 1-16—249/2691, 15-16-243/2700, 14-15-185/2146, 13-14-185/2146, 12-13=-112/1973, 11 -12—136/2248 WEBS 2-15-649/93, 3-15=0/311, 3-13=-602/95, 9-13=-363/15, 6-9=-1699/126, 9-11 =-2103/132, 6-13=-9/461, 4-5=-568/118 LNOTES 'l) Unbalanced roof live loads have been considered forthis design. 2) Wind: ASCE 7-05; 95mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; endosed; MWFRS (low-rise); cantilever left and righl exposed ; end vertical left and right exposed; Lumber D0L=1.00 plale grip D0L=1.00 3) Provide adequate drainage lo prevent water ponding. 4) Mi plates are MT20 plates unless olheoNise Indicated. 5) This tiuss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any olher live loads. 6) * This Imss has been designed for a live load of 20.0psf on Ihe bottom chord In all areas where a redangle 3-6-0 lall by 1-0-0 wide will fll between the bottom chord and any olher members. 7) A plale rating redudion of 20% has been applied for the green lumber members. 8) Refer to girder(s) for tmss lo tmss connecfions. 9) This tiuss is designed In acconlance wilh Ihe 2009 Inlernalional Building Code section 2306.1 and referenced standard ANSI/TP11. 10) Design assumes 4x2 (flal orientation) puriins al oc spadng indicated, fastened to tmss TC wl 2-10d nails, LOADCASE(S) Standard July 14,2011 A WARNim Ver^ design parameters and READ mTES ON THIS AND INCLtmBD MTEK RBERENCB PAGB MI7473 rer. lOVSBBOREUSB. Design valid for use only with MiTek connectors. This design is based only upon parometers shown, and is for an indivkiual building component. Appiicability of design paramenters and proper incorporation of component is responsibility of building designer - not tnjss designer Bracing stiown is for lateral support of indivkiual web memtjers only. Additional temporary bracing to insure stability during constnjction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of ttie building designer For general guidance regarding fabrication, quality controL storoge. delivery, erection ond brqcing. consult ANSI/TPII QuaiHy CrHeria, DSB-89 and BCSi BuHding Component Safety informalion available from Truss Plate Institute. 281 N. Lee Sfreet Suite 312, Alexandria. VA 22314. MITek' 7777 Greenback Lane, Suite 109 Crtms Heights, CA, 95610 Job Tmss Tmss Type Qty Ply Hilton Carisbad R33366800 HILTON_CARLSBAD G01H3P MONO HIP 3 1 Job Reference (optionall SeledBuiid Disti'ibution, Indio, CA - 92203 I-3-11-0 3-11-0 -I-10-0-0 6-1-0 7.250 s May 11 2011 MiTek Industries, Inc. Thu Jul 14 05:46:55 2011 Page 1 ID:t2IODBRTySPeTJAolr1YqZzOnqQ-riH2Dl97?0URK002tl1kDjPUgTEP5D5X54rGlviyyD5_ 14-0-0 114-11-4 I 17-6-10 I 20-2-0 4-00 0-11-4 2-M QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEWTHE INPUT LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. 2-5^ 4x4 = 2x4 ll Scale = 1:35.6 h 3-11-0 3-11-0 -I-0-flo Plate Offsets (X.Yl: [9:0-3-0.0-2-8). [11:0-1-12.0-4-0) ILOADING (psf) 'TCLL 20.0 TCDL 18.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Slress Incr NO Code IBC2009/TPI2007 DEFL in (loc) l/defl Ud Vert(LL) -0.12 16-17 >999 360 Vert(TL) -0.31 16-17 >670 240 HorzfTL) 0.07 18 n/a n/a PLATES GRIP MT20 220/195 Weighl: 1191b FT = 20% LUMBER TOPCHORD 2X4 DF No.l&BlrG BOTCHORD 2X4 DF No.l&BlrG WEBS 2 X 4 DF Slud G *Excepl* 9-18:2 X6DF No.2 G WEDGE Left: 2X4 SYP No.3 REACTIONS (Ib/size) 1=829/0-3-8 (min. 0-1-8), 18=1063/0-5-4 (min. 0-1-8) Max Horz1=196(LC 12) Max Uplifti—555(LC 9), 18=-238(LC 12) Max Grav1=1331(LC 8), 18=1204(LC 7) BRACING TOP CHORD BOT CHORD JOINTS Stiudural wood shealhing directly applied or 3-4-2 oc puriins, excepi end verticals, and 2-0-0 oc purtins (6-0-0 max,): 3-11,5-10, Rigid ceiling directly applied or 5-3-1 oc bracing. 1 Brace al Jl(s): 11, 6,10, 8 MiTek recommends lhal Stabilizers and required cross bracing be inslailed during tmss erecfion, in accordance with Stabilizer Installafion guide. FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less excepi when shown. TOP CHORD BOT CHORD WEBS 1-2=-3800/1731, 2-3-3031/1558, 3-5-1067/1036, 3-4=-921/281, 4-6-877/259, 5-7=-600/603, 7-10-308/308 1- 17-1625/3515, 16-17-1248/3116, 15-16-872/2220, 14-15-291/962 2- 16=-944/374, 3-16=-25/348, 3-15=-866/86, 6-15=-9/491, 4-5=-316/154, 7-8-379/149, 6-14=-1109/216, 9-18=-260/45, 14-19-155/834, 19-21-155/834 rNOTES 1) Unbalanced roof live loads have been considered forthis design. 2) Wind; ASCE 7-05; 95mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; endosed; MWFRS (low-rise); canfilever left and righl exposed ; end vertical left and right exposed; Lumber D0L=1.00 plale grip D0L=1.00 3) Provide adequate drainage to prevent water ponding. 4) This tiuss has been designed for a 10.0 psf bottom chord live load nonconcun-ent with any olher live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 lall by 1-0-0 wide will fit between Ihe bottom chord and any olher members. 6) A plale rating redudion of 20% has been applied for the green lumber members. 7) Bearing at joint(s) 18 considers parallel to grain value using ANSI/TP11 angle lo grain formula. Building designer should verify capaciiy of bearing surtace. 8) This tmss is designed in acconlance wilh the 2009 Intemational Building Code secfion 2306.1 and referenced standard ANSI/TP11. 9) This Imss has been designed for a lolal drag load of 100 plf. Lumber D0L=(1.33) Plate grip D0L=(1.33) Connect tmss lo resist drag loads along bottom chord ft-om 0-0-0 to 20-2-0 for 100.0 plf. 10) Design assumes 4x2 (fiat orientation) puriins at oc spadng indicaled, fastened to tmss TC wl 2-10d nails, LOADCASE(S) Standard 14,2011 A WARNim Verify design peaxoReters and READ mTES ON THIS AND INCLtmBD MTBK RBERENCB PAGB M17473 ret. lOVSBBOREUSB. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for on indiv'idual building component. Applicability of design paramenters and proper incorporation of component is responsitlility of building designer - not iruss designer Bracing shown IS for kiteral support of individual web members onty. Additional temporary bracing to insure statiility during construction is the responsitx-|lity of the erector. Addltkanal permanent bracing of the overall stnjcture Is the responsibility of the building designer. For general guidance regarding fatxication. quality control, storage, delivery, erection and txocing, consult ANSi/TPll QuaiHy CrHeria, DS6-89 and BCSi BuHdlng Componeni Safety intormation available from Tnjss Plate Institute, 281 N. Lee Sfreet Suite 312. Alexandria, VA 22314. MITek' 7777 Greenback Lane, Surte 109 Crtrus Heights, CA, 95610 Job Tmss Tmss Type Qty Ply Hillon Carisbad R33366801 HILTON_CARLSB/yD G01H3S MONO HIP 2 1 Job Reference (optionall SeledBuiid Disfribution, Indio, CA - 92203 3-11-0 3-11-0 -I-10-0-0 7.250 s May 11 2011 MfTek Industries, Inc. Thu Jul 14 05:46:56 2011 Page 1 ID:t2l0DBRTySPeTJAolr1Yq22OnqQ-JUcb5U8enoZBe9d3JIFSGc1tqer1yZtFJV0IQ8yyD4z 6-1.0 QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEWTHE INPUT LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. I--I-3-11-0 Plate Offsets (X.Yl: 12:0-3-0.0-2-0). [8:Edae.0-3-9] ILOADING (psf) 'TCLL 20.0 TCDL 18.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Inw NO Code IBC2009/TPI2007 CSI TC 0.76 BC 0.49 WB 0.59 (Matrix) DEFL Vert(LL) Vert(TL) HotzfTL) in (loc) l/defl L/d 0.11 9-10 >999 360 0.31 9-10 >657 240 0.06 8 n/a n/a PLATES MT20 GRIP 220/195 Weighl: 91 Ib FT = 20% LUMBER TOP CHORD BOT CHORD WEBS REACTIONS 2 X 4 DF No.l&Btr G *Exoept* 1-2:2X6DF No.2 G 2X4 DF No.l&BlrG 2 X 4 DF Slud G (Ib/size) 8=826/Mechanical, 1=826/0-3-8 (min. 0-1-8) Max Horz1=119(LC 11) Max Uplift8=-154(LC 10), 1=-499{LC 9) Max Grav8=911(LC 7), 1=1272(LC 8) BRACING TOP CHORD BOT CHORD JOINTS Strudural wood sheathing directly applied or 3-7-11 oc purtins, except end verticals, and 2-0-0 oc puriins (6-0-0 max.): 3-6, 5-7. Rigid ceiling directly applied or 5-4-12 oc bracing. 1 Brace al Jl(s); 6, 7, 4 MiTek recommends that Stabilizers and required cross bracing be installed during truss ereclion, in accordance wilh Stabilizer Installation guide, FORCES (Ib) - Max, Comp./Max. Ten. - All forces 250 (Ib) or less excepi when shown. TOP CHORD 1-2-3711/1567, 2-3=-2873/1373, 3-5-783/741, 6-8-829/182, 3-4-1664/284, 4-6-1628/270, 5-7=-334/337 BOT CHORD 1-10-1548/3556, 9-10=-1201/3127, 8-9—739/831 WEBS 2-9=-906/319, 6-9=-228/1583, 4-5=-260/104 L NOTES ' 1) Unbalanced roof live loads have been considered for this design. 2) Wind; ASCE 7-05; 95mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; endosed; MWFRS (low-rise); cantilever left and righl exposed ; end vertical left and right exposed; Lumber DOL=1.00 plale grip D0L=1.00 3) Provide adequate drainage lo prevent water ponding. 4) This tiuss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any olher live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a redangle 3-6-0 lall by 1-0-0 wide will fll between the bottom chord and any olher members. 6) A plale rafing redudion of 20% has been applied for the green lumber members. 7) Refer lo girder(s) for Imss lo tmss connections. 8) This truss is designed in accordance with Ihe 2009 Inlemafional Building Code section 2306.1 and referenced standard ANSI/TP11. 9) This tmss has been designed for a total drag load of 100 plf. Lumber D0L=(1.33) Plate grip D0L=(1.33) Conned truss to resist drag loads along bottom chord from 0-0-0 lo 17-6-0 for 100.0 plf. 10) Design assumes 4x2 (flat orientation) puriins at oc spacing indicaled. fastened to tmss TC wl 2-10d nails. LOADCASE(S) Standard 074486 m 14,2011 ^ WARNING Verify design parameters and READ NOTES ON THIS AND INCLUDED mTEKliEFBRBNCB PAGE mi 7473 rev. 10 VS BBFORE l^B. Design valid for use only v^'ith MfTek conr>ector3. This design Is based only upon parameters shown, and 'is for an IndivkJual buiidtng componeni. Applicability of design poronnenters and proper incorporation of component is responsibility of t)uildir>g designer - not tnjss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during constnjction is the responsibillity of the erector. Additional pemnanent bracing of the overal! stnjcture is the responsibility of the building desigr^er. For general guidance regarding fabrication, quality control, storage, delrvery, erection and bracing, consult ANSI/TPII Quality Ciiieria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 281 N. Lee Sfreet, Suite 312, Alexandria, VA 22314. MiTek' mowtn ra fCRFUWiu.- 7777 Greenback Lane, Suite 109 Crtrus Heights, CA, 95610 Job Tmss Tmss Type Qty Ply Hilton Carisbad R33366802 HILTON_CARLSBAD G01H4S MONO HIP 2 1 Job Reference (optionall SeledBuiid Distiibution, Indio, CA - 92203 7.250 s May 11 2011 MTTek Industries, Inc. Thu Jul 14 05:46:57 2011 Page 1 ID:l2IODBRTySPeTJAolr1YqZ20nqQ-ng9_lq9GY5h2FJCFtSmhpqZ1b2Cfti2DOY9lryayyD4y I 16-OJ . I 17-6-0 I Seal* > 1:33.4 3-11-0 3-11-0 -+- Plate Offsets (X.Y): [2:0-3-0.0-2-0). [8:Edoe.O-3-9) ILOADING (psf) 'TCLL 20.0 TCDL 18.0 BCLL 0.0 BCDL • 10.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Slress Incr YES Code IBC2009/TPI2007 CSI TC 0.83 BC 0.40 WB 0.45 (Matrix) DEFL in (loc) l/defl Ud Vert(LL) -0.07 9-10 >999 360 Vert(TL) -0.27 9-10 >762 240 Horz(TL) 0.04 8 n/a n/a PLATES GRIP MT20 220/195 Weight: 92 Ib FT = 20% LUMBER TOP CHORD 2 X 4 DF No.1 &Blr G *Excepl* 1-2: 2X6 DF No.2 G BOTCHORD 2X 4 DF No.l&BlrG WEBS 2 X 4 DF Slud G REACTIONS (Ib/size) 8=826/Mechanical, 1=826/0-3-8 (min. 0-1-8) MaxHoiz1=130(LC4) Max Uplift8-73(LC 3), 1=-49(LC 3) BRACING TOP CHORD BOT CHORD JOINTS Stmdural wood sheathing directly applied or 4-11 -13 oc puriins, excepi end verticals, and 2-0-0 oc puriins (10-0-0 max.): 3-6, 5-7. Rigid ceiling directly applied or 10-0-0 oc bracing. 1 Brace at Jl(s): 6, 7, 4 MiTek recommends lhal Slabilizers and required cross bracing be installed during tiuss erection, in accordance with Stabilizer Installation guide. FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-2288/147, 2-3=-1584/97, 6-8=-745/102, 3-4=-1544/171, 4-6=-1518/165 BOT CHORD 1-10=-195/2163, 9-10-189/2173 WEBS 2-9=-687/89, 6-9-140/1474, 4-5=-272/60 NOTES 1) Unbalanced roof live loads have been considered forthis design. ^2) Wind: ASCE 7-05; 95mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; endosed; MWFRS (low-rise); cantilever left and righl exposed ; end vertical left and right exposed; Lumber DOL= 1.00 plale grip DOL=1.00 3) Provide adequate drainage to prevent water ponding. 4) This tiuss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This Imss has been designed fora live load of 20.0psf on the bottom chord in all areas where a redangle 3-6-0 tall by 1-0-0 wide will flt between Ihe bottom chord and any olher members. 6) A plale rating redudion of 20% has been applied for the green lumber members. 7) Refer lo girder(s) for tmss to Imss connections. 8) This Iruss is designed in accordance with the 2009 Inlemafional Building Code section 2306.1 and referenced standard ANSI/TP11. 9) Design assumes 4x2 (flal orientation) puriins al oc spacing indicaled, fastened lo tmss TC wl 2-10d nails. LOADCASE(S) Standard July 14,2011 A WARNim Vergy design peirameters and READ mTES ON THIS AND INCLUDED MTBK RBERENCB PAOB M17473 rer. 10'OS BBFORE USB. Design valid tor use only with l^iTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is resixinsibility of building designer - not truss designer. Bracing shown is for lateral support of indivkiual web members onfy. Additional temporary bracing to insure stability during construction is the responslbitlity ot the erector. Additional permanent txocing of the overall structure is ttie responsibility of ttie building designer For general guidance regarding foiorication, quality controt storage, delivery, erection and txacing. consult ANSI/TPII Quality Criieria, DSB-89 and BCSI BuHding Component Solety inlormation available from Tnjss Plate Institute, 281 N. Lee Street Suite 312. Alexandria. VA 22314. MiTek' 7777 Greenback Lane, Suite 109 Crtrus Heights, CA, 95610 Job Tmss Tmss Type Qty Ply Hilton Carisbad R33366803 HILTON_CARLSBAD G01HG MONO HIP 1 2 Job Reference (ootionall SeledBuiid Disfribution, Indio, CA - 92203 7.250 s May 11 2011 MTTek Industiles, Inc. Thu Jul 14 05:48:59 2011 Page 1 ID:t2IODBRTySPeTJAolr1YqZzOnqQ-k3HkjWAW3jxmVdMe tp9uFfQkskn9v3h?TEy1TyyD4w __| ISiS I 18-5-0 I 21-2-0 I Scale'1:36.3 3.00 nr -I-3-11-0 Plate Offsets (X.Yl: 11:0-2-14.0-0-31.12:0-3-0.0-2-01.19:0-6-0.0-3-41 •LOADING (psf) 'TCLL 20.0 TCDL 18.0 BCLL 0.0 * BCDL 10.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Slress Incr NO Code IBC2009/TPI2007 DEFL in (loc) l/defl Ud Vert(LL) -0.13 11 >999 360 Vert(TL) -0.49 11-13 >512 240 HorzfTL) 0.07 8 n/a n/a PLATES GRIP MT20 220/195 Weight: 234 Ib FT = 20% LUMBER TOPCHORD 2X 4 DF No.l&BlrG-Except* 7-9,1-2: 2X 6 DF No.2 G BOTCHORD 2X6DFSSG WEBS 2 X 4 DF Slud G 'Except* 6-9; 2X4 DF No.l&BtrG BRACING TOP CHORD BOT CHORD JOINTS Stmdural wood shealhing directly applied or 5-5-6 oc puriins, excepi 2-0-0 oc puriins (5-6-4 max.); 3-6. Rigid celling directly applied or 10-0-0 oc bracing. 1 Brace al Jl(s): 6 REACTIONS (Ib/size) 1=2073/0-3-8 (min. 0-1-8), 8=2279/Mechanical MaxHorz1=77(LC5) Max Uplifti =-149(LC 3), 8=-153{LC 3) FORCES (lb) - Max, Comp./Max. Ten. - All forces 250 (Ib) or less excepi when shown. TOP CHORD 1-2=-6359/466, 2-3=-6653/500, 3-4=-6473/488, 4-5=-6467/487, 7-9=-35/368 BOT CHORD 1-14=-499/6074, 13-14=-491/6052, 12-13=-501/6367, 11-12-501/6367, 10-11=-414/5460, 10-15-414/5460, 9-15=-414/5460 WEBS 2-13-72/629, 3-13=-47/1075, 3-11=-34/264, 4-11—777/93, 5-11 =-95/1151, 5-10=-42/1249, 5-9-5970/437, 6-9=-304/38, 7-8-1002/73 NOTES ^1) 2-ply Imss lo be conneded logelher wilh 10d (0.131 "x3") nails as follows: Top chords connected as follows: 2X6-2 rows at 0-9-0 oc, 2 X 4 -1 raw at 0-9-0 oc. Bottom chonis conneded as follows: 2X6-2 rows at 0-9-0 oc. Webs connected as follows; 2X4-1 row al 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) seclion. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated, 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-05; 95mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cal. II; Exp C; endosed; MWFRS (low-rise); cantilever left and righl exposed ; end vertical left and righl exposed; Lumber D0L=1.00 plale grip D0L=1.00 5) Provide adequate drainage lo prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 lall by 1-0-0 wide will fll betiween Ihe bottom chord and any olher members. 8) A plale rating redudion of 20% has been applied for the green lumber members. 9) Refer to girder(s) tor Imss lo truss connections. 10) This Iruss is designed in accordance wilh the 2009 Inlemafional Building Code secfion 2306.1 and referenced standard ANSI/TP11. 11) Design assumes 4x2 (flat orientation) puriins al oc spacing indicated, fastened to tmss TC wl 2-10d nails. 12) Hanger(s) or olher connection device(s) shall be provided sufflcient lo support concentrated load(s) 832 Ib down and 62 Ib up al 8-0-0 on bottom chord. The design/seledion of such connection device(s) is the responsibilily of olhers. LOADCASE(S) Standanl Confinued on page 2 14,2011 A WARNim Verify design parameters and READ mTES ON THIS AND INCLtmBD MTBK RBBRBNCB PAGE M17473 rer. lOVSBBOREUSB. Design valid tor use only with IwliTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not fr^ss designer Bracing shown is for lateral support of individuai web memtjers only. Additionai temporary bracing to insure stability during construction is the responsibiHity of the erector. Additional permanent bracing of the overall structure is ttie responsibility of the building designer. For general guidance regarding fabrication, quqiity controt storage, delivery, erection and txacing, consult ANSl/TPll QuoiHy Criteria, DSB-89 and BCSi Buiiding Component Safety information available from Truss Plate Institute, 281 N. Lee Sfreet Suite 312. Atexandria, VA 22314. MITek' 7777 Greenback Lane, Suite 109 Crtrus Heights. CA, 95610 Job Tmss Tmss Type Qty Ply Hilton Carisbad R33366803 HILTON_CARLSBAD G01HG MONO HIP 1 2 Job Reference (optional) SeledBuiid Distiibution, Indio, CA - 92203 7,250 s May 11 2011 MfTek Industries, Inc. Thu Jul 14 0 546:59 2011 Page 2 ID:t2IODBRTySPeTJAolr1YqZzOnqQ-k3HkiWAW3jxmVdMe_tp9uFfQkskn9v3h?TEy1TyyD4w LOADCASE(S) Standard 1) Regular: Lumber lncrease=1.25, Plate lncrease=1.25 Unifomi Loads (plf) Vert: 1-3=-76,1-13=-20,13-15=-49(F=-28), 8-15=-20, 3-6=-185(F=-108), 7-9=-76 Concentrated Loads (Ib) Vert; 13=-832(F) A WARNim Verify design parameters and READ NOTES ON THIS AND INCLtmBD MTEKRB'ERBNCE PAGE Ml 7473 rer. lO VSBBOREtmB. Design valid for use only with MiTek connectors. Thts design is based only upon parameters shown, and is tor an individual building component. Applicability of design paromenteis and proper incorporation of component is responslljllity of building designer - not truss designer Bracing shown is for lateral support of individual web memtiers on^. Additional temporary bracing to insure stability during construction is the responsibillity of the erector Addltkanal permanent bracing of the overall structure is the responsibility ot the building designer For general guidance regarding fabrication, quality controL storage, delivery, erection and bracing, consult ANSi/TPil QuoHiy Criieria, DSB-89 and BCSI BuHding Componeni Safety information available from Truss Plote Institute, 281 N. Lee Sfreet Suite 312, Atexondrio, VA 22314. MiTek' 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95610 Job Tmss Tmss Type Qty Ply Hilton Carisbad R33366804 HILTON_CARLSBAD G02H1 MONO HIP 1 1 Job Reference (ootionall SeledBuiid Disti-ibution, Indio, CA - 92203 3-11-0 I--+- 7.250 s May 11 2011 MiTek Industries, Inc. Thu Jul 14 05:47:00 2011 Page 1 ID:t2IODBRTySPeTJAolr1YqZzOnqQ-CFl6wsB8q04d7nxqYaKOQSBboFDouPGqE7_WZvyyD4v 1?-M I . 21-2-0 I 3-11-0 5-6-12 Scale-1:36.2 3-11-0 3-11-0 Plate Offsets (X.Yl: 12:0-3-0.0-2-01. l5:Edae.0-3-91 ILOADING (psf) 'TCLL 20.0 TCDL 18.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Slress Incr YES Code IBC2009/TPI2007 CSI TC 0.57 BC 0.44 WB 0.43 (Matrix) DEFL Vert(LL) VertfTL) HorzfTL) in (loc) l/defi Ud PLATES GRIP 0.09 9-10 >999 360 MT20 220/195 0.36 9-10 >696 240 0.09 6 n/a n/a Weight: 97 Ib FT = 20% LUMBER TOP CHORD BOT CHORD WEBS 2 X 4 DF No.l&Btr G *Excepl* 1-2:2X6DF No.2 G 2X4 DF No.l&BlrG 2 X 4 DF Slud G BRACING TOP CHORD BOT CHORD WEBS JOINTS REACTIONS (Ib/size) 6=1002/Mechanical, 1=1002/0-3-8 (min. 0-1-8) Max Horz 1=96(LC 4) Max Uplift6=-76(LC 3), 1=-72(LC 3) Stiudural wood shealhing directly applied or 4-1-13 oc puriins, excepi end verticals, and 2-0-0 oc puriins (5-0-2 max,); 3-5, Rigid ceiling directly applied or 10-0-0 oc bracing. 1 Row al midpl 4-6 1 Brace al Jl(s): 5 MiTek recommends lhal Slabilizers and required cross bracing be Inslailed during tiuss ereclion, in accordance wilh Stabilizer Installation quide. FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less excepi when shown. TOP CHORD 1-2=-2869/224, 2-3-2189/182, 3-4=-1640/153 BOT CHORD 1-10=-221/2719, 9-10=-215/2727, 8-9-136/2059, 7-8-136/2059, 6-7=-107/1638 WEBS 2-9=-665/114, 3-9=0/350, 3-7=-469/58, 4-6=-1703/129, 4-7=0/374 NOTES , 1) Unbalanced roof live loads have been considered for Ihis design, 12) Wind: ASCE 7-05; 95mph; TCDL=8,4psf; BCDL=4,2psf; h=25ft; Cal. II; Exp C; endosed; MWFRS (low-rise); canfilever left and right exposed ; end vertical left and righl exposed; Lumber D0L=1.00 plate grip D0L=1.00 3) Pravide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This Imss has been designed for a live load of 20.0psf on Ihe bottom chord in all areas where a rectangle 3-6-0 tall by 1 -0-0 wide will fit between the bottom chord and any olher members. 6) A plale rating redudion of 20% has been applied for the green lumber members. 7) Refer lo girder(s) for tmss lo tmss connedions. 8) This tiuss is designed in acconjance wilh the 2009 Internafional Building Code section 2306.1 and referenced standard ANSI/TP11. 9) Design assumes 4x2 (flat orientation) puriins at oc spacing indicated, fastened lo tmss TC wl 2-1 Od nails. LOADCASE(S) Standanl July 14,2011 A WARNim Verify design parameters and READ mTBS ON THIS AND INCLtmBD MTEK RBFERBNCB PAGE MI7473 rer. lOVSBBOREUSB. Design valid for use only with MiTek connectors. This design is based onty upon parameters shown, and is for on individual buiiding component. Applicability of design paramenters and proper incorporation of component is responsibility of buiiding designer - not truss designer Bracing shown is for lateral support of individual web members on^. Additional temporary bracing to insure statxiity during construction is the responsitx'llity of the ereclor Additional permanent bracing of the overall sfructure is the responsibility of the building designer. For general guidance regarding fatxication. quality control, storage, delivery, erection and txacing, consult ANSi/TPii Quality Cttteria, DSB-89 and BCSi Building Componenf Safety informafion available from Truss Plate Institute, 281 N. Lee Sfreet Suite 312. Alexandria. VA 22314. MITek' POfH/tCn TO frKHFZiniA.- 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95610 Job Tmss Tmss Type Qty Ply Hilton Carisbad R33366805 HILTON_CARLSBAD G02H2 MONO HIP 1 1 Job Reference (ootionall SeledBuiid Disti-ibution, Indio, CA - 92203 7.250 s May 11 2011 MiTek Industries, Inc. Thu Jul 14 05:47:01 2011 Page 1 ID:t2IODBRTySPeTJAolr1Yq2zOnqQ-gRPU8CCmbKCUkxW16lrclzgkiEfZ1dsS_Snj35MyyD4u 12-0-0 I I 16-5-4 I 21-2-0 Scate = 1:36-0 1-0-0 4-8-12 3-11-0 Plate Offsets (X Yl: 12:0-3-0.0-2-01.13:0-3-15.0-2-111 ILOADING (psf) "TCLL 20.0 TCDL 18.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr YES Code IBC2009/TPI2007 CSI TC 0.72 BC 0.44 WB 0.44 (Matrix) DEFL in (loc) l/defl Ud Vert(LL) -0.09 14-15 >999 360 Vert(TL) -0.36 14-15 >688 240 HorzfTL) 0.10 11 n/a n/a PLATES GRIP MT20 220/195 Weighl: 1141b FT = 20% LUMBER TOPCHORD 2X4DFNo.1&BlrG*Excepl* 1-2: 2X6 DF No.2 G BOTCHORD 2X4DF No.l&BtrG WEBS 2 X 4 DF Slud G BRACING TOP CHORD BOT CHORD WEBS JOINTS Strudural wood shealhing directly applied or 4-1-5 oc purtins, excepi end verticals, and 2-0-0 oc puriins (6-0-0 max.): 3-9, 5-10. Rigid ceiling directly applied or 10-0-0 oc bracing. 1 Row al midpl 6-11 1 Brace at Jl(s): 9, 6, 10 REACTIONS (IWsize) 11=1002/Mechanlcal, 1=1002/0-3-8 (min. 0-1-8) MaxHorz1=108(LC4) Max Uplifti 1=-78(LC 3), 1=-70(LC 3) FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2-2872/216, 2-3=-2250/178, 3-4=-1685/167, 4-6=-1627/155 BOT CHORD 1-15-229/2721,14-15-223/2730,13-14-152/2118,12-13=-152/2118, 11-12=-101/1627 WEBS 2-14=-672/98, 3-14=0/340, 3-12-650/86, 6-11 =-1723/140, 6-12=0/399, 7-8=-394/80 kNOTES ^1) Unbalanced roof live loads have been considered forthis design. 2) Wind: ASCE 7-05; 95mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cal. II; Exp C; endosed; MWFRS (low-rise); cantilever left and righl exposed ; end vertical left and right exposed; Lumber D0L=1.00 plate grip D0L=1.00 3) Provide adequate drainage to prevent water ponding. 4) This tmss has been designed for a 10.0 psf bottom chord live load nonconcurreni wilh any other live loads. 5) * This ti-uss has been designed for a live load of 20.0psf on the bottom chord in all areas wrhere a rectangle 3-6-0 lall by 1-0-0 wide will fll behveen Ihe bottom chord and any olher members. 6) A plale rafing redudion of 20% has been applied for Ihe green lumber members. 7) Refer to girder(s) for tmss lo tmss connections. 8) This tmss is designed in accordance wilh the 2009 Inlernalional Building Code secfion 2306.1 and referenced standard ANSI/TP11. 9) Design assumes 4x2 (flal orientation) puriins at oc spadng indicaled, fastened lo tmss TC w/ 2-10d nails. LOADCASE(S) Standanl MiTek recommends that Stabilizers and required crass bracing be inslailed during ti-uss ereclion, in accordance wilh Stabilizer Installation ouide. July 14,2011 A W^tiemVerffy design petrcaneters and READ mTES ON THIS AND INCLtmBD MTEK RBBRBNCB PAGE M17473 ret. lOVSBBOREtJSE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an indivkiual building component. Applicability of design paramentets and proper incorporation of component is responsibility of building designer - not fruss designer. Bracing shown is for lateral supporl of individual web memtiers only. Additional temporary bracing to insure stability during construction is the responsiiDillity of the ereclor Additionai perrrtanenl bracing of fhe overall structure is the responsibility of the building designer For general guidance regarding fabrication, quality controL storage, delivery, erection and bracing, consult ANSI/TPII Qualily Cttteria, DSB-89 and BCSI BuHdlng Componeni Safely Information available from Truss Plate Institute, 281 N. LeeSTreet Suite 312. Alexandria, VA 22314. MITek' 7777 Greenback Lane, Suite 109 Crtrus Heights, CA, 95610 Job Tmss Tmss Type Qty Ply Hillon Carisbad R33366806 HILTON_CARLSBAD G02H3P MONO HIP 1 1 Job Reference (optionall SeledBuiid Distiibution, Indio, CA - 92203 7.250 s May 11 2011 MTTek Industries, Inc. "Thu Jul 14 05:47:03 2011 Page 1 ID:t2IODBRTySPeTJAolr1YqZzOnqQ-cqXFZuE17xSC_EfPDjt525p1bT885j_Gw4C/SiAEyyD4s 6-1-0 QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEWTHE INPUT LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. Scale = 1:37.6 3-11-0 Plate Offsets (X.Yl: 18:0-5-0.0-2-121.110:0-1-12.0-4-0) |L0ADING (psf) SPACING 2-0-0 CSI DEFL in (loc) l/defi Ud PLATES GRIP 'TCLL 20.0 Plates Increase 1.25 TC 0.86 Vert(LL) -0.12 15-16 >999 360 MT20 220/195 TCDL 18.0 Lumber Increase 1.25 BC 0.84 Vert(TL) -0.31 15-16 >673 240 BCLL 0.0 * Rep Slress Incr NO WB 0.63 HorzfTL) 0.07 17 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix) Weighl: 122 Ib FT = 20% LUMBER BRACING TOPCHORD 2X 4 DF No.l&BtrG TOPCHORD BOTCHORD 2X4 DF No.l&BlrG WEBS 2 X 4 DF Stud G *Excepl* BOT CHORD 8-17: 2 X 6 DF No.2 G JOINTS Siructural wood shealhing directly applied or 3-4-6 oc puriins, except 2-0-0 oc puriins (6-0-0 max.): 3-10, 5-9. Rigid ceiling direcfiy applied or 5-0-11 oc bracing. 1 Brace al Jl(s): 6,10, 9,8 REACTIONS (Ib/size) 1=814/0-3-8 (min. 0-1-8). 17=1175/0-5-4 (min. 0-1-8) MaxHorz1=126(LC13) Max Uplifti =-553(LC 9), 17=-277(LC 12) Max Grav1=1319(LC 8), 17=1318(LC 7) FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-3759/1719, 2-3=-2987/1556, 3-5=-1098/1060, 3-4=-897/310, 4-6=-873/301, 6-20-324/271, 8-20—236/264, 8-21-236/264, 5-7=-638/606, 7-22=-274/273 BOT CHORD 1-16-1751/3560, 15-16-1374/3161, 14-15-1009/2263, 13-14=-369/939 WEBS 2-15—967/389, 3-15=-28/350, 3-14=-928/149, 6-14-39/520, 11-21-275/298, 6-13-872/96, 7-8=-845/463, 8-17-776/261, 13-18-65/656, 18-20—65/656 ^NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 95mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cal. II; Exp C; endosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 piate grip DOL=1.00 3) Provide adequate drainage lo prevent waler ponding. 4) This tmss has been designed for a 10.0 psf bottom chord live load nonconcurrent wilh any olher live loads. 5) * This Imss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit betiween the bottom chord and any other members. 6) A plate rafing redudion of 20% has been applied for the green lumber members. 7) Bearing at joinl(s) 17 considers parallel lo grain value using ANSI/TP11 angle lo grain fomnula. Building designer should verify capadty of bearing surface. 8) This tiuss is designed In accordance with Ihe 2009 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 9) This tiuss has been designed for a lolal drag load of 100 plf. Lumber D0L=(1.33) Plale grip D0L=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 20-2-0 for 100.0 plf. 10) Design assumes 4x2 (flat orientation) puriins at oc spacing Indicaled, fastened lo Imss TC w/2-10d nails. LOADCASE(S) Slandani MiTek recommends lhal Slabilizers and required cross bracing be Installed during tmss erecllon, in accordance wilh Stabilizer Installafion guide. uly 14,2011 A WARmtti VerifydesignparametersandRBADmTESONTHlSANDtNCLtmBDMTEKRBERBNCBPAOEMl7473ret. lO VSBBOREtmE. Design valid for use only with MiTek connectors. This design Is based only u|3on parameters shown, and is for an individual building component. Appiicability of design paramenters and proper incorporation of component is responsitxlity of building designer - not truss designer Bracing shown is for lateral support of individual web memtiers onty. Additional temporary bracing to insure stability during construction is the responsibillity of the erector Additkinal penmanent bracing of the overall sfructure is the responsibility of the building designer For general guidance regarding fabrication, quqiity confroL storage, delivery, erection and bracing, consult ANSI/TPII Quality Crfieria, DSB-89 and BCSI BuHding Componeni Safety Information avaiiabte from Truss Plate Institute, 281 N. Lee Street, Suite 312, Alexandria, VA 22314. MITek" 7777 Greenback Lane, Surte 109 Citrus Heights, CA. 95610 Job Truss Truss Type Qty Ply Hilton Caristiad R33366807 HILTON_CARLSB/VD G02H4P n^ONO HIP 1 1 Job Reference (ootionall SelectBuild Distribution, Indio, CA - 92203 3-11-0 7.250 5 Jan 28 2011 MiTek Industries, Inc. Thu Jul 14 08:48:31 2011 Page 1 ID:t2IODBRTySPeTJAolr1Yq2iOnqQ-nvOORdOT_wDSdM0sy54J8emouUFyA_vuc2hKK9yyAQk 14-11-4 4-11-4 I 16-0-0 I I i n HO I 17-8-10 20-2-0 1-0-12^ 1-8-10 2-5-6 ,21-2-0 I QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEWTHE INPUT LENGTH AND PLACEMENT OF CONNECTION TO TFtANSFER LATERAL FORCES TO THE SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. Scale = 1:38.0 3-11-0 10-0-0 6-1-0 14-11-4 Plate Offsets (X.Y): [1:0-2-10.0-10-41. [1:0-0-0.0-2-31. [7:0-5-0.0-3-01. [10:0-1-12.0-4-0) 4-11-4 17-6-0 17^i|1P 20-2-0 2-6-12 2-5-6 1-0-0 LOADING (psO TCLL 20.0 TCDL 18.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr NO Code IBC2009(TPI2007 DEFL in (loc) l/defl Ud Vert(LL) -0.13 15-16 >999 360 Vert(TL) -0.32 15-16 >662 240 HorzfTL) 0.08 17 n/a n/a PLATES GRIP MT20 220/195 Weight: 1241b FT = 20% LUMBER TOP CHORD BOT CHORD WEBS 2X4DF No.l&BlrG 2X4DF No.l&BtrG 2 X 4 DF Slud G 'Except* 7-17: 2X6 DF No.2 G WEDGE Left: 2 X 4 DF Slud BRACING TOP CHORD BOT CHORD JOINTS Structural wood shealhing directiy applied or 3-3-15 oc puriins, excepi 2-0-0 oc puriins (6-0-0 max.): 3-10, 5-9. Rigid ceiling directly applied or 4-11 -7 oc bracing. 1 Brace al Jl(s): 4,10, 9,7 REACTIONS (Ib/size) 1=814/0-3-8 (min. 0-1-8), 17=1175/0-5-4 (min. 0-1-8) Max Hoiz 1=143(LC 13) Max Uplift 1=-576(LC 13), 17=-236(LC 12) Max Grav 1=1351(LC 21), 17=1292(LC 7) ORCES (Ib) - Maximum Compression/Maximum Tension |P CHORD 1 -2=-3843/1780, 2-3-3108/1639, 3-5-1089/1014, 3-4-757/160, 4-6-326/227, 6-20=-327/238, 7-20-217/242, 7-21-217/242, 10-21 =-32/29, 5-8=-426/408, 8-22=-263/265, 9-22-19/20 T CHORD 1-16-1826(3639,15-16-1449/3240,14-15-1107(2384, 13-14-530(1115, 11-12-200/184 WEBS 2-16=0/195, 2-15=-976/412, 3-15-32/349, 3-14=-904/101, 4-14=-13/507, 5-6—360/261, 11-21-275/295, 4-13=-983/245, 10-11 =-192/209, 9-10—193/210, 7-8=-997/623, 7-17=-823/397. 13-18=-176/740, 12-19=-25/58, 18-20=-176/740, 19-21-25/58 MiTek recommends lhal Stabilizers and required cross bracing be installed during tiuss erecfion, in accordance wilh Stabilizer Installation guide. JOINT STRESS INDEX 1 = 0.95, 1 = 0,44. 2 = 0.52, 3 = 0.45, 4 = 0.47, 5 = , 17 = 0.14, 17 = 0.22 and 17 = 0.22 0.76, 6 = 0.33, 7 = 0.42, 8 = 0.42, 9 = 0.33, 10 = 0.17, 11 =0.47, 12 = 0.33, 13 = 0,45, 14 = 0.47, 15 = 0.34, 16 = 0.33 NOTES 1) Unbalanced raof live loads have been considered for this design. 2) Wind: ASCE 7-05; 95mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cal. II; Exp C; endosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber D0L=1.00 plate grip D0L=1.00 3) Provide adequate drainage lo prevent waler ponding. 4) This tmss has been designed for a 10.0 psf bottom chord live load nonconcurrent wilh any other live loads. 5) * This tmss has been designed for a live load of 20.0psf on the bottom ctiord in all areas where a redangle 3-6-0 lall by 1-0-0 wide will fil behveen Ihe bottom chord and any olher members. 6) A plale rafing redudion of 20% has been applied for Ihe green lumber members. 7) Bearing aljoinl(s) 17 considers parallel lo grain value using ANSI/TP11 angle to grain formula. Building designer should verify capadty of bearing surtace. 8) Provide mechanical connecfion (by others) of truss to bearing plale capable of withstanding 576 Ib uplift at joint 1 and 236 Ib uplift al joinl 17. 9) This tiuss is designed in acconjance wilh the 2009 Inlemafional Building Code secfion 2306.1 and referenced standard ANSI/TP11. 10) This truss has been designed for a lolal drag load of 100 plf. Lumber D0L=(1.33) Plate grip D0L=(1.33) Conned tmss lo resist drag loads along bottom chord from 0-0-0 lo 20-2-0 for 100.0 plf. uly 14,2011 A WARNim Ver^ design parameters and READ NOTES ON THIS AND INCLtmBD MTTEK RBERENCB PAGE Ml 7473 rer. 10 VS BEFORE USB. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. ApplicolDility of design poromenlers and proper incorporation of component Is responsibility of building designer - not truss designer Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector Additional permanent bracing of the overall structure is the responsibility of the building designer For general guidance regarding fabrication, quality controL storage, delivery, erection and bracing, consult ANSI/TPII QuaHty Criieria. DSB-89 and BCSI BuHdlng Component Safety Informalion ovailabte from Truss Plate Institute, 281 N. Lee Street Suite 312. Atexandria. VA 22314. MITek' 7777 Greenback Lane, Surte 109 Citrus Heigtits. CA, 95610 Job Tmss Tmss Type Qty Ply Hilton Carisbad R33366807 HILTON_CARLSBAD G02H4P MONO HIP 1 1 Job Reference (ootionall SelectBuild Distribution, Indio, CA - 92203 7.250 s Jan 28 20i1 MiTek Industries, Inc. Thu Jul 14 08:48:31 2011 Page 2 ID:t2IODBRTySPeTJAolr1YqZzOnqQ-rwOORdOT_wDSdM0sy54J8emouUFyA_vuc2hKK9yyAQk NOTES 11) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to tmss TC w/ 2-10d nails. LOADCASE(S) Standartl Jj^ WARNING Verify design parametera andREADNOTES ON THIS AND INCLUDBD mTEK REFERENCB PAGB mi 7473 rev. lO'OSBEFORE USB. Design valid for use only with MiTek connectors. Ttiis design is based only upon parameters stiown, and s for on individual building component. Applicability of design paromentere and proper incorporation of component is responsibility of building designer - not truss designer. Bracing stiown is for toterol support of individual web members ority. Additiona! femporary bracing to insure stability during conslruction is ttie responsibillify of fhe erector. Additional permanent bracing of ttie overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII QualHy Criteria, DSB-89 and BCSI Bulldfng Component Safety Information available from Truss Plate Institute, 281 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek' 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95610 Job Tmss Tmss Type Qly Ply Hillon Carlsbad R33366808 HILTON_CARLSBAD G02HG MONO HIP 1 1 Job Reference (ootionall SelectBuild Distribution, Indio, CA - 92203 7.250 s May 11 2011 MiTek Industries, Inc. Thu Jul 14 05:47:06 2011 Page 1 ID:t2IODBRTySPeTJAolr1YqZzOnqQ-1PCNBvGvQsqmriO_vrRoajRWyg9dl?5jc2RqnZyyD4p I ISzZiS I 21-2-0 I Scale-1:37.1 3.00 F7 I--+-4-1-1) Plate Offsets iX.Yl: 11:0-3-6.0-0-31.12:0-3-0.0-2-01. l6:0-3-9.Edael. 111:0-3-0.0-4-41 ILOADING (psf) 'TCLL 20.0 TCDL 18.0 BCLL 0.0 * BCDL 10.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr NO Code IBC20O9/TPI2007 CSI TC 0.98 BC 0.86 WB 0.92 (Matrix) DEFL in (loc) l/defl L/d Ven(LL) -0.21 10-11 >999 360 Ven(TL) -0.79 10-11 >317 240 Horz(TL) 0.15 7 n/a n/a PLATES GRIP MT20 220/195 MT20H 165/146 Weight: 113 1b FT = 20% LUMBER TOP CHORD 2 X 4 DF No.1 &Blr G 'Except* 1-2:2X6DF No.2 G BOTCHORD 2X 6 DF No.l&BlrG "Except* 7-9: 2 X 6 DF No.2 G WEBS 2 X 4 DF Slud G REACTIONS (Ib/size) 7=2538/Mechanical, 1=2086/0-3-8 (min. 0-2-4) Max Horz 1=72(LC 4) Max Uplin7=-225(LC 3), 1=-184(LC 3) BRACING TOP CHORD BOT CHORD WEBS JOINTS Stmctural wood shealhing direcfiy applied or 2-2-5 oc purlins, except end verticals, and 2-0-0 oc puriins (2-0-9 max.): 3-6. Rigid ceiling directly applied or 10-0-0 oc bracing. 1 Row at midpl 5-7 1 Brace al Jl(s): 6 MiTek recommends lhal Slabilizers and required cross bracing be inslailed during tmss ereclion, in accordance wilh Stabilizer Installafion guide. FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less excepi when shown. TOP CHORD 1-2=-6395/581, 2-3=-6706/632, 6-7=-408/85. 3-4=-6548/614, 4-5=-6542/610, 5-6=-250/49 BOT CHORD 1-12=-555/6107, 11-12-548/6087, 10-11 =-576/6426, 9-10=-387/4457, 8-9=-387/4457, 7-8-387/4457 WEBS 2-11-92/655, 3-11-41/1016, 3-10-24/286, 4-10-885/186, 5-10-211/2300, 5-8=0/286, 5-7=-4638/408 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 95mph: TCDL=8.4psf; BCDL=4.2psf: h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and righl exposed; Lumber D0L=1.00 plale grip D0L=1.00 3) Provide adequate drainage lo prevent waler ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This huss has been designed for a 10.0 psf boltom chord live load nonconcurreni wilh any olher live loads. 6) * This Imss has been designed for a live load of 20.Opsf on Ihe bottom chord in all areas where a rectangle 3-6-0 tall by 1 -0-0 wide will fit between the bottom chord and any other members. 7) A plale rafing reduction of 20% has been applied for the green lumber members. 8) Refer to girder(s) for tmss lo Imss connections. 9) Provide melal plate or equivalent at bearing(s) 6 lo support reaction shown. 10) This Imss is designed in acconlance wilh the 2009 Intemational Building Code secfion 2306.1 and referenced standard ANSI/TPI 1. 11) Girder carries hip end with 0-0-0 righl side setback, 8-0-0 left side setback, and 8-0-0 end setback. 12) Design assumes 4x2 (flal orientation) puriins aloe spacing indicaled, fastened lo Imss TC w/2-10d nails. 13) Hanger(s) or olher connecfion device(s) shall be provided sufficient to supporl concentrated load(s) 832 Ib down and 94 Ib up at 8-0-0 on boltom chord. The design/selecfion of such connection device(s) is the responsibilily of olhers. 14) In the LOAD CASE(S) secfion, loads applied to the face of the tmss are noted as front (F) or back (B). LOADCASE(S) Standard Continued on page 2 4,2011 WARNim Verify design parameters and READ mTES ON THISAND INCLtmBD MTBK RBBRBNCB PAGE Ml 7473 rer. lOVSBBOREUSB. Design valid tor use only wltti MiTek connectors. Ttiis design is based only upon parameters shov/n. and is for an individual building component. Applicability of design poramentere and proper incorporation of component is responsibility of building designer - not tnjss designer Bracing shown 'IS for lateral support of individual web memtiers only. Additional femporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structLjre is ttie responsibility of the building designer. For general guidance regarding fotxication, quality controt storoge, delivery, erection and txacing, consult ANSI/TPII QualHy Cttteria, DSB-89 and BCSI BuBdlng Componeni Solety Information available from Truss Plate Institute, 281 N. Lee Street Suite 312. Alexandria. VA 22314. MiTek' 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95610 Job Tmss Tmss Type Qty Ply Hilton Carisbad R33366808 HILTON_CARLSBAD G02HG MONO HIP 1 1 Job Reference (optionall SelectBuild Distribution, Indio, CA - 92203 LOADCASE(S) Standard 1) Regular: Lumber lncrease=1.25, Plale lncrease=1.25 Uniform Loads (plf) Vert: 1-3=-76,1-11=-20, 7-11=-49(F=-29), 3-6=-184(F=-108) Concentrated Loads (Ib) Verl: 11=-832(F) 7.250 s May 11 2011 MiTek Industries, Inc. Thu Jul 14 05:47:06 2011 Page 2 ID:t2IODBRTySPeTJAolr1YqZzOnqQ-1PCNBvGvQsqmriO_vrRogjRWyg9dl?5jc2RqnZyyD4p ^ WARNim Verify design parameters and READ mTES ON THIS AND INCLtmBD MTBK RBBRBNCB PAGB M17473 rer. 10 VS BEFORB USB. Design valid for use only with Milek connectors. This design is based only upon parameters shown, and 'is for on individual building component. Applcabillty of design poromenters and proper incorporation of component is responsitDility of building designer - not truss designer. Bracing shown k for katerol support ot individual web memt>ers only. Additional temporary taracing to insure statiility during constiuction is the responsibillity of the erector. Additkjnal permanent txacing ot the overall structure is the responsibility of ttie building designer. For general guidance regarding fobricotican. quality controt storage, delivery, erection and bracing, consult ANSI/TPII QuaHty CrHeria. DSB-89 and BCSI Building Component Safety Infornialion ovaikable from Tnjss Plate Institute. 281 N. Lee Street Suite 312. Alexandria. VA 22314, MiTek' powKM TO pcvraaM." 7777 Greenback Lane, Suite 109 Citrus Heights. CA. 95610 Job Tmss Tmss Type Qly Ply Hilton Carisbad R33366809 HILTON_CARLSB/i£l GG01 MONO TRUSS 4 1 Job Reference (optionall SelectBuild Distribution, Indio, CA - 92203 7.250 s May 11 2011 MiTeklndustries, Inc. Thu Jul 14 05:47:07 2011 Paget ID:t2IODBRTySPeTJAolr1YqZzOnqQ-VbmlOFHXBAydSszBSZy1Cx_mX4cM1T0sriANJ?yyD4o «*« i 14-7-4 I 0.50 Il7 4-11-15 4-11-15 Plate Offsets (X.Yl: l4:Edae.0-6-91. [7:0-3-9.0-1-81 ILOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) l/defl L/d PLATES GRIP "TCLL 20.0 Plates Increase 1.25 TC 0.67 Ven(LL) -0.11 6-7 >999 360 MT20 220/195 TCDL 18.0 Lumber Increase 1.25 BC 0.44 Verl(TL) -0.43 6-7 >402 240 BCLL 0.0 * Rep Slress Incr YES WB 0.88 Horz(TL) -0.05 8 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix) Weighl: 63 Ib FT = 20% LUMBER TOPCHORD 2X 4 DF No.l&BlrG BOTCHORD 2X 4 DF No.l&BlrG WEBS 2 X 4 DF Stud G REACTIONS (Ib/size) 8=687/0-3-8 (min. 0-1-8), 5=687/0-3-8 (min. 0-1-8) Max Horz5=-44(LC 3) Max Uplift8=-51(LC 6), 5=-51(LC 4) BRACING TOP CHORD BOT CHORD Structural wood shealhing directly applied or 4-0-10 oc puriins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends lhal Stabilizers and required cross bracing be inslailed during Imss erecfion. in accordance wilh Stabilizer Installation guide. FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-2158/170, 3-4=-2480/191, 4-5=-592/66 BOT CHORD 7-8=-148/2150, 6-7-176/2469, 5-6=-40/570 WEBS 2-8—1978/151, 3-7-324/28, 4-6-142/1917 NOTES 1) Wind; ASCE 7-05; 95mph; TCDL=8,4psf; BCDL=4.2psf; h=25n; Cal. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and righl exposed ; end vertical left and righl exposed; Lumber D0L=1.00 plate grip D0L=1.00 i2) This Imss has been designed for a 10.0 psf boftom chord live load nonconcurreni wilh any olher live loads. ^3) * This truss has been designed for a live load of 20.0psf on the boftom chord in all areas where a rectangle 3-6-0 lall by 1-0-0 wide will fil between the bottom chord and any olher members. 4) A plate rafing reduction of 20% has been applied for the green lumber members. 5) This fiuss is designed in accordance wilh Ihe 2009 International Building Code secfion 2306.1 and referenced standard ANSI/TPI 1. LOADCASE(S) Standard ^,2011 A WARNim Verify design parameters and READ NOTES ON THIS AND INCLtmBD MTEK RBERENCB PAGB Ml 7473 rer. 10 VS BEFORB USB. Design valid for use only with tvliTek connectore. This design b based only upon parametere shown, and is for an individual building component, Applicabirity of design paromentere and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web memt>ere oniy. Additional temporary taracing to insure stability during construction is the responsltaillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer For general guidance regarding fatxication. quality controL storage, delivery, erection and bracing, consult ANSI/TPII QualHy CrHeria, DSB-89 and BCSI BuHdlng Component Safely Inionnaflon available from Truss Plate Institute. 281 N. Lee Street Suite 312. Alexandria. VA 22314. MiTek' 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95610 Job Tmss Tmss Type Qty Ply Hilton Carisbad R33366810 HILTON_CARLSBAD GG02 MONO TRUSS 4 1 Job Reference (optionall SelectBuild Distribution, Indio, CA - 92203 7.250 s May 11 2011 MiTek Industries, Inc. Thu Jul 14 05:47:07 2011 Page 1 ID:l2IODBRTySPeTJAolr1Yq2iOnqQ-VbmlOFHXBAydSszBSZy1Cx_m?4c01YbsriANJ?yy[>4o 1 1 0.50 3-8-15 3-8-15 Plate Offsets (X.Yl: l4:Edae.0-6-91.17:0-3-9.0-1-81 |LOADINC (psf) SPACING 2-0-0 CSI DEFL In (loc) l/defi L/d PLATES GRIP "TCLL 20.0 Plates Increase 1.25 TC 0.70 Vert(LL) -0.08 6-7 >999 360 MT20 220/195 TCDL 18.0 Lumber Increase 1.25 BC 0.44 VertfTL) -0.32 6-7 >484 240 BCLL 0.0 * Rep Slress Incr NO WB 0.52 Horz(TL) -0.04 8 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix) Weighl; 57 Ib FT = 20% LUMBER TOPCHORD 2X4DF No.l&BlrG BOTCHORD 2X4 DF No.l&BtrG WEBS 2 X 4 DF Stud G REACTIONS (Ib/size) 8=799/0-3-8 (min. 0-1-8), 5=640/0-3-8 (min. 0-1-8) Max Horz5=-42(LC 3) Max Uplift8-59(LC 6), 5=-47(LC 4) BRACING TOPCHORD BOT CHORD SImctural wood shealhing directly applied or 4-3-8 oc puriins, excepi end verticals. Rigid ceiling directiy applied or 10-0-0 oc bracing. MiTek recommends that Slabilizers and required cross bracing be installed during tmss erection, in accordance wilh Stabilizer Installation guide. FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less excepi when shown. TOP CHORD 1-8=-276/35, 2-3-1772/141, 3-4=-2236/173, 4-5=-548/63 BOT CHORD 7-8=-119/1763, 6-7-157/2224, 5-6=-37/541 WEBS 2-8—1651/125, 3-7=-469/39, 4-6-126/1701 NOTES 1) Wind: ASCE 7-05; 95mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cal. II; Exp C; enclosed; MWFRS (low-rise); canfilever left and righl exposed ; end vertical left and right exposed; Lumber DOL=1.00 plale grip DOL=1.00 >2) This imss has been designed fbr a 10.0 psf bottom chord live load nonconcurreni wilh any olher live loads. 3) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 lall by 1 -0-0 wide will fil between the bottom chord and any olher members. 4) A plale raling reduction of 20% has been applied for the green lumber members. 5) This tmss is designed In accordance wilh the 2009 Internafional Building Code section 2306.1 and referenced standard ANSI/TPI 1. 6) In Ihe LOAD CASE(S) section, loads applied lo the face of the tmss are noted as front (F) or back (B), LOADCASE(S) Standard 1) Regular: Lumber lncrease=1,25. Plate lncrease=1,25 Unifonn Loads (plf) Vert: 1-9=-176{F=-100), 4-9=-76, 5-8=-20 4,2011 A WARNim Verify design parameters and READ mTES ON THIS AND INCLUDED MOTEK RBERENCB PAOB M17473 rer. 10 V8 BEFORE USE. Design volki for use only with MiTek connectore. This design is based only upon parametere shown, and is for an individual building component. Applicability of design paromentere and proper incorporation of component is responsibility of building designer - not truss designer Bracing shown is for lateral support of individual web memtaere only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Addltkanal permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fatxicalican, quality control storage, delivery, erection and bracing, consult ANSl/TPll QuaHty Cttteria, DSB-89 and BCSI BuHdlng Component Safely Inionnaflon available from Tnjss Plate Institute, 281 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek' 7777 Greenback Lane, Suite 109 Citms Heights, CA, 95610 Job Tmss Tmss Type Qty Ply Hilton Carisbad R33366811 HILTON^CARLSBAD HOI HI MONO HIP 1 1 Job Reference (ootionall SelectBuild Distribution, Indio, CA - 92203 7.250 s May 11 2011 MiTek Industries, Inc. Thu Jul 14 05:47:08 2011 Page 1 ID:t2IODBRTySPeTJAolr1YqZzOnqQ-znK8cbH9yU4U4?YN0GTGI8X_2Ux9mu?03MwxrSyyD4n 19-1-13 I 23-11-0 -I- Scale = 1:41.0 3,00 fir 3-11-0 -I- Plate Offsets (X.Yl: [2:0-3-0.0-2-01. l6:Edge.0-3-91 OADING (psf) TCLL 20.0 TCDL 18.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Slress Incr YES Code IBC2009/TPI2007 CSI TC 0.49 BC 0.47 WB 0.96 (Matrix) DEFL in (loc) l/defl L/d Vert(LL) -0.11 10-11 >999 360 VertfTL) -0.46 8-10 >619 240 Horz(TL) 0.12 7 n/a n/a PLATES GRIP MT20 220/195 Weighl: 1071b FT = 20% LUMBER TOP CHORD BOT CHORD WEBS REACTIONS 2 X 4 DF No. 1 &Bfi- G -Except* 1-2: 2X6 DF No.2 G 2X4DF No.l&BlrG 2 X 4 DF Stud G (Ib/size) 7=1134/Mechanical, 1=1134/0-3-8 (min. 0-1-8) Max Horz 1=90(LC 4) Max Uplift7=-85(LC 3), 1=-82(LC 3) BRACING TOP CHORD BOT CHORD JOINTS Stmctural wood shealhing directly applied or 3-8-3 oc puriins, excepi end verticals, and 2-0-0 oc purlins (3-11-12 max,): 3-6. Rigid ceiling directly applied or 10-0-0 oc bracing. 1 Brace at Jl(s): 6 MiTek recommends lhal Stabilizers and required cross bracing be installed during truss ereclion, in accordance wilh Stabilizer Installation guide. FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less excepi when shown. TOP CHORD 1 -2=-3249/256, 2-3=-2774/220, 3-4=-2634/226, 4-5=-2308/174 BOT CHORD 1-11-248/3077, 10-11—243/3083, 9-10-195/2697, 8-9-195/2697, 7-8-143/1764 WEBS 2-10=-444/110, 3-10=0/347, 4-10=-255/57, 4-8=-528/96, 5-8=0/736, 5-7=-1905/175 NOTES 1) Unbalanced roof live loads have been considered for this design. ^2) Wind: ASCE 7-05; 95mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cal. II; Exp C; enclosed; MWFRS (low-rise); canfilever left and right exposed ; end vertical left and righl exposed; Lumber D0L=1.00 plale grip D0L=1.00 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent wilh any olher live loads. 5) * This Imss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fil between the boftom chord and any olher members. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Refer to girder(s) for tmss lo Imss connections. 8) This buss is designed in accordance wilh the 2009 International Building Code section 2306.1 and referenced standard ANSI/TP11. 9) Design assumes 4x2 (fiat orientation) puriins al oc spacing indicaled, fastened to tmss TC wl 2-10d nails. LOADCASE(S) Standard July 14,2011 A WARNim Verify design parameters and READ mTES ON THIS AND INCLtmBD MTBK RBERENCB PAtSB Ml 7473 rer. 10 VS BEFORE (ISe. Design volkd tor use oniy with MiTek connectore. This design b based only upon parametere shown, and is for an individual building component. Applkadtaility of design poramentere and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web memtaere on^. Additional temporary bracing to insure stability during constnjction is the responsibillity of the erector, Addltkanal permanent bracing of the overall stnjcture is the responsibility of the building designer For genera! guidance regarding fobricotion, quality controL storage, delivery, erection and txacing, consult ANSl/TPll QuaHly Cttteria, DSB-89 and BCSI BuHdlng Component Safely Infomiation available from Truss Plate Institute, 281 N. Lee Street. Suite 312. Alexandria. VA 22314. MITek' 7777 Greenback Lane, Suite 109 Citrus Heights, CA. 95610 Job Tmss Tmss Type Qty Ply Hillon Carisbad R33366812 HILTON_CARLSBAD H01H2 MONO HIP 1 1 Job Reference (optionall SelectBuild Distribution, Indio, CA - 92203 3-11-0 i--I- 7.250 s May 11 2011 MiTeklndustries, Inc. Thu Jul 14 05:47:10 2011 Paget ID:t210DBRTySPeTJAoinYqZzOnqQ-vASu1HJQU5KCJJil8hVkqZcDJHdfEo81XgP1wKyyD41 13-9-10 I 17^12 I 19-1-13 I 23-11-0 3-11-0 3,00 fiF 3-11-0 Plate Offsets (X.Y): 12:0-3-0.0-2-01 •-OADING (psf) SPACING 2-0-0 CSI DEFL in (loc) l/defl L/d PLATES GRIP rrCLL 20.0 Plates Increase 1.25 TC 0.95 Vert(LL) -0.11 15 >999 360 MT20 220/195 TCDL 18.0 Lumber Increase 1.25 BC 0.47 Vert(TL) -0.46 13-15 >612 240 BCLL 0.0 * Rep Slress Incr YES WB 0.98 HorzffL) 0.12 12 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix) Weight; 128 Ib FT = 20% LUMBER TOP CHORD BOT CHORD WEBS 2 X 4 DF No.l&Btr G 'Except* 1-2;2X6DF No.2 G 2X4DF No.l&BlrG 2 X 4 DF Stud G BRACING TOP CHORD BOT CHORD JOINTS REACTIONS (Ib/size) 12=1134/Mechanical, 1=1134/0-3-8 (min. 0-1-8) MaxHorz1=101(LC4) Max Uplifti2=-87(LC 3), 1=-81(LC 3) FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-3243/246, 2-3—2869/222, 3-4-2833/268, 4-6=-2735/248, 6-8=-2289/177, 8- 9=-2289/177 BOT CHORD 1-16=-255/3070, 15-16-250/3076, 14-15=-200/2678, 13-14=-200/2678, 12-13=-127/1740 WEBS 2-15=-447/93, 3-15=0/285, 6-15-179/293, 6-13—527/99, 9-13=-3/744, 9- 12-1951/189, 4-5-383/81, 7-8-534/110 Structural wood shealhing directly applied or 3-8-4 oc purlins, excepi end verticals, and 2-0-0 oc puriins (6-0-0 max,): 3-11, 5-10, Except: 1 Row al midpt 6-9 Rigid ceiling directly applied or 10-0-0 oc bracing. 1 Brace al Jt(s): 11, 6, 9,10 MiTek recommends lhal Slabilizers and required cross bracing be Inslailed during buss erection, In accordance wilh Stabilizer Installation ouide. ' NOTES 1) Unbalanced roof live loads have been considered forthis design. 2) Wind: ASCE 7-05; 95mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and righl exposed; Lumber D0L=1.00 plate grip D0L=1.00 3) Provide adequate drainage lo prevent water ponding. 4) This tmss has been designed for a 10.0 psf boftom chord live load nonconcurreni wilh any other live loads. 5) * This Imss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between Ihe boftom chord and any olher members. 6) A plale rafing reduction of 20% has been applied for the green lumber members. 7) Refer to girder(s) for tmss lo tmss connections. 8) This truss is designed in accordance with the 2009 Intemational Building Code section 2306.1 and referenced standard ANSI/TP11. 9) Design assumes 4x2 (flal orientation) puriins al oc spadng indicated, fastened to tmss TC wl 2-10d nails. LOADCASE(S) Standard 4,2011 A, WASNtm Ver^dxsigKparametertand^ADmTES0NTHISANDINCLtmEDMrTBKREFERBNCEPAGBMt7473ret. 10 108 BEFORE USE. Design valid for use only with MiTek connectore. This design 'is based only upon parametere shown, and is for an individual building componeni. Applicability of design paromentere and proper incorporation of component is responsibility of building designer - not truss designer Bracing stiown is for lateral support of individual web memtaere only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent brocing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality controL storage, delivery, erection and tarocing, consult ANSI/TPM QuaHly Cttteria. DSB-89 and BCSI BuHdlng Component Salety Iniormaflon available trom Tnjss Plate Institute, 281 N. Lee Street Suite 312, Alexandria. VA 22314. MiTek' 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95610 Job Tmss Tmss Type Qty Ply Hillon Carisbad R33366813 HILTON_CARLSBAD H01H3 MONO HIP 1 1 Job Reference (ootionall SelectBuild Distribution, Indio, CA - 92203 7.250 s May 11 2011 MiTek Industries, Inc. Thu Jul 14 05:47:11 2011 Page 1 ID:t2IODBRTySPeTJAolr1YqZzOnqQ-NM0GEdK2FPS3xTHyhO0zNn9QbhyszFOSmK8bSnyyD4k 1^1(1 lj-S-12 ^9-1-1^ 23-11-0 I Scale = 1:41-0 -+- Plate Offsets (X.Yl: [2:0-3-0.0-2-01. [11:0-1-12.0-4-0) ^LOADING (psf) "TCLL 20.0 TCDL 18.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Slress Incr YES Code IBC2009/TPI2007 CSI TC 0.79 BC 0.47 WB 0.98 (Matrix) DEFL in (loc) l/defl Ud Vert(LL) -0.11 15 >999 360 Vert(TL) -0.46 13-15 >610 240 HorzfTL) 0.12 12 n/a n/a PLATES GRIP MT20 220/195 Weighl; 131 Ib FT = 20% LUMBER TOPCHORD 2X4DF No.l&BlrG'Except* 1-2:2X6DF No.2 G BOT CHORD 2 X 4 DF No.1 &Blr G WEBS 2 X 4 DF Slud G BRACING TOP CHORD BOT CHORD JOINTS REACTIONS (Ib/size) 12=1134/Mechanical, 1=1134/0-3-8 (min. 0-1-8) MaxHorz1=113(LC4) Max Uplifti 2=-89(LC 3), 1=-78(LC 3) FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less excepi when shown. TOP CHORD 1-2=-3252/241, 2-3=-2858/211, 3-4-2767/263, 4-6-2721/253, 6-8-2303/187, 8-9=-2303/187 BOT CHORD 1-16-266/3080, 15-16-261/3086, 14-15—213/2693, 13-14-213/2693, 12-13=-132/1756 WEBS 2-15=-419/83, 3-15=0/294, 6-13-528/103, 9-13=-6/742, 9-12=-1950/193, 4-5-331/72, 7-8=-457/94 SIruclural wood shealhing directly applied or 3-8-0 oc puriins, excepi end verticals, and 2-0-0 oc puriins (6-0-0 max.): 3-11, 5-10. Excepi: 1 Row al midpl 6-9 Rigid ceiling directly applied or 10-0-0 oc bracing. 1 BraceatJt(s):11,6,9,10 MiTek recommends lhal Slabilizers and required cross bracing be inslailed during truss ereclion, in accordance wilh Stabilizer Installation guide, NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 95mph: TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); canfilever left and right exposed ; end vertical left and righl exposed; Lumber D0L=1.00 plale grip D0L=1.00 3) Provide adequate drainage lo prevent waler ponding. 4) This Iruss has been designed for a 10.0 psf bottom chord live load nonconcurrent wilh any olher live loads. 5) * This truss has been designed for a live load of 20.0psf on the boftom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fll between the bottom chord and any olher members. 6) A plale rafing reduction of 20% has been applied for the green lumber members. 7) Refer lo girder(s) for tmss to Imss connecfions. 8) This Iruss is designed in acconjance wilh the 2009 Inlemafional Building Code section 2306.1 and referenced standard ANSI/TP11. 9) Design assumes 4x2 (flat orientation) puriins al oc spacing indicated, fastened to tmss TC wl 2-10d nails. LOADCASE(S) Standard 4,2011 ^ WARNim Ver^ design peirameters and READ mTES ON THIS AND INCLtmBD MTEK RBERENCB PAGB Ml 7473 ret. 10 VS BEFORE USB. Design valid for use only with MiTek connectore. This design is based on^r upon parametere shown, and is for an individual building component. Appiicability of design poramentere and proper incorporation of component is responsibiPrly of building designer - not truss designer. Bracing shown B for katerol support of indivkiual web memtaere only. Additional temporary bracing to insure stability during conslruction is the responsibillity ot the erector. Additional permanent bracing of the overall structure is ttie responsibility of ttie building designer. For general guidance regarding fdtarication, quality controL storage, delivery, erection and bracing, consult ANSI/TPII QualHy CrHeria, DSB-89 and BCSI BuHdlng Component Safely InformaHon available from Truss Plate Institute, 281 N. Lee Street Suite 312, Atexandria, VA 22314. MITek' 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95610 Job Tmss Tmss Type Qly Ply Hilton Caristaad R33366814 HILTON_CARLSBAD H01H4 MONO HIP 1 1 Job Reference (ootionall SelectBuild Distribution, Indio, CA - 92203 7.250 s May 11 2011 MiTeklndustries, Inc. Thu Jul 14 05:47:12 2011 Paget ID:t2IODBRTySPeTJAolr1YqZzOnqQ-rZaeRzLg0iawZdr8F6YCv_hZB5l7iiXb_u8_DyyD4j Plate Offsets fX YV [2:0-3-0.0-2-01.17:0-4-0.0-2-121. [9:0-1-12.0-4-01 ILOADING (psf) 'TCLL 20.0 TCDL 18.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Slress Incr YES Code IBC2009/TPI2007 CSI TC 0.93 BC 0.47 WB 0.99 (Matrix) DEFL in (loc) l/defl L/d Vert(LL) -0.11 14 >999 360 VertfTL) -0.47 12-14 >607 240 HorzfTL) 0.12 11 n/a n/a PLATES MT20 GRIP 220/195 Weighl: 1331b FT = 20% LUMBER TOPCHORD 2X4 DF No.l&BlrG *Excepl* 1-2: 2X6 DF No.2 G BOT CHORD 2 X 4 DF No.1 &Btr G WEBS 2 X 4 DF Slud G REACTIONS (Ib/size) 11=1134/Mechanical, 1=1134/0-3-8 (min. 0-1-8) Max Horz1=124(LC4) Max Uplifll 1=-92(LC 3), 1=-76(LC 3) BRACING TOP CHORD BOT CHORD JOINTS Stiudural wood shealhing directly applied or 3-8-4 oc puriins, excepi end verticals, and 2-0-0 oc puriins (1(5-0-0 max.): 3-9, 5-10. ExcepI: 1 Rowatmidpt 4-7 Rigid ceiling directly applied or 10-0-0 oc bracing. 1 Brace al Jl(s): 9,4,7,10 MiTek recommends lhal Stabilizers and required cross bracing be installed during tmss ereclion, in accordance wilh Stabilizer Installation ouide. FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less excepi when shown. TOP CHORD BOT CHORD WEBS 1-2=-3245/230, 2-3=-2866/203, 3-4=-2815/280, 4-6=-2407/216, 6-7=-2374/208 1- 15=-272/3072, 14-15-267/3078, 13-14—223/2702, 12-13-223/2702, 11-12—144/1762 2- 14=-334/73, 3-14=0/293, 4-12-514/106, 7-12-11 /746, 7-11 =-1963/206, 5-6=-351/78, 7-8=-372/79 FNOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 95mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber D0L=1.00 plate grip D0L=1.00 3) Provide adequate drainage to prevent waler ponding. 4) This Iruss has been designed for a 10.0 psf bottom chord live load nonconcurreni wilh any olher live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fil between the bottom chord and any olher members. 6) A plate rafing reduction of 20% has been applied for the green lumber members. 7) Refer to girder(s) for truss to truss connections. 8) This tiuss is designed in accordance wilh the 2009 International Building Code secfion 2306.1 and referenced standard ANSI/TPI 1. 9) Design assumes 4x2 (fiat orientation) puriins at oc spadng indicated, fastened lo tmss TC wl 2-10d nails, LOADCASE{S) Standanl 14,2011 A WARNim Verify design parameters andREADmTES ON THIS AND INCLtmBD MTBK REFERENCB PAGE MI 7473 ret. 10 VS BEFORE USE. Design valid for use only with MiTek connectore. This design is taased only upon parametere shown, and is for an indivdual building component. Applicability of design paromentere and proper incorporation of component is responsitaility of building designer - not truss designer. Bracing shown is for lateral support of individual web memtaere only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional pemanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fataricatlon. qualily controt storage, delivery, erection and bracing, consult ANSI/TPII QuaHty Cttteria, DSB-89 and BCSI BuHdlng Component Salety Information avoilotale from Tnjss Plate Institute. 281 N. Lee STreet Suite 312. Alexandria, VA 22314. MiTek' 7777 Greenback Lane, Suite 109 Citms Heights, CA. 95610 Job Tmss Tmss Type Qty Ply Hilton Carisbad R33366815 HILTON_CARLSBAD H01H5 MONO HIP 1 1 Job Reference (optionall SeledBuiid Distribution, Indio, CA - 92203 7,250 s May 11 2011 MiTeklndustries, Inc. Thu Jul 1405:47:132011 Paget ID:t2IOOBRTySPeTJAolr1YqZzOnqQ-JI71flLlm0inAnQKpp3RSCEk5VeSRIflDediXfyyD4i I- Plale Offsets (X.Y): 1 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) l/defl Ud PLATES GRIP 'TCLL 20.0 Plates Increase 1.25 TC 0.92 Vert(LL) -0.11 15 >999 360 MT20 220/195 TCDL 18.0 Lumber Increase 1.25 BC 0.46 Vert(TL) -0.47 13-15 >608 240 BCLL 0.0 * Rep Stress Incr YES WB 0.42 HorzfTL) 0.12 12 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix) Weighl: 135 Ib FT = 20% LUMBER TOP CHORD 2 X 4 DF No.1 &Blr G *Excepr 1-2:2X6DFNo.2G BOTCHORD 2X4 DF No.l&BlrG WEBS 2 X 4 DF Slud G REACTIONS (Ib/size) 12=1134/Mechanical, 1=1134/0-3-8 (min, 0-1-8) MaxHorz1=136(LC4) Max Uplifti 2=-95(LC 3), 1—73(LC 3) BRACING TOP CHORD BOT CHORD WEBS JOINTS Strudural wood sheathing directly applied or 3-7-10 oc puriins, excepi end verticals, and 2-0-0 oc puriins (10-0-0 max.): 3-10, 5-11. Excepi: 1 Rowatmidpt 4-7 Rigid ceiling directly applied or 10-0-0 oc bracing. 1 Rowatmidpt 7-12 1 Brace at Jt(s): 10, 4, 7,11 MiTek recommends that Stabilizers and required cross bracing be installed during Imss erection, in accordance wilh Stabilizer Installation ouide. FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except virhen shown. TOP CHORD 1 -2-3222/215, 2-3= 2892/198, 3-4-2798/282, 4-6-2322/205, 6-7=-2292/198 BOT CHORD 1-16—273/3048, 15-16=-268/3054, 14-15=-210/2606, 13-14=-210/2606, 12-13=-158/1821 WEBS 2-15-304/56, 3-15=0/253, 4-15-41/266, 4-13=-466/95, 7-13=0/683, 7-12-2000/219, 5-6=-418/96, 8-9=-263/51 NOTES 1) Unbalanced roof live loads have been considered for Ihis design, 2) Wind: ASCE 7-05; 95mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; endosed; MWFRS (low-rise); cantilever left and righl exposed ; end vertical left and righl exposed; Lumber DOL=1.00 plale grip DOL=1.00 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf boftom chord live load nonconcurrent with any olher live loads. 5) * This truss has been designed for a live load of 20.0psf on the boftom chord in all areas where a redangle 3-6-0 lall by 1 -0-0 wide will fit between the bottom chord and any other members. 6) A plate rafing redudion of 20% has been applied for Ihe green lumber members. 7) Refer lo girder(s) for tmss lo Imss connections. 8) This truss is designed in acconjance wilh Ihe 2009 Internafional Building Code section 2306.1 and referenced standard ANSI/TP11. 9) Design assumes 4x2 (flat orientation) puriins al oc spacing indicaled, fastened lo tmss TC wl 2-10d nails. LOADCASE(S) Standard 4,2011 A WARNim Verify design parameters and READ mTES ON THIS AND mCLtmO) MTEK RBERENCB PAGB Mil 7473 ret. lOVSBBOREUSB. Design valid for use only with MiTek connectors. This design is based only upon parametere shown, and is for on individual building component Applicabirity of design poramentere and proper incorporation of component is responsibility of building designer - not truss designer Bracing shown is tor lateral support of indlvkdual web memtaere on^. Additional temporary bracing to insure stataility during constructkan is the responsibillity of the ereclor Addltkanal permanent bracing of the overall structure is the responsibility of the buiiding designer. For general guidance regarding foiaricotion. quality control, storage, delivery, erection and larocing. consult ANSI/TPII QuaHly Crtterio. DSB-89 and BCSI BuHding Component Safety Informafion available from Tnjss Plate Institute, 281 N. Lee Street. Suite 312. Alexandria. VA 22314. MITek' 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95610 Job Tmss Tmss Type Qty Ply Hilton Carisbad R33366816 HILTON_CARLSBAD H01HG MONO HIP 1 1 Job Reference (optionall SeledBuiid Distribution, Indio, CA - 92203 7.260 s May 11 2011 MfTek Industries, Inc Thu Jul 14 05:47:15 2011 Paget ID:t2IODBRTySPeTJAolr1YqZzOnqQ-G8Fn4_NYIdzVQ4ajwE5vXdJ3SICVW3P1gy6obYyyD4g 3-5-0 4-0-0 4-1-12 QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEWTHE INPUT LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. Scales 1:42.0 3.00 [Ti" i-7^ -+- Plate Offsets (X.Yl: [6:0-3-9.0-2-01. [7:0-3-9.Edge1. [13:0-3-9.0-4-01 OADING (psf) CLL 20.0 TCDL 18.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Slress Incr NO Code IBC2009/TPI2007 DEFL in (loc) l/defi Ud Vert(LL) -0.33 12 >857 360 Vert(TL) -1.18 12 >241 240 HorzfTL) 0.21 8 n/a n/a PLATES GRIP MT20 220/195 MT20H 165/146 Weighl: 1271b FT = 20% LUMBER TOPCHORD 2X 4 DF No.l&BtrG'Except* 3-7: 2 X 4 DF 2400F 2.0E G, 1-2: 2 X 6 DF No.2 G BOTCHORD 2X6DF No.l&BlrG WEBS 2 X 4 DF Slud G REACTIONS (Ib/size) 8=2636/Mechanical, 1=2309/0-3-8 (min, 0-2-13) MaxHorz1=66(LC4) Max Upllft8=-366(LC 10), 1=-524(LC 9) Max Grav8=2771(LC 7), 1=2631(LC 8) BRACING TOP CHORD BOT CHORD WEBS JOINTS Stiudural wood sheathing directiy applied or 1-7-13 oc puriins, excepi end verticals, and 2-0-0 oc puriins (2-1-7 max.): 3-7. Rigid ceiling directly applied. 1 Row at midpt 5-9, 6-8 1 Brace al Jt(s): 7 MiTek recommends that Slabilizers and required cross bracing be installed during truss ereclion, in accordance wilh Stabilizer Installation ouide. FORCES (lb). TOP CHORD BOT CHORD ^WEBS Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. 