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Home My WebLink About2303 OCEAN ST; TRUSS; PCR14084; PermitCity of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 06-13-2014 Plan Check Revision Permit No:PCR14084 Building Inspection Request Line (760) 602-2725 Job Address: Permit Type: Parcel No: 2303 OCEAN ST CBAD PCR Lot#: 0 Status: Applied: Valuation: 2030102200 $0.00 Construction Type: 58 Entered By: Reference #: Plan Approved: PC#: PC130030 Issued: Project Title: OCEAN ST CONDOS-DEFERRED TRUSS SUBMITTAL Inspect Area: Applicant: LARRY CHASE 9605 KEARNEY VILLARD SAN DIEGO CA 92126 858 549-3920 Plan Check Revision Fee Fire Expedited Plan Review Additional Fees Total Fees: $250.00 Inspector: Owner: OCEAN STREET 8 OWNER LLC ATTN:GENERAL COUNSEL 3300 P G A BLVD #820 PALM BCH GDNS FL 33410 $250.00 $0.00 $0.00 Total Payments To Date: $250.00 Balance Due: FINAL APPROVAL Date: Clearance: ISSUED 05/08/2014 RMA 06/13/2014 06/13/2014 $0.00 NOTICE: Please take NOTICE that approval of your project includes the 'Imposition' of fees, dedications, reservations, or other exactions hereafter collectively 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 oreviouslv been aiven a NOTICE similar to this or as to which the statute of limitations has oreviouslv otherwise exoired. «~ ~ 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. ? (_,{0 ~ u{ 0£ L( Original Plan Check No. Pu { 3 -30 ProjectAddress d3o.3 CJ:;£Ai:) ~US, -Date s;l~jlq' Contact ::;-t~~ Ph~: 54~ -3~Fax Email j -~--u--"'~ _ -V.Q::)A-1 ~~~:;:;) -'~.l},C<Z::Y-1 Contact Address ~ (Q o::: Ke A.fl.Jt.L I Lli I L.A ~ City~ D 11 Eo Zip 92 I Up General Scope of Work I RLJSS ~t.ti~r:1l~/ --- Original plans prepared by an architect or engineer, revisions must be signed & stamped by that person. 1. Elements revised: D Plans D Calculations D Soils D Energy D Other __________ _ 2. 3. Describe revisions in detail List page(s) where each revision is shown ~'?; ~--Q 0:1;;,f"). 1 {1\ ~ ~ tP.~ ~A..J --• 5. Does this revision, in any way, alter the exterior of the project? D Yes 6. Does this revision add ANY new floor area(s)? D Yes ~No 7. Does this revision affect any fire related issues? D Yes 8. Is this a complete s~-Yes 0 No ~Signature~ z:._:_ ~ ~No 4. List revised sheets that replace existing sheets ~No 1635 Faraday Avenue, Carlsbad, CA 92008 Ph: 760-602-2719 Fax: 760-602-8558 Email: building@carfsbadca.gov www.carlsbadca.gov DATE: 6/10/14 JURISDICTION: Carlsbad EsGil Corporation In a>artnersliip witli qo11ernment for (8ui{i;{ing Safety 0 APPLICANT 0 JURIS. 0 PLAN REVIEWER 0 FILE PLAN CHECK NO.: PC13-0030 (PCR 14-084) PROJECT ADDRESS: 2303 Ocean St SET: REV 1, Set II PROJECT NAME: Multi Family Condominium Complex ( Deferred Roof Trusses ) C8J The truss plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. D 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. D The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. D The Remarks check list below is transmitted herewith for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. D The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. D The applicant's copy of the check list has been sent to: C8J EsGil Corporation staff did not advise the applicant that the plan check has been completed. D EsGil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Telephone#: Date contacted: (by: ) Email: Mail Telephone Fax In Person D REMARKS By: Chuck Mendenhall EsGil Corporation D GA D EJ D PC 6/5/14 Enclosures: ' EsGil Corporation In Cl'artnersliip witli government for aJuifaing Safety DATE: 5/20/14 0 APPLICANT Iii!( JURIS. JURISDICTION: Carlsbad 0 PLAN REVIEWER 0 FILE PLAN CHECK NO.: PC13-0030 (PCR 14-084) SET: REV 1, Set I PROJECT ADDRESS: 2303 Ocean St PROJECT NAME: Multi Family Condominium Complex ( Deferred Roof Trusses ) D The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's codes. D 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. D The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. [gl The Remarks check list below is transmitted herewith for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. Submit two sets of responses and documents directly to EsGil Corp for recheck D The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. [gl The applicant's copy of the check list has been sent to: Larry I Holly email D EsGil Corporation staff did not advise the applicant that the plan check has been completed. [gl EsGil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: larry/ Holly Telephone#: (858) 549-3920 Date contacted: (by: ) Email: larrv@cranedev.com holly@cranedev.com Mail Telephone Fax In Person D REMARKS Check List: The engineer of record for the building, Mike Houshmand from Gouvis Engineering must sign the shop review stamp on the roof truss layout plans from Madera Component systems. ( shop stamp provided but not signed ) By: Chuck Mendenhall EsGil Corporation D GA D EJ D PC Enclosures: 5/13/14 [DO NOT PAY-THIS IS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE ( Trusses ) JURISDICTION: Carlsbad PLAN CHECK NO.: PC13-0030 (PCR 14-084) PREPARED BY: Chuck Mendenhall DATE: 5/20/14 BUILDING ADDRESS: 2303 Ocean St BUILDING OCCUPANCY: R-3 TYPE OF CONSTRUCTION: V B BUILDING AREA Valuation PORTION { Sq. Ft.) Multiplier Trusses Varies Hrly Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code cb By Ordinance Bldg. Permit Fee by Ordinance ..... Plan Check Fee by Ordinance ..- Type of Review: 0 Complete Review 0Repetitive Fee ..,. Repeats • Based on hourly rate Comments: D Other EJ Hourly EsGil Fee Reg. VALUE Mod. D Structural Only 1-----......;2=.5~1 Hrs. @ • {$) $250.001 Sheet 1 of 1 macvalue.doc + Submittal Transmittal I Ocean Street Residences 2303 Ocean Street Carlsbad, CA Detailed, Grouped by Each Number Project # 13-030 Tel: 858-549-3920 Fax: 858-549-3994 Date: 5/8/2014 Reference Number: 0057 Transmitted To: Administrator CITY OF CARLBAD BLDG DEPT. 1635 Faraday Ave Carlsbad, CA 92008 Tel: (760) 602-2700 0004 0006-06100-1 Truss Layout Approval Hand 0001 4 Truss Layout I Drawings Transmitted By: Holly Antillon CRANE DEVELOPMENT CORPORATION 9605 Kearny Villa Rd San Diego, CA 92126 5115/2014 Approved Please review/approve the attached Truss Submittal and Layout regarding 2303 Ocean St. Residences located in Carlsbad at your earliest convenience. We have included (4) sets of this submittal and are requesting (3) sets be returned. Please notify Larry Chase at our main office at 858-549-3920 as soon as this submittal has been reviewed and is ready for pick up. If you have any questions please contact our main office at 858-549-3920. Sincerely, Holly Antillon Signature Prolog Manager Printed on: 5/8/2014 crane RECEIVED CITY r·-,....M~tt:::RI\0 BUILL igned Date Page 1 c c c SUBMITTAL REVIEW ATTENTION: Holly Antillon ORGANIZATION: Crane Development Corporation ADDRESS: SUBJECT: SUBMITTAL NO.: 9605 Kearny Villa Rd., Ste. A San Diego, CA 92126 Ocean Street -Submittal 0006.1 Ocean Street 11396.001 March 21, 2014 FROM: Jonathan Shapero, AlA, LEED AP Architect Dahlin Group Architecture Planning RECEIVED MAY 0 8 20l4 CITY OF CARLSBAD BUILDING DIVISION This review is only for general conformance with the design concept of the project and general compliance with the information included in the Contract Documents. Markings or comments made during this review does not relieve the contractor of his responsibility to comply with the requirements of the drawings and specifications for details and accuracy; correlating and confirming dimensions quantities and job site conditions; choice of fabrication processes and techniques of construction; coordination of the work with that of other trades and performing the work in a safe and satisfactory manner. Truss Layout & Drawings -See structural comments attached 001 06100 *Action Code: A: No Exception Taken C: Revise and Resubmit 8: Exceptions as Noted D: Submit Specified Item 539 South Cedros Avenue + 1-858-350-0544 Solana Beach, California 92075 USA + 1-858-350-0540 fax X Action Taken See below for Code* E: Rejected RECEIVED MAY 0 8 20l4 CITY OF CARLSBAD BUILDING DIVISION WWWIIC«P.l&llllt ~~,_ ~~ I I t»JD c c c Ocean Street Residences 2303 Ocean Street Carlsbad, CA Submittal Transmittal Detailed, Grouped by Each Number Project# 13.030 Tel: 858-549-3920 Fax: 858-549-3994 I Dat<> 3/B/2014 f~dcrcnr:c Number· 0034 Transmitted To: Jonathan Shapero DAHLIN GROUP, INC. 539 S. Cedros Avenue Solana Beach, CA 92075 Tel: 858-350-0544 Fax: 858-350,0540 Qty 0001 Submittal Package No 0006-06100-1 Transmitted For Approval Description Truss Layout ltsms Qty Description Transmitted By: Delivered VIa Messenger Notes Holly Antillon CRANE 9605 Kearny Villa Rd San Diego, CA 92126 Due Date Package Action 3122/2014 Tracking Number Item Action ....;0'"""00..;::__1 _-.:.0~01 _____ ··-"·········· .J:!I:l!S.!!i~l!