1-2=-8132/1668, 2-3=-8423/1489, 7-8-379/78, 3-4=-9206/1510, 4-5=-8810/1107, 5-6-5375/971, 6-7=-689/454 1- 14-1607/7768, 13-14-1256/7395, 12-13-1121/7768, 11-12-1308/8347, 10-11—935/8130, 9-10=-893/7933, 8-9=-676/5147 2- 13-250/1025, 3-13=-52/840, 3-12-426/1688, 4-12=-807/169, 5-12=-410/1135, 5-10=0/307, 5-9—3513/618, 6-9-152/1504, 6-8=-5323/748 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 95mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; endosed; MWFRS (low-rise); canfilever left and right exposed ; end vertical left and right exposed; Lumber D0L=1.00 plale grip D0L=1.00 3) Provide adequate drainage lo prevent waler ponding. 4) All plates are MT20 plates unless otherwise Indicaled. 5) The Fabrication Tolerance al joinl 11=8% 6) This Iruss has been designed for a 10.0 psf boftom chord live load nonconcurreni with any other live loads. 7) * This truss has been designed for a live load of 20.0psf on Ihe bottom chord in all areas where a redangle 3-6-0 lall by 1-0-0 wide will fit between lhe bottom chord and any olher members. 8) A plale rating redudion of 20% has been applied for the green lumber members. 9) Refer lo girder(s) for tmss to tmss connections. 10) Pravide melal plale or equivalent at bearing(s) 7 to support reaction shown. 11) This ti-uss is designed in acconjance wilh Ihe 2009 Inlemafional Building Code section 2306.1 and referenced standard ANSI/TP11. 12) This Iruss has been designed for a total drag load of 100 plf. Lumber D0L=(1.33) Plale grip D0L=(1.33) Connect truss lo resist drag loads along bottom chord from 0-0-0 to 23-11 -0 for 100.0 plf. 13) Girder cames hip end with 0-0-0 righl side setback, 7-4-0 left side setback, and 7-4-0 end setback. 14) Design assumes 4x2 (flat orientation) puriins al oc spadng indicaled, fastened lo tmss TC wl 2-10d nails. 15) Hanger(s) or olher connecfion device(s) shall be provided sufficieni lo support concenlraled load(s) 684 Ib down and 77 Ib up al 7-4-0 on bottom chord. The design/selecfion of such connection device(s) is the responsibilily of olhers. Confinued on page 2 4,2011 WARNim Verify design parameters and READ mTES ON THIS AND OKLUDO) MITEK REFERENCE PAGE MH 7473 rer. lOVSBBOREUSB. Design valid for use only with MiTek connectore. This design is based only upon parametere shown, and b for on individual building component. Applicafcaility of design poramentere and proper incorporation of component b responsibility of building designer - not truss designer Bracing shown b for lateral support of individual web memtaere on^. Additional temporary bracing to insure stability during constructkan b the responsibillity of the erector Additional permanent bracing of the overall structure b the responsibility ot the building designer. For general guidance regarding tataricotion. qualily conttol. storoge. delivery, erection and taracing. consult ANSI/TPII QuaHty Citteria. DSB-89 and BCSI BuHdlng Component Safety Infomiation ovoilobte from Truss Plate Institute. 281 N. Lee Sfreet, Suite 312, Atexandria, VA 22314. MITek' 7777 Greenback Lane, Suite 109 Citrus Heights. CA, 95610 Job Tmss Tmss Type Qty Ply Hilton Carisbad R33366816 HILTON_CARLSBAD H01HG MONO HIP 1 1 Job Reference (optional) SeledBuiid Distribution, Indio, CA-92203 7.250 sMay 11 2011 MTTek Industries, Inc. Thu Jul 1405:47:152011 Page2 ID:t2IODBRTySPeTJAolr1YqZzOnqQ-G8Fn4_NYIdzVQ4ajwE5vXdJ3SIC\/W3P1gy6obYyyD4g NOTES 16) In the LOAD CASE(S) section, loads applied to the face of Ihe tmss are noted as front (F) or back (B). LOADCASE(S) Standard 1) Regular: Lumber lncrease=1.25, Plate lncrease=1.25 Uniform Loads (plf) Vert: 1-3=-76,1-13=-20, 8-13=-45(F=-25), 3-7=-172(F=-96) Concenlraled Loads (Ib) Vert: 13=-684(F) A WARNim Ver^ design parameters and READ mTBS ON THIS AND imLimBD MTTEK RBBRBNCB PAGE MI 7473 rer. lOVSBBOREUSB. Design valid for use only with MiTek connectors. Thb design b based only upon parametere shown, and b for on indlvkdual building component. Applkaotaility of design paromentere and proper incorporation of component b responsibility of tauilding designer - not truss designer. Bracing shown b for kiteral support of individual web memtaere only. Additional temporary bracing to insure stability during constructkan b the responsibillity of the erector. Additional permanent bracing of the overall structure b ttie responsibility of the building designer For general guidance regarding tataricotion. quality controt storage, delivery, erection and txacing. consult ANSI/TPII QuaHly Citteria. DSB-89 and BCSI BuHdlng Component Sotety Information available from Tnjss Plate Institute. 281 N. Lee Sfreet Suite 312, Alexandria, VA 22314. MiTek' 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95610 Job Tmss Tmss Type Qty Ply Hilton Carisbad R33366817 HILTON_CARLSBAD HH01 MONO TRUSS 23 1 Job Reference (ootionall SeledBuiid Distribution, Indio, CA - 92203 7.250 s May 11 2011 MiTeklndustries, Inc. Thu Jul 14 05:47:15 2011 Paget ID:t2IODBRTySPeTJAolr1Yq2zOnqQ-G8Fn4_NYIdzVQ4ajwE5vXdJ7flM4vAL1gy6obYyyD4g IMHl I Sale c 1:18.2 0.50 nr 8x12Mra)H II 5-7-1 Plate Offsets (X.Yl; [3:0-3-8.0-2-01. l4:Edge.0-3-91. [5:0-3-9.0-1-81. [6:Edge.0-3-91 ILOADING (psf) rTCLL 20.0 TCDL 18.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Slress Incr YES Code IBC2009/TPI2007 CSI TC 0.66 BC 0.32 WB 0.54 (Matrix) DEFL in Vert(LL) -0.05 VertfTL) -0.18 HorzfTL) 0.02 (loc) l/defi 5 >999 5 >704 4 n/a Ud 360 240 n/a PLATES MT20 MT20H Weight: 47 Ib GRIP 220/195 165/146 LUMBER TOPCHORD 2X4 DF No.l&BtrG BOTCHORD 2X 4 DF No.l&BtrG WEBS 2 X 4 DF Stud G REACTIONS (Ib/size) 6=510/Mechanical, 4=510/0-3-8 (min. 0-1-8) Max Horz6=40(LC 4) Max Uplift6=-38(LC 3), 4=-38(LC 5) BRACING TOP CHORD BOT CHORD Sbudural wood shealhing directly applied or 5-3-9 oc puriins, excepi end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends lhal Slabilizers and required cross bracing be inslailed during buss erection, in accordance wilh Stabilizer Installation quide, FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less excepi when shown. TOP CHORD 1-6—253/45, 1-2—511/50, 2-3=-1492/126, 3-4=-424/55 BOT CHORD 5-6=-101/1484, 4-5=-9/271 WEBS 2-6—997176,3-5=-96/1242 NOTES 1) Wind: ASCE 7-05; 95mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cal. II; Exp C; endosed; MWFRS (low-rise); cantilever left and righl exposed ; end vertical left and righl exposed; Lumber D0L=1.00 plale grip D0L=1.00 k2) All plates are MT20 plates unless otherwise indicaled. *3) This Iruss has been designed for a 10.0 psf bottom chord live load nonconcurreni with any olher live loads. 4) * This truss has been designed for a live load of 20.0psf on Ihe boftom chord in all areas where a redangle 3-6-0 tall by 1-0-0 wide will fit behveen the bottom chord and any olher members. 5) A plate rating redudion of 20% has been applied for the green lumber members. 6) Refer lo girder(s) for tmss lo tmss connections. 7) This tiuss is designed in accordance wilh Ihe 2009 Intemational Building Code section 2306.1 and referenced standard ANSI/TPI 1. LOADCASE(S) standard 4,2011 A WARNim Ver^ design parameters and READ mTES ON THIS AND mCLtmED MTEK RBERENCB PAOB Ml 7473 ret. lOVSBBOREUSB. Design valkd for use only with MITek connectore. Thb design b based only upon parametere shown, and b for on indivkiual building component. Applicability of design poromentere and proper incorporation of component b responsibility of building designer - not truss designer. Bracing shown b for lateral support of individual web membere only. Additional temporary bracing to insure stability during construction b the responsibillity of the erector. Additional pennanent bracing of the overall structure is ttie responsibility of the building designer. For general guidance regarding fabrication, quality controt storage, delivery, erection and bracing, consull ANSI/TPII QualHy Crtterta, DSB-89 and BCSI BuHding Component Safety Information avoikabte from Truss Plate Institute, 281 N. Lee Sfreet Suite 312. Alexandria VA 22314. MHek'^ 7777 Greenback Lane, Suite 109 Citrus Heights, CA. 95610 Job Tmss Tmss Type Qty Ply Hilton Carisbad R33366818 HILTON_CARLSBAD HH01D MONO TRUSS 1 1 Job Reference (optionall SeledBuiid Disti'ibution, Indio, CA - 92203 5-7-1 -I- 7.250 s May 11 2011 MTTek Industries, Inc. Thu Jul 14 05:47:16 2011 Paget ID:t2IODBRTySPeTJAolr1YqZzOnqQ-kKp9HKOB3x5M1E9vUxc84qslFicUeZkBvcsM7_yyD4f 10-11-0 I 5-7-1 5-3-15 QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEWTHE INPUT LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. osof^ Sale = 1:18.1 5-7-1 Plate Offsets (X.Yl: [3:0-3-8.0-2-01. [4:Edoe.0-3-9l. (5:0-3-9.0-2-01 •LOADING (psf) 'TCLL 20.0 TCDL 18.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr NO Code IBC2009/TPI2007 DEFL in (loc) l/defl L/d Vert(LL) -0.07 4-5 >999 360 VertfTL) -0.20 4-5 >634 240 HorzfTL) 0.03 4 n/a n/a PLATES GRIP MT20 220/195 Weighl: 47 Ib LUMBER TOPCHORD 2X 4 DF No.l&BlrG BOTCHORD 2X 4 DF No.l&BlrG WEBS 2 X 4 DF Slud G *Excepl* 1-6:2X6DF No.2 G REACTIONS (Ib/size) 6=506/Mechanical, 4=506/0-3-8 (min. 0-1-8) MaxHorz6=40(LC 11) Max Uplift6-395(LC 9), 4=-259(LC 14) Max Grav6=863(LC 8), 4=727(LC 7) BRACING TOP CHORD BOT CHORD WEBS Strudural wood shealhing directly applied or 3-10-10 oc puriins, excepi end verticals. Rigid ceiling directly applied or 4-6-5 oc bracing. 1 Row al midpl 2-6 MiTek recommends that Slabilizers and required cross bracing be inslailed during tmss erection, in accordance wilh Stabilizer Installafion guide. FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less excepi when shown. TOP CHORD 1-6-290/81, 1-2-1888/1432, 2-3-2743/1419, 3-4-643/278 BOT CHORD 5-6—2070/3426, 4-5=-1570/1672 WEBS 2-6=-2674/1791, 2-5=-476/324, 3-5=-1374/2493 NOTES ^ 1) Wind: ASCE 7-05; 95mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cal, II; Exp C; endosed; MWFRS (low-rise); canfilever left and righl exposed ; end vertical left and righl exposed; Lumber DOL=1.00 plale grip DOL=1.00 2) This Imss has been designed for a 10.0 psf bottom chord live load nonconcurrent wilh any olher live loads. 3) * This tmss has been designed for a live load of 20.0psf on the bottom chord in all areas where a redangle 3-6-0 tall by 1 -0-0 wide will fit between the bottom chord and any other members. 4) A plale rafing redudion of 20% has been applied for the green lumber members. 5) Refer lo girder(s) for Imss to Imss connections. 6) This truss is designed in acconjance wilh the 2009 Inlemafional Building Code secfion 2306.1 and referenced standard ANSI/TPI 1. 7) This Iruss has been designed for a lolal drag load of 310 plf. Lumber DOL=(1.33) Plale grip DOL=(1.33) Connect tmss lo resist drag loads along bottom chord from 0-0-0 lo 10-11-0 tor 310.0 plf. LOADCASE(S) Standanl V 14,2011 A, WARNim -Verify design peirameters and READ mTES ON THIS AND INCLUDED MITBKRBBREmE PAGE Ml 7473 rer, 10 VS BEFORB USE. Design valkd for use only with MiTek connectore. Thb design b based only upon parametere shown, and b for on individual building component. Applicability of design poramentere and proper incorporation of component is responsibility of building designer - not truss designer Bracing shown b for lateral support of individual web memtaere only. Additional temporary txacing to insure stability during construction b the responsibillity of the erector. Additional pemianent bracing of the overall structure b the responsibility of the building designer. For general guidance regarding fataricatlon, quality controt stcxage, delivery, erection and bracing, consult ANSI/TPII QualHy Crtterio, DSB-89 and BCSI BuHdlng Component Safety Information available from Tnjss Plate Institute, 281 N. Lee Sfreet Suite 312, Alexandria, VA 22314. MITek' 7777 Greenback Lane, Suite 10; CHrus Heights, CA. 95610 Job Tmss Tmss Type Qty Ply Hillon Carisbad R33366819 HILTON_CARLSBAD HH01H MONO TRUSS 1 1 Job Reference (optionall SeledBuiid Disti'ibution, Indio, CA - 92203 7.250 s May 11 2011 MiTeklndustries, Inc. Thu Jul 14 05:47:17 2011 Paget ID:t2IODBRTySPeTJAolr1YqZzOnqQ-CWNXVgOpqFDDfOk62f7Nc20TA62aN6SK8GbvgQyyD4e I 10-11-0 -H Sale c 1:18.4 0.50 [12' k LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) l/defl L/d PLATES GRIP ITCLL 20.0 Plates Increase 1.25 TC 0.66 Vert(LL) -0.05 6 >999 360 MT20 220/195 'TCDL 18.0 Lumber Increase 1.25 BC 0.26 Vert(TL) -0.18 6-7 >725 240 BCLL 0.0 * Rep Stress Incr YES WB 0.37 HorzfTL) 0.02 5 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix) Weighl: 46 Ib FT = 20% LUMBER TOPCHORD 2X 4 DF No.l&BlrG BOTCHORD 2X 4 DF No.l&BlrG WEBS 2 X 4 DF Slud G REACTIONS (Ib/size) 7=510/Mechanical, 5=510/0-3-8 (min. 0-1-8) Max Horz7=29(LC 4) Max Uplift7=-38(LC 3). 5=-37(LC 3) BRACING TOP CHORD BOT CHORD JOINTS Sbudural wood shealhing direcfiy applied or 6-0-0 oc puriins, except end verticals, and 2-0-0 oc puriins (5-0-14 max.): 2-4. Rigid ceiling directly applied or 10-0-0 oc bracing. 1 Brace at Jt(s): 4 MiTek recommends lhat Slabilizers and required crass bracing be installed during truss ereclion, in accordance with Stabilizer Installation guide. FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less excepi when shown. TOP CHORD 1-2=-290/3, 4-5=-426/54, 2-3-1606/115, 3-4-1606/115 BOT CHORD 6-7=-96/1250, 5-6=-36/416 WEBS 2-7=-1002/112, 3-6=-281 /68, 4-6-73/1206, 2-6=-22/460 NOTES 1) Unbalanced roof live loads have been considered forthis design, 2) Wind: ASCE 7-05; 95mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat, II; Exp C; endosed; MWFRS (low-rise); cantilever left and righl exposed ; end vertical left and righl exposed; Lumber D0L=1.00 plate grip D0L=1.00 ^3) Pravide adequate drainage to prevent waler ponding. 4) This tiuss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This tmss has been designed for a live load of 20.0psf on Ihe bottom chord In all areas where a rectangle 3-6-0 lall by 1-0-0 wide will fit between the bottom chord and any other members. 6) A plale rating redudion of 20% has been applied for the green lumber members. 7) Refer lo girder(s) for Imss lo Imss connections. 8) This Iruss is designed in acconlance wilh the 2009 Intemational Building Code section 2306.1 and referenced standard ANSI/TPI 1. 9) Design assumes 4x2 (flal orientation) puriins al oc spadng indicaled, fastened to tmss TC wl 2-1 Od nails. LOADCASE(S) Standard 4,2011 A WARNim Verify design parameters and READ mTES ON THIS AND INCLtmBD MTEK RBBRBNCB PAGB Ml 7473 rer. lOVSBBOREUSB. Design valid tor use only with MiTek connectore. Thb design b based only upon parametere shown, and b tor an Individual building component. Applicobirrty of design panamentere and proper incorporation ot component b responsibility of building designer - not truss designer Bracing shown b for lateral support of individual web memtaere only. Additional temporary bracing to insure stability during construction b the responsibillity of the erector Additional permanent bracing of the overall structure b the responsibility of the building designer For general guidance regarding fotaricotion. quality controL storage, delivery, erection and bracing, consurt ANSI/TPII QuaHly Cttteria, DSB-89 and BCSI BuHdlng Component Safety Infomiation ovailabte from Tnjss Plate Institute. 281 N. Lee Sfreet Suite 312. Alexandria. VA 22314. MiTek' 7777 Greenback Lane, Suite 10 Citrus Heights, CA. 95610 Job Tmss Tmss Type Qty Ply Hilton Carisbad R33366820 HILTON_CARLSBAD HH02 MONO TRUSS 15 1 Job Reference (optionall SeledBuiid Distribution, Indio, CA - 92203 7.250 s May 11 2011 MiTeklndustries, Inc. Thu Jul 1405:47:182011 Paget ID:t2IODBRTySPeTJAolr1YqZzOnqQ-gixwi0PRbYL3HYJIcMec9FxkXWQK6a6UNv»LTCtyyD4d tSi I 2-11-1 2-11-1 Plate Offsets (X.Y): 13:0-3-8.0-1-81 ^LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) l/defl Ud PLATES GRIP 'TCLL 20.0 Plates Increase 1.25 TC 0.30 Vert{LL) -0.03 4-5 >999 360 MT20 220/195 TCDL 18.0 Lumber Increase 1.25 BC 0.16 Vert(TL) -0.11 4-5 >901 240 BCLL 0.0 * Rep Slress Incr YES WB 0.28 HorzfTL) 0.00 4 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix) Weight: 36 Ib FT = 20% LUMBER TOPCHORD 2X4 DF No.l&BlrG BOTCHORD 2X 4 DF No.l&BlrG WEBS 2 X 4 DF Slud G REACTIONS (Ib/size) 6=382/Mechanical, 4=382/0-3-8 (min. 0-1-8) Max Horz6=40(LC4) Max Uplift6=-29{LC 3), 4=-29(LC 5) BRACING TOP CHORD BOT CHORD Strudural wood shealhing directiy applied or 6-0-0 oc puriins, excepi end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends lhal Slabilizers and required crass bracing be inslailed during Iruss erection, in accordance wilh Stabilizer Installation guide. FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less excepi when shown. TOP CHORD 2-3-900/82, 3-4=-330/46 BOT CHORD 5-6-56/890 WEBS 2-6—939/73, 3-5=-72/912 NOTES 1) Wind; ASCE 7-05; 95mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cal. II; Exp C; endosed; MWFRS (low-rise); cantilever left and righl exposed ; end vertical left and righl exposed; Lumber D0L=1.00 plale grip D0L=1.00 >2) This tmss has been designed for a 10.0 psf bottom chord live load nonconcurreni with any olher live loads. 3) * This tiuss has been designed for a live load of 20.0psf on the bottom chord in all areas where a redangle 3-6-0 lall by 1 -0-0 wide will fit behveen the bottom chord and any other members. 4) A plale rafing reducfion of 20% has been applied for Ihe graen lumber members. 5) Refer to girder(s) for truss lo truss raonnections. 6) This tmss is designed in accordance with the 2009 Inlemafional Building Code secfion 2306.1 and referenced standard ANSI/TP11. LOADCASE(S) Standanj ^,2011 A WARNim Ver^ design parameters and READ mTBS ON THIS AND mCLUDBD MTTEK RBFERBNCB PAOB MU 7473 rer. lOVSBBOREUSB. Design valid for use only with MiTek connectore, Thb design b based only upon parametere shown, and b for an individual building component. AppHcobinty of design poramentere and proper incorporation of component is responsitaility of building designer - not truss designer. Brocing stiown b tor lateral support ot individual web memtaere only. Additional temporary txacing to insure stability during constructon 'is the responsibillity ot the erector Additional permanent bracing of the overall structure b ttie responsibility of ttie building designer For general guidance regarding fataricatlon. quality contral storage, delivety. erection and bracing, consurt ANSI/TPII QuaHty Cittetia, DSB-89 and BCSI BuHdlng Componeni Safety Information avaitable from Tnjss Plate Instrtute, 281 N. LeeSTreet Suite 312, Alexandria, VA 22314. MiTek' 7777 Greenback Lane. Suite 109 Citrus Heights. CA, 95610 Job Tmss Tmss Type Qty Ply Hillon Carisbad R33366821 HILTON_CARLSBAD HH02D MONO TRUSS 2 1 Job Reference (ootionall SeledBuiid Distribution, Indio, CA - 92203 7.250 s May 11 2011 MTTek Industries, Inc. Ttiu Jul 14 05:47:19 2011 Paget ID:t2IODBRTySPeTJAolr1YqZzOnqQ-8vVlvMQ3MsTwuiuU94AriTUu9wiCn«Ddba40kJyyD4c tiS I 0-50 Rz" Scale = 1:13.6 QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEWTHE INPUT LENGTH AND Pla^CEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. 1 7-11-1 3-11-1 1 8-W) 5-3-15 1 Plale Offsets (X.Y); [3:0-3-8 0-2-01.15:0-3-9.0-1-81 LOADING (pso SPACING 2-0-0 CSI DEFL in (loc) l/defl Ud PLATES GRIP 'TCLL 20.0 Plates Increase 1.25 TC 0.37 Vert(LL) -0.04 4-5 >999 360 MT20 220/195 TCDL 18.0 Lumber Increase 1.25 BC 0.25 Vert(TL) -0.11 4-5 >852 240 BCLL 0.0 * Rep Stress Incr NO WB 0.74 Horz(TL) 0.01 4 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix) Weighl: 36 Ib FT = 20% LUMBER TOP CHORD BOT CHORD WEBS 2X4DF No.l&BtrG 2X4DF No.l&BlrG 2 X 4 DF Slud G BRACING TOP CHORD BOT CHORD REACTIONS (Ib/size) 6=382/Mechanical, 4=382/0-3-8 (min. 0-1-8) Max Horz6=40(LC 11) Max Uplift6=-386(LC 9), 4=-283(LC 14) Max Grav6=739(LC 8), 4=636(LC 7) SIruclural wood shealhing direcUy applied or 4-2-0 oc puriins, excepi end verticals. Rigid ceiling direcfiy applied or 5-3-12 oc bracing. MiTek recommends lhal Stabilizers and required crass bracing be installed during ti'uss erection, in accordance wiUi Stabilizer Installation guide, FORCES (Ib) - Max, Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1 -2=-864/873, 2-3=-2094/1291, 3-4=-581 /296 BOT CHORD 5-6=-1067/1901, 4-5-1594/1619 WEBS 2-6=-2097/1231, 2-5=-432/377, 3-5=-1474/2314 NOTES 1) Wind; ASCE 7-05; 95mph; TCDL=8,4psf; BCDL=4.2psf; h=25ft; Cal. II; Exp C; endosed; MWFRS (low-rise); canfilever left and right exposed ; end vertical left and righl exposed; Lumber D0L=1.00 plale grip D0L=1.00 f2) This tiuss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any olher live loads. 3) * This Imss has been designed for a live load of 20.0psf on Ihe bottom chord in all areas where a redangle 3-6-0 lall by 1-0-0 wide will fil between the bottom chord and any olher members. 4) A plale rafing redudion of 20% has been applied for the green lumber members. 5) Refer to girder(s) for tmss to tmss connections. 6) This tiuss is designed in accordance with Ihe 2009 Intemational Building Code section 2306.1 and referenced standard ANSI/TP11. 7) This Imss has been designed for a total drag load of 310 plf. Lumber D0L=(1.33) Plale grip D0L=(1.33) Connect tmss to resist drag loads along bottom chord fi'om 0-0-0 to 8-3-0 for 310.0 plf. LOADCASE(S) Slandani Uly 14,2011 A WARNim Ver^ design parameters and READ mTES ON THIS AND imLimOIMTB: RBERENCB PAGE MI7473 rer. lOVSBBOREUSB. Design valid for use only with Milek connectore. This design b based on^r upon parameters shown, and b for an individual building component. Applicability ot design paromentere and proper incorporation of component is responsitaility of tauilding designer - not truss designer Bracing shown b for lateral support of individual web memtaere on^. Additional temporary bracing to insure stability during construction b the responsibillity of the erector. Addltkanal pennanent bracing of the overall structure b the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, deFr/ery, erection and txacing, consult ANSI/TPII QualHy Criieria, DSB-89 and BCSI BuHdlng Component Sofety Information available from Truss Plate Institute, 281 N. LeeSTreet Suite 312, Alexandria, VA 22314. MITek' mwcm ro nitFaRM.- 7777 Greenback Lane. Suite 109 Citrus Heights, CA, 95610 Job Tmss Tmss Type Qty Ply Hilton Carisbad R33366822 HILTON_CARLSBAD HH02H MONO TRUSS 1 1 Job Reference (ootionall SeledBuiid Dislribulion, Indio, CA - 92203 7.250 s May 11 2011 MTTek Industries, Inc. Thu Jul 14 05:47:19 2011 Paget ID:t2IODBRTySPeTJAolr1YqZzOnqQ-8vVlvMQ3MsTwuiuU94AriTUq3win'_8dba40kJyyD4c 7-1H I 10-11-0 I 0.50(12" Plate Offsets (X.Y): (7:0-3-0 0-2-81 ILOADING (psf) 'TCLL 20.0 TCDL 18.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Slress Incr YES Code IBC2009/TPI2007 CSI TC 0.63 BC 0.40 WB 0.49 (Matrix) DEFL in (loc) l/defl Ud Vert(LL) -0.06 6-7 >999 360 VertfTL) -0.23 6-7 >557 240 HorzfTL) 0.02 5 n/a n/a PLATES MT20 MT20H GRIP 220/195 165/146 Weight: 46 Ib FT = 20% LUMBER TOPCHORD 2X 4 DF No.l&BlrG BOTCHORD 2X4 DF No.l&BlrG WEBS 2 X 4 DF Slud G REACTIONS (Ib/size) 7=510/Mechanical, 5=510/0-3-8 (min. 0-1-8) Max Horz7=32(LC 4) Max Uplift7-38(LC 3), 5=-37(LC 3) BRACING TOP CHORD BOT CHORD JOINTS Stiudural wood shealhing directly applied or 6-0-0 oc puriins, excepi end verticals, and 2-0-0 oc puriins (6-0-0 max.): 2-4. Rigid ceiling directly applied or 10-0-0 oc bracing. 1 Brace al Jl(s): 4 MiTek recommends lhat Stabilizers and required cross bracing be inslailed during tiuss ereclion, in accordance witti Stabilizer Installation guide, FORCES (Ib) - Max, Comp./Max. Ten. - All forces 250 (Ib) or less excepi when shown. TOP CHORD 1-2=-506/6, 4-5=-469/31, 2-3-1157/56, 3-4=-1157/56 BOTCHORD 6-7-134/1443 WEBS 2-7-962/150, 4-6=-26/1067, 2-6-302/113 NOTES 1) Unbalanced roof live loads have been considered for this design. ^2) Wind: ASCE 7-05; 95mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cal. II; Exp C; endosed; MWFRS (low-rise); cantilever left and righl exposed ; end vertical left and right exposed; Lumber D0L=1.00 plate grip D0L=1.00 ' 3) Provide adequate drainage to prevent waler ponding. 4) All plates are MT20 plates unless othenwise indicated. 5) This truss has been designed for a 10.0 psf boftom chord live load nonconcurrent with any olher live loads. 6) * This tmss has been designed for a live load of 20.0psf on the bottom chord in all areas where a redangle 3-6-0 lall by 1 -0-0 wide will fit behween the bottom chord and any olher members. 7) A plale rafing redudion of 20% has been applied for the green lumber members. 8) Refer lo girder(s) for Imss to truss connections. 9) This ti'uss is designed in accordance wilh the 2009 Internafional Building Code secfion 2306.1 and referenced standard ANSI/TPI 1. 10) Design assumes 4x2 (fiat orientation) puriins al oc spacing indicaled, fastened to tmss TC wl 2-10d nails. LOAOCASE(S) Standard 4,2011 £^ WARNim Ver^ design parameters and READ mTES ON THIS AND imLtmBD MTEK RBERENCB PA(X Ml 7473 rer. 10 V8 BEFORB USB. Design valkd for use only with MiTek connectore. Thb design b based only upon parometere shown, and b for on indiv'Kduol building component. Applicability of design poromentere and proper incorporation of component b responsibility of building designer - not fruss designer Bracing shown b for lateral support of Individual web membere only. Additional temporary bracing to insure stability during construcfion is the responsltaillity of the erector. Additionai permanent bracing ot the overall structure b the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII QuaHly CrHeria. DSB-S9 and BCSI BuHdlng Component Safety Information available from TnJSS Plate Instrtute. 281 N. Lee Sfreet Suile 312. Atexandria. VA 22314. MiTek' 7777 Greenback Lane, Suite 109 Citnis Heights, CA. 95610 Job Tmss Tmss Type Qty Ply Hilton Carisbad Ply R33366823 HILT0N_CARLSB/y3 HH03 MONO TRUSS 33 1 Job Reference (optionall SeledBuiid Disti'ibution, Indio, CA - 92203 7.250 s May 11 2011 MTTek Industries, Inc. Thu Jul 14 05:47:20 2011 Page 1 ID:l2IODBRTySPeTJAolr1YqZzOnqQ-c52g7iRh79bnWtTgjnh4Eg053J5raTpnqEqZGIyyD4b 8-H I 10-11-0 2-9-12 Scale = 1:18.1 0.50 [i2~ I-2-11-1 2-11-1 Plate Offsets (X Yl: 13:0-3-8.0-2-01 ILOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) l/defl Ud PLATES GRIP 'TCLL 20.0 Plates Increase 1.25 TC 0.23 Vert{LL) -0.03 6-7 >999 360 MT20 220/195 TCDL 18.0 Lumber Increase 1.25 BC 0.22 Vert(TL) -0.13 6-7 >999 240 BCLL 0.0 * Rep Slress Incr YES WB 0.33 HorzfTL) 0.02 5 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix) Weighl: 48 Ib FT = 20% LUMBER TOPCHORD 2X 4 DF No.l&BlrG BOTCHORD 2X 4 DF No.l&BtrG WEBS 2 X 4 DF Slud G BRACING TOP CHORD BOT CHORD Stmdural wood shealhing direcfiy applied or 5-8-5 oc puriins, excepi end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 8=510/Mechanical, 5=510/0-3-8 (min. 0-1-8) Max Horz8=44(LC 4) Max Uplift8=-38(LC 3), 5=-38{LC 5) FORCES (Ib) - Max, Comp./Max. Ten. - All forces 250 (Ib) or less excepi when shown. TOP CHORD 2-3=-1216/105, 3-4=-1021/92, 4-5=-481/43 BOT CHORD 7-8-81/1207, 6-7=-63/1014 WEBS 2-8-1137/86, 3-6=-378/74, 4-6-82/1076 NOTES 1) Wind: ASCE 7-05; 95mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; endosed; MWFRS (low-rise); cantilever left and righl exposed ; end vertical left and right exposed; Lumber D0L=1.00 plate grip D0L=1.00 * 2) This Iruss has been designed for a 10.0 psf boftom chord live load nonconcurrent wilh any olher live loads. 3) * This tmss has been designed for a live load of 20.0psf on Ihe boftom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fll between the boftom chord and any olher members. 4) A plate rating redudion of 20% has been applied for Ihe green lumber members. 5) Refer to girder($) for tmss to truss connections. 6) This tiuss is designed in accordance wilh Ihe 2009 Intemational Building Code secfion 2306.1 and referenced standard ANSI/TP11. MiTek recommends lhal Slabilizers and required crass bracing be installed during ti'uss ereclion, in accordance wilh Stabilizer Installation guide. LOADCASE(S) Standard ^ WARNim Verify design parameters and READ mTES ON THIS AND imLimBD MTTEK RBERENCB PAGB Ml 7473 rer. 10 V8 BEFORB USB. Design valid for use only with MiTek connectore. Thb design b based on^ upon parametere shown, and b for on Individual building component. Applicability of design poramentere and proper incorporation of component b responsibility of building designer - not truss designer Bracing shown b tor lateral support ot Individual web memtaere oniy. Additional temporary bracing to insure stability during construction b the responsibillity of the erector. AddifKana! permanent brocing of the overall structure is the responsibility ot the building designer. For generol guidance regarding falarication. qualrty contraL storoge, delivery, erection and txacing, consurt ANSI/TPII QuoHly CrHeria, D$B-89 and BCSI BuHdlng Componenf Safely Information avaiiabte from Truss Plate Instrtute, 281 N. Lee Sfreet Surte 312. Alexandria. VA 22314. MiTek' 7777 Greenback Lane, Suite 109 Cilrus Heights, CA, 95610 Job Tmss Tmss Type Qty Ply Hilton Caristiad R33366824 HILT0N_CARLSB/«3 HH03D MONO TRUSS 2 1 Job Reference (optionall SeledBuiid Disti'ibution, Indio, CA - 92203 7.250 s May 11 2011 MTTek Industries, Inc. Thu Jul 14 05:47:21 2011 Page 1 ID:t2IODBRTySPeTJAolr1YqZzOnqQ-4Hc2K2RJuTje8?2lHVCJnuZFFj02JqZw3uZ7pByyD4a I 10-11-0 I 0.50^ 2-11-1 QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEWTHE INPUT LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. I hM 3-11-1 Plate Offsets (X Yl: [3:0-3-8.0-2-01.14:0-3-8.0-1-81. [6:0-3-9.0-1-81.17:0-3-9.0-1-81 OADING (psf) 'TCLL 20.0 TCDL 18.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Slress Incr NO Code IBC2009/TPI2007 CSI TC 0.27 BC 0.42 WB 0.75 (Matrix) DEFL Vert(LL) Vert(TL) HorzfTL) in (loc) l/defl Ud PLATES GRIP 0.04 6-7 >999 360 MT20 220/195 0.14 6-7 >943 240 0.03 5 n/a n/a Weighl: 48 Ib FT = 20% LUMBER TOPCHORD 2X4DF No.l&BtrG BOTCHORD 2X 4 DF No.l&BlrG WEBS 2 X 4 DF Stud G REACTIONS (Ib/size) 8=510/Mechanical, 5=510/0-3-8 (min. 0-1-8) Max Horz8=44(LC 11) Max Uplift8=-430(LC 9), 5=-292(LC 14) Max Grav8=901(LC 8), 5=764(LC 7) BRACING TOP CHORD BOT CHORD Structural wood shealhing directly applied or 4-0-10 oc puriins, except end verticals. Rigid ceiling directly applied or 5-1-15 oc bracing. MiTek recommends lhal Slabilizers and required cross bracing be installed during truss erection, in accordance witti Stabilizer Installation guide. FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less excepi when shown. TOP CHORD 1-2=-898/780, 2-3=-2461/1366, 3-4-1660/656, 4-5=-745/307 BOT CHORD 7-8-1287/2413, 6-7=-1688/2640, 5-6=-821/773 WEBS 2-8-2318/1267, 2-7=-318/371, 3-7-1494/1673, 3-6=-658/354, 4-6=-783/1777 NOTES 1) Wind: ASCE 7-05; 95mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cal. II; Exp C; endosed; MWFRS (low-rise); canfilever left and righl exposed ; end vertical left and righl exposed; Lumber DOL=1.00 plate grip DOL=1.00 |2) This Iruss has been designed for a 10.0 psf bottom chord live load nonconcurrent wilh any olher live loads. 3) * This tmss has been designed for a live load of 20.0psf on the bottom chord in all areas where a redangle 3-6-0 tall by 1-0-0 wide will fit between Ihe bottom chord and any olher members. 4) A plate rating redudion of 20% has been applied for the green lumber members. 5) Refer lo girder(s) for Imss to Imss connecfions. 6) This tiuss is designed in acconiance wilh the 2009 International Building Code secfion 2306.1 and referenced standard ANSI/TP11. 7) This tiuss has been designed for a total drag load of 310 plf. Lumber D0L=(1.33) Plale grip D0L=(1.33) Connect trass lo resist drag loads along bottom chord fi'om 0-0-0 lo 10-11-0 for 310.0 plf. LOADCASE(S) Slandani uly 14,2011 A WARlCm Verify design parameters and READ mTES ON THIS AND UlCLtmED MTBK RBERENCB PAGE Ml 7473 rer. 10 BEFORE USE, Design valid for use on^ wrth MiTek connectore. Thb des'ign 'ts based only upon parametere shown, and b for an individual building component. Applicability of design poramentere and proper incorporation of component b responsibility of building designer - not truss designer Brocing shown b for lateral support of individual web membere on^'. Additional temporary bracing to insure statailrty during constnjction b the responsibillity of the erector Additionai pemianent bracing of the overall structure b the responsibility of the building designer For general guidance regarding fatxication. quality contra! storage, delivery, erection and txacing. consurt ANSI/TPII QuoHty Criteria. DS6-89 and BCSI BuHdlng Component Safefy Informoflon available from Truss Plate Institute. 281 N. Lee Sfreet Suite 312. Alexandria. VA 22314. MITek' RUWKH TO nitrnRM.- 7777 Greenback Lane, Suite 109 Citrus Heights, CA. 95610 Job Tmss Tmss Type Qty Ply Hillon Carisbad R33366825 HILTON_CARLSBAD HH03H MONO TRUSS 1 1 Job Reference (ootionall SeledBuiid Distribution, Indio, CA - 92203 7.250 s May 11 2011 MiTek Industries, Inc. Thu Jul 14 05:47:22 2011 Page 1 ID:t2IODBRTySPeTJAolr1YqZzOnqQ-ZUAQYNSxftlrt/l9c3rCjYJ56NG7ll20V3HYJgLeyyD4Z 0.50 rii" k LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) l/defl L/d PLATES GRIP ITCLL 20.0 Plates Increase 1.25 TC 0.51 Vert(LL) -0.05 5-6 >999 360 MT20 220/195 "TCDL 18.0 Lumber Increase 1.25 BC 0.32 Vert(TL) -0.20 5-6 >644 240 BCLL 0.0 * Rep Slress Incr YES WB 0.32 HorzfTL) 0.03 5 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix) Weight; 47 Ib FT = 20% LUMBER TOP CHORD BOT CHORD WEBS 2X4DF No.l&BtrG 2X4DF No.l&BlrG 2 X 4 DF Slud G REACTIONS (Ib/size) 7=510/Mechanical, 5=510/0-3-8 (min. 0-1-8) Max Horz 7=35(LC 4) Max Uplift7=-38(LC 3), 5=-37(LC 3) BRACING TOP CHORD BOT CHORD JOINTS Strudural wood shealhing directly applied or 5-5-10 oc puriins, excepi end verticals, and 2-0-0 oc puriins (6-0-0 max.): 3-4. Rigid ceiling directly applied or 10-0-0 oc bracing. 1 Brace al Jl(s): 4 MiTek recommends lhal Slabilizers and required cross bracing be installed during truss erecfion, in accordancewith Stabilizer Installation guide. FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less excepi when shown. TOP CHORD 1-2-297/36, 2-3-1426/90 BOT CHORD 6-7=-71/1421, 5-6=-108/1173 WEBS 2-7=-1162/59, 3-5=-1003/140, 3-6=0/344 NOTES 1) Wind; ASCE 7-05; 95mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; endosed; MWFRS (low-rise); cantilever left and righl exposed ; end vertical left and righl exposed; Lumber DOL=1.00 plate grip DOL=1.00 k 2) Provide adequate drainage lo prevent waler ponding. '3) This buss has been designed fora 10.0 psf bottom chord live load nonconcurreni wilh any olher live loads. 4) * This truss has been designed for a live load of 20.0p5f on the boftom chord in all areas where a redangle 3-6-0 lall by 1-0-0 wide will fil between Ihe bottom chord and any olher members. 5) A plate rating redudion of 20% has been applied for the green lumber members. 6) Refer lo girder(s) for Imss lo tmss connections. 7) This tiuss is designed in accordance with the 2009 International Building Code secfion 2306.1 and referenced standard ANSI/TPI 1. 8) Design assumes 4x2 (flal orientafion) puriins al oc spacing indicated, fastened lo Imss TC wl 2-10d nails. LOADCASE(S) Standard 4,2011 ^ WARNim Verify design parameters and READ mTES ON THIS AND INCLtmBD MTEK RBBRBNCB PAGB MI7473 ret. 10 VS BEFORE tJSE. Design valid for use only with MiTek connectors. Thb design b taased on^ upon parametere shown, and b for on indlvkdual buiiding component. Applicabilrty of design paramentets and proper incorporation ot component b responsitaility of building designer - not truss designer Bracing shown b for lateral support of individual web membere only. Additional temporary bracing to insure stability during constnjction b the responsibillity of the erector. Additional permanent taracing ot the overall structure b the responsibility of the building designer For general guidance regarding fabrication, quality controL storage, delivery, erection and larocing, consurt ANSI/TPII QuaHty CrHeria, DSB-89 and BCSI BuHdlng Component Salety Iniormaflon ovoilobte from Tnjss Plate Institute, 281 N. Lee Sfreet Suite 312, Atexandria, VA 22314. MITek' 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95610 Job Tmss Tmss Type Qty Ply Hilton Cartsbad Tmss Type R33366826 HILTON_CARLSBAD HH04H MONO TRUSS 1 1 Job Reference (ootionall SeledBuiid Disti'ibulicn, Indio, CA - 92203 7.250 s May 11 2011 MTTek Industries, Inc. Thu Jul 14 05:47:22 2011 Page 1 ID:t2IODBRTySPeTJAolr1YqZzOnqQ-ZUAQYNSxfniVI9c3rCjYJ56M17mA2LQ3HYJgLeyyD4Z tie I limi! I ^ LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) l/defl L/d PLATES GRIP ITCLL 20.0 Plates Increase 1.25 TC 0.52 Vert(LL) -0.04 6 >999 360 MT20 220/195 'TCDL 18.0 Lumber Increase 1.25 BC 0.29 Vert(TL) -0.17 5-6 >761 240 BCLL 0.0 * Rep Slress Incr YES WB 0.45 HorzfTL) 0.02 5 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix) Weighl: 47 Ib FT = 20% LUMBER TOPCHORD 2X 4 DF No.l&BtrG BOTCHORD 2X4 DF No.l&BlrG WEBS 2 X 4 DF Stud G REACTIONS (Ib/size) 7=510/Mechanical, 5=510/0-3-8 (min. 0-1-8) Max Hor27=38(LC 4) Max UpTlft7=-38(LC 3), 5=-37(LC 3) BRACING TOP CHORD BOT CHORD JOINTS Stiudural wood shealhing directly applied or 5-3-5 oc puriins, except end verticals, and 2-0-0 oc puriins (6-0-0 max.); 3-4. Rigid ceiling directiy applied or 10-0-0 oc bracing. 1 Brace at Jl(s): 4 MiTek recommends thai Stabilizers and required cross bracing be inslailed during ttuss erection, in accordance wilh Stabilizer Installation guide, FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less excepi when shown. TOP CHORD 1-2—407/43, 2-3-1510/114 BOTCHORD e-7=-92/1502,5-6=-58/712 WEBS 2-7=-1125/76, 3-5=-758/112, 3-6=-45/813 NOTES 1) Wind: ASCE 7-05; 95mph; TCDL=8,4psf; BCDL=4.2psf; h=25ft; Cal. II; Exp C; endosed; MWFRS (low-rise); cantilever left and righl exposed ; end vertical left and righl exposed; Lumber D0L=1.00 plale grip D0L=1.00 k2) Pravide adequate drainage lo prevent water ponding. f3) This trass has been designed for a 10.0 psf bottom chord live load nonconcurrent with any olher live loads. 4) * This tmss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a redangle 3-6-0 lall by 1-0-0 wide will fit between Ihe bottom chord and any olher members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Refer to girder(s) for tmss lo truss connections. 7) This tmss is designed in accordance wilh the 2009 International Building Code secfion 2306.1 and referenced standard ANSI/TPI 1. 8) Design assumes 4x2 (flal orientation) puriins al oc spadng indicaled, fastened lo Imss TC wl 2-10d nails. LOADCASE(S) Slandani Uly 14,2011 A WARNim Verify design parameters and READ mTESON THIS AND imLtmED MTEK RBBRBNCB PAGE Ml 7473 ret. lOVSBBOREtJSE. Design valid for use only with MiTek connectore. Thb design b based only upon parametere shown, and b for on individual buHding component. Applicability of design paromentere and proper incorporation of component b responsibility of building designer - not truss designer. Bracing shown b for lateral support of individual web membere only. Additional temporary txacing to insure slataiFrty during constnjction b the responsibillity of the erector Additional permanent bracing of the overall structure b the responsibility of the building designer. For general guidance regarding fabrication, qualrty control, storage, deliver/, erection ond bracing, consurt ANSIAPil QuaHty Criieria, DSB-89 and BCSI BuHdlng Component Safely Infomiaflon available from Truss Plate Institute, 281 N. LeeSfreef Suite 312, Atexandria, VA 22314. MiTek' 7777 Greenback Lane, Suite 109 Citrus Heights, CA. 95610 Job Tmss Tmss Type Qty Ply Hitton Carlsbad R33366827 HILT0N_CARLSB/«3 101G FLAT 1 2 Job Reference foptio^ah SeledBuiid Distribution, Indio, CA - 92203 7.250 s May 11 2011 MiTek Industries, Inc. Thu Jul 14 05:47:23 2011 Page 1 ID:t2iODBRTySPeTJAolr1 YqZzOnqQ-1 gkpljTaQ4zMNJBFOwEnsJedGX03npcDWC2Dt4yyD4Y SdfiJ . I 6^12 I W-1 HANGER DESIGN OR SELECTION @ JT. 5 SHALL BE REVIEWED AND APPROVED BY QUALIFIED BUILDING DESIGNER AND FIELD INSPECTED BY BUILDING INSPECTOR. -J tiM 2-10-7 . LOADING (psO ITCLL 20.0 'TCDL 18.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Slress Incr NO Code IBC2009/TPI2007 DEFL in (loc) l/defl Ud Vert(LL) -0.03 5-6 >999 360 VertfTL) -0.12 5-6 >608 240 HontfTL) 0.02 5 n/a n/a PLATES GRIP MT20 220/195 Weighl: 61 Ib FT = 20% LUMBER TOP CHORD 2 X 4 DF No.1 &Btr G BOTCHORD 2X4 DF No.l&BlrG WEBS 2 X 4 DF Slud G BRACING TOP CHORD BOT CHORD JOINTS 2-0-0 oc puriins (6-0-0 max.): 1-4, excepi end verticals. Rigid ceiling direcfiy applied or 10-0-0 oc bracing. 1 Brace al Jl(s): 1,4 REACTIONS (Ib/size) 7=2372/0-4-6 (min. 0-1-8), 5=6248/0-4-12 (min, 0-3-5) Max Hotz7=36(LC 4) Max Uplift7=-215(LC 3), 5=-508(LC 4) FORCES (Ib) - Max, Comp./Max. Ten. - All forces 250 (Ib) or less excepi when shown. TOP CHORD 2-3=-276/43, 4-5=-43/406 BOT CHORD 6-7=-352/3782, 5-6-352/3782 WEBS 2-7=-4029/369, 2-6-196/2553, 2-5-3697/332, 3-5-706/84 NOTES 1) 2-ply Imss lo be conneded logelher wilh lOd (0,131"x3") nails as follows: Top chords connected as follows: 2X4-1 row at 0-9-0 oc, Boftom chords connected as follows: 2X4-1 row at 0-4-0 oc. Webs connected as follows: 2X4-1 row al 0-9-0 oc. 2) All loads are considered equally applied to all plies, excepi if noted as front (F) or back (B) face in the LOAD CASE(S) secfion. Ply to ply connecfions have been provided lo distribute only loads noted as (F) or (B), unless otherwise Indicaled. P3) Wind: ASCE 7-05; 95mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cal. II; Exp C; endosed; MWFRS (low-rise); cantilever left and righl exposed ; end vertical left and right exposed; Lumber D0L=1.00 plale grip D0L=1.00 4) Provide adequate drainage lo prevent water ponding. 5) This tmss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This tmss has been designed for a live load of 20.0psf on Ihe bottom chord in all areas where a rectangle 3-6-0 lall by 1-0-0 wide will fil between the bottom chord and any other members. 7) A plale rating redudion of 20% has been applied for the green lumber members. 8) This tiuss is designed in accordance wilh the 2009 International Building Code secfion 2306.1 and referenced standard ANSI/TP11. 9) Girder carries fie-in span(s): 31-4-0 from 0-0-0 to 5-10-8 10) Design assumes4x2 (flal orientation) puriins aloe spadng indicaled, fastened lo Imss TC w/2-10d nails. 11) Hanger(s) or olher connecfion device(s) shall be provided sufficient to support concenlraled load(s) 3855 Ib down and 285 Ib up al 6-1-12 on bottom chord. The design/selecfion of such connedion device(s) is the responsibilily of olhers. LOADCASE(S) Standard 1) Regular: Lumber lnCTease=1.25, Plate lncrease=1.25 Uniform Loads (plf) Vert: 1-4=-76, 5-7=-715(F=-695) Concentrated Loads (Ib) Vert: 5=-3855(F) ^,2011 A WARtamVergy design parameters and READ mTES ON THIS AND imLtmED MTBK RBERBmB PAGE Mr7473 rer. 10 BEFORE USE. I^sign valid for use only wrth MiTek connectore. Thb design b based on^ upon parametere shown, and b for an individual building component. Applicabiiify of design poromentere and proper incorporation of component is responsibility of building designer - not truss designer Brocing shown b for lateral support of individua! web memtaere only. Additional temporary taracing to insure stability during constructkan b the responsibillity of the erector Additkanol permanent bracing of the overall structure is the responsibility of ttie building designer. For general guidance regarding fataricatlon. quality controL storage, delivery, erection and taracing, consult ANSI/TPII QuoHty CrHeria, DSB-89 and BCSI BuHdlng Component Salety Informoflon available from Truss Plate Institute, 281 N, LeeSTreet Suite 312, Atexandria, VA 22314, MiTek" 7777 Greenback Lane, Suite 109 Citrus Heights. CA, 95610 Job Tmss Tmss Type Qty Ply Hillon Carisbad R33366828 HILTON_CARLSBAD 1101 MONO TRUSS 22 1 Job Reference (optional) SeledBuiid Distribution, Indio, CA - 92203 7.250 s May 11 2011 MTTek Industries, Inc. Thu Jul 14 05:47:24 2011 Page 1 ID:l2IODBRTySPeTJAolr1YqZzOnqQ-VslBz3UCBO5D?TmSydl0PWBcixl4WDEMIsonPWyyD4X iii I 13-7-0 I Scele'1:22-6 050 [12" f Plate Offsets (X.Y): [2:0-3-0,0-4-01, [5:0-3-7,0-2-81, [6:Edge,0-3-91 LOADING (psf) TCLL 20.0 TCDL 18.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Slress Incr NO Code IBC2009/TPI2007 CSI TC 0.96 BC 0.84 WB 0.62 (Matrix) PLATES GRIP MT20 220/195 Weighl: 56 Ib LUMBER TOP CHORD BOT CHORD WEBS 2X4 DF No.l&BlrG 2X4DF No.l&BlrG 2 X 4 DF Slud G 'Except* 1-9:2X6DF No.l&BlrG BRACING TOP CHORD BOT CHORD REACTIONS (Ib/size) 9=664/Mechanical, 6=888/0-3-8 (min. 0-1-8) MaxHorz9=37(LC4) Max Uplift9=-49(LC 3), 6=-66(LC 5) Strudural wood shealhing directly applied or 3-1-0 oc puriins, except end verticals. Rigid ceiling directiy applied or 10-0-0 oc bracing. MiTek recommends lhal Slabilizers and required crass bracing be installed during Imss ereclion, in accordance witti Stabilizer Installation quide. FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less excepi when shown. TOP CHORD 1 -2=-735/56, 2-3—2943/219, 3-4-2356/182, 4-10=-2361 /186, 5-10=-2352/187, 5-6=-797/79 BOT CHORD 2-9-58/795, 2-8-210/2901, 7-8-210/2901, 6-7=-19/388 WEBS 3-7-561/47, 4-7—375/69, 5-7=-151/2025 INOTES ' 1) Wind; ASCE 7-05; 95mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cal. II; Exp C; endosed; MWFRS (low-rise); cantilever left and righl exposed ; end vertical left and righl exposed; Lumber D0L=1.00 plale grip D0L=1.00 2) This Imss has been designed for a 10.0 psf bottom chord live load nonconcurreni with any olher live loads. 3) * This Imss has been designed for a live load of 20.0psf on the bottom chord in all areas where a redangle 3-6-0 lall by 1 -0-0 wide will fll between Ihe bottom chord and any olher members. 4) A plale rating redudion of 20% has been applied for Ihe green lumber members. 5) Refer to girder(s) for tmss lo Iruss connedions. 6) This tmss is designed in acconiance wilh the 2009 Inlemafional Building Code section 2306.1 and referenced standard ANSI/TPI 1. 7) In Ihe LOAD CASE(S) seclion, loads applied to Ihe face of the tmss are noted as front (F) or back (B), LOADCASE(S) standanj 1) Regular: Lumber lncrease=1.25, Plate lncrease=1.25 Uniform Loads (plf) Vert: 1-10-76, 5-10=-176(F-100), 6-9-20 4,2011 A WARNim-Verify design parameters and REiU) mTES ON THIS AND INCLtmBD MTTEK RErBRBNCB PAGE Mil 7473 rer. lOVSBBOREtlSB. Design valid for use only with MiTek connectore, Thb des'ign b based only upon parametere shown, and b for an individual building component. Applicobirrty of design poramenfere and proper incorporation of component b responsibilrty of tauilding designer - not truss designer Bracing shown b for lateral support of individual web membere only. Additional temporary bracing to insure stability during construction b the responsibillity of the erector. Additional penTionent bracing of the overall structure b the responsibility of the building designer For general guidance regarding fataricatlon. quality controL storage, delivery, erection and bracing, consult ANSI/TPII QuaHly Crtteiia, DSB-89 and BCSI BuHdlng Component Safely Infomiaflon available from Truss Plate Instrtute, 281 N. Lee Sfreet. Suite 312. Alexandria. VA 22314. MITek' 7777 Greenback Lane. Suite 109 Citrus Heights, CA. 95610 Job Tmss Tmss Type Qty Ply Hilton Carisbad R33366829 HILTON_CARLSBAD MOID MONO TRUSS 2 1 Job Reference (optionall SeledBuiid Disti'ibution, Indio, CA - 92203 7.250 s May 11 2011 MiTek Industries, Inc, Thu Jul 14 05:47:25 2011 Page 1 ID:t2IODBRTySPeTJAolr1YqZzOnqQ-z3sZAPVqyiD4cdLeWKHFxkknLKf_FfGW_VVXKyzyyD4W Sii I 13-7-0 Scale = 1:22.6 0.50 QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEWTHE INPUT LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. I Plale Offsets (X.Y): [2:0-3-0.0-4-01, [5:0-3-7,0-2-81, [6;Edge,0-3-91 LOADING (psf) TCLL 20.0 TCDL 18.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Slress Incr NO Code IBC2009/TPI2007 CSI TC 0.90 BC 0.80 WB 0.70 (Matrix) DEFL in (loc) l/defi L/d Vert(LL) -0.23 8 >701 360 VertfTL) -0.57 8 >279 240 HorzfTL) 0.06 6 n/a n/a PLATES GRIP MT20 220/195 Weight: 56 Ib FT = 20% LUMBER TOP CHORD BOT CHORD WEBS 2 X 4 DF 2400F 2.0E G 2 X 4 DF 2400F 2.0E G 2 X 4 DF Stud G *Excepl* 1-9: 2 X 6 DF No.l&Blr G, 2-3: 2 X 4 DF No.1&Btr G BRACING TOP CHORD BOT CHORD REACTIONS (Ib/size) 9=664/Mechanical, 6=888/0-3-8 (min. 0-1-8) Max Horz 9=37(LC 11) Max Uplift9=-306(LC 9), 6=-153(LC 14) Max Grav 9=922(LC 8), 6=975(LC 7) Structural wood shealhing directly applied or 3-6-3 oc purtins, excepi end verticals. Rigid ceiling directly applied or 4-11-1 oc bracing. MiTek recommends lhal Slabilizers and required cross bracing be installed during Imss ereclion, in accordance wilh Stabilizer Installation guide. FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less excepi when shown. TOP CHORD 1-9-302/95,1-2=-1055/415, 2-3=-5502/2775, 3-4=-4263/2092, 4-10-3222/1051, 5-10-2760/616, 5-6-880/164 BOT CHORD 2-9=-452/1187, 2-8=-2743/5426, 7-8-1655/4222, 6-7=-1284/1658 WEBS 3-7=-1151/639, 4-7—384/77, 5-7=-562/2424 I NOTES 1) Wind: ASCE 7-05; 95mph; TCDL=8,4psf; BCDL=4.2psf; h=25ft; Cal. II; Exp C; enclosed; MWFRS (low-rise); canfilever left and right exposed ; end vertical left and righl exposed; Lumber D0L=1.00 plale grip D0L=1.00 2) This Imss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This trass has been designed for a live load of 20.0psf on the bottom chord In all areas where a redangle 3-6-0 lall by 1 -0-0 wide will fll behween the bottom chord and any other members. 4) A plale rafing redudion of 20% has been applied for the green lumber members. 5) Refer lo girder(s) for Imss lo tmss connecfions. 6) This trass is designed in accordance wilh the 2009 Intemational Building Code secfion 2306.1 and referenced standard ANSI/TPI 1. 7) This tiuss has been designed fora lolal drag load of 310 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 13-7-0 for 310.0 plf. 8) In the LOAD CASE(S) section, loads applied lo the face of the tmss are noted as front (F) or back (B). LOADCASE(S) Slandani 1) Regular: Lumber lncrease=1.25, Plale lncrease=1.25 Confinued on page 2 A WARNim Verify design parameters and READ mTBS ON-THIS AND INCLtmBD MTEK RBERENCB PAGE Ml 7473 ret. JO'08 BEFORE USE. Design valid for use only with MiTek connectore. Thb design b based only upon parametere shown, and 'is for an indivkiual building component. Applicatx'lify of design poramentere and proper incorporation of component b responsitailrty of building designer - not tnjss designer Bracing shown b for lateral support of individual web memlaere only. Addrtional temporary bracing to insure stability during construction b the responsitaillity of the erector Additional permanent bracing of the overall structure b the responsibility of the building designer For general guidance regarding falarication. quality contral. storage, delivery, erection and txacing, consurt ANSI/TPII QuaHly CrHeria, DSB-89 ond BCSI Building Componeni Salety Information available from Tnjss Plate Institute, 281 N. Lee Street Suite 312, Alexandria. VA 22314. MiTek' 7777 Greenback Lane. Suite 109 Citrus Heights, CA, 95610 Job Tmss Tmss Type Qty Ply Hillon Carisbad Tmss Type R33366829 HILTON_CARLSBAD MOID MONO TRUSS 2 1 Job Reference (optionall SeledBuiid Disti'ibution, Indio, CA - 92203 7.250 s May 11 2011 MiTek Industries, Inc. Thu Jul 14 05:47:25 2011 Page 2 ID:t2IODBRTySPeTJAolr1YqZzOnqQ-z3sZAPVqyiD4cdLeWKHFxkknLKf_FfGW_WXKyzyyD4W LOADCASE(S) Standard Uniform Loads (plf) Vert: 1-10=-76, 5-10=-176(F=-100), 6-9=-20 A WARmiO Verify design parameters and READ mTES ON THIS AND imLtmBD MTEK RBBRBNCB PAGB Ml 7473 rer. lOVSBBOREUSB. Design valid for use only wrth MITek connectore. Thb design b based on^ upon porometere shown, and b for an individual building component. Applicobirity of design poramentere and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of Individual web memtaers only. Additional temporary bracing to insLJre stability during construction b the responsibillity of the erector Additional permanent bracing of the overall structure b the responsibility of the building designer. For general guidance regarding fabrication, quality controL storage, delivery, erection and txacing. consurt ANSIAPil QuaHly Criieria, DSB-89 and BCSI BuHdlng Component Salety Information ovailabte from Tnjss Plate Instrtute, 281 N. Lee Sfreet Surte 312 Alexandria, VA 22314. MiTek' 7777 Greenback Lane. Suite 109 Citrus Heights, CA, 95610 Job Tmss Tmss Type Qty Ply Hilton Carisbad R33366830 HILTON_CARLSBAD 1102 MONO TRUSS 5 1 Job Reference (optionall SeledBuiid Distribution, Indio, CA - 92203 7.250 s May 11 2011 MTTek Industries, Inc. Thu Jul 14 05:47:26 2011 Page 1 ID:f2IODBRTySPeTJAolr1YqZzOnqQ-RFQxNIVSi?LxEmwq42oUUxG8FkA4_CQfC9HuUPyyD4V 7-*-10 I 0.50 Scale'1:12.8 2 2.4 ll k LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) l/defl Ud PLATES GRIP ITCLL 20.0 Plates Increase 1.25 TC 0.19 Vert(LL) -0.02 5 >999 360 MT20 220/195 'TCDL 18.0 Lumber Increase 1.25 BC 0.10 VertfTL) -0.07 4-5 >999 240 BCLL 0.0 * Rep Slress Incr YES WB 0.26 HorzfTL) -0.00 4 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix) Weighl: 33 Ib FT = 20% LUMBER TOPCHORD 2X 4 DF No.l&BtrG BOTCHORD 2X 4 DF No.l&BlrG WEBS 2 X 4 DF Slud G REACTIONS (Ib/size) 6=356/Mechanical, 4=356/0-3-8 (min. 0-1-8) Max Horz 6=37(LC 4) Max Uplift6-27(LC 3), 4=-27(LC 5) BRACING TOP CHORD BOT CHORD Stmdural wood shealhing directly applied or 6-0-0 oc puriins, excepi end verticals. Rigid ceiling direcfiy applied or 10-0-0 oc bracing. MiTek recommends that Slabilizers and required cross bracing be inslailed during truss ereclion, in accordance wilh Stabilizer Installation quide. FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less excepi when shown. TOP CHORD 1-6=-320/35, 1-2-821/69, 2-3—826175, 3-4—312/40 WEBS 1-5=-66/840, 2-5-331/71, 3-5=-65/844 NOTES 1) Wind: ASCE 7-05; 95mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; endosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and righl exposed; Lumber D0L=1.00 plale grip D0L=1.00 2) This tiuss has been designed for a 10.0 psf bottom chord live load nonconcurreni wilh any olher live loads. 3) * This Imss has been designed for a live load of 20.0psf on Ihe boftom chord in all areas where a redangle 3-6-0 lall by 1-0-0 wide will fll between the boftom chord and any olher members. r4) A plale rafing redudion of 20% has been applied for the green lumber members. 5) Refer lo girder(s) for tmss lo tmss connections. 6) This Imss is designed in accordance wilh the 2009 Intemational Building Code section 2306.1 and referenced standard ANSI/TP11. LOADCASE(S) Standard ^,2011 A WARNim Veryy design parameteirs and READ mTES ON THIS AND imLimSD MTBK RBERENCB PAGE Ml 7473 rer. lOVSBBOREUSB. Design valid for use on^ with MiTek connectore. Thb design b based only upon parametere shown, and 'is for an Individual building component. Applicability of design paromentere and proper incorporation of component b responsibilrty of building designer - not truss designer. Brocing shown b for lateral support of individual web memtaere on^. Additional temporary bradng to insure stataility during construction b the responsibillity ot the erector. Additional pemianent bracing of the overall structure b the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and txacing, consurt ANSI/TPII QuoHty Crtterio. DSB-89 and BCSI BuHding Component Safely Information available trom Truss Plate Institute, 281 N. Lee Sfreet Surte 312, Alexandria, VA 22314. MiTek fOWCR TO fCflFSRM.' 7777 Greenback Lane. Suite 109 Citrus Heights, CA. 95610 Job Tmss Tmss Type Qty Ply Hilton Carisbad R33366831 HILTON_CARLSBAD J01A MOD. QUEEN 1 1 Job Reference (opUonall SeledBuiid Dislribulion, Indio, CA - 92203 7.250 s May 11 2011 MTTek Industries, Inc. Thu Jul 14 05:47:27 2011 Page 1 ID:t2IODBRTySPeTJAolr1YqZzOnqQ-vR_Jb5W4TJToswV1dlJj09pCm8OFjUlpRp0R0ryyD4U 17-3-0 , 24-3-2 [ I 31-6-0 Scale-1:52.8 3.00 ^ I-4-3-4 11-3^ 7-0-2 Plate Offsets (X.Yl; 18:0-0-4.0-2-01. [13:0-3-9.0-2-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) l/defi Ud PLATES GRIP 'TCLL 20.0 Plates Increase 1.25 TC 0.59 Vert(LL) -0.19 9-10 >999 360 MT20 220/195 TCDL 18.0 Lumber Increase 1.25 BC 0.62 Vert(TL) -0.80 9-10 >470 240 BCLL 0.0 * Rep Stress Incr YES WB 0.99 HorzfTL) 0.19 8 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix) Weighl: 149 Ib FT = 20% LUMBER TOPCHORD 2X 4 DF No.l&BtrG BOTCHORD 2X4DF No.l&Bti'G WEBS 2 X 4 DF Slud G SLIDER Righl 2 X 4 DF Slud -G 3-7-6 BRACING TOP CHORD BOT CHORD REACTIONS (Ib/size) 8=1506/0-3-8 (min. 0-1-10), 14=1506/0-3-8 (min. 0-1-10) MaxHorz14=-51(LC6) Max Upllft8=-78(LC 4), 14=-64(LC 3) FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-2802/125, 2-3=-3050/124, 3-4-3038/162, 4-5=-3289/199, 5-6=-3296/162, 6-7=-4252/224, 7-8=-4317/206, 1-14=-1446/73 BOT CHORD 12-13=-108/2688, 11-12-8/2536, 10-11 =-8/2536, 9-10=-164/4096, 8-9—164/4096 WEBS 4-10=-105/1110, 5-10-503/105, 6-10-1050/126, 6-9=0/270, 4-12=-90/725, 3-12=-482/109, 2-12-28/317, 2-13=-561/80, 1-13=-101/2589 Stiudural wood shealhing direcUy applied or 2-10-15 oc puriins, excepi end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends lhal Slabilizers and required cross bracing be installed during tiuss ereclion, in accordance wilh Stabilizer Installation quide. NOTES V1) Unbalanced roof live loads have been considered for Ihis design. ^2) Wind: ASCE 7-05; 95mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cal. II; Exp C; endosed; MWFRS (low-rise); cantilever left and righl exposed ; end vertical left and righl exposed; Lumber D0L=1.00 plale grip D0L=1.00 3) This tiuss has been designed for a 10.0 psf boftom chord live load nonconcurrent wilh any olher live loads. 4) * This Imss has been designed for a live load of 20.0psf on Ihe bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 5) A plale rafing redudion of 20% has been applied for the green lumber members. 6) This truss is designed in accordance wilh the 2009 International Building Code section 2306.1 and referenced standard ANSI/TP11. LOADCASE(S) Standard 4,2011 ^ WARNim Ver^designparametersandRBADmTES0NTBlSANDlNCLtmBDMTBKRBERENCEPA0BMI7473 rer. 10 VS BEFORE USE. Design valid for use only with MiTek connectore. Thb design b based only upon parametere shown, and b for on individual building component. Applicability of design poramentere and proper incorporation of component b responsibility of tauilding designer - not truss designer Bracing shown b for katerol support of individual web membere only. Additional temporary bracing to insure stability during construction b the responsibillity of the erector. Addrtional permanent bracing of the overall structure b ttie responsibility of the building designer. For general guidance regarding fabrication, qualrty contraL storage, delivery, erection and txocing, consurt ANSI/TPII QuaHty Citteria, DSB-89 and BCSI BuHdlng Component Salely Iniormaflon available from Truss Plate Instrtute, 281 N. Lee Sfreet Suite 312. Alexandria, VA 22314. MITek' 7777 Greenback Lane. Suite 109 Citrus Heights, CA, 95610 Job Tmss Tmss Type Qty Ply Hilton Carisbad R33366832 HILTON_CARLSBAD J01B MOD. QUEEN 3 1 Job Reference (optionall SeledBuiid Disti'ibution, Indio, CA - 92203 7.250 s May 11 2011 MTTek Industries, Inc. Thu Jul 14 05:47:28 2011 Page 1 ID:t2IODBRTySPeTJAolr1YqZzOnqQ-NeXioRXiEdbfU44DBTqyZMMMwYkUSxYygTm_ZHyyD4T Scale = 1:53.3 3.00 nr 7-0-2 Plale Offsets (X.Y): [8:0-0-4.0-2-01. [13:0-3-9.0-1-81 i LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) l/defl Ud PLATES GRIP 'TCLL 20.0 Plates Increase 1.25 TC 0.69 Vert{LL) -0.19 9-10 >999 360 MT20 220/195 TCDL 18.0 Lumber Increase 1.25 BC 0.62 Vert(TL) -0.80 9-10 >473 240 BCLL 0.0 * Rep Slress Incr YES WB 0.99 HorzfTL) 0.16 8 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix) Weighl: 148 Ib FT = 20% LUMBER TOP CHORD BOT CHORD WEBS OTHERS SLIDER 2X4DF No.l&BtrG 2X4DF No.l&BlrG 2 X 4 DF Slud G 2 X 4 DF Slud G Right 2 X 4 DF Slud -G 3-7-6 BRACING TOP CHORD BOT CHORD REACTIONS (Ib/size) 8=1506/0-3-8 (min. 0-1-10), 16=1477/0-3-8 (min. 0-1-8) MaxHorz16—63(LC6) Max Uplift8=-79(LC 4), 16=-62{LC 3) Stiudural wood shealhing directly applied or 2-10-15 oc puriins, excepi end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Slabilizers and required cross bracing be installed during tiuss eredion, in accordance with Stabilizer Installation guide. FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2-2799/126, 2-3=-3050/125, 3-4=-3036/162, 4-5=-3288/202, 5-6=-3296/166, 6-7=-4252/227, 7-8=-4317/209 BOT CHORD 13-14=-27/502, 12-13—110/2694,11-12=-8/2536,10-11=-8/2536, 9-10-167/4096, 8-9=-167/4096 WEBS 4-10—105/1109, 5-10=-503/105, 6-10=-1050/125, 6-9=0/270, 4-12=-87/722, 3-12=-478/109, 2-12-20/311, 2-13-575/80, 1-13=-87/2287 .NOTES II) Unbalanced roof live loads have been considered forthis design. 2) Wind: ASCE 7-05; 95mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cal. II; Exp C; endosed; MWFRS (low-rise); cantilever left and righl exposed ; end vertical left and righl exposed; Lumber DOL=1.00 plale grip DOL=1.00 3) This tmss has been designed for a 10.0 psf bottom chord live load nonconcurrent wilh any other live loads. 4) * This tmss has been designed for a live load of 20.0psf on the bottom chord in all areas where a redangle 3-6-0 tall by 1 -0-0 wide will fil between the bottom chord and any olher members. 5) A plate rafing redudion of 20% has been applied for the green lumber members. 6) Bearing al joint(s) 16 considers parallel lo grain value using ANSI/TP11 angle lo grain fomiula. Building designer should verify capaciiy of bearing surface. 7) This buss is designed in accordance wilh the 2009 Internafional Building Code section 2306.1 and referenced standard ANSI/TP11. LOADCASE(S) Slandani July 14,2011 A WARNim-Vergy design panmieters and READ mTBS ON THIS AND mCLtmED MTTEK RBBRBNCB PAOB Ml 7473 ret. lOVSBBOREUSB. Design valid for use only with MiTek connectore. Thb design b based only upon parametere shown, and b tor on individual building component Applicatairrty of design poramentere and proper incorporation of component b responsibiFrty of building designer - not truss designer. Bracing shown b for lateral support of individual web memlaere only. Additional temporary bracing to insure stability during construction b the responsibillrty ot the erector. Addilional permanent bracing of the overall structure b the responsibility of the building designer For general guidance regording fataricatlon. qualrty contral. storage, delivery, erection and txacing, consult ANSI/TPII QuaHly Crtterio. DSB-89 ond BCSI BuHdlng Component Sofety Information available from Truss Plate Institute, 281 N. Lee Sfreet Suite 312, Atexandria, VA 22314. MiTek' 7777 Greenback Lane. Suite 109 Citrus Heights, CA, 95610 Job Tmss Tmss Type Qty Ply Hillon Carisbad R33366833 HILTON_CARLSBAD J01C MOD. QUEEN 3 1 Job Reference (optionall SeledBuiid Disti'ibution, Indio, CA - 92203 7.250 s May 11 2011 MiTek Industries, Inc. Thu Jul 14 05:47:29 2011 Page 1 ID:l2IODBRTySPeTJAolr1YqZzOnqQ-rq540nYK?wiW5En'IALB6auYNy5ABTH5u7VY5kyyD4S 17-3-0 I 24-3-2 I 31-8-0 , Seated 1:53.8 i-4-3-4 4-3-4 Plate Offsets (X.Yl: [16:2-4-10.14-2-31.116:2-5-5.14-7-131 OADING (psf) CLL 20.0 TCDL 18.0 BCLL 0.0 * BCDL 10.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Slress Incr YES Code IBC2009/TPI2007 CSI TC 0.58 BC 0.53 WB 0.70 (Matrix) DEFL in (loc) l/defl L/d Vert(LL) -0.09 7-8 >999 360 Vert(TL) -0.40 7-8 >614 240 HorzfTL) -0.02 16 n/a n/a PLATES GRIP MT20 220/195 Weight: 1551b FT = 20% LUMBER TOP CHORD BOT CHORD WEBS 2X4DF No.l&BtrG 2X4DF No.l&BlrG 2 X 4 DF ShJd G *Except* 3-16: 2X6 DF No.2 G 2 X 4 DF Slud G BRACING TOP CHORD BOT CHORD WEBS OTHERS WEDGE Right: 2X4 SYP No.3 REACTIONS (Ib/size) 7=927/0-3-8 (min. 0-1-8), 16=1617/0-5-4 (min. 0-1-8), 21=424/0-3-8 (min. 0-1-8) MaxHorz21=-63(LC 6) Max Uplift7=-78(LC 4), 16=-39(LC 3), 21=-41(LC 3) Max Grav7=927(LC 1), 16=1617(LC 1), 21=445(LC 7) SIruclural wood shealhing directly applied or 3-7-7 oc puriins, end verticals. Rigid ceiling directiy applied or 10-0-0 oc bracing. 1 Row al midpl 6-9 excepi MiTek recommends lhal Stabilizers and required crass bracing be installed during tiuss erection, in accordance witti Stabilizer Installation quide. FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less excepi when shown. TOP CHORD 1-2=-712/78, 4-5-1045/195, 5-6-1071/158, 6-7—2381/228 BOT CHORD 10-11=0/363, 9-10=0/363, 8-9=-170/2223, 7-8-170/2223, 12-13=-64/668 WEBS 4-9=-94/1124, 5-9=-434/100, 6-9-1306/133, 6-8=0/313, 4-11 =-1008/20, 2-12=-763/56, 1-13=-43/523,12-17=0/302, 11-18=-0/920,17-19=0/302, 18-20=-0/920 OTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 95mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cal. II; Exp C; endosed; MWFRS (low-rise); canfilever left and right exposed ; end vertical left and right exposed; Lumber D0L=1.00 plate grip D0L=1.00 3) This tiuss has been designed for a 10.0 psf bottom chord live load nonconcurreni wilh any olher live loads. 4) * This tmss has been designed for a live load of 20.0psf on Ihe boftom chord in all areas where a redangle 3-6-0 lall by 1-0-0 wide will fil between the bottom chord and any olher members. 5) A plate rafing redudion of 20% has been applied for Ihe green lumber members. 6) Bearing at joinl(s) 16, 21 considers parallel lo grain value using ANSI/TPI 1 angle lo grain fonnula. Building designer should verify capadty of beanng surface. 7) This tiuss is designed in accordance with the 2009 Intemational Building Code secfion 2306.1 and referenced standard ANSI/TP11. LOADCASE(S) Standanj 4,2011 A WARmiG Verify design parameters and READ mTES ON THIS AND INCLtmO) MTEK RBERENCB PAGE M17473 rer. 10 VS BEFORB t^. Design valid for use only with MiTek connectore. Thb design b based only upon parametere shown, and b for on individual building component. Applicabilrty of design poramentere and proper incorpcxotion of component b responsibility of building designer - not truss designer Bracing shown b for lateral support of individual web membere only. Additional temporary bracing to insure stabllrty during construction b the responsibillrty of the erector. Additional permanent bracing of the overall structure b tlae responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and brocing, consurt ANSl/TPIl QuoHty Cttteria, DSB-89 and BCSI BuHdlng Component Salely Intonnation available from Truss Plate Institute, 281 N. Lee Street Suite 312, Alexandria. VA 22314. MITek' 7777 Greenback Lane, Suite 109 Citnjs Heights. CA, 95610 Job Tmss Tmss Type Qty Ply Hillon Carisbad R33366834 HILTON_CARLSBAD J01D MOD QUEEN 1 1 Job Reference (ootionall SeledBuiid Disti'ibution, Indio, CA - 92203 7.250 s May 11 2011 MlTek Industries, Inc. Thu Jul 14 05:47:30 2011 Page 1 ID:t2IODBRTySPeTJAolr1YqZzOnqQ-K0fSD6YzmErtirtjOEbJusRenRj7LQQwvTF7nF5dAyyD4R 17-3-0 I 24^2 . I 31-8-0 -+- Scale = 1:53.4 4-3-4 11-0-12 6-9^ Plate Offsets (X.Yl: [15:2^10.14-2-31.115:2-5-5.14-7-131 ILOADING (psf) 'TCLL 20.0 TCDL 18.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plaies Increase 1.25 Lumber Increase 1.25 Rep Slress Incr YES Code IBC2009/TPI2007 CSI TC 0.58 BC 0.53 WB 0.70 (Matrix) DEFL in (loc) l/defl Ud Vert(LL) -0.09 7-8 >999 360 Vert(TL) -0.40 7-8 >614 240 HorzfTL) -0.02 15 n/a n/a PLATES GRIP MT20 220/195 Weighl: 1551b FT = 20% LUMBER TOPCHORD 2X 4 DF No.l&BtrG BOTCHORD 2X 4 DF No.l&BtrG WEBS 2 X 4 DF Slud G 'Except* 3-15: 2X6 DF No.2 G WEDGE Right: 2X4 SYP No.3 BRACING TOP CHORD BOT CHORD WEBS Strudural wood shealhing directly applied or 3-7-7 oc puriins, excepi end verticals. Rigid ceiling direcUy applied or 10-0-0 oc bracing. 1 Row al midpl 6-9 REACTIONS (Ib/size) 7=926/0-3-8 (min. 0-1-8), 14=452/0-3-8 (min. 0-1-8), 15=1618/0-5-4 (min. 0-1-8) Max Horzl4-51 (LC 6) Max Upllft7=-78(LC 4). 14-44(LC 3), 15=-38(LC 3) Max Grav7=926(LC 1), 14=473(LC 7), 15=1618(LC 1) MiTek recommends that Slabilizers and required crass bracing be inslailed during tiuss ereclion, in accordance wilh Slabillzer Installation guide. FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-718/79, 4-5-1044/195, 5-6-1070/158, 6-7=-2380/228,1-14=-440/51 BOT CHORD 10-11=0/362, 9-10=0/362, 8-9=-170/2222, 7-8=-170/2222, 12-13=-74/667 WEBS 4-9—94/1124, 5-9=-434/100, 6-9-1307/133, 6-8=0/313, 4-11-1008/20, 2-12=-764/64, 1-13=.49/603,12-16=0/302, 11-17=-0/920,16-18=0/302, 17-19=-0/920 kNOTES ft) Unbalanced roof live loads have been considered forthis design. 2) Wind: ASCE 7-05; 95mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cal. II; Exp C; endosed; MWFRS (low-rise); cantilever left and righl exposed ; end vertical left and right exposed; Lumber D0L=1.00 plate grip D0L=1.00 3) This tmss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This tmss has been designed for a live load ot 20.0psf on the bottom chord in all areas where a redangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any olher members. 5) A plale rafing redudion of 20% has been applied for the green lumber members. 6) Bearing at joinl(s) 15 considers parallel lo grain value using ANSI/TP11 angle lo grain fonnula. Building designer should verify capadty of bearing surtace. 7) This fiuss Is designed in accordance with the 2009 Inlemafional Building Code section 2306.1 and referenced standard ANSI/TP11. LOADCASE(S) Standanj 4,2011 ^ WARNim Verify design parameters and READ mTES ON THIS AND imLUDBD MTTEK RBBRBNCB PAGB Ml 7473 rer, lOVSBBOREUSB. Design valid for use only with MiTek connectrare. Thb design b based only upon parametere shown, and b for on individual building component. Applicability of design poramentere and proper incorporation of component b responsltxTrty of building designer - not truss designer. Bracing shown b for lateral support of indlvkdual web memtaere only. Add'rtional temporary taracing to insure stability during construction b the responsibillity of the erector. Additkanol pennanent bracing of the overall structure b the responsibility of the building designer. For general guidonce regarding fataricatlon. quqirty contraL storage, delivery, erection and larocing, consurt ANSI/TPII QuaMy CrHeria, DSB-89 and BCSI BuHdlng Componeni Safety Information available from Tnjss Plate Instrtute, 281 N. Lee Sfreet Suite 312. Alexandria, VA 22314. MITek' 7777 Greenback Lane, Suite 109 Citnjs Heights. CA. 95610 Job Tmss Tmss Type Qty Ply Hilton Carisbad R33366835 HILTON_CARLSBAD JOI HI HIP 1 1 Job Reference (optionall SeledBuiid Disti'ibution, Indio, CA - 92203 7.250 s May 11 2011 MiTek Industries, Inc. Thu Jul 14 05:47:31 2011 Page 1 ID:l2IODBRTySPeTJAolr1YqZzOnqQ-oDDqRSZbXY_DLYoosbNgB?_pillzn.30MR l9cyyD4Q 21-3-14 -t-27^14 31-3-14 Scale «1:53 7 7-4-13 3.00 1^ 6-6-4 7-4-13 Plate Offsets (X.Y); [1:0-3-0.0-2-01. [5:0-3-0.0-2-01. [11:0-3-9.0-2-01 ^LOADING (psO SPACING 2-0-0 CSI DEFL in (loc) l/defi Ud PLATES GRIP 'TCLL 20.0 Plates Increase 1.25 TC 0.85 Vert(LL) -0.26 8-10 >999 360 MT20 220/195 TCDL 18.0 Lumber Increase 1.25 BC 0.63 Vert(TL) -1.03 8-10 >363 240 BCLL 0.0 * Rep Stress Incr YES WB 0.81 HorzfTL) 0.19 6 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix) Weighl: 142 Ib FT = 20% LUMBER TOP CHORD 2 X 4 DF No.1 &Blr G 'Except* 5-6; 2 X 6 DF No.2 G BOT CHORD 2 X 4 DF No.1 &Blr G WEBS 2 X 4 DF Slud G OTHERS 2 X 4 DF Slud G REACTIONS (Ib/size) 12=1489/Mechanical, 6=1489/0-3-8 (min. 0-1-9) MaxHorz12=-28(LC6) Max Uplifti 2=-95(LC 3), 6=-103(LC 4) BRACING TOP CHORD BOT CHORD SIruclural wood shealhing directly applied or 2-11-0 oc puriins, excepi end verticals, and 2-0-0 oc puriins (2-2-0 max.): 2-4. Rigid ceiling directly applied or 10-0-0 oc bracing. MITek recommends lhal Stabilizers and required cross bracing be installed during tmss ereclion, in accordance with Stabilizer Installation guide. FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less excepi when shovm. TOP CHORD 1-2—3058/204, 4-5=-4069/300, 5-6=-4400/321, 2-3=-4508/328, 3-4—4508/328, 1-12=-1414/117 BOT CHORD 11-12=-39/333, 10-11=-156/2939, 9-10-221/3893, 8-9-221/3893, 7-8=-276/4178, 6-7-282/4173 WEBS 1-11-144/2630, 2-11-354/87, 2-10=-146/1767, 3-10-652/124, 4-10-94/864, 4-8=0/340, 5-8-299/131 kNOTES Fl) Unbalanced roof live loads have been considered forthis design, 2) Wind: ASCE 7-05; 95mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cal. II; Exp C; endosed; MWFRS (low-rise); cantilever left and righl exposed ; end vertical left and right exposed; Lumber D0L=1.00 plale grip D0L=1.00 3) Provide adequate drainage to prevent waler ponding. 4) This tiuss has been designed for a 10.0 psf bottom chord live load nonconcurreni wilh any other live loads. 5) * This tmss has been designed for a live load of 20.0psf on the botlom chord in all areas where a redangle 3-6-0 lall by 1-0-0 wide will fil between the bottom chord and any olher members. 6) A plate rafing redudion of 20% has been applied for Ihe green lumber members. 7) Refer lo girder(s) for trass lo Imss connections. 8) This buss is designed in accordance with Ihe 2009 Intemational Building Code section 2306.1 and referenced standard ANSI/TPI 1. 9) Design assumes 4x2 (flat orientation) puriins at oc spadng indicaled, fastened lo tmss TC wl 2-10d nails. LOADCASE(S) Slandani 14,2011 ^ WARNim VerifydeslgnparametersandREADmTBSONTHISANDimLtmO)MTEKRBERBNCBPAGBMl7473 rer, 10 VS BEFORE USE. Design valkd for use only with MiTek connectore. Thb design 'is taased only upon parametere shown, and b tor on indiv'Kdual building component. Applicobility of design poramentere and proper incorporation ot componeni b responsibilrty of building designer - not truss designer. Bracing stiown b for lateral support of Individual web memtaere only. Addrtional temporary bracing to insure stolallity during construction b the responsibillity of the erector. Additional permanent bracing ot the overall structure b the responsibility of the building designer. For general guidance regarding tataricotion. quality contraL slorage, delivery, erection and taracing, consurt ANSI/TPII QuoHty Crtterio, DSB-89 ond BCSI Building Componenf Safety InformaHon ovailabte fram Truss Plate Instrtute, 281 N. Lee Sfreet Suite 312, Alexandria, VA 22314. _MiJek;^ 7777 Greenback Lane, Suite 10 Citais Heights. CA, 95610 Job Tmss Tmss Type Qty Ply Hillon Carisbad R33366836 HILTON_CARLSBAD J01H2 HIP 1 1 .lob Reference (optionall SeledBuiid Distribution, Indio, CA - 92203 7.250 s May 11 2011 MTTek Industries, Inc. Thu Jul 14 05:47:33 2011 Page 1 ID:t2IODBRTySPeTJAolr1YqZzOnqQ-kbLbr8br39ExaryA_0Q8GQ3CCZQB7F2hprTIEVyyD4O 19-3-14 I 21-3-14 I . 27-4-14 | 31-3-14 e-1-0 -I- Scale = 1:55.7 3.00 [12" 6x10Mt20H =^ 7-4-13 Plate Offsets (X.Y); 11:0-3-4.0-1-81. [9:0-3-15.0-2-111.110:0-3-0.0-2-01. [16:0-3-9.0-2-01 ILOADING (psf) 'TCLL 20.0 TCDL 18.0 BCLL 0.0 * BCDL 10.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Slress Incr YES Code IBC2009/TPI2007 CSI TC 0.65 BC 0.65 WB 0.78 (Matrix) DEFL in (loc) l/defl Ud Vert(LL) -0.21 13-15 >999 360 VertfTL) -0.86 13-15 >431 240 HorzfTL) 0.19 11 n/a n/a PLATES GRIP MT20 220/195 MT20H 165/146 Weighl; 162 lb FT = 20% LUMBER TOP CHORD BOT CHORD WEBS 2 X 4 DF No.1&Blr G *Excepl* 10-11;2X6DF N0.2G 2X4DF No.l&BtrG 2 X 4 DF Slud G *Excepl* 1-17:2X4DF No.l&BlrG BFiACING TOP CHORD BOT CHORD JOINTS REACTIONS (Ib/size) 17=1489/Mechanical, 11=1489/0-3-8 (min. 0-1-9) Max Horz17=-34(LC6) Max Uplifti 7=-88(LC 3), 11=-98(LC 4) Sbudural wood shealhing directly applied or 2-5-13 oc puriins, except end verticals, and 2-0-0 oc puriins (5-0-15 max.): 2-9, 4-7. Except; 1 Row al midpl 2-5, 5-9 Rigid ceiling directly applied or 10-0-0 oc bracing. 1 Brace at Jt(s): 5 MiTek recommends that Stabilizers and required cross bracing be inslailed during fiuss erecfion, in accordance wilh Stabilizer Installafion ouide. FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less excepi when shown. TOP CHORD 1-2=-3061/184, 2-4-1636/148, 7-9-1636/146, 9-10-4108/280,10-11=-4478/313, 2-3-2496/127, 3-5-2511/123, 5-8-2511/123, 8-9—2496/128,1-17—1410/110, 4-6-1573/150, 6-7-1573/150 BOT CHORD 16-17=-42/435, 15-16=-145/2957, 14-15-205/3926, 13-14-205/3926, 12-13-269/4261, 11-12=-275/4256 kWEBS 1-16-115/2530, 2-16=-346/83, 2-15-114/1355, 5-15=-327/94, 9-15-72/482, 9-13=0/339, 10-13-351/111, 5-6=-395/93 NOTES 1) Unbalanced raof live loads have been considered for this design, 2) Wind; ASCE 7-05; 95mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cal. II; Exp C; endosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and righl exposed; Lumber D0L=1.00 plale grip D0L=1.00 3) Provide adequate drainage lo prevent waler ponding. 4) All plates are MT20 plates unless otheiwise indicaled. 5) This Iruss has been designed for a 10.0 psf bottom chord live load nonconcurreni wilh any olher live loads. 6) * This tmss has been designed for a live load of 20.0psf on the bottom chord in all areas where a redangle 3-6-0 tall by 1-0-0 wide will fil betiween Ihe bottom chord and any other members. 7) A plate rating redudion of 20% has been applied for the green lumber members. 8) Refer lo girder(s) for tmss lo Imss connections. 9) This tiuss is designed in accordance wilh the 2009 International Building Code secfion 2306.1 and referenced standard ANSI/TP11. 10) Design assumes 4x2 (fiat orientation) puriins at oc spadng indicaled, fastened to tmss TC w/2-10d nails. LOADCASE(S) Standard 4,2011 A WARNim Verify design parameters and READ mTES ON THIS AND imLtmED MTEK RBERENCB PAGB Ml 7473 rer. lOVSBBOREUSB. Design valid for use only w'rth MiTek connectore. Thb design b based only upon parametere shown, and b for an Individual building component. Applicability of design paramentere and proper incorporation of component b responsibility of building designer - not truss designer. Bracing shown b for lateral support of individual web memtaere on^. Additional temporary bracing to insure stability during constnjction b the responsibillity of the erector Additional permanent bracing of the overall sfructure is the responsibiTrty of the building designer. For general guidance regarding fabrication, quality controt storoge. delivery, erection and txacing, consurt ANSI/TPII QuaHty Criteria, DSB-89 ond BCSI BuHdlng Componeni Safety Information avaikible fram Tnjss Plate Institute, 281 N. LeeStreel. Suite 312, Atexandria, VA 22314. M[Tek'^ 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95610 Job Tmss Tmss Type Qty Ply Hinon Carisbad R33366837 HILTON_CARLSBAD J01H3 HIP 1 1 Job Reference (optionall SeledBuiid Distribution, Indio, CA - 92203 7.250 s May 11 2011 MTTek Industries, Inc. Thu Jul 14 05:47:34 2011 Page 1 ID:t2IODBRTySPeTJAolr1YqZzOnqQ-Cnvz3UcTqTMoC?XNYjxNpdbN9zlBsixq2PDJmxyyD4N 17-6-14 I 21-6-14 I 27-7-14 - ' -I- Scale = 1:56.0 3,00 fir 6-M 1 14-2-1 21-6-14 27-7-14 , 31-6-14 1 1 7-4-13 1 7-4-13 1 6-1-0 3-11-0 Plale Offsets (X.Y); (1:Fdne.0-2-121.112:0-0-4.0-2-0). [17:0-3-9.0-2-01 ^LOADING (psf) SPACING 2-0-0 CSI DEFL In (loc) l/defi Ud PLATES GRIP "TCLL 20.0 Plates Increase 1.25 TC 0.70 Vert(LL) -0.20 14 >999 360 MT20 220/195 TCDL 18.0 Lumber Increase 1.25 BC 0.73 VertfTL) -0.85 14-16 >440 240 MT20H 165/146 BCLL 0.0 * Rep Slress Incr YES WB 0.80 HorzfTL) 0.19 12 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix) Weighl: 1641b FT = 20% LUMBER TOP CHORD BOT CHORD WEBS SLIDER 2X4 DF No.l&BlrG 2X4DF No.l&BtrG 2 X 4 DF Stud G *Excepl* 1-18:2X4DF No.l&BtrG Right 2 X 4 DF Stud -G 1-9-13 BRACING TOP CHORD BOT CHORD JOINTS REACTIONS (Ib/size) 12=1501/0-3-8 (min. 0-1-10), 18=1501/0-5-8 (min. 0-1-10) MaxHorz18=-40(LC6) Max Uplifti2=-92(LC 4), 18=-81(LC 3) FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD BOT CHORD WEBS I- 2=-3196/173, 2-4-1660/140, 7-9-1661/135, 9-10-4145/259, 10-11=-4195/269, II- 12=-4240/260, 2-3=-2219/84, 3-5-2230/84, 5-8=-2230/84, 8-9=-2219/86, 1 -18-1417/104, 4-6=-1557/138, 6-7-1557/139 17-18=-52/487, 16-17=-140/3084,15-16-186/3994,14-15=-186/3994,13-14-227/4011, 12-13-227/4011 1-17=-101/2602, 2-17=-319/80, 2-16=-80/961, 9-16-364/178, 9-14=0/294 Stiudural wood shealhing directly applied or 2-3-13 oc puriins. excepi end verticals, and 2-0-0 oc puriins (5-2-0 max.): 2-9, 4-7. Rigid ceiling directly applied or 10-0-0 oc bracing. 1 Brace at Jl(s): 5, 3, 8 MiTek recommends lhal Slabilizers and required cross bracing be installed during Iruss ereclion, in accordance witti Stabilizer Installation guide. P NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 95mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cal. II; Exp C; endosed; MWFRS (low-rise); cantilever left and righl exposed ; end vertical left and right exposed; Lumber D0L=1.00 plate grip D0L=1.00 3) Provide adequate drainage lo prevent water ponding. 4) All plates are MT20 plates unless othenwise indicated. 5) This tmss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any olher live loads. 6) * This Imss has been designed for a live load of 20.0psf on Ihe bottom chord In all areas where a redangle 3-6-0 tall by 1-0-0 wide will fil between the bottom chord and any olher members. 7) A plate raling redudion of 20% has been applied for Ihe green lumber members. 8) This Imss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 9) Oesign assumes 4x2 (flat orientation) puriins al oc spadng indicaled, fastened lo tmss TC wl 2-10d nails. LOADCASE(S) Standanl 4,2011 A WARNim Verify design parameters and READ mTES ON THIS Am INCLtmBD MTBK RBBREmE PAGE Ml 7473 rer. lOVSBBOREUSB. I^eslgn valid for use only with MiTek connectore. Thb design b based only upon parametere shown, and b for an individual building component. Applicatailrty of design paramentere and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown b for lateral support of individual web membere only. Add'rtional temporary bracing to insure stability during construction b the responsibillrty ot the erector. Additional pennanent bracing of the overall structure b the responsibiiity of ttie building designer. For general guidance regarding fataricotion, quality controt storage, delivery, erection and txacing, consurt ANSI/TPIT QuaHly Criieria, DSB-89 and BCSI BuHdlng Componeni Sofety Information avaiiabte fram Tnjss Plate Institute, 281 N. Lee Street, Surte 312, Alexandria, VA 22314, MiTek' 7777 Greenback Lane, Suite 109 Citrus Heights. CA, 95610 Job Tmss Tmss Type Qly Ply Hilton Carisbad R33366838 HILTON_CARLSBAD J01H4 HIP 1 1 Job Reference (ootionall SeledBuiid Distribution, Indio, CA - 92203 7.250 s May 11 2011 MTTek Industries, Inc. Thu Jul 14 05:47:35 2011 Page 1 ID:t2IODBRTySPeTJAolr1YqZzOnqQ-gLSLGqc5bmUfp96Z5RScLr8ZvM5eb6q_H3yslOyyD4M 1-4-13 1-4-13 Scale - 1:56.0 3,00 Fi" 6-9-4 -I-14-2-1 Plate Offsets (X.Yl: [1:0-3-4.0-1-81.112:0-0-4.0-2-01. [17:0-3-9.0-2-81 OADING (psf) CLL 20.0 TCDL 18.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Slress Incr YES Code IBC2009/TPI2007 CSI TC 0.64 BC 0.72 WB 0.95 (Matrix) DEFL in (loc) l/defl Ud Vert(LL) -0.19 14 >999 360 VertfTL) -0.79 14-16 >477 240 HorzfTL) 0.19 12 n/a n/a PLATES GRIP MT20 220/195 MT20H 165/146 Weighl: 1661b FT = 20% LUMBER TOP CHORD BOT CHORD WEBS SLIDER 2X4 DF No.l&BlrG 2X4DF No.l&BlrG 2 X 4 DF Stud G *Excepl* 1-18; 2X4 DF No.l&BtrG Righl 2 X 4 DF Stud -G 1-9-13 BRACING TOP CHORD BOT CHORD JOINTS REACTIONS (Ib/size) 12=1501/0-3-8 (min. 0-1-10), 18=1501/0-5-8 (min, 0-1-10) Max Horz18=-46(LC 6) Max Uplifti 2=-84(LC 4), 18=-71(LC 3) FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-3218/152, 2-19—1974/104, 4-19-1898/127, 7-20=-1871/119, 9-20—1975/108, 9-10=-4167/233, 10-11 =-4181 /243, 11-12=-4228/234, 2-3-1490/51, 3-5—1496/51, 5-8-1496/51, 8-9=-1491/53, 1-18-1416/95, 4-6=-1839/128, 6-7-1839/128 BOT CHORD 17-18=-56/461, 16-17=-124/3111, 15-16-161/4020, 14-15-161/4020,13-14-203/3996, 12-13=-203/3996 kWEBS 1-17=-86/2654, 2-17=-333/77, 2-16=-51/502, 5-16=0/417, 9-16=-852/144, 9-14=0/284 Strudural wood shealhing directly applied or 2-6-0 oc puriins, excepi end verticals, and 2-0-0 oc puriins (4-8-3 max.): 2-9,4-7. Excepi: 1 Row al midpl 2-5, 5-9 Rigid ceiling directly applied or 10-0-0 oc bracing. 1 Brace al Jl(s): 5 MiTek recommends lhal Slabilizers and required crass bracing be inslailed during trass ereclion, in accordance witti Stabilizer Installation guide. NOTES 1) Unbalanced raof live loads have been considered for this design. 2) Wind: ASCE 7-05; 95mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cal. II; Exp C; endosed; MWFRS (low-rise); canfilever left and right exposed ; end vertical left and righl exposed; Lumber D0L=1.00 plale grip D0L=1.00 3) Provide adequate drainage lo prevent waler ponding. 4) All plates are MT20 plates unless othenririse Indicaled. 5) This tiuss has been designed for a 10.0 psf boftom chord live load nonconcurrent with any olher live loads. 6) * This Imss has been designed for a live load of 20.0psf on Ihe bottom chord in all areas where a redangle 3-6-0 tall by 1-0-0 wide will fit between the boftom chord and any olher members. 7) A plate rating redudion of 20% has been applied for the green lumber members. 8) This fiuss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 9) Design assumes 4x2 (flal orientation) puriins al oc spadng indicated, fastened lo Imss TC wl 2-1 Od nails. LOADCASE(S) Standard 14,2011 ^ WARNim Verify design parameters and READ mTES ON THIS AND mCLtmED MTEK RBERENCB PAGB Ml 7473 rer. lOVSBBOREUSB. Design valid tor use only wrth MiTek connectore. Thb design b based only upon parametere shown, and b for an individual building component. Applicability of design paramentere and proper incorporation of component b responsitaility ot building designer - not truss designer. Bracing shown b tor lateral support ot individual web membere only. Additional temporary bracing to insure stability during construction b the responsibillity of the erector Additional permanent bracing of the overall structure b the responsibility of the building designer. For general guidance regarding tataricotion. quality controt storage, delivery, erection and larocing, consurt ANSI/TPM QuaHty Criteria. DSB-89 and BCSI BuHdlng Componenf Safety Information available ttom Tnjss Plate Institute. 281 N. Lee Sfreet. Suite 312. Alexandria. VA 22314. MITek' 7777 Greenback Lane. Suite 10 Citrus Heights. CA, 95610 Job Tmss Tmss Type Qly Ply Hilton Carisbad R33366839 HILTON_CARLSBAD J01HG HIP 1 2 Job Reference (opfionall SeledBuiid Distribution, Indio, CA - 92203 7.250 s May 11 2011 MTTek Industries, Inc. Thu Jul 14 05:47:36 2011 Page 1 ID:l2IODBRTySPeTJAolr1YqZzOnqQ-8ACIiU/WjM4cV\/RJhlf8zm2hh_mOWKbK7V\4iQrqyyD4L I 26-9-10 __| 30-10-10 I 34-9-10 -+- Scale = 1:53.4 3.00 fii" -+-8-0^1 -I--I-4-6-4 Plate Offsets (X.Y): [7:0-3-0.0-2-01. [8:0-3-6.0-0-11.115:0-3-9.0-2-01 OADING (psf) TCLL 20.0 TCDL 18.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Slress Incr NO Code IBC2009/TPI2007 DEFL in (loc) l/defl Ud Vert(LL) -0.40 11-13 >938 360 VertfTL) -1.51 11-13 >246 240 HorzfTL) 0.20 8 n/a n/a PLATES MT20 MT20H GRIP 220/195 165/146 Weighl: 332 Ib FT = 20% LUMBER TOPCHORD 2X4 DF No.l&BlrG *Excepl* 7-8: 2 X 6 DF No.2 G BOTCHORD 2X 6 DF No.l&BlrG WEBS 2 X 4 DF Slud G *Except* 1-15:2X4DF No.l&BlrG BRACING TOP CHORD BOT CHORD Strudural wood sheathing directly applied or 3-9-3 oc puriins, excepi 2-0-0 oc puriins (3-0-3 max.): 2-6. Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 16=3852/Mechanical, 8=3375/0-3-8 (min. 0-1-13) MaxHorz16=-47(LC6) Max Uplifti 6=-339(LC 3), 8=-296(LC 4) FORCES (lb). TOP CHORD BOT CHORD WEBS Max. Comp./Max. Ten. - All forces 250 (Ib) or less excepi when shown. 1-2=-7769/700, 6-7-11725/1069, 7-8-10630/951, 2-3=-12346/1096, 3-4-12340/1092, 4-5=-14177/1274, 5-6=-14183/1278 14-15=-654/7602, 13-14-1253/14752, 12-13=-1253/14752, 11-12-1253/14752, 10-11=-980/11311, 9-10=-880/10122, 8-9=-888/10167 1-15=-679/7776, 2-15=-854/139, 2-14=-462/5255, 3-14=-1021/210, 4-14-2646/244, 4-13=0/408, 4-11—713/77, 5-11 =-1015/209, 6-11—291/3264, 6-10=-34/973, 7-10=-166/1520, 7-9-325/60, 1-16-3795/347 •NOTES 1) 2-ply tmss lo be conneded logelher wilh lOd (0.13rx3") nails as follows: Top chords conneded as follows; 2X4-1 row at 0-7-0 oc, 2 X 6 - 2 rows al 0-9-0 oc. Bottom chords conneded as follows: 2X6-2 rows at 0-9-0 oc. Webs conneded as follows: 2X4-1 row al 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply lo ply connections have been provided lo distribute only loads noted as (F) or (B), unless othenwise Indicaled. 3) Unbalanced roof live loads have been considered forthis design. 4) Wind; ASCE 7-05; 95mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cal. II; Exp C; endosed; MWFRS (low-rise); canfilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plale grip D0L=1.00 5) Provide adequate drainage lo prevent water ponding. 6) All plates are MT20 plates unless otherwise indicated. 7) The Fabrication Tolerance at jolnl 12 = 12% 8) This tmss has been designed for a 10.0 psf bottom chord live load nonconcurreni with any olher live loads. 9) * This Imss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a redangle 3-6-0 lall by 1-0-0 wide will frt between the bottom chord and any olher members. 10) A plale rating redudion of 20% has been applied for Ihe green lumber members. 11) Refer lo girder(s) for tmss lo tmss connections. 12) Pravide melal plale or equivalent al bearing(s) 1 to support reaction shown. 13) This truss is designed in accordance wilh the 2009 Inlemafional Building Code secfion 2306.1 and referenced standard ANSI/TP11. 14) Girder carries hip end with 8-0-0 end setback. 15) Design assumes 4x2 (fiat orientation) puriins at oc spadng indicaled, fastened to tmss TC wl 2-10d nails. Continued on page 2 011 A WAFtNINGVer^ design parameters and READ NOTES ON THIS AND INCLUDED mTEK REFERENCE PAGE mr 7473 rt!r. 10 VB BEFORB USE. Design valid for use only witti MiTek connectors. Thiis design 'is based onty upon poranneters shown, and is for an individual building component. Applicability of design poramenters and proper incorporotion of component is responsibirrty of building designer - not truss designer. Bracing siiown is for lateral support of tnd'ividuol web members only. Additional temporary bracing to insure stability during construction is ttne responsibillity of tiie erector. Additional pennanent bracing of ttie overall structure is ttie responsibility of the building designer. For general guidonce regarding fobrication, quality control, storoge, delivery, erection and bracing, consult ANSI/TPII Quality Crtterio, DSB-89 and BCSI Building Component Safety information ovoiloble from Truss Plate Institute, 281 N. Lee Street, Suite 312, Alexandria. VA 22314. MiTek 7777 Greenback Lane. Suite 109 Citrus Heights. CA, 95610 Job Trass Tmss Type Qty Ply Hilton Carisbad R33366839 HILTON_CARLSBAD J01HG HIP 1 2 Job Reference (opUonall SeledBuiid Disti'ibution, Indio, CA - 92203 7.250 s May 11 2011 MTTek Industries, Inc. Thu Jul 14 05:47:36 2011 Page 2 ID:l2IODBRTySPeTJAolr1YqZzOnqQ-8ApiU/WjM4cV\/RJhlf8zm2hh mOVUKbK7V\4iQrqyyD4L NOTES 16) Hanger(s) or olher connection device(s) shall be provided sufficient lo support concenlraled load{s) 832 Ib down and 94 Ib up al 26-9-10, and 832 Ib down and 94 Ib up al 8-0-0 on boftom Chora, The design/seledion of such connection device(s) is Ihe responsibility of others. LOAD CASE(S) Standanj 1) Regular: Lumber lncrease=1.25, Plate lncrease=1.25 Uniform Loads (plf) Vert: 1-2=-76, 6-8=-76,15-16=-20,10-15=-49(F=-29), 8-10=-20, 2-6=-184(F=-108) Concenlraled Loads (Ib) Vert: 15=-832(F) 10=-832(F) A WARNim Verify design parameters andREADmTES ON THIS AND OKLtmO) MTEK RBERENCB PAOB M17473 rer. lO'OSBBORB USB. Design valid for use only with MiTelc connectors. Thb design b txised only upon parameters shov/n. and b for an individual building componeni. Applicabiiity of design paramenters and proper incorporation of component b responsibilrty of building designer - not truss designer Bracing shown B for lateral support ot individuol web members only. Addrtional temporary txocing to insure stability during construction b the responsiiDillity of the erector. Additional permanent brocing of the overall structure is the responsibility of ttie building designer For general guidance regarding fabrication, quality controt storage, delivery, erection and tlracing, consurt ANSI/TPII QuaHly Criteria, DSB-89 and BCSI BuHdlng Componeni Safety Information available from Truss Plate Institute, 281 N. Lee Sfreet, Suite 312, Alexandria. VA 22314. MiTek" 7777 Greenback Lane. Suite 109 Citrus Heights. CA, 95610 Job Tmss Tmss Type Qty Ply Hilton Carisbad Tmss Type R33366840 HILTON_CARLSBAD KOI MONO TRUSS 1 1 Job Reference (ootionall SeledBuiid Disti'ibution, Indio, CA - 92203 7.250 s May 11 2011 MiTek Industries, Inc. Thu Jul 14 05:47:37 2011 Page 1 ID:t2IODBRTySPeTJAolr1YqZzOnqQ-dMa5hWeM70kN3TGyDsU4QGDuuAo43?xHkNRzNGyyD4K _-_| 17-6-0 I 20-2-0 I Scales 1:35.6 3-11-0 3-11-P Plate Offsets (X.Yl: 14:0-3-1 .Edoel. [8:0-5-8.0-6-81 OADING (psf) CLL 20.0 TCDL 18.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Slress Incr YES Code IBC2009/TPI2007 CSI TC 0.67 BC 0.59 WB 0.98 (Matrix) DEFL in (loc) l/defl Ud Vert(LL) -0.14 8-9 >999 360 VertfTL) -0.61 8-9 >393 240 HorzfTL) 0.10 7 n/a n/a PLATES GRIP MT20 220/195 MT20H 165/146 Weighl: 99 Ib FT = 20% LUMBER TOP CHORD BOT CHORD WEBS 2X4DF No.l&BlrG 2 X 4 DF No.l&Blr G *Excepl* 7-10: 2 X 4 DF 2400F 2.0E G 2 X 4 DF Stud G 'Except* 4-8:2X4DF No.l&BlrG BRACING TOP CHORD BOT CHORD WEBS REACTIONS (Ib/size) 1=954/0-3-8 (min. 0-1-8), 7=954/Mechanical MaxHorz1=165(LC4) Max Uplifti =-63(LC 5), 7=-47(LC 3) Stmdural wood shealhing directiy applied or 4-0-12 oc puriins, excepi end verticals. Excepi: 6-0-0 oc bradng: 4-5 Rigid ceiling directiy applied or 10-0-0 oc bracing. 1 Row at midpl 3-5 MiTek recommends lhat Stabilizers and required cross bracing be inslailed during ti'uss eredion, In accordance with Stabilizer Installation guide. FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-2598/179, 2-3=-1991/151 BOT CHORD 1-11 =-207/2445,10-11 =-207/2445, 9-10=-207/2445, 8-9=-158/2918, 7-8=-183/3042 WEBS 3-9=0/499, 2-9-579173. 3-5-1784/162, 5-9-1036/30, 5-7=-3111/187 ( NOTES 1) Unbalanced raof live loads have been considered for this design. 2) Wind: ASCE 7-05; 95mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; endosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber D0L=1.00 plate grip D0L=1.00 3) All plates are MT20 plates unless otherwise indicaled. 4) This Imss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This tmss has been designed for a live load of 20.0psf on Ihe bottom chord in all areas where a rectangle 3-6-0 lall by 1-0-0 wide will fll between the boftom chord and any other members. 6) A plate rafing reducfion of 20% has been applied for the green lumber members. 7) Refer lo girder(s) for tmss lo Imss connecfions. 8) This Imss is designed in accordance wilh the 2009 Intemational Building Code secfion 2306.1 and referenced standard ANSI/TPI 1. LOADCASE(S) Slandani ^,2011 A WARNim VerifydesignparametersandREADmTBS0NTBISANDimLtmBDMTEKRBBRENCBPAGEMl7473 rer. lO VSBBORBt^B. Design valid for use only with fvlirek connectors. Thb design b based only upon paramelers shown, and b for an individual building component. Applicability of design paramentets ond proper incorporation of component b responsibility of building designer - nol truss designer. Brocing shown b for lateral support of Individual web members only. Additional temporary tiraclng to insure stability during construction b the responsibillity of the erector. Additional permanent bracing of the overall sttucture is the responsibility of the building designer. For general guidance regarding fatlrication, quality control, storage, delivery, erection and txacing, consurt ANSI/TPII QuoHty Criteria, DSB-89 and BCSI BuHding Componenf Safety infonnation ovoiloble from Truss Plate Institute, 281 N. Lee Street Suite 312. Atexandria. VA 22314. MITek' 7777 Greenback Lane, Suite 109 Citrus Heights. CA. 95610 Job Tmss Tmss Type Qty Ply Hillon Carisbad R33366841 HILTON_CARLSBAD LOI MONO TRUSS 9 1 Job Reference (optionall SeledBuiid Distribution, Indio, CA - 92203 7.250 s May 11 2011 MTTek Industries, Inc. Thu Jul 14 05:47:38 2011 Page 1 ID:l2IODBRTySPeTJAolr1YqZzOnqQ-5Z8Uvsf_uhsEgcr8nZ?JzTm?5aBhoboQz1BVWiyyD4J Scale = 1:27.9 3-11-0 Plate Offsets (X.Yl: 11:0-1-8.0-2-01. [2:0-3-0.0-2-01 LOADING (psf) SPACING 2-0-0 CSI DEFL In (loc) l/defl Ud PLATES GRIP FTCLL 20.0 Plates Increase 1.25 TC 0.90 Vert(LL) -0.15 5-6 >999 360 MT20 220/195 TCDL 18.0 Lumber Increase 1.25 BC 0.44 Vert(TL) -0.49 5-6 >326 240 BCLL 0.0 * Rep Slress Incr YES WB 0.43 HorzfTL) 0.03 5 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix) Weighl: 61 Ib FT = 20% LUMBER TOPCHORD 2X4 DF No.l&BlrG 1-2: 2X6 DF No.2 G BOT CHORD 2 X 4 DF No.1 &Blr G WEBS 2 X 4 DF Slud G Excepi* BRACING TOP CHORD BOT CHORD REACTIONS (Ib/size) 5=637/Mechanical, 1=637/0-3-8 (min. 0-1-8) MaxHorz1=133(LC4) Max Uplift5=-53(LC 3), 1=-43(LC 5) Sti%jdural wood shealhing directly applied or 4-11-14 oc puriins, excepi end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends lhal Slabilizers and required cross bracing be installed during tiuss erection, in accordance wilh Stabilizer Installafion quide. FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2-1719/89, 2-3=-1669/122 BOTCHORD 1-6—98/1603, 5-6=-73/812 WEBS 3-6=-17/867, 3-5-845/135 NOTES 1) Wind: ASCE 7-05; 95mph; TCDL=8,4psf; BCDL=4.2psf; h=25ft; Cal. II; Exp C; endosed; MWFRS (low-rise); cantilever left and righl exposed ; end vertical left and right exposed; Lumber DOL=1.00 plale grip DOL=1.00 k2) This Imss has been designed for a 10.0 psf bottom chord live load nonconcurreni with any other live loads. f3) * This trass has been designed for a live load of 20.0psf on the boftom chord in all areas where a redangle 3-6-0 lall by 1 -0-0 wide will fll between the boftom chord and any other members. 4) A plale rating redudion of 20% has been applied for Ihe green lumber members. 5) Refer lo girder(s) for tmss to tmss connections. 6) This tiuss is designed in accordance with the 2009 Intemational Building Code section 2306.1 and referenced standard ANSI/TPI 1. LOAD CASE(S) Slandara July 14,2011 A WARiam-Verify design peirameters and READ mTBS ON THIS AND imLtmBD MTTEK RBERENCB PAGB Mil 7473 rer. 10'08 BEFORE USS. Design valid for use only with fvliTek connectore. Thb design b based only upon parameters shown, and b for an Individual building component. ApplicablRty of design paramenters and proper incorporation of component b responsibility of tjuilding designer - not trvss designer. Bracing shown b for lateral support of individual web members only. Addrtional temporary bracing to insure stability during construction b the responsitxility of the erector. Additional permanent bracing of the overoll structure b ttie responsibility of ttie building designer. For general guidance regarding faiDricotion. quality control, storage, delivery, erection and bracing, consurt ANSI/TPII QuaHly Citteria, DSB-89 and BCSI BuHdlng Component Salety Intonnation available from Truss Plole Instrtute, 281 N. Lee Sfreet Suite 312. Alexandria. VA 22314. MiTek' 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95610 Job Tmss Trass Type Qty Ply Hilton Carisbad Trass Type R33366842 HILTON_CARLSBAD L01GH MONO HIP 1 1 Job Reference (optionall SeledBuiid Disti'ibution, Indio, CA - 92203 7.250 s May 11 2011 MTTek Industries, Inc. Thu Jul 14 05:47:39 2011 Page 1 ID:t2IODBRTySPeTJAolr1YqZzOnqQ-Zlis6Bfd?_5lmQKKHXYVhJGi_WDX0xaChw4R9yyD4l I 10-7-10 I 13-6-12 I Plale Offsets (X.Yl: [2:0-1-0.0-3-81. [5:Edoe.0-3-91 m OADING (psf) CLL 20.0 TCDL 18.0 BCLL 0.0 * BCDL 10.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Slress Incr NO Code IBC2009/TPI2007 CSI TC 0.52 BC 0.50 WB 0.56 (Matrix) DEFL in (loc) l/defl Ud Vert(LL) -0.06 7-8 >999 360 Vert(TL) -0.22 7-8 >729 240 HorzfTL) 0.07 6 n/a n/a PLATES GRIP MT20 220/195 Weight: 62 Ib FT = 20% LUMBER TOPCHORD 2X4DFNo.1&BlrG*Excepl* 1-2:2X6DF No.2 G BOTCHORD 2X 4 DF No.l&BlrG WEBS 2 X 4 DF Slud G REACTIONS (Ib/size) 6=1713/Mechanical, 1=1139/0-3-8 (min. 0-1-8) Max Horz1=75(LC 4) Max UpTift6=-158(LC 3), 1=-98(LC 3) BRACING TOP CHORD BOT CHORD JOINTS Stiudural wood shealhing directly applied or 3-8-5 oc puriins, excepi end verticals, and 2-0-0 oc puriins (3-11-2 max.): 3-5. Rigid ceiling directly applied or 10-0-0 oc bracing. 1 Brace al Jl(s): 5 MITek recommends lhat Stabilizers and required cross bracing be inslailed during tiuss ereclion, in accordance wilh Stabilizer Installation guide. FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less excepi when shown. TOP CHORD 1-2=-3189/301, 2-3-2943/279, 5-6—270/52, 3-4-2818/281 BOT CHORD 1-8=-283/3013, 7-8-280/3015, 6-7—194/1815 WEBS 3-7=0/354, 4-7=-72/1255, 4-6-2136/268 NOTES I) Unbalanced roof live loads have been considered forthis design, ) Wind: ASCE 7-05; 95mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cal. II; Exp C; endosed; MWFRS (low-rise); cantilever left and righl exposed ; end vertical left and righl exposed; Lumber D0L=1.00 plale grip D0L=1.00 3) Provide adequate drainage to prevent water ponding. 4) This trass has been designed for a 10.0 psf bottom chord live load nonconcurrent wilh any olher live loads. 5) * This tmss has been designed for a live load of 20.0psf on the bottom chord in all areas where a redangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 6) A plate rafing redudion of 20% has been applied for the green lumber members. 7) Refer lo girder(s) for trass to trass connections. 8) This tiuss is designed in accoraance wilh the 2009 Intemational Building Code secfion 2306.1 and referenced standard ANSI/TP11. 9) Girder carries hip end wilh 0-0-0 righl side setback, 8-0-0 left side setback, and 8-0-0 end setback. 10) Design assumes 4x2 (flal orientation) puriins at oc spadng indicated, fastened to tmss TC wl 2-10d nails. II) Hanger(s) or olher connecfion device(s) shall be provided sufficieni lo support concenlraled load(s) 832 Ib down and 94 Ib up al 8-0-0 on bottom chord. The design/selecfion of such connection device(s) is the responsibility of others. 12) In the LOAD CASE(S) secfion, loads applied lo Ihe face of the Imss are noted as front (F) or back (B). LOADCASE(S) Slandani 1) Regular: Lumber lncrease=1.25, Plale lncrease=1.25 Uniform Loads (plf) Vert: 1-3=-76,1-7—20, 6-7=-49(F=-29), 3-5=-184(F=-108) Concentrated Loads (Ib) Vert: 7=-832(F) July 14,2011 A WARiemVer^ design pannaeters and RE^ mTES ON THIS AND imLtmO) MTEK RBBREmE PAIX MI 7473 rer. 10 VS BBFORE USE. Design valid for use only with tvliTek connectors. Thb design b biased only upon parameters shown, and b for on individual building component, Applicabilrty of design paramenters and proper incorporation of component b responsibility of building designer - not truss designer Bracing shown b for lateral supporl of individual web memtiers only. Additional temporary txacing to insure stoix'lrty during constnjction b the responsibillity of the erector. Additional permanent bracing of the overall structure b ttie responsibiiity of ttie building designer. For general guidance regarding fabrication, qualily controL storage, delivery, erection ond bracing, consurt ANSI/TPM QuoHty Ciileila, DSB-89 and BCSI BuHdlng Component Safety Infoimation ovoilobte from Truss Plate Institute, 281 N. LeeSfreef Suite 312, Atexandria, VA 22314. MiTek' 7777 Greenback Lane, Suite 109 Citrus Heights. CA, 95610 Job Tmss Tmss Type Qty Ply Hillon Cartsbad Tmss Type R33366843 HILTON_CARLSBAD LOI HI MONO HIP 1 1 Job Reference (optionall SeledBuiid Distribution, Indio, CA - 92203 7.250 s May 11 2011 MiTek Industries, Inc. Thu Jul 14 05:47:40 2011 Page 1 ID:t2IODBRTySPeTJAolr1YqZzOnqQ-1xGEKXgEQJ6yvyw_V\Aj_2n2urVJNvLGSbiQLgd_byyD4H 10^-0 I 1W2 I 1 S 5 i 3-11-0 3-11-0 Plate Offsets (X.Y): [1:0-1-8.0-2-01. [2:0-3-0.0-2-01 ILOADING (psf) fTCLL 20.0 TCDL 18.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Sti'ess Incr YES Code IBC2009/TPI2007 DEFL in (loc) l/defl Ud Vert(LL) -0.04 6-7 >999 360 Vert(TL) -0.17 6-7 >919 240 Horz(TL) 0.04 5 n/a n/a PLATES MT20 GRIP 220/195 Weight: 63 Ib LUMBER TOPCHORD 2X 4 DF No.l&BlrG *Excepl* 1-2: 2X6 DF No.2 G BOTCHORD 2X 4 DF No.l&BlrG WEBS 2 X 4 DF Slud G REACTIONS (Ib/size) 5=637/Mechanical, 1=637/0-3-8 (min. 0-1-8) Max Horz1=96(LC 4) Max Uplift5-50(LC 3), 1=-44(LC 3) BRACING TOP CHORD BOT CHORD JOINTS Stmdural wood shealhing directly applied or 5-11-4 oc puriins, excepi end verticals, and 2-0-0 oc puriins (6-0-0 max.); 3-4. Rigid ceiling directiy applied or 10-0-0 oc bracing. 1 Brace al Jl(s): 4 MiTek recommends lhal Stabilizers and required cross bracing be installed during trass ereclion, in accordancewith Stabilizer Insiallalion guide. FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less excepi when shown. TOP CHORD 1-2=-1708/135, 2-3=-798/76 BOT CHORD 1-7-136/1614, 6-7-130/1623, 5-6=-33/705 WEBS 2-6=-918/107, 3-6=0/360, 3-5-885/76 NOTES 1) Unbalanced roof live loads have been considered for this design. ^2) Wind: ASCE 7-05; 95mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cal. II; Exp C; endosed; MWFRS (low-rise); canfilever left and right exposed ; end vertical left and righl exposed; Lumber D0L=1.00 plale grip D0L=1.00 ' 3) Pravide adequate drainage to prevent water ponding. 4) This Imss has been designed for a 10.0 psf bottom chord live load nonconcurreni wilh any olher live loads. 5) * This tmss has been designed for a live load of 20.0psf on the bottom chord in all areas where a redangle 3-6-0 tall by 1-0-0 wide will fil between the bottom chord and any olher members. 6) A plale rating reducfion of 20% has been applied for the green lumber members. 7) Refer lo girder(s) for trass to Imss connedions. 8) This b'uss is designed in acconiance with the 2009 Inlemafional Building Code secfion 2306.1 and referenced standard ANSI/TPI 1. 9) Design assumes 4x2 (flat orientation) puriins al oc spadng indicaled, fastened to trass TC wl 2-10d nails. LOADCASE{S) Standard 4,2011 ^ WAimm VergydesignparametersandREADmTBSONTHISANDimLimo}MTEKRBBRBmEPAGBMI7473 rer. lO VSBBORBUSE. Design valid for use only with l^iTek connectors. Thb design b based only upon parameters shown, and b for on individual building component. Applicabilrty of design paramenters and proper incorporation of component b responsibility of building designer - not truss designer. Bracing shown b for lateral support of individual web memtiers only. Additional temporary bracing to insure statiility dun'ng constnjction b the responsitxility of the erector Additional petmanent bracing of the overall sfructure b the responsibilrty of the building designer. For general guidance regarding fatxication, qualrty contral, storage, delivery, erection and txacing, consurt ANSI/TPII QuaHty Citteria, DSB-89 and BCSI BuHtUng Component Salety Infoimoflon available from Tnjss Plate Institute, 281 N. Lee Sfreet. Suite 312. Atexandria, VA 22314. MiTek' 7777 Greenback Lane. Suite 109 Citrus Heights, CA. 95610 Job Tmss Tmss Type Qty Ply Hillon Caristiad R33366844 HILTON_CARLSBAD L01H2 MONO HIP 1 1 Job Reference (optionall SeledBuiid Disti'ibution, Indio, CA - 92203 7.250 s May 11 2011 MiTek Industi'ies, Inc. Thu Jul 14 05:47:41 2011 Page 1 ID:l2IODBRTySPeTJAolr1YqZzOnqQ-V8qcXlhsAcEpX4ZjSiZ0b6OggnFa?v8sf?PAW1yyD4G I liis I 116J2 I ' inn 1 c *1 ' 3-00 Ri" 1 3-11-0 I 3-11-0 1(MM) 6-1-0 i-13*12 3-6-1? 1 Plale Offsets (X.Y): 11:0-1-8.0-2-01.12:0-3-0.0-2-01 1 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) l/defl L/d PLATES GRIP 'TCLL 20.0 Plates Increase 1,25 TC 0.30 Vert(LL) -0.04 9-10 >999 360 MT20 220/195 TCDL 18.0 Lumber Increase 1.25 BC 0.30 VertfTL) -0.17 9-10 >923 240 BCLL 0.0 * Rep Slress Incr YES WB 0.58 HorzfTL) 0.04 8 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix) Weighl: 68 Ib FT = 20% LUMBER TOPCHORD 2X 4 DF No.l&Blr G*Excepl* 1-2:2X6DF No.2 G BOTCHORD 2X 4 DF No.l&BlrG WEBS 2 X 4 DF Slud G REACTIONS (Ib/size) 8=637/Mechanical, 1=637/0-3-8 (min. 0-1-8) MaxHorZl=108(LC4) Max Upllft8=-54(LC 3), 1=-41(LC 3) FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less excepi when shown. TOP CHORD 1-2-1707/122, 2-3=-820/64 BOT CHORD 1-10-140/1612, 9-10=-133/1622, 8-9=-40/720 WEBS 2-9-889/99, 3-9=0/357, 3-8=-911 /85 BFiACING TOP CHORD BOT CHORD JOINTS Strudural wood shealhing directiy applied or 5-11-5 oc puriins, except end verticals, and 2-0-0 oc puriins (10-0-0 max.); 3-6, 5-7. Rigid ceiling directiy applied or 10-0-0 oc bracing. 1 Brace al Jl(s): 6, 7 MiTek recommends that Slabilizers and required cross bracing be inslailed during buss erecllon, in accordance wilh Stabilizer Installation guide, NOTES 1) Unbalanced roof live loads have been considered for Ihis design, J 2) Wind: ASCE 7-05; 95mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cal. II; Exp C; endosed; MWFRS (low-rise); cantilever left and righl exposed ; end vertical left and righl exposed; Lumber 00L=1.00 plale grip D0L=1.00 3) Provide adequate drainage to prevent waler ponding. 4) This tmss has been designed for a 10.0 psf bottom chord live load nonconcurrent wilh any olher live loads. 5) * This tmss has been designed for a live load of 20.0psf on the bottom chord In all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between Ihe bottom chord and any other members. 6) A plale rating redudion of 20% has been applied for the green lumber members. 7) Refer lo girder(s) for trass to trass connedions. 8) This trass is designed in accoraance wilh the 2009 Inlemafional Building Code section 2306.1 and referenced standard ANSI/TP11. 9) Design assumes 4x2 (flal orientation) puriins at oc spacing indicaled, fastened lo trass TC wl 2-10d nails. LOADCASE(S) Standard 14,2011 A WARNim Vergy assign parameters and READ mTES ON THIS AND imLtmSD MTTEKRBERSmB PAGE M17473 rer, 10 VS BBFORE USE. Design valid for use only with MiTelc connectore. Thb design b based on^* upon porometere shown, and b for an individuol building component. Appiicability of design paromentere and proper incorporation of component b responsibilrty of building designer - not truss designer. Bracing shown b for lateral support of individual web memtiere only. Addrtional temporary bracing to insure sfability during construction b the responsibillity of the erector. Additional pennanent bracing ot the overall structure b the responsibiiitY of ttie building designer. For general guidance regarding fatlrication. quality controt storage, delivery, erection and bracing, consurt ANSI/TPIT QuaHty Criteria, DSB-89 and BCSI BuHdlng Component Safety Infoimation available from Tnjss Plate Institute. 281 N. Lee Sfreet. Suite 312. Atexandria. VA 22314. MiTek' 7777 Greenback Lane, Suite 109 Citrus Heights. CA. 95610 Job Tmss Tmss Type Qty Ply Hilton Carisbad R33366845 HILTON_CARLSBAD MOI MONO TRUSS 7 1 Job Reference (ootionall SeledBuiid Distribution, Indio, CA - 92203 7.250 s May 11 2011 MiTek Industries, Inc. Thu Jul 14 05:47:41 2011 Page 1 ID:t2IODBRTySPeTJAolr1Yq2zOnqQ-V8qcXttisAcEpX423SiZ0b6Oj2nlH?00sf?PAW1yyD4G Scale = 1:16-7 i 3-11-0 3-11-0 1 7-1-0 3-2-0 1 Plate Offsets (X.Y): 11:0-1-8.0-1-81. [2:0-1-4.0-2-01 ILOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) l/defl Ud PLATES GRIP 'TCLL 20.0 Plates Increase 1.25 TC 0.09 Vert{LL) -0.01 1-5 >999 360 MT20 220/195 TCDL 18.0 Lumber Increase 1.25 BC 0.12 Vert{TL) -0.03 1-5 >999 240 BCLL 0.0 * Rep Stress Incr YES WB 0.14 HorzfTL) 0.01 4 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix) Weighl: 31 Ib FT = 20% LUMBER TOPCHORD 2X4DFNo.1&BlrG*Except* 1-2; 2X6 DF No.2 G BOTCHORD 2X4 DF No.l&BlrG WEBS 2 X 4 DF Slud G REACTIONS (Ib/size) 4=326/Mechanical, 1=326/0-3-8 (min. 0-1-8) MaxHorz1=73(LC4) Max Uplift4-28(LC 3), 1-22(LC 5) BRACING TOP CHORD BOT CHORD Stiudural wood shealhing direcUy applied or 6-0-0 oc puriins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends lhal Stabilizers and required cross bracing be Inslailed during tiuss eredion, in accordance witti Stabilizer Installation guide. FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less excepi when shown. TOP CHORD 1-2=-600/46 BOTCHORD 1-5=-39/546,4-5=-34/555 WEBS 2-4=-590/58 NOTES 1) Wind; ASCE 7-05; 95mph; TCDL=8,4psf; BCDL=4,2pst; h=25ft; Cal, II; Exp C; endosed; MWFRS (low-rise); cantilever left and righl exposed ; end vertical left and righl exposed; Lumber DOL=1.00 plale grip D0L=1,00 ^2) This tiuss has been designed for a 10.0 psf bottom chord live load nonconcurreni wilh any olher live loads. f3) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a redangle 3-6-0 lall by 1-0-0 wide will fit between the bottom chord and any other members. 4) A plale rating redudion of 20% has been applied for the green lumber members. 5) Refer lo girder(s) for Imss lo Imss connections. 6) This tiuss is designed in accordance wilh Ihe 2009 Intemational Building Code secfion 2306.1 and referenced standard ANSI/TP11. LOADCASE(S) Slandani Uly 14,2011 A WARNim Verify design parameters and READ mTES ON THIS AND INCLUDED MTEK RBBRBmB PAGS MI 7473 rer. lOVSBBOREUSB. Design valid for use only wrth MiTek connectore. Thb design b based only upon parametere shown, and 'ts for on individual building componeni. Applicability of design paramentere and proper incorporation of component b responsibility of building designer - not truss designer. Bracing shown b for lateral support of indiv'idual web membere onty. Addrtional temporary txacing to insure stability during construction b the responsibillity of the erector. Additional pennanent bracing of the overall structure b the responsibility of the building designer For general guidance regarding fabrication, qualrty control, storage, delivery, erection and txacing. consurt ANSI/TPII QuoHly Criteria. DSB-89 and BCSI BuHding Component Safety Infonnation ovoilobte from Tnjss Plate Institute, 281 N. Lee Street Suite 312. Atexandria. VA 22314. MITek 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95610 Job Tmss Trass Type Qty Ply Hillon Carisbad R33366846 HILTON_CARLSBAD M01G GABLE 2 1 Job Reference (optionall SeledBuiid Disti'ibution, Indio, CA - 92203 7.250 s May 11 2011 MiTeklndustries, Inc. Thu Jul 14 05:47:42 2011 Paget ID:t2IODBRTySPeTJAolr1YqZzOnqQ-zKO_kDiUxv»Mg9E8v0P4F7JxubBeVkTM0ul9k2UyyD4F -H 1 Scale: 1:19.1 Plate Offsets fX.Y): ri :0-1-8.0-1-81. f2:0-3-4.0-2-81 ^LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) l/defl Ud PLATES GRIP "TCLL 20.0 Plates Increase 1.25 TC 0.10 Vert(LL) -0.01 1-5 >999 360 MT20 220/195 TCDL 18.0 Lumber Increase 1.25 BC 0.13 VertfTL) -0.03 1-5 >999 240 BCLL 0.0 * Rep Slress Incr YES WB 0.13 HorzfTL) 0.01 4 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix) Weight: 35 Ib FT = 20% LUMBER TOP CHORD BOT CHORD WEBS 2 X 4 DF No.l&Blr G *Excepl* 1-2: 2X6 DF No.2 G 2X4 DF No.l&BlrG 2 X 4 DF Slud G BRACING TOP CHORD BOT CHORD REACTIONS (Ib/size) 4=326/Mechanical, 1=326/0-3-8 (min, 0-1-8) MaxHorz1=73(LC4) Max Uplift4=-28(LC 3), 1=-22(LC 5) SIradural wood shealhing directly applied or 6-0-0 oc puriins, excepi end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends lhal Slabilizers and required cross bracing be Inslailed during tiuss ereclion, in accordancewith Stabilizer Installation guide. FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less excepi when shown. TOP CHORD 1-2=-598/44 BOT CHORD 1 -5=-39/548, 4-5=-39/548 WEBS 2-4=-581/63 NOTES 1) Wind: ASCE 7-05; 95mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cal. II; Exp C; endosed; MWFRS (low-rise); cantilever left and righl exposed ; end vertical left and righl exposed; Lumber D0L=1.00 plale grip D0L=1.00 ^2) Tmss designed forwind loads In the plane ofthe tmss only. For sluds exposed to wind (normal to ttie face), see Standard Induslry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1 -2002, 3) Gable studs spaced al 1-4-0 oc. 4) This tiuss has been designed for a 10.0 psf bottom chord live load nonconcun'ent with any other live loads. 5) * This tiuss has been designed for a live load of 20.0psf on the bottom chord in all areas where a redangle 3-6-0 tall by 1-0-0 wide will flt between the bottom chord and any olher members. 6) A plale rating redudion of 20% has been applied for the green lumber members. 7) Refer lo girder(s) for tmss to tmss connections. 8) This truss Is designed in accordance with the 2009 Internafional Building Code secfion 2306.1 and referenced standard ANSI/TP11. LOADCASE(S) Slandani ^,2011 A WARNim Verify design pareaneters and READ mTES ON THIS AND imLtmBD MTEK RBBRBNCB PAGB MI7473 rer. lOVSBBORBUSE. Design valid for use only with MITek connectors. Thb design b based only upon parametere shown, and b for an Indlv'Kilual building component. Applicabllity of design paramentere and proper incorporation ot component b responsibility of building designer - not truss designer. Brocing shown b for lateral support of individual web membere only. Additional temporary txacing to insure stabirrty during construction b fhe responsibillity of the erector. Additional permanent bracing of the overall structure b the responsibility of the building designer For general guidance regarding fabrication, qualrty control, storage, delivery, erection and bracing, consurt ANSI/TPM QuaHty Criteria, DSB-89 and BCSI BuHdlng Componeni Safely Informotion available from Truss Plate Institute, 281 N. Lee Sfreet Suite 312. Alexandria. VA 22314. MiTek' 7777 Greenback Lane, Suite 109 Citrus Heights. CA. 95610 Job Tmss Tmss Type Qly Ply Hitton Carlsbad R33366847 HILTON_CARLSBAD NOI MONO HIP 1 1 Job Reference (optionall SeledBuiid Distribution, Indio, CA - 92203 7.250 s May 11 2011 MTTek Industries, Inc. Thu Jul 14 05:47:43 2011 Page 1 ID:t2IODBRTySPeTJAolr1YqZzOnqQ-RW(Myg6iEUV\*iOj5Z6bUgXT_bx8Tr?97JuHawyyD4E I lSi4 I Scale 1.1:22-3 3.00 |12" i-3-11-0 -I-3-11-P Plate Offsets (X.Y); [1 ;0-3-0.0-0-51.12:0-1-0.0-3-41. [4;Edae.0-3-91 OADING (psf) TCLL 20.0 TCDL 18.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Slress Incr YES Code IBC2009/TPI2007 CSI TC 0.44 BC 0.23 WB 0.49 (Matrix) DEFL in (loc) l/defl L/d Vert(LL) -0.03 6-7 >999 360 VertfTL) -0.12 6-7 >999 240 HorzfTL) 0.03 5 n/a n/a PLATES GRIP MT20 220/195 Weighl; 60 Ib FT = 20% LUMBER TOPCHORD 2X 4 DF No.l&BtrG-Except* 1-2; 2X6 DF No.2 G BOTCHORD 2X 4 DF No.l&BlrG WEBS 2 X 4 DF Slud G REACTIONS (Ib/size) 5=623/Mechanical, 1=623/0-3-8 (min. 0-1-8) Max Horzl =83(LC 4) Max Uplift5=-48(LC 3), 1=-44(LC 3) BRACING TOP CHORD BOT CHORD JOINTS SIruclural wood shealhing directly applied or 6-0-0 oc puriins, excepi end verticals, and 2-0-0 oc puriins (6-0-0 max.): 3-4. Rigid ceiling directly applied or 10-0-0 oc bracing. 1 Brace al Jl(s): 4 MiTek recommends lhal Slabilizers and required cross bracing be inslailed during tiuss erection, in accordance wilh Stabilizer Installation guide, FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less excepi when shown. TOP CHORD 1-2-1542/118, 2-3=-995/92 BOT CHORD 1-7-113/1443, 6-7=-109/1451, 5-6-52/946 WEBS 2-6=-537/74, 3-6=0/307, 3-5=-940/75 NOTES 1) Wind: ASCE 7-05; 95mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cal. II; Exp C; endosed; MWFRS (low-rise); canfilever left and right exposed ; end vertical left and righl exposed; Lumber D0L=1.00 plale grip D0L=1.00 f 2) Provide adequate drainage to prevent water ponding. 3) This trass has been designed for a 10.0 psf boftom chord live load nonconcurreni wilh any olher live loads. 4) * This trass has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 lall by 1-0-0 wide will fit between the boftom chord and any olher members. 5) A plate rafing redudion of 20% has been applied for Ihe green lumber members. 6) Refer lo girder(s) for trass lo trass connections. 7) This fiuss is designed in accoraance wilh the 2009 Inlemafional Building Code secfion 2306.1 and referenced standard ANSI/TP11. 8) Design assumes 4x2 (fiat orientation) puriins at oc spacing indicaled, fastened lo trass TC wl 2-10d nails. LOADCASE(S) Slandara 14,2011 A WARNim Verify design peirameters and READ mTES ON THIS AND imLtmO) MTEKRBBRSmB PAGE Ml 7473 ret. lO VSBBORBtmB. Design valid tor use only with MiTek connectors. Thb design b based on^ upon parameters shown, and b for on individual building component. Applicability of design paramenters and proper 'incorporation of component b responsibiTrty of building designer - nof truss designer Bracing shown b for lateral support of Ind'mduol web memtiere only. Additional temporary bracing to Insure stability during construction b the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality controL storage, defivery, erection and bracing, consurt ANSl/TPll QualHy Crtterio, DSB-89 and BCSI BuHdlng Componenf Safely InfornioHon ovofiobie from Truss Plate Institute, 281 N. Lee Sfreet. Suite 312. Atexandria. VA 22314. MITek 7777 Greenback Lane. Suite 109 Citrus Heigtits, CA, 95610 Job Tmss Trass Type Qly Ply Hilton Carisbad Trass Type Qly R33366848 HILTON_CARLSBAD NOI A MONO HIP 1 1 Job Reference (optionall SeledBuiid Distribution, Indio, CA - 92203 7.250 s May 11 2011 MiTek Industries, Inc. Thu Jul 14 05:47:43 2011 Page 1 ID:t2IODBRTySPeTJAolr1YqZzOnqQ-RWxMy:g6iEUWhOj5Z6bUgXT2nbxhTvC97JuHawyyD4E 8-0^) I UiS I Scale = 1:21-0 3-11-0 3-11-0 Plate Offsets (X.Yl: II :0-1-8.0-1-8l. 12:0-1-0.0-3-41 ILOADING (psf) 'TCLL 20.0 TCDL 18.0 BCLL 0.0 * BCDL 10.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr YES Code IBC2009/TPI2007 CSI TC 0.13 BC 0.19 WB 0.22 (Matrix) DEFL in (loc) l/defl Ud Vert(LL) -0.02 7 >999 360 Vert(TL) -0.08 6-7 >999 240 HorzfTL) 0.02 5 n/a n/a PLATES MT20 GRIP 220/195 Weighl: 52 Ib FT = 20% LUMBER TOP CHORD 2 X 4 DF No.1 &Btr G *Excepl* 1-2:2X6DF No.2 G BOTCHORD 2X4 DF No.l&BtrG WEBS 2 X 4 DF Stud G REACTIONS (Ib/size) 5=532/Mechanical, 1=532/0-3-8 (min. 0-1-8) Max Horz 1=83(LC 4) Max Uplift5=-42(LC 3), 1=-37(LC 3) FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less excepi when shown. TOPCHORD 1-2=-1266/97,2-3=-647/65 BOT CHORD 1-7=-93/1182, 6-7=-89/1191, 5-6-30/605 WEBS 2-6=-621/70, 3-6=0/289, 3-5-706/57 BRACING TOP CHORD BOT CHORD JOINTS SIradural wood shealhing direcfiy applied or 6-0-0 oc puriins, excepi end verticals, and 2-0-0 oc puriins (6-0-0 max.): 3-4. Rigid ceiling directly applied or 10-0-0 oc bracing. 1 Brace al Jl(s); 4 MiTek recommends that Slabilizers and required cross bracing be installed during ti'uss erection, in accordance with Stabilizer Installation guide. NOTES 1) Wind: ASCE 7-05; 95mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cal. II; Exp C; endosed; MWFRS (low-rise); cantilever left and righl exposed ; end vertical left and righl exposed; Lumber D0L=1.00 plale grip D0L=1.00 f2) Provide adequate drainage lo prevent waler ponding. 3) This tiuss has been designed for a 10.0 psf bottom chord live load nonconcurreni wilh any olher live loads. 4) * This trass has been designed for a live load of 20.0psf on Ihe bottom chord in all areas virtiere a redangle 3-6-0 lall by 1-0-0 wide will fit between the bottom chord and any other members. 5) A plate rafing redudion of 20% has been applied for Ihe green lumber members. 6) Refer lo girder(s) for trass lo trass connections. 7) This tmss is designed in accordance with the 2009 Intemational Building Code section 2306.1 and referenced standard ANSI/TPI 1. 8) Design assumes 4x2 (flat orientafion) purtins at oc spadng indicaled, fastened lo tmss TC wl 2-10d nails. LOADCASE(S) Slandara 14,2011 A WARNim Vergy design pannneters and READ mTBS ON THIS AND imLtmBD MTEK RBBREmE PAGE Ml 7473 rer. lO'OSBBORBUSE. Design valid for use only with MiTek connectore. Thb design b based onty upon parametere shown, and b for an individual building component, Applicobirrty of design paramentere and proper incorporation of component b responsibility of building designer - not huss designer. Bracing shown b for lateral support of individual web memtjere only. Additional temporary bracing to insure stobilily during eonstnjcfion 'is the responsitjillity of the erector. Additional permanent txacing ot the overall stnjcture b the responsibility of the bufiding designer For general guidance regarding fatjrication, quality controt storage, delivery, erection and bracing, consurt ANSI/TPII QuaHty Criteria, DSB-89 and BCSI BuHdlng Componenf Safety IntormoHon ovolkibte from Truss Plate institute, 281 N. Lee Sfreet. Suite 312. Alexandria. VA 22314. MiTek' 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95610 Job Tmss Tmss Type Qty Ply Hilton Carisbad R33366849 HILTON_CARLSBAD N01AG MONO HIP 1 1 Job Reference (opfionall SeledBuiid Distribution, Indio, CA - 92203 7.250 s May 11 2011 MTTek Industries, Inc. Thu Jul 14 05:47:44 2011 Page 1 ID:t2IODBRTySPeTJAolr1YqZzOnqQ-vjVI9vjlTXcNOXII7q6iCk09l?FRCHLJLzer7MyyD4D \ 1 3.0o[i2~ I-3-11-0 3-11-0 Plate Offsets (X.Yl: 12:0-1-0.0-3-41. [4;Edae.0-3-91 ILOADING (psf) 'TCLL 20.0 TCDL 18.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr NO Code IBC2009/TPI2007 CSI TC 0.43 BC 0.35 WB 0.55 (Matrix) PLATES MT20 GRIP 220/195 Weighl: 52 Ib FT = 20% LUMBER TOP CHORD 2 X 4 DF No.1 &Blr G *Excepl* 1-2: 2X ODF No.2 G BOTCHORD 2X4 DF No.l&BlrG WEBS 2 X 4 DF Stud G REACTIONS (Ib/size) 5=1507/Mechanical, 1=826/0-3-8 (min. 0-1-8) Max Horz 1=83(LC 4) Max Uplift5=-147(LC 3), 1=-69(LC 3) BRACING TOP CHORD BOT CHORD JOINTS Strudural wood shealhing direcfiy applied or 4-11-14 oc puriins, excepi end verticals, and 2-0-0 oc puriins (6-0-0 max.): 3-4. Rigid celling directly applied or 10-0-0 oc bracing. 1 Brace al Jl(s): 4 MiTek recommends lhal Slabilizers and required cross bracing be installed during Imss erection, in accordance wilh Slabillzer Installation guide, FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-2196/200, 2-3=-1709/184, 4-5=-292/63 BOT CHORD 1-7=-191/2066, 6-7-186/2074, 5-6-150/1699 WEBS 2-6=-459/52, 3-6=-54/1050, 3-5=-1957/195 NOTES I) Wind: ASCE 7-05; 95mph; TCDL=8,4psf; BCDL=4.2psf; h=25ft; Cal. II; Exp C; endosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and righl exposed; Lumber D0L=1.00 plate grip D0L=1.00 |2) Provide adequate drainage lo prevent waler ponding. 3) This buss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any olher live loads. 4) * This trass has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating redudion of 20% has been applied for the green lumber members. 6) Refer lo girder(s) for trass to trass connections. 7) This tiuss Is designed in accordance wilh the 2009 International Building Code section 2306.1 and referenced standard ANSI/TP11. 8) Girder carries hip end wilh 0-0-0 righl side setback, 8-0-0 left side setback, and 8-0-0 end setback. 9) Design assumes 4x2 (flal orientation) puriiris at oc spacing indicaled, fastened to trass TC wl 2-1 Od nails. 10) Hanger(s) or other connecfion device(s) shall be provided sufficieni to support concenlraled load(s) 832 Ib down and 94 Ib up al 8-0-0 on bottom chord. The design/seledion of such connection device(s) is Ihe responsibilily of olhers. II) In Ihe LOAD CASE(S) section, loads applied lo the face of the tmss are noted as front (F) or back (B). LOADCASE(S) Slandani 1) Regular: Lumber lncrease=1.25, Plale lncrease=1.25 Uniform Loads (plf) Vert; 1-3=-76, 3-4=-184(F=-108), 1-6-20, 5-6=-49(F=-29) Concenlraled Loads (Ib) Vert: 6=-832(F) ^/ n-7ji jior^ ilily 14,2011 ^ WARNim Vergy design parrmieters and READ mTES ON THIS AND imLimED MTTEK R^ERENCE PAGE MI7473 rer. lOVSBBORBtmB. Design valid for use only with MiTek connectors. Thb design b based only upon parametere shown, and b for on indiv'Kdual building component. Applicabirrty of design paramentere and proper incorporation of component b responsibility of building designer - not fruss designer. Brocing shown 'IS for lateral support of individual web memtiere only. Additional temporary bracing to insure stability during construction b the responsibifiify of the erector. Additional pennanent bracing of the overall structure b the responsibility of the building designer. For general guidance regarding fabrication, qualrty controt storage, defivery. erection and bracing, consurt ANSI/TPII QualHy Citteria, DSB-89 and BCSI BuHdlng Component Safety Inloimatlan ovoilobte from Truss Plate Instrtute. 281 N. LeeStreel. Suite 312. Alexandria. VA 22314. MITek' 7777 Greenback Lane, Suite 109 Citrus Heights, CA. 95610 Job Tmss Trass Type Qly Ply Hilton Carisbad R33366850 HILTON_CARLSBAD N01G MONO HIP 1 2 Job Reference (optional) SeledBuiid Disti'ibution, Indio, CA - 92203 I 3-11-0 7.250 s May 11 2011 MiTeklndustries, Inc. Thu Jul 14 05:47:45 2011 Paget ID:l2IODBRTySPeTJAolr1YqZzOnqQ-Ov37NFkNEri<E0hlUhXdylyZNcOckxklSadNOfoyy[>4C I 11-2-? I ilM I 3-11-0 3.00 fiT 3-11-0 3-11-0 Plate Offsets (X.Y): [1:0-1-8.0-2-01. [2:0-1-0.0-3-41 k LOADING (psf) FTCLL 20.0 TCDL 18.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Slress Incr NO Code IBC2009/TPI2007 CSI TC 0.24 BC 0.28 WB 0.54 (Matrix) DEFL in (loc) l/defl Ud Vert(LL) -0.04 8-9 >999 360 VertfTL) -0.14 8-9 >999 240 HorzfTL) 0.04 6 n/a n/a PLATES MT20 GRIP 220/195 Weighl: 127 Ib FT = 20% LUMBER TOPCHORD 2X 4 DF No.l&Blr G*Excepr 1-2;2X6DF No.2 G BOTCHORD 2X 4 DF No.l&BlrG WEBS 2 X 4 DF Stud G REACTIONS (Ib/size) 6=2988/Mechanical, 1=1302/0-3-8 (min. 0-1-8) Max Horz1=83(LC 4) Max Uplift6=-256(LC 3), 1=-110(LC 3) FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2= 3702/329, 2-3—3451/333, 3-4-2364/226, 4-5=-2364/226, 5-6-2861/264 BOT CHORD 1-9=-313/3499, 8-9—309/3503, 7-8-290/3388 WEBS 3-8=-54/1048, 3-7=-1249/135, 4-7=-422/116, 5-7=-300/3505 BRACING TOP CHORD BOT CHORD JOINTS Stractural wood shealhing directly applied or 6-0-0 oc puriins, excepi end verticals, and 2-0-0 oc puriins (6-0-0 max.); 3-5. Rigid ceiling directly applied or 10-0-0 oc bradng. 1 Brace al Jl(s): 5 NOTES I) 2-ply truss lo be conneded logelher wilh lOd (0.13rx3") nails as follows; Top chords connected as follows; 2X6-2 rows al 0-9-0 oc, 2 X 4 -1 row al 0-9-0 oc. Bottom choras conneded as follows: 2X4-1 row al 0-9-0 oc. Webs connected as follows: 2X4-1 row al 0-9-0 oc, Excepi member 8-32X4-1 raw al 0-8-0 oc, member 4-7 2X4-1 row al 0-3-0 oc. '2) All loads are considered equally applied lo all plies, excepi if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided lo distribute only loads noted as (F) or (B), unless othenivise indicaled. 3) Wind: ASCE 7-05; 95mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cal. II; Exp C; endosed; MWFRS (low-rise); cantilever left and righl exposed ; end vertical left and righl exposed; Lumber D0L=1.00 plale grip D0L=1.00 4) Provide adequate drainage lo prevent water ponding. 5) This Iruss has been designed for a 10.0 psf bottom chord live load nonconcurrent wilh any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a redangle 3-6-0 tall by 1-0-0 wide will fil between Ihe bottom chord and any olher members. 7) A plale rafing redudion of 20% has been applied for the green lumber members. 8) Refer lo girder(s) for trass to Imss connections. 9) This Iruss is designed in accordance with the 2009 Intemational Building Code secfion 2306.1 and referenced standard ANSI/TP11. 10) Girder canies hip end wilh 0-0-0 righl side setback, 8-0-0 left side setback, and 8-0-0 end setback. II) Design assumes 4x2 (flal orientafion) puriins at oc spacing indicated, fastened lo Imss TC wl 2-10d nails. 12) Hanger(s) or olher connection device(s) shall be provided sufficieni lo support concenlraled load(s) 1515 Ib down and 112 Ib up al 11-2-8, and 832 Ib down and 94 Ib up at 8-0-0 on bottom chord. The design/selection of such connection device(s) is Ihe responsibility of olhers. LOADCASE(S) Standard 1) Regular: Lumber lncrease=1.25, Plate lncrease=1.25 Conlinued on page 2 14,2011 A WARNim Vergy design pareaneters and READ mTES ON THIS AND OKLUDBD MTEK RBFERBNCB PAGE MU 7473 rer. lOVSBBORBUSE. Design valid for use only with MiTek connectors. Thb design b tjased only upon parameters shown, and b for an individual building component. Applicatu'lity of design potamentere and proper incorporation of component b responsibility of bufiding designer - not ttuss designer. Bracing shown b for lateral support of individual web membere only. Additional temporary bracing to insure stability during construction b the responsibillity of the erector. Additional pennanent tracing of the overafi structure b the responsibfiity of tfie building designer For general guidance regarding fabrication, quality controL storage, delivery, erection and iDracing. consurt ANSI/TPII Quaflty Criteria, DSB-89 and BCSI Building Componeni Safefy Informatton available from Tnjss Plate Institute, 281 N. Lee Sfreet. Suite 312. Alexandria. VA 22314. MiTek' 7777 Greenback Lane, Suite 109 CKrus Heights, CA. 95610 Job Trass Trass Type Qty Ply Hilton Carisbad R33366850 HILTON_CARLSBAD N01G MONO HIP 1 2 Job Reference (ootionall SeledBuiid Dislribulion, Indio, CA - 92203 7.250 s May 11 2011 MiTek Industries, Inc. Thu Jul 14 05:47:45 2011 Page 2 ID:t2IODBRTySPeTJAolr1YqZzOnqQ-Ov37NFkNEri<EOhlUhXdylyZNcOckxklSadNOfoyyD4C LOADCASE(S) Standard Uniform Loacis (plf) Vert: 1-3=-76, 3-5-184(F=-108), 1-8-20, 6-8=-49(F=-29) Concenlraled Loads (Ib) Vert: 8=-832(F) 7=-1515(F) A WARiemVergy design peirameters and READ mTES ON THIS AND imLtmED MTEK RBBREmE PAGE Ml 7473 rer. 10 BEFORB USB. Design valid for use only with MiTek connectors. Thb design b based only upon parametere shown, and b for on individual building component Applicability of design paramentere and proper incorporation of component b responsibility of building designer - not fruss designer. Bracing shown b for lateral support of indiv'idual web memtiere only. Additional temporary bracing to insure statjility during constnjction b the responsibiHity of the erector. Additional pennanent bracing ot the overafi sfructure b the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consurt ANSIAPH QuoHly Crilerio, DSB-89 ond BCSI BuHdlng Component Solely InformoHon available from Truss Plate Institute. 281 N. Lee Street Suite 312. Atexandria. VA 22314. MiTek' 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95610 Job Tmss Trass Type Qty Ply Hilton Carisbad R33366851 HILTON_CARLSBAD POI ROOF TRUSS 12 1 Job Reference (optionall SeledBuiid Distribution, Indio, CA - 92203 7.250 s May 11 2011 MiTek Industries, Inc. Thu Jul 14 05:47:45 2011 Page 1 ID:t2IODBRTySPeTJAolr1YqZzOnqQ-Ov37NFkNEri<E0htUhXdylyZOYOcsxqOSadNOfoyyD4C 3.00 [55" I- Plale Offsets (X.Yl: 12:0-1-4.0-2-01 ILOADING (psf) ' TCLL 20.0 TCDL 18.0 BCLL 0.0 BCDL 10.0 SPACING 1-10-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Slress Incr YES Code IBC2009/TPI2007 CSI TC 0.18 BC 0.27 WB 0.18 (Matrix) DEFL in (loc) l/defl Ud Vert(LL) -0.02 6-7 >999 360 VertfTL) -0.08 6-7 >999 240 HorzfTL) 0.01 5 n/a n/a PLATES GRIP MT20 220/195 Weighl: 34 Ib FT = 20% LUMBER TOPCHORD 2X4DFN0.1 &Blr G *Except* 1-2; 2X6 DF No.2 G BOTCHORD 2X4 DF No.l&BlrG WEBS 2 X 4 DF Slud G BRACING TOP CHORD Stiudural wood sheathing directly applied or 6-0-0 oc puriins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 4=172/Mechanical, 1=337/0-5-8 (min. 0-1-8), 5=163/Mechanical Max Horz 1=65(LC 3) Max Uplift4—16(LC 3), 1=-16(LC 3), 5=-18(LC 3) FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less excepi v<hen shown. TOP CHORD 1-2-730/34 BOT CHORD 1 -7-74/674, 6-7=-71 /690 WEBS 2-6=-731/75 NOTES 1) Wind: ASCE 7-05; 95mph; TCDL=8,4psf; BCDL=4,2psf; h=25ft; Cal. II; Exp C; endosed; MWFRS (low-rise); cantilever left and righl exposed ; end vertical left and righl exposed; Lumber D0L=1.00 plale grip D0L=1.00 2) This Iruss has been designed for a 10.0 psf boftom chord live load nonconcurreni wilh any olher live loads. J 3) * This trass has been designed for a live load of 20.0psf on the bottom chord in all areas where a redangle 3-6-0 tall by 1-0-0 wide will fil behween Ihe bottom chord and any other members. 4) A plate rating redudion of 20% has been applied for Ihe green lumber members. 5) Refer lo girder(s) for trass lo tmss connections. 6) This truss is designed in accordance with the 2009 Intemational Building Code section 2306.1 and referenced standard ANSI/TPI 1. LOADCASE(S) Standard 14,2011 A WARNim Ver^ design parameters and READ mTES ON THIS AND imnmED MTBK RBBREmE PAGE Ml 7473 rer. 10 V8 BEFORE USE. Design valid for use on^ with MiTek connectore. Thb design b based only upon parametere shown, and b for on Individual bufiding component. Applicobility of design paramentere and proper incorporation of component is responsitjilrty of tjuilding designer - not truss designer. Bracing shown b for lateral support of indiv'KJual web membere only. Addrtional temporary bracing to insure stability during constnjction b the responsibillity of the erector. Additional pennanent bracing of the overafi structure b the responsibility of the bufiding designer For general guidance regarding fabrication, quality control, storage, delivery, erection and txacing. consurt ANSIAPH QuaHly Criteria. DSB-89 and BCSI BuHdlng Componeni Safely Infoimation available from Truss Plate Institute, 281 N. Lee Sfreet Suife 312, Alexandria, VA 22314, MITek' 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95610 Job Tmss Trass Type Qty Ply Hillon Carisbad Trass Type Qty Ply R33366852 HILTON_CARLSBAD RG1 FLAT 3 1 Job Reference (ootionall SeledBuiid Disti'ibution, Indio, CA - 92203 7.250 s May 11 2011 MTTek Industries, Inc. Thu Jul 14 05:47:46 2011 Page 1 ID:t2IODBRTySPeTJAolr1YqZzOnqQ-s5dVabl??9s5erSgFF9BI95S9oqXg6ZcpH7xBFyyD4B 2-1 P-10 Plate Offsets (X.Yl: [2:0-3-9.0-2-01.14:0-3-9.0-2-01. l5:Edoe.0-5-101 OADING (psf) TCLL 20.0 TCDL 18.