~LQ~awi_ll.,._gs---__________ _ Cc: Company Name Contact Name Copies No tea CRANE Dewey Davis 1 CRANE Larry Chase 1 MKG CONSULTING Michael Gaddie 1 CRANE Philip Crane 1 CRANE TonyRazo 1 Remarks Attached you will find Re-Submittal #0006-06100-1 for your review/approval in regards to the Truss Layouts and Drawings for Ocean Street Residences located in Carlsbad. If you have any questions please feel free to contact Dewey Davis at 760-533-7681, Tony Razo at 619-247-0008, or you may contact Larry Chase at our main office at 858-549-3920. Sincerely, HollyAntillon Signature Prolog Manager Printed on: 3/812014 crane Page 1 . ' ..... " ~ .• ~· .. () Development Ocean Street Residences 2303 Ocean Street Carlsbad, CA () Project # 13..030 Tel: 858-549-3920 Fax: 858-549-3994 () [-~i~I-Packages I Summary, Grouped by Package Number with Register Items Item No Register No Rev Spec Section Sub Section Description Rec'd On Returned Action Logged By Closed 0006.06100 -1 Truss Layout 0001 00016 06100 II Reviewed • Fclrwarding for lpproval D Substitutions Included c Samples Included J.A Soden FramingTruss Layoutl_Orawings 3/412014 The........_ ..... ....,rar_. ............... .... of the COIItnlct dDCIIIN!IICS willll'lgllrdl to type a .,.&tJ .. lilt ..., and/or......_. 1lllidl • tile,.,. rllt,t If die lllllconltactor .uri supplier llllllillgtlle....., • lllllcaat.-r lldloriiiJIPIIr•,., slll forCGGiilltllirilltiMWIIttllllllllllrlrallll. IMwtl ...... .tft shop drawftgs ... -..... tile ... -·· ., ... lllltlllltft I!SjiQllillilrlir., ......... ..,., ........... llllfl tMCOIIIIICtdacuZIIIO_W_..,....,. __ z'J I z• 11111/tr .... illllll............. r·.· . ;,: ..... .......,COIIPaltA1-. ' "* Ci¥if¥M U·1'inmre llfl:a~l141($~~oh.,.:1.._ __ SCibllllttiii:CPMz=f?&? m -1 By: .fSk. : Prolog Manager Printed on: 3/812014 crane No Page 1 c c c MADERA COMPONENT SYSTEMS, INC. 6323 W. Van Buren Street Phoenix, Arizona 85043 Ph (623) 245-1001 Fax (623) 936-6392 LAYOUTS & ENGINEERING THESE DRAWINGS FROM TO Trusses AOl E54G WERE REVIEWED BY THE ENGINEER AND CONTRACTOR ON ALL DATA, INCLUDING DIMENSIONS AND LOADS. YOUR SIGNATURE CONSTITUTES ACCEPTANCE AND YOUR APPROVAL TO COMMENCE FABRICATION. (Name) (Position) (Date) Customer: JS FRAMING Job Name: OCEAN STREET RESIDENCES Job Site: CARLSBAD, CA Job Number: 13-924 Date: March 6, 2014 Shop Drawings Dry Copies Wet Seals c c --® Re: 13-924s1 Ocean St. Residences, 13-924, dAk MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights, CA, 95610 Telephone 916/676-1900 Fax 916/676-1909 The truss drawing(s) referenced below have been prepared by MiTek Industries, Inc. under my direct supervision based on the parameters provided by Madera-Phoenix,Az. Pages or sheets covered by this seal: R41291135 thru R41291250 My license renewal date for the state of California is December 31, 2014. Lumber design values are in accordance with ANSIITPI 1 section 6.3 These truss designs rely on lumber values established by others. January 24,2014 llernandez,Marcos 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 ANSIITPI 1. c. c c Re: 13-924s2 Ocean St. Residences, 13-924, dAk MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights, CA, 95610 Telephone 916/676-1900 Fax 916/676-1909 The truss drawing(s) referenced below have been prepared by MiTek Industries, Inc. under my direct supervision based on the parameters provided by Madera-Phoenix,Az. Pages or sheets covered by this seal: R41524323 thru R41524334 My license renewal date for the state of California is December 31, 2014. Lumber design values are in accordance with ANSIITPI 1 section 6.3 These truss designs rely on lumber values established by others. March 5,2014 llemandez,Marcos 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 ANSIITPI 1. Job Truss Ocean St. Residences, 13-924, dAk Truss Type SPECIAL TRUSS R41291135 13-92451 A01-Cond1 Madera Component Systems, Inc, 4-9-2 4-9-2 Phoenix, AZ. 85043 9-0-0 4-2-14 14-11-6 5-11-6 22-0-0 7-0-10 5-9-12 6-2-10 6-2-10 c Scale = 1:70.9 4.00 li2 5xB -::c 4xB = 17 16 15 3x12 = 3x4 II 7x12 = 4-9-2 9-0-0 1 B-3-0 4-9-2 4-2-14 9-3-0 13 3x6 = Plate Offsets (X.Yl: [2:0-1-5,Edge], [5:0-3-12,0-3-41. [14:0-4-12,0-3-81. [17:0-3-8.0-1-81 LOADING (psf) TCLL 20.0 TCDL 12.0 BCLL 0.0 * BCDL 10.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress lncr YES Code IBC2009/TPI2007 CSI TC 0.47 BC 0.56 WB 0.77 (Matrix) 22 5x6 = 27-9-12 9-6-12 DEFL Vert(LL) Vert(TL) Horz(TL) 23 12 3x6 = in (loc) -0.24 11-13 -0.46 13-14 0.07 11 2x4 7 4xB = 1/defl >999 >717 nla 34-0-6 6-2-10 Ud 240 180 n/a 10 2x4 40-3-0 6-2-10 4xB = PLATES GRIP MT20 185/148 Weight: 1791b FT = 0% LUMBER TOP CHORD CSOTCHORD 2x4 OF No.1 &Btr G 2x4 DF No.1 &Btr G *Except* 4-16: 2x4 HF/SPF Stud/STD BRACING TOP CHORD BOT CHORD Structural wood sheathing directly applied or 3-8-8 oc purlins. Rigid ceiling directly applied or 6-0-0 oc bracing. Except: 10-0-0 oc bracing: 14-16 WEBS 2x4 HF/SPF Stud/STD *Except* 14-17,5-14,6-11: 2x4 OF No.1&Btr G WEBS REACTIONS (lb/size) 9=-78/0-3-8 (min. 0-1-8), 2=940/0-5-8 (min. 0-1-8), 11=2650/0-3-8 (min. 0-2-13) Max Horz 2=87(LC 8) Max Uplift9=-257(LC 13), 2=-25(LC 9), 11=-81 (LC 9) MaxGrav9=125(LC 14), 2=946(LC 13), 11=2650(LC 1) FORCES (lb)-Max. Comp./Max. Ten.-All forces 250 (lb) or less except when shown. TOP CHORD 2-18=-2327/120, 3-18=-2249/132, 3-4=-2916/130, 4-5=-2996/178, 5-19=-763/83, 6-19=-881/1 01' 6-20=0/1750, 7 -20=-3/1644, 7 -8=-85/1758, 8-21 =-35/1111' 9-21=-81/1081 BOT CHORD 2-17=-116/2161, 4-14=-301/82, 13-14=-33/1284, 10-11=-1017/74, 9-10=-1017/74 WEBS 3-17=-504/80, 14-17=-95/2113, 3-14=0/567, 5-14=-53/1788, 5-13=-968/163, 6-13=0/1205, 6-11=-2362/125, 7-11=-411/134, 8-11=-865/118 NOTES 1) Unbalanced roof live loads have been considered for this design. 1 Row at midpt 6-11 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer I Installation guide. 2) Wind: ASCE 7-05; 85mph (3-second gust); TCDL=7.2psf; BCDL=6.0psf; h=25ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; enclosed; MWFRS (all heights) and C-C Exterior(2) -0-0-13 to 3-11-8, lnterior(1) 3-11-8 to 22-0-0, Exterior(2) 22-0-0 to 26-0-5 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psi 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 rectangle 3-8-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 257 lb uplift at joint 9, 25 lb uplift at joint 2 and 81 lb uplift at joint 11. 7) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 8) This truss does not include any time dependant deformation for long term loading (creep) in the total load deflection. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard [MGT] January 24,2014 r~--~~~~--~--~ y A WARNJ't«; -Verifr deJigll pnmtl!ll illd READ KITES ON THIS AND It«JJJDED HITEK II.EFEREta PAGE HII·141ltn 02/1612013 BEFORE liSE - Design valid for use only with Milek connectors. This design is based only upon parameters shown, and is for an individual building component. - ! ~~~~~~~~~~~~~~~~7 fn~~~~~~f~~~~~~b:~i~~~~~~~i~~~~~~~~~~~1;r~~~~~~~~~~~r~1s~~~~~~9d~~~~~~~s~~IT~~5i~i~~g~~~~~~i~~~Y5~f~ 1 M"lliek· 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/TPI1 Quality Criteria. DSB-89 and BCSIIulldlng Component 7777 Greenback Lane, Suite 109 L1 Safety Information available from Truss Plate Institute. 