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Slress Incr NO Code IBC2009/TPI2007 CSI TC 0.64 BC 0.82 WB 0.89 (Matrix) DEFL In (loc) l/defl L/d Vert(LL) -0.09 8 >999 360 Vert(TL) -0.36 8-9 >363 240 HorzfTL) 0.11 6 n/a n/a PLATES GRIP MT20 187/170 MT20H 160/128 Weighl: 73 Ib FT = 20% LUMBER TOP CHORD 2 X 8 LSL Tmss Grade BOT CHORD 2 X 4 DF 2400F 2.0E G WEBS 2 X 4 DF Slud G *Excepl* 1-10,5-6: 2X6 DF No.2 G REACTIONS (Ib/size) 10=3137/0-5-8 (min. 0-3-2), 6=3137/0-5-8 (min, 0-3-2) Max Horzl0=41 (LC 4) Max Uplifti 0=-268(LC 3), 6=-268(LC 4) BRACING TOP CHORD BOT CHORD JOINTS 2-0-0 oc puriins (4-6-6 max.): 1-5, excepi end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. 1 Brace at Jl(s); 1, 5 MiTek recommends lhal Slabilizers and required cross bracing be inslailed during tiuss erection, in accordance wilh Stabilizer Installation quide, FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less excepi when shown. TOP CHORD BOT CHORD WEBS 1- 10=-717/70, 1-2=-1005/98, 2-3=-4932/431, 3-4=-4932/431, 4-5-1005/98, 5-6-717/70 9-10=-440/4932, 8-9=-570/6527, 7-8=-570/6527, 6-7=-430/4932 2- 10=-4298/373, 2-9=-126/1702, 3-9=-1737/154, 3-8=-79/1174, 3-7=-1737/152, 4-7-125/1702, 4-6=-4298/371 NOTES ^1) Wind: ASCE 7-05; 95mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; endosed; MWFRS (low-rise); cantilever left and righl exposed ; end vertical left and righl exposed; Lumber D0L=1.00 plale grip D0L=1.00 2) Provide adequate drainage to prevent water ponding. 3) All plates are MT20 plates unless othenwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent wilh any olher live loads. 5) * This trass has been designed for a live load of 20.0psf on Ihe bottom chord in all areas where a rectangle 3-6-0 lall by 1 -0-0 wide will fil between Ihe bottom chord and any other members. 6) A plale rafing redudion of 20% has been applied for the green lumber members. 7) This Iruss is designed in accordance wilh Ihe 2009 Internafional Building Code section 2306.1 and referenced standard ANSI/TPI 1. 8) Girder carries tie-in span(s): 15-3-0 firom 0-0-0 to 11-3-0; 5-6-0 from 0-0-0 lo 11-3-0; 5-6-0 from 0-0-0 lo 11-3-0 9) Design assumes 4x2 (flal orientation) puriins al oc spacing indicaled, fastened to trass TC wl 2-10d nails. 10) In Ihe LOAD CASE(S) secfion, loads applied lo Ihe face of Ihe trass are noted as front (F) or back (B). LOADCASE(S) Standard 1) Regular: Lumber lncrease=1.25, Plale lncrease=1,25 Uniform Loads (plf) Vert: 1-5=-160(B=-84), 6-10=-422(F=-318, B=-84) A WARNim Vergy design parameters and READ mTES ON THIS AND imLtmBD MTEK RBBRBNCB PAGB MI7473 rer. 10V8BBORBUSE. Design valid for use only with MiTek connectore. Thb design b based only upon porometere shown, and b for an Individual building component Applicability of design paramentere and proper incorporation ot component is responsibllrty of building designer - not truss designer. Bracing shown b for lateral support of individual web memtiere only. Additional temporary bracing to insure stability during construction b the responsibillity of the erector. Additional permanent bracing of the overall stnjcture b the responsibility of the building designer. For general guidance regarding fatiricotion. qualrty control, storage, delivery, erection and bracing, consurt ANSIAPH QuoHty Crtterio. DSB-89 ond BCSI BuHdlng Componenf Safely InfonnaHon ovofiable from Truss Plate Instrtute. 281 N. Lee Street Suite 312. Atexandria. VA 22314. MiTek' 7777 Greenback Lane, Suite 109 Citrus Heights, CA. 95610 Job Trass Trass Type Qty Ply Hilton Caristjad R33366853 HILTON_CARLSBAD RG2 FLAT 12 1 Job Reference (ootionall SeledBuiid Disti'ibution, Indio, CA - 92203 7.250 s May 11 2011 MTTek Industries, Inc. "Thu Jul 14 05:47:47 2011 Page 1 ID:t2IODBRTySPeTJAolr1YqZzOnqQ-KIBtowmdmS?yF?1toygQqNedlC7QPbWI1xsVkhyyD4A 11" 8-4-6 -+-1'-3<l h Plale Offsets (X Y): [5;EdQe.0-5-10l ^LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) l/defl Ud PLATES GRIP "TCLL 20.0 Plates Increase 1.25 TC 0.55 Vert(LL) -0.08 8 >999 360 MT20 187/170 TCDL 18.0 Lumber Increase 1.25 BC 0.97 Vert(TL) -0.32 8-9 >401 240 MT20H 160/128 BCLL 0.0 * Rep Slress Incr NO WB 0.71 HorzfTL) 0.10 6 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix) Weighl: 73 Ib FT = 20% LUMBER TOP CHORD 2 X 8 LSL Truss Grade BOTCHORD 2X4 DF No.l&BlrG WEBS 2 X 4 DF Slud G *Except* 1-10,5-6; 2X6DF No.2 G REACTIONS (Ib/size) 10=2490/0-5-8 (min. 0-2-11), 6=2490/0-5-8 (min. 0-2-11) Max Horz10=39{LC 4) Max Uplifti 0=-208(LC 3), 6=-208(LC 4) BRACING TOP CHORD BOT CHORD JOINTS 2-0-0 oc puriins (5-0-2 max.): 1-5, except end verticals. Rigid ceiling directly applied or 9-10-10 oc bracing. 1 Brace at Jl(s); 1, 5 MiTek recommends lhal Stabilizers and required crass bracing be installed during tmss ereclion, in accordance with Stabilizer Installation guide. FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less excepi when shown. TOP CHORD 1-10-650/64, 1-2=-870/84, 2-3-4073/351, 3-4=-4073/351, 4-5=-870/84, 5-6=-650/63 BOT CHORD 9-10-359/4073, 8-9-460/5356, 7-8—460/5356, 6-7-350/4073 WEBS 2-10=-3475/297, 2-9=-84/1242, 3-9=-1386/122, 3-8-49/838, 3-7-1386/119, 4-7=-83/1242, 4-6=-3475/294 NOTES 1) Wind: ASCE 7-05; 95mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cal. II; Exp C; endosed; MWFRS (low-rise); cantilever left and righl exposed ; end vertical left and righl exposed; Lumber D0L=1.00 plate grip D0L=1.00 Provide adequate drainage to prevent waler ponding. 3) All plates are MT20 plates unless otherwise indicaled. 4) This trass has been designed for a 10.0 psf bottom chord live load nonconcurreni with any other live loads. 5) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 lall by 1-0-0 wide will fll between the boftom chord and any olher members. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) This tmss is designed in accordance wilh the 2009 Internafional Building Code section 2306.1 and referenced standard ANSI/TP11. 8) Girder cames tie-in span(s): 13-9-0 from 0-0-0 lo 11-3-0; 5-6-0 from 0-0-0 to 11-3-0; 5-6-0 from 0-0-0 lo 11-3-0 9) Design assumes 4x2 (flat orientafion) puriins al oc spadng indicated, fastened lo Imss TC wl 2-10d nails. 10) In Ihe LOAD CASE(S) section, loads applied lo Ihe face of the trass are noted as front (F) or back (B). LOADCASE(S) Standard 1) Regular: Lumber lncrease=1.25, Plate lncrease=1.25 Uniform Loads (plf) Vert: 1-5=-160(B—84), 6-10=-302(F=-282) A WARNim Vergy design pareaneters and READ mTBS ON THIS AND imLUDBD MTSK RBBREmE PAOB M17473 rer. lOVSBBORBUSE. Design valid for use only with MiTek connectot^. Thb design b based on^ upon parametere shown, and b for on indiv'idual bufiding componeni, Applicabiiify of design paramentere and proper incorporation of component b responsibility of building designer - not truss designer. Bracing stiown b for lateral support of Individual web membere only. Additional temporary bracing to insure stabllrty during construction b the responsitiillity of the ereclor. Additional petmanent bracing of the overall s1i\>cture b ttie responsitjilit/ of ttie build'ing designer, for general guidance regarding fatxication. quqiity controL storage, delivery, erection ond bracing, consurt ANSIAPH QuoHty Criieria. DSB.89 and BCSI BuHdlng Componeni Sofety Information ovoiloble from Truss Plate Instrtute. 281 N. Lee Street. Suite 312. Alexandria, VA 22314. J^ijek;^ 7777 Greenback Lane, Suite 10 Cilrus Heights, CA, 95610 Job Tmss Tmss Type Qty Ply Hilton Cartsbad R33366854 HILTON_CARLSBAD RG2A FLAT 1 1 Job Reference (optionall SeledBuiid Disfribution, Indio, CA - 92203 7.250 s May 11 2011 MiTek Industries, Inc. Thu Jul 14 05:47:48 2011 Page 1 ID:t2IODBRTySPeTJAolr1YqZzOnqQ-oUIF?GmFXm7pt9c3MgBfNaBuLcZo87suGbc2G7yyD49 2-10-12 Scale ^1:139 ^LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) l/defl Ud PLATES GRIP IrCLL 20.0 Plates Increase 1.25 TC 0.15 Vert(LL) -0.02 5-6 >999 360 MT20 187/170 FTCDL 18.0 Lumber Increase 1.25 BC 0.58 VertfTL) -0.08 5-6 >859 240 BCLL 0.0 * Rep Stress Incr NO WB 0.39 HorzfTL) 0.02 4 n/a n/a BCDL 10.0 Code IBC2009/rPI2007 (Matrix) Weighl; 37 Ib FT = 20% LUMBER TOP CHORD 2 X 8 LSL Trass Grade BOTCHORD 2X 4 DF No.l&BlrG WEBS 2 X 4 DF Slud G REACTIONS (Ib/size) 6=1500/0-5-8 (min. 0-1-10), 4=1500/0-5-8 (min, 0-1-10) Max Horz6=-39(LC 3) Max Uplift6=-130(LC 3), 4-130(LC 4) BRACING TOP CHORD BOT CHORD JOINTS 2-0-0 oc puriins (10-0-0 max.): 1-3, excepi end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. 1 Brace al Jl(s): 1, 3 MITek recommends lhat Stabilizers and required cross bracing be installed during Imss ereclion. In accordance wilh Stabilizer Installation quide. FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less excepi when shown. TOPCHORD 1-6-408/43,3-4=-408/43 BOT CHORD 5-6=-153/1630, 4-5=-153/1630 WEBS 2-6=-1760/161, 2-5=-81/1263, 2-4=-1760/157 NOTES 1) Wind: ASCE 7-05; 95mph; TCDL=8,4psf; BCDL=4.2psf; h=25ft; Cal, II; Exp C; endosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and righl exposed; Lumber D0L=1.00 plale grip D0L=1.00 2) Provide adequate drainage lo prevent waler ponding. |3) This Imss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any olher live loads. ) * This tmss has been designed for a live load of 20.0psf on the bottom chord in all areas where a redangle 3-6-0 lall by 1-0-0 wide will fil between Ihe boftom chord and any other members. 5) A plate raling redudion of 20% has been applied for the green lumber members. 6) This tmss is designed in a(x:ordance with the 2009 Inlemafional Building Code section 2306.1 and referenced standard ANSI/TPI 1. 7) Girder carries tie-in span(s): 13-9-0 from 0-0-0 lo 5-9-8; 5-6-0 from 0-0-0 lo 5-9-8; 5-6-0 from 0-0-0 lo 5-9-8 8) Design assumes 4x2 (flal orientafion) puriins at oc spacing indicated, fastened lo Imss TC wl 2-10d nails. 9) In the LOAD CASE(S) secfion, loads applied lo the face of the Imss are noted as front (F) or back (B). LOADCASE(S) Standard 1) Regular: Lumber lncrease=1.25. Plale lncrease=1,25 Unifomi Loads (plf) Vert: 1-3=-160(B=-84), 4-6=-386(F=-282, B=-84) 4,2011 /k, WARNim Verify design parameters and READ mTES ON THIS AND imLUDBD MTEK RBBRBNCB PAOB Ml 7473 rer. lOVSBBORBUSE. Design valid for use only with MiTek connectors, Thb design b based only upon parameters shown, and b for on Individual building component. Applicabilrty of design paramentere and proper incorporation of component b responsibility of building designer - not truss designer Bracing shown b for lateral support of indiv'Kdual web membere only. Addrtional temporary bracing to insure stability during construction b the responsibillity of the erector. Additional pennanent bracing of the overall sfructure b the responsibility of ttie building designer For general guidance regarding fabrication, quality controt storage, delivery, erection and txacing. consurt ANSI/TPH QuoHly Crilerio. DSB-B9 ond BCSI BuHdlng Component Safely Inlormotion available from Truss Plate Institute, 281 N. Lee Sfreet Suite 312. Atexandria. VA 22314. MiTek' mvStI TO PCWPOflhL' 7777 Greenback Lane, Suite 109 Citrus Heights, CA. 95610 Job Trass Tmss Type Qly Ply Hilton Carisbad Qly Ply R33366855 HILTON_CARLSBAD RG2B FLAT 1 1 Job Reference (optionall SeledBuiid Distribution, Indio, CA - 92203 7.250 s May 11 2011 MiTek Industries, Inc. Thu Jul 14 05:47:49 2011 Page 1 ID:t2IODBRTySPeTJAolr1YqZzOnqQ-GgJeCcntl4FgVJBFwNiuvni4g0xgtd2VFLcoayyD48 ^LOADING (psO SPACING 2-0-0 CSI DEFL in (loc) l/defl L/d PLATES GRIP ITCLL 20.0 Plates Increase 1.25 TC 0.11 Vert(LL) -0.0^ 4-5 >999 360 MT20 187/170 'TCDL 18.0 Lumber Increase 1.25 BC 0.41 Vert(TL) -0.05 4-5 >999 240 BCLL 0.0 * Rep Stress Incr NO WB 0.29 HorzfTL) 0.01 4 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix) Weighl: 36 Ib FT = 20% LUMBER TOP CHORD 2 X 8 LSL Tmss Grade BOTCHORD 2X4DF No.l&BlrG WEBS 2 X 4 DF Slud G REACTIONS (Ib/size) 6=1202/0-5-8 (min. 0-1-8), 4=1202/0-5-8 (min. 0-1-8) Max Horz6=-39(LC 3) Max Uplift6=-104(LC 3), 4=-104(LC 4) BRACING TOP CHORD BOT CHORD JOINTS 2-0-0 oc puriins (10-0-0 max.); 1-3, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. 1 Brace at Jt(s): 1, 3 MiTek recommends lhat Slabilizers and required cross bracing be installed during Iruss ereclion, in accordance wilh Stabilizer Installation guide. FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less excepi when shown. TOP CHORD 1-6=-352/37, 3-4=-352/37 BOT CHORD 5-6-118/1233, 4-5=-118/1233 WEBS 2-6=-1342/125, 2-5=-53/931, 2-4-1342/120 NOTES 1) Wind: ASCE 7-05; 95mph; TCDL=8.4pst; BCDL=4.2pst; h=25ft; Cal. II; Exp C; endosed; MWFRS (low-rise); canfilever left and righl exposed ; end vertical left and right exposed; Lumber D0L=1.00 plate grip D0L=1.00 2) Provide adequate drainage to prevent waler ponding. k3) This tmss has been designed for a 10.0 psf bottom chord live load nonconcurrent wilh any other live loads. ^4) * This tmss has been designed for a live load of 20.0psf on the bottom chord in all areas where a redangle 3-6-0 lall by 1-0-0 wide will fll between the bottom chord and any olher members. 5) A plate raling reduction of 20% has been applied for the green lumber members. 6) This truss Is designed in accordance wilh the 2009 Intemational Building Code secfion 2306.1 and referenced standard ANSI/TPI 1. 7) Girder canies tie-in span(s): 13-9-0 firom 0-0-0 lo 5-6-0; 5-6-0 from 0-0-0 lo 5-6-0; 5-6-0 fi'om 0-0-0 lo 5-6-0 8) Design assumes 4x2 (flal orientation) puriins at oc spadng indicated, fastened to trass TC wl 2-10d nails. 9) In the LOAD CASE(S) section, loads applied to the face of the trass are noted as front (F) or back (B). LOADCASE(S) Slandara 1) Regular; Lumber lncrease=1.25, Plate lncrease=1,25 Uniform Loads (plf) Vert: 1-3=-160(B=-84), 4-6=-302(F-282) ^,2011 A WARNim Ver^ design parameters and READ mTBS ON THIS AND imLtmSD MTEK RBBREmE PAGE Ml 7473 rer. 10 VS BEFORE USE. Design valid for use only with MiTek connectore. Thb design b based only upon parametere shown, and b tor an individual building component. Applicatjilrty of design paramentere and proper incorporation of component b responsibility of building designer - not truss designer. Bracing stiown b for lateral support of indiv'Kdual web membere onfy. Additional temporary bracing to insure stability dun'ng construction b the responsiblfiity of the erector Additional permanent bracing of the overafi structure b ttie responsibility of tfie building designer For general guidance regarding fatlrication, quqirty controt storage, delivery, erection and bracing, consurt ANSI/TPIT QuaHly Criieria, DSB-89 ond BCSI BuHdlng Component Salely Infoimation ovailabte from Tnjss Plate Institute, 281 N. Lee Sfreet. Surte 312. Atexandria. VA 22314. MiTek' 7777 Greenback Lane. Suite 109 Citrus Heights, CA, 95610 Job Tmss Tmss Type Qly Ply Hilton Carisbad R33366856 HILTON_CARLSBAD RG2C FLAT 2 1 Job Reference (optionall SeledBuiid Disti'ibution, Indio, CA - 92203 7.250 s May 11 2011 MTTek Industries, Inc, Thu Jul 14 05:47:50 2011 Page 1 ID:t2IODBRTySPeTJAolr1YqZzOnqQ-kss0QyoV3NNX6SIRU4D7S?G7rPDOcxLBkuS9K0yyD47 ?-10-10 -I-2-1O-10 Plale Offsets (X.Yl: 12:0-3-9.0-2-0). [4:0-3-9.0-2-01. [5:Edae.0-5-101 ILOADING (psO 'TCLL 20.0 TCDL 18.0 BCLL 0.0 * BCDL 10.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Slress Incr NO Code IBC2009/rPI2007 DEFL in (loc) l/defl L/d Vert(LL) -0.09 8 >999 360 Vert(TL) -0.33 8 >393 240 HorzfTL) 0.10 6 n/a n/a PLATES MT20 MT20H Weighl: 73 Ib GRIP 187/170 160/128 FT = 20% LUMBER TOP CHORD 2 X 8 LSL Tmss Grade BOT CHORD 2 X 4 DF 2400F 2.0E G WEBS 2 X 4 DF Slud G *Excepl* 1-10,5-6: 2 X6DF No.2 G REACTIONS (Ib/size) 10=2684/0-5-8 (min. 0-2-11), 6=2684/0-5-8 (min. 0-2-11) MaxHorz10=39(LC4) Max Uplifti 0=-221(LC 3), 6=-221(LC 4) BRACING TOP CHORD BOT CHORD JOINTS 2-0-0 oc purtins (4-9-14 max.); 1-5, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. 1 Brace at Jl(s): 1, 5 MiTek recommends lhal Slabilizers and required cross bracing be inslailed during ti'uss erection, in accordance witti Stabilizer Installation guide. FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-10=-719/68, 1-2=-942/88, 2-3=-4403/372, 3-4-4403/372, 4-5=-942/88, 5-6=-719/67 BOT CHORD 9-10-380/4403, 8-9=-492/5828, 7-8-492/5828, 6-7-371/4403 WEBS 2-10=-3756/315, 2-9=-87/1281, 3-9=-1539/132, 3-8=-49/842, 3-7=-1539/130. 4-7=-86/1281, 4-6=-3756/312 NOTES 1) Wind: ASCE 7-05; 95mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cal. II; Exp C; endosed; MWFRS (low-rise); canfilever left and righl exposed ; end vertical left and righl exposed; Lumber D0L=1.00 plate grip D0L=1.00 12) Provide adequate drainage lo prevent waler ponding. 3) All plates are MT20 plates unless othen/vise indicaled. 4) This ti'uss has been designed for a 10.0 psf bottom chord live load nonconcurrent wilh any olher live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a redangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 6) A plate rating redudion of 20% has been applied for the green lumber members. 7) This ttuss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSI/TP11. 8) Girder can'ies tie-in span(s): 13-9-0 from 0-0-0 lo 11-3-0; 5-6-0 from 0-0-0 lo 11-3-0; 5-6-0 from 0-0-0 lo 11-3-0; 7-0-0 from 0-0-0 lo 11-3-0 9) Design assumes 4x2 (fiat orientafion) puriins at oc spacing indicated, fastened to trass TC wl 2-10d nails. 10) In Ihe LOAD CASE(S) secfion, loads applied lo the face of the tmss are noted as front (F) or back (B). LOADCASE(S) Standard 1) Regular: Lumber lncrease=1.25, Plate lncrease=1.25 Uniform Loads (plf) Vert: 1-5=-196(B=-120), 6-10=-302(F=-282) A WAItNim Vergy design parameters and READ mTES ON THIS AND imLtmBD MTEK RBBREmE PAGE Ml 7473 rer. 10 VS BBFORE USE. Design valid for use only with MiTek connectore. Thb design b based only upon porometere shown, and b for on individual building component. Applicobirrty of design paramentere and proper incorporation of component b responsibility of building designer - not truss designer. Bracing shown 'IS for lateral support of individual web memtjere only. Additional temporary bracing to insure stabifify during construction b the responsibillity of the erector. Additional permanent bracing of the overall structure b the responsibility ot the building designer For general guidance regarding fabrication, quality controt storage, defivery. erection and bracing, consurt ANSI/TPH Quaffly Crilerio. DSB-89 and BCSI BuHdlng Componenf Safety Infomiaflon ovofiobie from Truss Plate Institute. 281 N. Lee Sfreet Suite 312. Atexandria. VA 22314. MITek' 7777 Greenback Lane. Suite 109 Citrus Heights. CA, 95610 Job Trass Trass Type Qty Ply Hilton Carisbad R33366857 HILTON_CARLSBAD RG2D FLAT 1 1 Job Reference (optionall 1 SeledBuiid Distribution, Indio, CA - 92203 I 2-10-10 2-10-10 7.250 s May 11 2011 MTTek Industries, Inc. Thu Jul 14 05:47:51 2011 Page 1 ID:t2IODBRTySPeTJAolr1YqZzOnqQ-C3QOdlp8qhVOkcKe1okM?CpJ3pViLPLLyYqitSyyD46 S=t6 I 11-3-0 scale = 1:19.5 I-2-10-10 2-10-10 Plate Offsets (X.Y); [5;Edae.0-5-101 •.OADING (psf) SPACING 2-0-0 CSI DEFL in (loc) l/defl L/d PLATES GRIP "TCLL 20.0 Plates Increase 1.25 TC 0.56 Vert(LL) -0.09 8 >999 360 MT20 187/170 TCDL 18.0 Lumber Increase 1.25 BC 0.95 Vert(TL) -0.32 8 >399 240 MT20H 160/128 BCLL 0.0 * Rep Slress Incr NO WB 0.72 HorzfTL) 0.10 6 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix) Weighl: 73 Ib FT = 20% LUMBER BRACING TOP CHORD 2X8 LSL Trass Grade TOP CHORD BOTCHORD 2X 4 DF No.l&BtrG BOTCHORD WEBS 2 X 4 DF Slud G *Except* JOINTS 1-10,5-6: 2 X 6 DF No.2 G 2-0-0 oc puriins (4-11-13 max.): 1-5, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. 1 Brace at Jl(s): 1, 5 REACTIONS (Ib/size) 10=2512/0-5-8 (min. 0-2-11), 6=2512/0-5-8 (min. 0-2-11) MaxHorz10=-39(LC3) Max Uplifti 0=-201(LC 3), 6=-201(LC 4) FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less excepi when shown. TOP CHORD 1-10=-731/67,1-2=-860/80, 2-3-4108/338, 3-4=-4108/338, 4-5-860/80, 5-6=-731/67 BOT CHORD 9-10-346/4108, 8-9-444/5407, 7-8-444/5407, 6-7-337/4108 WEBS 2-10-3524/287, 2-9=-67/1076, 3-9=-1403/118, 3-8-33/669, 3-7-1403/115, 4-7=-67/1076, 4-6=-3524/285 NOTES 1) Wind: ASCE 7-05; 95mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; endosed; MWFRS (low-rise); canfilever left and right exposed ; end vertical left and right exposed; Lumber D0L=1.00 plale grip D0L=1.00 f2) Provide adequate drainage to prevent water ponding. 3) All plates are MT20 plates unless othenwise Indicaled. 4) This Iruss has been designed for a 10.0 psf bottom chord live load nonconcurrent wilh any other live loads. 5) * This Imss has been designed for a live load of 20.0psf on Ihe botlom chord in all areas where a redangle 3-6-0 tall by 1-0-0 wide will fil behveen the boftom chord and any olher members. 6) A plale rafing redudion of 20% has been applied for Ihe green lumber members. 7) This tiuss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSI/TP11. 8) Girder canies lie-in span(s): 11-2-0 fi'om 0-0-0 lo 11-3-0; 8-3-0 from 0-0-0 lo 11-3-0 9) Design assumes 4x2 (flal orientation) puriins al oc spacing indicated, fastened to trass TC wl 2-10d nails. 10) In the LOAD CASE(S) secfion, loads applied to Ihe face of the Imss are noted as front (F) or back (B). LOAOCASE(S) Slandara 1) Regular: Lumber lncrease=1.25, Plate lncrease=1,25 Uniform Loads (plf) Vert: 1-5=-226(B=-150), 6-10=-240(F=-220) MITek recommends lhal Slabilizers and required cross bracing be installed during trass ereclion, in accordance wilh Stabilizer Installation quide. 4,2011 A WARNim Verify design parameters and READ mTBS ON THIS AND mCLtmBD MTEK RBBREmE PAGB MU 7473 rer. lO'OSBBORBUSE. Design valid for use only with MiTek connectors. Thb design b based only upon parametere shown, and b for an individual building component. Appl'Kjability of design paramentere and proper incorporation of component is responsibility of bufiding designer - not truss designer Bracing shown b tor laterol support ot individual web membere only. Addrtional temporary bracing to insure stability during construction b the responsibillity of the erector. Additional pennanent bracing of the overall structure b the responsibility of the building designer. For general guidance regarding fabrication, quality controt storage, delivery, erection and txacing, consurt ANSIAPH QuoHty Crilerio. D$B-89 ond BCSI BuHdlng Component Solely Information available from Tnjss Plate Instrtute, 281 N. Lee Sfreet Suite 312, Atexandria, VA 22314. MITek' 7777 Greenback Lane, Suite 109 Citrus Heights. CA. 95610 Job Trass Trass Type Qty Ply Hilton Caristiad R33366858 HILTON_CARLSBAD R(32E FLAT 1 1 Job Reference foptionall SeledBuiid Disti'ibution, Indio, CA - 92203 7.250 s May 11 2011 MTTek Industries, Inc. Thu Jul 14 05:47:52 2011 Page 1 ID:t2IODBRTySPeTJAolr1YqZzOnqQ-gF_mrBqmb?dFMmvqbVGbXQLbiDy04ylUBCaGPuyyD45 ^ LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) l/defl Ud PLATES GRIP ITCLL 20.0 Plates Increase 1.25 TC 0.12 Vert(LL) -0.02 5-6 >999 360 MT20 187/170 'TCDL 18.0 Lumber Increase 1.25 BC 0.47 Vert(TL) -0.07 5-6 >999 240 BCLL 0.0 * Rep Slress Incr NO WB 0.33 HorzfTL) 0.02 4 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix) Weighl: 38 Ib FT = 20% LUMBER TOP CHORD 2 X 8 LSL Tmss Grade BOTCHORD 2X 4 DF No.l&BlrG WEBS 2 X 4 DF Stud G REACTIONS (Ib/size) 6=1286/0-5-8 (min. 0-1-8), 4=1286/0-5-8 (min. 0-1-8) Max Horz 6=39(LC 4) Max Uplift6=-110(LC 3), 4-110(LC 4) FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less excepi when shown. TOP CHORD 1-6=-375/40, 3-4=-375/40 BOT CHORD 5-6=-133/1418, 4-5-133/1418 WEBS 2-6=-1528/140, 2-5=-56/998, 2-4=-1528/135 BRACING TOP CHORD BOT CHORD JOINTS 2-0-0 oc purtins (10-0-0 max.): 1-3, excepi end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. 1 Brace al Jl(s): 1, 3 MiTek recommends lhat Slabilizers and required cross bracing be installed during tmss erection, in accordance with Stabilizer Installation quide. NOTES 1) Wind: ASCE 7-05; 95mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cal. II; Exp C; endosed; MWFRS (low-rise); cantilever left and righl exposed ; end vertical left and righl exposed; Lumber D0L=1.00 plate grip D0L=1.00 2) Provide adequate drainage lo prevent water ponding. 1 3) This tmss has been designed for a 10.0 psf bottom chord live load nonconcurreni with any other live loads. I 4) * This trass has been designed for a live load of 20.0psf on the bottom chord in all areas where a redangle 3-6-0 tall by 1-0-0 wide will fit between Ihe bottom chord and any other members. 5) A plate rafing redudion of 20% has been applied for the green lumber members. 6) This truss is designed In accordance with the 2009 Intemational Building Code section 2306.1 and referenced standard ANSI/TPI 1. 7) Girder cames tie-in span(s): 13-9-0 fi'om 0-0-0 to 5-10-6; 5-6-0 from 0-0-0 to 5-10-6; 5-6-0 from 0-0-0 lo 5-10-6 8) Design assumes 4x2 (flal orientation) puriins al oc spadng indicated, fastened to trass TC wl 2-10d nails, 9) In Ihe LOAD CASE(S) secfion, loads applied lo the face of the Imss are noted as front (F) or back (B). LOADCASE(S) Standard 1) Regular: Lumber lncrease=1.25, Plate lncrease=1.25 Uniform Loads (plf) Vert: 1-3=-160(B=-84), 4-6=-302(F=-282) 4,2011 A WARNim Vergy design parameters and READ mTBS ON THIS AND imLUDO) MTBK RBBREmE PAim Ml 7473 rer. 10'OS BEFORE f/SE. Design valid for use onty witii MiTek connectors. Thb design b based only upon parametere shown, ond b for on individual bufiding component. Applicatjility of design paramentere and proper incorporation of component b responsibility of bufiding designer - not tnjss designer. Bracing shown b for lateral support ot individual web membere only. Addrtional temporary bracing to insure stability during construction b the responsitjifiity of the erector. Additionai permanent bracing of the overall structure b the responsibility of the building designer. For general guidance regarding fabrication, qualrty controt storoge. delivery, erection ond bracing, consurt ANSIAPH QuaHty Criteria, DSB-89 ond BCSI BuHding Componenf Safety Information available from Truss Plate Institute, 281 N. Lee Sfreet, Suite 312, Atexandria, VA 22314. MiTek' 7777 Greenback Lane. Suite 109 Citrus Heights, CA, 95610 Job Tmss Tmss Type Qty Ply Hillon Caristiad R33366859 HILTON_CARLSBAD RG2F FLAT 1 1 Job Reference (optional) SeledBuiid Distribution, Indio, CA - 92203 7.250 s May 11 2011 MiTek Industries, Inc. Ttiu Jul 14 05:47:52 2011 Page 1 ID:t2IODBRTySPeTJAolr1YqZzOnqQ-gF_mreqmb?dFMmvqbVGbXQLbqDz04zJUBCaGPuyyD45 5ii2 1 Scale = 1:139 L LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) l/defl Ud PLATES GRIP ITCLL 20.0 Plaies Increase 1.25 TC 0.11 Vert(LL) -0.01 4-5 >999 360 MT20 187/170 'TCDL 18.0 Lumber Increase 1.25 BC 0.43 Vert(TL) -0.06 4-5 >999 240 BCLL 0.0 * Rep Sti'ess Incr NO WB 0.29 HorzfTL) 0.01 4 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix) Weighl; 38 Ib FT = 20% LUMBER TOP CHORD BOT CHORD WEBS 2X8 LSL Tmss Grade 2X4 DF No.l&BtrG 2 X 4 DF Slud G *Excepl* 1-6,3-4: 2X 6 DF No.2 G BRACING TOP CHORD BOT CHORD JOINTS REACTIONS (Ib/size) 6=1234/0-5-8 (min. 0-1-8), 4=1234/0-5-8 (min. 0-1-8) Max Horz6=-39(LC 3) Max Upllft6=-106(LC 3), 4=-106(LC 4) FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less excepi when shown. TOP CHORD 1-6-363/38, 3-4-363/38 BOT CHORD 5-6=-123/1299, 4-5-123/1299 WEBS 2-6=-1408/130, 2-5=-54/957, 2-4-1408/125 2-0-0 oc puriins (10-0-0 max.): 1-3, excepi end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. 1 Brace al Jl(s): 1,3 MITek recommends lhal Slabilizers and required cross bracing be inslailed during truss erecfion, in accordance wilh Stabilizer Installation quide. NOTES 1) Wind: ASCE 7-05; 95mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; endosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and righl exposed; Lumber D0L=1.00 plale grip D0L=1.00 >2) Provide adequate drainage lo prevent waler ponding. 3) This tmss has been designed for a 10.0 psf boftom chord live load nonconcurrent with any olher live loads. 4) * This trass has been designed for a live load of 20.0psf on Ihe bottom chord in all areas where a redangle 3-6-0 lall by 1-0-0 wide will fil between Ihe bottom chord and any other members. 5) A plale rafing redudion of 20% has been applied for Ihe green lumber members. 6) This tmss is designed in accordance wilh the 2009 Intemational Building Code section 2306.1 and referenced standard ANSI/TPI 1. 7) Girder cames tie-in span(s): 13-9-0 fi'om 0-0-0 to 5-9-12; 5-6-0 from 0-0-0 to 5-9-12; 5-6-0 from 0-0-0 to 5-9-12 8) Design assumes 4x2 (flal orientation) puriins al oc spacing indicated, fastened to tmss TC wl 2-10d nails. 9) In the LOAD CASE(S) secfion, loads applied to the face of the Imss are noted as front (F) or back (B). LOADCASE(S) Slandara 1) Regular; Lumber lncrease=1.25, Plale lncrease=1.25 Uniform Loads (plf) Vert: 1-3=-160(B=-84), 4-6=-302(F=-282) July 14,2011 A WARiem-Verify design peirameters and READ mTBS ON THIS AND imLtmO) MTEK RBBREmE PAtm Ml 7473 rer. 10 VS BEFORB USB. Design valid for use only wrth MiTek connectore. Thb design b based on^ upon parametere shown, and b for on individual bufiding component. Applicotx'lrty of design paramentere and praper incorporation of component b responsibility of building designer - not truss designer. Bracing shown b for lateral support of individual web membere oniy. Additional temporary bracing to insure stability during constnjction b fhe responsibillrty of the erector Additionol pemionent bracing of the overall sfructure b the responsibfiity of the bufiding designer. For general guidance regarding fabrication, quality controt storage, delivery, erection and bracing, consurt ANSIAPil QuaHty Criteria, DSB-89 and BCSI BuHdlng Component Safety Informotion ovailabte from Tnjss Plate Institute, 281 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek 7777 Greenback Lane. Suite 109 Citrus Heights, CA. 95610 Job Tmss Tmss Type Qty Piy Hilton Carisbad Tmss Type R33366860 H1LT0N_CARLSBAD RG2G FLAT 1 1 Job Reference (optionall SeledBuiid Distribution, Indio, CA - 92203 7.250 s May 11 2011 MiTek Industries, Inc. Thu Jul 14 05:47:53 2011 Page 1 ID:l2IODBRTySPeTJAolr1YqZzOnqQ-9RY82_qOMII6zwU09Dnq4ducmdD1pFGdQsJpxLyyD44 8-4^ _^ 11-3-0 2-8-14 2-10-10 Scale = 1:19-2 8K12MT20H II I-2-10-10 2-10-10 Plale Offsets (X.Yl; [2:0-3-9.0-2-01. [4:0-3-9.0-2-01. [5;Edae.O-5-101 OADING (psf) TCLL 20.0 TCDL 18.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Slress Incr NO Code IBC2009/TPI2007 DEFL in Vert(LL) -0.11 Vert(TL) -0.40 HorzfTL) 0.12 (loc) l/defl L/d 8 >999 360 8 >321 240 6 n/a n/a PLATES MT20 MT20H Weighl: 73 Ib GRIP 187/170 160/128 FT = 20% LUMBER TOP CHORD BOT CHORD WEBS 2X8 LSL Tmss Grade 2 X 4 DF 2400F 2.0E G 2 X 4 DF Slud G *Excepr 1-10,5-6: 2X6 DF No.2 G BRACING TOP CHORD BOT CHORD JOINTS REACTIONS (Ib/size) 10=3299/0-5-8 (min. 0-3-5), 6=3299/0-5-8 (min. 0-3-5) Max Horz10=39(LC4) Max Uplifti 0=-268(LC 3), 6=-268(LC 4) 2-0-0 oc purtins (4-3-1 max.): 1-5, except end verticals. Rigid ceiling directiy applied or 10-0-0 oc bracing. 1 Brace at Jl(s): 1, 5 MiTek recommends lhal Slabilizers and required cross bracing be installed during Imss erecfion, in accordance wilh Stabilizer Installafion quide. FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less excepi when shown. TOP CHORD BOT CHORD WEBS 1- 10—964/87, 1-2=-1140/104, 2-3=-5411/450, 3-4-5411/450, 4-5-1140/104, 5-6=-964/86 9-10=-458/5411, 8-9=-595/7167, 7-8-595/7167, 6-7-449/5411 2- 10=-4635/382, 2-9=-95/1385. 3-9=-1897/160, 3-8=-49/847, 3-7=-1897/158, 4-7=-94/1385, 4-6=-4635/380 NOTES ^1) Wind; ASCE 7-05; 95mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cal, II; Exp C; endosed; MWFRS (low-rise); canfilever left and righl exposed ; end vertical left and righl exposed; Lumber D0L=1.00 plale grip D0L=1.00 2) Provide adequate drainage lo prevent waler ponding. 3) All plates are MT20 plates unless othenwise indicaled. 4) This tiuss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This tmss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fil betiween the boftom chord and any olher members. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) This truss is designed in accoraance wilh the 2009 Inlemafional Building Code secfion 2306.1 and referenced standard ANSI/TP11. 8) Girder canies tie-in span(s): 13-9-0 from 0-0-0 lo 11-3-0; 5-6-0 from 0-0-0 lo 11-3-0; 5-6-0 from 0-0-0 lo 11-3-0 9) Design assumes 4x2 (fiat orientation) puriins at oc spacing indicaled, fastened lo tmss TC wl 2-1 Od nails. 10) In the LOAD CASE(S) secfion, loads applied lo the face of the Imss are noted as front (F) or back (B). LOADCASE(S) Standard 1) Regular: Lumber lncrease=1.25, Plale lncrease=1.25 Uniform Loads (plf) Vert; 1-5=-310(F=-150, B=-84), 6-10=-302(F=-282) 4,2011 A WARinm Vergy design parameters and READ mTBS ON THIS AND imLtmBD MTEK RBERENCB PAGE MH 7473 rer. 10 OS BEFORE USS. Design valid for use only with MITek connectore. Thb design b based only upon parametere shown, and b for an indivKlual bufiding component. Applicability of design paramentere qnd proper incorporation of component b responsibilrty of buiiding designer - not truss designer. Bracing shown b for lateral support of individual web membere on^. Additional temporary brocing to insure statjility during constnjction b the responsibillity ot the erector. Additionol pemianent bracing of the overafi stnjcture b the responsibfiity of the bufiding designer For general guidance regarding fabrication, quqiity confroL storoge. dellvenr. erection and bracing, consurt ANSI/TPH QuaHly Criieria, DSB-89 and BCSI BuHding Component Safety Infomiation available from Tnjss Plate Institute. 281 N. Lee Sfreet Suite 312, Alexandria, VA 22314. MITek' 7777 Greenback Lane. Suite 109 Citrus Heights, CA. 95610 Job Tmss Trass Type Qty Ply Hilton Carisbad R33366861 HILTON_C/i«LSBAD RG3 FLAT 1 1 Job Reference (ootionall SelectBuild Distribution, Indio, CA - 92203 3-9-9 7.250 s Jan 28 2011 MiTek Indusfries, Inc. Thu Jul 14 08:50:12 2011 Paget ID:t2IODBRTySPeTJAolr1YqZzOnqQ-OL?ae9cqCyy7FuEGMoO?kyS4DCicLhelri=f9NoyyAP9 7:5£7 I 9-3-S , 11-3-0 , i 4 n I 1-9-15 1-9-15 1-11-11 Scale = 1:18.4 2-0-14 3-9-9 5-7-6 7-5-7 9-2-2 11-3-0 2-0-14 1-8-12 1-9-15 1-8-12 2-0-14 Plale Offsets (X.Y): [8:0-5-8.0-2-41. [14:0-5-8.0-2-41 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) l/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.48 Vert(LL) -0.11 11 >999 360 MT20 187/170 TCDL 18.0 Lumber Increase 1.25 BC 0.74 Vert(TL) -0.43 11 >304 240 BCLL 0.0 * Rep Stress Incr NO WB 0.68 HorzfTL) 0.12 8 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix) Weighl: 71 Ib FT = 20% LUMBER TOP CHORD BOT CHORD WEBS REACTIONS 2 X 8 LSL Tmss Grade 2 X 4 DF 2400F 2.0E G 2 X 4 DF Slud G *Except* 1 -14,7-8: 2 X 6 DF No.1 &Btt G (Ib/size) 14=3137/0-5-8 (min. 0-3-2), 8=3137/0-5-8 (min. 0-3-2) Max Horz 14=-31(LC3) Max Uplift 14=-239(LC 3), 8=-239(LC 4) BRACING TOP CHORD BOT CHORD JOINTS 2-0-0 oc puriins (3-4-14 max.); 1-7, except end verticals. Rigid celling directly applied or 10-0-0 oc bracing. 1 Brace al Jl(s): 1, 7 MiTek recommends that Stabilizers and required cross bracing be installed during tiuss erection, in accordance wilh Stabilizer Installation guide. FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-14=-1051/86, 1-2=-1160/97, 2-3=-4511/352, 3-4=-8530/654, 4-5=-8530/654, 5-6=-4511/352, 6-7-1160/97, 7-8-1051/86 OT CHORD 13-14=-359/4511, 12-13=-553/7112, 11-12=-553/7112,10-11 =-549/7112, 9-10=-549/7112, 8-9=-349/4511 BS 2-14-3770/290, 2-13=-93/1389, 3-13-2897/224, 3-12-9/299, 3-11=-118/1580, 4-11-1037/92, 5-11 =-123/1580, 5-10-9/299, 5-9=-2897/222, 6-9=-93/1389, 6-8-3770/288 _B01 JOINT STRESS INDEX 1 = 0.00, 2 = 0,95, 3 = 0.74, 4 = 0,20, 5 = 0.74, 6 = 0.95, 7 = 0.00, 8 = 0,79, 9 = 0.73, 10 = 0.21, 11 = 0.74, 12 = 0,21, 13 = 0.73 and 14 = 0.79 NOTES 1) Wind: ASCE 7-05; 95mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cal. II; Exp C; endosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber D0L=1.00 plate grip D0L=1.00 2) Pravide adequate drainage lo prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent wilh any other live loads. 4) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a redangle 3-6-0 tall by 1-0-0 wide will fll between Ihe bottom chord and any other members. 5) A plate raling redudion of 20% has been applied for the green lumber members. 6) Provide mechanical connecfion (by olhers) of truss to bearing plate capable of withstanding 239 Ib uplift al joint 14 and 239 Ib uplift al Joinl 8. 7) This trass is designed in accordance wilh the 2009 Inlemafional Building Code section 2306.1 and referenced standard ANSI/TP11. 8) Girder carries lie-in span(s): 8-6-0 from 0-0-0 lo 11-3-0; 9-6-0 from 0-0-0 to 11-3-0 9) Design assumes 4x2 (flal orientation) purtins al oc spadng indicated, fastened to Imss TC wl 2-10d nails, 10) In the LOAD CASE(S) seclion, loads applied lo the face of Ihe trass are noted as front (F) or back (B). LOADCASE(S) Standard 1) Regular: Lumber lncrease=1.25, Plale lncrease=1.25 Uniform Loads (plf) Vert: 1-7=-406(F=-330), 8-14=-176(B=-156) 14,2011 A WARNim Verify design parameters and READ mTBS ON THIS AND imLUDED MTEK REFERBmB PAGE MI7473 ret, 10 VS BEFORE USB. Design valid tor use only with MiTek connectore. Thb design b based only upon parometere shown, and b for on individual bufiding component. Applicability of design paromentere and proper incorporation of componenf b responsibility of bufiding designer - not truss designer Bracing shown b for lalerol support of individual web memtiere only. Addrtionol temporary brocing lo insure stability during construclion b the responsibillrty of the erector. Additional pemianent bracing of the overofi structure 'is ttie responsibfiity of ttie bufiding designer. For general guidance regarding fatjrication. quqiity controL storage, delivery, erection and txacing. consurt ANSIAPH QuoHty Criteria. DSB-89 and BCSI BuHdlng Component Safety Information available from Tnjss Plate Instrtute, 281 N. Lee Sfreet Suite 312. Alexandria. VA 22314. MITek' 7777 Greenback Lane, Suite 109 Citrus Heights. CA. 95610 Job Trass Trass Type Qty Ply Hillon Cartsbad R33366862 HILTON_CARLSBAD RG3A FLAT 1 1 Job Reference (optionall SeledBuiid Disti'ibution, Indio, CA - 92203 7.250 s May 11 2011 MiTek Industries, Inc. Thu Jul 14 05:47:55 2011 Page 1 ID:t2IODBRTySPeTJAolr1YqZzOnqQ-5qgvTgsetw?pDEePGepl92z5hQ0kHJuwl/tow0DyyD42 t£fi I S-10-12 I Scale = 1:12.6 . LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) l/defl Ud PLATES GRIP ITCLL 20.0 Plates Increase 1.25 TC 0.14 Vert(LL) -0.02 5 >999 360 MT20 187/170 'TCDL 18.0 Lumber Increase 1.25 BC 0.37 Vert(TL) -0.06 4-5 >999 240 BCLL 0.0 * Rep Slress Incr NO WB 0.31 HorzfTL) 0.02 4 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix) Weighl: 37 Ib FT = 20% LUMBER TOP CHORD 2 X 8 LSL Trass Grade BOTCHORD 2X 4 DF No.l&BlrG WEBS 2 X 4 DF Slud G REACTIONS (Ib/size) 6=1120/0-5-8 (min. 0-1-8), 4=1120/0-5-8 (min. 0-1-8) MaxHorz6=31(LC4) Max Uplift6=-89(LC 3), 4=-89(LC 4) BRACING TOPCHORD 2-0-0 oc puriins (10-0-0 max.): 1-3, except end verticals, BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. JOINTS 1 Brace at Jt(s); 1, 3 MiTek recommends lhal Slabilizers and required cross bracing be inslailed during Iruss erection. In accordancewith Stabilizer Installation quide, FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less excepi when shown. TOP CHORD 1-6—474/45, 3-4—474/45 BOT CHORD 5-6-117/1359, 4-5=-117/1359 WEBS 2-6=-1427/121, 2-5=-16/550, 2-4=-1427/116 NOTES 1) Wind: ASCE 7-05; 95mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cal. II; Exp C; endosed; MWFRS (low-rise); cantilever left and righl exposed ; end vertical left and righl exposed; Lumber D0L=1.00 plale grip D0L=1.00 t 2) Provide adequate drainage to prevent waler ponding. 3) This tiuss has been designed for a 10.0 psf tioftom chord live load nonconcurreni with any other live loads. 4) * This tmss has been designed for a live load of 20.0psf on Ihe bottom chord in all areas where a redangle 3-6-0 tall by 1-0-0 wide will fit between Ihe bottom chord and any olher members. 5) A plale raling redudion of 20% has been applied for the green lumber members. 6) This Imss is designed In accordance with Ihe 2009 Intemational Building Code section 2306.1 and referenced standard ANSI/TPI 1. 7) Girder canies tie-in span(s); 8-3-0 from 0-0-0 lo 5-10-12; 8-5-0 from 0-0-0 to 5-10-12 8) Design assumes 4x2 (flal orientation) puriins al oc spadng indicaled, fastened to trass TC wl 2-10d nails. 9) In the LOAD CASE(S) section, loads applied to the face of the trass are noted as front (F) or back (B). LOADCASE(S) Standanj 1) Regular; Lumber lncrease=1.25, Plate lncrease=1.25 Uniform Loads (plf) Vert: 1-3=-226(F=-150), 4-6=-174(B=-154) July 14,2011 ^ WARNim Vergy design parameters and READ mTBS ON THIS AND imLtmBD MITBK REFERBmB PAGB Ml 7473 ret. lOVSBBORBUSE. Design valid for use only wilh MiTek connectore, Thb design b based only upon parametere shown, and b for an individual building component. Applicability of design paramentere and proper incorporation of component b responsibility of building designer - not truss designer. Bracing shown b for lateral support of individual web membere only. Additional temporary bracing to insure stability during construction b the responsibillrty of the erector. AddifKjnoi permanent bracing of the overall structure b the responsibil'rty of the building designer For general guidance regarding fabrication, quality contraL storage, delivery, erection and txacing. consurt ANSI/TPH QuolHy Criferio. DSB-89 and BCSI BuHdlng Component Safety Informotion ovoilobte from Tnjss Plate Institute, 281 N. Lee Sfreet Suite 312, Alexandria, VA 22314. MITek' roWEH TO PEITFDRM." 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95610 Job Tmss Trass Type Qty Ply Hillon Carisbad R33366863 HILTON_CARLSBAD RG4 FLAT 6 1 Job Reference (optionall SeledBuiid Disti'ibution, Indio, CA - 92203 7.250 s May 11 2011 MTTek Industries, Inc. Thu Jul 14 05:47:56 2011 Page 1 ID:l2IODBRTySPeTJAolr1YqZzOnqQ-Z0EHg?tGeD7grNDbqLKXiGWGKqJO0IG46qYTYgyyD41 _| ?-l0-12 I Sc«le = 1:133 • LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) l/defl Ud PLATES GRIP |TCLL 20.0 Plates Increase 1.25 TC 0.15 Vert(LL) -0.02 5-6 >999 360 MT20 187/170 'TCDL 18.0 Lumber Increase 1.25 BC 0.47 VertfTL) -0.07 5-6 >933 240 BCLL 0.0 * Rep Slress Incr NO WB 0.36 HorzfTL) 0.02 4 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix) Weighl: 37 Ib FT = 20% LUMBER TOP CHORD 2 X 8 LSL Tmss Grade BOTCHORD 2X 4 DF No.l&BlrG WEBS 2 X 4 DF Stud G REACTIONS (Ib/size) 6=1355/0-5-8 (min. 0-1-8), 4=1355/0-5-8 (min. 0-1-8) Max Horz 6=35(LC 4) Max Uplift6=-111 (LC 3), 4-111 (LC 4) FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1 -6=-484/47, 3-4=-484/47 BOT CHORD 5-6=-139/1575, 4-5=-139/1575 WEBS 2-5=-43/847, 2-6=-1674/145, 2-4=-1674/141 BRACING TOP CHORD BOT CHORD JOINTS 2-0-0 oc puriins: 1-3, excepi end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. 1 Brace at Jl(s): 1, 3 MiTek recommends lhal Stabilizers and required crass bracing be Inslailed during tiuss erection, in accordance witti Stabilizer Installation quide. NOTES 1) Wind: ASCE 7-05; 95mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; endosed; MWFRS (low-rise); canfilever left and right exposed ; end vertical left and righl exposed; Lumber D0L=1.00 plate grip D0L=1.00 2) Provide adequate drainage lo prevent water ponding. |3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurreni wilh any olher live loads. ^4) * This trass has been designed for a live load of 20.0psf on the boftom chord in all areas where a redangle 3-6-0 lall by 1-0-0 wide will flt between Ihe bottom chord and any olher members. 5) A plale rating redudion of 20% has been applied for the green lumber members. 6) This truss is designed in a<::cordance with the 2009 Internafional Building Code secfion 2306.1 and referenced standard ANSI/TPI 1. 7) Girder carries tie-in span(s): 12-0-0 from 0-0-0 to 5-10-12; 8-2-0 from 0-0-0 to 5-10-12 8) Design assumes 4x2 (flat orientation) puriins al oc spacing indicaled, fastened lo trass TC wl 2-10d nails. 9) In the LOAD CASE(S) secfion, loads applied lo the face of the tmss are noted as front (F) or back (B). LOADCASE(S) Slandara 1) Regular: Lumber lncrease=1.25, Plale lncrease=1.25 Unifomi Loads (pit) Vert: 4-6=-260(F=-240), 1-3=-224(B=-148) 4,2011 A WARNim Vergy design parameters and READ mTBS ON THIS AND INCLUDO) IBTEK RBBREmE PAOB Ml 7473 rer. lOVSBBORBUSE. Design valid for use only with MiTek connectore, Thb design b based only upon porometere shown, ond b for on individual bufiding component Applicability of design paramentere and proper incorporation of component b responsibility of building designer - not fruss designer Bracing shown b for lateral support of individual web memtjere on^. Additional temporary tjracing to insure stability during construction b the responsiblfiity ot the erector Additionql pennanent bracing of the overafi structure b the responsibfiity of the bufiding designer For general guidance regarding fabrication, quality controL storage, defivery, erection and txacing, consurt ANSIAPH QuaHly Criieria, DSB-89 ond BCSI BuHdlng Component Safety Information available from Tnjss Plate Instrtute, 281 N. Lee Sfreet Suite 312. Alexandria. VA 22314. MITek' 7777 Greenback Lane, Suite 10 Citrus Heights, CA, 95610 Job Trass Trass Type Qty Ply Hillon Carisbad R33366864 HILTON_CARLSBAD RG4A FLAT 4 1 Job Reference (optionall SeledBuiid Distribution, Indio, CA - 92203 7.250 s May 11 2011 MTTek Industries, Inc. Thu Jul 14 05:47:57 2011 Page 1 ID:l2IODBRTySPeTJAolr1YqZzOnqQ-1DofuLtuPXFXSXoo03miET2LtEYxl8HDLUH146yyD40 hH I 11-M 2-10-10 I-2-10-10 2-10-10 Plate Offsets (X.Yl: [S:Edae.0-5-10l 1 LOADING (psf) SPACING 2-0-0 CSI DEFL In (loc) l/defl Ud PLATES GRIP 'TCLL 20.0 Plates Increase 1.25 TC 0.54 Vert(LL) -0.09 8 >999 360 MT20 187/170 TCDL 18.0 Lumber Increase 1.25 BC 0.90 Vert(TL) -0.32 8 >398 240 BCLL 0.0 * Rep Slress Incr NO WB 0.63 HorzfTL) 0.10 6 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix) Weight; 72 Ib FT = 20% LUMBER BRACING TOPCHORD 2 X 8 LSL Tmss Grade TOPCHORD BOTCHORD 2X 4 DF No.l&BlrG BOTCHORD WEBS 2 X 4 DF Stud G *Except* JOINTS 1-10,5-6:2X6DF No,2 G 2-0-0 oc puriins (5-2-0 max,): 1-5, excepi end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. 1 Brace al Jt(s); 1, 5 REACTIONS (Ib/size) 10=2156/0-5-8 (min. 0-2-5), 6=2156/0-5-8 (min. 0-2-5) MaxHorz10=35(LC4) Max Uplifti 0-177(LC 3), 6=-177(LC 4) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less excepi when shown. TOP CHORD 1-10=-651/63,1-2=-920/85, 2-3-3809/323, 3-4—3809/323, 4-5=-920/85, 5-6—651/62 BOT CHORD 9-10=-329/3809, 8-9-422/4994, 7-8=-422/4994, 6-7-321/3809 WEBS 2-10=-3092/260, 2-9=-61/991, 3-9=-1263/109, 3-8=-33/664, 3-7=-1263/107, 4-7=-60/991,4-6-30921258 NOTES 1) Wind: ASCE 7-05; 95mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cal. II; Exp C; endosed; MWFRS (low-rise); cantilever left and righl exposed ; end vertical left and right exposed; Lumber D0L=1.00 plate grip D0L=1.00 12) Pravide adequate drainage lo prevent water ponding. 3) This tmss has been designed for a 10.0 psf bottom chord live load nonconcurreni wilh any other live loads. 4) * This tmss has been designed for a live load of 20.0psf on the bottom chord in all areas where a redangle 3-6-0 lall by 1-0-0 wide will fit between the bottom chord and any ottier members. 5) A plate rating reducfion of 20% has been applied for the green lumber members. 6) This tmss is designed in accordancewith Ihe 2009 International Building Code section 2306.1 and referenced standard ANSI/TP11. 7) Girder carries lie-in span(s); 11-2-0 fi-om 0-0-0 lo 11-3-0; 5-6-0 from 0-0-0 to 11-3-0 8) Design assumes 4x2 (flat orientafion) puriins al oc spacing Indicated, fastened lo tmss TC wl 2-1 Od nails. 9) In the LOAD CASE(S) seclion, loads applied to the face of the tmss are noted as front (F) or back (B). LOADCASE(S) Standanl 1) Regular: Lumber lncrease=1.25, Plate lncrease=1.25 Uniform Loads (ptt) Vert: 1-5=-160(B=-84), 6-10=-240(F=-220) MiTek recommends lhal Slabilizers and required cross bracing be inslailed during tmss ereclion, in accordance wilh Stabilizer Insiallalion guide. 14,2011 ^ WARNim Vergy design parameters and READ mTBS ON THIS AND imnmBD MITEK RBBREmE PAGB M174T3 rer. lOVSBBOREtJSB. Design valid for use only with MiTek connectore. Thb design b based only upon porometere shown, and b for on individual building component. Applicability of design paramentere and proper incorporation of component b responsibilrty of bufiding designer - not fruss designer. Bracing shown b for lateral support of indivKiual web membere only. Addrtional temporary bracing to insure stability during constnjction b the responsitjillity of the erecfor. Addltbnal permanent bracing of the overall structure b the responsibfiity of the bufiding designer For general guidance regarding fabrication, quality control, storage, defivery, erection and brocing, consurt ANSI/TPH QuaHty Criteria. DSB-89 and BCSI BuHdlng Component Safety information available from Truss Plate Instrtute, 281 N. Lee Sfreet Suite 312, Atexandria, VA 22314. MiTek' 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95610 Job Tmss Tmss Type Qty Ply Hilton Carisbad Qty R33366865 HILTON_CARLSBAD RG5 FLAT 1 1 Job Reference (optionall SeledBuiid Distribution, Indio, CA - 92203 7.250 s May 11 2011 MTTek Industries, Inc. Thu Jul 14 05:47:58 2011 Page 1 ID:f2IODBRTySPeTJAolr1YqZzOnqQ-VPL15huX/W04hN_ymM?nhbWTeygUbpNZ81acYyyD4? 6-6-10 I 8-10-15 I 11-3-0 Scale'1:18.7 2-5-2 4-6^ 2-5-2 2-1-4 Plate Offsets (X.Y): 12:0-8-0.0-5-81.16:0-5-8.0-2-01.112:0-5-8.0-2-0) OADING (psf) TCLL 20.0 TCDL 18.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Slress Incr NO Code IBC2009/TPI2007 CSI TC 0.55 BC 0.67 WB 0.61 (Matrix) DEFL in (loc) l/de11 Ud Vert(LL) -0.10 9-10 >999 360 Vert{TL) -0.37 9-10 >353 240 HorzfTL) 0.10 7 n/a n/a PLATES MT20 GRIP 187/170 Weight: 71 Ib FT = 20% LUMBER TOP CHORD 2 X 8 LSL Tmss Grade BOT CHORD 2 X 4 DF 2400F 2.0E G WEBS 2 X 4 DF Slud G *Excepl* 1-12,6-7: 2X6DF No,2 G REACTIONS (Ib/size) 12=2490/0-5-8 (min. 0-2-8), 7=2490/0-5-8 (min. 0-2-8) Max Horz12=32(LC4) Max Uplim2=-208(LC 3), 7=-208(LC 4) FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. BRACING TOP CHORD BOT CHORD JOINTS TOP CHORD BOT CHORD WEBS 1- 12=-720/68,1-2=-1032/95, 2-3-4044/346, 3-4—6175/523, 4-5=-4038/346, 5-6-1033/95, 6-7—722167 11-12=-353/4044,10-11 =-509/5970, 9-10-509/5970, 8-9-524/6175, 7-8=-344/4038 2- 12=-3287/279, 2-11=-95/1325, 3-11 =-2089/178, 3-10=-37/647, 4-9=-34/593, 4-8-2318/195, 5-8-100/1401, 5-7-3279/276 2-0-0 oc puriins (4-0-10 max.): 1-6, excepi end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. 1 Brace al Jl(s): 1, 6 MiTek recommends lhal Slabilizers and required cross bracing be inslailed during tiuss ereclion, in accordance wilh Stabilizer Installation guide, NOTES ^1) Wind: ASCE 7-05; 95mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat, II; Exp C; endosed; MWFRS (low-rise); canfilever left and right exposed ; end vertical left and righl exposed; Lumber D0L=1.00 plate grip D0L=1.00 2) Provide adequate drainage lo prevent waler ponding. 3) This Iruss has been designed for a 10.0 psf bottom chord live load nonconcun'ent wilh any olher live loads. 4) * This tmss has been designed for a live load of 20.0psf on the bottom chord in all areas where a redangle 3-6-0 lall by 1-0-0 wide will fil between the bottom chord and any olher members. 5) A plale rating redudion of 20% has been applied for Ihe green lumber members. 6) This Iruss Is designed in accoraance with the 2009 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 7) Girder carries lie-in span(s): 13-9-0 firom 0-0-0 lo 11 -3-0; 5-6-0 from 0-0-0 lo 11 -3-0 8) Design assumes 4x2 (flal orientation) puriins at oc spadng indicated, fastened lo tmss TC wl 2-10d nails. 9) In the LOAD CASE(S) secfion, loads applied lo the face of the Imss are noted as front (F) or back (B), LOADCASE(S) Slandani 1) Regular: Lumber lncrease=1.25, Plate lncrease=1.25 Uniform Loads (plf) Vert: 1-6=-160(F=-84), 7-12=-302(F=-282) ^,2011 ^ WARNim Vergy design parameters and READ mTBS ON THIS AND imLUDED MTTEK RBBREmE PAGE MI74T3 ret. lOVSBBOREUSB. Design vai'Ki for use only with MiTek connectore. Thb des'ign b based only upon parametere shown, and b tor an individual building component Applicability of design paramentere qnd proper incorporation of component b responsibiiify of building designer - not huss designer. Bracing shown b for lateral support of individuai web membere on^. Addrtional temporary bracing to insure stability during constnjction b the responsibillity ot the erector. Additional permanent bracing of the overafi sfructure b the responsibfiity of the bufiding designer For general guidance regarding fatlrication. quqiity contraL storoge, delivery, erection and bracing, consurt ANSI/TPH QualHy Criieria, DSB-89 and BCSI BuHdlng Component Safely Infoimation avaiiabte from Truss Plate Institute, 281 N. LeeSTreet Surte 312, Atexandria, VA 22314. MITek' 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95610 Job Tmss Tmss Type Qty Ply Hillon Carisbad Ply R33366866 HILTON_CARLSBAD RG5A FLAT 1 1 Job Reference (optionall SeledBuiid Disti'ibution, Indio, CA - 92203 7.250 s May 11 2011 MiTeklndustries, Inc. Thu Jul 14 05:47:59 2011 Paget ID:l2IODBRTySPeTJAolr1YqZzOnqQ-zbvQJ1v9x8VFin<AVTuEJu8h92FHD0BWoom79_yyD4_ I-4^ 2-5-2 Plate Offsets (X.Yl; 12:0-3-9.0-2-01.15:0-3-9.0-2-01. l6:Edae.0-3-91.112:0-6-0.0-2-01 ILOADING (psf) 'TCLL 20.0 TCDL 18.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Slress Incr NO Code 1BC2009/TP12007 DEFL in (loc) l/defl L/d Vert(LL) -0.12 9-10 >999 360 Vert(TL) -0.45 9-10 >281 240 HorzfTL) 0.13 7 n/a n/a PLATES GRIP MT20 187/170 Weighl: 72 lb FT = 20% LUMBER TOP CHORD 2 X 8 LSL Tmss Grade BOT CHORD 2 X 4 DF 2400F 2.0E G WEBS 2 X 4 DF Slud G *Excepl* 1-12,6-7: 2X8DF No.2 G REACTIONS (Ib/size) 12=3251/0-5-8 (min. 0-3-4), 7=3251/0-5-8 (min. 0-3-4) MaxHorz12=-32(LC3) Max Uplifti 2-264(LC 3), 7=-264(LC 4) BRACING TOP CHORD BOT CHORD JOINTS 2-0-0 oc puriins (3-5-8 max.): 1-6, excepi end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. 1 Brace at Jl(s): 1,6 MiTek recommends lhat Stabilizers and required cross bracing be inslailed during tmss ereclion, in accordance wilh Stabilizer Installation quide. FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less excepi when shown. TOP CHORD BOT CHORD WEBS 1- 12=-1124/98, 1-2-1501/131, 2-3=-5145/426, 3-4=-7929/651, 4-5=-5137/425, 5-6=-1502/131, 6-7-1126/98 11-12=-433/5145, 10-11-634/7672, 9-10-634/7672, 8-9—652/7929, 7-8=-423/5137 2- 12-4001/328, 2-11 =-111/1540, 3-11 =-2741/226, 3-10=-36/637, 3-9-24/278, 4-9=-32/570, 4-8=-3028/248, 5-8=-118/1635, 5-7=-3991/325 NOTES ^1) Wind: ASCE 7-05; 95mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cal. II; Exp C; endosed; MWFRS (low-rise); cantilever left and righl exposed ; end vertical left and right exposed; Lumber D0L=1.00 plale grip D0L=1.00 2) Provide adequate drainage lo prevent water ponding. 3) This truss has been designed for a 10.0 psf t)ottom chord live load nonconcurrent wilh any olher live loads. 4) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a redangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any olher members. 5) A plate rafing redudion of 20% has been applied for the green lumber members. 6) This tmss is designed in accordance with the 2009 International Building Code sedion 2306.1 and referenced standard ANSI/TP11. 7) Girder carries lie-in span(s): 13-9-0 fi'om 0-0-0 lo 11-3-0; 5-6-0 from 0-0-0 to 11-3-0 8) Design assumes 4x2 (flal orientafion) puriins al oc spacing Indicaled, fastened to trass TC wl 2-10d nails, 9) In the LOAD CASE(S) seclion, loads applied lo Ihe face of Ihe trass are noted as front (F) or back (B), LOADCASE(S) Standard 1) Regular; Lumber lncrease=1.25, Plate lncrease=1.25 Uniform Loads (plf) Vert: 1-6=-310(F=-234), 7-12=-302{F=-282) 4,2011 ^ WARNim VergydeslgnparametersandREADmTESONrHISANDimnmBDMTEKRBEREmEPAGBMI7473 ret. lO VSBBORBUSE. Design valid for use only with MiTek connectore. Thb des'^n b based only upon parametere shown, and b for on individual building component Appl'K:abillty of design paramentere and proper incorporation of component b responsibility of building designer - not truss designer Brocing shown b for lateral support of individual web membere only. Additional temporary bracing to insure stability during construction b the responsibillity ot the erector. Additional permanent bracing of the overall structure b the responsibility of ttie building designer. For general guidance regarding fabrication, quqiity controt storage, delivery, erection and bracing, consurt ANSIAPil QuoHly Crtterio, DSB-89 and BCSI BuHding Component Safety Inloimatton avoikabte from Tnjss Plate Institute. 281 N. Lee Sfreet Suite 312. Atexandria. VA 22314. MiTek' 7777 Greenback Lane. Suite 109 Citrus Heights. CA. 95610 Job Trass Trass Type Qty Ply Hilton Carisbad R33366867 HILTON_CARLSBAD RJI GABLE 1 1 Job Reference (optionall SeledBuiid Disti'ibution, Indio, CA - 92203 16-2-6 7.250 s May 11 2011 MTTek Industries, Inc. Thu Jul 14 05:48:02 2011 Page 1 ID:t2IODBRTySPeTJAolr1YqZzOnqQ-OAbYx3x1E3tqZlglBcRxxXmDEFJIQM?yUm?okJyyD3x 16-2-6 QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEWTHE INPUT LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE ON PAGE 2. Scale = 1:27-6 4x6 II M II 3x6 II 3x6 II 3x8 II 4x6 II 3 I——^—^. t: 8X12MT20H = 4x8 I 4x8 II 8X12M720H = 16-2-6 16-2-6 Plate Offsets (X.Yl: [2:0-3-9.0-4-01.112:0-3-9.0-4-01. l13;Edae.0-3-91. [14:Edae.0-3-91. [26:Edae.0-3-91 > LOADING (psf) TCLL 20.0 TCDL 18.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr NO Code IBC2009/TPI2007 CSI TC 0.50 BC 0.66 WB 0.79 (Matrix) DEFL in (loc) l/defl Ud Vert(LL) n/a - n/a 999 VertfTL) n/a - nla 999 HorzfTL) 0.02 20 n/a n/a PLATES MT20 MT20H Weighl: 85 Ib GRIP 220/195 165/146 LUMBER TOP CHORD BOT CHORD WEBS OTHERS REACTIONS (Ib)- 2 X 8 DF No.2 G 2X4 DF No.l&BlrG 2X4DF No.l&BlrG 2 X 4 DF Slud G BRACING TOP CHORD BOT CHORD JOINTS All bearings 16-2-6. Max Horz26=40(LC 12) Max Uplift All uplift 100 Ib or less at joinl(s) 20, 18,19, 22, 21 excepi 15-2949(LC 9), 16=-534(LC 11), 17=-127{LC 14), 25=-2965(LC 12), 24=-536(LC 12), 23=-127(LC 9), 26=-3353(LC 9), 14=-3337(LC 14) Max Grav All readlons 250 Ib or less at joinl(s) excepi 20=260(LC 1), 15=3155(LC 8), 16=761(LC 8), 17=351(LC 7), 18=262(LC 7), 19=256(LC 8), 25=3155(LC 7), 24=761(LC 7), 23=351(LC 8), 22=262(LC 8), 21=256(LC 7), 26=3434(LC 8), 14=3434(LC 7) 2-0-0 oc purtins (4-11-0 max ); 1-13, excepi end verticals. Rigid ceiling directiy applied or 3-3-11 oc bracing. 1 Brace at Jl(s); 1,13 MiTek recommends thai Slabilizers and required cross bracing be inslailed during tiuss erection, in accordance wilh Stabilizer Installafion quide. FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2-285/292, 2-3=-3131/3132, 3-4=-2518/2519, 4-5=-1905/1902, 5-6=-1291/1292, 6-7=-678/679, 7-8=-678/679, 8-9=-1291/1292, 9-10-1905/1902, 10-11-2518/2519, f 11-12=-3131/3132, 12-13=-287/292 BOT CHORD 25-26=-3668/3677, 24-25=-3123/3131, 23-24=-2510/2518, 22-23=-1896/1843, 21-22=-1283/1291, 20-21=-670/678, 19-20-670/678,18-19=-1283/1291, 17-18=-1896/1843, 16-17=-2510/2518, 15-16-3123/3131, 14-15-3668/3677 WEBS 12-15=-2895/2729, 11-16=-789/600. 10-17-339/153. 2-25-2895/2741, 3-24-789/603, 4-23-339/153, 2-26=-4697/4703.12-14=-4697/4679 NOTES 1) Wind: ASCE 7-05; 95mph; TCDL=8.4psf; BCDL=4.2pst; h=25ft; Cal. II; Exp C; endosed; MWFRS (low-rise); cantilever left and righl exposed ; end vertical left and right exposed; Lumber D0L=1.00 plale grip D0L=1.00 2) Trass designed for wind loads in the plane of Ihe trass only. For sluds exposed lo wind (normal lo Ihe face), see Standard Industry Gable End Details as applicable, or consutt qualified building designer as per ANSI/TPI 1-2002. 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless othenwise indicaled. 5) All plates are 2x4 MT20 unless othenwise indicated. 6) Gable requires continuous bottom chord bearing. 7) Tmss to be fully sheathed from one face or securely braced againsi lateral movement (i.e. diagonal web). 8) Gable studs spaced al 1 -4-0 oc. 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any olher live loads. 10) * This truss has been designed for a live load of 20.0psf on Ihe bottom chord in all areas where a rectangle 3-6-0 lall by 1 -0-0 wide will flt between the bottom chord and any other members. 11) A plate raling reduction of 20% has been applied for the green lumber members. Confinued on page 2 14,2011 A VTARNim Vergy design parameters and READ mTBS ON THIS AND imLtmO) MTEK RBBREmE PAGE Ml 7473 ret. 10'08 BEFORE [ISE. Design valid for use only with MiTek connectore. Thb design b based only upon parametere shown, and b for an individual bufiding component. Applicability of design paramentere and proper incorporation ot component b responsibility of building designer - not truss designer. Bracing stiown b for lateral support of indivKlual web membere only. Additional temporary bracing to insure stability during construction b the responsitjillity of the erector. Additional pennanent bracing of the overall structure b the responsibility of ttie bufiding designer For general guidance regarding fatlrication. quality controL storoge. delivery, erection and Ixacing. consurt ANSIAPH QuaHly Criteria, DSB-89 and BCSI BuHrfing Componenf Safety InfoimoHon available from Truss Plate Instrtute, 281 N. Lee Sfreet Surte 312, Alexandria, VA 22314. MITek' 7777 Greenback Lane. Suite 109 Citrus Heights. CA. 95610 Job Trass Trass Type Qty Ply Hirton Carisbad R33366868 HILTON_CARLSB/«) RJ1A GABLE 2 1 Job Reference (ootionall SeledBuiid Distribution, Indio, CA - 92203 7.250 s May 11 2011 MTTek Industries, Inc. Thu Jul 14 05:48:05 2011 Page 1 ID:f2l0DBRTySPeTJAolr1YqZz0nqQ-olGhZ4_wX_GPQmPKsk_eZ9OiPSM4dj2PAkDSLeyyD3u 1 15.8-14 QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEWTHE INPUT LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE ON PAGE 2. 3x6 ll 3x6 II S ll 3x6 ll 3x6 II 8 3x6 ll 3x6 4x6 ll i t:xxxx'kxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxx'xkxxxx1 8>(12MT20H - 4x6 H 4x8 II BX12MT20H = 15-8-1-1 Plate Offsets (X.Y): (2:0-3-9.0-4-01. F12:0-3-9.0-4^01. T13:Edae.0-3-91. f14:Edae.0-3-91. r26:Edoe.0-3-91 OADING (psf) TCLL 20.0 TCDL 18.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Slress Incr NO Code IBC2009/TPI2007 DEFL in (loc) l/defl Ud Vert(LL) n/a - n/a 999 Vert(TL) n/a - n/a 999 HorzfTL) 0.02 20 n/a n/a PLATES MT20 MT20H Weight: 83 Ib GRIP 220/195 165/146 FT = 20% LUMBER TOP CHORD BOT CHORD WEBS OTHERS REACTIONS (Ib)- 2X8DF N0.2G 2X4DF No.l&BlrG 2 X 4 DF No.1&Blr G *Excepl* 1-26,13-14: 2X 4 DF Slud G 2 X 4 DF Slud G BRACING TOP CHORD BOT CHORD JOINTS All bearings 15-8-14. Max Horz26=40(LC 12) Max Uplift All uplift 100 Ib or less aljoinl(s) 20, 18,19, 22, 21 except 15-2851 (LC 9), 16=-528(LC 11), 17=-126(LC 14), 25=-2868(LC 12), 24=-530(LC 12), 23=-126(LC 9), 26=-3251(LC 9), 14=-3235(LC 14) Max Grav All readions 250 Ib or less al joinl(s) 20,19, 21 excepi 15=3059(LC 8), 16=753(LC 8), 17=350(LC 7), 18=264(LC 7), 25=3059(LC 7), 24=753(LC 7), 23=350(LC 8), 22=264(LC 8), 26=3331(LC 8), 14=3331(LC 7) FORCES (Ib) - Max, Comp./Max. Ten. - All forces 250 (Ib) or less excepi when shown. TOP CHORD 1-2=-269/276, 2-3=-3027/3027, 3-4-2413/2413, 4-5=-1800/1789, 5-6=-1187/1187, 6-7-573/573, 7-8=-573/573, 8-9-1187/1187, 9-10-1800/1789, 10-11=-2413/2413, 11- 12=-3027/3027, 12-13=-271/276 f BOT CHORD 25-26=-3563/3572, 24-25=-3018/3027, 23-24=-2405/2413, 22-23=-1791 /1739, 21-22=-1178/1187, 20-21-565/573, 19-20-565/573. 18-19—1178/1187, 17-18=-1791/1739, 16-17=-2405/2413,15-16=-3018/3027,14-15=-3563/3572 12- 15=-2827/2660, 11-16=-775/586, 10-17—336(150, 2-25=-2827/2672, 3-24—775/590, 4-23=-336/150, 2-26=-4619/4623, 12-14=-4619/4599 2-0-0 oc purtins (5-0-2 max,); 1-13, except end verticals. Rigid ceiling directly applied or 3-4-11 oc bracing. 1 Brace al Jl(s); 1,13 MiTek recommends that Stabilizers and required crass bracing be inslailed during Imss erection, in accordance wilh Stabilizer Installation guide. NOTES 1) Wind; ASCE 7-05; 95mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cal. II; Exp C; endosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and righl exposed; Lumber DOL=1.00 plale grip DOL=1.00 2) Tmss designed for wind loads in the plane of Ihe truss only. For sluds exposed lo wind (normal to Ihe face), see Standard Industry Gable End Details as applicable, or consutt qualified building designer as per ANSI/TP11 -2002. 3) Provide adequate drainage to prevent waler ponding. 4) All plates are MT20 plates unless otherwise indicaled. 5) All plates are 2x4 MT20 unless otherwise indicated. 6) Gable requires confinuous bottom chord bearing. 7) Tmss lo be fully sheathed from one face or securely braced againsi lateral movement (i.e. diagonal web). 8) Gable studs spaced al 1-4-0 oc. 9) This tiuss has been designed for a 10.0 psf bottom chord live load nonconcurreni wilh any olher live loads. 10) * This truss has been designed for a live load of 20.0psf on the boftom chord in all areas vi/here a redangle 3-6-0 lall by 1-0-0 wide will fil between Ihe boltom chord and any other members. 11) A plate rating reduction of 20% has been applied for the green lumber members. 12) This Iruss is designed in acconiance with the 2009 Inlemafional Building Code secfion 2306.1 and referenced standard ANSI/TP11. Conlinued on page 2 2011 A WARNim Verify design parameters and READ mTES ON THIS AND imLtmBD MTEK RBEREmE PAGE Ml 7473 rer. lOVSBBOREUSB. Design valid for use only with MiTek connectore. Thb design b based only upon porometere shown, and b for on individual building component. Applicabirrty of design poramentere and proper incorporalion of component b responsibility of building designer - not truss designer. Bracing shown b for lateral support ot individuol web memtjere only. Additional temporary bracing to insure statjifrty during constnjction b the responsibillity of the erector. Additional pennanent bracing of the overafi structure b the responsibility of ttie building designer For general guidance regarding fabrication, quality controL storage, delivery, erection and bracing, consurt ANSI/TPII QuoHty Criieria, DSB-89 and SCSI BuHdlng Component Safety Inioimaiion available from Truss Plate tnstitute, 281 N. LeeSfreef Suile 312. Alexandriq. VA 22314. MiTek' 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95610 Job Tmss Tmss Type Qly Ply Hilton Carisbad R33366868 HILTON_CARLSBAD RJ1A GABLE 2 1 Job Reference (optionall SeledBuiid Distribution, Indio, CA - 92203 7.250 s May 11 2011 MTTek Industries, Inc. Thu Jul 14 05:48:05 2011 Page 2 ID:t210DBRTySPeTJAolr1YqZzOnqQ-olGhZ4_wX_GPQmPKsk_e290iPSM4di2P/!^DSLeyyD3u NOTES 13) This Iruss has been designed for a total drag load of 460 plf. Lumber D0L=(1.33) Plale grip D0L=(1.33) Connect trass lo resist drag loads along bottom chord from 0-0-0 to 15-8-14 for 460.0 plf. 14) Girder can'ies tie-in span(s); 5-6-0 from 0-0-0 lo 16-2-8 15) Design assumes 4x2 (flal orientation) puriins al oc spadng indicated, fastened lo trass TC wl 2-10d nails. 16) In the LOAD CASE(S) section, loads applied to the face of the trass are noted as front (F) or back (B). LOADCASE(S) Standanl 1) Regular: Lumber lncrease=1.25, Plale lncrease=1.25 Uniform Loads (plf) Vert: 14-26=-20,1-13=-160(B=-84) A WARNim Vergy design parameters and READ mTBS ON THIS AND imLtmSD MTTEK RBBREmE PAGE MU 7473 rer. 10 BEFORE USE. Design valkl tor use only with MiTek connectors, Thb design b based only upon parametere shown, and b for an indiv'Klual building component Applicabilrty of des'^n paramentere and proper Incorporation of component b responsitjility of bufiding designer - not truss designer. Bracing stiown b for lateral support of indiv'Klual web membere onty. Additional temporary brocing to insure stability during constnjction b the responsibillity of the erector. Additional pemianent bracing of the overall sfructure b the responsibfiity of the building designer. For general guidance regarding fatlrication. quality controL storage, delivery, erection and txacing, consurt ANSI/TPII QuoHty Crtterio, DSB-89 and BCSI BuHding Componeni Safety Infomiation available from Tmss Plate Instrtute, 281 N. Lee Sfreet Suite 312, Atexandria, VA 22314. MITek' 7777 Greenback Lane, SuKe 109 Citrus Heights. CA, 95610 Job Tmss Tmss Type Qty Ply Hilton Carisbad R33366869 HILTON_CARLSBAD RJ1B GABLE 1 1 Job Reference (ootionall SeledBuiid Distribution, Indio, CA - 92203 7.250 s May 11 2011 MiTek Industries, Inc. Thu Jul 14 05:48:08 2011 Page 1 ID:t2IODBRTySPeTJAolr1YqZzOnqQ-CKypC60oqvezHE7vXsYLBoODhgNqq4srsiS6yzyyD3r 15-7-14 QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEWTHE INPUT LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE ON PAGE 2, •3 xxxxVxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxx >rx X X X X X 4x8 II 8X12MT20H = 15-7-14 15-7-14 Plate Offsets (X.Yl: [2:0-3-9.0-4-01.112:0-3-9.0-4-01. [13;EdQe.0-3-91. [14:Edae.0-3-91. [26:Edae.0-3-91 •LOADING (psO 'TCLL 20.0 TCDL 18.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Slress Incr NO Code IBC2009/TPI2007 CSI TC 0.57 BC 0.62 WB 0.77 (Matrix) DEFL in (loc) Vert(LL) n/a Vert(TL) n/a HorzfTL) 0.02 20 l/defl Ud n/a 999 n/a 999 n/a n/a PLATES MT20 MT20H Weighl: 83 Ib GRIP 220/195 165/146 FT = 20% LUMBER TOP CHORD BOT CHORD WEBS OTHERS REACTIONS (Ib)- 2 X 8 DF No.2 G 2X4DF No.l&BlrG 2 X 4 DF No.l&Blr G *Except* 1-26,13-14: 2X4 DF Slud G 2 X 4 DF Slud G BRACING TOP CHORD BOT CHORD JOINTS All bearings 15-7-14. Max Horz26=40(LC 12) Max Uplift All uplift 100 Ib or less aljoinl(s) 20, 18,19, 22, 21 excepi 15=-2836(LC 9), 16-525(LC 11), 17-125(LC 14), 25=-2852(LC 12), 24=-527(LC 12), 23=-126(LC 9), 26=-3233(LC 9), 14=-3217(LC 14) Max Grav All readions 250 Ib or less al joinl(s) 20,19, 21 except 15=3044(LC 8), 16=751(LC 8), 17=350(LC 7). 18=264(LC 7), 25=3044(LC 7), 24=751{LC 7), 23=350(LC 8), 22=264(LC 8), 26=3314(LC 8), 14=3314(LC 7) 2-0-0 oc puriins (5-0-5 max.): 1-13. excepi end verticals. Rigid ceiling directly applied or 3-4-12 oc bracing. 1 Brace al Jl(s): 1,13 MiTek recommends lhal Stabilizers and required cross bracing be inslailed during Imss ereclion, in accordance wilh Slabillzer Installation quide. FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less excepi when shown. TOP CHORD FBOT CHORD WEBS I- 2=-271/277, 2-3=-3007/3007, 3-4=-2394/2394, 4-5-1781/1768, 5-6-1167/1167, 6-7-554/554, 7-8=-554/554, 8-9-1167/1167, 9-10=-1781/1768, 10-11-2394/2394, II- 12=-3007/3007,12-13=-272/277 25-26=-3544/3553, 24-25=-2999/3007, 23-24=-2385/2394, 22-23=-1772/1719, 21-22=-1159/1167, 20-21 =-545/554, 19-20-545/554, 18-19-1159/1167, 17-18=-1772/1719,16-17=-2385/2394,15-16-2999/3007,14-15-3544/3553 12-15=-2812/2645, 11-16=-772/583, 10-17=-336/149, 2-25—2812/2658, 3-24=-772/587, 4-23-336/150, 2-26-4594/4598, 12-14—4594/4574 NOTES 1) Wind: ASCE 7-05; 95mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cal, II; Exp C; endosed; MWFRS (low-rise); cantilever left and righl exposed ; end vertical left and right exposed; Lumber D0L=1.00 plale grip D0L=1.00 2) Tmss designed for wind loads in ttie plane of the Imss only. For studs exposed lo wind (normal lo ttie face), see Slandani Induslry Gable End Details as applicable, or consutt qualified building designer as per ANSI/TP11-2002. 3) Provide adequate drainage lo prevent waler ponding. 4) All plates are MT20 plates unless otherwise indicaled. 5) All plates are 2x4 MT20 unless othenwise indicaled. 6) Gable requires confinuous bottom chord bearing. 7) Tmss lo be fully sheathed from one face or securely braced againsi laleral movement (I.e. diagonal web). 8) Gable sluds spaced al 1-4-0 oc. 9) This Imss has been designed for a 10.0 psf boftom chord live load nonconcurrent with any olher live loads. 10) * This truss has been designed for a live load of 20 .Opsf on the bottom chord in all areas where a redangle 3-6-0 tall by 1-0-0 wide will fll behveen the bottom chord and any olher members. 11) A plale rafing redudion of 20% has been applied for the green lumber members. 12) This tiuss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSI/TP11. Continued on page 2 July 14,2011 WARNim Verify design peirameters and READ mTES ON THIS AND imLtmSD MTBK RBEREmE PAGB MI7473 rer, lOVSBBORBUSE. Design valid for use only w'rth MITek conneclore. Thb design b based only upon parametere shown, and b for an individual building component. Applicatjility of design poramentere and proper incorporation of componenf b responsibility ot building designer - not truss designer Bracing shown b for lateral support of individual web membere on^. Additional temporary bracing to Insure stabllrty during constmction 'is the responsibillity of the erector. Additional permanent bracing of the overall sfructure b the responsibility of the building designer. For general guidance regarding fobricotion. quality control storage, delivery, erection and txocing, consurt ANSI/TPH QuaHly Crtterio. DSB-89 and BCSI BuHdlng Component Safely InfornioHon available from Tmss Plate Instrtute, 281 N. Lee STreet. Suite 312, Alexandria, VA 22314. MiTek' 7777 Greenback Lane. Suite 10 Citrus Heights, CA, 95610 Job Tmss Tmss Type Qty Ply Hillon Cartsbad Ply R33366869 HILTON_CARLSBAD RJ1B GABLE 1 1 Job Reference (ootionall SeledBuiid Distrtbulion, Indio, CA - 92203 7.250 s May 11 2011 MTTek Industries, Inc. Thu Jul 14 05:48:08 2011 Page 2 ID:t2IODBRTySPeTJAolr1YqZzOnqQ-CKypC60oqvezHE7vXsYLBo0DhgNqq4srsiS6yzyyD3r NOTES 13) This Iruss has been designed for a lolal drag load of 460 plf. Lumber D0L=(1.33) Plale grip D0L=(1.33) Connect tmss to resist drag loads along bottom chord from 0-0-0 lo 15-7-14 for 460.0 plf. 14) Girder canies tie-in span(s): 5-6-0 from 0-0-0 lo 16-2-8 15) Design assumes 4x2 (flat orientation) puriins al oc spadng indicated, fastened to tmss TC wl 2-10d nails. 16) In the LOAD CASE(S) section, loads applied lo Ihe face of the trass are noted as front (F) or back (B). LOADCASE(S) Standard 1) Regular; Lumber lncrease=1.25, Plale lncrease=1.25 Uniform Loads (plf) Vert: 14-26=-20, 1-13=-160(B=-&4) A WARMm Vergy design parameters and READ mTES ON THIS AND imitmBD MTEK RBFBREmB PAOB Ml 7473 rer. 10'OS BEFORE USE. Design volKd for use only w'rth MiTek connectore, Thb design b tJOsed only upon parametere shown, and b for an individual bufiding component Appllcqbility ot design paramentere and proper incorporation of component b responsibilrty of bufiding designer - not tmss designer. Bracing shown b for lateral support of individual web memtjere only. Additional temporary bracing to Insure stability during constmction b fhe responsibillity of the erector. Addilional permanent tiraclng of the overall sfructure b the responsibfiity of the bufiding designer For general guidance regarding fatxicotion. quality controL storage, delivery, erection and txacing, consurt ANSIAPH Quaitty Crtterio. DSB-89 and BCSI BuHdlng Component Safely Infoimatton available from Tmss Plate Institute, 281 N. Lee Sfreet Suite 312, Atexandria, VA 22314. MITek' 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95610 Job Tmss Tmss Type Qty Ply Hilton Cartsbad R33366870 HILTON_CARLSBAD RJ1C GABLE 1 1 Job Reference (optionall SeledBuiid Distribution, Indio, CA - 92203 7.250 s May 11 2011 MiTek Industries, Inc. Thu Jul 14 05:48:09 2011 Page 1 ID:l2IODBRTySPeTJAolr1YqZzOnqQ-hWWCPS1QaDmquNi55a3aj?YSk4r2Zdr_5MBflJPyyD3q 4-2-6 I 3x6 II 3x8 II I- Plale Offsets (X.Yl: 12:0-3-9.0-5-121. [4:0-3-9.0-5-121 OADING (psf) TCLL 20.0 TCDL 18.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Slress Incr NO Code IBC2009/TPI2007 DEFL Vert(LL) Vert(TL) HorzfTL) in (loc) l/defl Ud nla -n/a 999 nla -n/a 999 0.00 8 n/a n/a PLATES GRIP MT20 220/195 Weighl; 26 Ib FT = 20% LUMBER TOP CHORD BOT CHORD WEBS OTHERS 2 X 8 DF No.2 G 2X4DF No.l&BlrG 2 X 4 DF No.l&Blr G *Excepl* 2-10,4-6; 2X4DF Slud G 2 X 4 DF Slud G BRACING TOP CHORD BOT CHORD JOINTS 2-0-0 oc puriins: 1-5, excepi end verticals. Rigid ceiling directly applied or 6-0-0 oc bradng. 1 Brace at Jl(s); 1,5 REACTIONS All bearings 4-2-6. (lb) - MaxHorz10=-40(LC9) Max Uplift All uplift 100 Ib or less at joinl(s) 8 excepi 10=-567(LC 9), 6=-561(LC 12) Max Grav All readions 250 Ib or less at joinl(s) 7, 9 except 8=272(LC 7), 10=728(LC 8), 6=728(LC 7) MiTek recommends lhal Slabilizers and required crass bracing be installed during ttuss erection, in accordance wilh Stabilizer Installation quide. FORCES (Ib)- TOP CHORD BOT CHORD WEBS 3-8=-263/40, 2-10=-1458/1388, 4-6=-1458/1376 • Max, Comp./Max. Ten. - All forces 250 (Ib) or less excepi when shown. 1-10—576/494, 1-2=-485/491, 2-3=-491/445, 3-4=-491/445, 4-5-485/491, 5-6-576/491 9-10=-867/913, 8-9—376/422, 7-8=-376/422, 6-7=-867/913 QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEW THE INPUT LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE fi0-yES SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW, ^1) Wind; ASCE 7-05; 95mph; TCDL=8,4psf; BCDL=4.2psf; h=25ft; Cal. II; Exp C; endosed; MWFRS (low-rise); cantilever left and righl exposed ; end vertical left and righl exposed; Lumber D0L=1.00 plale grip D0L=1.00 2) Tmss designed for wind loads in the plane of the tmss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consutt qualified building designer as per ANSI/TP11-2002. 3) Provide adequate drainage lo prevent water ponding. 4) Gable requires confinuous bottom chord bearing. 5) Tmss lo be fully sheathed from one face or securely braced againsi lateral movement (i.e. diagonal web). 6) Gable sluds spaced al 1-4-0 oc. 7) This trass has been designed for a 10.0 psf bottom chord live load nonconcurreni wilh any olher live loads. 8) * This tmss has been designed for a live load of 20.0psf on the bottom chord in all areas where a redangle 3-6-0 lall by 1-0-0 wide will fit between the bottom chord and any olher members. 9) A plale rafing redudion of 20% has been applied for the green lumber members. 10) This Iruss is designed in accoraance with the 2009 International Building Code secfion 2306.1 and referenced standard ANSI/TPI 1. 11) This tiuss has been designed for a total drag load of 460 plf. Lumber D0L=(1.33) Plale grip D0L=(1.33) Connect tmss to resist drag loads along bottom chord from 0-0-0 lo 4-2-6 for 460.0 plf. 12) Girder carries lie-in span(s): 5-6-0 from 0-0-0 lo 4-2-8 13) Design assumes 4x2 (flat orientation) puriins al oc spadng indicaled, fastened lo trass TC w/2-10d nails, 14) In Ihe LOAD CASE{S) sedion, loads applied lo the face oflhe Imss are noted as front (F) or back (B). LOADCASE(S) Slandani Continued on page 2 July 14,2011 ^ WARNim Ver^ design parameters and READ mTES ON THIS AND imLtmBD MTTEK RBBREmE PAGE Ml 7473 rer. lOVSBBOREtJSE. Design valid tor use only with MITek connectors. Thb design b based only upon parametere shown, and b for on individual bufiding component. Applicatxirty of design paramentere and proper Incorporation of component b responsibility of building designer - not tmss designer Bracing shown e for lateral support of individual web memtiere on^. Add'rtional temporary bracing to insure stability during constmction b the responsibillity of the erector Additional pennanent bracing of the overall stmcture b the responsibfiity of the bufiding designer. For general guidance regarding fatjrication. quqiity confroL storage, delivery, erection and bracing, consurt ANSIAPH QuoHty Crtterta, DSB-89 and BCSI BuHdlng Componeni Solely Infomiaffon avaiiabte from Tmss Plate Institute, 281 N. Lee Sfreet Suite 312, Atexandria, VA 22314. MiTek' 7777 Greenback Lane, Suite 109 Crtrus Heights, CA, 95610 Job Tmss Tmss Type Qty Ply Hilton Carisbad Ply R33366870 HILTON_CARLSBAD RJ1C GABLE 1 1 Job Reference (ootionall SeledBuiid Disti'ibution, Indio, CA - 92203 LOADCASE(S) Slandara 1) Regular: Lumber lncrease=1.25, Plate lncrease=1,25 Uniform Loads (plf) Vert: 6-10=-20, 1-5=-160(B=-84) 7-250 s May 11 2011 MiTeklndustries, Inc. Thu Jul 14 05:48:10 2011 Page2 ID:f2IODBRTySPeTJAolr1YqZzOnqQ-9j4aco12LXuhWXHHfHapGD5dUTBHW58K0xD1syyD3p A^ WARNim Vergy design peinmeters and READ mTES ON THIS AND mCLtmBD MTEK RBBREmE PAtX Ml 7473 rer. lOVSBBORBUSE. Design valkd for use only wrth MiTek connectore. Thb design b based only upon parametere shown, and b for on individual bufiding component Applicabifity of design paramentere and proper incorporation of component Is responsibility of building designer - not truss designer Bracing shown b for lateral support of individual web memtjere only. Addrtional temporary txacing to insure stability during constmction b the responsibillity of the erector. Additional permanent txacing of the overall sfructure b ttie respons'lbil'rty of ttie building designer. For general guidance regarding fabrication, quqiity controL storage, defivery. erection and txacing, consurt ANSIAPH QuoHty Crilerio, DSB-89 and BCSI BuHdlng Component Sofety Infoimatton ovoikjble from Tmss Plate Institute, 281 N. Lee Street. Surte 312. Atexandria, VA 22314. MiTek' 7777 Greenback Lane. Suite 109 Citrus Heights. CA, 95610 Job Trass Trass Type Qty Ply Hilton Carisbad Trass Type R33366871 HILTON_CARLSB/«) RJ2 GABLE 1 1 Job Reference (ootionall SeledBuiid Disti'ibution, Indio, CA - 92203 7.250 s May 11 2011 MTTek Industries, Inc. Thu Jul 14 05:48:11 2011 Page 1 ID:t2IODBRTySPeTJAolr1Yq2zOnqQ-dveyq82g6q0Y8hsUC?52oQemtwyiV5HZggmZlyyD3o ^<x>c<>c><><x><>woo<x>oo^ I- Plale Offsets (X.Yl: [6:EdQe.0-3-91. [10:Edoe.0-3-91 ) LOADING (psf) 'TCLL 20.0 TCDL 18.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Slress Incr NO Code IBC2009/TPI2007 CSI TC 0.07 BC 0.15 WB 0.48 (Matrix) DEFL in (loc) l/defl Ud Vert(LL) n/a - n/a 999 Vert(TL) n/a - n/a 999 HorzfTL) 0.00 8 n/a n/a PLATES GRIP MT20 187/170 Weight: 34 Ib FT = 20% LUMBER TOP CHORD 2 X 8 LSL Tmss Grade BOTCHORD 2X4DFNo.1&BttG WEBS 2 X 4 DF Slud G OTHERS 2 X 4 DF Slud G BRACING TOP CHORD BOT CHORD JOINTS 2-0-0 oc puriins: 1-5, excepi end verticals. Rigid ceiling directly applied or 6-0-0 oc bradng. 1 Brace al Jl(s); 1,5 MiTek recommends lhal Slabilizers and required cross bracing be installed during tiuss ereclion, in accordance wilh Slabillzer Installation guide, REACTIONS (Ib)- QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEWTHE INPUT LENGTH AND PLACEH^ENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE All bearings s-s-^, SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW, Max Horz 10—39(LC 9) Max Uplift All uplift 100 Ib or less al joinl(s) 8 excepi 7—949(LC 9), 9=-957(LC 12), 10=-1047(LC 9), 6-1036(LC 12) Max Grav All readions 250 Ib or less at joinl(s) excepi 8=621 (LC 8), 7=1437(LC 8), 9=1437(LC 7), 10=1313(LC 8), 6=1313(LC 7) FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less excepi when shown. TOP CHORD 1-10-319/134, 1-2-553/558, 2-3=-729/660, 3-4=-729/660, 4-5=-553/558, 5-6=-319/133 BOT CHORD 9-10-1146/1220, 8-9=-656/729, 7-8-656/729, 6-7=-1146/1220 WEBS 3-8=-593/57, 4-7-1408/961, 2-9=-1408/969, 2-10=-1759/1663, 4-6=-1759/1647 NOTES 1) Wind: ASCE 7-05; 95mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; endosed; MWFRS (low-rise); cantilever left and righl exposed ; end vertical left and right exposed; Lumber D0L=1.00 plale grip D0L=1.00 2) Tmss designed for wind loads In the plane of Ihe Imss only. For sluds exposed lo wind (normal to Ihe face), see Standard Industry Gable End Details as applicable, or consult qualifled building designer as per ANSI/TPI 1-2002. 3) Provide adequate drainage lo prevent waler ponding. 4) Gable requires continuous bottom chord bearing. 5) Tmss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 6) Gable sluds spaced al 1-4-0 oc. 7) This buss has been designed for a 10.0 psf bottom chord live load nonconcurreni wtth any olher live loads. 8) * This Imss has been designed for a live load of 20.0psf on Ihe bottom chord in all areas where a redangle 3-6-0 lall by 1-0-0 wide will fll between the bottom chord and any other members. 9) A plale rating reducfion of 20% has been applied for Ihe green lumber members. 10) This Imss is designed in accoraance with the 2009 International Building Code secfion 2306.1 and referenced standard ANSI/TP11. 11) This Imss has been designed for a total drag load of 460 plf. Lumber D0L=(1.33) Plale grip D0L=(1.33) Connect truss lo resist drag loads along bottom chord from 0-0-0 to 5-5-2 for 460.0 plf. 12) Girder cames fie-in span(s): 5-6-0 from 0-0-0 to 5-5-4; 6-9-0 fi'om 0-0-0 lo 5-5-4 13) Design assumes 4x2 (flal orientafion) purtins at oc spacing indicated, fastened lo tmss TC wl 2-1 Od nails. 14) In the LOAD CASE(S) secfion, loads applied lo the face of the trass are noted as front (F) or back (B). LOADCASE(S) Standard Continued on page 2 14,2011 ^ WARNim Vergy design peirameters and READ mTBS ON THIS AND imLtmSD MTTEK RBBREmE PAGE MI 7473 rer. 10'08 BEFORE I/SE. IDesIgn valid for use only wrth MITek connectore. Thb design b based only upon parametere shown, and b for on Indiv'Klual building component. ApplKjabllity of design paramentere and proper Incorporation of component b responsibility of bufiding designer - not truss designer. Bracing shown b for lateral support of Ind'iv'Kiual web membere only. Additional temporary bracing lo insure stability during constmctkjn b the responsitjillity of the erector. Additional pemianent bracing ot the overall structure b ttie responsibfiity of the building designer. For general guidance regarding fabrication, quqiity controL storage, delivery, erection and bracing, consurt ANSI/TPIT QuoHty Crilerio, DSB-89 and BCSI BuHding Component Sofety Inlormation available from Tmss Plale Instrtute, 281 N. Lee Sfreet. Suite 312, Alexandria, VA 22314. MITek' 7777 Greenback Lane, Suite 109 Citrus Heights, CA. 95610 Job Tmss Tmss Type Qty Ply Hitton Carisbad R33366871 HILTON_CARLSB/\D RJ2 GABLE 1 1 Job Reference (optionall SeledBuiid Disti'ibution, Indio, CA - 92203 7.250 s May 11 2011 MiTeklndustries, Inc. Thu Jul 1405:48:11 2011 Page2 ID:t2IODBRTySPeTJAolr1YqZzOnqQ-dveyq82g6q0Y8hsUC?52oQemtV\^1V5HZggmZlyyD3o LOADCASE(S) Standard 1) Regular: Lumber lncrease=1,25, Plate lncrease=1.25 Uniform Loads (pW) Vert: 6-10=-20, 1-5=-424(B=-348) A WAiatim Vergy design parameters and RBU) mTES ON THIS AND INCLtmBD MTEK RBERBmB PAGB MI 7473 rer. 10'08 BEFORE USE. Design valid tor use only with MiTek connectore. Thb design b based only upon parametere shown, and b for an individual building component Applicability of design paramentere and proper incorporation of component b responsibility of building designer - not truss designer Bracing shown b for lateral support of individual web memtiere only. Additional temporary bracing to insure stability during constmction b the responsibillify of the erector Addlt'Kjnai peimanent bracing of the overall stmcture b the responsibility of the building designer. For general guidance regarding fatlrication. quqirty controL storoge. defivery. erection and txacing. consurt ANSIAPH Quoitty Criterio, DSB-89 and BCSI BuHdlng Componeni Solely Infoimation ovailabte from Tmss Plate Instrtute, 281 N. Lee Sfreet Suite 312, Alexandria, VA 22314. MiTek' 7777 Greenback Lane. Suite 109 Citrus Heights. CA, 95610 Job Trass Trass Type Qty Ply Hitton Carisbad R33366872 HILTON_CARLSBAD RJ2A GABLE 1 1 Job Reference (ootionall SeledBuiid Distribution, Indio, CA - 92203 7.250 s May 11 2011 MiTeklndustries, Inc. Thu Jul 1405:48:13 2011 Pagel ID:l2IODBRTySPeTJAolr1YqZzOnqQ-ZlliFp4xeSGGN?0sKQ8WurjA1hCIVOla0z9ldByyD3m Scale = 1:13.9 12 11 10 9 8 7 8x8 = 3x8 II 2x4 II 2x4 ll 3x8 II 81 8 = [ 5-11-10 5-11-10 1 Plate Offsets (X.Y): 17:Edqe.0-3-91. n2;EdQe.0-3-91 ILOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) l/defl Ud PLATES GRIP "TCLL 20.0 Plates Increase 1.25 TC 0.15 Vert(LL) n/a n/a 999 MT20 220/195 TCDL 18.0 Lumber Increase 1.25 BC 0.15 VertfTL) n/a n/a 999 BCLL 0.0 * Rep Slress Incr NO WB 0.53 HorzfTL) 0.00 9 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix) Weighl: 34 Ib FT = 20% LUMBER BRACING TOPCHORD 2X£ DF No.2 G TOP CHORD 2-0-0 oc puriins: 1-6, excepi end verticals. BOTCHORD 2X 4 DF No.l&BlrG WEBS 2 X 4 DF Slud G OTHERS 2 X 4 DF Slud G BOT CHORD JOINTS Rigid ceiling directly applied or 6-0-0 oc bradng, 10-0-0 oc bracing: 9-10. 1 Brace at Jl(s): 1,6 ExcepI: QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEWTHE INPUT LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. MiTek recommends lhat Slabilizers and required cross bracing be installed during tmss ereclion, in accordance with Stabilizer Installation quide. REACTIONS All bearings 5-11-10. (Ib) - Max Horz12-39(LC 10) Max Uplift M uplift 100 Ib or less al joinl(s) excepi 8=-1007(LC 9), 9=-244(LC 9), 11—1016(LC 12), 10=-246(LC 12), 12=-1143(LC 9), 7=-1132(LC 12) Max Grav All readions 250 Ib or less al joinl(s) excepi 8=1238(LC 8), 9=437(LC 8), 11=1238(LC 7), 10=437(LC 7), 12=1257(LC 8), 7=1257(LC 7) FORCES (Ib) - Max, Comp./Max. Ten. - All forces 250 (Ib) or less excepi when shown. TOP CHORD 1-2-553/558, 2-3—7981780, 4-5—7981780, 5-6=-553/558 BOT CHORD 11-12=-1266/1288, 10-11=-776/798, 8-9-776/798, 7-8-1266/1288 .WEBS 5-8-1208/1020, 4-9=-418/252, 2-11-1208/1029, 3-10=-418/254, 2-12=-1846/1822, 5-7=-1846/1804 NOTES 1) Wind: ASCE 7-05; 95mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cal. II; Exp C; endosed; MWFRS (low-rise); cantilever left and righl exposed ; end vertical left and righl exposed; Lumber DOL=1.00 plale grip DOL=1.00 2) Tmss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal lo ttie face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1-2002. 3) Pravide adequate drainage lo prevent water ponding. 4) Gable requires continuous bottom chord bearing. 5) Trass lo be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 6) Gable sluds spaced al 1-4-0 oc. 7) This Iruss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any olher live loads. 8) * This trass has been designed for a live load of 20.0psf on the boftom chord in all areas where a redangle 3-6-0 lall by 1 -0-0 wide will fil between the bottom chord and any olher members. 9) A plate rating redudion of 20% has been applied for the green lumber members. 10) This tiuss is designed in accortance wilh the 2009 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 11) This Imss has been designed for a lolal drag load of 460 ptf. Lumber D0L=(1.33) Plale grip D0L=(1.33) Connect tmss lo resist drag loads along bottom chord from 0-0-0 to 5-11-10 for 460.0 plf. 12) Girder carries lie-in span(s): 6-9-0 from 0-0-0 lo 5-11-12 13) Design assumes 4x2 (flal orienlation) puriins al oc spacing indicaled, fastened lo tmss TC wl 2-10d nails. 14) In the LOAD CASE(S) section, loads applied lo Ihe face of the tmss are noted as front (F) or back (B). LOADCASE(S) Standard Continued on page 2 14,2011 ^ WARNim VerifydesignparametersandREADmTBSONTHISANDaiCLtmBDMTEKRBEREmBPAOBMI74T3rer. 10 108 BEFORE (ISE. Design valid for use only with MiTek conneclore. Thb design b based only upon parametere shown, and b for on individual building component. Applicabiiity ot design paromentere and proper incorporation of component b responsibility of building designer - not tmss designer. Bracing shown b for lateral support ot indivkiual web memtjere only. Additional temporary bracing to insure stobilty during constmction b the responsibillity of the erector. Additional pennanent bracing of the overall stmcture is fhe responsibility of the bufiding designer. For general guidance regarding fatxication, quality control, storage, delivery, erection and txacing, consurt ANSI/TPII QuaHly Criieria, DSB-89 and BCSI BuHding Component Safety Infonnation available from Tmss Plate Instrtute, 281 N. Lee Sfreet Suite 312, Atexondriq, VA 22314. MiTek' 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95610 Job Tmss TniSS Type Qty Ply Hilton Cartsbad Qty R33366872 HILTON_CARLSBAD RJ2A GABLE 1 1 Job Reference (ootionall SelectBuild Distribution, Indio, CA - 92203 LOADCASE(S) Standard 1) Regular: Lumber lncrease=1.25, Plate lncrease=1.25 Uniform Loads (plf) Vert; 7-12=-20, 1-6=-190(B=-114) 7.250 s May 11 2011 MiTek Industries, Inc. Thu Jul 14 05:48:13 2011 Page 2 ID:t2IODBRTySPeTJAolr1YqZ2OnqQ-ZlliFp4xeSGGN?0sKQ8V\AjrjA1hCIVOta0z9tdByyD3m ^ WARNING Verify design parameters and READ NOTES ON THTS AND INCLUDBD MmEKREFERENCE PAGE mr 7473 rer. 10 "08 BBFORE USB. Design valid for use oniy with MiTek connectors. This design Is based only upon parameters shown, and is for an indivkluai building component. Applicability of design paramentere and proper incorporation of component is responsiWrtty of building designer - not tnjss designer. Bracing shown is for lateral supporl of indrvkJuo! web members only. Additional temporary bracing to insure stability during constnjction is the responsibillity of the erector. Additbnal permanent bracing of the overall structure is the responsibiiity of the building designer. For general guidance regarding fabrication, quality control, storage, defrvery, erection and bracing, consult ANSI/TPII Quaitty Crtteria, DSB-89 and BCSI BuBdlng Component Safety Information available from TRJSS Plate Institute. 281 N. Lee Street. Suite 312, Alexandria, VA 22314. MITek' 7777 Greenback Lane, Suite 109 Crtrus Heights. CA, 95610 Job Tmss Tmss Type Qty Ply Hillon Cartsbad R33366873 HILTON_CARLSBAD RJ3 GABLE 1 1 Job Reference (optionall SelectBuild Distribution, Indio, CA - 92203 1M-2 7.250 s May 11 2011 MiTel( Industries, Inc. Ttiu Jul 14 06:48:16 2011 Page 1 ID:l2IODBRTySPeTJAolr1YqZzOnqQ-ztRnr6pxNerESIR?YhDVULe9uBhiis0ixOXEVyyD3j . 1 QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEWTHE INPUT LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE ON PAGE 2. g ^ ^ ^ LX-/^ I- Plale Offsets (X.Yl: [14:Edoe.0-3-91. l26:EdQe.0-3-91 ILOADING (psf) "TOLL 20.0 TCDL 18.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Slress Incr NO Code IBC2009/TPI2007 DEFL In (loc) l/defl L/d Verl(LL) n/a - n/a 999 Verl(TL) n/a - n/a 999 HorzfTL) 0.01 20 n/a n/a PLATES GRIP MT20 220/195 Weight: 86 Ib LUMBER TOP CHORD BOT CHORD WEBS OTHERS REACTIONS (Ib)- 2 X 8 DF No.2 G 2X4 DF No.l&BlrG 2 X 4 DF Slud G 2 X 4 DF Slud G BRACING TOP CHORD BOT CHORD JOINTS 2-0-0 oc purlins (5-2-3 max.): 1-13, excepi end verticals. Rigid ceiling directly applied or 4-4-5 oc bracing. 1 Brace al Jt(s): 1,13 All bearings 16-0-2. Max Horz26=-38(LC 10) Max Uplifl All uplift 100 Ib or less al joint(s) 20, 17, 18, 19, 23, 22, 21 excepi 15=-106(LC 12), 16=-1633(LC 9), 25=-111(LC 11), 24=-1639(LC 12), 26=-1556(LC 9), 14=-1546(LC 14) MaxGrav All reactions 250 Ib or less al joinl(s) excepi 20=289(LC 1), 15=310(LC7), 16=1934(LC 8), 17=306(LC 8), 18=288(LC 8), 19=289(LC 7), 25=310(LC 8), 24=1934(LC 7), 23=306(LC 7), 22=288(LC 7), 21=289(LC 8), 26=1676(LC 8), 14=1676(LC 7) MITek recommends lhat Slabilizers and required cross bracing be inslailed during truss ereclion, in accordance with Stabilizer Installation guide. FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except v*hen shown. TOP CHORD 1-2=-396/403, 2-3=-3078/3085, 3-4=-2452/2471, 4-5-1852/1858, 5-6=-1238/1245, 6-7-625/631, 7-8=-625/631, 8-9=-1238/1245, 9-10—1851/1858, 10-11-2452/2471, 11- 12=-3078/3085, 12-13=-398/403 kBOT CHORD 25-26=-1603/1631, 24-25=-1058/1086, 23-24-2402/2466, 22-23=-1849/1839, 21-22=-1236/1239, 20-21 =-622/626, 19-20—622/626, 18-19-1236/1239, 17-18=-1849/1839, 16-17=-2411/2466, 15-16=-1051/1086,14-15-1596/1631 WEBS 7-20-262/31,12-15-376/212,11-16-309/84,10-17-273/41,9-18-263/33, 8-19—262/31, 2-25—376/213, 3-24—309/85, 4-23=-273/41, 5-22—263/33, 6-21—262/31,2-26—2013/1980, 12-14=-2013/1965, 2-24=-2704/2654, 12- 16=-2704/2647 NOTES 1) Wind: ASCE 7-05; 95mph; TCDL=8.4psf; BCDL=4.2psf; h=25fl; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and righl exposed ; end vertical left and right exposed; Lumber D0L=1.00 plale grip D0L=1.00 2) Tmss designed for wind loads in the plane of Ihe Imss only. For sluds exposed lo wind (normal lo Ihe face), see Standard Induslry Gable End Details as applicable, or consull qualified building designer as per ANSI/TPI 1-2002, 3) Provide adequate drainage lo preveni waler ponding, 4) All plates are 3x6 MT20 unless othenwise indicaled. 5) Gable requires continuous bottom chord bearing. 6) Tmss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 7) Gable sluds spaced at 1 -4-0 oc. 8) This bliss has been designed for a 10.0 psf boltom chord live load nonconcurreni wilh any other live loads. 9) * This Iruss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 lall by 1-0-0 wide will fil between the bottom chord and any olher members. 10) A plale rating reduction of 20% has been applied for the green lumber members. 11) This buss is designed in accordance wilh the 2009 Intemational Building Code section 2306.1 and referenced standard ANSI/TP11. Continued on page 2 14,2011 ^ WARNim Vergy design parameters and READ mTES ON THIS AND INCLtmO) MTEK RBBREmE PAGE Ml 7473 rer. lOVSBBORBUSE. Design valid for use only wltti MITek connectors. This des'ign Is based only upon parameters shown, and Is tor on Individual building component. Applicabifity of design paramenters and proper Incorporation of component is responsibility of buiiding designer - not truss designer Bracing shown is for lateral support of individual web memtiers only. Addrtionol temporory bracing to Insure statjlllly during constmction is the responsiblfiity of the erector. Additional pennanent bracing of the overall stmcture Is the responslbfilty ot the building designer. For general guidance regarding fabrication, quality controL storage, defivery, erection and bracing, consurt ANSI/TPII QuoHly Crtteria, bSB-89 and BCSI BuHding Componeni Safely Infomiation ovofiobie from Tmss Plate Instrtute. 281 N. Lee Sfreet. Suite 312, Alexandria, VA 22314, MiTek' 7777 Greenback Lane, Suite 109 Citrus Heights, CA. 95610 Job Tmss Tmss Type Qty Ply Hilton Carisbad R33366873 HILTON_CARLSBAD RJ3 GABLE 1 1 Job Reference (ootionall SelectBuild Distribution, Indio, CA - 92203 7.250 s May 11 2011 MiTek Industries, Inc. Thu JuM 4 05:48:16 2011 Page2 ID:t2IODBRTySPeTJAolr1YqZzOnqQ-ztRrlr6pxNerESIR?YhDVULe9uBhiisOixOXEVyyD3j NOTES 12) This ti'uss has been designed for a total drag load of 460 plf. Lumber DOL=(1.33) Plale grip DOL=(1.33) Connect Imss lo resist drag loads along bottom chord from 0-0-0 lo 16-0-2 for 460.0 plf. 13) Girder carries lie-in span(s): 7-0-0 from 0-0-0 to 16-0-4 14) Design assumes 4x2 (flal orientation) purlins al oc spacing indicaled, fastened lo tmss TC wl 2-10d nails. 15) In the LOAD CASE(S) seclion, loads applied lo Ihe face of the Imss are noted as front (F) or back (B). LOADCASE(S) Standard 1) Regular: Lumber lncrease=1.25, Plale lncrease=1.25 Uniform Loads (plf) Verl: 14-26-20, 1-13-196(B—120) A WARNim Verify design parameters and READ mTES ON THIS AND imLtmBD MTBK RBBRBNtX PAGE MI7473 rer. lOVSBBORBUSE. Design valid for use only with tvliTek connectors. This design is based only upon parameters shown, and is for on individual building component. Appllcoialfity of design paramenters and proper incorporation of component Is responsibility of building designer - not tmss designer. Brocing shown is for lateral support of individual web memtiers only. Additional temporary bracing to insure stabiRty during constmction is the responsiblfiity of the erector Additional permanent bracing ot the overall stmcture Is the responsibfiity of the building designer For general guidance regarding talDrication. quality control, storage, delivery, erection and brocing, consurt AKSI/TPIl QuaMy Criteria, DSB-89 ond BCSI BuHdlng Componeni Safety Infoimoflon avaikible from Tmss Plate Institute, 281 N. Lee Sfreet, Suite 312, Alexandria. VA 22314. MITek' 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95610 Job Tmss Truss Type Qty Ply Hilton Carisbad R33366874 HILTON_CARLSBAD RJ3A GABLE 1 1 Job Reference (ootionall SelectBuild Distribution, Indio, CA - 92203 7.250 s Jan 28 2011 MiTeklndustries, Inc. Thu Jul 14 09:30:38 2011 Paget ID:t2IODBRTySPeTJAolr1YqZzOnqQ-M4aioh2ZtLbvlihXUJw3YweT8m1IOfttihKXXByy9pF 3x8 II Scale = 1:10.6 TRUSS TO BE FULLY SHEATHED FROM ONEVACE OR SECURELY BRACED AGAINSJ^y\Jl"ERAL MOVEMENg[g(|,E. DIAGONAL W^^.,, 5x16 II 0-3-8 0-3-8 3-5-6 I 3-8-14 I LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) l/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.51 Ven(LL) n/a -n/a 999 MT20 220/195 TCDL 18.0 Lumber Increase 1.25 BC 0.43 Verl(TL) n/a -n/a 999 BCLL 0.0 * Rep Slress Incr NO WB 0.14 HorzfTL) 0.00 6 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix) Weighl: 21 Ib FT = 20% LUMBER TOP CHORD BOT CHORD WEBS OTHERS REACTIONS FORCES (Ib) TOP CHORD BOT CHORD BS 2X8DF N0.2G 2X4DF No.l&BlrG 2 X 6 DF No.2 G 2 X 4 DF Slud G BRACING TOP CHORD BOT CHORD JOINTS 2-0-0 oc purlins: 1-4, except end verticals. Rigid ceiling directly applied or 6-0-0 oc bracing. 1 Brace al Jl(s): 1,4 MiTek recommends thai Stabilizers and required cross bracing be installed during tiuss erection, in accordance with Stabilizer Installation guide. (Ib/size) 8=126/3-8-14 (min. 0-1-8), 5=126/3-8-14 (min, 0-1-8), 6=227/3-8-14 (min. 0-1-8), 7=227/3-8-14 (min. 0-1-8) Max Horz 8—38(LC 3) Max Uplift 8=-839(LC 9), 5=-836(LC 12), 6-962(LC 9), 7=-966(LC 12) QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEWTHE INPUT Max Grav 8=943(LC 8), 5=943(LC 7), 6=1163(LC 8), 7=1163(LC 7) LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW, - Maximum Compression/Maximum Tension 1-8=-606/512, 1-2=-769/768, 2-3=-263/262, 3-4-769/768, 4-5=-606/510 7-8=-769/770, 6-7=-264/265, 5-6-769/770 3-6—650/471,2-7=-650/474 NT STRESS INDEX 1 =0.00,2 = 0.18,3 = 0.18,4 = 0.00, 5 = 0.87, 6 = 0.18, 7 = 0,18 and 8 = 0.87 NOTES 1) Wind: ASCE 7-05; 95mph; TCDL=8.4psf; BCDL=4.2psf; h=25tt; Cal. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and righl exposed ; end vertical left and right exposed; Lumber D0L=1.00 plale grip D0L=1.00 2) Tmss designed for wind loads in Ihe plane of Ihe tmss only. For studs exposed lo wind (normal to the face), see Standard Induslry Gable End Details as applicable, or consull qualified building designer as per ANSI/TPI 1. 3) Provide adequate drainage to preveni water ponding. 4) Gable requires continuous bottom chord bearing. 5) Tmss lo be fully sheathed from one face or securely braced againsi laleral movement (i.e. diagonal web). 6) Gable sluds spaced al 1 -4-0 oc. 7) This tmss has been designed for a 10.0 psf bottom chord live load nonconcurrent wilh any olher live loads. 8) * This tmss has been designed for a live load of 20.0psf on Ihe bottom chord in all areas where a rectangle 3-6-0 tall by 1 -0-0 wide will tit between the bottom chord and any other members. 9) A plale rating reduction of 20% has been applied for the green lumber members. 10) Provide mechanical connection (by olhers) of tmss lo bearing plale capable of withstanding 839 Ib uplifl al joinl 8, 836 Ib uplift al joint 5, 962 Ib uplift at joinl 6 and 966 Ib uplift al joinl 7, 11) This ti'uss is designed in accordance wilh the 2009 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 12) This ti^iss has been designed for a total drag load of 460 plf. Lumber D0L=(1.33) Plate grip D0L=(1.33) Connect tmss lo resist drag loads along bottom chord from 0-0-0 to 3-8-14 for 460.0 plf. 13) Girder cames lie-in span(s): 7-0-0 from 0-0-0 lo 3-9-0 14) Design assumes 4x2 (flal orientation) puriins al oc spacing indicaled, fastened to tmss TC wl 2-10d nails. 15) In the LOAD CASE(S) section, loads applied lo the face of the tmss are noted as front (F) or back (B). July 14,2011 A WARNim Verify design parameters and READ miBS ON THIS AND imnmO) MTEK RBBREmE PA<}BMI7473 rer. 10 US BEFORE USE. Design valid for use only with tvliTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicabilrty of design paramenters and proper incorporation of component is responsibility of bufiding designer - not tmss designer. Bracing shown 'IS for lateral support of indiv'idual web members onty. Add'rtional temporary bracing to Insure stability during constmction 'is the responsibillrty of the erector. Additional permanent bracing of the overafi stmcture Is the responsibility of the building designer For general guidance regarding fatlrication, quqirty control, storoge, delivery, erection and bracing, consurt ANSI/TPH QuoHly Crilerio, D$B-89 ond BCSI BuHdlng Componeni Safety Informotion available from Tmss Plate Institute, 281 N. Lee Street Suite 312. Atexandria. VA 22314. MiTek* 7777 Greenback Lane, Suite 109 Crtrus Heights, CA, 95610 Job Tmss Tmss Type Qty Ply Hilton Carisbad R33366874 HILTON.CARLSBAD RJ3A GABLE 1 1 Job Reference (optionall SelectBuild Distribution, Indio. CA - 92203 7.250s Jan28 2011 MiTeklndustries, Inc. Thu Jul 14 09:30:38 2011 Page2 ID;t2IODBRTySPeTJAo)r1YqZzOnqQ-M4aioh2ZtLbv)thXUJvv3YweT8rTi1IOfrhhKXXByy9pF LOADCASE(S) Standard 1) Regular: Lumber lncrease=1.25, Plate lncrease=1.25 Uniform Loads (plf) Vert: 5-8—20, 1-4=-196(B=-120) A WARl^rNG Verify design parameters and READ NOTES ON THIS AND INCLUDED mTEK ftEFERBNCB PAGE mr 7473 rer. 10 "08 BEFORE USB. Design vQlid for use only with MiTek connectors. This design is based only upon porannetere shown, and is for an individual building component. Applicability of design paramenters ond proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to Insure stat)iiity during constnjction is the responsibillity of the erector. Additbnal pemianent bracing of the overall structure is the responsibility of the buiiding designer. For general guidance regarding fabrication, quality contrcjl. storage, delivery, erection and bracing, consult ANSI/TPII Quality Crtteria. DSB-89 and BCSI BuHdlng Component Safety Information available from Truss Plate Institute. 281 N. Lee Street, Suite 312, Alexandria. VA 22314. MITek' 7777 Greenback Lane, Surte 109 Citrus Heights, CA. 95610 Job Tmss Tmss Type Qly Ply Hillon Carlsbad R33366875 HILTON_CARLSBAD RJ3B GABLE 8 1 Job Reference (ootionall SelectBuild Disti'ibution, Indio, CA - 92203 7.250 s May 11 2011 MiTel< Industries, Inc. Thu Jul 14 05:48:20 2011 Page 1 ID:t2IODBRTySPeTJAolr1YqZzOnqQ-segMjD9K?b9Gj42CEOm9gKVJ5VZYeVicdZMINHyyD3f QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEWTHE INPUT LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. -ft •ft -ft-s 25 2x4 II 23 2x4 II 2x4 II 21 2x4 ll 20 2x4 ll 2x4 ll 2x4 II 2x4 ll 2x4 ll Plate Offsets (X.Yl: [14:Edae.0-3-9). f26:Edoe.0-3-91 ILOADING (psf) 'TCLL 20.0 TCDL 18.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Slress Incr NO Code IBC2009/TPI2007 DEFL in (loc) l/defl Ud Vert(LL) n/a - n/a 999 Ver1(TL) n/a - n/a 999 Hot2(TL) 0.01 20 n/a n/a PLATES GRIP MT20 220/195 Weight: 87 Ib FT = 20% LUMBER TOP CHORD BOT CHORD WEBS OTHERS REACTIONS (Ib)- 2 X 8 DF No.2 G 2X4DF No.l&BlrG 2 X 4 DF Slud G 2 X 4 DF Slud G BRACING TOP CHORD BOT CHORD JOINTS 2-0-0 oc purlins (5-1-13 max.): 1-13, except end verticals. Rigid ceiling directly applied or 4-3-13 oc bracing. 1 Brace at Jl(s): 1,13 All bearings 16-2-6. Max Hor226=38(LC 11) Max Uplifl All uplift 100 Ib or less al joinl(s) 20, 17,18, 19, 23, 22,21 excepi 15=-107(LC 12), 16=-1650(LC 9), 25=-112(LC 11), 24=-1656(LC 12), 26=-1572(LC 9), 14=-1562(LC 14) MaxGrav M\ reactions 250 Ib or less al joinl(s) 18, 19, 22, 21 excepi 20=260(LC 1), 15=278(LC 7), 16=1899(LC 8), 17=258(LC 8), 25=278(LC 8), 24=1899(LC 7), 23=258(LC 7), 26=1668(LC 8), 14=1668(LC 7) MiTek recommends lhal Stabilizers and required cross bracing be inslailed during ti'uss ereclion, in accordance wilh Stabilizer Installation guide. FORCES (ib). TOP CHORD BOT CHORD WEBS Max. Comp./Max. Ten. - All forces 250 (Ib) or less excepi when shown. 1- 2=-394/401, 2-3=-3121/3128, 3-4=-2496/2515, 4-5=-1895/1901, 5-6=-1281/1288, 6-7=-668/675, 7-8=-668/675, 8-9=-1281/1288, 9-10=-1895/1901, 10-11 =-2496/2515, 11- 12=-3121/3128, 12-13=-396/401 25-26=-1620/1640, 24-25=-1075/1095, 23-24-2448/2509, 22-23-1892/1882, 21-22=-1279/1282, 20-21=-665/669,19-20=-665/669,18-19=-1279/1282, 17-18=-1892/1882,16-17=-2458/2509,15-16=-1068/1095,14-15=-1613/1640 12- 15=-345/213, 11-16=-263/82, 2-25=-345/214, 3-24=-263/83, 2-26=-2024/2001, 2- 24=-2725/2687, 12-14-2024/1986, 12-16=-2725/2679 NOTES 1) Wind: ASCE 7-05; 95mph; TCDL=8.4psf; BCDL=4.2psf; h=25fl; Cal. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical lefl and right exposed; Lumber D0L=1.00 plale grip D0L=1.00 2) Tmss designed for wind loads in the plane of Ihe tmss only. For sluds exposed lo wind (normal lo the face), see Standard Induslry Gable End Details as applicable, or consult qualitied building designer as per ANSI/TPI 1-2002. 3) Provide adequate drainage lo preveni waler ponding. 4) All plates are 3x6 MT20 unless othenwise indicaled. 5) Gable requires continuous bottom chord bearing. 6) Tmss lo be fully sheathed from one face or securely braced againsi lateral movement (i.e. diagonal web). 7) Gable sluds spaced al 1-4-0 oc. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurreni wilh any other live loads. 9) * This Imss has been designed for a live load of 20.0psf on Ihe bottom chord In all areas where a rectangle 3-6-0 lall by 1 -0-0 wide will fil between the botlom chord and any olher members. 10) A plale rating reduction of 20% has been applied for Ihe green lumber members. 11) This tiuss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSI/TP11. 12) This tmss has been designed for a lolal drag load of 460 plf. Lumber D0L=(1.33) Plale grip D0L=(1.33) Connect tmss lo resist drag loads along bottom chord from 0-0-0 to 16-2-6 for 460.0 plf. 13) Girder cames lie-in span(s): 5-6-0 from 0-0-0 to 16-2-8 Continued on page 2 14,2011 A WARtam Verify design peinmuters and REU> mTES ON THIS AND imLtmBD MTEK RBBREmE PAGE MI 7473 rer. lOVSBBORBUSE. Design valid for use only v^lth tvliTek connectors. This des'ign 'B based onfy upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer Bracing shov/n is tor lateral support of Individual v^eb memtjers only. Additional temporary bracing to insure stability during construction is the responsibillity of ttie erector. Additional pennanent bracing of the overall structure is the responsibility of the building designer For general guidance regarding fabrication, quality controt storage, deliver/, erection and iDracing, consurt ANSIAPH QuaHly Crtterio, bSB-89 ond BCSI BuHdlng Component Safety Information ovoiloble from Tnjss Plate Institute, 281 N. Lee Sfreet Suite 312. Alexandria. VA 22314. MITek' 7777 Greenback Lane. Suite 109 Crtrus Heights. CA, 95610 Job Tmss Tmss Type Qty Ply Hillon Carlsbad R33366875 HILTON_CARLSBAD RJ3B GABLE 8 1 Job Reference (optionall SelectBuild Distribution, Indio, CA - 92203 7.250 s May 11 2011 MiTek Industries, Inc. Thu Jul 14 05:48:20 2011 Page 2 ID:t2IODBRTySPeTJAolr1Yq2zOnqQ-segMjD9K?b9Gj42CEOm9gKVJ5VZYeVicdZMINHyyD3f NOTES 14) Design assumes 4x2 (flal orienlation) puriins al oc spacing indicaled, fastened to tmss TC wl 2-10d nails, 15) In the LOAD CASE(S) section, loads applied to the face of the tmss are noted as front (F) or back (B). LOADCASE(S) Standanl 1) Regular: Lumber lncrease=1.25, Plale lncrease=1.25 Unifomi Loads (plO Vert: 14-26=-20, 1-13=-160(B=-84) A WARNim Verify design parameters and READ mTES ON THIS AND imLtmBD MITBK RBBREmE PAOB Ml 7473 rer. lOVSBBORBUSE. Design valid for use only wrth fvliTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicobirrty of design paretmenters and proper incorporation of component is responsibilrty of building designer - not tnjss designer Bracing shown is for lateral support of individual web memtjers only. Additional temporary bracing to insure stability during constnjction is the responsibillrty of the erector. Additional pennanent bnacing of the overall sfructure Is the responsibility of the building designer. For generol guidance regarding tobrication, quality controL storoge, delivery, erection and bracing, consurt ANSI/TPH QuaHly Criterio, DSB-89 and BCSI BuHtfing Component Safety Infomiation available trom Tnjss Plate Institute, 281 N. Lee Sfreet Suite 312, Alexandria. VA 22314. MITek' /•a wen TO ranraffM.-' 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95610 Job Tmss Tmss Type Qty Ply Hilton Carisbad Tmss Type Qty Ply R33366876 HILTON_CARLSBAD RJ3C GABLE 10 1 Job Reference (optionall SeiectBuiid Disti'ibution, Indio, CA - 92203 15-B-14 7.250 s May 11 2011 MiTek Industries, Inc. Thu Jul 14 05:48:23 2011 Page 1 ID'.l2IODBRTySPeTJAolr1YqZzOnqQ-GDMULECCHWXraXnnvWJsly7qT)aRrtp2JXaP_byyD3c QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEWTHE INPUT LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE ON PAGE 2. fl fi fi fi yyyyyyyvyyyyvyyyyyvyyvvyvyYyyyyyYyyyyyyyyyvyyyyyyvvyyYy'^yyyyy'y'yyt 15-1-12 Ti Plale Offsets (X.Yl: [14:EdQe.0-3-91. l26:Edqe.0-3-9) OADING (psf) TCLL 20.0 TCDL 18.0 BCLL 0.0 * BCDL 10.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr NO Code IBC2009/TPI2007 DEFL in (loc) l/defl L/d Vert(LL) n/a - n/a 999 Verl(TL) n/a - n/a 999 HorzfTL) 0.01 20 n/a n/a PLATES GRIP MT20 220/195 Weighl: 85 Ib FT = 20% LUMBER TOP CHORD BOT CHORD WEBS OTHERS REACTIONS (Ib)- 2 X 8 DF No.2 G 2X4DF No.l&BlrG 2 X 4 DF Stud G 2 X 4 DF Stud G BRACING TOP CHORD BOT CHORD JOINTS 2-0-0 oc purtins (5-2-14 max.): 1-13, excepi end verticals. Rigid ceiling directly applied or 4-5-1 oc bradng. 1 Brace al Jl(s): 1,13 All bearings 15-8-14. Max Horz26=-38(LC 9) Max Uplift All uplift 100 Ib or less al joinl(s) 20,17,18,19, 23,22, 21 except 15=-102(LC 12), 16=-1605(LC 9), 25=-107(LC 11), 24=-1610(LC 12), 26=-1531(LC 9), 14-1521(LC 14) Max Grav All reactions 250 Ib or less al joinl(s) excepi 20=257(LC 1), 15=305(LC 7), 16=1905(LC 8), 17=306(LC 8), 18=290(LC 8), 19=273(LC 7), 25=305(LC 8), 24=1905(LC 7), 23=306(LC 7), 22=290(LC 7), 21=273(LC 8), 26=1651(LC 8), 14=1651(LC 7) MiTek recommends that Stabilizers and required cross bracing be installed during buss erection, in accordance witti Slabillzer Installation quide. FORCES (lb). TOP CHORD kBOT CHORD WEBS Max. Comp./Max. Ten. - All forces 250 (Ib) or less excepi when shown. 1 -2-398/405, 2-3=-3016/3022, 3-4-2390/2409, 4-5=-1789/1796, 5-6=-1176/1182, 6-7=-563/569, 7-8=-563/569, 8-9—1176/1182, 9-10—1789/1796, 10-11 =-2390/2409, 11- 12—3016/3022, 12-13=-400/405 25-26=-1578/1606, 24-25=-1033/1061, 23-24=-2339/2404, 22-23—1787/1776, 21-22—1173/1177, 20-21—560/564, 19-20-560/564, 18-19=-1173/1177, 17-18-1787/1776, 16-17—2345/2404, 15-16-1025/1061, 14-15-1570/1606 12- 15=-370/206, 11-16-308/83, 10-17-274/40, 9-18=-265/33, 2-25-3701207. 3-24=-308/83, 4-23=-274/40, 5-22=-26S/33, 2-26=-1982/1949, 12-14=-1982/1934, 2-24—2656/2606, 12-16=-2656/2599 NOTES 1) Wind: ASCE 7-05; 95mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cal. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber D0L=1.00 plate grip D0L=1.00 2) Tmss designed for wind loads in the plane of Ihe tmss only. For sluds exposed lo wind (normal lo ttie face), see Standard Induslry Gable End Details as applicable, or consult qualified building designer as per ANSI/TP11-2002. 3) Provide adequate drainage lo preveni water ponding. 4) All plates are 3x6 MT20 unless otherwise Indicaled. 5) Gable requires continuous bottom chord bearing. 6) Tmss to be fully sheathed from one face or securely braced against laleral movement (i.e. diagonal web). 7) Gable sluds spaced at 1-4-0 oc. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurreni wilh any other live loads. 9) * This tmss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fll between the bottom chord and any olher members. 10) A plale rating reduction of 20% has been applied for the green lumber members. 11) This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSI/TP11. Continued on page 2 2011 A WARNING Verify design parameters and READ NOTES ON THIS AND INCLUDED mTEK REFERENCE PAGE mr 7473 rer. 10 V8 BEFORE USB. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an indivkiual building component. Applicability of design paramentere and proper incorporation of component is resporKibility of building desigrier - not truss designer. Bracing shown is for lateral support of individual web memb-ers only. Additional temporary bracing to insure stability during constnjction is the responsitwllity of the erector, Additkjnal pemnanent bracing of the overall structure is the responsibility of the buildir>g designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPIT QualHy Crtteria. DSB-89 and BCSI Building Component Safety Information avaitable from Tnjss Plate Institute, 281 N. Lee Street. Suite 312, Alexandria. VA 22314. Mijek;^ 7777 Greenback Lane, Surte 109 Crtrus Heights, CA, 95610 Job Tmss Tmss Type Qty Ply Hillon Carisbad Tmss Type Qty Ply R33366876 HILTON_CARLSBAD RJ3C GABLE 10 1 .lob Reference (optionall SeiectBuiid Disti'ibution, Indio, CA - 92203 7.250 s May 11 2011 MiTek Industries, Inc. Thu Jul 14 05:48:23 2011 Page 2 ID:l2IODBRTySPeTJAolr1YqZzOnqQ-GDMULECCHWXraXnnvWJsly7qTjaRrtp2JXaP_byyD3c NOTES 12) This truss has been designed for a lolal drag load of 460 plf. Lumber D0L=(1.33) Plale grip D0L=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 lo 15-8-14 for 460.0 plf. 13) Girder carries tie-in span(s): 7-0-0 from 0-0-0 lo 15-9-0 14) Design assumes 4x2 (flal orienlation) puriins al oc spacing indicaled, fastened to Imss TC wl 2-10d nails. 15) In the LOAD CASE(S) seclion, loads applied to Ihe face of Ihe Imss are noted as front (F) or back (B). LOADCASE(S) Standard 1) Regular: Lumber lncrease=1.25, Plate lncrease=1.25 Uniform Loads (plf) Vert: 14-26-20,1-13=-196(B=-120) A WARNim Vergy design parameters and READ mTES ON THIS AND imLtmED IBTEK RBBREmE PAGE M17473 rer. 10 VS BEFORE USB. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is tor on Individual building component. Applicability of design paramentets and proper incorporation ot component is responsibility of building designer - not fruss designer Brocing shown is tor lateral support ot Individual web memlDers only. Addrtional temporary bracing to insure stability during constructton is the responsibillity of the erector Additional pennanent tjracing ot the overall structure is the responsibility of ttie building designer For general guidance regarding fabrication, quality control, storage, delivery, erection and tjrocing. consurt ANSl/TPll QuoHly Criteria. DSB-89 and BCSI BuHcflng Component Safety Intoimolion available from Truss Plate Institute. 281 N. Lee Street. Suite 312. Alexandria. VA 22314. MITek' mofKfm TO wntrovM.' 7777 Greenback Lane. Suite 109 Crtrus Heights. CA. 95610 Job Tmss Tmss Type Qty Ply Hilton Carisbad Ply R33366877 HILTON_CARLSBAD RJ3D GABLE 1 1 Job Reference (ootionall SeiectBuiid Distribution, Indio, CA - 92203 7.250 s May 11 2011 MiTek Industries, Inc. Thu Jul 14 05:48:25 2011 Page 1 ID:l2IODBRTySPeTJAolr1YqZzOnqQ-DbUFmwDTp8n2pn<A1xLKNNDEIWIVJsHLnr3V2UyyD3a &cal*« 1.13.0 ^LOADING (psO SPACING 2-0-0 CSI DEFL in (loc) l/defl L/d PLATES GRIP ITCLL 20.0 Plates Increase 1.25 TC 0.13 Vert(LL) n/a n/a 999 MT20 220/195 'TCDL 18.0 Lumber Increase 1.25 BC 0.13 Vert(TL) n/a n/a 999 BCLL 0.0 * Rep Slress Incr NO WB 0.44 Horz(TL) 0.00 8 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix) Weighl: 29 Ib FT = 20% LUMBER TOP CHORD BOT CHORD WEBS OTHERS REACTIONS (Ib)- 2 X 8 DF No.2 G 2X4DF No.l&BlrG 2 X 4 DF Stud G 2 X 4 DF Slud G BRACING TOP CHORD BOT CHORD JOINTS 2-0-0 oc puriins: 1-5, except end verticals. Rigid ceiling directly applied or 6-0-0 oc bracing. 1 Brace at Jl(s); 1, 5 MiTek recommends lhat Stabilizers and required crass bracing be installed during Iruss ereclion, in accordance witti Stabilizer Installation guide. All bearings 4-11-14. Max Horz10-38(LC 10) Max Uplift All uplift 100 Ib or less at joinl(s) 8 except 7=-807(LC 9), 9—814(LC 12), 10=-926(LC 9), 6=-916(LC 12) MaxGrav All reactions 250 lb orless atioint(s) 8 except7=1027(LC 8), 9=1027(LC 7), 10=1046(LC 8), 6=1046(LC 7) FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less excepi when shown TOPCHORD 1 -2=-553/558, 2-3=-575/555, 3-4=-575/555, 4-5=-553/558 BOT CHORD 9-10-1042/1065, 8-9=-551/575, 7-8=-551/575, 6-7=-1042/1065 WEBS 4-7=-1000/818, 2-9—1000/826, 2-10—1533/1505, 4-6=-1533/1489 QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEWTHE INPUT LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. NOTES ^1) Wind: ASCE 7-05; 95mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cal. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and righl exposed ; end vertical left and righl exposed; Lumber DOL=1.00 plale grip DOL=1.00 2) Tmss designed forwind loads in the plane ofthe truss only. For sluds exposed lo wind (normal lo the face), see Standard Induslry Gable End Details as applicable, or consull qualified building designer as per ANSI/TPI 1 -2002, 3) Provide adequate drainage to prevent water ponding. 4) Gable requires continuous bottom chord bearing. 5) Tmss to be fully sheathed from one face or securely braced against laleral movement (i.e. diagonal web). 6) Gable studs spaced at 1-4-0 oc. 7) This Iruss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) * This tmss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 9) A plale rating reduction of 20% has been applied for the green lumber members. 10) This Imss is designed in accordance wilh Ihe 2009 Inlernalional Building Code section 2306.1 and referenced standard ANSI/TPI 1. 11) This tmss has been designed tor a lolal drag load of 460 plf. Lumber D0L=(1.33) Plate grip D0L=(1.33) Connect Imss to resist drag loads along bottom chord from 0-0-0 lo 4-11-14 for 460.0 plf. 12) Girder carries lie-in span(s): 7-0-0 from 0-0-0 lo 5-0-0 13) Design assumes 4x2 (flal orienlation) puriins at oc spacing indicaled, fastened lo tmss TC wl 2-10d nails. 14) In the LOAD CASE(S) section, loads applied to the face of Ihe Imss are noted as front (F) or back (B). LOADCASE(S) Standard Continued on page 2 011 A WARNim Vergy design parameters and READ mTBS ON THIS AND imLtmED MTEK RBBREmE PA<XMI7473 rer. 10 VS BBORB USB. Design valid for use only wrth tvliTek connectois. This design 'is based only upon parameters shown, and is for an individual building component. Appilcatsllrty ot design paramenters and proper incorporation of component is responsibility ot building designer - not truss designer Bracing shown is for lolerai support of individual web memtjers only. Addrtional temporary bracing to insure stability during constnjction 'is the responsibillrty of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer For general guidance regarding fabrication, qualily controL storage, delivery, erection and bracing, consurt ANSI/TPII Quolily Citteria, DSB-89 and BCSI BuHdlng Componeni Salely Information available from Tnjss Plate Institute. 281 N. Lee Sfreet Suite 312, Alexandria, VA 22314. MITek' 7777 Greenback Lane. Surte 109 Crtrus Heights, CA. 95610 Job Tmss Tmss Type Qty Ply Hillon Carisbad R33366877 HILTON_CARLSBAD RJ3D GABLE 1 1 .lob Reference (optionall SelectBuild Dislribulion, Indio, CA - 92203 7.250 s May 11 2011 MiTek Industries, Inc. Thu Jul 14 05:48:25 2011 Page 2 ID:l2IODBRTySPeTJAolr1YqZzOnqQ-DbUFmwDTp8n2t)n<A1xLKNNDEIWIVJsHLnr3V2UyyD3a LOADCASE(S) Standard 1) Regular: Lumber lncrease=1,25, Plate Increase^l ,25 Uniform Loads (plf) Vert: 6-10=-20, 1-5=-196(B=-120) ^ WARNim Verify design parameters and READ mTES ON THIS AND imLUDED MTBK RBBREmE PAGE M17473 rer. lOVSBBORBUSE. Design valid lor use only with t^^ITek connectors. This design 'is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component Is responsitjility of ljuiiding designer - not truss designer. Brocing shown is for lateral support of Individual web memtjers only. Additional temporary bracing to Insure stability during constnjction is the responsibillrty of the erector Additional permanent bracing of the overall shucture Is ttie responsibility of the building designer For general guidance regarding fotjricotion. quality controt storage, delivery, erection and tjracing, consurt ANSI/TPH QuaHly Crtterio, D$B-89 ond BCSI BuHdlng Component Salety tnlormollon ovailabte from Tnjss Plate Instrtute, 281 N. Lee Sfreet Suite 312, Alexandria, VA 22314. MITek' 7777 Greenback Lane. Surte 109 CHrus Heights. CA, 95610 Job Tmss Tmss Type Qty Ply Hilton Carisbiad R33366878 HILTON_CARLSBAD RJ3E GABLE 1 1 Job Reference (ootionall SelectBuild Dislributiori, Indio, CA - 92203 7,250 s May 11 2011 MiTek Industries, Iric Thu Jul 14 05:48:27 2011 Page 1 ID:l2IODBRTySPeTJAolr1YqZ20nqQ-9_c?BcFjLI1H384Z8MOoSolVwKvOrig?eE9Yc7NyyD3Y QUALIFIED BUILDING DESIGNER OR PROJEcf ^felNEER SHALL REVIEWTHE INPUT LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. e—^—B B f- Plate Offsets (X.YV. 12:0-3-9.0-2-81. [8:0-3-9.0-2-81. l9:Edae.0-3-91. t10:Edae.0-3-91. l18:Edae.0-3-91 OADING (psf) TCLL 20.0 TCDL 18.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Slress Incr NO Code IBC2009/TPI2007 CSI TC 0.44 BC 0.42 WB 0.81 (Matrix) DEFL in (loc) l/defl L/d Vert(LL) n/a - n/a 999 Vert(TL) n/a - n/a 999 HorzCTL) 0.01 14 n/a n/a PLATES GRIP MT20 220/195 Weighl: 54 Ib FT = 20% LUMBER TOP CHORD BOT CHORD WEBS OTHERS REACTIONS (Ib)- 2 X 8 DF No.2 G 2X4 DF No.l&BlrG 2 X 4 DF ShJd G 2 X 4 DF Slud G BRACING TOP CHORD BOT CHORD JOINTS 2-0-0 oc puriins (6-0-0 max.): 1-9, excepi end verticals. Rigid ceiling directly applied or 4-4-2 oc bracing. 1 Brace al Jl(s): 1, 9 All bearings 10-0-14. Max Horz 18=-38(LC 10) Max Uplift All uplift 100 Ib or less al joinl(s) 14, 13, 15 except 11-1754(LC 9), 12—298(LC 11), 17=-1767(LC 12), 16—299(LC 12), 18-1975(LC 9), 10—1961(LC 14) MaxGrav All reactions 2501b or less al joinl(s) 14 excepi 11=1959(LC 8), 12=526(LC 8), 13=276(LC7), 17=1959(LC 7), 16=526(LC 7), 15=276(LC 8), 18=2060(LC 8), 10=2060(LC 7) MiTek recommends lhat Slabilizers and required cross bracing be installed during truss ereclion, in accordance wilh Stabilizer Installation quide. FORCES (ib)- TOP CHORD BOT CHORD IWEBS Max. Comp./Max. Ten. - All torces 250 (Ib) or less except when shown. 1-2-317/324, 2-3=-1728/1723, 3-4=-1093/1109, 4-5=-501/453, 5-6=-501/453, 6-7=-1093/1109, 7-8=-1728/1723, 8-9=-319/324 17-18-2261/2273, 16-17=-1716/1728, 15-16-1103/1114, 14-15=-489/453, 13-14=-489/453,12-13-1103/1114,11-12—1716/1728,10-11 =-2261/2273 8-11-1777/1610, 7-12-535/346, 6-13-261/97, 2-17=-1777/1621, 3-16=-535/348, 4-15-261/98, 2-18=-2786/2783, 8-10=-2786/2763 NOTES 1) Wmd: ASCE 7-05; 95mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plale grip DOL=1.00 2) Tmss designed for wind loads In the plane of Ihe Imss only. For studs exposed to wind (normal to Ihe face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TP11-2002. 3) Provide adequate drainage lo prevent waler ponding. 4) Gable requires continuous bottom chord bearing. 5) Tmss lo be fully shealhed from one face or securely braced against laleral movement (i.e. diagonal web). 6) Gable sluds spaced al 1-4-0 oc. 7) This tmss has been designed for a 10.0 psf boltom chord live load nonconcurreni wilh any olher live loads. 8) * This Imss has been designed for a live load of 20.Opsf on Ihe bottom chord in all areas where a rectangle 3-6-0 lall by 1-0-0 wide will fit between the bottom chord and any other members. 9) A plale rating reduction of 20% has been applied for Ihe green lumber members. 10) This Iruss is designed in accordance wilh the 2009 International Building Code section 2306.1 and referenced standard ANSI/TP11. 11) This Iruss has been designed for a lolal drag load of 460 plf. Lumber D0L=(1.33) Plale grip D0L=(1.33) Connect tmss lo resist drag loads along bottom chord from 0-0-0 to 10-0-14 for 460.0 plf. 12) Girder can'ies tie-in span(s): 5-6-0 from 0-0-0 lo 10-0-14 13) Design assumes 4x2 (flal orientation) puriins al oc spacing indicaled, fastened to tmss TC wl 2-10d nails. 14) In the LOAD CASE(S) section, loads applied lo the face of the tmss are noted as front (F) or back (B). aiOiiNnj6*SE(&to£&ndan1 14,2011 A WARNim Verify design peirameters and READ mTBS ON THIS AND imLtmSD MTBK RBBRBmB PAGE MU 7473 rer. lOVSBBORBUSE. Design valid tor use only with MiTek connectors. This design Is based only upon parameters shown, and is for on individual building component. Applicotjility of design paramenters ond proper incorporation of component Is responsibility of building designer - not tnjss designer Bracing shown is tor lateral support ot individual web members only. Additional temporary bracing to Insure statjility during construction Is the responsibillity of the erector. Additional pemanent bracing of the overall sfructure is the responsibility of the building designer. For general guidance regarding fatjrication, quality controL storage, delivery, erection and txacing. consurt ANSI/TPH QuoHty Criteria. DSB-89 ond BCSI BuHdlng Component Sofety Infoimoflon ovoiloble from Tnjss Plate Institute. 281 N. Lee Street. Suite 312. Alexandria, VA 22314. MITek' 7777 Greenback Lane, Suite 109 Crtnjs Heights. CA. 95610 Job Tmss Tmss Type Qty Ply Hilton Carisbad R33366878 HILTON_CARLSBAD RJ3E GABLE 1 1 Job Reference (optionall SeiectBuiid Distribution, Indio, CA - 92203 LOADCASE(S) Standard 1) Regular: Lumber lncrease=1.25, Plate lncrease=1.25 Uniform Loads (plf) Vert: 10-18=-20, 1-9=-160(F=-84) 7.250 s May 11 2011 MFTek Industries, Inc. Thu Jul 14 05:48:27 2011 Page 2 ID:l2IODBRTySPeTJAolr1YqZzOnqQ-9_c?BcFjU1H384Z8MOoSolVwKvOng?eE9Yc7NyyD3Y Jj^ WARNim Vergy design parameters and READ mTES ON THIS AND INCLtmBD MTSK RBBREmE PAOB MI 7473 rer. lOVSBBOREUSB. Design valid for use only with MITek connectors. This design is based only upon parametets shown, and is for on individual building component. Applicability of design paramenters and proper Incorporation of component is responsibility of building designer - not truss designer Bracing shown is for lateral support of Individual web memtjers only. Additional temporary bracing to insure stabllrty during constnjction is the responsibillity of the erector Addrtional permaneni bracing of lhe overall structure is the responsibllrty of the building designer. For general guidance regarding fabrication, quqiity controL storage, delivery, erection and bracing, consurt ANSI/TPH QuoHly Crilerio, DSB-89 ond BCSI BuHdlng Componeni Safely Infoimation available from Truss Plate Instrtute, 281 N. Lee Sfreet Suite 312, Alexandria, VA 22314. Mijek;^ 7777 Greenback Lane, Surte 109 Crtrus Heights, CA, 95610 Job Tmss Tmss Type Qty Ply Hilton Carisbad R33366879 HILTON_CARLSBAD RJ3F GABLE 1 1 Job Reference (optionall SelectBuild Disti'ibution, Indio, CA - 92203 I 7 250 s May 11 2011 MiTek Industries, Inc. Ttiu Jul 14 05:48:29 2011 Page 1 ID:l2IODBRTySPeTJAolr1YqZzOnqQ-5NjlclGztMH?ISExGnQGXDNu48e6FhSxhT1jCFyyD3W iW Plale Offsets (X.Yl: l8;EdQe.0-3-91. M4:Edoe.0-3-91 ILOADING (psf) "TCLL 20.0 TCDL 18.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Sti'ess Incr NO Code IBC2009rrP12007 CSI TC 0.20 BC 0.21 WB 0.30 (Matrix) DEFL Vert(LL) Vert(TL) Horz(TL) In (loc) l/defl L/d PLATES GRIP n/a -n/a 999 MT20 220/195 n/a -n/a 999 0.00 11 n/a n/a Weight: 44 lb FT = 20% LUMBER TOP CHORD BOT CHORD WEBS OTHERS REACTIONS (Ib)- 2 X 8 DF No.2 G 2X4DF No.l&BtrG 2 X 4 DF No.l&Blr G "Except* 1-14,7-8: 2 X4DF Slud G 2 X 4 DF Stud G 'Except* 6-9,2-13: 2 X 4 DF No.l&Btr G BRACING TOP CHORD BOT CHORD JOINTS 2-0-0 oc puriins (6-0-0 max.): 1-7, excepi end verticals. Rigid ceiling directly applied or 5-1-11 oc bracing. 1 Brace al Jl(s): 1,7 MiTek recommends lhat Slabilizers and required cross bracing be installed during truss ereclion, in accordance wilh Stabilizer Installation guide. QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEWTHE INPUT LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE All bearings 8-0-10. SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. Max Horz14=-38(LC3) Max Uplift M\ uplift 100 Ib or less aljoinl(s) 11 excepi 9—1391 (LC 9), 10=-263(LC 9), 13=-1403(LC 12), 12=-265(LC 12), 14=-1567(LC 9), 8-1555(LC 14) Max Grav M\ reactions 250 Ib or less al joinl(s) excepi 11=459(LC 1), 9=1778(LC 8), 10=667(LC 8), 13=1778(LC 7), 12=667(LC 7), 14=1735(LC 8), 8=1735(LC 7) FORCES (lb). TOP CHORD |BOT CHORD WEBS Max. Comp./Max. Ten. - All forces 250 (Ib) or less excepi when shown. 1- 14=-275/146, 1-2-553/558, 2-3-1287/1260, 3-4=-626/647, 4-5=-626/647, 5-6=-1287/1260, 6-7=-553/558, 7-8=-275/145 13-14=-1744/1777, 12-13=-1253/1287, 11-12=-640/673, 10-11 =-640/673, 9-10=-1253/1287, 8-9=-1744/1777 4-11=-432/45, 6-9-1750/1403, 5-10=-640/274, 2-13-1750/1415, 3-12-640/276, 2- 14—2506/2472, 6-8=-2506/2452 NOTES 1) Wind: ASCE 7-05; 95mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cal. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and righl exposed; Lumber DOL=1.00 plale grip DOL=1.00 2) Tmss designed for wind loads in Ihe plane of the truss only. For studs exposed lo wind (normal to the face), see Standanj Industry Gable End Details as applicable, or consull qualified building designer as per ANSI/TPI 1 -2002. 3) Provide adequate drainage to prevent waler ponding. 4) Gable requires continuous botlom chord bearing. 5) Tmss to be fully shealhed from one face or securely braced againsi laleral movement (i.e. diagonal web). 6) Gable sluds spaced al 1-4-0 oc. 7) This tmss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any olher live loads. 8) * This tmss has been designed for a live load of 20.0psf on Ihe bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 9) A plale rating reduction of 20% has been applied for the green lumber members. 10) This tiuss is designed in accordance wilh the 2009 Intemational Building Code section 2306.1 and referenced standard ANSI/TP11. 11) This tmss has been designed for a total drag load of 460 pit. Lumber D0L=(1.33) Plate grip D0L=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 lo 8-0-10 for 460.0 plf. 12) Girder canies tie-in span(s): 5-6-0 from 0-0-0 to 8-0-10 13) Design assumes 4x2 (flat orientation) puriins al oc spacing indicaled, fastened lo tmss TC wl 2-10d nails. 14) In the LOAD CASE(S) section, loads applied lo the face of Ihe tmss are noted as front (F) or back (B). Conlinued on page 2 LOADCASE(S) Standard A WAItNim Verify design parameters emd READ mTES ON THIS AND imLtmBD MTEK REFERBmB PAGE MU 7473 rer. lOVSBBOREUSB. Design valid for use only with MITek connectors. This design Is based only upon parameters shown, and is for on individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Is for kiteral support of Individual web members only. Additional temporary brocing to insure stability during construction 'is the responsibillity of the erector Additionol permanent bracing of the overoll structure is ttie responsibilrty of the building designer. For general guidance regarding faiDricotion. quqiity controL storoge, delivery, erection and tsroclng, consurt ANSI/TPH QuoHty Criieria, DSB-89 and BCSI BuHdlng Component Safety Inioimaiion available from Tnjss Plate Instrtute, 281 N. Lee Sfreet, Surte 312, Alexandria, VA 22314. MITek' 7777 Greenback Lane. Surte 109 Crtrus Heights, CA, 95610 Job Tmss Tmss Type Qly Ply Hillon Carisbad Qly Ply R33366879 HILT0N_CARLSBAD RJ3F GABLE 1 1 Job Reference (optionall SeledBuiid Distribution, Indio, CA - 92203 7.250 s May 11 2011 MTTek Industries, Inc. Thu Jul 14 05:48:29 2011 Page 2 ID:t2IODBRTySPeTJAolr1YqZzOnqQ-5NjlclGztMH?ISExGnQGXDNu48e6FhSxhT1jCFyyD3W LOADCASE(S) Standard 1) Regular: Lumber lncrease=1.25, Plate lncrease=1.25 Uniform Loads (plf) Vert:8-14=-20, 1-7-310(F=-234) WARNim Verify design parameters and READ mTES ON THIS AND imLtmSD MTEK RBBRBmB PAGB MI7473 rer. lOVSBBORE [/SE. Design volid for use only wrth MiTek connectors. This des'^n is based only upon parameters shown, and is for on individual building component. ApplicolDilit/ of design paramenters and proper incorporation of component Is responsibility of building designer - not fruss designer Bracing shown is for laleral support ol Indiv'idual web memben only. Addllioncal temporary tjrocing to "insure slabilrty during construction is the responsibillrty ot the erector. Additional pennanent bracing of the overall sfructure Is the responsibility ot the building designer. For general guidance regarding fotjricotion. quqiity contral. storage, delivery, erection and txocing. consurt ANSI/TPH QuaHly Crtteria, DSB-89 and BCSI BuHrflng Componeni Solely Information available from Tnjss Plate Institute, 281 N. Lee Sfreet. Suite 312, Atexandria, VA 22314. MiTek' 7777 Greenback Lane, Surte 109 CrtrasHeights,CA, 95610 Job Tmss Tmss Type Qty Piy Hirton Carisbad Piy R33366880 HILTON_CARLSBAD RJ3G GABLE 1 1 Job Reference loptionall SelectBuild Distribution, Indio, CA - 92203 I 7.250 s May 11 2011 MiTek Industries, Inc. Thu Jul 14 05:48:30 2011 Page 1 ID:t2IODBRTySPeTJAolr1YqZzOnqQ-ZZH8peHbegPswcp7qUxV4Rw3pX_M_8g4w7nGkhyyD3V 8-1-1° ! I Scal«.1;158 2x4 ll 2x4 ll QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEWTHE INPUT LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. tUfi 8-1-lti Plale Offsets (X.Yl: [8:Edae.0-3-91. ri4:Edae.0-3-91 OADING (psf) TCLL 20.0 TCDL 18.0 BCLL 0.0 * BCDL 10.