781 N. Lee Street, Suite 312, Alexandria, VA 22314. ---------i Citrus Heights, CA, 95610 _ _::_lf~South==rn"-l'llw'-="'I'=SP!C'..Ciumbe<===is"'-=-.==-=m=•c::ftoiln=·=""'=.-==-=-=-==.,.._===06=-/0=l/.,20=13:.:by=AUC==--------___1__ _______j Job Truss Ocean St. Residences, 1J..924, dAk Truss Type SPECIAL TRUSS R41291135 13-924S1 A01-Cond2 Madera Component Systems, Inc, Phoenix, AZ 85043 c Scale = 1:70.9 4x8 = 4-9-2 4-9-2 Plate Offsets (X,Yl: LOADING (psf) TCLL 20.0 TCDL 12.0 BCLL 0.0 • BCDL 10.0 17 3x12 == 16 15 3x4 II 7x12 = 5x8-:::- 9-Q-0 18-3-0 4-2-14 9-3-Q 4.00 112 13 3x6 == [2:0-1-5,Edge), [5:0-3-12,0-3-4), [14:0-4-12,0-3-8), [17:0-3-8,0-1-81 SPACING 2-0-0 CSI TC 0.71 BC 0.78 WB 0.87 (Matrix) I Plates Increase 1.25 Lumber Increase 1.25 Rep Stress I ncr YES Code IBC2009/TPI2007 22 5x6 == 27-9-12 9~12 DEFL Vert(LL) Vert(TL) Horz(TL) 23 12 3x6 == in (loc) -0.43 15 -0.61 13-14 0.13 11 4x8 = 34-Q-6 6-2-10 1/defl Lid >765 240 >546 180 n/a n/a 10 2x4 PLATES MT20 4Q-3-Q 6-2-10 Weight: 1791b 4x8 == GRIP 185/148 FT=O% LUMBER TOP CHORD Q OTCHORD 2x4 DF No.1&Btr G 2x4 DF No.1 &Btr G *Except• 4-16: 2x4 HF/SPF Stud/STD BRACING TOP CHORD BOT CHORD Structural wood sheathing directly applied or 2-3-12 oc purlins. Rigid ceiling directly applied or 3-3-14 oc bracing. Except: 6-0-0 oc bracing: 14-16 EBS WEBS 1 Row at midpt 6-11 2x4 HF/SPF Stud/STD *Except• 14-17,5-14,6-11: 2x4 DF No.1&Btr G I MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer " Installation uide. REACTIONS (lb/size) 9=-78/0-3-8 (min. 0-1-8), 2=940/0-5-8 (min. 0-2-3), 11=2650/0-3-8 (min. 0-2-14) Max Harz 2=249(LC 23) Max Uplift9=-1339(LC 37), 2=-1142(LC 25), 11=-116(LC 26) Max Grav 9=1207(LC 36), 2=2063(LC 37), 11=2684(LC 13) FORCES (lb)-Max. Comp./Max. Ten.-All forces 250 (lb) or less except when shown. TOP CHORD 2-18~5527/3346, 3-18=-4831/2652, 3-4=-649213588, 4-5=-5845/2859, 5-19=-2259/1563, 6-19=-1415/814, 6-20=-372/2019, 7-20=-927/2556, 7-8=-2166/3735, 8-21=-2307/3237, 9-21 =-3208/4126 BOT CHORD 2-17=-3333/5336, 16-17=-1039/1113, 14-16=-157/253, 4-14=-308/89, 13-14=-2576/3659, 13-22=-828/872, 12-23=-300/344, 11-12=-970/1 014, 10-11 =-2911/1830, 9-1 0=-3895/3036 WEBS 3-17=-943/512, 14-17=-1537/3594, 3-14=-1100/1684, 5-14=-217/1978, 5-13=-1023/218, 6-13=-50/1257, 6-11=-2442/205, 7-11=-417/134, 8-11=-973/226 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph (3-second gust); TCDL=7.2psf; BCDL=6.0psf; h=25ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; enclosed; MWFRS (all heights) and C-C Exterior(2) -0-0-13 to 3-11-8, lnterior(1) 3-11-8 to 22-0-0, Exterior(2) 22-0-0 to 26-0-5 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss 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 rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 1 O.Opsf. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1339 lb uplift at joint 9, 1142 lb uplift at joint 2 and 116 lb uplift at joint 11. 7) This truss has been designed for a total drag load of 180 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 40-3-0 for 180.0 plf. 8) "Semi-rigid pitch breaks including heels" Member end fixity model was used in the analysis and design of this truss. 9) This truss has large uplift reaction(s) from gravity load case(s). Proper connection is required to secure truss against upward movement at the bearings. Building designer must provide for uplift reactions indicated. 10) This truss does not include any time dependant deformation for long term loading (creep) in the total load deflection. The building C designer shall verify that this parameter fits with the intended use of this component. ":ontinued on a e 2 .A WARNING -Verify design p~,_ellrs w READ H:JTES ON THIS AND ItO..UDEll Hl1£KREFER8CE PAGE HII-1413 ter.0212'!2013 BEFORE USE 1 Design valid for use only with Milel<. connectors. This design is based only upon parameters shown, and is for an individual building component. I Applicability of design parameters 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 1 fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSIBuldlng Component Safety lnlormaflon available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. ~__lf_S<11nMtnP!neiSP)iumbariu!>Kille6.'1Mdtilp_IH_dtlnlw06/01/10tlbyALSC ____ _ •• MiTek' 7777 Greenback Lane, Suite 109 Citrus Heigl'!s, CA. 95610 [MCT] Job Truss Ocean St. Residences, 13--924, dAk 13-924S1 A01-Cond2 Truss Type SPECIAL TRUSS Madera Component Systems, Inc, Phoenix, f>Z. 85043 c .OAD CASE(S) Standard c ,A WARN!Mi ·VtlitJ design pa~Me•n ud READ NOT£5 ON lHIS Aim INa.UDED HIJEK REFEREta .PAGE H1I·1413 rer. 0211&12013 BEFORE USE Design valid for use only with MiT ek. connectors. This design is based only upon parameters shown, and is for an individual building component. AppNcability of design parameters 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 R41291135 •• MiTek' fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Crtterla, DSI-89 and 8CSI8uAdlng Component l777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 781 N.lee Street, Suite 312. Alexandria, VA 22314. Citrus Heights, CA, 95610 ~~-"--~~~-~_.ISP!.__,_Iuml>ar~. ~"'---'----~-'--~-...--'~--h_ ... ~-~-~~~~~-06/~_0l_,/_20_tl~by-'-A!SC~~------------~~--~~~~~.J___~-~~-~---~~-~~ Truss Truss Type Ocean St. Residences, 13-924, dAk ]Job 13-924S1 R41291136 A03 Common Truss Madera Component Systems, Inc, Phoenix, AZ 85043 6-1-0 12-2-0 6-1-0 6-1-0 6-1-0 5-11-8 c 4x5 = Scale= 1:43.1 8 3x6 = 5x8 = Plate Offsets IX Yl' f8·0-4-0 0 3 OJ -- LOADING (psi) SPACING 2-0-0 CSI I TCLL 20.0 Plates Increase 1.25 TC 0.52 TCDL 12.0 Lumber Increase 1.25 BC 0.53 BCLL 0.0 * Rep Stress I ncr YES WB 0.75 I BCDL 10.0 Code IBC2009fTPI2007 (Matrix) DEFL in (loc) 1/defl Vert(LL) -0.12 7-8 >999 Vert(TL) -0.28 7-8 >999 Horz(TL) 0.04 6 n/a 3x8 = 24-2-8 6-10-9 Ud PLATES 240 MT20 180 n/a Weight: 1081b 2x4 = GRIP 185/148 FT=O% I~ l LUMBER TOP CHORD rr.?TCHORD '-"vEBS 2x4 OF No.1 &Btr G 2x4 OF No.1&Btr G BRACING TOP CHORD Structural wood sheathing directly applied or 3-11-3 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 2x4 HF/SPF Stud/STD *Except* 5-7: 2x4 OF No.1&Btr G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS (lb/size) 1=1005/0-3-8 (min. 0-1-8), 6=1005/0-3-8 (min. 0-1-8) Max Horz 1=171(LC 8) Max Uplift1=-31(LC 9), 6=-36(LC 9) FORCES (lb)-Max. Comp./Max. Ten.-All forces 250 (lb) or less except when shown. TOP CHORD 1-9=-2370/153, 2-9=-2318/169, 2-3=-2099/143, 3-10=-959/119, 4-10=-892/132, 4-11=-862/129, 5-11=-919/115, 5-6=-951/135 BOT CHORD 1-8=-249/2192, 7-8=-198/1474 WEBS 2-8=-373/130, 3-8=0/659, 3-7=-819/120, 4-7=0/297, 5-7=-89/942 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph (3-second gust); TCDL=7.2psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; enclosed; MWFRS (all heights) and C-C Exterior(2) 0-1-12 to 3-1-12, lnterior(1) 3-1-12 to 18-3-0, Exterior(2) 18-3-0 to 21-3-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss 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 rectangle 3-6-0 tall by 2-0-0 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) Bearing at joint(s) 6 considers parallel to grain value using ANSifTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 311b uplift at joint 1 and 361b uplift at joint 6. 8) "Semi-rigid pitch breaks including heels" Member end fixity model was used in the analysis and design of this truss. 9) This truss does not include any time dependant deformation for long term loading (creep) in the total load deflection. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard January 24,2014 C~~~--~~~~~~~~~~----~ A WARN!Mi -Verily delign pMUM•nltlld READ KJT£S ON THIS AND IMJ.IIDED HITEK II.EFEREta PAGE H11-14131er. 01!2&/2013 BEFORE USE 1 ---. 1 I Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for on individual building component. 1 1 App~cability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer. Bracing shown I II is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the ~77··!~.e~b,ack Lane, Su~e 109 erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding J fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPil Quality Crltetta, OSI-89 and ICSIIuHdlng Component I Safety lnlonnaflon available from Truss Plale lnslifule. 781 N. Lee Slreef. Suite 312, Alexandria. VA 22314. c·tr H · ht CA 95610 --~lf"--=='----"ISP}~-'Iumi>H __ kC-'~-"-ifiH.='---CCdtilp_.._c-~----'---.Mo----06-'-/0_1/_.__l_0_13_11V__,__AUC ____________________ _j____'_"5 8!9 s, ' ____ _ !Job 13-92481 Truss A05-Cond1 Truss Type Ocean St. Residences, 13~924, dAk R41291137 Common Truss Madera Component Systems, Inc, Phoenix, PZ 85043 4-11-Q 11-0-0 4-11-Q 6-1-Q 4.00 112 9 3x8 II 6x6 = 6-10-0 6-10-Q Plate Offsets (X,Y): [1 :0-3-9.Edge), [9:0-3-0,0-3-81 LOADING (psi) SPACING 2-0-0 CSI 6-1-Q 4x6 = 8 4x8 = 16-1-15 9-3-15 DEFL in (loc) 1/defl Ud 5-11-8 Scale = 1 :42.4 I~ l 4x5 = 23-0-8 6-10-9 PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.51 Vert(LL) -0.13 8-9 >999 240 MT20 185/148 TCDL 12.0 BCLL 0.0 * BCDL 10.0 LUMBER TOP CHORD Lumber Increase 1.25 Rep Stress I ncr YES Code IBC2009/TP12007 BC 0.47 WB 0.67 (Matrix) Vert(TL) -0.29 Horz(TL) 0.03 BRACING TOP CHORD 8-9 7 >940 180 nla n/a Weight: 107 lb FT = 0% C"30TCHORD NEBS 2x4 OF No.1 &Btr G 2x4 OF No.1&Btr G 2x4 HF/SPF Stud/STD *Except* 6-8: 2x4 OF No.1&Btr G BOT CHORD [MCT] Structural wood sheathing directly applied or 3-11-8 oc purlins, 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 with Stabilizer SLIDER Left 2x4 HFSPF Stud/STD 2-3-3 REACTIONS (lb/size) 1=962/0-3-8 (min. 0-1-8), 7=962/0-3-8 (min. 0-1-8) Max Horz 1=171(LC 8) Max Uplift 1=-30(LC 9), 7=-35(LC 9) FORCES (lb)-Max. Comp./Max. Ten.-All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1960/134, 2-10=-1898/140, 3-10=-1878/151, 3-4=-1761/131, 4-11=-912/117, 5-11=-843/131' 5-12=-816/127, 6-12=-873/114, 6-7=-910/134 BOT CHORD 1-9=-232/1745, 8-9=-197/1359 WEBS 4-9=0/461, 4-8=-734/120, 5-8=0/281, 6-8=-87/890 NOTES 1) Unbalanced roof live loads have been considered for this design. lnstallatio uide. 2) Wind: ASCE 7-05; 85mph (3-second gust); TCDL=7.2psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; enclosed; MWFRS (all heights) and C-C Exterior(2) 1-2-0 to 4-2-0, lnterior(1) 4-2-0 to 18-3-0, Exterior(2) 18-3-0 to 21-3-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss 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 rectangle 3-6-0 tall by 2-0-0 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) Bearing at joint(s) 7 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 30 lb uplift at joint 1 and 35 lb uplift at joint 7. 8) "Semi-rigid pitch breaks including heels" Member end fixity model was used in the analysis and design of this truss. 9) This truss does not include any time dependant deformation for long term loading (creep) in the total load deflection. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard y January 24,2014 .1-. Design valid for use only with Milek. connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer. Bracing shown I is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibilllty of the M•T. k• erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding . l18 l L fabrication, quality controL storage, delivery, erection and bracing, consult ANSI/TPil Quality Criteria. DSB-89 and ICSIIuUdlng Com. ponent ~ 7777 Greenback Lane Suite 109 Safety Information available from Truss Plate Institute, 781 N.lee Street, Suite 312, Alexandria, VA 22314. Citrus Heights CA gsf:i10 lfSoilt.M<n-ISPJiunlll>erisf!>Kii'IN._dtil&n_..., ___ 06/01/l013toyAI.St ·-------·--------· · ' _____ _ I Job 13-92451 Common Truss Truss Truss Type A05-Cond2 Madera Component Systems, Inc, Phoenix, I'Z 85043 c 4-11-0 11-0-0 4-11-0 6-1-0 3x8 II 9 6x6 = 6-10-0 6-10-0 Plate Offsets (X Yl" [1·0-3 9 Edqel [9·0 3-0 0 3 81 - --- LOADING (psf) SPACING 2-0-0 CSI TCLL 20.0 Plates Increase 1.25 TC 0.81 TCDL 12.0 Lumber Increase 1.25 BC 0.35 BCLL 0.0 * Rep Stress I ncr YES WB 0.81 BCDL 10.0 Code IBC2009fTPI2007 I (Matrix) 16-1-15 9-3-15 DEFL in Vert(LL) n/a Vert(TL) n/a Horz(TL) 0.02 (Icc) -- 7 8 4x8 = 1/defl nla n/a n/a Scale = 1:44.1 4x6 = 5 4x5 = 23-0-8 6-10-9 Ud I PLATES GRIP 999 MT20 185/148 999 nla I Weight: 1071b FT=O% LUMBER OTOPCHORD OTCHORD EBS 2x4 DF No.1 &Btr G 2x4 DF No.1&Btr G BRACING TOP CHORD [MCT] Structural wood sheathing directly applied or 5-4-10 oc purl ins, except end verticals. 2x4 HF/SPF Stud/STD *Except* 6-8: 2x4 DF No.1&Btr G BOT CHORD WEBS Rigid ceiling directly applied or 5-10-7 oc bracing. 1 Row at midpt 4-9, 4-8, 6-8 SLIDER Left 2x4 HFSPF Stud/STD 2-3-3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS All bearings 22-9-0. (I b)-Max Horz 1 =171 (LC 23) Max Uplift All uplift 100 lb or less at joint(s) except 1 =-620(LC 25), 9=-986(LC 25), 7=-1075(LC 26), 8=-287(LC 25) Max Grav All reactions 250 lb or less atjoint(s) except 1=877(LC 37), 9=1643(LC 37), 7=1308(LC 36), 8=1025(LC 14) FORCES (lb)-Max. Comp./Max. Ten.-All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1689/1314, 2-10=-1202/995, 3-10=-1002/819, 3-4=-728/792, 4-11=-1137/1110, 5-11=-506/519, 5-12=-647/667, 6-12=-1248/1206, 6-7=-1255/1132 BOT CHORD 1-9=-1272/1477, 8-9=-1279/1360, 7-8=-1262/1264 WEBS 3-9=-495/230, 4-9=-1824/1567, 4-8=-11 03/897, 5-8=-439/176, 6-8=-1342/1348 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph (3-second gust); TCDL=7.2psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; enclosed; MWFRS (all heights) and C-C Exterior(2) 1-2-0 to 4-2-0, lnterior(1) 4-2-0 to 18-3-0, Exterior(2) 18-3-0 to 21-3-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 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 2-0-0 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 620 lb uplift at joint 1, 986 lb uplift at joint 9, 1075 lb uplift at joint 7 and 287 lb uplift at joint 8. 8) Beveled plate or shim required to provide full bearing surface with truss chord atjoint(s) 7. 9) This truss has been designed for a total drag load of 180 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 23-0-8 for 180.0 plf. 10) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 11) This truss does not include any time dependant deformation for long term loading (creep) in the total load deflection. The building designer shall verify that this parameter fits with the intended use of this component. A WARNJ't«i -Verify design pilrllllelln and READ NJ7£S ON THIS AND ItaUDED MI1IK REFEREIU PAGE MII-1413 ru 01/26/201.3 SEFOAE USE •• Design valid for use only with MiT ek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters 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 I fabrication, quality control, storage, delivery, erection and bracing, consult ANSIJTPil Quality Criteria. DSB-89 and BCSIBuRdlng Component Safety lnformaHon available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. L...~Pine!SP}Iuml>e<kspecified._o...,_ara __ tMI06/01/2013byAlSC . -· . MITek· i 7777 Greenback Lane, Suite 109 .____j___Citrus Heights, CA, 95610 I J Job Truss Truss Type GABLE Ocean St. Residences, 13-924, dAk 13-924S1 A07G Madera Component Systems, Inc, Phoenix, A2 85043 c 3-9-0 10-5-0 3-9-0 6-8-0 CONN. OF GABLE STUDS BY OTHERS. 4x6 II 21 3-9-0 3-9-0 20 2x4 11 19 Plate Offsets (X,Y): [1 :0-2-13,0-3-3) LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 12.0 Lumber Increase 1.25 BCLL 0.0 ' Rep Stress lncr YES BCDL 10.0 f Code IBC2009/TPI2007 18 17 3x4 = 10-5-0 6-8-0 16 6x6 = CSI I TC 0.60 BC 0.20 WB 0.93 (Matrix) I R41291138 6-8-0 5x6 = Scale = 1:42.8 15 14 13 12 11 10 9 8 7 3x10 = 3x4 = 17-1-0 23-0-8 6-8-0 5-11-8 DEFL in (loc) 1/defl Ud PLATES GRIP Vert(LL) n/a n/a 999 MT20 185/148 Vert(TL) n/a n/a 999 Horz(TL) -0.01 7 n/a n/a Weight: 1781b FT=O% BRACING LUMBER TOP CHORD CSOTCHORD NEBS 2x6 OF SS TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pur1ins, except 2x4 OF No.1&Btr G end verticals. 