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Slress Incr NO Code IBC2009/TPI2007 CSI TC 0.21 BC 0.21 WB 0.30 (Matrix) DEFL in (loc) l/defl L/d PLATES GRIP Vert(LL) n/a -n/a 999 MT20 220/195 Vert(TL) n/a -n/a 999 HorzfTL) 0.00 11 n/a n/a Weight: 44 Ib FT = 20% LUMBER TOP CHORD BOT CHORD WEBS OTHERS REACTIONS (Ib)- 2X8DF N0.2G 2 X4DF No.l&BlrG 2 X 4 DF No.l&Blr G *Excepl* 1-14,7-8: 2 X4DF Stud G 2 X 4 DF Slud G *Excepl* 6-9,2-13: 2 X 4 DF No.1&Btr G BRACING TOP CHORD BOT CHORD JOINTS 2-0-0 oc purtins (6-0-0 max.): 1-7, excepi end verticals. Rigid ceiling directly applied or 5-1-6 oc bracing, 1 Brace at Jt(s): 1, 7 MiTek recommends lhal Slabilizers and required crass bracing be Inslailed duririg tiuss ereclion, in accordance wilh Stabilizer Installation guide. All bearirigs 8-1-10. Max Horz 14=38(LC 11) Max Uplift M uplift 100 Ib or less al joinl(s) 11 excepi 9—1392(LC 9), 10=-249(LC 9), 13—1404(LC 12), 12=-251(LC 12), 14=-1577(LC 9), 8-1564(LC 14) Max Grav All reactions 250 Ib orless atjoinl(s) excepi 11=259(LC 1), 9=1605(LC 8), 10=473(LC 8), 13=1605(LC 7), 12=473(LC 7), 14=1659(LC 8), 8=1659(LC 7) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less excepi when shown. TOP CHORD 1-2-553/558, 2-3=-1282/1277, 3-4=-647/664, 4-5=-647/664, 5-6=-1282/1277, 6-7-553/558 BOTCHORD 13-14=-1761/1773, 12-13=-1271/1282, 11-12=-6S7/669, 10-11=-657/669, 9-10=-1271/1282, 8-9-1761/1773 IWEBS 6-9-1577/1404, 5-10=-446/260, 2-13=-1577/1416, 3-12=-446/262, 2-14-2501/2496, 6-8=-2501/2476 NOTES 1) Wind: ASCE 7-05; 95mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cal. II; Exp C; enclosed; MWFRS (low-rise); caritilever left and right exposed ; end vertical left and right exposed; Lumber D0L=1.00 plale grip D0L=1.00 2) Tmss designed forwind loads in ttie plane of the Imss only. For sluds exposed lo wind (normal lo the face), see Standard Industry Gable End Details as applicable, or consult qualifled building designer as per ANSI/TPI 1-2002. 3) Provide adequate drainage lo preveni water ponding. 4) Gable requires continuous bottom chord bearing. 5) Tmss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 6) Gable sluds spaced al 1-4-0 oc. 7) This tiuss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any olher live loads. 8) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 lall by 1-0-0 wide will fit between the bottom chord and any olher members. 9) A plale rating reduction of 20% has been applied for the green lumber members. 10) This tmss is designed in accordance with Ihe 2009 International Building Code section 2306.1 and referenced standard ANSI/TP11. 11) This tiuss has been designed for a lolal drag load of 460 plf. Lumber D0L=(1.33) Plale grip DOL=(1.33) Connect Imss lo resist drag loads along bottom chord from 0-0-0 to 8-1-10 for 460.0 plf. 12) Girder cames lie-in span(s): 5-6-0 from 0-0-0 to 8-1-10 13) Design assumes 4x2 (flal orieritation) puriins al oc spacing indicated, fastened lo Imss TC wl 2-10d nails. 14) In the LOAD CASE(S) seclion, loads applied lo the face of the tmss are noted as front (F) or back (B). Continued on page 2 LOADCASEfS) Standard ^,2011 A WARNim Vergy design parameters and READ mTES ON THIS AND OKLtmED MTTEK RBBRBmB PAGE M17473 rer. 10 VS BBORB t^. [Resign valid for use only with MiTek conneclors. This design 'o based oniy upon paramelers shown, and is for on individual building component. Applicobilitt' of design poramenters ond proper incorporalion of component is responsitDility ot building designer - not Iruss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stalDilrty during constnjction b the responsibillity of the erector. Additional pemnanent bracing of the overall structure Is ttie responsibility of the building designer For general guidance regarding fabrication, qualify controt storage, delivery, erection and txacing. consurt ANSI/TPH QuoHty Criieria, DSB-89 and BCSI BuHdlng Componenf Safety InformoHon available fram Tnjss Plate Instrtute. 281 N. Lee Sfreet. Surte 312. Alexandria. VA 22314. MITek' 7777 Greenback Lane, Suite 109 Crtrus Heights, CA. 95610 Job Tmss Tmss Type Qly Ply Hillon Carist>ad R33366880 HILTON_CARLSBAD RJ3G GABLE 1 1 Job Reference (optionall SelectBuild Disfribution, Indio, CA - 92203 LOADCASE(S) Standanl 1) Regular: Lumber lncrease=1.25, Plate lncrease=1.25 Uniform Loads (plf) Vert: 8-14=-20, 1-7=-160(F-84) 7.250 s May 11 2011 MiTek Industries, Inc. Ttiu Jul 14 05:48:31 2011 Page 2 ID:t2IODBRTySPeTJAolr1YqZzOnqQ-1lrW1zlDP_XjXmOKNCSkceTEZxKbjbwD9nV\fc|G8yyD3U A WARNim Vergy design parameters and READ mTBS ON THIS AND imnmBD MTEK RBBRBNCB PAGE M17473 rer. 10 VS BBORB tJSE. Des'^n valid for use only with MiTek connectots. This design 'is based only upon parameters shown, and 'is for on individual building component. Applicotjility of design paramenters and proper incorporation ot component is responsibility ot building designer - not truss designer Bracing shown is for lateral support ot individual web members only. Additional temporary bracing to insure stability during constnjction is the responsibillrty of the erector. Additional pennanent bracing of the overall sfructure is the responsibility of the building designer For general guidance regarding tatjrication, quality control, storage, delivery, erection and bracing, consurt ANSI/TPH QuoHly Criteria, DSB-89 and BCSI BuHdlng Component Safety Infonnoiion ovailabte fram Tnjss Plate Institute, 281 N. Lee Street Suite 312, Atexandria, VA 22314. MITek' POWKH TO fKHFOnhL- 7777 Greenback Lane, Suite 109 Crtrus Heights. CA, 95610 Job Tmss Tmss Type Qty Ply Hilton Caristiad R33366881 H1LT0N_CARLSBAD RJ3H GABLE 1 1 Job Reference (ootionall SelectBuild Distribution, Indio, CA - 92203 7.250 s Jan 26 2011 MITek Industries. Inc. Thu Jul 14 09:32:55 2011 Page 1 ID:t2IODBRTySPeTJAolr1YqZzOnqQ-rQMUZXdVcRsTEmgs0al16R53eMUcMvi0CWDHqlyy9n6 13-2-2 QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEWTHE INPUT LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE ON PAGE 2. Scale = 1:21.8 8x8 = 2 3x8 3 3x8 9 B B 20 2x4 19 2x4 II 18 2x4 II 17 2x4 II 16 2x4 II 15 2x4 II 14 2x4 II 12 6x8 = Plate Offsets (X.Y): [2:0-3-8.0-4-01. II 0:0-3-8.0-4-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) l/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.47 Vert(LL) n/a -n/a 999 MT20 187/170 TCDL 18.0 Lumber Increase 1.25 BC 0.53 VertfTL) n/a -n/a 999 BCLL 0.0 * Rep Slress Incr NO WB 0.45 HorzfTL) 0.01 17 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix) Weight: 76 Ib FT = 20% LUMBER TOP CHORD BOT CHORD WEBS OTHERS 2X8 LSL Tmss Grade 2X4 DF No.l&BlrG 2 X 4 DF No.l&Blr G *Excepl* 1-22,11-12: 2X4 DF Stud G 2 X 4 DF Stud G *Excepl* 10-13,2-21: 2X4 DF No,1&BtrG BRACING TOP CHORD BOT CHORD JOINTS 2-0-0 oc puriiris (6-0-0 max.): 1-11, except end verticals. Rigid ceiling directly applied or 3-9-3 oc bracing. 1 Brace al Jl(s): 1,11 MiTek recommends lhal Slabilizers and required cross bracing be inslailed during buss erection, in accordance with Slabillzer Installation ouide. REACTIONS (Ib/size) 17=685/13-2-2 (min. 0-7-9), 13=731/13-2-2 (min. 0-7-9), 14=728/13-2-2 (min. 0-7-9), 15=744/13-2-2 (min. 0-7-9), 16=715/13-2-2 (min. 0-7-9), 21=731/13-2-2 (min. 0-7-9), 20=728/13-2-2 (min. 0-7-9), 19=744/13-2-2 (min, 0-7-9), 18=715/13-2-2 (min. 0-7-9), 22=296/13-2-2 (min. 0-7-9), 12=296/13-2-2 (min. 0-7-9) Max Horz 22=39(LC 11) Max Uplift 17=-55(LC 4), 13=-2430(LC 9), 14—383(LC 11), 15=-128(LC 14), 16=-73(LC 12), 21=-2445(LC 12), 20=-385(LC 12), 19=-128(LC 9), 18=-73(LC 9), 22=-2659(LC 9), 12=-2645(LC 14) Max Grav 17=685(LC 1), 13=3103(LC 8), 14=1054(LC 8), 15=813(LC 7), 16=731(LC 7), 21=3103(LC 7), 20=1054(LC 7), 19=813(LC 8), 18=731(LC 8), 22=2914(LC 8), 12=2914(LC 7) jRCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-22-231/97, 1-2=-308/317, 2-3=-2456/2438, 3-4-1808/1825, 4-5=-1229/1152, 5-6-616/598, 6-7-616/598, 7-a=-1229/1152, 8-9=-1808/1825, 9-10=-2456/2438, 10-11=-309/317, 11-12—231/97 BOT CHORD 21-22=-2976/3002, 20-21 =-2429/2424, 19-20-1816/1842, 18-19=-1152/1229, 17-18=-589/616, 16-17-589/616, 15-16—1152/1229, 14-15=-1816/1842, 13-14-2429/2424, 12-13-2976/3002 WEBS 6-17—386/40, 10-13=-2611/2251, 9-14-771/406, 8-15=-498/122, 7-16=-415/55, 2-21 =-2611/2264, 3-20=-771/408, 4-19=-498/123, 5-18-415/55, 2-22-3771/3767, 10-12-3771/3745 JOINT STRESS INDEX 1 = 0.99, 2 = 0.58, 3 0,14, 18 = 0.14, 19 = = 0.15, 4 = 0.09, 5 = 0.08, 6 = 0.07, 7 = 0.08, 8 = 0,17, 20 = 0.27, 21 = 0.85 and 22 = 0.99 0.09, 9 = 0.15, 10 = 0.58, 11 = 0.99, 12 = 0.99, 13 = 0.85, 14 = 0.27, NOTES 1) Wind: ASCE 7-05; 95mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cal. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and righl exposed; Lumber D0L=1.00 plale grip D0L=1.00 2) Tmss designed for wind loads in the plane of the tmss only. For studs exposed to wind (normal lo the face), see Standard Induslry Gable End Details as applicable, or consult qualified building designer as per ANSI/TP11. 3) Provide adequate drainage to prevent water ponding. 4) All plates are 3x6 MT20 unless otherwise Indicaled. 5) Gable requires continuous bottom chord bearing. 6) Tmss lo be fully shealhed from one face or securely braced againsi lateral movement (i.e. diagonal web). 7) Gable sluds spaced al 1-4-0 oc. 8) This tmss has been designed for a 10.0 psf bottom chord live load nonconcurrent wilh any other live loads. 9) * This tmss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 lall by 1 -0-0 wide will fit between the bottom chord and any other members. July 14.2011 A WARNING Verify design parameters and READ NOTES ON THIS AND INCLUDED mTEKliEFERBNCEPAiXmr 7473 rer. 10 VS BBFORE USB. Design valid for use only with MiTek connectors. This design is based only upon parameters shov^'n, and is for an individual building component. Applicability of design paramenters and proper incorporation of component Is responsibility of building desigr>er - not truss designer. Brcicing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during constnjction is the responsibillity of the erector. Addilional pennanent bracing of the overall stnjclure is the responsibility of the building designer. Por general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII QualKy Crtteria, DSB-89 and KCSI Buflding Component Safely Information available from Truss Plate Institute. 281 N. Lee Street. Suite 312. Alexandria, VA 22314. MITek' F'awm TO mrpoBM' 7777 Greenback Lane, Surte 109 Citrus Heights. CA, 95610 Job Tmss Truss Type Qty Ply Hitton Carisbad R33366881 HILTON_CARLSBAD RJ3H GABLE 1 1 Job Reference (ootionall SelectBuild Distribution, Indio, CA - 92203 7.250 s Jan 28 2011 MiTek Indusfries, Inc. Thu Jul 14 09:32:55 2011 Page 2 ID:t2IODBRTySPeTJAolr1Yq22OnqQ-rQMUZXdVcRsTEmgs0at16R53eMUcMvi0CWDHqlyy9n6 NOTES 11) Provide mechanical connection (by olhers) of Imss lo bearing plate capable of withstanding 55 Ib uplift at joint 17, 2430 Ib uplift al joinl 13,383 Ib uplift al joinl 14,128 Ib uplift at joinl 15, 73 Ib uplift al joint 16, 2445 Ib uplift at joinl 21, 385 Ib uplift al joinl 20,128 Ib uplift al joinl 19, 73 Ib uplift al joinl 18, 2659 Ib uplift al joint 22 and 2645 Ib uplift al joint 12, 12) This Iruss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 13) This ti'uss has been designed for a lolal drag load of 460 plf. Lumber D0L=(1.33) Plale grip D0L=(1.33) Conned truss lo resist drag loads along bottom chord from 0-0-0 to 13-2-2 for 460.0 plf. 14) Girder canies lie-in span(s): 11-3-0 from 0-0-0 lo 13-2-2; 5-6-0 from 0-0-0 lo 13-2-2 15) Design assumes 4x2 (flat orientation) puriins at oc spacing indicaled, fastened lo tmss TC wl 2-10d nails. 16) In Ihe LOAD CASE(S) seclion, loads applied lo the face of the tmss are noted as front (F) or back (B). LOADCASE(S) Standanj 1) Regular: Lumber lncrease=1.25, Plale lncrease=1.25 Uniform Loads (plf) Vert: 12-22=-242(F=-222), 1-11=-310(F-150, B= •84) ^ WARNim Vergy design parameters and READ mTES ON THIS AND imLtmBD MTEK RBBREmE PAOB M17473 rer, lOVSBBOREUSB. Design valid for use only with MiTek connectors. Th's design is based only upon parameters shown, and is for on Individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not fruss designer. Bracing shown is for lateral support of individual web memtjeis on^. Additional temporary bracing to Insure stability during constnjction is the responsibillity of the erector. Additional pennanent bracing of the overall sfructure is the responsibility of the building designer For general guidance regarding fabrication, quality control, storage, delivery, erection and txacing, consurt ANSI/TPII QuaHly Crilerio. D$B-89 and BCSI Building Component Safety InformaHon ovoilobte from Truss Plate Institute, 281 N. Lee Sfreet. Suite 312, Atexandria, VA 22314. _MiTek'^ 7777 Greenback Lane. Surte 109 Citrus Heights, CA. 95610 Job Tmss Tmss Type Qty Ply Hilton Carisbad Qty Ply R33366882 HILTON_CARLSBAD RJ4 GABLE 2 1 Job Reference (ootionall SeiectBuiid Disti'ibution, Indio, CA - 92203 7.250 s May 11 2011 MiTeklndustries, Inc. Thu Jul 14 05:48:35 2011 Paget ID:t2IODBRTySPeTJAolr1YqZ2OnqQ^vX41sLLkTC280Ni5c1XgnUdypYibfMEp4PU1PvyyD3Q k><x><:^><xx>o<><x><><Xx^^^ ^LOADING (psf) SPACING 2-0-0 CSI DEFL iri (loc) l/defl L/d PLATES GRIP ITCLL 20.0 Plates Increase 1.25 TC 0.06 Vert(LL) n/a -n/a 999 MT20 187/170 "TCDL 18.0 Lumber Increase 1.25 BC 0.14 Vert(TL) n/a -n/a 999 BCLL 0.0 * Rep Slress Incr NO WB 0.47 Horz(TL) 0.00 8 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix) Weight: 33 Ib FT = 20% LUMBER TOP CHORD BOT CHORD WEBS OTHERS 2 X 8 LSL Tmss Grade 2X4DF No.l&BtrG 2 X 4 DF Slud G 2 X 4 DF Stud G BRACING TOP CHORD BOT CHORD JOINTS 2-0-0 oc purtins: 1-5, excepi end verticals. Rigid celling directly applied or 6-0-0 oc bracing. 1 Brace at Jl(s): 1, 5 MiTek recommends that Stabilizers and required cross bracing be installed during tmss ereclion, in accordance wilh Stabilizer Installation guide. QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEWTHE INPUT LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE REACTIONS All bearings 5-5-2. SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. (Ib) - Max Horz 10s-37(LC 9) Max Uplift All uplift 100 Ib or less al joinl(s) 8 excepi 7=-903(LC 9), 9-911(LC 12), 10=-991(LC 9), 6=-981(LC 12) Max Grav All reactions 250 Ib or less al joinl(s) except 8=548(LC 7), 7=1338(LC 8), 9=1338(LC 7). 10=1216(LC 8), 6=1216(LC 7) FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-10-282/121,1-2-553/558, 2-3=-713/658, 3-4-713/658, 4-5-553/558, 5-6-282/120 VBOJ CHORD 9-10-1144/1203, 8-9=-653/713, 7-8=-653/713, 6-7-1144/1203 IWEBS 3-8-520/52, 4-7-1310/915, 2-9=-1310/923, 2-10-1691/1618, 4-6=-1691/1602 NOTES 1) Wind: ASCE 7-05; 95mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; eod vertical left and right exposed; Lumber D0L=1.00 plale grip D0L=1.00 2) Tmss designed tor wind loads in the plane of Ihe Imss only. For sluds exposed lo wind (normal to the face), see Standard Induslry Gable End Details as applicable, or consull qualified building designer as per ANSI/TPI 1 -2002. 3) Pravide adequate drainage lo preveni waler ponding. 4) Gable requires continuous bottom chord bearing. 5) Tmss to tie fully shealhed from one face or securely braced against laleral movement (i.e. diagonal web). 6) Gable sluds spaced al 1-4-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurreni wilh any other live loads. 8) * This tmss has been designed for a live load of 20.0psf on Ihe bottom chord in all areas where a rectangle 3-6-0 lall by 1-0-0 wide will fil between the bottom chord and any other members. 9) A plale raling reduction of 20% has been applied for the green lumber members. 10) This truss is designed in acconjance wilh Ihe 2009 International Building Code section 2306.1 and referenced standard ANSI/TP11. 11) This truss has been designed for a lolal drag load of 460 plf. Lumber D0L=(1.33) Plale grip D0L=(1.33) Connect tmss lo resist drag loads along bottom chord from 0-0-0 lo 5-5-2 for 460.0 plf. 12) Girder cames tie-in span(s): 8-0-0 from 0-0-0 to 5-5-4 13) Design assumes 4x2 (flat orienlation) puriins al oc spacing indicated, fastened lo tmss TC wl 2-10d nails. 14) In the LOAD CASE(S) section, loads applied lo the face of the Imss are noted as front (F) or back (B). LOADCASE(S) Standanl Continued on page 2 July 14,2011 A WARNim Verify design parameters and READ mTES ON THIS AND imLtmBD MTEK RBBRBmB PAt}BMI7473 rer. 10 VS BEFORE USE. Design valid for use only with fvliTek connectors. This design 'is based only upon parameters shown, and is for an individual building component. Applicabilrty of design paromenteR and proper incorporation of componenf is responsibility of building designer - not truss designer Bracing stiown Is for kDteral support of individual web memtDers only. Additional temporary bracing to insure stability during constnjction 'a the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer For general guidance regarding fatjrication, quality contral, storage, delivery, erection and brocing, consurt ANSI/TPH QuoHly Criteria, bSB-89 ond BCSI BuHdlng Component Safety Information availoble from Tnjss Plate Instrtute, 281 N. Lee Sfreet. Suite 312. Alexandria. VA 22314. MiTek' 7777 Greenback Lane, Surte 109 Crtrus Heights, CA, 95610 Job Tmss Tmss Type Qty Ply Hillon Carisbad Tmss Type Qty R33366882 HILTON_CARLSBAD RJ4 GABLE 2 1 Job Reference (ootionall SeiectBuiid Disti'ibution, Indio, CA - 92203 7.250 s May 11 2011 MiTek Industries, Inc Thu Jul 14 05:48:35 2011 Page 2 ID:l2IODBRTySPeTJAolr1YqZzOnqQ-wX41sLLkTC280Ni5c1XgnUdypYibfMEp4PU1PvyyD3Q LOAOCASE(S) Standanl 1) Regular: Lumber lncrease=1.25, Plate lncrease=1.25 uniform Loads (plO Vert: 6-10-20, 1-5=-370(F=-150, B-144) A WARNim Vergy design parameters and READ mTES ON THIS AND imLUDBD MTBK RBERSmE PAGE Ml 7473 rer. lOVSBBOREUSB. (ies'ign valid tor use orMy with MiTek conrwctots. This des'ign 'ts based onty upon parameters shown, and is for an individual building component. Applicabiiity of design paramentets and proper incorporation of component is responsitjilrty of building designer - not truss designer Brocing shown is for laleral support of indivkiual web membeis on^. Additionai tempcxary bracing to insure stability during construction is the responsibillrty of the erecfor Additional pennanent bracing of the overall shucture is the responsibility of the building designer. For general guidance regarding fatjrication. qualrty contraL storoge. delivery, erection and txocing. consurt ANSI/TPH QuoHly Criteria. DSB-89 and BCSI BuHdlng Component Sotety Information ovailabte from Tnjss Plate Institute. 281 N. LeeSfreef Suite 312, Atexandria, VA 22314. MITek' 7777 Greenback Lane, SuHe 109 Crtrus Heights. CA, 95610 Job Tmss Truss Type Qly Piy Hirton Cartsbad R33366S83 H1LT0N_CARLSBAD RJ4A GABLE 1 1 Job Reference (ootionall SelefttBuild Distritjution, Indio, CA - 92203 7.250 s Jan 28 2011 MiTek Industries, Inc. Thu Jul 14 09:33:29 2011 Page 1 ID:l2IODBRTySPeTJAolr1 YqZzOnqQ-rzQLhgi qct8eJ_GO?jU?VbWv7392KBd00oF40myy9ma 17-4-14 QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEWTHE INPUT LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE ON PAGE 2. Scale = 1:29.0 8x8 : 2 8x8 = 12 8x8 : 13 B H B a ^—y—y—y t xxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxx xVlTx xxxxxxxxxxxx 28 6x6 = 25 6x8 = 24 2x4 II 23 2x4 22 2x4 II 21 2x4 II 20 2x4 19 2x4 r ^^-^-\t^ Plate Offsets (X.Y): 12:0-3-8.0-4-01, [3:0-3-8.0-4-01, [12:0-3-8,0-4-01,113:0-3-8,0-4-01,118:0-3-8.0-3-01,125:0-3-8,0-3-01 LOADING (psf) TCLL 20.0 TCDL 18.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Slress Incr NO Code IBC2009/TPI2007 DEFL Vert(LL) Vert(TL) Horz(TL) in (loc) l/defl Ud PLATES GRIP n/a -n/a 999 MT20 187/170 n/a n/a 999 0.01 22 n/a n/a Weighl; 101 Ib FT = 20% LUMBER TOP CHORD BOT CHORD WEBS OTHERS REACTIONS 2 X 8 LSL Tmss Grade 2X4DF No.l&BlrG 2 X 4 DF Stud G 2 X 4 DF Slud G BRACING TOP CHORD BOT CHORD JOINTS 2-0-0 oc puriins (6-0-0 max.): 1-14, excepi end verticals. Rigid ceiling directly applied or 4-7-1 oc bracing. 1 Brace al Jt(s): 1,14 (Ib/size) 16=481/17-4-14 (min. 0-7-12), 17=507/17-4-14 (min. 0-7-12), 18=642/17-4-14 (min. 0-7-12), 19=570/17-4-14 (min. 0-7-12), 20=567/17-4-14 (min. 0-7-12), 21=585/17-4-14 (min. 0-7-12), 27=481/17-4-14 (min. 0-7-12), 26=507/17-4-14 (min. 0-7-12), 25=642/17-4-14 (min. 0-7-12), 24=570/17-4-14 (min, 0-7-12), 23=567/17-4-14 (min, 0-7-12), 22=585/17-4-14 (min, 0-7-12), 28=292/17-4-14 (min. 0-7-12), 15=292/17-4-14 (min. 0-7-12) Max Horz 28=37(LC 11) Max Uplift 16=-919(LC 11), 17=-1242(LC 12), 18=-1564(LC 9), 19=-96(LC 9), 20=-52(LC 9), 21=-43(LC 12), 27=-928(LC 12), 26=-1242(LC 9), 25=-1566(LC 12), 24=-96(LC 12). 23=-52(LC 12), 22=-43(LC 9), 28=-1297(LC 9), 15=-1287(LC 14) Max Grav 16=1368(LC 8), 17=1714(LC 7), 18=2159(LC 8), 19=626(LC 8), 20=579(LC 8), 21=588(LC 7), 27=1368(LC 7), 26=1714(LC 8), 25=2159(LC 7), 24=626(LC 7), 23=579(LC 7), 22=588(LC 8), 28=1553(LC 8), 15=1553(LC 7) MiTek recommends that Stabilizers and required cross bracing be installed during Imss erection, in accordance with Slabillzer Installation guide. FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-28—333/147, 1-2—384/392, 2-3=-1157/1094, 3-4=-2787/2795, 4-5—2174/2177, 5-6—1532/1569, 6-7—947/955, 7-8=-334/342, 8-9=-947/955, 9-10=-1532/1569, 10-11—2174/2177, 11-12—2787/2795, 12-13—1157/1094, 13-14-386/392, 14-15-333/146 BOT CHORD 27-28=-1635/1703, 26-27=-1089/1157, 25-26=-448/544, 24-25=-2182/2145, 23-24-1569/1561, 22-23-955/948, 21-22-342/335, 20-21 =-955/948, 19-20=-1569/1561, 18-19-2182/2145, 17-18-451/544, 16-17-1082/1157, 15-16=-1629/1703 WEBS 13-16=-1235/826, 12-17-1663/1228, 11-18=-879/399, 10-19=-601/109, 9-20-552/63, 8-21-560/55, 2-27-1235/832 , 3-26-1663/1228, 4-25=-879/400, 5-24-601/109, 6-23=-552/63, 7-22=-560/55, 2-28-2057/1976, 13-15-2057/1961 , 3-25—3110/2992, 12-18=-3110/2988 JOINT STRESS INDEX 1 = 0.67, 2 = 0.32, 3 = 0.51,4 = 0.17, 5 = 0.16, 6 = 0,16, 7 = 0.16, 8 = 0,16. 9 = 0.16, 10 = 0.16, 11 = 0.17, 12 = 0.51, 13 = 0.32, 14 = 0.67 0.46,18 = 0.55,19 = 0.33, 20 = 0.33, 21 = 0.33, 22 = 0.33, 23 = 0.33, 24 = 0.33, 25 = 0.55, 26 = 0.46, 27 = 0,31 and 28 = 0.52 NOTES 1) Wind: ASCE 7-05; 95mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cal. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and righl exposed ; eod vertical left and righl exposed; Lumber D0L=1.00 plale grip D0L=1.00 2) Truss designed for wind loads in Ihe plane of the tmss only. For sluds exposed to wind (nonnal lo Ihe face), see Standard Induslry Gable End Details as applicable, or consull qualified building designer as per ANSI/TP11. 3) Provide adequate drainage lo preveni waler ponding. 4) All plates are 3x6 MT20 unless othenvise indicated. 5) Gable requires continuous bottom chord bearing. 6) Tmss to be fully sheathed from one face or securely braced againsi laleral movement (i.e. diagonal web). July 14.2011 ^ WARNING Verify design paramxters and READ NOTES ON THIS AND INCLUDED mTEK REFERENCE PAGE mi 7473 rer. 10 V8 BEFORB l^B. Design valid for use only with MiTek connectors. This design is based onty upon parameters strawn, and is for an individual buildir\g component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not tnjss designer. Bracing shov/n Is for katerol support of individual web members only. Additional temporary bracing to insure stability during constnjction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the buiiding designer. For ger>eral guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quaitty Criteria, DSB-89 and BCSI BuHdlng Component Safety Information ovoilable from Tnjss Plate Institute, 281 N. Lee Street. Suite 312, Alexandria, VA 22314. MITek' ^awKH TO rairroffM.' 7777 Greenback Lane. Surte 109 Crtrus Heights, CA, 95610 Job Truss Tmss Type Qly Piy Hilton Cartsbad R33366883 HILTON_CARLSBAD RJ4A GABLE 1 1 Job Reference (ootionall SelectBuild Distribution, Indio, CA-92203 7.250 s Jan 28 2011 MiTek Industries, Inc. Thu Jul 14 09:33:302011 Page2 ID:l2IODBRTySPeTJAolr1YqZzOnqQ-K9zjvV2SNBGVx8raZR?E1p24sTVH3es9FS?eZDyy9mZ NOTES 7) Gable sluds spaced at 1-4-0 oc. 8) This Iruss has been designed for a 10.0 psf bottom chord live load nonconcurreni with any olher live loads. 9) * Thjs truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fil between the bottom chord and any olher members. 10) A plate rating reduction of 20% has been applied for the green lumber members. 11) Provide mechanical connection (by olhers) of Imss lo bearing plale capable of withstanding 919 Ib uplift al joinl 16,1242 Ib uplift al joint 17,1564 Ib uplift at joinl 18, 96 Ib uplift al joint 19, 52 Ib uplift at joinl 20, 43 Ib uplift al joint 21, 928 Ib uplift al joinl 27,1242 Ib uplift al joint 26, 1566 Ib uplift at joinl 25, 96 Ib uplift al joinl 24, 521b uplift al joinl 23, 43 Ib uplift at joinl 22,1297 Ib uplift al jolnl 28 and 1287 Ib uplift at joinl 15, 12) This tmss is designed in accordance with the 2009 Intemational Building Code seclion 2306,1 and referenced standard ANSI/TP11, 13) This tixiss has been designed for a total drag load of 460 plf. Lumber D0L=(1.33) Plale grip D0L=(1.33) Connect Imss lo resist drag loads along bottom chord from 0-0-0 lol 7-4-14 for 460.0 plf. 14) Girder carries tie-in span(s): 9-6-0 from 0-0-0 lo 17-4-14 15) Design assumes 4x2 (flal orientation) puriins at oc spacing indicated, fastened lo tmss TC w/2-10d nails. 16) In Ihe LOAD CASE(S) section, loads applied lo Ihe face of Ihe Imss are noted as from (F) or back (B). LOADCASE(S) Standanl 1) Regular: Lumber lncrease=1.25, Plate lncrease=1.25 Uniform Loads (plf) Vert: 15-28=-20,1-14=-406(F—330) A WARNim VerifydeslgnparametersandRBADmTESONTHlSAmimLUDBDMTEKR^BREmBPAGEMU7473rer. lO VSBBORBUSE. Design val'rcl for use only wrth fvliTek connectors. This design "is based only upon parameters shown, and Is tor an Individual building component. ApfJlicabillty of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web memtDers only. Additional temporary bracing to insure stability during constnjction is the responsibillity of the erector. Additional permanent bracing of fhe overall stnjcture is the responsibility of ttie building designer. For general guidance regarding fatDricotion, qualit/ controt storage, delivery, erection and bracing, consurt ANSI/TPH QuoHty Criteria, DSB-89 and BCSI BuHdlng Component Sof«ty tnlomtoHon available from Truss Plate Institute, 281 N. Lee Street, Surte 312, Atexandria, VA 22314. MITek' 7777 Greenback Lane, Suite 109 Crtrus Heights, CA, 95610 Job Tmss Tmss Type Qty Ply Hilton Carisbad R33366884 HILTON_CARLSBAD RJ4B GABLE 1 1 Job Reference (optionall SelectBuild Distribution, Indio, CA - 92203 7.250 s May 11 2011 MiTek Industries, Inc. Thu Jul 14 05:48:40 2011 Page 1 ID:t2IODBRTySPeTJAolr1YqZzOnqQ-GUuwv2PtHlgR68a2Pb7rtJYKnnZP9KbUYDgCo46yyD3L 3J<8 tl 2x4 II 2»4 II 2x4 ll 3xS II k LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) l/defl L/d PUTES GRIP ITCLL 20.0 Plates Increase 1.25 TC 0.17 Vert(LL) n/a -n/a 999 MT20 220/195 "TCDL 18.0 Lumber Increase 1.25 BC 0.18 Vert(TL) n/a -n/a 999 BCLL 0.0 * Rep Slress Incr NO WB 0.60 HorzCTL) 0.00 11 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix) Weighl: 38 Ib FT = 20% LUMBER BRACING TOPCHORD 2X8DFN0.2G TOPCHORD BOTCHORD 2X4DF No.l&BlrG BOTCHORD WEBS 2 X 4 DF Slud G JOINTS OTHERS 2 X 4 DF Stud G QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEWTHE INPUT LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. REACTIONS All bearings 6-10-12. (lb) - Max Hoiz14=36(LC 11) Max Uplift All uplift 100 Ib or less aljoinl(s) 11 except 9—1095(LC 9), 10=-289(LC 9), 13=-1104(LC 12), 12=-291(LC 12), 14=-1261(LC 9), 8=-1250(LC 14) Max Grav All reactions 250 Ib or less at joinl(s) except 11 =312(LC 8), 9=1536(LC 8), 10=666(LC 8), 13=1536(LC 7), 12=666(LC 7), 14=1481 (LC 8), 8=1481 (LC 7) 2-0-0 oc puriins (6-0-0 max.): 1-7, excepi end verticals. Rigid ceiling directly applied or 5-7-0 oc bracing. 1 Brace at Jl(s): 1, 7 MiTek recommends lhat Stabilizers and required cross bracing be installed duririg tmss erection, in accordance with Stabilizer Installation guide. FORCES (Ib) TOP CHORD BOT CHORD WEBS Max. Comp./Max. Ten. - All forces 250 (Ib) or less excepi when shown. 1- 14=-308/142, 1-2-553/557, 2-3=-1039/994, 3-4-390/381, 4-5=-390/381, 5-6=-1039/994, 6-7=-553/557, 7-8=-308/141 13-14-1480/1530. 12-13=-989/1039, 11-12-376/426, 10-11-376/426, 9-10-989/1039, 8-9=-1480/1530 4-11-301/29, 6-9=-1507/1107, 5-10=-643/299, 2-13=-1507/1116, 3-12-643/300, 2- 14-2121/2062, 6-8=-2121/2045 NOTES 1) Wind: ASCE 7-05; 95mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cal. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and righl exposed ; end vertical left and right exposed; Lumber D0L=1.00 plale grip D0L=1.00 2) Tmss designed for wind loads in the plane of the truss only. For sluds exposed lo wind (nonnal lo ttie face), see Standard Induslry Gable End Details as applicable, or consult qualified building designer as per ANSI/TP11-2002. 3) Provide adequate drainage lo prevent water ponding. 4) Gable requires continuous bottom chord bearing. 5) Tmss lo be fully shealhed from one face or securely braced against laleral movement (i.e. diagonal web). 6) Gable studs spaced at 1-4-0 oc. 7) This tiTiSS has been designed for a 10.0 psf bottom chord live load nonconcurrent with any olher live loads. 8) * This tmss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 lall by 1-0-0 wide will fit betiween the bottom chord and any olher members. 9) A plate rating reduction of 20% has been applied for the green lumber members. 10) This truss is designed in accordance with the 2009 Intemational Building Code section 2306.1 and referenced standard ANSI/TPI 1. 11) This ti'uss has been designed for a total drag load of 460 plf. Lumber D0L=(1.33) Plate grip DOL=(1.33) Corinecllmss to resist drag loads along bottom chord from 0-0-0 lo 6-10-12 for 460.0 plf. 12) Girder carries lie-in span(s): 8-0-0 from 0-0-0 to 6-10-12 13) Design assumes 4x2 (flat orientation) purtins al oc spacing indicaled, fastened to tmss TC wl 2-10d nails. 14) In the LOAD CASE(S) section, loads applied to the face of the tmss are noted as front (F) or back (B). LOAOCASE(S) Standard Continued on page 2 Uly 14.2011 A WARNING Verify design parameters and ItBAD NOTES ON THIS AND INCLUDED mTEKliEFEliENCB PAGE mr 7473 rer. 10 V8 BEFORE USB. Design valid for use only with MiTek connectors. This design Is based only upon parameters shown, and is for an individual buildirig component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Brcicing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional pennanent brocing of the overall stnjcture is the responsibility ot tt^ buflding designer. For gerteral guidance regarding fabrication, qualrty control, storage, delivery, erection and bracing, consult ANSI/TPIT Quaitty Crfieria, OSB-89 and BCSI Buflding Componenf Safefy Information available from Tnjss Plate Institute, 281 N. Lee Street, Suite 312. Alexandria, VA 22314. MITek' 7777 Greenback Lane. Surte 10 Citrus Heights, CA. 95610 Job Tmss Tmss Type Qty Ply Hilton Carisbad R33366884 HILTON_CARLSBAD RJ4B GABLE 1 1 .lob Reference (optionall SelectBuild Disti'ibution, Indio, CA - 92203 7.250 s May 11 2011 MiTek Industries, Inc. Thu Jul 14 05:48:40 2011 Page 2 ID:l2IODBRTySPeTJAolr1YqZzOnqQ-GUuvw2RHIgR68a2Pb7rtJYKnnZP9KbUYDgCo46yyD3L LOADCASE(S) Standaid 1) Regular: Lumber lncrease=1.25, Plale lncrease=1.25 Uniform Loads (plf) Vert: 8-14=-20, 1-7=-370(F=-294) WARNim VergydeslgnparametersandREADmTES0NTHISANDimLtmBDMTBKRBBRBmBPAGBMI7473rer. lO VSBBOREUSB. Design valid for use only wrth tvliTek connectors. This design is based only upon parametets shown, and is for an Individual building component. Applicabinty of design poramenters and proper incorporation of component is responsibility of building designer - not tnjss designer. Brocing shown is for lateral support of individua! web memtjers only. Additional temporary bracing lo insure statDility during constnjction c the responsibillity of the erector. Additional pennanent bracing of fhe overall structure is the responsibility of the building designer. For general guidance regarding fatjrication, qualrty controt storage, delivery, erection and bracing, consurt ANSI/TPII QuoHly Crtterio, DSB-89 and BCSI BuHdlng Component Solely Inlormation available from Tnjss Plate Instrtute, 281 N. LeeStreel, Suite 312, Alexandria, VA 22314. MITek' 7777 Greenback Lane. Suite 109 Crtrus Heights. CA. 95610 Job Truss Tmss Type Qty Ply Hilton CartstJad R33368885 HILTON_CARLSBAD RJ5 GABLE 1 1 Job Reference (ootionall SelectBuild Distribution. Indio, CA - 92203 7.250 s Jan 28 2011 MiTek Industries, Inc. Thu JuM4 09:34:09 2011 Pagel ID:t2IODBRTySPeTJAolr1Yq2iOnqQ-ggqT5rWivBABz68K4L7CO61AIIBi?hJ7vD0xCQSyy9ly QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEWTHE INPUT LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE ON PAGE 2. 5x6 = 6x8 : 1 2 3x8 3 3x6 4 3x6 5 3x6 6 3x6 7 3x6 II 9 3x6 II 10 3x8 II 11 6x8 = 5x6 : 12 13 nnn r-l [71 in 1 I y rr n rr —^ jnanu • •••• .AAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAXAXXAAAXXAAAAAAXAAAAAAAAAAXXAAA. 26 25 6x10 = 3x6 II 15 14 3x6 II 6x10 = 16-2-8 16-2-8 Plate Offsets (X.Y): [2:0-3-8.0-3-01. [12:0-3-8.0-3-01. [13:Edqe.0-2-81 LOADING (psO TCLL 20.0 TCDL 18.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Slress Incr NO Code IBC2009/TPI2007 DEFL in (loc) l/defl L/d Vert(LL) n/a -n/a 999 Vert(TL) n/a -n/a 999 HorzfTL) 0.02 20 n/a n/a PLATES GRIP MT20 187/170 Weighl: 89 Ib FT = 20% LUMBER TOP CHORD BOT CHORD WEBS OTHERS REACTIONS 2 X 8 LSL Tmss Grade 2X4DF No.l&BlrG 2 X 4 DF No.l&Blr G -Except* 1-26,13-14: 2X 6 DF No.2 G 2 X 4 DF Slud G BRACING TOP CHORD BOT CHORD JOINTS 2-0-0 oc purtins (6-0-0 max.): 1-13, excepi end verticals. Rigid ceiling directly applied or 3-3-4 oc bracing. 1 Brace at Jt(s): 1,13 (Ib/size) 20=567/16-2-8 (min, 0-6-9), 15=462/16-2-8 (min. 0-6-9), 16=535/16-2-8 (min. 0-6-9), 17=521/16-2-8 (min, 0-6-9), 18=516/16-2-8 (min. 0-6-9), 19=541/16-2-8 (min. 0-6-9), 25=462/16-2-8 (min. 0-6-9), 24=535/16-2-8 (min, 0-6-9), 23=521/16-2-8 (min. 0-6-9), 22=516/16-2-8 (min. 0-6-9), 21=541/16-2-8 (min, 0-6-9), 26=211/16-2-8 (min. 0-6-9), 14=211/16-2-8 (min. 0-6-9) Max Horz 26=33(LC 11) Max Uplift 20=-40(LC 3), 15=-2700(LC 11), 16=-408(LC 11), 17=-127(LC 14), 18=-52(LC 12), 19=-44(LC 9), 25=-2712(LC 12), 24=-410(LC 12), 23=-127(LC 9), 22=-52(LC 9), 21=-44(LC 12), 26=-2969(LC 9), 14=-2957(LC 14) Max Grav 20=567(LC 1), 15=3130(LC 8), 16=905(LC 8), 17=611(LC 7), 18=531(LC 7), 19=546(LC 8), 25=3130(LC 7), 24=905(LC 7), 23=611(LC 8), 22=531 (LC 8), 21=546(LC 7), 26=3149(LC 8), 14=3149(LC 7) MiTek recommends lhal Stabilizers and required cross bracing be installed during tixiss ereclion, in accordance with Stabilizer Installation guide. FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-26—318/154, 1-2=-684/691, 2-3=-3148/3132, 3-4=-2505/2519, 4-5—1922/1906, 5-6—1308/1292, 6-7=-695/679, 7-8=-695/679, 8-9—1308/1292, 9-10=-1922/1906, 10-11=-2505/2519, 11-12=-3148/3132, 12-13—687/691, 13-14=-318/154 BOT CHORD 25-26-3629/3654, 24-25-3124/3148, 23-24=-2511/2535, 22-23-1897/1860, 21-22-1241/1308, 20-21-671/695, 19-20=-671/695, 18-19=-1241/1308, 17-18=-1897/1860, 16-17=-2511/2535, 15-16=-3124/3148, 14-15=-3629/3654 WEBS 7-20-537/52, 12-15—2793/2406, 11-16-945/485, 10-17=-602/155, 9-18=-500/58, 8-19=-518/54, 2-25=-2793/2416, 3-24=-945/487, 4-23=-602/156, 5-22=-500/58, 6-21=-518/54, 2-26=-3931/3917, 12-14=-3931/3901 JOINT STRESS INDEX 1 = 0.79, 2 = 0.75, 3 = 0.18. 4 = 0.16, 5 = 0,16, 6 = 0.16, 7 = 0.16, 8 = 0.16, 9 = 0.16, 10 = 0.16, 11 = 0.18, 12 = 0.33,18 = 0.33, 19 = 0.33, 20 = 0,33, 21 = 0.33, 22 = 0.33, 23 = 0.33, 24 = 0.33, 25 = 0.91 and 26 = 0.71 0.75, 13 = 0.79, 14 = 0,71 NOTES 1) Wind: ASCE 7-05; 95mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cal. II; Exp C; enclosed; MWFRS (low-rise); caritilever left and righl exposed ; end vertical left and right exposed; Lumber D0L=1.00 plale grip D0L=1.00 2) Tmss designed for wind loads in the plane of the tmss only. For sluds exposed to wind (nonnal lo the face), see Standard Industry Gable End Details as applicable, or consull qualified building designer as per ANSI/TP11. 3) Provide adequate drainage to preveni waler ponding. 4) All plates are 2x4 MT20 unless othen«ise indicated. 5) Gable requires continuous bottom chord bearing. 6) Tmss lo be fully sheathed from one face or securely braced againsi laleral movement (i.e. diagonal web). 7) Gable studs spaced al 1-4-0 oc. 8) This tiuss has been designed for a 10.0 psf bottom chord live load nonconcurreni wilh any other live loads. WARNim Vergy design parameters and READ mTBS ON THIS AND imLtmED MTEK RBBRBmB PAGB MI74T3 rer. lOVSBBORE USE. Design vol'id tor use oniy with Miiek connectors. This design is based on^' upon parameters shown, and is tor on individual buiiding component. Applicability of design paramenters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to insure stability during constnjction Is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality contral, storage, delivery, erection and bracing, consurt ANSI/TPII QuoHly Crtterio, DSB-69 and BCSI BuHdlng Component Salety Information available fram Truss Plate Instrtute, 281 N. Lee Street Suite 312, Alexandria, VA 22314. MITek' 7777 Greenback Lane, Surte 109 Crtrus Heights. CA, 95610 Job Tmss Tmss Type Qty Ply HiKon Caristjad R33366885 HlLTON_CARLSBAD RJ5 GABLE 1 1 Job Reference (ootionall SelectBuild Distribution, Indio, CA - 92203 7.250 s Jan 28 2011 MiTek Industries, Inc. Thu Jul 14 09:34:09 2011 Page 2 ID:l2IODBRTySPeTJAolr1YqZzOnqQ-ggqT5rWwBABz68K4L7CO61AIIBi?hJ7vD0xCQSyy9ly NOTES 9) * This tmss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit behween Ihe bottom chord and any olher members. 10) A plale rating reduction of 20% has been applied for the green lumber members. 11) Provide mechanical connection (by olhers) of truss lo bearing plate capable of withstanding 40 Ib uplift al joint 20, 2700 Ib uplift al joint 15,408 Ib uplift at joinl 16,127 Ib uplift al joinl 17, 52 Ib uplift al jolnl 18,441b uplift al joint 19, 2712 Ib uplift al joinl 25, 410 Ib uplift al joinl 24, 127 Ib uplift at joinl 23, 52 Ib uplift at joinl 22, 441b uplift al joinl 21, 2969 Ib uplift al joinl 26 and 2957 Ib uplift al joinl 14, 12) This truss is designed in accordance with the 2009 Intemational Building Code section 2306.1 and referenced standard ANSI/TP11. 13) This Imss has been designed for a total drag load of 460 plf. Lumber D0L=(1.33) Plale grip D0L=(1.33) Conriecl Imss to resist drag loads along bottom chord from 0-0-0 to 16-2-8 for 460.0 plf. 14) Girder carries tie-in span(s): 8-0-0 from 0-0-0 to 16-2-8 15) Design assumes 4x2 (flal orientatton) puriins at oc spacing indicated, fastened lo tmss TC w( 2-10d nails. 16) In the LOAD CASE(S) section, loads applied lo the face of the Imss are noted as front (F) or back (B), LOADCASE(S) Standanj 1) Regular: Lumber lncrease=1.25, Plate lncrease=1.25 Uniform Loads (plf) Vert: 14-26=-20,1-13=-370(F=-294) A WARNim Verify design parameters and READ mTBS ON THIS AND imLUDO) MTEK RBBREmE PAGE Mr7473 rer. lOVSBBORBUSE. Design valid for use only w'rth Mitek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibilrty of building designer - not truss designer. Bracing shown is for lateral support of individual web memtjers only. Additional temporary bracing to insure stabint/ during constnjction is the responsitDillity of the erector. Additkjnal pennanent bracing of the overall structure is the responsibility of the building designer For general guidance regarding fatjrication. quality controL storage, deliver/, erection and bracing, consurt ANSI/TPII QuaHly Criteria, DSB-89 ond BCSI BuHdlng Component Safely Informalion available from Tnjss Plate Institute, 281 N. Lee Street. Suite 312. Atexandria, VA 22314. MITek' ^owKH TO ^mromK- 7777 Greenback Lane. SuHe 109 Crtrus Heights. CA. 95610 Job Truss Tmss Type Qty Ply Hilton Cartsbad R3336B886 HILTON_CARLSBAD Rje GABLE 1 1 Job Reference (ootionall SelectBuild Distribution, Indio, CA - 92203 7.250 s Jan 28 2011 MiTeklndustries, Inc. Thu Jul 14 09:53:10 2011 Paget ID:t2IODBRTySPeTJAolr1YqZzOnqQ-mAHpZ_KdUlx4VU2NhFAysfwkv8EqXLUrb2q4_pyy9U7 15-8-14 I 15-8-14 Scale = 1:25.7 12x16 = 1 2 3x6 5 3x6 11 6 3x6 11 7 3x6 11 8 12x16 = 12 13 26 25 24 23 22 21 20 19 6x16 II 12x16 = 2x4 II 2x4 II 2x4 II 2x4 18 2x4 17 16 12x16 = 6x16 II 15-5-6 Plate Offsets (X.Y): [13:0-2-10.0-3-71. [16:0-7-8.Edqe1. [24:0-7-8.Edoel LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 18.0 Lumber Increase 1.25 BCLL 0.0 * Rep Stress Incr NO BCDL 10.0 Code IBC2009/TPI2007 LUMBER TOP CHORD 2 X 8 DF No.2 G BOTCHORD 2X 4 DF No.l&BlrG WEBS 2 X 4 DF No.1 &Blr G 'Except* 3-23,11-17: 2X4 DF Slud G OTHERS 2 X 4 DF Slud G PLATES GRIP MT20 220/195 Weighl: 80 Ib FT = 20% BRACING TOP CHORD BOT CHORD JOINTS 2-0-0 oc purtins (5-9-3 max.): 1-13, excepi end verticals. Rigid celling directly applied or 5-0-14 oc bracing. 1 Brace al Jl(s): 1,13 tl REACTIONS (Ib/size) 20=299/15-8-14 (min. 0-4-2), 15=300/15-8-14 (min, 0-4-2), 16=313/15-8-14 (min. 0-4-2), 17=367/15-8-14 (min. 0-4-2), 18=339/15-8-14 (min. 0-4-2), 19=319/15-8-14 (min, 0-4-2), 25=300/15-8-14 (min. 0-4-2), 24=313/15-8-14 (min. 0-4-2), 23=367/15-8-14 (min, 0-4-2), 22=339/15-8-14 (min. 0-4-2), 21=319/15-8-14 (min. 0-4-2), 26=159/15-8-14 (min. 0-4-2), 14=159/15-8-14 (min. 0-4-2) Max Horz 26=-31(LC 10) Max Uplift 20-21 (LC 3), 15=-806(LC 11), 16=-948(LC 12), 17=-1144(LC 9), 18=-67(LC 9), 19=-27(LC 9), 25=-813(LC 12), 24=-947(LC 9), 23=-1144(LC 12), 22=-67(LC 14), 21=-27(LC 12), 26=-1045(LC 9), 14=-1038(LC 14) Max Grav 20=299(LC 1), 15=1086(LC 8), 16=1240(LC 7), 17=1484(LC 8), 18=383(LC 8), 19=324(LC 8), 25=1086(LC 7), 24=1240(LC 8), 23=1484(LC 7), 22=383(LC 7), 21=324(LC 7), 26=1181(LC 8), 14=1181(LC 7) MiTek recommends lhal Slabilizers and required cross bracing be inslailed during Iruss erection, in accordance with Stabilizer Installation guide. ORCES (Ib) - TOP CHORD BOT CHORD WEBS Maximum Compression/Maximum Tension 1-26=-176/70,1-2=-371/376, 2-3-1029/1004, 3-4=-2402/2405, 4-5=-1788/1792, 5-6=-1175/1178, 6-7=-562/565, 7-8—562/565, 8-9=-1175/1178, 9-10—1788/1792, 10-11 =-2402/2405, 11-12—1029/1004, 12-13—373/376, 13.14=-176/70 25-26=-1544/1575, 24-25=-998/1029, 23-24-323/416, 22-23-1789/1771, 21-22-1176/1176, 20-21-562/562, 19-20-562/562, 18-19-1176/1176, 17-18=-1789/1771, 16-17=-319/416, 15-16-994/1029, 14-15-1540/1575 7-20=-275/30, 12-15—9707729, 11-16-1193/939, 10-17=-537/265, 9-18=-358/80, 8-19-298/37, 2-25-970/734, 3-24=-1193/938, 4-23=-537/266, 5-22-358/80, 6-21 =-298/37, 2-26=-1732/1707, 12-14=-1732/1694, 3-23=-2490/2437 , 11-17=-2490/2436 JOINT STRESS INDEX 1 = 0.43, 2 = 0.00, 3 0.34, 18 = 0.12, 19 = = 0.00, 4 = 0.00, 5 = 0.07, 6 = 0,06, 7 = 0.05, 8 = 0,06, 9 = 0,07, 10 = 0.00, 11 = 0,00, 12 = 0.00, 13 = 0.43, 14 = 0.00 0.10, 20 = 0.10, 21 = 0.10, 22 = 0,12, 23 = 0.34, 24 = 0.68, 25 = 0.00 and 26 = 0.00 NOTES 1) Wind: ASCE 7-05; 95mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and righl exposed; Lumber D0L=1.00 plale grip D0L=1.00 2) Tmss designed for wind loads in the plane of the tmss only. For sluds exposed to wind (nomial lo Ihe face), see Standard Industry Gable End Details as applicable, or consull qualified building designer as per ANSI/TP11, 3) Provide adequate drainage lo prevent water ponding. 4) Gable requires continuous bottom chord bearing. 5) Tmss lo be fully shealhed from one face or securely braced against laleral movement (i.e. diagonal web). 6) Gable studs spaced at 1-4-0 oc. 7) This b\jss has been designed for a 10.0 psf bottom chord live load nonconcurreni wilh any other live loads. 2011 ^ WARNim Vergy design parameters and READ mTES ON THIS AND imLtmED MTEK RBBRBmB PAOB MI7473 rer. lOVSBBORBUSE. Design valid for use only wrth MITek connectors. This design is based only upon parameters shown, and is tor an individual building component. Applicatjility of design paramenters and proper incorporation of component is responsibility of tjuilding designer - not tnjss designer Bracing shown is for lateral support of individual web memtjers only. Additional temporary bracing to insure stability during constnjctkjn is the responsitjillity of the erector Additional pennanent bracing ot the overall structure is the responsibility of ttie building designer. For general guidance regarding fabrication, quality controL storage, dePr/ery, erection and IDracing, consurt ANSI/TPIT QuoHty Criterio. DSB-89 and BCSI BuHdlng Component Safety Inlormation ovailabte from Tnjss Plate Institute, 281 N. Lee Street. Surte 312. Atexondrio, VA 22314. M[Tek'^ 7777 Greenback Lane, Surte 109 Crtrus Heights. CA, 95610 Job Tmss Tmss Type Qty Ply Hilton Catlsbad R33366886 HIUTON_CAR LSBAD RJ6 GABLE 1 1 Job Reference (ootionall SelectBuild Distribution, Indio, CA - 92203 . _ ID:t2IODBRTySPeTJAolr1YqZzOnqQ-ENqBmKLFF23x6edZFzhBOsTvfXa3Gok?phaeWGyy9U6 NOTES 8) * This truss has been designed for a live load of 20.0psf on Ihe bottom chord in all areas where a rectangle 3-6-0 lall by 1-0-0 wide will fll behween the bottom chord and any other members. 9) A plale rating reduction of 20% has been applied for Ihe green lumber members. 10) Provide mechanical connection (by olhers) of tmss to bearirig plate capable of withstanding 21 Ib uplift al joint 20, 806 Ib uplift at joinl 15, 948 Ib uplift at joinl 16,1144 Ib uplift at joinl 17, 67 Ib uplift al jolnl 18, 27 Ib uplift at joint 19. 813 Ib uplift at jolnl 25, 947 Ib uplift at joinl 24,1144 Ib uplift al joinl 23, 67 Ib uplift at joint 22, 27 Ib uplift al joint 21,1045 Ib uplift at joint 26 and 1038 lb uplift at joint 14, 11) This ti'uss is designed in accordance with the 2009 Intemalional Building Code section 2306.1 and referenced standard ANSI/TP11. 12) This tiuss has been designed for a total drag load of 460 plf. Lumber D0L=(1.33) Plate grip D0L=(1.33) Connect Imss lo resist drag loads along bottom chord from 0-0-0 10 15-8-14 for 460.0 plf. 13) Girder canies tie-in span(s): 8-6-0 from 0-0-0 to 15-8-14 14) Design assumes 4x2 (fiat orientation) puriins al oc spacing indicated, fastened lo tmss TC wl 2-10d nails. 16) In the LOAD CASE(S) seclion. loads applied lo the face of the Imss are noted as front (F) or back (B). LOADCASE(S) Standard 1) Regular: Lumber lncrease=1.25, Plale lncrease=1.25 Uniform Loads (plf) Vert: 14-26=-20,1-13=-232(F=-156) ^ WARNim Verify design parameters and READ mTES ON THIS AND imLtmSD MTBK RBBRBmB PAGB M17473 rer. 10 VS BBFORE USB. [Resign valid for use only w'rth Miiek connectors. This design is based only upon parameters shown, and Is for on Individual building component. Applicabilrty of design paramenters and proper 'incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web memtjers onty. Additional temporary bracing to insure stability during constnjction is the responsitjillity of the erector. Additional pemianent bracing of fhe overall stnjcture is the responsibility of ttie building designer. For general guidance regarding fatjrication. qualify contral. storage, delivery, erection and txacing, consurt ANSI/TPII QuoHty Crtteria, DSB-89 ond BCSI BuHdlng Component Salety Informalion available fromTnjss Plate Institute, 281 N. Lee Street. Suite 312. Alexandria. VA 22314. MITek' 7777 Greenback Lane, Suite 109 Crtms Heights, CA. 95610 Job Tmss Truss Type Qty Ply Hilton Cartsbad R33366S87 H1LT0N_CARLSBAD RXA GABLE 1 1 Job Reference (ootionall SelectBuild Distribution, Indio, CA - 92203 7.250 s Jan 28 2011 MITek Industries, Inc. Thu Jul 14 09:48:13 2011 Page 1 ID:l2IODBRTySPeTJAolr1YqZzOnqQ-z1qXDQkKQUWDMn'HnNLIK07zxPpsRAV7IKOs2Xyy9Ym 4-10-10 I 4-10-10 TRUSS TO BE FULLY SHEATHED FROM ONE FACE OR SECURELY BRACED AGAINST LATERAL MOVEMENT (I.E. DIAGONAL WEB). 0-3-8 7 6 5 QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEWTHE INPUT LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. 2x4 II 2x4 11 2x4 II 4=Z=2 5x14 II 4-10-10 I 0-3-8 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) l/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.41 Vert(LL) n/a -n/a 999 MT20 220/195 TCDL 18.0 Lumber Increase 1.25 BC 0.50 Vert(TL) n/a -n/a 999 BCLL 0.0 * Rep Stress Incr NO WB 0.10 Horz(TL) 0.00 6 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix) Weighl: 24 Ib FT = 20% LUMBER TOP CHORD BOT CHORD WEBS OTHERS REACTIONS 2 X 8 DF No.2 G 2X4DF No.l&BlrG 2X6DF No.l&BlrG 2 X 4 DF Stud G BRACING TOP CHORD BOT CHORD JOINTS 2-0-0 oc puriins: 1-3, excepi end verticals. Rigid ceiling directly applied or 6-0-0 oc bradng. 1 Brace al Jl(s): 1,3 (Ib/size) 8=246/4-10-10 (min. 0-1-8), 4=246/4-10-10 (min, 0-1-8), 6=578/4-10-10 (min. 0-1-8), Max Horz 8=-31(LC 9) Max Uplift 8=-635(LC 9), 4=-631(LC 12), 6=-53(LC 11), 5=-389(LC 9), 7=-391(LC 12) Max Grav 8=852(LC 8), 4=852(LC 7), 6=578(LC 1), 5=418(LC 8), 7=418(LC 7) MiTek recommends lhat Stabilizers and required cross bracing be installed during truss ereclion. in accordance with Stabilizer Installation guide. 5=22/4-10-10 (min. 0-1-8), 7=22/4-10-10 (min. 0-1-8) ^^El FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-8=-510/304, 1-2=-1076/1033, 2-3-1076/1033, 3-4-510/302 BOT CHORD 7-8=-1033/1076, 6-7=-528/571, 5-6=-528/571, 4-5=-1033/1076 BS 2-6-555/63 UNT STRESS INDEX 1 =0.00,2 = 0.10,3 = 0.00, 4 = 0.96. 5 = 0.00, 6 = 0.20, 7 = 0.00, 8 = 0.96, 9 = 0.00 and 10 = 0.00 NOTES 1) Wind: ASCE 7-05; 95mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and righl exposed ; end vertical left and righl exposed; Lumber D0L=1.00 plale grip D0L=1.00 2) Truss designed for wind loads in Ihe plane of the tmss only. For sluds exposed lo wind (nonnal lo the face), see Standard Induslry Gable End Details as applicable, or consull qualified building designer as per ANSI/TP11. 3) Provide adequate drainage lo preveni water ponding. 4) Gable requires continuous bottom chord bearing. 5) Tmss to be fully shealhed from one face or securely braced againsi lateral movement (i.e. diagonal web). 6) Gable studs spaced al 1-4-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurreni wilh any olher live loads. 8) * This tmss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 lall by 1-0-0 wide will fit between the bottom chord and any other members. 9) A plate rating reduction of 20% has been applied for the green lumber members. 10) Provide mechanical connection (by olhers) of tmss to bearing plate capable of wilhslanding 635 Ib uplift al joint 8, 631 Ib uplift at joinl 4, 53 Ib uplift at joinl 6, 389 Ib uplift al joinl 5 and 391 Ib uplift al joint 7, 11) This truss is designed in accordance with the 2009 Intemational Building Code section 2306.1 and referenced standard ANSI/TPI 1. 12) This tiuss has been designed for a lolal drag load of 460 plf. Lumber D0L=(1.33) Plate grip D0L=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 4-10-10 for 460.0 plf. 13) Girder carries tie-in span(s): 8-6-0 from 0-0-0 lo 15-8-14 14) Design assumes 4x2 (flal orientation) puriins al oc spacing indicated, fastened lo trass TC wl 2-10d nails. 15) In the LOAD CASE(S) section, loads applied lo the face of Ihe tmss are noted as front (F) or back (B). 4,2011 A WARNim Vergy design parameters and READ mTES ON THIS AND imLtmBD MTEK RBBRBmB PAGE Ml 7473 rer. lOVSBBORBUSE. Design valid for use only with fvliTek connectors. This design Is based onf/ upon parameters shown, and is for an indlvkdual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing stiown IS fcjT laterol support of ind'rviduol web memtjers onty. Add'itlrjnol temporary bracing lo Insure stability during conslruclion is the responsibillify ot the erector. Additional pennanent bracing of the overall structure Is the responsibility of the buHding designer. For general guidance regarding faiDricotion, quality controL storage, delivery, erection and tjrocing, consurt ANSI/TPII QuaHty Crtteria, DSB-89 and BCSI BuHdlng Componeni Sofety Information available trom Tnjss Plate Institute, 281 N. Lee Street. Suite 312. Alexandria. VA 22314. MiTek' 7777 Greenback Lane, Surte 109 Citrus Heights, CA. 95610 Job Tmss Tmss Type Qty Ply Hilton Cartsbad R33366887 HILTON_CARLSBAD RJ6A GABLE 1 1 Job Reference (ootionall SelectBuild Distribution, Indio, CA - 92203 7.250 s Jan 28 2011 MiTek Industries, Inc. Thu Jul 14 09:48:13 2011 Page 2 ID:t2IODBRTySPeTJAolr1YqZzOnqQ-z1qXDQkKQUWDMrrHnNLIK07zxPpsRAV7IKOs2Xyy9Ym LOADCASE(S) Standard 1) Regular: Lumber Increase^l.25. Plate lncrease=1.25 Uniform Loads (plf) Vert: 4-8=-20,1-3=-232(F=-156) ^ WARNING Verify daign parameters and READ NOTES ON THIS AND INCLtmBD mTEK RBERENCB PAGE mr 7473 rer. 10'08 BBFORE USE. Design valid for use only with MITek connectors. This design is txised only upon parameters shown, and is for on indiv'idual building component. ApplicabiRty of design paramenters ar>d proper incorporation of component Is responsibiiity of building designer - not truss designer. Bracing shown 'ts for lateral support of irKiividual web members only. Additional temporary bracing to insure stability durir>g constnjction is the responsibillity of the erector. Additional pennanent bracing of the overall stnjcture is the responsibility of the building designer. For general guidance regarding fabrication, quality contncl, storage, delivery, erection and bracing, consult ANSI/TPII QualHy Citteria, DSB-89 and BCSI Budding Component Safety Information available from Truss Plate Inslitute, 281 N. Lee Street, Suite 312, Alexandria, VA 22314. MITek' 7777 Greenback Lane, Surte 109 Crtrus Heights, CA, 95610 Job Truss Truss Type Qty Ply Hilton Cartsbad R33366888 HILTON_CAR LSBAD RJ7 GABLE 1 1 Job Reference (ootionall SelectBuild Distribution, Indio, CA - 92203 16-2-6 7.250 s Jan 28 2011 MiTek Industries, Inc. Thu Jul 14 09:48:34 2011 Page 1 ID:t2IODBRTySPeTJAolr1YqZzOnqQ-s4bTdc_VUx9EO3yKWHDEgSUaqt20sZkD75zTHpyy9YR QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEWTHE INPUT LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE ON PAGE 2. Scale = 1:26.9 8x8 = 3 6x6 : 6 8x8 : 11 1—1 l-l n n ^ \ r-n v\AA/ W • 1 ~ I 25 6x16 II 24 2X4 II 22 8x6 : 20 2x4, II 16 2x4 II 15 6x16 14 6x6 = 16-2-6 Plate Offsets (X,Y): [3:0-3-8,0-5-81,111:0-3-8.0-5-81,115:0-6-12.0-3-01. [25:0-6-12,0-3-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) l/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.27 Verl(LL) n/a -n/a 999 MT20 220/195 TCDL 18.0 Lumber Increase 1.25 BC 0.23 Ven(TL) n/a -n/a 999 BCLL 0.0 * Rep Slress Incr NO WB 0.54 Hotz(TL) 0.00 20 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 {Matnx) Weighl: 8f ! Ib FT = 20% LUMBER TOP CHORD BOT CHORD WEBS OTHERS 2 X 8 DF No.2 G 2X4DF No.l&BlrG 2 X 4 DF Slud G 2 X 4 DF Stud G BRACING TOP CHORD BOT CHORD JOINTS 2-0-0 oc puriins (6-0-0 max.): 1-13, excepi end verticals. Rigid ceiling directly applied or 6-0-0 oc bracing. 1 Brace at Jl(s): 1,13 REACTIONS (Ib/size) 20=250/16-2-6 (min. 0-3-1), 15=279/16-2-6 (min. 0-3-1), 16=27/16-2-6 (min, 0-3-1), 17=411/16-2-6 (min. 0-3-1), 18=258/16-2-6 (min. 0-3-1), 19=216/16-2-6 (min. 0-3-1), 25=279/16-2-6 (min. 0-3-1), 24=27/16-2-6 (min. 0-3-1), 23=411/16-2-6 (min. 0-3-1), 22=258/16-2-6 (min. 0-3-1), 21=216/16-2-6 (min. 0-3-1), 26=116/16-2-6 (min. 0-3-1), 14=116/16-2-6 (min. 0-3-1) Max Horz 26=-35(LC 9) Max Uplifl 20-17(LC 4), 15=-480(LC 11), 16=-7(LC 12), 17=-281(LC 13), 18=-865(LC 14), 19=-940(LC 11), 25=-488(LC 12), 24=-7(LC 9), 23=-282(LC 12), 22=-866(LC 9), 21=-942(LC 12), 26=-855(LC 9), 14=-847(LC 14) Max Grav 20=25Q(LC 1), 15=736(LC 8), 16=53(LC 2), 17=653(LC 8), 18=1102(LC 7), 19=1U2(LC 8), 25=736(LC 7), 24=53(LC 2), 23=653(LC 7), 22=1102(LC 8), 21=1142(LC 7), 26=951(LC 8), 14=951(LC 7) MfTek recommends lhal Stabilizers and required cross bracing be installed during tmss ereclion, in accordance wilh Stabilizer Installation guide. ORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-26=-194/146,1-2=-422/429, 2-3=-726/687, 3-4=-961/1007, 4-5=-415/461, 5-6=-839/885, 6-7=-668/674, 7-8=-668/674, 8-9=-841/885, 9-10=-417/461, 10-11 =-964/1007, 11-12=-726/687, 12-13=-424/429, 13-14=-194/146 BOT CHORD 25-26=-1229/1273, 24-25=-683/726, 23-24=-581/624, 22-23=-461/359. 21-22—1277/1280, 20-21 =-664/667, 19-20=-664/667, 18-19-1277/1280, 17-18=-461/357, 16-17-575/624, 15-16—677/726, 14-15=-1224/1273 WEBS 7-20-221/29. 12-15-633/417, 10-17=-857/612, 9-18=-459/295, 8-19-1115/952, 2-25=-633/421, 4-23-857/612, 5- 22—459/295, 6-21—1115/953, 2-26—1488/1440, 12-14—1488/1426, 3-23—1419/1284, 11-17—1419/1282, 6- 22=-1926/1869, 8-18=-1926/1867 JOINT STRESS INDEX 1 =0.55, 2 = 0.00, 3 = 0.27,4 = 0.23, 5 = 0.15, 6 = 0.58, 7 = 0.15, 8 = 0.58, 9 = 0.15, 10 = 0,23, 11 = 0.27, 12 = 0.00, 13 = 0,72, 18 = 0.54, 19 = 0.36, 20 = 0.33, 21 = 0,36, 22 = 0,54, 23 = 0.72, 24 = 0.33, 25 = 0,39 and 26 = 0,39 0.55, 14 = 0.39 NOTES 1) Wind: ASCE 7-05; 95mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and righl exposed ; end vertical left and righl exposed; Lumber D0L=1.00 plale grip D0L=1.00 2) Truss designed for wind loads in the plane of the Imss only. For sluds exposed to wind (normal to the face), see Standard Induslry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) Provide adequate drainage to prevent water ponding. 4) All plates are 3x6 MT20 unless oUierwise indicated. 5) Gable requires continuous bottom chord bearirig. 6) Tmss lo be fully shealhed from ooe face or securely braced againsi laleral movement (i.e. diagonal web). 7) Gable sluds spaced at 1-4-0 oc. 8) This tmss has been designed for a 10.0 psf boltom chord live load nonconcurreni with any olher live loads. 2011 A WARNim Vergy design parameters and READ mTES ON THIS AND imLtmSD MTTEK RBBRBmB PAGE Ml 7473 rer. lOVSBBORE USB. Des'ign voTid tor use only with MiTek connectors. This design is based only upon parameters shown, ond 'is for on individual building component. Applicability of design paramenters and proper incorporation of componenf Is responsibility of building designer - nof fruss designer Bracing shown is for lateral support of individual web memtjeis onty. Additional temporoiY bracing to insure stabirrty during constnjction is the responsibillity of the erector Additional pennanent bracing of the overall structure Is the responsibility of the building designer For general guidance regarding fabrication, qualrty control, storage, delivery, erection and txacing, consurt ANSl/TPll QuaHty Criteria. DS6-89 and BCSI BuHdlng Component Safely InfornioHon ovoilabte fram Tnjss Plate Institute, 281 N. Lee Street Suite 312. Alexandria. VA 22314. MiTek' 7777 Greenback Lane, Suite 109 Crtrus Heights. CA. 95610 Job Truss Truss Type Qty Ply Hilton Caristjad R33366888 HlLTON_CARLSBAD RJ7 GABLE 1 1 Job Reference (ootionall SelectBuild Distritjution, Indio, CA - 92203 7,250 s Jan 28 2011 MiTek Industries, Inc. Thu Jul 14 09:46:34 2011 Page 2 ID:t2IODBRTySPeTJAolr1YqZzOnqQ-s4bTdc_VUx9EO3yKWHDEgSUaql20sZkD75zTHpyy9YR NOTES 9) * This tmss has been designed for a live load of 20.0psf on the boltom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the botlom chord and any olher members. 10) A plate rating reduction of 20% has been applied for Ihe green lumber members. 11) Provide mechanical connection (by olhers) of truss to bearing plale capable of withstanding 17 Ib uplift al joint 20, 480 Ib uplift at joint 15, 7 Ib uplift al joinl 16, 281 Ib uplift al joinl 17, 865 Ib uplift at joint 18, 940 Ib uplift al joinl 19, 488 Ib uplift al joinl 25, 7 Ib uplift al joinl 24, 282 Ib uplift al joint 23, 866 Ib uplift al joinl 22, 942 Ib uplift at joinl 21, 855 Ib uplift al joinl 26 and 847 Ib uplift al joinl 14. 12) This ti\iss is designed in accordance wilh Ihe 2009 Intemational Building Code section 2306.1 and referenced standard ANSI/TP11. 13) This tiuss has been designed for a lolal drag load of 460 plf. Lumber D0L=(1.33) Plate grip D0L=(1.33) Connect tmss to resist drag loads along bottom chord from 0-0-0 lo 16-2-6 for 460.0 plf. 14) Girder canies lie-in span(s): 5-6-0 from 0-0-0 lo 16-2-6 15) Design assumes 4x2 (flat orienlation) puriiris al oc spacing indicated, fastened lo tmss TC wl 2-1 Od nails. 16) In the LOAD CASE(S) section, loads applied to Ihe face of the Imss are noted as front (F) or back (B). LOADCASE(S) Standard 1) Regular: Lumber lncrease=1.25, Plale lncrease=1.25 Uniform Loads (plf) Vert: 14-26=-20,1-13=-160(F=-84) A WARNim Verify design parameters and READ mVES ON THIS AND imLUDBD MTTEK RBBRBmB PAGB M17473 rer. lOVSBBORBUSE. Design valid tor use only with MiTek connectors. This design 'B based only upon parametera shown, and Is for an Individual building component. Applicability of design paramenters and proper incorporation ot component is responsibility of building designer - not truss designer Bracing shown is for lateral support of Individual web memlDera on^-. Additional temporary bracing to insure stability during consfnjction Is the responsibillity of the erector. Additional pennanent tjracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quolify control, storage, delivery, erection and tjrocing, consurt ANSI/TPII QuaHty Crtteria, DSB-89 and BCSI BuHdlng Componenf Sofety Information available from TRJSS Plate Institute, 281 N. Lee Sfreet Suite 312, Atexandria, VA 22314. MITek' raWCM TO ^mfTlRM.-7777 Greenback Lane, Surte 109 Crtrus Heights, CA. 95610 Job Tmss Tmss Type Qty Ply Hillon Carisbad Ply R33366889 HILTON_CARLSBAD RJ7A GABLE 5 1 Job Reference (optionall SelectBuild Distribution, Indio, CA - 92203 7.250 s May 11 2011 MiTek Industries, Inc. Thu Jul 14 05:48:51 2011 Page 1 ID:t2IODBRTySPeTJAolr1YqZzOnqQ-Sc24DpXmh73b(qwAYOpQQslcG?AUPckAluMuz_yyD3A I-4-10-18 Plale Offsets (X.Y): 12:0-3-9.0-5-121. [4:0-3-9.0-5-121 ILOADING (psf) 'TCLL 20.0 TCDL 18.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr NO Code IBC2009/TPI2007 CSI TC 0.35 BC 0.14 WB 0.43 (Matrix) DEFL Vert(LL) Vert(TL) Horz(TL) in (loc) l/defl L/d n/a -n/a 999 n/a -n/a 999 0.00 8 n/a n/a PLATES GRIP MT20 220/195 Weight: 27 Ib FT = 20% LUMBER TOP CHORD BOT CHORD WEBS OTHERS 2 X 8 DF No.2 G 2X4DF No.l&BlrG 2 X 4 DF No.1 &Btr G 'Excepr 2-10,4-6: 2X4DF Slud G 2 X 4 DF Stud G BRACING TOP CHORD BOT CHORD JOINTS 2-0-0 oc puriins: 1-5, except end verticals. Rigid ceiling directly applied or 6-0-0 oc bracing. 1 Brace at Jt(s): 1, 5 MiTek recommends lhat Slabilizers and required cross bracing be installed during tmss erecllon, in accordance wilh Stabilizer Installation quide, QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEWTHE INPUT REACTIONS All bearings 4-10-10, LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE (Ib) - Max Horz 10=34(LC 4) SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. Max Uplift All uplift 100 Ib or less at joinl(s) 8 excepi 10=-492(LC 9), 6-487(LC 12) Max Grav All reactions 250 Ib or less at joinl(s) 7, 9 excepi 8=509(LC 8), 10=742(LC 8), 6=742(LC 7) FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-10=-715/580, 1-2=-484/489, 2-3=-699/606, 3-4—699/606, 4-5-484/489, 5-6=-715/577 BOT CHORD 9-10-1026/1121, 8-9=-535/630, 7-8-535/630, 6-7-1026/1121 1 WEBS 3-8-489/59, 2-10=-1631/1501, 4-6=-1631/1490 NOTES 1) Wind: ASCE 7-05; 95mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and righl ejqDOsed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 2) Tmss designed for wind loads in the plane of the Imss only. For sluds exposed lo wind (normal to the face), see Standard Industry Gable End Details as applicable, or consull qualified building designer as per ANSI/TPI 1-2002. 3) Provide adequate drainage lo prevent waler ponding. 4) Gable requires continuous botlom chord bearing. 5) Tmss lo be fully sheathed from one face or securely braced against laleral movement (i.e. diagonal web). 6) Gable sluds spaced al 1 -4-0 oc. 7) This Imss has been designed for a 10.0 psf bottom chord live load nonconcurrent wilh any other live loads. 8) * This Imss has been designed for a live load of 20.Opsf on the boltom chord In all areas where a rectangle 3-6-0 lall by 1-0-0 wide will fil betiween the bottom chord and any olher members. 9) A plale rating reduction of 20% has been applied for Ihe green lumber members. 10) This Iruss is designed in accordance wilh the 2009 Intemational Building Code section 2306.1 and referenced standard ANSI/TP11. 11) This Iruss has been designed for a total drag load of 460 plf. Lumber D0L=(1.33) Plate grip DOL=(1.33) Connect truss lo resist drag loads along bottom chord from 0-0-0 lo 4-10-10 for 460.0 plf. 12) Girder carries tie-in span(s): 8-3-0 from 0-0-0 to 4-10-10 13) Design assumes 4x2 (flal orienlation) puriiris al oc spacing indicaled, fastened to tmss TC wl 2-10d nails. 14) In the LOAD CASE(S) section, loads applied lo the face of the tmss are noted as front (F) or back (B), LOADCASE{S) Standard Continued on page 2 14,2011 A WARNim Vergy design parameters and READ mTBS ON THIS AND INCLtmBD MTEK REFERBmB PAGB MI 7473 rer. lOVSBBORE USB. Design valid for use only with Miiek connectors. This design is based only upon parameters shown, and is for an individual building component Applicabilrty of design poramentera and proper Incorporation of component Is responsitjilrty of building designer - not truss designer Bracing shown is for lateral support of individual web memlDers only. Additional temporary tjracing to insure stabllrty during construction is the responsibillity of the erector Additional pennanent bracing of the overall structure is ttie responsibility of the building designer. For general guidance regarding fatjrication. quality controt storage, delivery, erection and bracing, consurt ANSI/TPII QuoHly Criteria, DSB-89 and BCSI BuHdlng Component Solely Informalion avaiiabte from Truss Plate Institute, 281 N. Lee Street Suite 312. Atexandria, VA 22314. MITek' 7777 Greenback Lane, Surte 109 Crtrus Heights, CA, 95610 Job Tmss Tmss Type Qty Ply Hilton Carisbad Ply R33366889 HILTON_CARLSBAD RJ7A GABLE 5 1 Job Reference (optionall SelectBuild Distiibution, Indio, CA - 92203 LOADCASE(S) Slandani 1) Regular: Lumber lncrease=1.25, Plale lncrease=1.25 Uniform Loads (plf) Vert: 6-10=-20, 1-5=-226(F-150) 7.250 s May 11 2011 MiTek Industries, Inc. Thu Jul 14 05:48:51 2011 Page 2 ID:l2IODBRTySPeTJAolr1YqZzOnqQ-Sc24DpXmh73b<qwAYOpQQslcG?AUPckAluMuz_yyD3A A WARNim Vergy design parameters and READ mTES ON THIS AND imLtmBDMTlEK RBBREmE PAGB Ml 7473 rer. lOVSBBOREUSB. Design volkJ for use only with MiTek connectors. This design is based only upon parametera shown, and 'is for an individual building component Applicobirrty of design paramentere and proper incorporation of component is responsitDility of building designer - not truss designer. Bracing shown is for kjteral support of individual web members only. Additional temporary txacing to insure statDi'rrty during construction is the responsibillrty of the erector. Additional pemianent bracing of the overall sttucture Is the responsibility of ttie building designer. For general guidance regarding fatjrication. qualrty contraL storage, delivery, erection and bracing, consurt ANSI/TPII QuaMy Criieria. DSB-89 and BCSI BuHdlng Component Safety Information available from Truss Plate Institute, 281 N. Lee Street Suite 312, Atexandria, VA 22314, MiTek' 7777 Greenback Lane, Surte 109 Crtrus Heights, CA, 95610 Job Truss Tmss Type Qty Ply Hilton C^artsbad R333ee890 HILTON,CARLSB/i\D RJ7B GABLE 6 1 Job Reference (optionall SelectBuild Distribution, Indio, CA - 92203 h-15-8-14 7.250 s Jan 28 2011 MiTek Industries, Inc. Thu Jul 14 09:49:20 2011 Page 1 ID:t2IODBRTySPeTJAolr1YqZzOnqQ-VwNsHLYMe4yiv8TADy20X8OQqQkneK4_iF7vu9yy9Xj Scale =1:26.2 QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEWTHE INPUT LENGTH AND PLACEMENT OF CONNECTION TO TFJANSFER LATEFJAL FORCES TO THE SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE ON PAGE 2. 5x6 = 2 4x8 • 9 5x6 10 n n [71 [71 1—1 y y y L y h v^AAAA/VWv\ WVSA/ a n a n n u D 20 2x4 II 19 2x4 18 2x4 II 17 2x4 II 16 2x4 II 12 6x6 : 1S-5-6 Plate Offsets (X.Yl: [3:0-3-8.0-2-01. [9:0-3-8.0-2-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) l/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.35 Vert(LL) n/a -n/a 999 MT20 220/195 TCDL 18.0 Lumber Increase 1.25 BC 0.29 Vert(TL) n/a -n/a 999 BCLL 0.0 * Rep Stress Incr NO WB 0.74 Horz(TL) 0.01 18 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix) Weight: 83 Ib FT = 20% LUMBER TOP CHORD BOT CHORD WEBS OTHERS 2 X 8 DF No.2 G 2X4 DF No.l&BtrG 2 X 4 DF No.l&Btr G 'Except* 3-21,9-15: 2X4 DF Stud G 2 X 4 DF Stud G "Except* 10-13,2-23: 2X4 DF No,1&BlrG BRACING TOP CHORD BOT CHORD JOINTS 2-0-0 oc puriins (5-9-6 max.): 1-11, except end verticals. Rigid celling directly applied or 4-11-9 oc bracing. 1 Brace at Jl(s); 1,11 MITek recommends lhat Stabilizers and required cross bracing be inslailed during ti\iss ereclion, in accordance wilh Stabilizer Installation guide. REACTIONS (Ib/size) 18=206/15-8-14 (min. 0-2-15), 13=176/15-8-14 (min. 0-2-15), 14=335/15-8-14 (min. 0-2-15). 15=76/15-8-14 (min. 0-2-15), 16=384/15-8-14 (min. 0-2-15), 17=197/15-8-14 (min. 0-2-15), 23=176/15-8-14 (min. 0-2-15), 22=335/15-8-14 (min. 0-2-15), 21=76/15-8-14 (min, 0-2-15), 20=384/15-8-14 (min. 0-2-15), 19=197/15-8-14 (min. 0-2-15), 24=119/15-8-14 (min. 0-2-15), 12=119/15-8-14 (min, 0-2-15) Max Horz 24=-35(LC 9) Max Uplift 18=-14(LC 4), 13=-982(LC 11), 14=-1338(LC 12), 15=-1632(LC 9), 16—173(LC 12), 17=-67(LC 9), 23=-991(LC 12), 22=-1338(LC 9), 21-1634(LC 12), 20-173(LC 9), 19=-67(LC 12), 24=-1240(LC 9), 12=-1230(LC 14) Max Grav 18=206(LC 1), 13=1149(LC 8), 14=1641(LC 7), 15=1712(LC 8), 16=523(LC 7), 17=252(LC 8), 23=1149(LC 7), 22=1641(LC 8), 21=1712(LC 7), 20=523(LC 8), 19=252(LC 7), 24=1336(LC 8), 12=1336(LC 7) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-24—163/95, 1-2=-388/395, 2-3-1111/1092, 3-4=-2404/2413, 4-5=-1177/1179, 5-6-564/573, 6-7-564/573, 7-8=-1177/1179, 8-9-2404/2413,9-10-1111/1092, 10-11-390/395, 11-12-163/95 BOTCHORD 23-24=-1632/1657, 22-23=-1086/1111, 21-22=-473/497, 20-21=-1867/1827, 19-20-1187/1178, 18-19-573/565, 17-18=-573/565, 16-17-1187/1178. 15-16-1867/1827, 14-15=-468/497, 13-14-1082/1111, 12-13=-1628/1657 WEBS 6-18=-182/24, 10-13=-1029/902, 9-14-1594/1325, 8-16-492/184, 7-17=-226/77, 2-23-1029/908, 3-22=-1594/1325, 4-20=-492/184, 5-19-226/77, 2-24-1945/1927, 10-12-1945/1911, 3-21 =-2606/2544, 9-15=-2606/2542 JOINT STRESS INDEX 1 =0,70,2 = 0.59,3 = 0.71,4 = 0.08, 18 = 0.07, 19 = 0.08, 20 = 0,09, 5 = 0.04, 6 = 0,03, 7 = 0.04, 8 = 0.09, 9 = 0.71, 10 = 0,59, 11 = 0.70, 12 = 0.52, 13 = 0.34, 14 = 0.50, 1, 0.17, 21 = 0.73, 22 = 0,50, 23 = 0.34, 24 = 0.52, 25 = 0.00 and 26 = 0.00 NOTES 1) Wind: ASCE 7-05; 95mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cal. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and righl exposed: Lumber D0L=1.00 plate grip D0L=1.00 2) Tmss designed for wind loads in Ihe plane of the tmss only. For sluds exposed lo wind (nonnal lo Ihe face), see Standard Induslry Gable End Details as applicable, or consull qualified building designer as per ANSI/TP11. 3) Provide adequate drainage lo preveni water ponding. 4) All plates are 3x6 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 6) Tmss to be fully sheathed from one face or securely braced against lateral movement (I.e. diagonal web). 7) Gable sluds spaced al 1-4-0 oc. 8) This tmss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any olher live loads. A WARNim Vergy design parameters and READ mTBS ON THIS AND UlCLtmBD MTBK RBBREmE PAOE Ml 7473 rer. 10 VS BBORB tmE. Design valid lor use only with MiTek conneclore. This design is based only upon parametere shown, and Is for an individual building component. Applicabilrty of design paramentere and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web memtjere only. Additional temporary bracing to insure stability during construction 'is the responsibillity of the erector Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fatlrication. quality contraL storage, delivery, erection and txacing, consurt ANSI/TPII QuaHly Criteria, DSB-89 and BCSI BuHdlng Componeni Safely Information ovoiloble from Tnjss Plate Institute, 281 N. Lee Street Suite 312. Alexandria. VA 22314. MITek' rowKff TO mmnrOfH.' 7777 Greenback Lane, Surte 109 Crtrus Heights. CA. 95610 Job Tmss Truss Type Qty Piy Hilton Cartsbad R33366890 HILTON_CARLSBAD RJ7B GABLE 6 1 Job Reference (ootionall SelectBuild Distribution, Indio, CA-92203 7.260 s Jan 28 2011 Mitek Industries, Inc Thu Jul 14 09:49:20 2011 Page2 ID:l2IODBRTySPeTJAolr1YqZzOnqQ-VwNsHLYMe4yiv8TADy20X8OQqQkneK4_iF7vu9yy9Xj NOTES 9) * This Imss has been designed for a live load of 20.0psf on the bottom chord In all areas where a rectangle 3-6-0 lall by 1 -0-0 wide will fil behween the bottom chord and any olher members. 10) A plate rating reduction of 20% has been applied for the green lumber members. 11) Provide mechanical connection (by ottiers) of tmss lo bearing plale capable of wilhslanding 14 Ib uplift al joint 18, 982 Ib uplift at joinl 13, 1338 Ib uplift at joinl 14, 1632 Ib uplift al joint 15,173 Ib uplift al joinl 16, 67 Ib uplift al joinl 17, 991 Ib uplift at joinl 23,13381b uplift al jolnl 22, 1634 Ib uplift al joint 21, 173 Ib uplift at joinl 20, 67 Ib uplift al joinl 19, 1240 Ib uplift at joint 24 and 1230 Ib uplift al joinl 12, 12) This Imss is designed in accordance wilh Ihe 2009 Intemational Building Code section 2306.1 and referenced standard ANSI/TP11. 13) This tiuss has been designed for a lolal drag load of 460 plf. Lumber D0L=(1.33) Plate grip D0L=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 15-8-14 for 460.0 plf. 14) Girder carries tie-in span(s): 5-6-0 from 0-0-0 lo 15-8-14 15) Design assumes 4x2 (flat orienlation) puriins al oc spacing indicaled, fastened lo Imss TC wl 2-10d nails. 16) In the LOAD CASE(S) section, loads applied lo Ihe face oflhe tmss are noted as front (F) or back (B). LOADCASE(S) Standard 1) Regular: Lumber lncrease=1.25, Plate lncrease=1.25 Uniform Loads (plf) Vert: 12-24=-20, 1-11=-160(F=-84) A WARNim Verify design parameters and READ mTBS ON THIS AND BKLtmBD MTTEK REFERBmB PAGE M174T3 rer. lOVSBBORBUSE. Des'ign valid for use only with MiTek connectore. This design Is based only upon porometere shown, and Is for on Individual building component. Appllcabil'rty of design poramenfere and proper incorporation of component Is responsibility of building designer - not fruss designer. Bracing shown is for kjteral support of individual web memtjere on^. Additional temporary tjracing to insure stability during construction is the responsibillity of the erector. Addltbnal permanent bracing of the overall structure is ttie responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consurt ANSI/TPII QuoHly Crtterta, DSB-89 and BCSI BuHdlng Componeni Safely tnlomtollon ovailabte from Truss Plate Institute, 281 N. Lee Street Suite 312, Alexandria, VA 22314. MiTek' 7777 Greenback Lane, Suite 109 Crtrus Heights, CA, 95610 Job Truss Tmss Type Qty Ply Hirton Caristjad R33366891 HILTON_C/URLSBAD RJ7C GABLE 1 1 Job Reference (ootionall SelectBuild Distribution, Indio, CA - 92203 4-1-6 7,250 s Jan 28 2011 MiTek Industries. Inc. Thu Jul 14 09:50:05 2011 Page 1 ID:t2IODBRTySPeTJAolr1YqZzOnqQ-hab0<j5a2vdKo2PpLvLZsem7DZ3lhmc2IWb_2yy9X0 3x6 II 3x6 II Scale = 1:10.0 8 7 6 5x16 II 2x4 II 2x4 II TRUSS TO BE FULLY SHEATHED FROM ONE FACE OR SECURELY BRACED AGAINST LATERAL MOVEMENT (I.E. DIAGONAL WEB). I 0-3-8 I ^ ' 3-9-14 2x4 II 5x16 0-3-8 3-6-6 4-1-6 0-3-8 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) l/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.37 Vert(LL) n/a -n/a 999 MT20 220/195 TCDL 18.0 Lumber Increase 1.25 BC 0.45 Vert(TL) n/a -n/a 999 BCLL 0.0 * Rep Slress Incr NO WB 0.05 Horz(TL) 0.00 6 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix) Weight: 22 Ib FT = 20% LUMBER TOP CHORD BOT CHORD WEBS OTHERS REACTIONS 2 X 8 DF No.2 G 2X4 DF No.l&BtrG 2X6DF No.l&BlrG 2 X 4 DF Slud G BRACING TOP CHORD BOT CHORD JOINTS 2-0-0 oc puriins: 1-3, excepi end verticals. Rigid ceiling directly applied or 6-0-0 oc bracing. 1 Brace at Jl(s): 1, 3 (Ib/size) 8=153/4-1-6 (min. 0-1-8), 4=153/4-1-6 (min. 0-1-8), 6=317/4-1-6 (min. 0-1-8), Max Horz 8=-35(LC 9) Max Uplift 8=-653(LC 9), 4=-650(LC 12), 6=-36(LC 11), 5=-425(LC 9), 7=-427(LC 12) Max Grav 8=783(LC 8), 4=783(LC 7), 6=317(LC 1), 5=447(LC 8), 7=447(LC 7) MiTek recommends lhal Slabilizers and required cross bracing be installed during tiuss erection, in accordance wilh Stabilizer Installation guide, 5=17/4-1-6 (min. 0-1-8), 7=17/4-1-6 (min. 0-1-8) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-8=-453/335, 1-2= 868/854, 2-3=-868/854, 3-4=-453/333 BOT CHORD 7-8-855/868, 6-7=-350/363, 5-6-350/363, 4-5-855/868 BS 2-6=-304/41 QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEWTHE INPUT LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. UNT STRESS INDEX 1 = 0.00, 2 = 0.06, 3 = 0.00, 4 = 0.85, 5 = 0.00, 6 = 0.11, 7 = 0.00, 8 = 0.85, 9 = 0.00 and 10 = 0.00 NOTES 1) Wind: ASCE 7-05; 95mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cal. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and righl exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip D0L=1.00 2) Tmss designed for wind loads in the plane of ttie tmss only. For sluds exposed lo wind (nonnal lo the face), see Standard Industry Gable End Details as applicable, or consull qualified building designer as per ANSI/TPI 1. 3) Provide adequate drainage to preveni water ponding. 4) Gable requires continuous bottom chord bearing. 5) Tmss lo be fully shealhed from one face or securely braced againsi lateral movement (i.e. diagonal web). 6) Gable sluds spaced al 1-4-0 oc. 7) This tmss has been designed for a 10.0 psf bottom chord live load nonconcurrent wilh any olher live loads. 8) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fil between the bottom chord and any olher members. 9) A plate rating reduction of 20% has been applied for the green lumber members. 10) Provide mechanical connection (by ottiers) of tmss lo bearing plale capable of wilhslanding 653 Ib uplift al joinl 8, 650 Ib uplift al joinl 4, 36 Ib uplift al joint 6, 425 Ib uplift al joinl 5 and 427 Ib uplift at joint 7. 11) This ti'uss is designed in acconlance with the 2009 Intemational Building Code section 2306.1 and referenced standard ANSI/TPI 1. 12) This ti'uss has been designed for a total drag load of 460 plf. Lumber D0L=(1.33) Plale grip D0L=(1.33) Connect truss lo resist drag loads along bottom chord from 0-0-0 lo 4-1-6 for 460.0 plf. 13) Girder carries lie-in span(s): 5-6-0 from 0-0-0 lo 15-8-14 14) Design assumes 4x2 (flat orientation) puriins al oc spacing indicated, fastened lo tmss TC wl 2-10d nails. 15) In the LOAD CASE(S) section, loads applied to the face of the tmss are noted as front (F) or back (B). 14,2011 ^ WARNim Verify design parameters and READ mTES ON THIS AND imLtmBD MTEK RBBREmE PAGB Ml 7473 rer. lOVSBBORBUSE. Design valid for use only with MITek connectors. This design is based only upon parametere shown, and is for an individual building component. Appiicdbiiity of design paramentere and proper incorporation of component is responsibility of building designer - not fruss designer Bracing shown is tor lateral support of individual web memt>ere only. Additional temporary bracing to insure stability during constnjction is the responsibiiiilY ot the erector, Additkjnal permanent bracing ot the overall stnjcture is the responsibility of the building designer For general guidance regarding fotjrication, quqirty controt storage, delivery, erection and tjrocing, consurt ANSI/TPII QuoHly CrHeria, DSB-89 and BCSI BuHdlng Component Safety Information available from TnJss Plate Institute, 281 N. Lee Sfreet Suite 312, Alexandria, VA 22314. MITek' rowEn TO ^mromM,-7777 Greenback Lane. Surte 109 Crtrus Heights, CA. 95610 Job Tmss Truss Type Qly Ply Hilton Caristiad R33366891 HILT0N_CARLSBAJ3 RJ7C GABLE 1 1 Job Reference (ootionall SelectBuild Distribution, Indio, CA - 92203 7.250 s Jan282011 MITek Indusfries, Inc. Thu Jul 14 09:50:05 2011 Page2 ID:t2IODBRTySPeTJAolr1YqZzOnqQ-habtt<j5a2vdKo2PpLvLZsem7DZ3thmc2IWb_2yy9X0 LOADCASE(S) Standard 1) Regular: Lumber lncrease=1.25, Plate lncrease=1.25 Uniform Loads (plf) Vert: 4-8=-20, 1-3—160(F=-84) £^ WARNim Verify design parameters and READ mTBS ON THIS AND imLtmBD MTEK RBBREmE PAGE Ml 7473 rer. 10 VS BBFORE t^B. Design valid for use oniy with MiTek connectors, ttiis design Is based only upon porometere shown, and Is for an individual buiiding component. Applicability of design paramentere and proper incorporation of component Is responsibility of building designer - not truss designer. Bracing shown is for kjteral support of individudi web memtjere only. Additional temporary bracing to Insure stalDiiity during constnjctkjn is the responsibillity of the erector. Additranol pennanent bracing of the overall structure is the responsibllrty of the building designer For generol guidance regarding fabricotion. qualrty controt storage, delivery, erection and bracing, consurt ANSI/TPII QuoHly Criteria. DSB-89 and BCSI BuHdlng Component Safely Information available from Truss Plate Institute. 281 N. Lee Sfreet Suite 312. Atexandria. VA 22314. MITek' 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95610 Job Tmss Tmss Type Qty Ply Hirton Caristiad R33366892 HlLTON_CARLSBAD RJ7D GABLE 1 1 Job Reference (ootionall SelectBuild Distritxition, indio, CA - 92203 h 7.250 s Jan 28 2011 MiTek Indusfries, Inc. Thu Jul 14 09:50:29 2011 Page 1 ID:t2IODBRTySPeTJAolr1YqZzOnqQ-_C2ymxNeOHfwhkFQlxnCqilGSEHrJX68ZUK3qfyy9We 15-8-14 QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEWTHE INPUT LENGTH AND PLACEMENT OF CONNECTION TO TFiANSFER LATERAL FORCES TO THE SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE ON PAGE 2. Scale = 1:26.2 10 11 i—1 1-1 • y y • • • • • Vv^AAAAAAAAAAAAAAAAAAAAAAAA'^AAAAAAAAAAA^ 23 6x16 II 22 6x16 II 21 6x8 20 2x4 19 2x4 18 2x4 17 2x4 II 16 2x4 II 15 14 6x6 = 6x16 II 13 12 6x16 II 6x6 = 15-5-6 Plate Offsets (X.Y): [13:0-6-4,0-3-01, [14:0-6-4,0-3-01, [22:0-6-4,0-3-01. [23:0-6-4,0-3-01 15-1-14 LOADING (psf) TCLL 20.0 TCDL 18.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Slress Incr NO Code IBC2009/TPI2007 DEFL in (loc) l/defl L/d PLATES GRIP Vert(LL) n/a -n/a 999 MT20 187/170 Vert(TL) n/a -n/a 999 Horz(TL) 0.01 18 n/a n/a Weight: 91 Ib FT = 20% LUMBER TOP CHORD BOT CHORD WEBS OTHERS 2X8 LSL Tmss Grade 2X4 DF No.l&BtrG 2 X 4 DF No.l&Btr G *Except* 3-21,9-15: 2X4 DF Stud G 2 X 4 DF Slud G 'Except* 10-13,2-23: 2 X 4 DF No.l&Blr G BRACING TOP CHORD BOT CHORD JOINTS 2-0-0 oc puriins (6-0-0 max.): 1-11, except end verticals. Rigid ceiling directiy applied or 4-11-5 oc bracing. 1 Brace at Jt(s): 1,11 MiTek recommends lhal Slabilizers and required cross bracing be inslailed during tmss ereclion, in accordance wilh Stabilizer Installation guide. REACTIONS (Ib/size) 18=374/15-8-14 (min. 0-5-7), 13=315/15-8-14 (min, 0-5-7), 14=623/15-8-14 (min. 0-5-7), 15=125/15-8-14 (min. 0-5-7), 16=715/15-8-14 (min. 0-5-7), 17=361/15-8-14 (min. 0-5-7), 23=315/15-8-14 (min. 0-5-7), 22=623/15-8-14 (min. 0-5-7), 21=125/15-8-14 (min. 0-5-7), 20=715/15-8-14 (min. 0-5-7), 19=361/15-8-14 (min. 0-5-7), 24=223/15-8-14 (min. 0-5-7), 12=223/15-8-14 (min. 0-5-7) Max Horz 24=35(LC 12) Max Uplift 18=-26(LC 4), 13=-986(LC 11), 14=-1348(LC 12), 15=-1647(LC 9), 16=-204(LC 12), 17=-80(LC 9), 23—995(LC 12), 22=-1348(LC 9), 21=-1648(LC 12), 20=-205(LC 9), 19=-80(LC 12), 24=-1257(LC 9), 12—1248(LC 14) Max Grav 18=374(LC 1), 13=1281 (LC 8), 14=1918(LC 7), 15=1771(LC 8), 16=861(LC 7), 17=417(LC 8), 23=1281(LC 7), 22=1918(LC 8), 21=1771(LC 7), 20=861(LC 8), 19=417(LC 7), 24=1449(LC 8), 12=1449(LC 7) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-24=-247/110, 1-2-389/396, 2-3=-1154/1103, 3-4=-2406/2433, 4-5-1179/1206, 5-6=-566/593, 6-7-566/593, 7-8—1179/1206, 8-9=-2406/2433, 9-10—1154/1103, 10-11 =-391/396, 11-12—247/110 BOT CHORD 23-24=-1642/1700, 22-23=-1096/1154, 21-22=-483/541, 20-21 =-1887/1808, 19-20-1206/1180, 18-19-593/566, 17-18=-593/566, 16-17=-1206/1180, 15-16=-1887/1808, 14-15=-478/541, 13-14—1091/1154, 12-13—1638/1700 WEBS 6-18=-351/36, 10-13-1161/904, 9-14-1871/1335, 8-16-830/215, 7-17-392/90, 2-23-1161/911, 3-22—1871/1335, 4-20—830/215, 5-19=-392/90, 2-24=-2008/1949, 10-12—2008/1933, 3-21 =-2682/2551, 9-15—2682/2549 JOINT STRESS INDEX 1 = 0.64, 2 = 0.00, 3 = 0.00, 4 0.13,18 = 0,13,19 = 0.13, 20 = 0.16, 5 = 0.07, 6 = 0.07, 7 = 0.07, 8 = 0.16, 9 = 0.00, 10 = 0.00, 11 =0.64, 12 = 0.52, 13 = • 0.28, 21 = 0.72, 22 = 0.72, 23 = 0.50, 24 = 0.52, 25 = 0.00 and 26 = 0.00 0.50, 14 = NOTES 1) Wind: ASCE 7-05; 95mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cal. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and righl exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip D0L=1.00 2) Tmss designed for wind loads in the plane of the tmss only. For sluds exposed to wind (nonmal to the face), see Standard Induslry Gable End Details as applicable, or consull qualifled building designer as per ANSI/TP11. 3) Provide adequate drainage lo prevent waler ponding. 4) All plates are 3x6 MT20 unless otherwise indicaled. 5) Gable requires continuous bottom chord bearirig. 6) Tmss lo be fully shealhed from one face or securely braced against laleral movement (i.e. diagonal web). 7) Gable sluds spaced at 1 -4-0 oc. 8) This Imss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any olher live loads. Uy 14,2011 WARNim VerifydeslgnparametersandREADmTBSONTHlSAHDimLtmO}MrrBKRBBRBmBPAOBMI7473 rer. lO VSBBOREUSB. Design valid for use only with MiTek connectore. This design is based only upon parometere shown, and is for on individual building component AppilcatDlirtY of design paramentere and proper incorporation of component is responsitjility of buiiding designer - not fruss designer. Bracing shown is for lateral support of Individual web memtjere only. Additional temporary bracing to insure statjilrty during constnjction is the responsibillity of the erector. Additional pennanent bracing of the overall stnjcture Is the responsibility of the building designer. For general guidance regarding fobrication. quality confrol. storage, delivery, erection and bracing, consurt ANSI/TPII QuaHty Crtteria, DSB-89 and BCSI BuHding Componeni Solely Inlormation available from Tnjss Plole Institute, 281 N. Lee Sfreet Suite 312. Atexandria, VA 22314. MITek' 7777 Greenback Lane, Surte 109 Crtrus Heights, CA, 95610 Job Tmss Truss Type Qty Ply Hilton Carisbad R33366892 HILTON_CARLSBAD RJ7D GABLE 1 1 Job Reference (optionall SeiectBuiid Distnbution, Indio, CA - 92203 7.250 s Jan 28 2011 MiTek Indusfries, Inc. Thu Jul 14 09:50:30 2011 Page2 ID:t2IODBRTySPeTJAolr1YqZz0nqQ-SOcK HOG9annluqdJflRNvlRCed32 Mlo84cM5yy9Wd NOTES 9) * This tmss has been designed for a live load of 20.0psf on Ihe bottom chord in all areas where a rectangle 3-6-0 lall by 1-0-0 wide will fil between the bottom chord and any other members 10) A plale rating reduction of 20% has been applied for the green lumber members. 11) Provide mechanical connection (by ottiers) of Imss lo bearirig plale capable of wilhslanding 26 Ib uplift al jolnl 18, 986 Ib uplift al joinl 13,1348 Ib uplift at joinl 14,1647 Ib uplift al joinl 15, 204 Ib uplift al joinl 16, 801b uplift at joinl 17, 995 Ib uplift al joint 23,1348 Ib uplift at joinl 22, 1648 Ib uplift at joint 21, 205 Ib uplift al joinl 20, 801b uplift aljointIO, 1257 1b uplift al joinl 24 and 12481b uplift al joinl 12. 12) This tmss is designed in accordancewith Ihe 2009 Intemational Building Code section 2306.1 and referenced standard ANSI/TPI 1. 13) This t\iss has been designed for a lolal drag load of 460 plf. Lumber D0L=(1.33) Plate grip D0L=(1.33) Connect tmss to resist drag loads along bottom chord from 0-0-0 lo 15-8-14 for 460.0 plf. 14) Girder carries tie-in span(s): 5-6-0 from 0-0-0 lo 15-8-14 15) Design assumes 4x2 (flal orientation) puriins al oc spacing indicated, fastened lo tmss TC w/2-10d nails. 16) In the LOAD CASE(S) seclion, loads applied lo Ihe face ofthe tmss are noted as front (F) or back (B). LOADCASE(S) Standard 1) Regular: Lumber lncrease=1.25, Plale lncrease=1.25 Uniform Loads (plf) Vert: 12-24=-20, 1-11—310(F=-234) A WARNim Vergy design parameters and READ mTES ON THIS AND imLtmBD MTEK RBBRBmB PAtm MI 7473 rer. lOVSBBORBUSE. Design val'Kl for use only with MiTek connectore. This design b based only upon parametere shown, and is for on individual building component. Applicability of design paramentere and proper incorporation of component is responsibilrty of building designer - not truss designer. Bracing shown 'B for kjteral support of individual web membere only. Add'rtional temporary bracing to insure stability during construction 'is the responsibillity ot the erector. Additional permanent bracing of the overall structure is ttie responsibility of ttie building designer For general guidance regarding fatjrication, qualrty contraL storage, delivery, erection and bracing, consurt ANSI/TPII QuaHly Crtteria, DSB-89 and BCSI BuHdlng Component Safety Information avaiiabte from Tnjss Plate Instrtute, 281 N. Lee Sfreet Surte 312. Atexandria. VA 22314. MITek' 7777 Greenback Lane, Surte 109 Crtrus Heights, CA, 95610 Job Tmss Tmss Type Qty Ply Hilton Carist>ad R33366893 HILTON_CARLSBAD RJ8 RAFTER 1 1 Job Reference (optionall SelectBuild Dislributiori, Indio, CA - 92203 I 7.250 s May 11 2011 MiTek Industries, Inc. Tbu Jul 14 05:48:58 2011 Page 1 ID:hQLiALmkkp90MMGf5ALy_9dylbqO-tyzjhCd92HxtHvyWTMR3CL4uqqbEYlFCMUZIj4yyD33 Scale = 1:15.3 4x4 4x4 = 4x4 = 4x4 =: 4x4 = 2-IM 4-(H) 6-2-12 e-ofl 2-frO 1 2-0-0 1 2-2-12 1 1-9-4 1 k LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) l/defl L/d PLATES GRIP ITCLL 20.0 Plates Increase 1.00 TC 0.01 Vert(LL) -0.00 4 >999 360 MT20 220/195 'TCDL 14.0 Lumber Increase 1.25 BC 0.00 Vert(TL) -0.00 1 >999 240 BCLL 0.0 * Rep Slress Incr NO WB 0.00 Horz(TL) 0.00 n/a n/a BCDL 10.0 Code IBC2006/TPI2002 (Matrix) Weighl: 46 Ib FT = 0% LUMBER TOP CHORD 2 X 8 DF No.2 G BOTCHORD 2X8DFN0.2G REACTIONS All bearirigs 0-5-8. (Ib) - Max Uplift AJI uplift 100 Ib or less al joinl(s) 1, 5, 4, 3, 2 Max Grav All reactions 250 Ib or less al joint(s) 1, 5,4, 3, 2 BRACING TOP CHORD BOT CHORD 10-0-0 oc max: 1-5. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends lhal Slabilizers and required cross bracing be inslailed during truss erection, in accordance wilh Stabilizer Installation ouide. FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES 1) Wind: ASCE 7-05; 90mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cal. II; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and righl exposed; Lumber D0L=1.33 plate grip D0L=1.06 2) Provide adequate drainage lo prevent waler ponding. 3) * This truss has been designed for a live load of 20.0psf on Ihe bottom chord in all areas where a rectangle 3-6-0 lall by 2-0-0 wide will fll betiween Ihe bottom chord and any olher members. 4) A plale rating reduction of 20% has been applied for the green lumber members. 5) This Iruss is designed in accordance with the 2006 Intemalional Building Code section 2306.1 and referenced standard ANSI/TP11. |6) Design assumes 4x2 (flal orienlation) puriins al oc spacing indicaled, fastened lo tmss TC wl 2-10d nails. LOADCASEfS) Slandani ^,2011 A WARNim Vergy design parameters and READ mTES ON THIS AND INCLtmBD MTW RBBRBmB PAGE MI7473 rer. 10 VS BBORB USB. Design valid for use only with MiTek connectors. This des'ign Is tjased only upon parametere shown, and is for on individual buHdlng component. Applicobinty of design paramentere and proper incorrDoratlon of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web membere only. Additional temporary bracing to Insure statDility during constnjction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fatjrication. quality contral. storage, delivery, erection and txacing, consurt ANSI/TPII QuoHty Crlterio, 0$B-89 and BCSI BuHdlng Component Solely Infonnation available fromTnjss Plate Institute, 281 N. lee Sfreet. Suite 312, Alexandria, VA 22314. MITek' 7777 Greenback Lane, Surte 109 Citrus Heights, CA, 95610 Job Tmss Truss Type Qty Ply Hilton Cartsbad R33366894 HlLTON_CARLSBAD RJ9 GABLE 1 1 Job Reference (ootionall SelectBuild Distribution, Indio, CA - 92203 7.250 s Jan 28 2011 MiTek Indusfries. Inc Thu Jul 14 09:50:54 2011 Page 1 ID:t2IODBRTySPeTJAolr1YqZzOnqQ-l03O0UhJVyoNAafEjhk3LzlZyJssgxCqJtuuCiyy9WF 3x6 II 0-3-8 3-5-10 3-2-2 3-9-2 Plale Offsets (X.Yl: 15:0-2-10,0-3-51 LOADING (psf) SPACING 2-0-0 CSI DEFL iri (loc) l/defl L/d PLATES GRIP TCLL 20,0 Plates Increase 1.25 TC 0.11 Vert(LL) n/a -n/a 999 MT20 220/195 TCDL 18.0 Lumber Increase 1.25 BC 0.09 Vert(TL) n/a -n/a 999 BCLL 0.0 * Rep Slress Incr NO WB 0.30 HorzfTL) 0.00 8 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix) Weight: 22 Ib FT = 20% LUMBER TOP CHORD BOT CHORD WEBS OTHERS REACTIONS 2 X 8 DF No.2 G 2X4DF No.l&BlrG 2 X 4 DF Stud G 2 X 4 DF Stud G BRACING TOP CHORD BOT CHORD JOINTS 2-0-0 oc puriins: 1-5, excepi end verticals. Rigid ceiling directiy applied or 6-0-0 oc bracing. 1 Brace at Jl(s): 1, 5 MiTek recommends lhal Slabilizers and required cross bradng be installed during tmss ereclion, in accordance with Stabilizer Installation guide. (Ib/size) 8=101/3-9-2 (min. 0-1-8), 7=150/3-9-2 (min. 0-1-8), 9=150/3-9-2 (min, 0-1-8), 10=112/3-9-2 (min. 0-1-8), 6=112/3-9-2 (min. 0-1-8) Max Horz 10=31(LC 11) Max Uplift 8=-16(LC 4), 7=-356(LC 9), 9-361(LC 12), 10-548(LC 9), 6=-541(LC 14) Max Grav 8=101 (LC 1), 7=500(LC 8), 9=500(LC 7), 10=642(LC 8), 6=642(LC 7) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-10=-169/95,1-2=-553/557, 2-3=-273/268, 3-4=-273/268, 4-5=-553/557, 5-6=-169/94 PT CHORD 9-10=-756/765, 8-9-264/273, 7-8-2641273, 6-7=-756/765 BS 3-8=-102/15, 4-7—4741367, 2-9—4741372, 2-10-1033/1026, 4-6-1033/1013 :iOINT STRESS INDEX 1 =0.11,2 = 0,00,3 = 0,02, 4 = 0.00, 5 = 0,10, 6 = 0,00, 7 = 0,00, 8 = 0,04, 9 = 0,00 and 10 = 0.00 NOTES 1) Wind: ASCE 7-05; 95mph; TCDL=8.4psf: BCDL=4.2psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber D0L=1.00 plate grip D0L=1.00 2) Truss designed for wind loads in Ihe plane of the Imss only. For sluds exposed lo wind (normal to the face), see Standard Industry Gable End Details as applicable, or consull qualifled building designer as per ANSI/TPI 1. 3) Provide adequate drainage lo preveni waler ponding. 4) Gable requires continuous bottom chord bearing. 5) Tmss lo be fully shealhed from one face or securely braced againsi lateral movement (i.e. diagonal web). 6) Gable studs spaced al 1-4-0 oc. 7) This tmss has been designed for a 10.0 psf boltom chord live load nonconcurrent wilh any olher live loads. 8) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 lall by 1-0-0 wide will fit betiween the bottom chord and any olher members. 9) A plale rating reduction of 20% has been applied for Ihe green lumber members. 10) F'rovide mechanical connection (by olhers) of truss lo bearing plale capable of wilhslanding 16 Ib uplift al joinl 8, 356 Ib uplift al joinl 7, 361 Ib uplift al joint 9, 548 Ib uplift al joinl 10 and 541 Ib uplift al joinl 6. 11) This tiuss is designed in accordance with the 2009 Intemational Building Code section 2306.1 and referenced standard ANSI/TPI 1. 12) This tixiss has been designed for a total drag load of 460 plf. Lumber D0L=(1.33) Plale grip D0L=(1.33) Coririecl truss to resist drag loads along bottom chord from 0-0-0 to 3-9-2 for 460.0 plf. 13) Girder carries lie-in span(s): 5-6-0 from 0-0-0 lo 3-9-2 14) Design assumes 4x2 (flal orientation) puriins al oc spacing indicaled, fastened lo trass TC wl 2-10d nails. 15) In the LOAD CASE(S) section, loads applied lo the face of Ihe tmss are noted as front (F) or back (B). •4,2011 A WARNim Vergy design pareaneters and READ mTES ON THIS AND mCLtmBD MTTEK RBBREmE PAGB MI7473 rer. lOVSBBOREUSB. Design valid for use only with MITek connectore. This design 'is based on^ upon parametere shown, and is for an individoal building component. Applicabllity ot design paramentere and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown 'IS for kjteral support of Individual web membere only. Addrtional temporor/ bracing to insure stability during constnjction Is the responsitjillity of the erector Additional pennonent bracing ot the overall structure is the responsibility of the building designer. For general guidance regarding tatjrication, quality control, storage, delivery, erection and tjrocing, consurt ANSI/TPII QuaHty CrHeria, DSB-89 and BCSI BuHding Componeni Safely Information available from Truss Plate Institute, 281 N. Lee Sfreet Suite 312, Atexondrio, VA 22314. MITek' 7777 Greenback Lane, Surte 109 Crtrus Heights, CA, 95610 Job Tmss Tmss Type Qly Ply Hilton Caristiad R33366894 HILTON_CARLSBAD RJ9 GABLE 1 1 Job Reference (optionall SelectBuild Distribution, Indio, CA - 92203 LOADCASE(S) Standard 1) Regular: Lumber lncrease=1.25, Plale lncrease=1.25 Uniform Loads (plf) Vert: 6-10=-20, 1-5=-160(F=-84) 7.250 s Jan 28 2011 MiTek Indusfries, Inc. Thu Jul 14 09:50:54 2011 Page 2 ID:t2IODBRTySPeTJAolr1YqZzOnqQ-l03O0UhJVyoN/^jhk3L2lZyJssgxCqJluuCiyy9WF A WARNim Verify design peirameters and READ mTBS ON THIS AND imLtmSD MITEK RBBRBmB PAGE Ml 7473 rer. lOVSBBORBUSE. Design vol'id for use on^r wrth MiTek connectors. This design is based only upon porometere shown, and is for on indiv'idual buiiding component Applicability of design paromentere and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of Individual web membere only. Additional temporary bracing to insure stability during constnjction 'is the responsibillity of the erector. Additkjnal permanent bracing of the overall structure Is the responsibility of the building designer For general guidance regarding fatjrication. qualit/ controL storage, delivery, erection and bracing, consurt ANSI/TPIT Quality Citteria, DSB-89 and SCSI BuHdlng Component Solely Information ovoilabte from Tnjss Plate Institute, 281 N. Lee Street Suite 312. Atexandria, VA 22314. MITek' 7777 Greenback Lane, Surte 109 Crtrus Heights, CA, 95610 Job Tmss Tmss Type Qty Ply Hirton Caristiad R33366895 HILTON_CARLSBAD RJ9A GABLE 1 1 Job Reference (ootionall SelectBuild Distribution. Indio, CA - 92203 7.250 s Jan 28 2011 MiTek Indusfries, Inc Thu Jul 14 09:51:09 2011 Pagel ID:t2IODBRTySPeTJAolr1 YqZzOnqQ-puT39cskzZhEUul65LVaS8P3PMxShdl1 mj0AEKyy9WD 15-8-14 I Scale = 1:25.7 QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEWTHE INPUT LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE ON PAGE 2. 12x16 —B—S fl fl fl^ 21 6x8 : 20 2x4 II 19 2x4 18 2x4 17 2x4 il 16 2x4 II 15 6x8 = 1S-S-6 1iV«-14 15-1-14 Plale Offsets (X.Y): (3:0-3-8.0-2-01, [9:0-3-8,0-2-01, [11:0-2-10,0-3-51, [15:0-3-8,0-3-01, [21:0-3-8,0-3-01, [25:0-3-12,0-1-81, [26:0-3-12,0-1-81 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) l/defl L/d PLATES GRIP TCLL 20.0 Plaies Increase 1.25 TC 0.35 Vert(LL) n/a n/a 999 MT20 220/195 TCDL 18.0 Lumber Increase 1.25 BC 0.28 Vert(TL) n/a n/a 999 BCLL 0.0 * Rep Slress Incr NO WB 0.76 HorzfTL) 0.01 18 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix) Weighl: 81 Ib FT = 20% LUMBER TOP CHORD BOT CHORD WEBS OTHERS 2X8DF N0.2G 2X4DF No.l&BlrG 2 X 4 DF Stud G 2 X 4 DF Stud G BRACING TOP CHORD BOT CHORD JOINTS 2-0-0 oc puriins (5-9-8 max.): 1-11, excepi end verticals. Rigid ceiling directly applied or 4-11-10 oc bracing. 1 Brace al Jl(s): 1,11 REACTIONS (Ib/size) 18=207/15-8-14 (min. 0-2-15), 13=174/15-8-14 (min. 0-2-15), 14=346/15-8-14 (min, 0-2-15), 15=68/15-8-14 (min. 0-2-15), 16=385/15-8-14 (min. 0-2-15), 17=195/15-8-14 (min. 0-2-15), 23=174/15-8-14 (min, 0-2-15), 22=346/15-8-14 (min. 0-2-15), 21=68/15-8-14 (min. 0-2-15), 20=385/15-8-14 (min. 0-2-15), 19=195/15-8-14 (min. 0-2-15), 24=117/15-8-14 (min. 0-2-15), 12=117/15-8-14 (min. 0-2-15) Max Horz 24=31 (LC 12) Max Uplift 18=-14(LC 11), 13=-806(LC 11), 14=-1325(LC 12), 15=-1585(LC 9), 16=-162(LC 12), 17=-64(LC 9), 23=-813(LC 12), 22=-1325(LC 9), 21=-1586(LC 12), 20=-163(LC 9), 19=-64(LC 12). 24=-1035(LC 9), 12=-1028(LC 14) Max Grav 18=207(LC 1), 13=971(LC 8), 14=1639(LC 7), 15=1658(LC 8), 16=513(LC 7), 17=247(LC 8), 23=971(LC 7), 22=1639(LC 8), 21=1658(LC 7), 20=513(LC 8), 19=247(LC 7), 24=1133(LC 8), 12=1133(LC 7) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-24=-147/77, 1-2=-364/371, 2-3=-981/964, 3-4=-2403/2412, 4-5=-1176/1185, 5-6=-563/572, 6-7=-563/572, 7-8-1176/1185, 8-9-2403/2412, 9-10-981/964, 10-11 =-366/371, 11-12—147/77 BOTCHORD 23-24=-1505/1527, 22-23=-959/981, 21-22=-345/368, 20-21-1865/1829, 19-20=-1185/1177, 18-19-572/564, 17-18=-572/564, 16-17=-1185/1177, 15-16=-1865/1829, 14-15—341/368, 13-14=-954/981, 12-13—1500/1527 WEBS 6-18=-184/24, 10-13=-847/721, 9-14-1590/1311, 8-16=-482/173, 7-17-222/74, 2-23=-847/725, 3-22-1590/1311, 4-20—482/173, 5-19—222/74, 2-24—1683/1666, 10-12—1683/1653, 3-21—2668/2612, 9-15=-2668/2610 MiTek recommends lhal Slabilizers and required cross bracing be inslailed during tiuss ereclion, in accordance wilh Stabilizer Installation guide. JOINT STRESS INDEX 1 = 0.45, 2 = 0.00, 3 = 0.71, 4 = 0.09. 5 = 0.04, 6 = 0.03, 7 = 0.04, 8 = 0.09, 9 = 0.71, 10 = 0.00, 11 = 0.45, 12 = 0.07, 18 = 0.07, 19 = 0.07, 20 = 0.16, 21 = 0.48, 22 = 0.50, 23 = 0.00, 24 = 0.00, 25 = 0.00 and 26 = 0.00 0.00, 13 = 0.00, 14 = 0,50 NOTES 1) Wind: ASCE 7-05; 95mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and righl exposed ; end vertical left and righl exposed; Lumber D0L=1.00 plale grip D0L=1.00 2) Truss designed for wind loads in the plane of the tmss only. For studs exposed lo wind (nonnal to the face), see Standard Induslry Gable End Details as applicable, or consull qualifled building designer as per ANSI/TP11, 3) Provide adequate drainage lo preveni waler ponding, 4) All plates are 3x6 MT20 unless othenwise indicaled. 5) Gable requires continuous bottom chord bearing. 6) Tmss lo be fully sheathed from one face or securely braced against laleral movement (i.e. diagonal web). 7) Gable studs spaced al 1-4-0 oc. 8) This tmss has been designed for a 10.0 psf botlom chord live load nonconcurrent with any olher live loads. 4,2011 ^ WARNING Verify design parameters and READ NOTES ON THIS AND INCLUDED mTEKli^ERENCB PAGE mi 7473 rer. 10'08 BBFORE USB. Design valkd for use onty with MfTek connectors. This design 'is based only upon parometers shown, and is for an individual building component. Applicobility of design fDaromenters and proper incorporation of connponent is responsibility of building designer - not tnjss designer. Bracing shown is for lateral support of individual web members only. Additional temporary brcicing to insure stability during constnjction is the responsibillity of the erector, Additional pennanent bracing of the overall structure is the responsibility of the building designer. For general guidar>ce regarding fobricafion, quality contrc>l, storage, delivery, erection and bracing, consult ANSI/TPM QualHy Crtteria. D$B-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 281 N. Lee Street, Suite 312, Alexandria. VA 22314. MITek' 7777 Greenback Lane. Suite 109 Crtrus Heights, CA, 95610 Job Tmss Tmss Type Qty Piy Hilton Carisbad R33366895 HILTON_CARLSB/VD RJ9A GABLE 1 1 Job Reference (ootionall SelectBuild Distribution, Indio, CA - 92203 7.250 s Jan 28 2011 MiTek Indusfries, Inc. Thu Jul 14 09:61:09 2011 Page2 ID:t2IODBRTySPeTJAolr1YqZzOnqQ-puT39cskzZhEUul65LVaS8P3PMxShdl1mj0AEKyy9WD NOTES 9) * This tmss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fll betiween the bottom chord and any other members. 10) A plate rating reduction of 20% has been applied for the green lumber members. 11) Provide mechanical connection (by olhers) of Imss lo bearing plate capable of withstanding 14 Ib uplift at joint 18, 806 Ib uplift al joinl 13, 1325 Ib uplift at joinl 14, 1585 Ib uplift al joint IS, 162 Ib uplift at joinl 16, 641b uplift al joinl 17, 813 Ib uplift al joinl 23,1325 Ib uplift at joint 22,1586 Ib uplift al joint 21, 163 Ib uplift al joinl 20, 64 Ib uplift al joinl 19,1035 Ib uplift at joint 24 and 1028 Ib uplift at joinl 12. 12) This Iruss is designed in acconiance wilh Ihe 2009 Intemational Building Code section 2306.1 and referenced standard ANSI/TP11. 13) This Iruss has been designed for a lolal drag load of 460 plf. Lumber D0L=(1.33) Plale grip D0L=(1.33) Connect truss lo resist drag loads along bottom chord from 0-0-0 10 15-8-14 for 460.0 plf. 14) Girder carries lie-in span(s): 5-6-0 from 0-0-0 lo 15-8-14 15) Design assumes 4x2 (flal orienlation) puriins al oc spacing indicaled, fastened lo tmss TC w/2-10d nails. 16) In Ihe LOAD CASE(S) section, loads applied lo the face oflhe tmss are noted as front (F) or back (B). LOADCASE(S) Standanj 1) Regular: Lumber lncrease=1.25, Plate lncrease=1.25 Uniform Loads (plf) Vert: 12-24-20,1-11-160(F=-84) A WARNim-Vergy design parameters and READ mTBS ON THIS AND imLtmBD MTBK RBBREmE PAtlBMI7473 rer. lOVSBBORE tJSE. Design valid for use only with MiTek connectore. Th'is des'ign Is based on^ upon parametere shown, and is for an individual building component. AppilcatDllrty of design paramentere and proper incorporation of component is responsitDiirty of building designer - not fruss designer Bracing shown 'G for lateral support of indivkiual web membere only. Additional temporary bnDcing to insure stability during constnjction is the responsibillity of the erector. Additional pennanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fatjrication. qualrty controt storage, delivery, erection and bracing, consurt ANSl/TPll QuaHty Criieria, DSB-89 and BCSI BuHdlng Component Safety Inlormation available from Tnjss Plate Institute, 281 N. Lee Sfreet Suite 312. Atexandria, VA 22314. MITek' 7777 Greenback Lane. Surte 109 Crtrus Heights, CA, 95610 Job Tmss Tmss Type Qty Ply Hilton Cartsbad R33366S96 HILTON_CARLSBAD RJ9B GABLE 1 1 Job Reference (ootionall SelectBuild Distribution, Indio, CA - 92203 3-9-2 7.250 s Jan 28 2011 MiTek Indusfries, Inc. Thu Jul 14 09:51:35 2011 Paget ID:t2IODBRTySPeTJAolr1 YqZzOnqQ-2u1 udVAl rYzYbul6dozgVcUaWrsPmUKskmKZ8qyy9Vc 3x6 II 10 9 2x4 QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEWTHE INPUT LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. 0-3.^ 0-3-8 3-5-10 3-2-2 3-9-2 Plale Offsets (X.Y): [5:0-2-10,0-3-31 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) l/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.05 Vert(LL) n/a -n/a 999 MT20 187/170 TCDL 18.0 Lumber Increase 1.25 BC 0.10 Vert(TL) n/a -n/a 999 BCLL 0.0 * Rep Slress Incr NO WB 0.30 Hoiz(TL) 0.00 8 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix) Weighl: 24 Ib FT = 20% LUMBER TOP CHORD BOT CHORD WEBS OTHERS REACTIONS 2X8 LSL Tmss Grade 2X4DF No.l&BlrG 2 X 4 DF Stud G 2 X 4 DF Slud G BRACING TOP CHORD BOT CHORD JOINTS 2-0-0 oc puriins: 1-5, excepi end verticals. Rigid ceiling directly applied or 6-0-0 oc bracing. 1 Brace al Jt(s): 1, 5 MiTek recommends lhal Stabilizers and required cross bracing be installed during truss ereclion, in accordance witti Stabilizer Installation guide. (Ib/size) 8=198/3-9-2 (min. 0-1-8), 7=264/3-9-2 (min. 0-1-8), 9=264/3-9-2 (min. 0-1-8), 10=210/3-9-2 (min. 0-1-8), 6=210/3-9-2 (min, 0-1-8) Max Horz 10=-32(LC 9) Max Uplift 8=-23(LC 4), 7=-358(LC 9), 9=-363(LC 12). 10=-558(LC 9), 6=-551(LC 14) Max Grav 8=198(LC 1), 7=608(LC 8), 9=608(LC 7), 10=742(LC 8), 6=742(LC 7) ^^01 FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-10=-254/105, 1-2-553/557, 2-3-2941270, 3-4-2941270, 4-5-553/557, 5-6=-254/105 .OT CHORD 9-10-757/786, 8-9-266/294, 7-8-266/294, 6-7-757/786 BS 3-8=-199/23, 4-7—5821369, 2-9-582/374. 2-10-1064/1032, 4-6—1064/1020 OINT STRESS INDEX 1 =0,11,2 = 0.00,3 = 0,04,4 = 0.00, 5 = 0.10, 6 = 0.00, 7 = 0.00, 8 = 0.07, 9 = 0.00 and 10 = 0.00 NOTES 1) Wind: ASCE 7-05; 95mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cal. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and righl exposed ; end vertical left and righl exposed; Lumber D0L=1.00 plale grip D0L=1.00 2) Truss designed for wind loads in Ihe plane of the tmss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualifled building designer as per ANSI/TPI 1. 3) Provide adequate drainage lo preveni water ponding. 4) Gable requires continuous boftom chord bearing. 5) Tmss lo be fully shealhed from one face or securely braced againsi laleral movement (i.e. diagonal web). 6) Gable sluds spaced al 1-4-0 oc. 7) This ti'uss has been designed for a 10.0 psf bottom chord live load nonconcurreni wilh any olher live loads. 8) * This truss has been designed for a live load of 20.Opsf on Ihe bottom chord in all areas where a rectangle 3-6-0 lall by 1 -0-0 wide will fit betiween Ihe bottom chord and any olher members. 9) A plale rating reduction of 20% has been applied for Ihe green lumber members. 10) Provide mechanical connection (by others) of tmss lo bearing plale capable of withstanding 23 Ib uplift al joinl 8, 358 Ib uplift al joinl 7, 363 Ib uplift at joinl 9, 558 Ib uplift al joinl 10 and 551 Ib uplift al joinl 6. 11) This tiTJSs is designed in accordance wilh the 2009 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 12) This tiuss has been designed for a lolal drag load of 460 plf. Lumber D0L=(1.33) Plate grip D0L=(1.33) Connect truss lo resist drag loads along bottom chord from 0-0-0 to 3-9-2 for 460.0 plf. 13) Girder carries lie-in span(s): 5-6-0 from 0-0-0 lo 3-9-2 14) Design assumes 4x2 (flat orientation) puriins al oc spacing indicated, fastened lo tmss TC w/ 2-10d nails. 15) In the LOAD CASE(S) section, loads applied lo the face of the tmss are noted as front (F) or back (B). ^,2011 A WARNim Vergy design parameters andREADmTES ON THIS AND INCLtmO) MTEK RBBREmE PAGB Mr7473 rer, lOVSBBORE USB. Design valid for use only with MiTek connectore. This design is based oniy upon porometere shown, and is for on indiv'idual building component. Applicability of design poramentere and proper incorporation ot component is responsibility of building designer - not truss designer. Brocing shown is for lateral support of Individual web membere only. Addrtional temporary bracing to Insure stability during construction is the responsibillity ot the erector. Additional permanent bnDCIng of the overall sfructure Is the responsibility of ttie building designer For general guidance regarding tobrication, quolity contnDl, storoge, delivery, erection and tDrocing, consurt ANSI/TPII QualHy Criterio, DSB-89 and BCSI BuHdlng Componeni Safety Information available from Tnjss Plate Instrtute, 281 N. Lee Street. Suite 312. Atexandria, VA 22314. MITek' 7777 Greenback Lane, Surte 109 Crtrus Heights, CA, 95610 Job Truss Truss Type Qty Ply Hirton Caristjad R33366896 HILTON_CARLSBAD RJ9B GABLE I 1 Job Reference (optionall SelectBuild Distribution, Indio, CA - 92203 7.250 s Jan 28 2011 MiTek Industries, Inc. Thu Jul 14 09:51:35 2011 Page 2 ID:t2IODBRTySPeTJAolr1YqZzOnqQ-2u1udVA1rYzYbul6clozgVcUaWrsPmUKskmKZ8qyy9Vc LOADCASE(S) Standartl 1) Regular: Lumber lncrease=1.25, Plate lncrease=1.25 Unifomn Loads (plf) Vert: 6-10=-20, 1-5=-310(F=-234) WARNING Verify design parameters and READ NOTES ON THIS AND INCLUDED mTEKri^ERENCE PAGE mi 7473 rer. 10'08 BBFORE USB. Design valid for use only with MiTek connectors. This design 'B based only upon parameters shown, and 'is for an individual building connponent. Applicability of des'ign paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing stTown •is for lateral support of indiv'idual web members only. Additional temporor/ bracing to insure stability during constnjction is the responsibillity of the erector. Additkinal pennanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, sforoge, delivery, erection and bracing, consult ANSI/TPf] Quafffy Critefia, DSB-87 and llCSf Buikfing Componenf Safety Information available from Truss Plate Institute, 281 N. LeeSTreet, Suite 312. Alexandria, VA 22314. MITek' mWEM ro ^EfrrsnM." 7777 Greenback Lane, Surte 109 Crtrus Heights, CA, 95610 Job Tmss Tmss Type Qty Piy Hilton Carisbad R33366897 HILTON_CARLSBAD RJ9C GABLE 1 1 Job Reference ioDtiorrall SelectBuild Distribution, Indio, CA - 92203 h 7.250 s Jan 28 2011 MiTek Indushies, Inc. Thu Jul 14 09:51:55 2011 Page 1 ID:t2IODBRTySPeTJAolr1YqZzOnqQ-TIFSpLQa8iUj?ypyo?KMJqJ_pvfsSQPpLtAcrgyy9VI 8-11-10 QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEWTHE INPUT LENGTH AND PLACEMENT OF CONNECTION TO TFiANSFER LATERAL FORCES TO THE SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE ON PAGE 2. Scale = 1:168 1 12x16 = 3x6 II 4 3x6 II j 3x6 II e 3x6 7 3x6 II 8 12x16 = j n n n • • • • • 0<XXXX>0<XXXXXXXXX>C<XXXA><XXXXX>W<XW^ 16 2x4 15 14 13 2x4 II 2x4 II 2x4 12 2x4 )-3-9| 1-3-8 Plate Offsets (X.Y): 19:0-2-10.0-3-31 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) l/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.09 Vert(LL) n/a -n/a 999 MT20 187/170 TCDL 18.0 Lumber Increase 1.25 BC 0.24 VertfTL) n/a -n/a 999 BCLL 0.0 * Rep Slress Incr NO WB 0.74 Horz(TL) 0.01 14 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix) Weighl: 51 Ib FT = 20% LUMBER TOP CHORD BOT CHORD WEBS OTHERS REACTIONS 2X8 LSL Truss Grade 2X4DF No.l&BlrG 2 X 4 DF Stud G 2 X 4 DF Stud G BRACING TOP CHORD BOT CHORD JOINTS 2-0-0 oc puriiris (6-0-0 max.): 1-9, excepi end verticals. Rigid ceiling directly applied or 4-10-5 oc bracing. 1 Brace at Jt(s): 1, 9 ^^1 (Ib/size) 14=194/8-11-10 (min. 0-3-1), 11=417/8-11-10 (min. 0-3-1), 12=447/8-11-10 (min. 0-3-1). 13=278/8-11-10 (min. 0-3-1), 17=417/8-11-10 (min. 0-3-1), 16=447/8-11-10 (min. 0-3-1), 15=278/8-11-10 (min. 0-3-1), 18=193/8-11-10 (min. 0-3-1), 10=193/8-11-10 (min. 0-3-1) Max Horz 18=32(LC 11) Max Uplift 14=-21(LC 3), 11=-1260(LC 9), 12=-271(LC 9), 13=-61(LC 14), 17=-1269(LC 12), 16=-272(LC 12), 15=-61(LC 9), 18=-1440(LC 9), 10-1431 (LC 14) Max Grav 14=194(LC 1), 11=1649(LC 8), 12=686(LC 8), 13=322(LC 7), 17=1649(LC 7), 16=686(LC 7), 15=322(LC 8), 18=1606(LC 8), 10=1606(LC 7) iRCES (Ib) - Maximum Compression/Maximum Tension OP CHORD 1-18—289/153, 1-2=-553/557, 2-3-1489/1467, 3-4-837/854, 4-5=-262/241, 5-6=-262/241, 6-7=-837/854, 7-8-1489/1467, 8-9-553/557, 9-10=-289/152 BOT CHORD 17-18=-1953/1981, 16-17=-1461/1489, 15-16—848/876, 14-15=-235/262, 13-14—235/262, 12-13=-848/876, 11-12=-1461 /1489, 10-11 =-1953/1981 WEBS 5-14=-196/20, 8-11-1621/1272, 7-12=-659/282, 6-13-299/71, 2-17-1621/1281, 3-16-659/284, 4-15—299/71, 2-18—2577/2551, 8-10—2577/2536 MiTek recommends lhal Slabilizers and required cross bracing be inslailed duririg Imss erection, in accordance wilh Stabilizer Installation ouide. JOINT STRESS INDEX 1 =0.27,2 = 0.00,3 = 0.12,4 = 0.00 and 18 = 0.00 0.06, 5 = 0.04, 6 = 0.06, 7 = 0.12, 8 = 0.00, 9 = 0.26,10 = 0.00, 11 = 0.00,12 = 0.22, 13 = 0.10, 14 = 0.07 NOTES 1) Wind: ASCE 7-05; 95mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; endosed; MWFRS (low-rise); cantilever left and righl exposed ; end vertical left and righl exposed; Lumber D0L=1.00 plale grip D0L=1.00 2) Tmss designed for wind loads in the plane of the tmss only. For sluds exposed lo wind (normal to the face), see Standard Induslry Gable End Details as applicable, or consult qualifled building designer as per ANSI/TP11. 3) Provide adequate drainage lo prevent water ponding. 4) Gable requires continuous bottom chord bearing. 5) Tmss to be fully shealhed from one face or securely braced against lateral movement (I.e. diagonal web). 6) Gable sluds spaced al 1-4-0 oc. 7) This tiuss has been designed for a 10.0 psf bottom chord live load nonconcurreni wilh any olher live loads. 8) " This Imss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 lall by 1-0-0 wide will fll between the bottom chord and any olher members. 9) A plate rating reduction of 20% has been applied for the green lumber members. 2011 A WARNim Verify design peirameters and READ mTES ON THIS AND imLtmO) MTBK RBBREmE PAGE Ml 7473 ret. lOVSBBORBUSE. Design valid lor use only w'rth MiTek connectore. This design is based only upon parametere shown, and 'B for on individual buiiding component. Applicability of design paramentere and proper IncorTDorallon ot component is responsibiiity of building designer - not ttuss designer. Bracing shown Is for loteral support of individual web memlDere only. Additional temporary bracing to insure stobiBty during construction is the responsibillrty of the erector. Additionol pemianenl bracing of the overall structure is the responsibility of the building designer For general guidance regarding faiDricotion, quality controt storage, delivery, erection and iDracing. consurt ANSI/TPIT Quality Criieria. DSB-89 and BCSI BuHdlng Componeni Salety Information available from Tnjss Plate Instrtute. 281 N. Lee Street Suite 312. Alexandria. VA 22314. MiTek' 7777 Greenback Lane, Suite 109 Crtnjs Heights, CA, 95610 Job Truss Tmss Type Qty Ply Hirton Caristjad R33366897 HILTON_CARLSBAD RJ9C GABLE 1 1 Job Reference foolionall SelectBuild Distribution. Indio, CA - 92203 7.250 s Jan 28 2011 MiTek Industries, Inc Thu Jul 14 09:51:55 2011 Page2 ID:l2IODBRTySPeTJAoir1YqZ20nqQ-TIFSpLQa8iUj?ypyo?KMJqJ_pvfsSQPpLtAcrgyy9VI NOTES 10) Provide mechanical connection (by Ottiers) Of tmss to bearing plate capable of withstanding 21 Ib uplift al joinl 14, 1260 Ib uplift al joinl 11, 271 Ib uplift al joinl 12, 61 Ib uplift al joinl 13,1269 Ib uplift al joinl 17, 272 Ib uplift at joinl 16,61 Ib uplift at joinl 15, 14401b uplift at joinl 18 and 1431 Ib uplift at joinl 10. 11) This huss is designed in acconlance wilh the 2009 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 12) This truss has been designed for a total drag load of 460 plf. Lumber D0L=(1.33) Plate grip D0L=(1.33) Conned tmss lo resist drag loads along bottom chord from 0-0-0 to 8-11-10for460.0 plf. 13) Girder cames tie-in span(s): 5-6-0 from 0-0-0 lo 8-11 -10 14) Design assumes 4x2 (flal orienlation) puriins al oc spacing indicated, fastened to tmss TC wl 2-10d nails. 15) In the LOAD CASE(S) seclion, loads applied to the face of the tmss are noted as front (F) or back (B). LOADCASE(S) Standard 1) Regular: Lumber lnCTease=1.25, Plale lncrease=1.25 Uniform Loads (plf) Verl: 10-18-20,1-9=-310(F=-234) ^ WARNim Verify design parameters and READ mTES ON THIS AND imLtmBD MTEK RBBREmE PAOE Ml 7473 rer. 10'OS BBORB t^. Design valid tor use only with fvliTek connectore. This design is based only upon parametere shown, and 'is tor on individual building component Applicatjility of design paramentere and proper Incorporation of component is responsibility of building designer - nof fruss designer Bracing shown is for lateral support of Indivkiual web memtjere only. Additional temporary bracing to Insure stability during construction is the responsibillity of the erector. Additionai pennanent brocing of the overall stnjcture is ttie responsibility of the building designer. For general guidance regarding fabrication, quality controt storage, delivery, erection and iDrocing, consurt ANSI/TPM QuaHly Criieria, DSB-89 and BCSI BuHdlng Component Solely Inlormalton available trom Tnjss Plate Institute, 281 N. Lee Street Suite 312. Alexandria. VA 22314. MITek' 7777 Greenback Lane, Surte 109 Crtms Heights, CA. 95610 Job Tmss Tmss Type Qly Ply Hitton Carisbad R33366898 HILTON_CARLSBAD TJ01 MONO TRUSS 5 1 Job Reference (optionall SeiectBuiid Disti'ibution, Indio, CA - 92203 7.250 s May 11 2011 MiTek Industries, Inc. Thu Jul 14 05:49:05 2011 Page 1 ID:l2IODBRTySPeTJAolr1YqZzOnqQ-2luM9brYOQpuc_sNL3i?pt35ex2h0TEz3ldSAyyD2y 4-9-9—I 7-11-11 1 Srta I 3 00 IT2" Sal*-1:27.8 Plate Offsets iX.Yl: 12:0-1-4,0-2-0] 1 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) l/defl L/d PLATES GRIP ' TCLL 20.0 Plates Increase 1.25 TC 0.13 Verl(LL) -0.01 6-7 >999 360 MT20 220/195 TCDL 18.0 Lumber Increase 1.25 B.C 0.24 Vert(TL) -0.06 6-7 >999 240 BCLL 0.0 * Rep Slress Incr YES WB 0.16 Horz(TL) 0.00 5 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix) Weighl: 44 Ib FT = 20% LUMBER TOPCHORD 2X4DFNo.1&BlrG*Except* 1-2:2X6DF No.2 G BOT CHORD 2 X 4 DF No.1 &Btr G WEBS 2 X 4 DF Slud G REACTIONS (Ib/size) 8=372/0-5-8 (min. 0-1-8), 5=378/Mechanical Max Horz8=93(LC 5) Max Uplift8=-10(LC 3), 5=-47(LC 5) BRACING TOP CHORD BOT CHORD SImctural wood sheathing directly applied or 6-0-0 oc puriins, excepi end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends lhat Stabilizers and required cross bracing be inslailed during Iruss ereclion, in accordance wilh Stabilizer Installation guide. FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less excepi when shown. TOPCHORD 1-2=-454/22, 1-8-349/23 BOT CHORD 6-7=-64/420 WEBS 2-6=-484/73, t-7—21440 NOTES 1) Wind: ASCE 7-05; 95mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cal. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and righl exposed ; end vertical left and righl exposed; Lumber D0L=1.00 plale grip D0L=1.00 >2) This tmss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any olher live loads. 3) * This Imss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 lall by 1 -0-0 wide will fll between the botlom chord and any olher members. 4) A plale rating reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for tmss lo tmss connections. 6) This truss Is designed in accordance with the 2009 International Buiiding Code section 2306.1 and referenced standard ANSI/TP11. LOADCASE(S) Standard Liy 14,2011 A WARNim Verify design peirameters and READ mTBS ON THIS AND imLtmBD MTEK RBBRBmB PAOB MI7473 rer. lOVSBBOREtJSB. Design valid for use only with tvliTek connectore. This design is based only upon parametere shown, and is for an Individual building component. ApplkDabillty of design paramentere and profDer Incorporation of component Is responsibility of building designer - not truss designer Bracing shown is for lateral support of individual web membere only. Additional temporary bracing to insure stability during construction 'is the responsibillity of the erector Additkjnal pemianent iDracing of the overall structure is the responsibility of the building designer. For general guidance regarding fotjrication. quality controt storage, delivery, erection and tjrocing, consurt ANSI/TPII QuaHly Criieria, DSB-89 and BCSI BuHdlng Componeni Safety Infonnation available from Truss Plate Institute, 281 N. Lee Street Suite 312. Alexandria, VA 22314. MITek' 7777 Greenback Lane, Surte 109 Crtrus Heights, CA. 95610 Job Tmss Tmss Type Qty Ply Hilton Carisbad R33366899 HILTONCARLSBAD TJ01A MONO TRUSS 1 1 Job Reference (optionall SelectBuild Disti'ibution, Indio, CA - 92203 7.250 s May 11 2011 MiTek Industries, Inc. Thu Jul 14 05:49:05 2011 Page 1 ID:t2IODBRTySPeTJAolr1YqZzOnqQ-2luM9biYOQpuc_sNL3i?pt30ex4h0XEz3ldSAyyD2y _l 7-11-11 I 9-4-3 . Scale-1:27-8 1 3-11-0 3-11-0 i 7-11-11 4-0-11 1 ^OADING (psf) SPACING 2-0-0 CSI DEFL in (loc) l/defl Ud PLATES GRIP •TCLL 20,0 Plates Increase 1.25 TC 0.14 Vert(LL) -0.01 6-7 >999 360 MT20 220/195 "TCDL 18,0 Lumber Increase 1.25 BC 0.24 Vert(TL) -0.06 6-7 >999 240 BCLL 0.0 • Rep Stress Incr YES WB 0.16 Horz(TL) 0.00 5 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix) Weighl: 41 Ib FT = 20% LUMBER TOPCHORD BOT CHORD WEBS 2X4 DF No.l&BlrG 2X4DF No.l&BlrG 2 X 4 DF Slud G BRACING TOP CHORD BOT CHORD REACTIONS (Ib/size) 8=372/0-5-8 (min. 0-1-8), 5=378/Mechanical MaxHorz8=92(LC5) Max Uplift8=-11(LC 3), 5-46(LC 5) Stiudural wood shealhing directly applied or 6-0-0 oc puriins, excepi end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends lhat Slabilizers and required cross bracing be installed during tmss erection, in accordance wilh Stabilizer Installation guide. FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less excepi when shown. TOP CHORD 1-2—435/21, 1-8-349/24 BOT CHORD 6-7-62/402 WEBS 2-6=-472/72, 1-7=-1/425 NOTES 1) Wind: ASCE 7-05; 95mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cal. II; Exp C; endosed; MWFRS (low-rise); cantilever left and righl exposed ; end vertical left and righl exposed; Lumber D0L=1.00 plale grip D0L=1.00 2) This tmss has beep designed for a 10.0 psf bottom chord live load nonconcurreni with any olher live loads. ) * This tmss has been designed for a live load of 20.0psf on Ihe bottom chord in all areas where a redangle 3-6-0 tall by 1-0-0 wide will fll between Ihe bottom chord and any olher members. 4) A plate raling redudion of 20% has been applied forthe green lumber members. 5) Refer lo girder(s) for Imss lo tmss connections. 6) This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. LOADCASE(S) Standard V011 ^ WARNim Vergy design peirameters and READ mTES ON THIS AND OKLtmO) MTEK REFEREmB PAGB MU 7473 rer. lOVSBBOREtJSB. Design valid for use only with I^Ailek connectors. Th'K design is based only upon parametere shown, and Is for on individual building component. Applicability of design paramentere and proper Incorporation of component is responsibiiity of building designer - not truss designer. Brocing shown is for lateral support of Individual web memtjere only. Additional temporary bracing to insure stability during constfuction '& the responsitjillity of the erector. Additional permanent bracing of the overall stnjcture is ttie responsibility of the building designer For general guidance regarding fabrication, quality controL storage, delivery, erection and txacing, consurt ANSI/TPII Quality Criieria. DSB-89 and BCSI BuHdlng Component Safetv tnlormollon available from Tnjss Plate Institute, 281 N. Lee Street Surte 312, Alexandria, VA 22314. MITek' 7777 Greenback Lane. Suite 109 Crtrus Heights, CA. 95610 Job Tmss Tmss Type Qly Ply Hilton Carisbad Ply R33366900 HILTON_CARLSBAD TJ02 MONO TRUSS 5 1 Job Reference (optionall SeledBuiid Distribution, Indio, CA - 92203 7.250 s May 11 2011 MiTeklndustries, Inc. Thu Jul 14 05:49:06 2011 Paget ID:t2IODBRTySPeTJAolr1YqZzOnqQ-WUSINxjA9kylE8Z2x2axX1PB02EiQN4NCjVA_cyyD2x 9-11-111 o-7-e 2x4 II Scale = 1:31.2 Plate Offsets (X.Y): (2:0-3-4.0-2-0) OADING (psf) TCLL 20.0 TCDL 18.0 BCLL 0.0 * BCDL 10.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Slress Incr YES Code IBC2009/TPI2007 CSI TC 0.31 BC 0.35 WB 0.46 (Matrix) DEFL in (loc) l/defl Ud Vert(LL) -0.04 6-7 >999 360 Vert(TL) -0.19 6-7 >611 240 HorzfTL) 0.01 5 n/a n/a PLATES GRIP MT20 220/195 Weighl: 53 Ib LUMBER TOPCHORD 2X4 DF No.l&BlrG'Except* 1-2:2X6DF No.2 G BOT CHORD 2 X 4 DF No.1 SBtr G WEBS 2 X 4 DF Slud G REACTIONS (Ib/size) 8=468/0-5-8 (min. 0-1-8), 5=474/Mechanical Max Horz8=109(LC 5) Max Uplift8=-15(LC 3), 5=-55(LC 5) BRACING TOP CHORD BOT CHORD Stmdural wood shealhing diredly applied or 6-0-0 oc puriins, excepi end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends thai Stabilizers and required cross bracing be inslailed during tiuss erection, in accordance wilh Stabilizer Insiallalion quide. FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less excepi when shown. TOP CHORD 1-2=-714/42, 1-8-453/26 BOTCHORD 6-7=-100/670 WEBS 2-6=-715/107, 1-7=-30/678 NOTES 1) Wind: ASCE 7-05; 95mph; TCDL=8.4psf; BCDL=4.2psf: h=25ft; Cal. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and righl exposed; Lumber D0L=1.00 plale grip D0L=1.00 :) This buss has been designed for a 10.0 psf bottom chord live load nonconcurrent wilh any other live loads, i) * This tmss has been designed for a live load of 20.0psf on the bottom chord in all areas where a redangle 3-6-0 lall by 1 -0-0 wide will fll between the bottom chord and any olher members. 4) A plale rating redudion of 20% has been applied for Ihe green lumber members. 5) Refer to girder(s) for tmss to Imss connections. 6) This tmss is designed in accordance wilh Ihe 2009 Intemational Building Code section 2306.1 and referenced standard ANSI/TPI 1. LOADCASE(S) Standard Uly 14,2011 A WARNim-Vergy design parameters and READ mTES ON THIS AND imLtmBD MTTEK RBBREmE PAtm MI74T3 rer. lOVSBBOREUSB. Design valid for use only with t^^ifek connectore. This design is based only upon porometere shown, and is for an individual building component. Applicatjility of design paramentere and proper incorporation of component is responsibility of building designer - not truss designer Bracing shown Is for lateral support of indlvkdual web membere only. Add'rtional temporary bracing to insure stability during constnjction is the responsibillity of the erector Additional pennanent bracing of the overall structure is ttie responsibility of ttie buHding designer For general guidance regarding tobrication, quality controL storage, delivery, erection and txacing, consurt ANSI/TPIT QuaMy Criieria, DSB-89 and BCSI BuHdlng Component Safety IntormaHon available trom Tnjss Plate Instrtute, 281 N. Lee Slreel. Surte 312. Alexandria. VA 22314. MITek' 7777 Greenback Lane, Surte 109 Crtrus Heights, CA. 95610 Job Tmss Tmss Type Qty Ply Hitton Carisbad R33366901 HILTON_CARLSBAD TJ02A MONO TRUSS 1 1 Job Reference (optionall SelectBuild Disti'ibution, Indio, CA - 92203 7.250 s May 11 2011 MiTek Industries, Inc. Thu Jul 14 05:49:06 2011 Page 1 ID:t2IODBRTySPeTJAolr1YqZzOnqQ-WUSINxjA9kylE8Z2x2axX1PBL2EnQOWNCjVA_cyyD2x 8:4:2 p-11-111 4-6-10 0-7-8 2x4 II ^LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) l/defl Ud PLATES GRIP •TCLL 20.0 Plates Increase 1.25 TC 0.29 Vert(LL) -0.04 6-7 >999 360 MT20 220/195 "TCDL 18.0 Lumber Increase 1.25 BC 0.34 VertaL) -0.19 6-7 >615 240 BCLL 0.0 * Rep Slress Incr YES WB 0.43 HorzCTL) 0.01 5 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix) Weight: 50 Ib FT = 20% LUMBER TOPCHORD 2X4DF No.l&BtrG BOTCHORD 2X4DF No.l&BtrG WEBS 2 X 4 DF Slud G REACTIONS (Ib/size) 8=468/0-5-8 (min. 0-1-8), 5=474/Mechanical Max Horz8=109(LC 5) Max Uplift8=-16(LC 3), 5=-55(LC 5) BRACING TOP CHORD BOT CHORD Strudural wood shealhing directly applied or 6-0-0 oc puriins, excepi end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends lhal Slabilizers and required cross bracing be installed duririg tiuss erectiori, in accordance wilh Stabilizer Installation guide. FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less excepi when shown. TOP CHORD 1-2=-666/35,1-8=-454/27 BOT CHORD 6-7—93/624 WEBS 2-6-671/100, 1-7=-16/628 NOTES 1) Wind: ASCE 7-05; 95mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cal. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and righl exposed ; end vertical left and righl exposed; Lumber D0L=1.00 plale grip D0L=1.00 2) This Iruss has been designed for a 10.0 psf bottom chord live load nonconcurreni wilh any other live loads. ^3) * This tmss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 lall by 1 -0-0 wide will fll between the bottom chord and any olher members. 4) A plale rating reduction of 20% has been applied for the green lumber members. 5) Refer lo girder(s) for tmss lo Imss connections. 6) This truss Is designed in acconlance with Ihe 2009 Intemational Building Code section 2306.1 and referenced standard ANSI/TPI 1. LOADCASE(S) Standard 14,2011 WARNim Vergy design parameters and READ mrSS ON THIS AND imLtmBD MTTEK RBBRBNCB PAtSB Ml 7473 rer. lOVSBBORBUSE. Design valid for use only with twliiek connectore. Th'is design is based onty upon parametere shown, and is for an individual building component Applicability of design paramentere and proper incorporation of component is responsibility ot building designer- not truss designer Bracing stiown 'IS for lateral support of Individual web membere only. Addrtional temporary bracing to insure stability during construction is the responsibillity of the erector. Additkjnal permanent bracing of the overall structure is the responsibiiity of the building designer For general guidance regarding fatxicotion. quality controL storage, delivery, erection and bracing, consurt ANSI/TPIT Quaffly Crilerio, DSB-89 ond BCSI BuHdlng Component Salely Informotion available from Tnjss Plate Institute, 281 N. Lee Street Surte 312. Alexandria. VA 22314. MITek' 7777 Greenback Lane, Surte 109 Crtrus Heights, CA. 95610 Job Tmss Tmss Type Qty Ply Hitton Carisbad R33366902 HILTON_CARLSBAD TJ03 MONO TRUSS 4 1 Job Reference (optionall SeiectBuiid Distribution, Indio, CA - 92203 7.250 s May 11 2011 MiTek Industries, Inc. Thu Jul 14 05:49:07 2011 Page 1 ID:l2IODBRTySPeTJAolr1YqZzOnqQ-_h07aHkpw24csl8FUI6A4EyMfSbM9stXRNFkW2yyD2w 3.00 1^ Plate Offsets (X Y): 12:0-3-4.0-2-01 OADING (psf) TCLL 20.0 TCDL 18.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Slress Incr YES Code IBC2009/TPI2007 CSI TC 0.26 BC 0.32 WB 0.36 (Matrix) DEFL iri (loc) l/defl Ud PLATES GRIP Vert(LL) -0.03 6-7 >999 360 MT20 220/195 Vert(TL) -0.15 6-7 >762 240 HorzfTL) 0.01 5 n/a n/a Weighl: 50 Ib FT = 20% LUMBER TOP CHORD BOT CHORD WEBS 2 X 4 DF No.1 &Blr G "Except* 1-2:2X6DF N0.2G 2X4DF No.l&BtrG 2 X 4 DF Stud G BRACING TOP CHORD BOT CHORD REACTIONS (Ib/size) 8=444/0-5-8 (min. 0-1-8), 5=450/Mechanical Max Horz8=105(LC 5) Max Uplift8=-14(LC 3), 5=-53(LC 5) Stiudural wood shealhing directly applied or 6-0-0 oc puriins. excepi end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends lhat Stabilizers and required cross bracing be installed during tiuss eredion, in accordance wilh Stabilizer Installation guide. FORCES (Ib) - Max, Comp,/Max. Ten. - All forces 250 (Ib) or less except when shown. TOPCHORD 1-2-647/37, 1-8=-425/26 BOT CHORD 6-7=-91/603 WEBS 2-6=-651/98, 1-7=-24/597 NOTES 1) Wind: ASCE 7-05; 95mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cal. II; Exp C; endosed; MWFRS (low-rise); cantilever left and righl exposed ; end vertical left and righl exposed; Lumber D0L=1.00 plate grip D0L=1.00 >2) This truss has beep designed for a 10.0 psf bottom chord live load nonconcurrent wilh any olher live loads. 3) * This Imss has been designed for a live load of 20.0psf on the bottom chord in all areas virhere a redangle 3-6-0 tall by 1-0-0 wide will fil betiween the bottom chord and any other members. 4) A plale rating reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for tmss lo tmss connections. 6) This tiuss Is designed in accordance wilh the 2009 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. LOADCASE(S) Standard 4,2011 A WARNim Vergy design parameters and READ mTES ON THIS AND imLtmBD MTTEK REFERBmB PAGE MI 7473 rer. lOVSBBOREUSB. Design valid tor use only with Mitek connecttjre. This design is based only upon parametere shown, and is for an 'indiv'idual building component. Applicability of design paromentere and proper Incorporation of component Is responsibility of building designer - not truss designer. Bracing shown •|s for lateral support of Individual web memtjere only. Additional temporary bracing to insure stability during constnjction is the responsibillrty of the erector. Addiflonal pennanenf bracing of the overall stnjcture is the responsibility of the building designer. For general guidance regarding fabrication, qualily ControL storage, delivery, erection and bracing, consurt ANSI/TPII QuoHly Criieria, DSB-89 and BCSI BuHdlng Componeni Salely Inlormation available from Tnjss Plate Institute, 281 N. Lee Street Suite 312. Alexandria, VA 22314, MITek' 7777 Greenback Lane. Suite 109 Crtrus Heights. CA, 95610 Symbols PLATE LOCATION AND ORIENTATION Center plate on joint unless x, y offsets are Indicated. Dimensions are In ft-ln-slxteenthis. Apply plates to botti sides of truss and fully embed teetti. 3 For 4 X 2 orientation, locate plates 0- 'M' from outside edge of truss. Ttils symbol Indicates ttie required direction of slots In connector plates. * Plate location details available In MITek 20/20 software or upon request. PLATE SIZE 4x4 The first dimension is ttie plate widtti measured perpendicular to slots. Second dimension is ttie length parallel to slots. LATERAL BRACING LOCATION BEARING Indicated by symbol shown and/or by text In the bracing section of the output. Use T, I or Eliminator bracing If Indicated. Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Industry Standards: ANSI/TPII: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. Numbering System 6-4-8 dimensions shown in ft-in-sixteenths (Drawings not to scale) 1 2 TOP CHORDS BOnOM CHORDS 7 JOINTS ARE GENERALLY NUMBERED/LEHERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LEnERS. PRODUCT CODE APPROVALS ICC-ES Reports: ESR-1311, ESR-1352, ER-5243, 9604B, 95-43, 96-31, 9667A NER-487, NER-561 95110, 84-32, 96-67, ER-3907, 9432A > 2006 MITek® All Rights Reserved KD MiTek POWER TO fERFORM." I MiTek Engineering Reference Sheet; MII-7473 rev. A General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Adrditlonal stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative T, I, or Eliminator bracing should be considered. 3. Never exceed the design loading shown and never stack materials on inadequately braced Irusses. A. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 5. Cuf members fo bear fightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane of joint locations are regulated by ANSI/TPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. 8. Unless otherwise noted, moisture content of lumber shall nof exceed 19% at fime of fabricafion. 