2x4 HF/SPF Stud/STD 'Except' 4-12: 2x4 OF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 5-5-10 oc bracing. WEBS 1 Row at midpt 6-12 j MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer OTHERS SLIDER 2x4 SPF Utility Left 2x4 HFSPF Stud/STD 1-10-14 REACTIONS All bearings 23-0-8. (lb)-Max Horz 1=168(LC 23) Max Uplift All uplift 100 lb or less atjoint(s) 8 except 1=-721(LC 25), 20=-453(LC 25), 16=-711(LC 25), 7=-927(LC 20), 12=-219(LC 26) MaxGrav Allreactions2501borlessatjoint(s) 13, 14, 15, 18, 19,21, 11, 10,9, 8 except 1=842(LC 37), 20=766(LC 14), 16=1140(LC 37), 7=1056(LC 36), 12=635(LC 13) FORCES (lb)-Max. Comp./Max. Ten.-All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1776/1590, 2-47=-1405/1313, 3-47=-1158/1078, 3-4=-1918/1782, 4-48=-1601/1565, 5-48=-829/881' 5-49=-315/347, 6-49=-893/887, 6-7=-1012/899 BOT CHORD 1-21 =-1523/1548, 20-21 =-1120/1113, 19-20=-856/873, 18-19=-640/633, 17 -18=-400/393, 16-17=-448/441, 15-16=-559/563, 14-15=-295/299, 13-14=-292/296, 12-13=-772/776, 11-12=-1094/1090, 10-11=-854/850, 9-10=-614/610, 8-9=-374/370 WEBS 3-20=-731/481, 3-16=-913/923, 4-16=-1290/1000, 4-12=-1188/1161, 5-12=-558/296, 6-12=-1003/1006 NOTES 1) Unbalanced roof live loads have been considered for this design. Installation uide. 2) Wind: ASCE 7-05; 85mph (3-second gust); TCDL=7.2psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; enclosed; MWFRS (all heights) and C-C Exterior(2) 0-0-0 to 3-0-0, lnterior(1) 3-0-0 to 17-1-0, Exterior(2) 17-1-0 to 20-1-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs 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. 4) Gable requires continuous bottom chord bearing. 5) Gable studs spaced at 1-4-0 oc. 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 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) A plate rating reduction of 20% has been applied for the green lumber members. 9) Bearing atjoint(s) 7 considers parallel to grain value using ANSI/TPI1 angle to grain formula. Building designer should verify capacity ~ of bearing surface. , -:ontinued on a e 2 ~ A WARNII«i -Verify design piiiDMIIIrs and READ N:l1£SON THIS AND IM:l.UDED HI1£KREFEREM:£ PAGE HII-14llln01/26/2013 SEFORE USE I Design valid for use only with Milek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters 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 AN$1/TPil Quolfty Criteria, DSB-89 and BCSIIuldlng Component Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. lfSotn:ltflr>PIIwlSPllumlltr bsp«ifhHt.tM dtiip-..-.-..-06>/01/lOHby ALSC January 24,2014 1 •. 1 MiTek' 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95610 Job Truss Truss Type Ocean St. Residences, 13-924, dAk R41291138 13-92451 A07G GABLE Madera Component Systems, Inc, Phoenix, AZ 85043 7.350 s Sep 27 2012 MiTek Industries, Inc. Fri Jan 24 08:42:55 2014 Page 2 ID:Ivw_NjRjdnG_falqdZq_yjy65C3-MHOjFUaWvildOVy451PvD6uyf?rymQJis1HHM_zsA7k d OTES 0) Provide mechanical connection (by others) oftruss to bearing plate capable of withstanding 100 lb uplift atjoint(s) 8 except (jt=lb) 1 =721, 20=453, 16=711, 7=927, 12=219. 1) This truss has been designed for a total drag load of 180 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 23-0-8 for 180.0 plf. 12) "Semi-rigid pitch breaks including heels" Member end fixity model was used in the analysis and design of this truss. 13) This truss does not include any time dependant deformation for long term loading (creep) in the total load deflection. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard c A WARNIMi -Verifr dflli§n pil'illll! lin ud READ H:ltts ON THIS AND INClUDED HITEK REFEREta PAGE HII-1413 ter. 0212 &[2013 BEFORE USE Design valid for use only with Milek. connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters 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/TPil Quality Criteria, DSI-89 and BCSIIuldlng Component Safety lnlonnaHon available from Truss Plate lnsmute. 781 N. Lee Street. Suite 312, Alexandria, VA 22314. lf __ ISP!_ii ____ ..... _____ 06/01/l013byA.I.SC •• MiTek' 7717 Greenback Lane, Suite 109 Citrus Heights, CA. 95610 Job Truss 13-924S1 A08 Madera Component Systems, Inc, Phoenix, f>Z 85043 c 0~-0 0--4 6-4-0 6-4-0 2x4 ~ 3-0 8-3-0 Plate Offsets IX Y\" [9·0-4-Q 0 3-Ql - LOADING (psf) SPACING 2-0-o TCLL 20.0 Plates Increase 1.25 TCDL 12.0 Lumber Increase 1.25 BCLL 0.0. Rep Stress lncr YES BCDL 10.0 Code IBC2009/TPI2007 Truss Type COMMON TRUSS 12-5-0 6-1-0 9 5x8 = CSI TC 0.52 BC 0.54 WB 0.76 (Matrix) 17-6-15 9-3-15 DEFL in (loc) 1/defl Vert(LL) -o.12 8-9 >999 Vert(TL) -0.28 8-9 >999 Horz(TL) 0.04 7 n/a 4x5 = 5 8 3x10 = Ud I 240 180 n/a 24-5-8 6-10-9 PLATES MT20 Weight: 1091b Scale = 1:43.3 I~ ~I 2x4 = GRIP 185/148 FT=O% LUMBER TOP CHORD O OTCHORD EBS 2x4 DF No.1&Btr G 2x4 DF No.1 &Btr G BRACING TOP CHORD Structural wood sheathing directly applied or 3-10-10 oc purlins, except end verticals. 2x4 HF/SPF Stud/STD *Except* 6-8: 2x4 DF No.1&Btr G REACTIONS (lb/size) 2=1019/0-5-8 (min. 0-1-8), 7=1011/0-3-8 (min. 0-1-8) Max Horz 2=171 (LC 8) Max Uplift2=-34(LC 9), 7=-36(LC 9) FORCES (lb)-Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BOT CHORD TOP CHORD 2-10=-2430/151, 3-10=-2385/167, 3-4=-2145/141, 4-11=-967/118, 5-11=-901/132, 5-12=-870/129, 6-12=-927/115, 6-7=-958/135 BOT CHORD 2-9=-250/2255, 8-9=-198/1493 WEBS 3-9=-400/128, 4-9=0/684, 4-8=-834/121, 5-8=0/301, 6-8=-89/951 NOTES 1) Unbalanced roof live loads have been considered for this design. Rigid ceiling directly applied or 10-0-o oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. 2) Wind: ASCE 7-Q5; 85mph (3-second gust); TCDL=7.2psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; enclosed; MWFRS (all heights) and C-C Exterior(2) -o-o-13 to 2-11-3, lnterior(1) 2-11-3 to 18-6-Q, Exterior(2) 18-6-Q to 21-6-Q zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1 .60 plate grip DOL=1.60 3) This truss 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 rectangle 3-6-0 tall by 2-Q-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) Bearing at joint(s) 7 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) 2, 7. 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 9) This truss does not include any time dependant deformation for long term loading (creep) in the total load deflection. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard January 24,2014 ,A lfARN!Mi -lferifJ deJign paramtlln alld READ M> TES ON THIS AND Iw:::uJDED HI1EK REFERENCE PAGE Hll-1413 tn 0211&/201.3 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 parameters 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 responsibmity 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/TPI1 QuaiHy Criteria, D$8-89 and 8CSI8uUdlng Component Safely lnlormaHon available from Truss Plate Institute, 781 N. Lee Street, Suite 312. Alexandria. VA 22314. lfSou'dlemPIMISP}Iumi>Hiupecil'l<ld,_ftiltn ____ 06fll1/20131>yAI.SC •• MiTek' 7777 Greenback Lane, Suite 109 Citrus Heighls, CA, 95610 I -----~ Job Truss 13-924S1 A09G-Cond1 Madera Component Systems, Inc, Phoenix, AZ. 85043 6-4-0 6-4-0 Truss Type GABLE 12-5-0 6-1-0 c 6x8 = Scale= 1:47.1 CONN. OF GABLE STUDS BY OTHERS. TOP CHORD NOTCHING ALLOWED IN AREAS WITH STACKED TOP CHORD ONLY; HOWEVER, NO TOP CHORD NOTCHING IS ALLOWED WITHIN 24" OF THE HEEL JOINTS. 4.00 112 t~ 0 4x10 = 5x12 MT20H = 8-3-0 8-3-0 Plate Offsets (X Yl' f2·0 0 3 Edael [9·0-6-0 0 3-41 --- LOADING (psf) SPACING 2-0-0 I CSI TCLL 20.0 Plates Increase 1.25 TC 0.72 TCDL 12.0 Lumber Increase 1.25 BC 0.78 BCLL 0.0. Rep Stress I ncr YES WB 0.79 BCDL 10.0 Code IBC2009/TPI2007 (Matrix) 3x4 ~ 3x12 ~ 17-6-15 9-3-15 DEFL in (loc) Vert(LL) -0.24 8-9 Vert(TL) -0.37 8-9 Horz(TL) 0.09 7 3x4 ~ 4x10 = 1/defl Ud I >999 240 >777 180 n/a n/a 3x4"" 24-5-8 6-10-9 PLATES MT20 MT20H Weight: 161 lb 3x10 "" 7 2x4 = GRIP 185/148 139/111 FT=O% LUMBER TOP CHORD ~OTCHORD ~IVEBS 2x4 OF No.1 &Btr G 2x4 DF No.1&Btr G BRACING TOP CHORD [MCT] Structural wood sheathing directly applied or 2-2-0 oc purlins, except end verticals. OTHERS 2x4 HF/SPF Stud/STD *Except* 6-8: 2x4 DF No.1 &Btr G 2x4 SPF Utility REACTIONS (lb/size) 2=1019/0-5-8 (min. 0-2-7), 7=995/0-3-8 (min. 0-1-8) Max Horz 2=213(LC 23) Max Uplift2=-1299(LC 25), 7=-550(LC 26) Max Grav 2=2283(LC 14), 7=1507(LC 13) FORCES (lb)-Max. Comp./Max. Ten.