9. Unless expressly noted, fhis design is nof applicable for use wifh fire retardant, preservative treated, or green lumber. 10. Camber is a non-stnjcfural consideration and is ftie responsibility of fruss fabricator. General pracfice is to camber for dead load deflecfion. 11. Plate type, size, orientation and location dimensions indicated ore minimum plating requirements. 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 13. Top chords must be sheofhed or puriins provided at spacing indicated on design. 14. Bottom chords require lateral bracing of 10 ff. spacing, or less, if no ceiling is installed, unless otherwise noted. 15. Connecfions not shown are fhe responsibility of others. 16. Do nof cuf or alter fruss member or plate without prior approval of on engineer. 17. Install and load vertically unless indicated otherwise. 18. Use of green or freated lumber may pose unacceptable environmental, healfh or performance risks. Consulf wifh projecf engineer before use. 19. Review all portions of fhis design (front, back, words and pictures) before use. Reviewing pictures alone is nof sufficient. 20. Design assumes manufacture in accordance with ANSI/TPI 1 Quality Criteria. Building Materials and Construction Services D.B.A. BOULDERS WEST COMPONENTS 45-491 GOLF CENTER PARKWAY, INDIO, CA. 92203 O. 760-347-3332 F. 760-347-0202 CONTENTS PAGE TIMBER PRODUCTS INSPECTION (LETTER) 1 >TPI (CTI) STAMP - SEE PAGE 1 2 EXPLfiNfiTION or ENGINEERED DRflWING 3 DETML FOR COMMON MD END TILCKS - 16 PSF 4 DETML FOR COMMON MP END fllCKS - 20 PSF 5 SUPPORT OF B.C. (PRESSURE BLOCK) STilNDiLRD OPEN END yfiCK 6 INTERIOR BEARING OFFSET DETML 7 BEARING BLOCK DETML 3 BEARING 8 BEARING BLOCK DETAIL 5 'A" BEARING 9 UPLIFT TOE-NAIL DETAIL 10 LATERAL TOE-NAIL DETAIL 11 WEB BRACING RECOMMENDATIONS 12 T-BRACE AND L-BRACE 13 VALLEY TRUSS DETAIL 14 VALLEY TRUSS DETAIL (CONT'D.) 15 (PURLIN GABLE DETAIL 16 PURLIN GABLE DETAIL (CONT'D.) 17 PURLIN GABLE DETAIL (CONT'D.) 18 PURLIN GABLE DETAIL (CONT'D.) 19 STANDARD GABLE END DETAIL 20 STANDARD GABLE END DETAIL (CONT'D.) 21 STD. REPAIR - MISSING STUD ON GABLE TRUSS 22 STD. REPAIR - BROKEN STUD ON GABLE TRUSS 23 STD. REPAIR - REMOVE CENTER STUD ON GABLE TRUSS 24 STD. REPAIR - NOTCH 2X6 TOP CHORD ON GABLE TRUSS 25 STD. REPAIR - NOTCH 2X4 TOP CHORD ON GABLE TRUSS 26 STANDARD REPAIR DETAIL - 25% 27 FALSE BOTTOM CHORD FILLER DETAIL 28 OVERHANG REMOVAL DETAIL 29 SCAB APPLIED OVERHANGS 30 PLEASE CONTACT BMC FOR MORE INFORMflTION OR OUESTIOHS REGilRDING THESE SHEETS PAGE: 0 OF 30 MANUFACTURED FOR SELECTBUILD DISTRIBUTION BOULDER WEST COMPONENTS iNDIO. CA UtlAUK AUDIHD By TIMBER PRODUCTS INSPECTION, INC DESIGN CRITERIA TC LL TC OL BCDL TOTAL LOAD DUR. FACTOR SPACING Page # 2 Job Truss Truss Type Qty Ply DISPLAY ROOFI COMMON 1 1 A, B -2-0-0 5-4-5 10-2-3 15-0-0 19-9-13 24-7-11 32-0-0 2-0-0 5-4-5 4-9-13 4-9-13 4-9-13 2-0-0 6.00 fl2" A, B 19-9-13 G 9-7-11 LOADINQ (psf) 1 SPACINQ 2-0-0 J M CSI N DEFL in (loc) l/defl P PLATES GRIP TCLL 20.0 1 Plates Increase 1.15 K M TC 0.29 N Vert(LL) -0.09 14 >999 MII20 249/1 90 TCDL 10.0 Lumber Increase 1.15 K BC 0.83 VarKTL) -0.39 12-14 >907 BCLL 0.0 Rep Stress Inor YES 1 WB 0.36 0 Horz(TL) 0.07 10 n/a BCDL 10.0 Code BOCA/ANSI95 L 0 1 sl LC LL Min l/defl = 240 Weight; 158 Ib Plate Offsets (X.Y): [2.0-3-0,0-1-4], [10:0-3-0,0-1-4) j_| Sheathed or 4-2-1 oc purlins. Rigid ceiling directly applied or 8-6-T 1 oc bracing. LUMBER , , BRACINO TOPCHORD 2X4SYPN0.2 _ IJ TOPCHORD BOT CHORD 2X4 SYP No.2 I) ^ BOT CHORD WEBS 2X4SYPN0.3 R S REACTIONS (Ib/size) 2-1317/0-3-8,10=1317/0-3-8 T Max Horz 2 = -175(load case 5) Max Uplift2--341 (load case 4), 10 = -341(load case 5) FORCES (Ib) - First Load Case Only V TOPCHORD 1-2-26, 2-3 = -2024, 3-4--1722, 4-5--1722, 5-6 9-10 = -2024, 10-11 -26 BOTCHORD 2-14-1794, 13-14=1140, 12-13=1140, 10-12=1794 WEBS 5-14--294, 7-12--294, 3-14 = -288, 6-14 = 742, 6-12 = 742, 9-12=-288 .NOTES w .} Unbalanced roof live loads have been considered for this design. ') Wind: ASCE 7-98 per BOCA/A(iJSI95; 90mph; h = 25ft; TCDL = 5.0psf; BCDL = 5.0psf; occupancy category II; exposure C; enclosed;MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed;Lumber DOL— 1.33 plate grip DDL- 1.33. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 341 Ib uplift at joint 2 and 341 Ib uplift at joint 10. A Cumulative Dimensions -1722, 6-7--1722, 7-8 = -1722, 8-9--1722, LOAD CASEIS) Standard ^ B Psnel Length (feet - inches - sixteenths) C Slope D Plate Size and Orientation E Overall Height F Bearing Locslion G Truss Span (feet - inches - sixleenths) H Plate Offsets I Design Loatiing (PSF) J Spacing O.C. {feet - inches - sixteenths) K Duration of Load for PIsle and Lurnber Design L Code M TC, BC, and Web Maximum Combined Stress Indices N Deflections (inches) and Span lo Deflection Ratio O Input Span to Deflection Rstio P MiTek Plate Allowrables (PS!) Q Lumber Requirements R Reaction (pounds) S Minimum Bearirig Requiied (inches) T Maximurn Uplift and/or Horizontal Reaction if Applicable U Required Member Bracing V Member Axial Forces 'for Load Case I W Notes X Additional Loads/Load Cases Page # 3 TIMBER PRODUCTS INSPECTION March 21,2006 To Whom It May Concem: This is to verify that Boulder West Components of Indio, CA is a subscriber in the Timber Products Inspection (TP) and Greneral Testing and Inspection (GTI) Truss Quality Auditing Program. The TP and GTI Truss Quality Auditing Programs are recognized by the Intemational Accreditation Service (IAS) with the assigned number of AA-664. TP and the GTI quality assurance marks have been recognized in the west by the trass industry and code jurisdictions since 1969. TP currently audits truss manufacturing facilities nationwide. TP is conducting unannounced, third party audits at the Boulder West Components of Indio, CA. This facility is currently in good standing in the TP Trass Quality Auditing Program. Boulder West Components personnel are authorized to apply the GTI quality mark to trasses that are manufactured in accordance with the latest revision of the ANSI/TPI standards. All stamping takes place at the trass manufacturing facility, under supervision of qualified plant persormel. If you have questions regarding the status ofany plant in the TP/GTI program, please contact Pepper Browne at (360) 449-3840 ext. 11. Sincerely, Brian Hensley Trass Manager - Westem Division Page # 1 105 SE 124th Avenue • Vancouver, Washington 98684 • 360/449-3840 • FAX: 360/449-3953 P.O. Box 919 • 1641 Sigman Road • Conyers, Georgia 30012 • 770/922-8000 • FAX: 770/922-1290 DETAIL FOR COMMON AND END JACKS Mi M/y< LOADING (psf) TCLL 16.0 TCDL 14.0 BCLL 0.0 BCDL 10.0 MII/SAC-8-16PSF 4/18/2007 I PAGE 1 SPACING Plates Increase Lumber Increase Rep Stress Incr 2-0-0 1.25 1.25 YES MINIMUM LUMBER SIZE AND GRADE TOPCHORD 2X4SPF, HF, DF-L No.2 BOT CHORD 2X4 SPF, HF, DF-L No.2 BRACING TOP CHORD BOT CHORD Sheathed. Rigid ceiling directly applied. MITek Industries, Inc. Western Division LENGTH OF EXTENSION AS DESIGN REQ'D 20'-0" MAX SPLICE CAN EITHER BE 3X6 MT20 PUTES OR 22" LONG 2X4 SCAB CENTERED AT SPLICE W/SAME LUMBER AS TOP CHORD ATTACH TO ONE FACE W/ (.131"X3.0" MIN) NAILS @ 3" O.C. 2 ROWS 8-0-0 NOTE: TOP CHORD PITCH: 4/12-8/12 BOTTOIVI CHORD PITCH: 0/12-4/12 PITCH DIFFERENCE BETWEEN TOP AND BOTTOM CHORD TO BE "2" MIN. SPACING= 24" O.C. 2x4 SUPPORT AND CONNECTION BY OTHERS OR 2-16d COMMON Vl/IRE (0.162"DIA. X 3.5") LGT TOE NAILS SUPPORTS SHALL BE PROVIDED @ 4'-0" O.C. ALONG THE EXTENSION OF TOP CHORD. CONN. W/3 16d COMWOIVI VVHRE (0.162"DIA. X 3.5" LGT) TOE NAILS 2x4-< 3x4-. CONN. W/2 16d COMMON WIRE (0'162"DIA. X 3 5" LGT) TOE NAILS EXT. 2-0-0 EXT. 2-0-0 EXT. 2-0-0 EXT. 2-0-0 CONN. W/3 16d COMMON WIRE (0.162"DIA X 3.5" LGT) TOE NAILS BOTTOM CHORD LENGTH MAY BE 2'-0" OR A BEARING BLOCK. , 2-0-0 Lm fc-l- CONN. W/2 16d COMMON WIRE(0.162"DIA. X 3.5") LGT TOE NAILS OR SEE DETAIL MlVSAC-7 FOR PRESSUREBLOCKING INFO. i NOTE: NAILING SHALL BE SUCH THAT THE LUMBER DOES NOT SPLIT. ] 1 J Page # 4 AUG 1 4 2009 WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDBD MTTEK RBFERENCE PAGE Mn'7473 BEFORE USB. Design volid for use only wilh MiTek conneclors. This design is based only upon porometers shown, and is for on individual building connponent. Applicabilily of design poromentere and proper incorporotion of component is responsibility of building designer - not truss designer. Bracing shown is for lateral supporl of individual web members only. Addilional temporary bracing to insure sfability during consfruction is the responsibillity of the erector. Addifional permonent bracing of fhe overall structure is the responsibility of the building designer, for general guidance regarding fabricotion, quolity control, storage, delivery, ereclion ond bracing, consull ANSIAPil QycH^y Criteria, DSB-6? and BCSIl Building Component Safefy InformaHon available from Truss Plole Institute, 583 D'Onolrio Drive, Modison, Wl 53719. I 7777 Greenback Lane Suite 109 1 Citrus Heights. CA, 9561' .J Mrrek DETAIL FOR COMMON AND END JACKS MII/SAC - 8 -20PSF 8/31/2005 PAGE 1 MM ® MAX LOADING (psO TCLL 20.0 TCDL 16.0 BCLL 0.0 BCDL 10.D SPACING Plates Increase Lumber Increase Rep Stress incr 2-0-0 1.15 1.15 YES MINIMUM LUMBER SIZE AND GRADE TOP CHORD 2 X 4 HF, DF-L No.1 BOTCHORD 2X4 SPF, HF, DF-L No.2 BRACING TOPCHORD Sheathed. BOT CHORD Rigid celling directly applied. IMiTek industries, inc. Western Division LENGTH OF EXTENSION AS DESIGN REQ'D 2O'-0" MAX SPLICE CAN EITHER BE 3X6 MT20 PLATES OR 22" LONG 2X4 SCAB CENTERED AT SPLICE W/SAME LUMBER AS TOP CHORD ATTACH TO ONE FACE W/ (.13rX3.0" MIN) NAILS @ 3" O.C. 2 ROWS NOTE: TOP CHORD PITCH: 3/12-8/12 BOTTOM CHORD PITCH: 0/12-4/12 PITCH DIFFERENCE BETWEEN TOP AND BOTTOM CHORD TO BE "2" MIN. SPACiNG= 24" O.C. SUPPORT AND CONNECTION BY OTHERS OR 2-16d COMMON WIRE (0.162"DIA. X 3.Sr) LGT TOE NAILS SUPPORTS SHALL BE PROVIDED 14'-0" O.C. ALONG THE EXTENSION OF TOP CHORD. CONN. W/3 16d COMMON WIRE (0.162"D1A. X 3.5" LGT) TOE NAILS 3x4= CONN. W/2 16d COMMON WIRE {BriB2"DIA. X 3.5" LGT) TOE NAILS ...-j--' ' CONN. W/3 16d COMMON WIRE (D.1S2"DIA. X 3.5" LGT) TOE NAILS 3x4 = BOTTOM CHORD LENGTH MAY BE 2*-0" OR A BEARING BLOCK. CONN. W/2 16d COMMON WIRE(0.1BZt»IA. X 3.5") LGT TOE NAILS OR SEE DETAIL MII/SAC-7 FOR PRESSUREBLOCKING INFO. NOTE: NAILING SHALL BE SUCH THAT THE LUIVIBER DOES NOT SPLIT. Page # 5 AUG 1 4 2009 WARNma • Verify destgn parameters and HEAD mTBS ON THIS AND INCLUDBO tOlTEK iEEFfRENCE PAOB Hm-7473 BEFORS USE. Design void lor use only wilh MITek conneclors. This design Is based only upon ponsmelen shown, and Is lor on IndMdual building componeni. AppScoblllly ol design poromenlere and proper Incorporalbn ol componeni Is responsibilily ol building designer - nol Injss designer. Brocing shown l! lor laiaral support ot IndMdual web members only. Addllional temporary bracing lo Insure slobmiy during conslruction Is Ihe responslbmily ol lha erector. A»ddltlonal perTTor\ent braclr\g ol the overaU slruclure Is the responslbllly ot the budding designer. For gerwol guidance regordlr^ lobrlccllon, qually control slorage, deivery. erection and bradng, consull ANSI/TPM Quality Criteria, DSB-S? and BCSII Bunding Component Solely IntormaHon available Irom Truss Plole Inslllute, 563 D'Onolrio Drive, Madison, V/l 53719, 7777 Greenback Lane Sulla 109 Cilrus Heights, CA, S561 MiTek SUPPORT OF B.C. OF STANDARD OPEN END JACK USING PRESSURE BLOCKS MII/SAC - 7 3/30/2O04 PAGE 1 MS ® MiTelc Industries, inc. Western Division Loading (PSF): BCDL 10.0 PSF MAX J 2x4 bot chord of jack \ (farrier truss p*- 2x4 block "between jacks, ^l*,^ nailed to carrier bcF ^ w/SW/(.13rX3.0"MIN) nails spaced at 3" o.c. jr. 2-(.131"X3.0"MIN) "'NAlllS (typ) , jack if truss (typ) PARTIAL FRAIVIING PLAN OF CALIFORNIA HiP SET WITH SUB GIRDER BC of carrier truss 2-(.131"X3.0" MIN) NAILS (typ) BOTTOM CHORD OF OPEN END JACK 2x4 block between jacks, nailed to carrier BC w/ 6-{.131"X3.0" MIN) NAILS @ 3" o.c. Page # 6 AUG 1 4 2009 £^ IVARNTNG . Verify design parameters ajid READ NOTBB ON THIB AND INCLUDED MITEK RBFERENCE PAGB Mn-7473 BETORE TJSB. Design valid tor use only wilh Mflek conneclors. Thts design Is based OTI/ upon parameters showa and Is for an Individual building conponeni. AppBcabifily ot design porameniers and proper incorporalion ol componeni is respransIbHIly of buHding designer - nol Iruss designer. Bradng shown is for taieral support o( individual web members only. Addllional Iemporary brocing lo Insure sl ability during conslruclion Is Ihe respionsibillily ol Ilie ereclor. Additional permaneni bracing of lhe overoff structure Is Ihe responsibffity of the building designer. For general guidonce regarding fabricalbn, quoflty control, slorage, delivery, erection and bracing, consult ANSIAfU Quality Crilerio, DSB-B? and BCS11 BuUding Componenf Safefy Informafion ovoitable from Truss Plate InsfJtule, 5S3 D'Onofrio Drive, Modison, WJ 537J9. 7777 Greenback Lane Suite 109 Cilms Heights, CA. 956r i MiTelc' INTERIOR BEARING OFFSET DETAIL Wlll/SAC - 6 3/30/2004 PAGE 1 ® MiTek Industries, Inc. Western Division >< NOTE: INTERIOR BEARINGS MAY SHIFT TO THE LEFT OR RIGHT A DISTANCE EQUAL TO THE DEPTH OF THE BOTTOM (d). (7 1/2" MAX) BOTTOM CHORD PITCH MAY VARY NOTE: THIS DETAIL MAY BE USED FOR ROOF OR FLOOR TRUSS DESIGNS DOUBLE WEB JOINT SINGLE WEB JOINT r- AUG 1 4 2009 Page # 7 WARNING- Verify deaign partanetars and READ NOTBB ON THIS AND INCLUDBD MTTEK REFEJIENCB PAGB MJl'7473 BBFORB DSE. Design vaBd for use only with fwWTek ccMinectcKS. Thb desslgn Is based only upon poromelers shown, and Is for an Individual buildng componeni. AppUcoblEly ol design paramenters ar>d proper incorporation ol component b responsibly of building designer - nol truss designer. Brodng shown b lor lalerol supporl ol IndMdual web manosrs oniy. Additionol Iemporary brocing lo Insure slobniy during construction b the responslbWily ol Ihe Breclor. Addlional permanent bracing of Ihe overatt struclure b Ihe responslblfily of the burildlng designer. For general guidance regarding (cibrlcoflon, qualify conf nat. slorage, delivefy, weclion and brocing, consuK ANSI/TPd Qualify Criieria, DSB-89 and BCSIT BuHdlng Component Sateiy Iniormaflon avaitable from Truss Ptale hslltute, 583 D'Onotrto Drive, (vtadison, Wl 53719. 7777 Greenbacit Lane Sulla 109 aiws Heights. C\ 9561 mm BEARING BLOCK DETAIL 3 1/2" BEARING MH/SAC - 3A 3/25/2004 PAGE 1 MiTek industries, Inc. Western Division REFER TO INDIVIDUAL TRUSS DESIGN FOR PLATE SIZES AND LUMBER GRADES IMPORTANT This detail to be used only with one ply trusses (EXCEPT AS NOTED BELOW) with a D.O.L. lumber increase of 1.15 or higher. Trusses not fitting these criteria should be examined individually. 0-3-8 ACTUAL BEARING SIZEi ::HORD SiZE >i4 BOTTOM CHORD RUfIS « 3" O.C. r TOTAL NAl I.Si FBOTTOM CHORD ROWS !i 3" O.C. li TOTAL NAILS) LUMBER G-J-ADi: (NOTE 1) ALLOWABLE REACTIOM (lb) (NOTE 4,5) BEARING BLOCK ALLOW.ABLE LOAD.S _ (NOTE 4) BEARING BLOCK i WOOD BEA.=?: •lb) ALLOWABL LOADS 2966 929 ALLOWABLE LOAD (NOTE 4) 3895 ; TOT.^lL. E. HF 3281 855 4136 2126 223? 736 726 2966 1393 DF HF 3281 1282 2862 2957 4359 4563 2126 "223? 1104 3230 1089 2966 1858 2x8 BOTTOM CHORD •i ROWS e 3" O.C. ;'if: TOTAL NAILS) DF 3281 1710 3320 4824 :QIIIVALENT BEARING LENG 0^-9 0-4-6" 0-4-11 0-4-10 0-5-2 0-4-13 0-5-5 0-5^3 0^5-11 4991 0-5-5 2126 1472 3598 0-5-14 SFF 2231 1452 3683 0-5-12 FOR 2X10 BOTTOM CHORD USE 2X8 BOTTOM CHORD VALUES. 4" MINIMUM -HEEL HEIGHT CASE 2 21 1/2" BLOdK BRG BLOCK TO BE SAHE SIZE, GRADE, S SPECIES hS E;XiSTING BOTTa-l CHORD. APPLY TO ONE FACE OF TRUSS. AUG 1 4 2009 NOTES: 1. USE LOWER OF TOP PLATE OF BEARING WALL OR BOTTOM CHORD OF TRUSS WOOD SPECIES. 2. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPUTTING OF THE WOOD. 3. NAILS DESIGNATED ARE (.131" DIAM. x 3") MINIMUM 4. FOR BEARINGS NOT NEARER THAN 3" TO THE END OF A MEMBER (CASE 2), THESE VALUES MAY BE MULTIPLIED BY A BEARING FACTOR OF 1.03 5. THE TABLE VALUE CAN BE DOUBLED FOR A 2-PLY TRUSS PROVIDED THAT TJHE LENGTH OF THE BLOCK IS 3'-0" LONG MIN. AND BLOCKS ARE ATTACHE TO EACH SIDE OF 2-PLY TRUSS WITH NAILING PATTERN AS SPECIFIED AND 2- 1/2 A307 BOLTS TO CONNECT ALL 4 PLIES TOGETHER. LOADS BASED ON FOLLOWING Fc PERPENDICULAR VALUES: SYP = 565 psi DF = 625 psi HF =405 psi SPF =425 psi NOTE: VALUES DO NOT INCLUDE MSR LUMBER WITH "E" VALUES GREATER THAN 1,900,000 PSI OR NON-DENSE GRADE LUMBER. Page # 8| WARNING • Verify design p<jrtimeters and READ NOTES ON THIS AND INCLVDBD MTTEK REFERENCB PAGE MII-7473 BEFORE USB. Design volid lor use only wilh MiTek conneclors. This design is bosed only upon paramelers shown, and is for on individual building component. Applicobiliiy of design poromenlers and proper incoiporotion of component is responsibility of building designer • not iruss designer. Brocing shown is for lalerol support of individuol web members only. Additionol temporary bracing to insure stobilily during conslruclion is Ihe responsibillity ol Ihe ereclor. Additional permanent brocing ol Ihe overall structure is fhe responsibility of the building designer. For generol guidance regarding tobricolion, qualily control, storage, delivery, erection ond bractng, consull ANSI/TPII Qualify Criteria. DSB-89 and BCSIl Building Componenf Safety Information available from Truss Plole Institute. 583 D'Onofrto Drive, Madison, Wl 53719. 7777 Greenback Lane ' Suite 109 Citrus Heigtils. CA, 9561 MiTek BEARING BLOCK DETAIL 5 1/2" BEARING MII/SAC - 4A 3/25/2004 PAGE 1 Mn ® MiTek Industries, Inc. Western Division i REFER TO INDIVIDUAL TRUSS DESIGN i FOR PLATE SIZES AND LUMBER GRADES IMPORTANT This detail to be used only with one ply trusses (EXCEPT AS NOTED BELOW) with a D.O.L. lumber increase of 1.15 or higher. Trusses not fitting these criteria should be examined individually. 0-5-8 ACTUAL BEARING SIZEWITH BEARING BLOCK APPLIED ON ONE SIDE OF TRUSS CHORD SI2.E :i i^ATTERM iU'i BOTTOM C-iORD ROWS 8 3" O.C. if TOTAL iJAILS) LUMBER GR^DE (NOTE tl SYP DF HF SPF SYP ALLOWABLE REACTION (lb) (NOTE 4.5) 4661 5156 3341" """ 3506 BEARING BLOCK ALLOWABLE LOADS (NOTE 4) BEARING BLOCK S WOOD BEARIlv'G ALLOW.HBLE LO.S.DS 929 855 736 726 ALLOW.^-BLE LO-AD lib) (NOTE 4) "5590 6011 4077 4232 : TOT; 4661 1393 6054 lBOTTO;»: CHORD DW£ e 3" O.C. TOT.VL NAILS) DF 5156 1282 6438 3341 3506 1104 1089 4445 '4595 SYP 4661 1858 6519 SOUIVALEHT SEARIUG LENG 0-6-9 0-6-6" 0-6-11 0-6-10 0-7-2 0-6-23 O-J-5 0-7-3 0-7-1"! K; 2:':S BOTTOM CHORD \ DF \ 5156 1710 6866 J 6-7-5 1 ROWS ? 3" O.C. (16 TOTAL HAILS) I HF 3341 1472 4813 \ 0-7-14 \ SPF 3506 1452 4958 " r'0:^:12" FOR 2X10 BOTTOM CHORD USE 2X8 BOTTOM CHORD VALUES. MINIMUM HEEL HEIGHT CASE 2 3RG BLOCK TO BE SmE 22 1/2" BIOQK SIEE, GRADE, & SPECIES _^ AS EXISTING BOTTOM CHORD. I APPLY TO ONE FACE OF TRUSS. AUG 1 4 2009 NOTES: 1. USE LOWER OF TOP PLATE OF BEARING WALL OR BOTTOM CHORD OF TRUSS WOOD SPECIES. 2. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 3. NAILS DESIGNATED ARE (.131" DIAM. x 3") MINIMUM 4. FOR BEARINGS NOT NEARER THAN 3" TO THE END OF A MEMBER (CASE 2). THESE VALUES MAY BE MULTIPLIED BY A BEARING FACTOR OF 1.03 5. THE TABLE VALUE CAN BE DOUBLED FOR A 2-PLY TRUSS PROVIDED THAT THE LENGTH OF THE BLOCK IS 3'-0" LONG MIN. AND BLOCKS ARE ATTACHE TO EACH SIDE OF 2-PLY TRUSS WITH NAILING PATTERN AS SPECIFIED AND 2-1/2 A307 BOLTS TO CONNECT ALL 4 PLIES TOGETHER. LOADS BASED ON FOLLOWING Fc PERPENDICULAR VALUES: SYP = 565 psi DF = 625 psi HF = 405 psi SPF =425 psi NOTE: VALUES DO NOT INCLUDE MSR LUMBER WITH "E" VALUES GREATER THAN 1,900,000 PSI OR NON-DENSE GRADE LUMBER. Page # 9 ^ WARNING - Vvrifii dtistgn parctmatcrs and READ NOTES ON THIS AND INCLUDED MTTEK REFERENCE PAGB Mn-7473 BEFORE USB. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for on individuol building component. Applicobility of design poromenlers ond proper incorporation of component is responsibility of building designer • nol truss designer. Brocing shov^'n is for lotefol supporl of individuol web members only. Addilional temporary bracing to insure stobility during construclion is the responsibillity of the ereclor. Additionol permonenf brocing of Ihe overait slruclure is lhe responsibilily of fhe building designer. For general guidance regarding lobricolion. quolity control, storage, delivery, ereclion ond bracing, consull ANSl/TPll Qualify Criteria. DS8-B9 and BCSH Building Componenf Salety Informafion ovoiloble from Truss Plate Institute, 583 D'Onolrio Drive. Modison, Wl 53719. 7777 Greentiack Lane Suite 109 Citrus Heights, CA. 9561 MiTek UPLIFT TOE-NAIL DETAIL MII/SAC - 24 11/18/2004 PAGE 1 MR ® SIDE VIEW NEAR SIDE FAR SIDE NOTES: 1. TOE-NAILS SHALL BE DRIVEN AT AN ANGLE OF 30 DEGREES WITH THE MEMBER AND STARTED 1/3 THE LENGTH OF THE NAIL FROM THE MEMBER END AS SHOWN. 2. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 3. ALLOWABLE VALUE SHALL BE THE LESSER VALUE OF THE BOTTOM CHORD SPECIES OR TOP PLATE SPECIES FOR MEMBERS OF DIFFERENT SPECIES. END VIEW TOP PUOB OFWALL IVIiTek Industries, Inc. Western Division VIEWS SHOWN ARE FOR ILLUSTRATION PURPOSES ONLY TOE-NAIL WITHDFIAWAL VALUES PER NDS 2001 (Ib/nail) DIAM. SYP DF HF SPF SPF-S CD .131 58.5 46.1 31.6 29,8 20.3 NO .135 60.3 47,5 32,6 30.7 20,9 —1 to .162 72.3 57.0 39.1 36.8 25,1 eo C3 .128 53.1 41.8 28,7 27.0 18.4 O _j .131 54.3 42.8 29.3 27,7 18.8 Sn cvl .148 61.4 48.3 33,2 31,3 21.3 CO O .120 45.9 36.2 24,8 23.4 15.9 0" LON .128 49.0 3B.6 26,5 25.0 17.0 0" LON .131 50.1 39.5 27.1 25,6 17.4 CO .148 56.6 44,6 30,6 28,9 19.6 VALUES SHOWN ARE CAPACITY PER TOE-NAIL. APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED. EXAMPLE: (3) - 16d NAILS (.162" diam. x 3.5") WITH SPF SPECIES TOP PLATE For Wind DOL of 1.33: 3 (nails) X 36.8 (Ib/nail) X 1.33 (DOL for wind) = 146,81b Maximum Allowable Uplift Reaction Due To Wind For Wind DOL of 1.60: 3 (nails) X 36.8 (Ib/nail) X 1,60 (DOL for wind) = 176.61b Maximum Allowable Uplift Reaction Due To Wind If ttie uplift reaction specified on tiie Tmss Design Drawing is more than 146.8 Ibs (176.6 ibs) anottier mechanical uplift connection must be used. *" USE (3) TOE-NAILS ON 2x4 BEARING WALL *" USE (4) TOE-NAILS ON 2x6 BEARING WALL Page#10| AUG 14 WARNING • Verify deaign parajnetcrs andJiEAD NOTES ON THIS AND INCLUDED MTTEK JLBFEJtENCE PAGE Mn-7473 BEFORE USE. Design void for use only wltti MtTek conneclors. Ttils design Is based only upon pararT^e)e^s shown, and is for an IndMdual bulliilng component. AppBcoblBly of design poramenters and proper Incorporotion of componeni Is responslbiOty of building designer - not truss designer. Bracing stiown Is lor lateral supp)orl ol individuol web nnembers only. Addtnonot temporary brocing lo Insure slobi&ty during conslruclion ts Ihe responsibiliily ol Ihe erector. Addiiionol permanent bracing of Ihe overoll structure is the responsibilily ol Ihe building designer. For general guidance regarding fabrication, quoBty control, storage, dalivery, erection and bracing, consult ANSIAPH Qualify Crilerio, DSB-89 and BCSIT Building Component Safety Information ovcalbble from Truss Ptate tnstitule, 583 D'Onolrio Driva. Madison, WI 53719. 7777 Greenbadt Lane Suite 109 Cllnjs Helghls, CA. 95B1i ff MiTek* LATERALTOE-NAIL DETAIL Mll/SAC - 25 11/18/2004 PAGE 1 Mil (g) NOTES: 1, TOE-NAILS SHALL BE DRIVEN AT AN ANGLE OF 30 DEGREES WITH THE MEMBER AND STARTED 1/3 THE LENGTH OF THE NAIL FROM THE MEMBER END AS SHOWN. 2, THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD, 3, ALLOWABLE VALUE SHALL BE THE LESSER VALUE OF THE BOTTOM CHORD SPECIES FOR MEMBERS OF DIFFERENT SPECIES, IVIiTek Industries, Inc. Western Division SQUARE CUT TOE-NAIL SINGLE SHEAR VALUES PER NDS 2001 (Ib/nail) DIAM, SYP DF HF SPF SPF-S o ,131 88.1 80.6 69.9 68.4 59.7 NO .135 93,5 85.6 74.2 72.6 63.4 ih ,162 118.3 108.3 93.9 91.9 80.2 CO O ,128 84.1 76.9 66.7 65.3 57.0 O _t .131 88.1 80.6 69.9 68.4 59.7 ih CVJ .148 106.6 97.6 84.7 82.8 72.3 CO O .120 73.9 67.6 58.7 57.4 50.1 o .128 84.1 76.9 66.7 65.3 57.0 o ,131 •88,1 80.6 69.9 68.4 59.7 CO ,148 106.6 97.6 84.7 82.8 72.3 SIDE VIEW (2x4, 2x6) 3 NAILS 112 ZZI -I NEARSIDE -I FAR SIDE H NEARSIDE L / / / / SIDE VIEW (2x3) 2 NAILS YJ H NEARSIDE -I FAR SIDE 30.00° / 1 L73 VALUES SHOWN ARE CAPACITY PER TOE-NAIL. APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED. EXAMPLE: (3) - 16d NAILS (.162" diam. x 3.5") WITH SPF SPECIES BOTTOM CHORD For ioad duration increase of 1.15: 3 (nails) X 91.9 (Ib/nail) X 1.15 (DOL) = 317,0 Ib Maximum Capacity 45 DEGREE ANGLE BEVEL CUT 45,00° VIEWS SHOWN ARE FOR ILLUSTRATION PURPOSES ONLY SIDE VIEW (2x3, 2x4) 2 NAILS -I NEARSIDE H NEARSIDE SIDE VIEW (2x6) 3 NAILS H NEARSIDE NEARSIDE H NEARSIDE Page #11 ^ WAItNING - VeHfy design parameUrs and READ NOTES ON THIS AND TNCtUDED MTTEK REFERENCE PAGE Mn-7473 BEFORE USB. Design valid for use only wilh MiTek conneclors. This design is based only upon parameters shown, and is for an individual building componenf. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Brocing shown is for Iaferol support of individual web members only. Addilional temporary bracing to insure sfability during construction is the responsibillity of lhe ereclor. Additional permonent brocing of lhe overoll structure is the responsiWKty of the buildirig designer. FCT general guidance regarding fotiricafion. quality confrol. storage, delivery, erection ond bracing, consult ANSIAf*ll Quality Criteria, DSB-S? and BCSIl Building Component Safefy Informafion ovoiloble from Truss Plate Institute. 583 D'Onofrio Drive. Madison. Wl 53719. 7777 Greenback Lane Suite 109 Citnjs Heights. CA, 9561i MiTek MARCH 12, 2009 WEB BRACING RECOMMENDATIONS ST-WEBBRAGE ® MiTek Industries, Chesterfield, MO Page 1 of 1 MITek Industries, Inc. BRACE ^ BAY SIZE MAXIMUM TRUSS WEB FORCE (lbs.)(See note 7) BRACE ^ BAY SIZE 24"O.C. 48"O.C. 72" O.C. BRACE ^ BAY SIZE BR A ACING Mf B VTERIAL1 C "YPE D BRACING MATERIAL TYPE A 1 B 1 C 1 D BRACING MATERIAL TYPE C , D 10'-0" 1610 1886 1886 2829 12'-0-134Z 1572 1572 2358 3143 3143 4715 4715 7074 14'-0" 1150 1347 1347 2021 !^ri .'.'Jf J; ;.>"^ 4 '''V i^.'^.'yl*-- -'VH^ '">;:<--;>?'-V":?' 16'-0" 1006 1179 1179 1768 2358 2358 3536 18'-0" 894 1048 1048 1572 3143 4715 20'-0" 805 943 943 1414 1886 1886 2829 'Bay size shali be nneasured in between the centers of pairs of diagonals. TYPE BRACING MATERIALS 1 X4IND. 45 SYP -OR- 1X4 #2 SRB (DF, HF, SPF) 2 X 3 #3, STD, CONST (SPF, DF, HF, OR SYP) 2 X 4 #3, STD, CONST (SPF, DF, HF, OR SYP) 2 X 6 iia OR BETTER (SPF, DF, HF, OR SYP) GENERAL NOTES 1. DIAGONAL BRACING IS REQUIRED TO TRANSFER mE CUMULATIVE LATERAL BRACE FOROE NTO THE ROOFAND^ CELMG DIAPHRAGM. THE DIAPHRAGM IS TOBE DESIGNEO BYA OUALFIEO PROFESSIONAL. 1. THESE CALCULATIONS ARE BASED ON LATERAL BRACE CARRYNG 2* OFTHE WEB FORCE. 3. DIAGONAL BRACING MATERIAL MUST BE SAME SIZE AND GRADE OR BETTER, AS THE LATfflAL BRACE MATERIAL, AND SHALL BE INSTAILED M SUCH A MANNB? THAT IT INTERSECTS WB MEMBERS AT APPROX 4S DEGREES AND SHAa BE NALED AT EACH ENO AND EACH I^RMEDIATETRUSS WrTH 2.8d (0.1S1-»2£-) POR 1x4 BRACES, 2-10d (0.13)"x 3^ FOR 2x3 »nd2x4 BRACES, AND 3-10d (0.131'xS") FOR 2x6 BRACES. 4. CONNECT LATHIAL BRACE TO EACH TRUSS WITH 2«l (0.131-X2.51 NAIS FOR 1x4 UTERAL BRACES, 2-10d (0.131-X3-) NALS FOR 2x3 >ild 2x4 LATBIAL BRACES, AND 3-10d (0.t3rx31 FOR 2xe LATBIAL BRACES. 5. LATERAL BRACE SHOULD BE CONTNUOUS AND SHOULD OVERLAP AT LEAST ONE THUSS SPACE FOR CONTINUITY. 6. FOR ADDITIONAL GUIDANCE REGARDING DESIGN AND INSTALLATION OF BRACNG, CONSULT DSB-89 TEMPORARV BRACING OF METAL PUTE CONNECTED WOOD TRUSSES AND BCS11 GUIDE TO GOOD PRACTICE FOR HANDLNG, NSTALLNG i BRAONG OF METAL PUTE CONNECTED WOOD TRUSSES, JOIMTLY PRODUCED BY WOOD TRUSS COUNCIL OF AMERICA and TRUSS PUTE NSTTTUTE. ttww.sbcjndusbyrom andwww.tpmt.org 7. RffERTO SPECIFIC THUSS DESIQN DRAWINQ FOR WEB MEkBEB FORCE. 8. TABUUTEDVALUESAREBASED0NAD0L..1.15 FOR STABILIZERS: FOR A SPACHS OF 24" O.C. ONLY, MITEK •STAB8.J2ER' TRiJSS BRAOHG SYSTEMS OAH BE SIBSTITUTED FOR TYPE A, B, C AND D BRAONS WATERIAL. DIAGONAL BRACING FOR STABILIZERS ARE TD BE PROVIDED AT BAY SEE INDICATED ABOVE. WHERE DIAPHRAGM BRACING IS REOUIRED AT PrrCH BREAKS, STABH2ERSIJAYBE REPLACED WriH V/000 BLOCIdNG. SEE -STABILIZER-TRUSS BRi.OINa MSTALLATION GLIDE AND PRODUCT SPECIFICATION. DIAGONAL BRACE CONTINUOUS LATERAL RESTRAINT This information is provided as a recommendation to assist in the requirement for permanent bracing of the individual truss web members. Additional bracing may still be required for the stability of the overall roof system. The method shown here is just one method that can be used to provide stability against web buckling. Page #12 T-BRACE AND L-BRACE IVIII/SAC - 23 B/27/S004 PAGE 1 MR ® WIlTafc Industries, Inc. Western Division Nailing Pattam L-BracB size Nail Size Nail Spadng • 1x4 or 6 lOd (0.14BX3") S" o.c. 2x4, 6, or 8 16d(0.1B2X31/2") 8° o.c. Note: Nail along entire length of L-Braoe or T-Brace (On Two-Piles Nail to Both Piles) L-Brace or T-Brace Size for One-Ply Truss Speclflad Continuous Rows of Lateral Bracing Web Size 1 2 2x3 or 2x4 1x4 2x4 2x6 1x6 2x6 2x8 2x8 **• Nails ' DIRECT SUBSTITUTION NOT APUCABLE. ' SsoSon Datall- Nalis SPACING WEB BRACE or T-BRACE / Web L-Brace T-Brace T-Brace or 1-Bracs Size for Two-Ply Truss Specified Continuous Rows of Lateral Bracing Wab Size 1 2 (!-Brace) 2x3 or 2x4 2x4 2x4 2x6 2x6 2x6 2x8 2x8 2x8 10d (0.148X3") @ 9" o.c. I-Brace Nalls-^ Section Detail Note: 1. L-Bracing or T-Bracing to be used when continuous lateral bracing is impractical. L-brace must cover 90% of web length. 2. L-Brace or T-Brace must be same species grade (or better) as web member. 3. The Stabilizer or Eliminator of MiTek Ind. Inc. can replace the bracing members. Please refer to engineering document provided by MiTek Ind. Inc. A Page #13 VlASlSmt • Vntts design paramettn andltEAD NOTBS DN EHTS AND INt2LtniEB HUTEK RSFSimNCB PAOB mi-7473 BBFOSH DBB, Design valid lor uss only wilh MHak connBclors. This design U bated only upon paramBlen shown, and Is Ior an Individual building componant. ApplcobBIly ol deton pammBnlau and proper Incorpoiiallon ol componani Is raiponslblllly ol butldlno desjaner - nol laits designer, Brocing shown Is la- loleial supporl ol Individual web mBmbeis only- Addllional iBmporoiy brocing lo Insure slobllly during conslmdion b Ihe retponslblily ol lha arsclor. AddBlonol parmananl bracing o[ lhe •verall structure Is lha responsibilily ol the buHdlng dBslgnar, For ganerol guidance fagardlna lobteallon. qually conlrol, slorage, datvery, erecllon and brodnB. consull AMSIAPIl Qualily Crlleila, DSn-fl? and BCSIl Buildina Componant Salaly InlDrtnallDn avaUable Irom Tmss Plale Inslilule, 583 D'OnoWo Dilva, Madison, Wl 53719. 7T77 Graenback Lana SullB 1DB CltniB Helghls, CA, a5ei MiTek* VALLEY TRUSS DETAIL MII/SAC -19 4/25/2004 PAGE 1 OF 2 LIVE LOAD = 60 PSF (MAX) DEAD LOAD = 16 PSF (MAX) D.O.L ING = 1.15 85 MPH WIND SPEED, 3 SECOND GUST IVIiTek Industries, Inc. Western Division NOTE: VALLEY STUD SPACING NOT TO EXCEED 48" O.C. SPACING DETAIL A (BASE TRUSSES SHEATHED) DETAIL B (GREATER THAN 3/12 PITCH) ATTACH BEVELED 2x4 CONTINOUS , NO.2 SPF TO THE FACE OF THE ROOF W/TWO(.131"X3.0"M1N) NAILS INTO EACH TRUSS BELOW ATTACH VALLEY TO BEVELED 2x4 W/ (2)(.131"X3.0"MIN) TOE NAILS DETAIL C (GREATER THAN 3/12 PITCH LESS THAN 6/12 PITCH) TOE - NAIL VALLEY TO BASE TRUSS W/ (2)(.131"X3.0"MiN) TOE NAILS NOTES: 1. SPAN OF VALLEY TRUSS SHALL BE LIMITED TO 30'-0" MAX AND PITCH BETWEEN 2-6/12. 2. PROVIDE LATERAL SUPPORT FOR TOP CHORD OF BASE TRUSS WITH SHEATHING ( BY OTHERS) 3. MAX WEB LENGTH WITHOUT BRACE (6'-3") WITH BRACE (12-6"; 4. IF TOP CHORD LATERAL BRACING REQUIRED IS LESS THAN SPACING OF VALLEY TRUSSES (24" O.C.) THAN ADDITIONAL 2X4 BRACING IS REQUIRED. 5. LATERAL BRACING SHALL BE NAILED W/MIN 2 lOd NAILS. £^ WAHmm • verify design parameters and READ NOTES ON THIS AND INCLUDED mTEK REFElt£Mi:E PAOE im-74T3 BEFORE USE. Design valid lor use only wilh MITek conneclors. This design Is based only upon paiomelers shown, and is lor an Individual building componeni. AppBcoblfily ol design poramenlers and properIncorporollon DI componeni Is responslblfily of buiiding designer - nol Imss designer. Bracing shown Is lor laleral support ol Individual web members only. Addiiionol Iemporary bracing lo insure slabniy during conslruclion Is Ihe responsibiliily ol ihe ereclor. Addllional permonenl bracing ol Ihe overall slruclure Is Ihe responsibilily ol Ihe building designer. For general guidonce regarding lobricolion. quofly conlrol slorage, delivery, ereclion ond brocing, consull ANSI/TPII Quolily Crlleila, DSB-S9 and BCSIl Bulldins Componeni Salely Inlormollon ovoitable Irom Truss Plole Inslilule, 5fl3 D'Onolrb Drive, Madison, Wl 53719. 7777 Greenbadt l^ne ^isall Suite 109 JKJIH Cilms Heights, CA. gseiC^^^BBS MiTek* VALLEY TRUSS DETAIL MII/SAC -19 4/26/2004 PAGE 2 OF 2 MiTek industries, Inc. Western Division BEVEL VALLEY TRUSS BEVEL VALLEY TRUSS TOE - NAIL VALLEY TO BASE TRUSS W/ (2)16dTOE NAILS SECURE VALLEY TRUSS W/ USP RT7 OR EQUIVALENT DETAIL D (NO SHEATHING) DETAIL E (NO SHEATHING) NOTES: FOR CONNECTION OF VALLEY TRUSSES TO BASE TRUSS USING DETAIL D OR DETAIL E. 1. SPACING OF LATERAL BRACING REQUIRED ON TOP CHORD OF BASE TRUSS SHALL BE LARGER THAN THE SPACING OF VALLEY TRUSSES (24" O.C. MAX) OTHERWISE, ADDITIONAL BRACING SHALL BE PROVIDED FOR TOP CHORD OF BASE TRUSS. 2. LATERAL FORCE SYSTEM SHALL BE CHECKED BY PROJECT ENGINEER TO VERIFY THE PROPER TRANSFER OF ALL THE VERTICAL AND LATERAL FORCE. Page #15 AUG 1 4 2009 A WARNTlKt' Verify design pareimcterF and READ NOTB3 ON TJUS AND INCLUDBD MTTEK RBFERBNCB PAGE Mn-7473 BEFORE USB. Design vaEd tor use only with MTTek connectcxs. This design is Ixised only upon parameters shown, and Is for on Individual building componeni. AppBcobffity of design paramenters and proper incorporalion of component Is responsibilily of building designer - nol truss designer. Bracing shown Is for laleral suppcwl ol individual web members only. Addllional temporary brocing lo Insure stability during conslruclion Is the responsibiliily ot Ihe erector. Addllional pemnanent bracing of the overall slruclure Is the responslbllly of Ihe building designer. For general guidonce regarding (abrlcolion, quolity control sloroge, deDvery. ereclion and bracing, consult ANSI/TPII Quality Criteria, DS6-6f and BCSII Building Component Salety Intormation available from Truss Ptale Inslilule. 583 D'Onofrio Drive, Madison, Wl S37I9. 7777 Greenbadt l-ane Suite 109 Cilms Helghls. CA, 9561' MiTek PURLIN GABLE DETAIL MII/SAC-12 7/15/2005 PAGE 1 OF 4 Mii MITek Industries, Inc. Western Division STUD SPACING ON PURLIN GABLE TO BE LESS THAN OR EQUAL TO THE LEAST TOP CHORD PURLIN SPACING ON THE GIRDER OR HIP TRUSS. 3x5 3x5 ALL PU^TES TO BE 2x4 UNLESS OTHERWISE NOTED TYPICAL "PURLIN GABLE" REFER TO ENGINEERED TRUSS DRAWING FOR EACH INDIVIDUAL TRUSS THE PURLIN GABLE TO BE LAID ON TOP OF THE HIP TRUSSES AND ATTACHED WHERE IT HAS CONTACT WITH THE TRUSSES BELOW. SEE DETAIL #2 SEE DETAIL #3 SEE DETAIL SI- SEE SHEET 2 OF 2 FOR ALL DETAILS w OT Z> CH h- z o :§ ^ o o H OT Ql LU Page #16 AUG 1 4 2009 ^ WARNING - Verify destgn parameters and READ NOTES ON THIS AND TNCLtnJBD MTTEK REFERENCE PAGB Mn'7473 BEFORE VSB. Design vaEd lor use only with MfTek connectors. This design is fDosed ont/ upon parameters shown, and Is for on individual building componenf. AppIcaWIKy of design paramenters and proper incorporation of componeni Is responslbWiy of building designer - nol InJss designer. Bracing shown is for lateral supporl ot individual web members only. Addllional femporary bracing to Insure stot^ty during consirudion is Ihe responsibillity of the erector. Additional permanent bradng of Ihe overall structure Is the responsibilily of fhe building designer. For general guidance regarding fataricatlon, qualily controL storage, defivery. erection and bracing, consult ANSI/TPII Quality Criteria. DSB-89 and BCSII Buiidtng Componant Salttty informafion avaitable from Truss Plate Instlluta, 583 D'Onofrio Drive, Modison, Wl 53719. 7777 Greenbactc Lane Sulle 109 Cilms Heights, CA, 95B1i PURUN GABLE DETAIL MII/SAC-12 7/15/2005 PAGE 2 OF 4 ® MiTek Industries, inc. Western Division 1Bd SINKER OR 16d BOX O.C. SPACING BY OTHERS 16d NAILS 6" O.C. THE TOP OF THE HIP GIRDER TRUSS AT THE BASE OF THE PURLIN, GABLE IS DROPPED LESS THEN ALL THE OTHER HIP TRUSSES. THE BOTTOM EDGE OF THE PURLIN GABLE , ALIGNS WITH THE LEFT FACE OF THIS TRUSS AND BEARS ON TOP. ALTERNATE DETAIL ATTACH 2x LEDGER TO FLAT TOP CHORD WITH 2 ROWS OF 10d NAILS (.131" DIAM. x 3") SPACED 9" O.C. HIP GIRDER STEPDOWN HIP DETAIL #1 CONNECTION OF JACK TO HIP GIRDER TO BE DESIGNED BY OTHERS APEX ON ROOF SLOPES OF 2/12 TO 6/12 ATTACH PURLIN GABLE WITH (2) 10d RING SHMiK OR 16d COMMONf WIRE NAILS. THESE NAILS MUST ACHIEVE A 2 INCH MINIMUM PENETRATION INTO THE TRUSS TOP CHORD. IF THE ROOF SLOPE IS GREATER THAN 6/12 THEN USE A USP RT3 FRAMING ANCHOR OR EQUIVALENT. ALL NAILING SHM± BE DONE IN ACCORDANCE TO APPLICABLE CODES AND STANDARD BUILDING PRACTICES. i z o O o 1- w li. DETAIL #3 DETAIL #2 THE PURLIN GABLE DOES I ALIGN WITH THE END OF THE FLAT TOP CHORD SECTION> ^N^OOF SHEATHING IMPORTANT NOTE: ALL CONNECTION NAILING SHALL NOT SPLIT ANY LUMBER PURLIN GABLE FLATTOP CHORD PORTION OF THE LOWER TRUSS TRUSS TOP CHORD DETAIL #4 Page #17 AUG 1 4 ynno ^ WARNlNtl • Verify design parameters and READ NOTES ON THIS AHD INCLUDED MTTEK REFERENCE FAOE im-74T3 BEFORE USE. Is Tor taleralsubport ot individual web memben on!)'. Addllbnql lemporar/ bradng lo Insure slablllly dunnaconslrudlon K he responsib IHIy c ereclor. Addllional permanent bracing, ot Itie overaB stnjcture Is Itie responslbllty of ttie buildina designer.Tor general guidance regarding tabricallon, quoity control storage, delivery, erecllon and liradng. consull ANSI/TPII Quality Critetta, DSS-Bf and BCSIT Building Component Sotety Inlormation available trom Tmss Plate Inslilule. 583 D'Onofrio Drive, tvtadison, Wl 53719. 7777 Greenbacit Lana Sulle 109 Citrus Klalgtils, CA, 9561 MiTek PURLIN GABLE DETAIL MII/SAC-12 7/15/2005 PAGE 3 OF 4 MM ® MITek Industries, Inc. Westem Division JACK TRUSS CONNECTION BY OTHERS \ PURLIN GABLE 16d SINKER OR 16d BOX O.C. SPACING BY OTHERS DETAIL #1 SUPPL, PURLIN GABLE \16(d SINKER OR 16d BOX O.C. SPACING BY OTHERS HIP SET TRUSS DETAIL #2 SUPPL. Page #18 iG 14 WARNmo • Vertfn design parameUrs and READ NOTES ON Tins AND INCLtmBD IOTEK RBFERBNCB PAOE hm-7473 BEFORE UBE. Design vaUd lor use only wtlti MtTek connectors. Tlnis deslgn,ls based onty upon porome ere stiown, ond Is tor an Individual building componeni. Apptcabinty ol design pararnentets and proper Incorporqt on of component b responsibilily ol txiilding designer - noFlmss designer. Brocing stiown tsTor.tolerarsyppotl, of individual web mentars ont/. Additional temporary larqclnB to insure slobtnty durinaconstructlon Is the responslbBty ot llie erector. Additional permanent tsradna ol the overall sinjctura Is Itie responsibility ol ttie building designer.Tor general outdance regarding labricollon, quoBty control storoge, delveiy, erection and brodng, consull ANSI/TPII Quality cUterta. DSB-B? and BCSIT Building Componeni Safety Inlormation ovaltoble Irom Truss Plate Instifute. 583 D'Onolrio Drive, Madison. Wl 5371?. 7777 Greenbadt Lane Sulle 109 Cilms HBlotits,CA,S581i SES MITek* PURLIN GABLE DETAIL MII/SAC-12 7/15/2005 PAGE 4 OF 4 MM ® IVirrek Industries, Inc. Westem Division 16d SINKER OR 16d BOX TYPICAL PURLIN RIDGE BLOCKING FIRST COIVIMON - 2X BLOCKIN W/CONNECTIONS W/FRAIVIING CONNECTORS BY OTHERS DETAIL #3 SUPPL 0-0.-12 TIGHTLY SET JOII>q^ tj^ ^ HIP SET TRUSS ROOF SHEATHING BY OTHERS ROOF SHEATHING AND DIAPHi^AGIW NAILING BY OTHERS\ DETAIL #4 SUPPL, DETMl #4A SUPPL. Page#19 tffARNTNG - Verify design parameters and READ NOTES ON THIS AND INCLUDED tilTEK REFERENCE PAGB MI-7473 EEFORK USB. 3r on Individual building component. ,^ . ^. , r-.-j-iii,- . , 1—..-r-i--:—-T-siQner-nol truss designer. Bracing shown ... . "9L*^5 members only. Addit ono temporary tjrqdng I.o Insure stabli ty .durino conslruclion is Ttie responsibiliily ot Itie erector, Addllional permanent bradng.ot ttie overoll slruclure Is ttie responsibilily of the builtllna designer.Tor aenerol guidance regardlnd tabncotion. quality control slorage, delivery, erection and bradng, consull ANSI/TPII Qualify CHterlarDSB-S? and BCSIT Buiiding Component Safety Informalion avaitable from Truss Plate instllute, 5B3 D'Onofrio IDrive, Modison, Wl 53719. sonly. 7777 Greenbacit Lane Suite 109 Cilms Heigtits, CA, S561 STANDARD GABLE END DETAIL MII/SAC - 20 4/27/2004 PAGE 2 OF 2 ,4- 10<d NAILS MIN. .PLYWOOD SHEATHING " TO 2X4 STD. DF-L BLOCK 2- rod (TYP) SIMPSON A34 — OR EQUIVALENT LEDGER - 2X4 No. 2 OR BTR GABLE END /A 2X4 BLOCK -2X4 ST JD OR BTR SPACED @ 5'-0" O.C. SHALI. BE PROVIDED AT EACH END OF BRACE. EXCEPT FOR BRACE EXTENDED STRONGBACK |NTO THE CHORDS & CONNECTED TO 2X4 No. 2 OR BTR CHOPqiS W/4-lOd NAILS. MAX. -ENGTH = 7'-0" 6'-3" MAX TO BEARING WALL STANDARD TRUSSES SPACED @ 24" O.C. ALTERNATE BRACING DETAIL JG 1 4 200' NOTES 1) 2X4 NO.2 OR BTR. FOR LEDGER AND STRONGBACK NAILED TOGETHER WITH 10D NAILS @ 6" O.C. 2) 2X4 LEDGER NAILED TO EACH STUD WITH 4- lOd NAILS . 3) 2X4 STRONGBACK TO BE CONNECTED TO EACH VERT STUD WITH 2- lOd TOE NAILS 4) THE 10d NAILS SPECIFIED FOR LEDGER AND STRONGBACK ARE lOd BOX NAILS (0.131" DIA. X 3.0" LGT) THIS ALTERNATE BRACING DETAIL IS APPLICABLE TO STRUCTURAL GABLE END IF THE FOLLOWING CONDITIONS ARE MET: 1. MAXIMUM HEIGHT OF TRUSS = 8'-6", UNLESS OTHERWISE SPECIFIED BY PROJECT ENG. OR QUALIFIED BUILDING DESIGNER. 2. M/0<IMUM PANEL LENGTH ON TOP AND BOT. CHORDS = 7'-0" 3. THE HORIZONTAL TIE MEMBER AT THE VENT OPENING SHALL BE BRACED @ 4'-0" O.C. ViKA. 4. PLEASE CONTACT TRUSS ENGINEER IF THERE ARE ANY QUESTIONS. Page # 20 ^ WARNING - Ver\.fy deiAgn parameters nnd READ NOTES QN TKIS AND INCLUDBD MTTEK RBFERENCE PAGE MH- 74 73 BEFORE USB, Design vaDd (cy use only wilh MiTak conneclors. This design Is based onV upon paramelers shown, and is for an Individual building component. Applicabiniy ol design porameniers and proper incorporalion ot componeni is responsibilily of building designer - no! iruss designer. Brodng siiown Is lor lalerol supporl of individua! web members only. Addilional lan^rory bracing lo Insure slablHIy dur^g conslruclion Is the responsibiliily of Ihe ereclor. Addilional permanent bracing of Ihe overall slruclure Is Ihe responsibilily of Ihe building designer. For generol guidonce regarding labrication, quaMy control, sloroge. deivery, erecllon and brocing, consult ANSI/Tl*!! Qualliy Criteria, DSB-S9 and BCSIl Building Component Safely InformaHon available from Truss Plate Inslilule. 583 D'Onofrio Drive, Modison, W! 53719. 7777 Greenback Lane Sulle 109 airus Heights, CA, 95B1 MiTek STANDARD GABLE END DETAIL MII/SAC - 20 4/27/2004 PAGE 1 OF 2 ® SHEATHING (BY OTHERS) IVIiTek Industries, inc. Westem Division ^DIAGONAL OR L -BRACING REFER TO TABLE BELOW SEE PAGE 2/2 FOR ALTERNATE BRACING DETAIL 1X4 OR 2X3 (TYP) 1 1/2" 2X4 LATERAL BRACING Mnrri-i AT '^^ REQUIRED PER NUIOI-IAI TABLE BELOW 24" O.C. (MIN.) TOP CHORD NOTCH DETAIL 3x5 = :ONT. BR© SPAN TO MATCH COMU\ON TRUSS END WALL VERTICAL STUD TYPICAL 2x4 L -BRACE NAILED TO 2x4 VERTICALS W/8d NAILS SPACED AT 8" O.C. Nl A-A RIGID CEILING MATERIAL DETAIL A LOAD!NQ[psf) TCLL 50.0 TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Incr YES Code IBC/IRC LATERAL BRACING NAILING SCHEDULE VERT. HEIGHT # OF NAILS AT END UP TO T-O" 2 - 16d 7'_0" - 8'-6" 3 - 16d OVER 8'-6" 4 - mx LUMBER TOP CHORD BOT CHORD OTHERS 2X4 DFL/SPF/HF - No.2 2X4 DFL/SPF/HF - STUD/STD 2X4 DFL/SPF/HF - STUD/STD MAXIMUM VERTICAL STUD HEIGHT SPACING OF VERTICALS 12 INCH O.C. 16 INCH O.C. 24 INCH O.C. WITHOUT BRACE 6-7-0 WITH LATERAL BRACE 13-2-0 WITHL-BR, 11-0-0 [SrHdCL 7-9-n NOTES 1) VERT. STUDS HAVE BEEN CHECKED FOR 85 MPH WIND 3-SECOND GUST , EXP. B, HEIGHT 30 FF 2) CONNECTION BETWEEN BOTTOM CHORD OF GABLE END TRUSS AND WALL TO BE PROVIDED BY PROJECT ENGINEER OR ARCHITECT. 3) FURNISH COPY OF THIS DRAWING TO CONTRACTOR FOR BRACING INSTALLATION. AI 4) BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY. CONSULT BLDG. ARCHITECT OR ENGINEER FOR TEMPORARY AND PERMANENT Al BRACING OF ROOF SYSTEM. 5) DETAIL A (SHOWN ABOVE) APPUES TO STRUCTURAL GABLE ENDS AND TO GABLE ENDS WITH A MAX VERT, STUD HEIGHT OF B'-6". TOPCHORD NOTCHING NOTES 1) THE GABLE MUST BE FULLY SHEATHED W/RIGID MATERIAL ON ONE FACE BEFORE NOTCHING IF STUDS ARE TO BE SPACED AT 24" O.C. ATTACH SCAB (EQUAL OR GREATER TO THE TRUSS T.C.) TO ONE FACE OF THE TOP CHORD WITH 10D NAILS SPACED AT 6" O.C. IF STUDS ARE SPACED AT 24" O.C. AND FACE OF TRUSS IS NOT FULLY SHEATHED. 2) NO LUMBER DEFECTS ALLOWED AT OR ABOUT NOTCHES. 3) LUMBER MUST MEET OR EXCEED VISUAL GRADE #2 LUMBER AFTER NOTCHING.. 4) NQ NOTCHING IS PERMITTED WITHIN 2XTHE OVERHANG LENGTH. Continued on page 2 JG 1 4 Page # 21 WARNING • Verify design parameters andTlBAD NOTES ON THIS AND INCLUDED MTTEK REFERENCE PAGB Mn-7473 BBFORE VSE. Design vafid for use only wHh MtTei: connectors. TWs design Is bosed only upon porametera showrv, and Is for on individual buHding componeni. Applicabilily ol design paramenlers and proper Incorporalion ol componeni k responsibilily of building designer - nol iruss designer. Bracing shown Is for iaieral supporl of Individual web members only, Addttional temporary bracing lo Insure sloblfity during construction b Ihe responsIbiKty of the erecior. Addilional perrrranent bracing of Jhe overall slruclure is the responsibility of the building designer. For general guidance regarding lobricolion, quoHly conlroL sloroge, defivery, erecllon and bracing, consull ANSI/TPM Quality Criieria, DSB-8? and BCSIl BuHdlng Component Safety Information available from Truss Ptale Inslilule, D'Onofrio Drive, Modison. Wl 53719. 7777 Greenback Lane Suite 109 Cilms Heights, CA, 9561 MiTek* REPLACE A MISSING STUD ON A GABLE TRUSS Mll/SAC - 27 11/18/2004 PAGE 1 ME ® iVIPTek Industries, Inc. Western Divtsion 4. 5. THIS IS A SPECIFIC REPAIR DETAIL TO BE USED ONLY FOR ITS ORIGINAL INTENTION. THIS REPAIR DOES NOT IMPLY THAT THE REMAINING PORTION OF THE TRUSS IS UNDAMAGED. THE ENTIRE TRUSS SHALL BE INSPECTED TO VERIFY THAT NO FURTHER REPAIRS ARE REQUIRED. WHEN THE REQUIRED REPAIRS ARE PROPERLY APPLIED, THE TRUSS WILL BE CAPABLE OF SUPPORTING THE LOADS INDICATED. ALL MEMBERS MUST BE RETURNED TO THEIR ORIGINAL POSITIONS BEFORE APPLYING REPAIR AND HELD IN PLACE DURING APPLICATION OF REPAIR. THE END DISTANCE. EDGE DISTANCE, MiD SPACING OF NAILS SHALL BE SUCH AS TO AVOID SPLnTING OF THE WOOD. WHEN NAILING SCABS OR GUSSETS, THE USE OF A BACKUP WEIGHT IS RECOMMENDED TO AVOID LOOSENING OF THE CONNECTOR PLATES AT THE JOINTS OR SPLICES. THIS REPAIR IS TO BE USED FOR SINGLE PLY TRUSSES IN THE 2X ORIENTATION ONLY. REPLACE MISSING WEB WITH A NEW MEMBER OF THE SAME SIZE, GRADE, AND SPECIES AS THE ORIGINAL (CUT TO FIT TIGHT) ATTACH 8" X 12" X 7/16" O.S.B. OR PLYWOOD (APA RATED SHEATHING 24/16 EXPOSURE 1) (MIN) TO THE INSIDE FACE OF TRUSS WITH FIVE 6d NAILS(.113" X 2.0") INTO EACH MEMBER (TOTAL 10 NAILS PER GUSSET) COMMON THE OUTSIDE FACE OF THE GABLE MUST BE SHEATHED WITH (MIN) 7/16" O.S.B OR PLYWOOD. SEE MITEK STANDARD GABLE END DETAILS FOR WIND BRACING REQUIREMENTS. TRUSS CRITERIA LOADING : 40-10-0-10 (MAX) LOAD DURATION FACTOR : 1.15 SPACING : 24" O.C. {MAX.) TOP CHORD : 2X 4 OR 2X 6 (NO 2 MIN) PITCH: 3/12-12/12 BEARING : CONTINUOUS STUD SPACING :24" O.C. (MAX) REFER TO INDIVIDUAL TRUSS DESIGN FOR PLATE SIZES AND LUMBER GRADES Page # 22 JG 1 4 2009 WARNING - Verify design parametBrit and READ NOTB3 ON THIS AND INCLUDED MTTEK REFERENCE PAOB Mn-7473 BBFORE USB. Design voDd fwuse only wlih MITek conneclors.Thb design b txised only upon paramelers shown, andb for on indMduol building componenf. AppBcablOly of design paramenters and proper Incorporation of componeni b responslblBly of building designer - not Iruss designer. Bracing shown b lor laterol suppral ol individual web members only. Addlltanat temporary bracing lo insure stabiBiy during conslruclion Is Ihe responsibilUty of the ereclor. Additional permonenl bracing of the overall structure b Ihe responsitsiaty of fhe building designer. For general guidance regarding fabricallan. quality control slorage, defivery, erecfion and bracing, consult ANSI/TPII Quality Criteria, DSB-B? and BCSM Building Component Safefy Informalion avaitable from Truss Ptale Inslllute, 583 D'Onofrio Drive, Madbon, Wl 53719. 7777 Greenbadt Lane Sulle 109 CllnJs Helghls. CA, 9561. MlTek* REPAIR A BROKEN STUD ON A GABLE TRUSS MII/SAC - 28 11/18/2004 PAGE 1 ® MiTelc Industries, Inc. Western Division . THIS IS A SPECIFIC REPAIR DETAIL TO BE USED ONLY FOR PTS ORIGINAL INTENTION. THIS REPAIR DOES NOT IMPLY THAT THE REMAINING PORTION OF THE TRUSS IS UNDAMAGED. THE ENTIRE TRUSS SHALL BE INSPECTED TO VERIFY THAT NO FURTHER REPAIRS ARE REQUIRED. WHEN THE REQUIRED REPAIRS ARE PROPERLY APPLIED, THE TRUSS WILL BE CAPABLE OF SUPPORTING THE LO/iiDS INDICATED. . ALL MEMBERS MUST BE RETURNED TO THEIR ORIGINAL POSITIONS BEFORE APPLYING REPAIR AND HELD IN PLACE DURING APPLICATION OF REPAIR. . THE END DISTAMCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID SPLITTING OF THE WOOD. . WHEN NAILING SCABS OR GUSSETS, THE USE OF A BACKUP WEIGHT IS RECOMMENDED TO AVOID LOOSENING OF THE CONNECTOR PLATES AT THE JOINTS OR SPLICES. . THIS REPAIR IS TO BE USED FOR SINGLE PLY TRUSSES IN THE 2X ORIENTATION ONLY. SCAB LUMBER SHOULD BE OF THE SAME SIZE, GRADE, AND SPECIES AS THE ORIGINAL BREAK AT ANY - LOCATION ON WEB ATTACH 2X 4X FULL HEIGHT SCAB TO THE INSIDE FACE OF TRUSS WITH TWO ROWS OF lOd NAILS (.120" MIN X 3") SPACED 6" O.C. AND A CLUSTER OF THREE NAILS INTO THE TOP AND BOTTOM CHORDS COMMON THE OUTSIDE FACE OF THE GABLE MUST BE SHEATHED W/ (MIN) 7/16" O.S.B OR PLYWOOD. SEE MITEK STANDARD GABLE END DETAILS FOR WIND BRACING REQUIREMENTS. TRUSS CRITERIA LOADING : 40-10-0-10 (M/VX) DURATION FACTOR: 1.15 SPACING: 24" TOP CHORD : 2X 4 OR 2X 6 (NO 2 MIN) PITCH: 3/12-12/12 BEARING: CONTINUOUS STUD SPACING :24" O.C. {MAX.) REFER TO INDIVIDUAL TRUSS DESIGN FOR PLATE SIZES AND LUMBER GRADES Page # 23 ^ WARNING • Verify design parameters and READ NOTES ON TNIS AND INCLUDBD MTTEK REFERENCB PAGE Mn-7473 BEFORE USE. Design vaBd for use only with MTTek connecicws. Thb design b based only upon paramelers shown, and b for an individual buBdIng componeni. AppicabBly of design poramenlers and proper incarporallon of componeni b responslblBly of buMdlng deslgrier - not Iruss designer. Brocing shown b fw lolerai support of hdivldual web members only. Additional temporary bracing to insure slablSfy during construction b Ihe responsibiliily ot Ihe erector. AdcUilonoi permonent brocing of the overall structure b the responsibility of the building designer. For general guidonce regarding fabricaiion, quaPty control slorage. defivery, ereclion ond Ixacing, consull ANSI/TPII Quality Criteria, DSB-8? and BCSIl Building Component Safety Intormation avaitable Irom Truss Ptale Institute, 583 D'Onofrio Drive. Madbon. Wl 53719. 7777 Greenbacit Lana wiTfi Suite 109 Citms Heights. CA. 956ld MiTek REPAIR TO REMOVE CENTER MII/SAC - 29 STUD ON A GABLE TRUSS MII/SAC - 29 11/18/2004 PAGE 1 Mi ® IVIiTeli Industries, Inc. Western Division 1. THIS IS A SPECIFIC REPAIR DETAIL TO BE USED ONLY FOR ITS ORIGINAL INTENTION. THIS REPAIR DOES NOT IMPLY THAT THE REMAINING PORTION OF THE TRUSS IS UNDAJvlAGED. THE ENTIRE TRUSS SHALL BE INSPECTED TO VERIFY THAT NO FURTHER REPAIRS ARE REQUIRED. WHEN THE REQUIRED REPAIRS ARE PROPERLY APPUED, THE TRUSS WILL BE CAPABLE OF SUPPORTING THE LOADS INDICATED. 2. ALL MEMBERS MUST BE RETURNED TO THEIR ORIGINAL POSITIONS BEFORE APPLYING REPAIR AND HELD IN PLACE DURING APPLICATION OF REPAIR. 3. THE END DISTANCE, EDGE DISTAMCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID SPLITTING OF THE WOOD. 4. LUMBER MUST BE CUT CLEANLY AND ACCURATELY AND THE REMAINING WOOD MUST BE UNDAMAGED. 5. THIS REPAIR IS TO BE USED FOR SINGLE PLY TRUSSES IN THE 2X_ ORIENTATION ONLY. 6. CONNECTOR PLATES MUST BE FULLY IMBEDDED AND UNDISTURBED. LUMBER TO BE CUT CLEANLY AND ACCURATELY, NO PLATES ARE TO BE DISTURBED. NO REPAIR NEEDED. MAXIMUM STUD SPACING = 24" O.C. COMMON il THE OUTSIDE FACE OF THE GABLE MUST BE SHEATHED W/ (MIN) 7/16" O.S.B OR PLYWOOD. EE MITEK STANDARD GABLE END DETAILS FOR WIND BRACING REQUIREMENTS. PORTANT This repair to be used only with trusses (spans less than 50') spaced 24" o.c. maximum, having pitches between 3/12 and 12/12, total top chord loads less than 50 psf and maximum wind speeds of 100 mph. Trusses not fitting these criteria should be examined individually. TRUSS CRITERIA LOADING: 40-10-0-10 (MAX) DURATION FACTOR: 1.15 SPACING: 24" MAXIMUM TOP CHORD : 2X 4 OR 2X 6 (NO 2 MIN) . PITCH: 3/12-12/12 BEARING: CONTINUOUS STUD SPACING :24" O.C. (MAX) REFER TO INDIVIDUAL TRUSS DESIGN FOR PLATE SIZES AND LUMBER GRADES Page # 24 AUG 1 4 2009 A WARNING - Verify design parameters and READ NOTES ONTinSAND INCLUDBD MTTEK REFERENCE PAGB Mn-7473 BEFORE USB. Design valid for use onty with Miiek connectors. Ttife design b trased only upon parameters shown, and b for on individual building component. AppfcablDly of design pareimenlers and proper Incorporation of componeni b responslbllly of burfldlng designer - not Iruss designer. Bracing shown b ior talenal support of IndMdual web memben only. Addllional temporary bradng io Insure stobiBty during consinJctlon b Ihe responsibillity of (he erector. Addilional permanent bracing of Ihe overall struclure b Ihe responslblBly of the building designer. For general girfdance regarding labrication, quoHly control slwage, deBvery, erection and brocing, consull ANSl/TPll Quality Criteria, DSB-89 and BCSIl Building Component Safefy (nformation avaitable from Tnjss Ptale inslitute, 583 D'Onofrio Drive, Modison. Wl 53719. 7777 Greenbadt Lane Suite 109 Cilms Helghls. CA. 9561 MiTek* REPAIR TO NOTCH 2X6 TOP MII/SAC - 30 CHORD ON A GABLE TRUSS MII/SAC - 30 11/18/2004 PAGE 1 Ml MiTelt Industries, Inc. ® Western Division 1. THIS IS A SPECIFIC REPAIR DETAIL TO BE USED ONLY FOR ITS ORIGINAL INTENTION. THIS REPAIR DOES NOT IMPLY THAT THE REMAINING PORTION OF THE TRUSS IS UNDAMAGED. THE ENTIRE TRUSS SHALL BE INSPECTED TO VERIFY THAT NO FURTHER REPAIRS ARE REQUIRED. WHEN THE REQUIRED REPAIRS ARE PROPERLY APPLIED, THE TRUSS WILL BE CAPABLE OF SUPPORTING THE LOADS INDICATED. 2. ALL MEMBERS MUST BE RETURNED TO THEIR ORIGINAL POSITIONS BEFORE APPLYING REPAIR AND HELD IN PLACE DURING APPLICATION OF REPAIR. 3. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID SPLITTING OF THE WOOD, 4. LUMBER MUST BE CUT CLEANLY AND ACCURATELY AND THE REMAINING WOOD MUST BE UNDAMAGED. 5. THIS REPAIR IS TO BE USED FOR SINGLE PLY TRUSSES IN THE 2X_ ORIENTATION ONLY. 6. CONNECTOR PLATES MUST BE FULLY IMBEDDED AND UNDISTURBED. 3 1/2" X 1 1/2" NOTCH IN TOP CHORD 24" O.C. AS SHOWN LUMBER TO BE CUT CLEANLY AND ACCURATELY, NO PLATES ARE TO BE DISTURBED. NO REPAIR NEEDED. ^MAXIMUM STUD SPACING = 24" O.C. COMMON THE OUTSIDE FACE OF THE GABLE MUST BE SHEATHED W/ (MIN) 7/16" O.S.B OR PLYWOOD. SEE MITEK STANDARD GABLE END DETAILS FOR WIND BRACING REQUIREMENTS. MPORTANT his repair to be used only with trusses (spans less than 50') spaced 24" o.c. maximum, having pitches between 3/12 and 12/12, total top chord loads less than 50 psf and maximum wind speeds of 100 mph. Trusses not fitting these criteria should be examined individually. TRUSS CRITERIA LOADING : 40-10-0-10 (MAX) DURATION FACTOR: 1.15 SPACING : 24" MAXIMUM TOP CHORD : 2X 6 (NO 2 MIN) PITCH: 3/12-12/12 BEARING : CONTINUOUS STUD SPACING :24" O.C. (MAX) REFER TO INDIVIDUAL TRUSS DESIGN FOR PUTE SIZES AND LUMBER GRADES Page # 25 iG 1 4 2009 A WARNING • Verify designparametBrs andltEAD NOTES ON TinS AND INCLVDED MTTEK REFERENCE PAOB MI17473 BEFORB VSB. Design valid for use only vA\h MTTek conneclors. Thk design b based oniy upon paramelers shown, and b (or on individual building componenL AppBcablBty of design paramenters and proper incorporation ot component is responslblfily of bulldlr>g designer - nol truss designer. Brocing shown b for taieral support of Individual web membere only. Addiiionol Iemporary bracing to insure stabiRty during conslruclion b ihe resFJonsIblilily ol Ihe ereclor. Additional permonenl brocing ol Ihe overall structure b the responslblBly of Ihe building designer. For general guidance regording tabricallon, quoBty control sloroge, deBvery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSM Building Component Salety Informalion available from Truss Ptate Inslilule, 583 D'Onofrio Drive. Madison, Wl 53719. 7777 Greenback Lane Suite 109 Citms Helghls, CA, 9561 REPAIR TO NOTCH 2X4 TOP MII/SAC - 31 CHORD ON A GABLE TRUSS MII/SAC - 31 11/18/2004 PAGE 1 _ Mrrelc industries, Inc. ® 1. THIS IS A SPECIFIC REPAIR DETAIL TO BE USED ONLY FOR ITS ORIGINAL Western Division INTENTION. THIS REPAIR DOES NOT IMPLY THATTHE REMAINING PORTION OF THE TRUSS IS UNDAMAGED. THE ENTIRE TRUSS SHALL BE INSPECTED TO VERIFY THAT NO FURTHER REPAIRS ARE REQUIRED. WHEN THE REQUIRED REPAIRS ARE PROPERLY APPLIED, THE TRUSS WILL BE CAPABLE OF SUPPORTING THE LOADS INDICATED. 2. ALL MEMBERS MUST BE RETURNED TO THEIR ORIGINAL POSITIONS BEFORE APPLYING REPAIR AND HELD IN PLACE DURING APPLICATION OF REPAIR. 3. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID SPLITTING OF THE WOOD. 4. LUMBER MUST BE CUT CLEANLY AND ACCURATELY AND THE REMAINING WOOD MUST BE UNDAMAGED. 5. THIS REPAIR IS TO BE USED FOR SINGLE PLY TRUSSES IN THE 2X_ ORIENTATION ONLY. 6. CONNECTOR PUTES MUST BE FULLY IMBEDDED AND UNDISTURBED. LUMBER TO BE CUT CLEANLY AND ACCURATELY, NO PLATES ARE TO BE DISTURBED. APPLY 2X4 NO.2 SCAB TO ONE FACE OF TOP CHORD OF TRUSS WITH CONSTRUCTION QUALITY ADHESIVE AND 1 ROW OF lOd (3" X 0.131") NAILS SPACED 6" O.C. •)(^ MAXIMUM STUD SPACING = 24" O.C. COMMON THE OUTSIDE FACE OF THE GABLE MUST BE SHEATHED W/ (MIN) 7/16" O.S.B OR PLYWOOD. SEE MITEK STANDARD GABLE END DETAILS FOR WIND BRACING REQUIREMENTS. IMPORTANT Jhis repair to be used only with trusses (spans less than 50') spaced " o.c. maximum, having pitches between 3/12 and 12/12, total p chord loads less than 50 psf and maximum wind speeds of 100 mph. Trusses not fitting these criteria should be examined individually. TRUSS CRITERIA LOADING : 40-10-0-10 (MAX) DURATION FACTOR: 1.15 SPACING : 24" MAXIMUM TOP CHORD : 2X 4 (NO 2 MIN) PITCH : 3/12- 12/12 BEARING : CONTINUOUS STUD SPACING :24" O.C. (MAX) REFER TO INDIVIDUAL TRUSS DESIGN FOR PUTE SIZES AND LUMBER GRADES Page # 26 6 1 4 2009 ^ WARNING ' Verify design parameters and JtEAD NOTES QN TBIS AND INCLUDBD MTTEK RBFERET-KZE PAGE ISn-7473 BEFORE USB. Design voDd for use only with MfTek conneclors. Thb design b txised only upon parameters shown, and b for on Individual building component. AppBcablBly of design paramenters and proper incorporation of componeni b responslblBly of building designer - nol Iruss designer. Bracing shov/n b lor taieral supporl of IndK/ldua! web members only, Addllional Iemporary brodng lo Insure slablBly during conslnjclion b the responsibillity of the erecior. Addlibnol permanent brodng ot the overoK structure b ttie respohstt^ty of the buBdlng designer. For general guidance regarding fabrballon, quoBty control slorage, deBvery, erecllon and bracing, consull ANSl/TPIl Quality Criteria, DSB-B? and BCSIl Building Component Safety Information avaflable Irom Tmss Ptate inslilule. 583 D'Onolrio Drive, Madbon, Wl 53719. 7777 Greenbacit Lana Suite 109 Cilrus Heights. CA. 9561' MiTek* STANDARD REPAIR DETAIL 25% Mll/SAC-21A 5/3/2004 PAGE 1 Ml ® MITek Industries, Inc. Westem Division "OTAL NUMBER 01 NAILS EACH SIDE OF BREAK * X INCHES MAXIMUM FORCE (Ibs) 25% LOAD DURATION "OTAL NUMBER 01 NAILS EACH SIDE OF BREAK * X INCHES SYP DF SPF HF 2x4 2x6 X INCHES 2x4 2x6 2x4 2x6 2x4 2x6 2x4 2x5 14 21 24" 2240 3360 2065 3097 1750 2625 1785 2677 18 27 30" 2880 4320 2655 3982 2250 3375 2295 3442 22 33 36' 3520 5280 3245 4867 2750 4125 2805 4207 26 39 42" 4150 6240 3835 5752 3250 4875 3315 4972 30 45 48" 4800 7200 4425 6637 3750 5625 3825 5737 ' DIVIDE EQUALLY FRONT AND BACK ATTACH 2x SCAB OF THE SAME SIZE AND GRADE AS THE BROKEN MEMBER TO EACH FACE OF THE TRUSS (CENTER ON BREAK OR SPLICE) W/CONSTRUCTION QUALITY ADHESIVE AND lOd NAILS (TWO ROWS FOR 2x4, THREE ROWS FOR 2x6) SPACED 6"oc STAGGERED AS SHOWN.(.148"dla. x 3") THE LENGTH OF THE BREAK (C) SHALL NOT EXCEED 12". (C=PUTE LENGTH FOR SPLICE REPAIRS) THE MINIMUM OVERALL SCAB LENGTH REQUIRED (L) IS CALCUUTED AS FOLLOWS: L = (2)X + C TRUSS CONFIGURATION AND BREAK LOCATIONS FOR ILLUSTRATIONS ONLY 6" MIN THE LOCATION OF THE BREAK MUST BE GREATER THAN OR EQUAL TO THE REQUIRED X DIMENSION FROM ANY PERIMETER BREAK OR HEEL JOINT AND A MINIMUM OF S" FROM ANY INTERIOR JOINT (SEE SKETCH ABOVE) DO NOT USE REPAIR FOR JOINT SPLICES NOTES: 1. THIS REPAIR DETAIL IS TO BE USED ONLY FOR THE APPLICATION SHOWN. THIS REPAIR DOES NOT IMPLY THAT THE REM/yNING PORTION OF THE TRUSS IS UNDAMAGED. THE ENTIRE TRUSS SHALL BE INSPECTED TO VERIFY THAT NO FURTHER REPAIRS ARE REQUIRED. WHEN THE REQUIRED REPAIRS ARE PROPERLY APPUED, THE TRUSS WILL BE CAPABLE OF SUPPORTING THE LOADS INDICATED. 2. ALL MEMBERS MUST BE RETURNED TO THEIR ORIGINAL POSITIONS BEFORE APPLING REPAIR AND HELD IN PLACE DURING APPUCATION OF REPAIR. 3. THE END DISTANCE, EDGE DISTANCE AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 4. WHEN NAILING THE SCABS, THE USE OF A BACKUP WEIGHT IS RECOMMENDED TO AVOID LOOSENING OF THE CONNECTOR PLATES AT THE JOINTS OR SPLICES. 5. THIS REPAIR IS TO BE USED FOR SINGLE PLY TRUSSES IN THE 2x_ ORIENTATION ONLY. B. THIS REPAIR IS UMITED TO TRUSSES WITH NO MORE THM THREE BROKEN MEMBERS. L_ WAJUONG • Verify design parameters aiutREAD NOTES ONTHIS ANO aiCLOBBD IOTEK REFERENCE PA(^ tm-74T3 BEFORE USE, Design voUd tor use only wllti MITal; conneclors. Ttils destgn Is based only upon porametBR showa and Is lor an Individual buttding componani. AppRcabtltly of design paromenten and proper Incorporation ot component Is respdnslbttlly ot building designer - not truss designer. Brodng stiown ts tor toterat support of Individual web memben only. Addllional temporary tsradng lo Insure stability during construction ts ttie responstbllBly of Itie ereclor. Adi^llonal permonenl tsrodng of ttie overatt structure Is ttie responsibilily ot Ihe building designer. For generol guidance regarding tabrtcollon. quolly control storage, deBvery, erection and txocing, consult ANSIAPil Quality Cillerlci, DSB-a9 dnd BCSH Building Component Safety Inlormotion avolloble trom Iruss Plate Inslilule, 5B3 D'Onotrto Drive, (.Aodlson, Wl 53719. 7777 Greenbadi Lana Suite 109 dims Heigtils, CA, 95611 MiT©k FALSE BdTTOIW CHORD FILLER DETAIL MII/SAC -1 3/10/2004 PAGE 1 MM ® MrVelc Industries, inc. Western Division TRUSS BOTTOM CHORD BRACED PER MAIN TRUSS ENGINEERING BRACING SPECIFICATION ALT BEARING-' FILLER BOTTOM CHORD 2X4 N02 OR BETTER LUMBER' FILLER BC MAY BE SPLICED WITH 3x4 / M20 PIATES OR WITH 2X4 N02 2'-0" LONG SCAB, CENTERED ABOUT THE SPLICE, NAILED TO ONE FACE W/(.131"X3.0" MIN) NAILS @ 4" O.C, 2 ROWS. 48" TYP MAX 3-0-0 EXTENSION 1x4 M20 PLATES (TYP) OR ALTERNATE CONNECT W/ 2-10d COMMONS (TYP) FILLER VERTICAL STUD 2X4 STD OR BETTER LUMBER NOTES: FOR LUMBER SIZE AND GRADE, AND FOR PLATES TYPE AND SIZE AT EACH JOINT REFER TO MAIN TRUSS ENGINEERING DESIGN. LOADING: FOR TOP CHORD SEE MAIN TRUSS ENGINEERING DESIGN. BOTTOM CHORD LOADS: LIVE = 0 PSF; DEAD: = 10 PSF 3) TRUSS SPACING = 24" O.C. MAX 4) MAX BOTTOM CHORD PITCH = 4/12 5) FILLER MElvABERS ARE NON STRUCTURAL PART OF THE MAIN TRUSS; THEREFORE THEY MAY BE FIELD ADJUSTB3 TO m EXISTING CONDITIONS, PROVIDED THAT STUD SPACING, CONNECTION AND EXTENSION REQUIREMENTS ARE AS SPECIFigg. ApdUSTMENTS MAY INCLUDE ADDITION OR REMOVAL OF FILLER MEMBERS. Page # 28 AUG 1 4 2009 .A WARNING • Verify doitlgn parameters and READ NOTES ON TWS AND INCLVDED MITBK REFERENCB PAGE Jim-7473 BEFORE VSE. Design vaBd for use only with MITolt connectors. Thb design Is tiased only upon parameters shown, and Is tor on IndMdual building componeni. AppBcabflliy of design poramenters and proper IneorporaUon of componeni Is responslblfily o! buHdlng deslgnw - nol truss designer. Broclr^ shown is lor lateral supporl ol Individuat web membere only. Addiiionol temporary brocing to Insure stability during conslmction U the responsibiliily of Ihe erector. Additional permaneni bradng of Ihe overall simclure Is the responsibility of Ihe buiiding designer, for general guidance regording foMcalioa qualify control slorage, deRvery, eredton and t)radng, consull ANSI/TPM Quality Criteria. DSB-8? and BCSIl Building Component Salety Inlormation available Irom Tmss Plale instllute, 583 D'Onotrto Drive, Modison, Wi S3719. 7777 Greenbadc Lana Suite 109 Cilms Heights. CA. 95B1 MiTek* OVERHANG REMOVAL DETAIL MII/SAC - 50 12/6/2005 PAGE1 ® IVIiTeIc Industries, inc. Westem Division TRUSS CRITERIA: LOADING: 25-18-0-10 (MAX) DURATION FACTOR: 1.15/1.25 SPACING: 24" O.C. TOP CHORD: 2x4 OR 2x6 HEEL HEIGHT: STANDARD HEEL UP TO 12" ENERGY HEEL END BEARING CONDITION Trusses not fitting these criteria should be examined individually. NOTES: 1. THIS DETAIL IS FOR REMOVING OVERHANG. THIS DETAIL IS NOT TO BE USED WHEN OVERHANG HAS BEEN BROKEN OFF. 2. NO LUMBER DAMAGE OR DEFECTS SHALL GO BEYOND REMOVAL LINE. NO CONNECTOR PLATE DAMAGE ALLOWED 2-12 LINE OF REMOVAL (L) 36" MAX REMOVED REFERTO INDIVIDUALTRUSS DESIGN FOR PLATE SIZES AND LUMBER GRADES AUG 1 4 2009 Page # 29 Jj^ WARNINO. Varifjl daaign paramelers and READ NOTBS ON TtnS AND INCLUDED MTTEIT XBFERENt^E PAtlE Mn-74 73 BEFORE UBE. Design vaSd for use onl/wllli ttWel: conneclors. Ttils design Is based oni/upon parameters stiown, and is tor an tndtvtdual buSdlne componsni. AppHcabmiy ot design paramenters and proper Incorporation ot componant Is responslblBty ot building designer- nol truss designer. Bracing stiown Is lor bteral support ot Individual web members only. Additional lemporory tjrodng to Insure slablllty during conslruclion Is Ihs responsibiliily of Ihe ereclor. Addilional permonenl tirodng ol Itie overall stmcture Is Itie responsibiltly ol Itie buttding designer. For general guidance regarding lobrtcatlon, quality control storage, detlvery, erection and bracing, consull ANSIAfU Quality Citleita, DSB-a? and BCSII Bulldino Component Saloty Inlonnallon avallatile trom Truss Plole Institute, 583 D'Onotrto Drive, tviadlson, Wl 53719. 7777 SrBenbai:k l.ane Sulls IOS aims IHelghts, CA, 9591 MiTek" SCAB APPLIED OVERHANGS MII/SAC - 5 3/25/2004 PAGE 1 J ® MITek Industries, inc. Western Division TRUSS CRITERIA: LOADING: 40-14-0-10 DURATION FACTOR: 1.15 SPACING: 24" O.C. TOP CHORD: 2x4 OR 2x6 HEEL HEIGHT: STANDARD HEEL UP TO 12" ENERGY HEEL END BEARING CONDITION Trusses not fitting these criteria shouid be examined individually. NOTES: 1. THiS DETAIL IS FOR TRUSSES BUILT WITHOUT AN OVERHANG. THIS DETAIL IS NOT TO BE USED WHEN OVERHANG HAS BEEN BROKEN OFF. 2. ATTACH 2x_ SCAB SAME LUMBER SIZE AND GRADE AS TOP CHORD TO ONE FACE OF TRUSS WITH TWO ROWS OF (0.131"X3") NAILS SPACED @ 6" O.C. 3. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 4. WHEN NAILING THE SCABS, THE USE OF A BACKUP WEIGHT IS RECOMMENDED TO AVOID LOOSENING OF THE CONNECTOR PLATES AT THE JOINTS OR SPLICES. 2-^12 2x SCAB 24" MAX REFER TO INDIVIDUAL TRUSS DESIGN FOR PLATE SIZES AND LUMBER GRADES Page # 30 16 1 4 2009 ^ WAHmm • Vnrify rfeoiyji parameters asid READ NOTES ON THIS AND INCLUDED MTTEK RBFERENCE PAOE mr-74 73 BEFORJS UEE. Design Valid for use onfy with fvUTet; connecfors. This design Is based only upon pararnetere shown, and is for an Individuat bukfing component. AppDcoblOiy of design paramenters and proper Incorporalion of componeni k responsibilily ol building designer - nol Iruss designer. Bracing shown Is for laleral suppori of individual wefa members onV- Addfllonaf femporary bracing fo insure slabtftly during consfrucfton b Ihe responsIbHKjy of Ihe ereclor. Additional permonenl bracing of Ihe overoll slruclure is Ihe responsibilily ot Ihe building designer. f=ar general guidance regording /ahricaHofT, quaBly canfrd, slorage, defivery. erection and bradng, consulf ANSI/TPIT Qualify CrHorio, DSB-B7 and acsit BuHdlng Componeni Safety Infonnaflon available from Truss Plale InsIIiuie, 583 D'Onoirto Drive, Madison, Wl S3719. 7777 Greenback Lana Suits 109 alius Helghls. CA. 9561