-All forces 250 (lb) or less except when shown. BOT CHORD TOP CHORD 2-27=-6119/3883, 3-27=-5673/3289, 3-4=-487 4/2773, 4-28=-2625/1699, 5-28=-1968/1121, 5-29=-1318/581' 29-30=-974/163, 6-30=-1400/643, 6-7=-1457/642 BOT CHORD 2-9=-3880/5745, 8-9=-2575/3892, 7-8=-1225/1252 WEBS 3-9=-492/244, 4-9=-104/815, 4-8=-863/143, 5-8=-292/594, 6-8=-699/1534 NOTES 1) Unbalanced roof live loads have been considered for this design. Rigid ceiling directly applied or 3-1-14 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. 2) Wind: ASCE 7-05; 85mph (3-second gust); TCDL=7.2psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; enclosed; MWFRS (all heights) and C-C Exterior(2) -0-0-13 to 2-11-3, lnterior(1) 2-11-3 to 18-5-8, Exterior(2) 18-5-8 to 21-5-8 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs 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. 4) All plates are MT20 plates unless otherwise indicated. 5) Gable studs spaced at 1-4-0 oc. 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 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) A plate rating reduction of 20% has been applied for the green lumber members. 9) Bearing atjoint(s) 7 considers parallel to grain value using ANSI/TPI1 angle to grain formula. Building designer should verify capacity of bearing surface. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1299 lb uplift at joint 2 and 550 lb uplift at joint 7. 11) This truss has been designed for a total drag load of 180 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 24-5-8 for 180.0 plf. 12) "Semi-rigid pitch breaks including heels" Member end fixity model was used in the analysis and design of this truss. 13) This truss does not include any time dependant deformation for long term loading (creep) in the total load deflection. The building 0 designer shall verify that this parameter fits with the intended use of this component. (ontinued on a e 2 January 24,2014 A WARNII'«i -Verify design pMHRell!n 11/ldREAD H:'JT£SON 1HISANfi Iti:J..WED fiiiTEKREFEREI'CEPAGEHil-1413 rer.01!2612011 BEFORE liSE I Design valid for use only with Milek connectors. This design is based only upon parameters shown, and is for on individual building component. Applicability of design parameters 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 I fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPil Quality Criteria, DSB-89 and BCSIBuldlng Component I Safety lnformaHon available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. · .. lfSoutlt<!ml>lnloiSI'}turnbtib~llif!d,tll•dtil&!..a!utu""'tllo .. 8hctMt06/01/l013byAI.$C Mli' MiTek' 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95610 _ _____j Job Truss Truss Type GABLE Ocean St. Residences, 13-924, dAk 13-92451 A09G-Cond1 Madera Component Systems, Inc, Phoenix, /lZ. 85043 r f""""OAD CASE(S) Standard A WARNING -Verifrdesigll p.nntell!rs alldREA/J ICITESON THISAMJ Ir«l.llDEll fiiiJEKREfEREI'a PAGE flfll-141lln02/26!2013 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 parameters 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/TPil Quality Criteria, DSI·89 and ICSI luldlng Component Safety lnlormaHon available from Truss Plate Institute, 781 N.lee Street, Suite 312, Alexandria, VA 22314. lf--.-ISPI!umloerb.-ifiad.-dtilp_,.... __ 06/0lf2013toyALSC ___ ________j_, R41291140 •• MiTek· 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95610 Job Truss 13-92451 A09G-Cond2 Madera Component Systems, Inc, Phoenix, A2 85043 c 4x10 6-4-0 6-4-0 8-3-0 8-3-0 Plate Offsets (X,Yl: [2:0-0-3.Edge], [9:0-6-{),0-3-41 LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 12.0 Lumber Increase 1.25 BCLL 0.0 * Rep Stress I ncr YES BCDL 10.0 Code IBC2009/TPI2007 Truss Type GABLE 12-5-0 6-1-0 5x12 MT20H = CSI TC 0.70 BC 0.39 WB 0.89 (Matrix) 17-6-15 9-3-15 DEFL Vert(LL) Vert(TL) Horz(TL) in 0.00 0.01 0.02 Ocean St. Residences, 13-924, dAk 3x4 -:::o (loc) 1/defl 1 nir 1 n/r 7 n/a 6x8 = 4x10 = Ud 120 120 n/a 3x4 c:::- 24-5-8 6-10-9 PLATES MT20 MT20H Weight: 161 lb 2x4 = GRIP 185/148 139/111 R41291140 Scale: 1/4"=1' FT=O% LUMBER TOP CHORD OOTCHORD EBS 2x4 OF No.1&Btr G 2x4 OF No.1&BtrG BRACING TOP CHORD [MCT] Structural wood sheathing directly applied or 4-9-2 oc purlins, except end verticals. 2x4 HF/SPF Stud/STD *Except* 6-8: 2x4 OF No.1&Btr G BOT CHORD WEBS Rigid ceiling directly applied or 5-1-13 oc bracing. 1 Row at midpt 4-9, 6-8 OTHERS 2x4 SPF Utility 1 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS All bearings 24-2-0. (lb)-Max Horz 2=146(LC 25) Max Uplift All uplift 100 lb or less atjoint(s) except 2=-521(LC 25), 9=-980(LC 25), 8=-398(LC 25), 13=-1111 (LC 26) Max Grav All reactions 250 lb or less atjoint(s) 7 except 2=813(LC 37), 9=1752(LC 37), 8=1125(LC 14), 13=1245(LC 36) FORCES (lb)-Max. Comp./Max. Ten.-All forces 250 (lb) or less except when shown. TOP CHORD 2-27=-1763/1628, 3-27=-1277/1085, 3-4=-769/961, 4-28=-950/952, 5-28=-336/418, 5-29=-725/776, 6-29=-1242/1226, 6-13=-1249/1119 BOT CHORD 2-9=-1678/1643, 8-9=-1215/1295, 7-8=-1153/1168 WEBS 3-9=-496/141, 4-9=-1789/1496, 4-8=-973/803, 5-8=-515/213, 6-8=-1356/1316 NOTES (16) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph (3-second gust); TCDL=7.2psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; enclosed; MWFRS (all heights) and C-C Exterior(2) -{)-{)-13 to 2-11-3, lnterior(1) 2-11-3 to 18-5-8, Exterior(2) 18-5-8 to 21-5-8 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs 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. 4) All plates are MT20 plates unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 1-4-0 oc. 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 20.0psf on the bottom chord in all areas where a rectangle 3-6-{) tall by 2-0-{) 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 metal plate or equivalent at bearing(s) 13 to support reaction shown. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 521 lb uplift at joint 2, 980 lb uplift at joint 9 , 398 lb uplift at joint 8 and 1111 lb uplift at joint 13. 12) Beveled plate or shim required to provide full bearing surface with truss chord atjoint(s) 7, 13. A WARNIMJ -Verify design p~ll!li and READ M::!TES ON THIS AND INClUDED HlTEK REFEREIC£ PAGE Hll-141l tn 02/2612013 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. Applicability of design parameters 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 i r~~~~fio~~~~~~~~~~n~~.n~~:ab~~~~~i~~~~~:~~~~ ~r::~t~;~~f~~~ ~~~~~~sibii~N~:~~l ~~~~~ g~~~~~ro:~~~.e~~a~~~l~~~~~~ero~~~nent I Safety lnformaHon available from Truss Plate Institute, 781 N. Lee Street. Suite 312, Alexandria, VA 22314. L~PinelSP)Iurnbe<nspecll'itod,-o<ip--ma.e--06/0l/1013byALK _ r.di' MiTek· 7777 Greenback Lane, Suite 109 I Citrus Heights, CA, 95610 ___j Job Truss 13-92451 A09G-Cond2 Truss Type GABLE R41291140 Madera Component Systems, Inc, Phoenix, A2 85043 7.350 s Sep 27 2012 MiTek Industries, Inc. Fri Jan 24 08:43:02 2014 Page 2 ID:Ivw_NjRjdnG_faLqdZq_yjy65C3-fdxNjugvGrAdka_Q??1YOag7PpBavciKTcT964zsA7d ONOTES (16) 3) This truss has been designed for a total drag load of 180 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 24-5-8 for 180.0 plf. 14) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 15) This truss does not include any time dependant deformation for long term loading (creep) in the total load deflection. The building designer shall verify that this parameter fits with the intended use of this component. 16) 2x6 or Double 2x4 Top Chord with gable studding below may be notched for flat 2x4 out riggers at 24" o/c. Do not disturb any plates. LOAD CASE(S) Standard c r-~~~--~~~~~~~~~~~~~----.----~ Y A WARNINS -Verity design parameran itlld READ K11£S ON 7111$ AND It«l.fiDED HI'IIK REFEREta PAGE HII-1413 tn 02!2612013 BEFORE USE Design valid for use only with Milek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer. Bracing shown :,~~~~:~~~~~b~~ ~~~~v~~~~~~~~n~~T~:So~~~~~~ ~t~~~~~~~~ t~~~~;g;;n~~~~n~t1t~~~u~:d~~~b~iZsi~~~~.9F~~~=~~~~~~;~~~:sfe~~:~~~~ of the : MiTek ~ fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB·89 and BCSIBuldlng Component 7777 Greenback Lane, Suite 10g ~~":rvt=~;:~c:.l=~a';:=~&J:itlg~3·~A~4· Citrus Heights, CA, 95610 ,Job Truss Truss Type Ocean St. Residences, 13-924, dAk R41291141 13-92451 A11 Common Truss Madera Component Systems, Inc, Phoenix, AZ. 85043 c 6-6-11 18-3-0 12-9-9 6-6-11 6-2-14 5-5-7 5-9-12 5-11-0 6-6-3 Scale = 1 :62.2 5x6 = 4 3x4 = 5x8 = 3x4 = 2x4 8-5-Q 17-3-15 24-0-12 29-11-13 36-6-0 8-5-0 8-10-15 6-8-13 5-11-0 6-6-3 Plate Offsets CX Yl" 110·0 3 12 0 3-01 --- LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/ dell Ud I PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.38 Vert(LL) -0.10 1-11 >999 240 MT20 185/148 TCDL 12.0 Lumber Increase 1.25 BC 0.51 Vert(TL) -0.23 1-11 >999 180 BCLL 0.0. Rep Stress I ncr YES WB 0.71 Horz(TL) 0.02 9 n/a nla i BCDL 10.0 Code IBC2009/TP12007 (Matrix) Weight: 1521b FT=O% LUMBER TOP CHORD OOTCHORD VEBS 2x4 DF No.1&Btr G 2x4 DF No.1 &Btr G BRACING TOP CHORD BOT CHORD Structural wood sheathing directly applied or 4-4-9 oc pu~ins. Rigid ceiling directly applied or 6-0-0 oc bracing. 2x4 HF/SPF Stud/STD *Except* 5-10: 2x4 DF No.1&Btr G ' MiTek recommends that Stabilizers and required cross bracing J be installed during truss erection, in accordance with Stabilizer LRin~s~tamlla~t~i~n~umid~e~·--------------------------------- REACTIONS (lb/size) 1=842/0-3-8 (min. 0-1-8), 7=201/0-3-8 (min. 0-1-8), 9=1998/0-3-8 (min. 0-2-2) Max Horz 1=75(LC 8) Max Uplift1=-29(LC 9), 7=-8(LC 9), 9=-85(LC 9) Max Grav 1=844(LC 13), 7=292(LC 14), 9=1998(LC 1) FORCES (lb)-Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-12=-1863/143, 2-12=-1798/161, 2-3=-1586/137, 3-13=-448/94, 4-13=-385/117, 4-14=-396/122, 5-14=-461/105, 5-6=-12/950, 6-15=-198/327, 7-15=-262/296 BOT CHORD 1-11=-96/1714, 10-11=-17/932, 9-10=-846/110, 8-9=-279/205, 7-8=-279/205 WEBS 2-11=-416/141, 3-11=0/722, 3-10=-789/123, 5-9=-1569/156, 6-9=-859/94, 6-8=0/272, 5-10=-53/1445 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph (3-second gust); TCDL=7.2psf; BCDL=6.0psf; h=25ft; B=45ft; L=37ft; eave=5ft; Cat. II; Exp C; enclosed; MWFRS (all heights) and C-C Exterior(2) 0-1-12 to 3-9-9, lnterior(1) 3-9-9 to 18-3-0, Exterior(2) 18-3-0 to 21-10-13 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss 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 rectangle 3-8-0 tall by 2-0-0 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 29 lb uplift at joint 1, 8 lb uplift at joint 7 and 65 lb uplift at joint 9. 7) "Semi-rigid pitch breaks including heels" Member end fixity model was used in the analysis and design of this truss. 8) This truss does not include any time dependant deformation for long term loading (creep) in the total load deflection. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard _A WARNIMi • Verltf de.sign pilillllelln i111t1 READ N'.) 1£S ON THIS AMl ltaUDEll HITEK REFEREI'CE PAGE HII-1413 rer. 0:1/:1'/2013 BEFORE liSE 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 parameters 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/TPil Quality Criteria, DSB-89 and BCSIBuAdlng Component Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312. Alexandria, VA 22314. lf-..n-{SP!Iuml>ef b-llllod."'-.....,_""'_•-tlve06/01/l0"'-1-'3_by_._AUC __________________ _ January 24,2014 •• MiTek' 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95610 Job Truss Truss Type Ocean St. Residences, 13-924, dAk R41524323 13-924S2 A13-Cond1 Special Truss Madera Component Systems, Inc, Phoenix, AZ. 85043 c 6-4-10 13-10-0 18-3.-0 10-1-5 6-4-10 3-8-11 3-8-11 4-&-0 6-4-11 Scale = 1:63.3 ,.,........ 1 t 3x6 = LOADING (psf) TCLL 20.0 TCDL BCLL BCDL 12.0 0.0 * 10.0 6-4-10 IM-10 17 2x4 1D-1-5 3-8-11 16 6x8 = SPACING 2-0-0 Plates Increase 1. 25 Lumber Increase 1.25 Rep Stress lncr YES Code IBC2009/TP12007 LUMBER TOP CHORD BOT CHORD 2x4 DF No.1 &Btr G 15 2x4 14-0-0 1t1r CSI TC 0.60 BC 0.90 WB 0.87 (Matrix) 6x12 = 11 10 4x5 = 23-6-12 23-54 23:3-4 ~'1!t 9-3-4 0-1-0 0-1-8 DEFL in (loc) Vert(LL) -0.31 12-13 Vert(TL) -0.74 12-13 Horz(TL) 0.19 BRACING TOP CHORD BOT CHORD 12 2x4 30-1-5 6-6-9 1/defl Ud >901 240 >381 180 n/a n/a PLATES MT20 36-6-0 6-4-11 Weight: 160 lb 3x6 = GRIP 185/148 FT=O% I~ 0 [MCT] \._..,NEBS 2x4 DF No.1 &Btr G *Except* B2: 2x4 HF/SPF Stud/Std 2x4 HF/SPF Stud/Std *Except* W6,W5,W4: 2x4 DF No.1&Btr G WEBS Structural wood sheathing directly applied or 2-5-1 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. Except: 10-0-0 oc bracing: 13-15, 10-12 1 Row at midpt 5-12 [ MiTek recommends that Stabilizers and required cross bracing ' be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS (lb/size) 1=961/0-3-8 (min. 0-1-8), 8=487/0-3-8 (min. 0-1-8), 12=1606/0-5-8 (min. 0-1-11) Max Horz 1 =-75(LC 7) Max Uplift 1 =-40(LC 9), 8=-34(LC 9), 12=-20(LC 9) Max Grav 1=961(LC 1), 8=499(LC 14), 12=1606(LC 1) FORCES (lb)-Max. Comp./Max. Ten.-All forces 250 (lb) or less except when shown. TOP CHORD 1-18=-2225/162, 2-18=-2160/180, 2-3=-1708/168, 3-4=-4996/270, 4-19=-5127/269, 5-19=-5101/288, 5-20=-1/271' 7-21=-832/136, 8-21=-897/119 BOT CHORD 1-17=-114/2051, 16-17=-114/2051, 12-13=0/1350, 10-12=0/347, 6-12=-409/107, 9-10=-73/803, 8-9=-73/803 WEBS 5-13=-127/4018, 5-12=-1744/107, 7-9=0/307, 2-16=-557/77, 7-10=-890/87, 3-16=-1196/67, 13-16=-71/2169, 3-13=-75/3117 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=7.2psf; BCDL=6.0psf; h=25ft; B=45ft; L=37ft; eave=5ft; Cat. II; Exp C; enclosed; MWFRS (all heights) and C-C Exterior(2) 0-1-12 to 3-9-9, lnterior(1) 3-9-9 to 18-3-0, Exterior(2) 18-3-0 to 21-10-13 zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss 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 rectangle 3-6-0 tall by 2-0-0 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 8, 12. 7) "Semi-rigid pitch breaks including heels" Member end fixity model was used in the analysis and design of this truss. 8) This truss does not include any time dependant deformation for long term loading (creep) in the total load deflection. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard _A WARNIM'l -Verify design par.~mell!n and READ NJ"IES ON THIS AND IIUIRJED HI1fK REF ERE/a PAGE HII-1413 ro• 1/l9/lOI411EfOIIF USE Design valid for use only with Milek. connectors. This design is based only upon parameters shown, and is for on individual building component. Applicob~ity of design parameters 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 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 ANSIJTPil Quality Criteria. DSI-89 and ICSIIuHdlng Component Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. lf-l'llwiSP)IUmlle<bspec-. _dfll&n ___ _,..06/01/1013byAUC March 5,2014 •. I MiTek' 1 7777 Greenback Lane, Sutte 109 _j Citrus Heights, CA, 95610 - Job Truss Truss Type Ocean St. Residences, 13-924, dAk R41524323 '1~92452 A13-Cond2 Special Truss Madera Component Systems, Inc, Phoenix, I'Z 85043 6.-4-10 13-10-0 18-3-0 6--4-10 ~8-11 3-8-11 4--5-0 5-~12 c Scale = 1 :63.3 3x6 = 6-4-10 64-10 LOADING (psf) TCLL 20.0 TCDL 12.0 BCLL 0.0. BCDL 10.0 17 2x4 SPACING 4.00 [12 3-8-11 Plates Increase Lumber Increase Rep Stress lncr 16 6x8 = 2-0-0 1.25 1.25 YES Code IBC2009/TPI2007 3-7-3 2x4 II 15 2x4 14-0-0 1~1~ ()..2.() CSI TC BC WB 6x12 = 5 ?~ 20 2x411 ~/ ~~6 / ~~~ 9-34 DEFL 0.33 Vert(LL) 0.70 Vert(TL) 0.88 Horz(TL) 11 10 4x5 = in 23-6-12 23-5-4 ~1ft (loc) -0.22 12-13 -0.44 12-13 -0.02 10 1/defl >538 >269 n/a (Matrix) 3x6 = 2x4 30-1-5 36-6..0 6--4-11 Ud PLATES GRIP 240 MT20 185/148 180 n/a Weight: 160 lb FT=O% LUMBER TOP CHORD BOT CHORD CvEBs 2x4 OF No.1&Btr G 2x4 OF No.1&Btr G 'Except' B2: 2x4 HF/SPF Stud/Std BRACING TOP CHORD BOT CHORD Structural wood sheathing directly applied or 5-11-14 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 15-16. 2x4 HF/SPF Stud/Std 'Except' W6,W5,W4: 2x4 OF No.1&Btr G REACTIONS All bearings 0-3-8 except Ut=length) 15=0-2-8, 10=0-2-8. (lb)-Max Horz 1=75(LC 8) Max Uplift All uplift 100 lb or less atjoint(s) 1, 8, 15, 10 Max Grav All reactions 250 lb or less atjoint(s) except1=542(LC 1), 8=516(LC 1), 15=1028(LC 1), 10=968(LC 1) FORCES (lb)-Max. Comp./Max. Ten.-All forces 250 (lb) or less except when shown. TOP CHORD 1-18=-1002/123, 2-18=-937/140, 2-3=-436/125, 3-4=0/264, 7-21=-884/140, 8-21 =-949/123 BOT CHORD 1-17=-77/901, 16-17=-77/901, 13-15=-986/68, 4-13=-345/97, 10-12=-612/57, 6-12=-435/108, 9-10=-77/853, 8-9=-77/853 WEBS 5-13=-399/93, 7-9=0/298, 2-16=-626/80, 7-10=-901/87, 13-16=-8/523, 3-13=-574/99 NOTES 1) Unbalanced roof live loads have been considered for this design. 5-4-0 oc bracing: 13-15 6-0-0 oc bracing: 10-12 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. 2) Wind: ASCE 7-05; 85mph; TCDL=7.2psf; BCDL=6.0psf; h=25ft; B=45ft; L=37ft; eave=5ft; Cat. II; Exp C; enclosed; MWFRS (all heights) and C-C Exterior(2) 0-1-12to 3-9-9, lnterior(1) 3-9-9to 18-3-0, Exterior(2) 18-3-0 to 21-10-13 zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss 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 rectangle 3-6-0 tall by 2-0-0 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) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 15, 10. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) 1, 8, 15, 10. 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 9) This truss does not include any time dependant deformation for long term loading (creep) in the total load deflection. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard A WARNIM'i -Verify design pa111mell!n and READ I«J'IES ON THIS A,; INCWDED HI'IEK REFEREN::E PAGE Mll-1473 "'• 1/l9/10I411Ef011EIJ5f. I --• 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 parameters 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 _jjl MjT.ek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding II~ fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPil QuaiHy Criteria, D$8-89 and 8CSI8uldlng Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 781 N. Lee Street. Suite 312. Alexandria, VA 22314. Citrus Heights, CA, 956t0 --~"~~~~~~~~~~~~~~~=b~~~~==~~~~~~~==~----~==~~~~d~0&~/_0~~~2~0=13~~2-AUK __________________________________ _ ~~l 0 [MCT] Job Truss Truss Type Ocean St. Residences, 13~924, dAk R41524324 13-92452 A15 Common Truss Madera Component Systems, Inc, Phoenix, AZ 85043 7-0-4 13-11-4 18-3-0 7-0-4 6-11-0 4-3-12 c Scale= 1:62.2 5x6 = j 4.00 [12 1 3x6 = 12 2x4 11 4x8 = 1710 3x6 = 18 9 3x6 = 7-0-4 13-11-4 7-0-4 6-11-0 LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1. 25 TCDL 12.0 Lumber Increase 1.25 BCLL 0.0 • Rep Stress lncr YES BCDL 10.0 Code IBC2009fTPI2007 CSI TC 0.43 BC 0.55 WB 0.98 (Matrix) 24-3-4 10-4-0 DEFL Vert(LL) Vert(TL) Horz(TL) in -0.28 -0.48 0.04 3x8 = 2x4 30-2-10 36-6-0 !>-11-6 6-3-6 (loc) 1/defl Ud PLATES GRIP 9-11 >999 240 MT20 185/148 9-11 >605 180 9 nla n/a Weight: 155 lb FT=O% LUMBER TOP CHORD CBOTCHORD WEBS 2x4 DF No.1&Btr G 2x4 OF No.1&Btr G BRACING TOP CHORD BOT CHORD WEBS Structural wood sheathing directly applied or 4-1-14 oc purlins. Rigid ceiling directly applied or 6-0-0 oc bracing. 2x4 HF/SPF Stud/Std *Except• W4,W5: 2x4 OF No.1&Btr G REACTIONS (lb/size) 1=872/0-2-8 (min. 0-1-8), 7=155/0-2-8 (min. 0-1-8), 9=2170/0-3-8 (min. 0-2-5) Max Horz 1=75(LC 8) Max Uplift 1 =-27(LC 9), 7=-21 (LC 13), 9=-72(LC 9) Max Grav 1=875(LC 13), 7=248(LC 14), 9=2170(LC 1) FORCES (lb)-Max. Comp./Max. Ten.-All forces 250 (lb) or less except when shown. TOP CHORD 1-13=-1942/120, 2-13=-1877/139, 2-3=-1081/100, 3-14=-1061/138, 4-14=-1048/155, 4-15=0/1007, 5-15=0/932, 5-6=-45/1014, 6-16=-63/442, 7-16=-129/411 BOT CHORD 1-12=-72/1786, 11-12~72/1786, 11-17=0/284, 10-17=0/284, 10-18=0/284, 9-18=0/284, 8-9=-388/82, 7 -8=-388/82 WEBS 2-12=0/270, 2-11=-886/121, 3-11=-378/126, 4-11=-54/1172, 4-9=-1700/110, 5-9=-41 0/133, 6-9=-774/114 NOTES 1) Unbalanced roof live loads have been considered for this design. 1 Row at midpt 4-9 I MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer lnst II lion ui 2) Wind: ASCE 7-05; 85mph; TCDL=7.2psf; BCDL=6.0psf; h=25ft; B=45ft; L=37ft; eave=5ft; Cat. II; Exp C; enclosed; MWFRS (all heights) and C-C Exterior(2) 0-4-4 to 4-0-10, lnterior(1) 4-0-10 to 18-6-0, Exterior(2) 18-6-0 to 22-2-6 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss 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 rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 1, 7. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) 1, 7, 9. B) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 9) This truss does not include any lime dependant deformation for long term loading (creep) in the total load deflection. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard March 5,2014 A WARNIMl -Verify design par.~mell!" and READ NJ n:s ON THIS AJil) INQ.IJ!JED H11fK II.EFEREN::f PAGE HII-1473 "'" l/ 19/1014 BEfOiif l.lSf. Design valid for use only with MiTel< connectors. This design is based only upon parameters shown, and is for an individual building component. Applicabnity of design parameters 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/TPil QuaiHy Crtte~a. DSB-89 and BCSI BuDding Component Safety lnfonnatlon available from Truss Plate Institute, 781 N. Lee Street. Suite 312. Alexandria, VA 22314. lf_,_ISP)Iumberi>_ifled. _ _., ___ ~06/01/lOUbyAUC lldi. MiTek· 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95610 _j Job Truss 13-92452 A17 Madera Component Systems, Inc, 7-0-4 7-0-4 Phoenix, />Z. 85043 Truss Type COMMON TRUSS 13-11-4 6-11-0 18-3-0 4-3-12 c Scale = 1:62.4 5x6 = 4 8 "' f 0 3x6 = 13 12 1811 19 10 9 3x6 = 2x4 7-0-4 13-11-4 7-0-4 6-11-0 LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1. 25 TCDL 12.0 Lumber Increase 1.25 BCLL 0.0 * Rep Stress I ncr YES BCDL 10.0 Code IBC2009fTPI2007 4x8 = CSI TC 0.43 BC 0.55 WB 0.98 (Matrix) 3x6 = 24-3-4 10-4-0 DEFL Vert(LL) Vert(TL) Horz(TL) 3x8 = 2x4 30-2-10 36-9-0 5-11-6 6-6-6 in (Joe) 1/defl Lid PLATES GRIP -0.28 10-12 >999 240 MT20 185/148 -0.48 10-12 >605 180 0.04 10 n/a n/a I Weight: 1561b FT=O% LUMBER TOP CHORD -BOT CHORD 2x4 DF No.1&Btr G 2x4 DF No.1&Btr G BRACING TOP CHORD BOT CHORD WEBS Structural wood sheathing directly applied or 4-1-14 oc purlins. Rigid ceiling directly applied or 6-0-0 oc bracing. t' WEBS 2x4 HF/SPF Stud/Std *Except* W4,W5: 2x4 DF No.1 &Btr G 1 Row at midpt 4-10 ~ REACTIONS (lb/size) 1=871/0-2-8 (min. 0-1-8), 10=2173/0-3-8 (min. 0-2-5), 7=169/0-5-8 (min. 0-1-8) Max Horz 1=75(LC 8) Max Uplift1=-27(LC 9), 10=-73(LC 9), 7~8(LC 13) Max Grav 1=876(LC 13), 10=2173(LC 1), 7=261(LC 14) FORCES (lb)-Max. Comp./Max. Ten.-All forces 250 (lb) or less except when shown. TOP CHORD 1-14=-1943/120, 2-14=-1878/139, 2-3=-1082/100, 3-15=-1062/138, 4-15=-1049/156, 4-16=0/1011, 5-16=0/936, 5-6=-45/1018, 6-17=-77/437, 7-17=-135/407 BOT CHORD 1-13~7211787, 12-13=-72/1787, 12-18=0/285, 11-18=0/285, 11-19=0/285, 10-19=0/285, 9-10=-384/87, 7-9=-384/87 WEBS 2-13=0/270, 2-12~886/121, 3-12=-378/126, 4-12=-54/1172, 4-10=-1703/110, 5-10=-409/133, 6-10=-784/109 NOTES 1) Unbalanced roof live loads have been considered for this design. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer In t II ti n ui 2) Wind: ASCE 7-05; 85mph; TCDL=7.2psf; BCDL=6.0psf; h=25ft; B=45ft; L=37ft; eave=5ft; Cat. II; Exp C; enclosed; MWFRS (all heights) and C-C Exterior(2) 0-4-4 to 4-0-10, lnterior(1) 4-0-10 to 18-6-0, Exterior(2) 18-6-0 to 22-2-6 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss 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 rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 1. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 10, 7. 8) "Semi-rigid pitch breaks including heels" Member end fixity model was used in the analysis and design of this truss. 9) This truss does not include any time dependant deformation for long term loading (creep) in the total load deflection. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard "' I;J; d, March 5,2014 r.~--------------------------~------~ '-"" A WARNIJ\G -Verifr design paramefeTJ and READ NJJES ON THIS AND IN:l.UCJED MIJEK REFEREN::£ PAGE MII-7473 1n 1/l9/lOI4 BEFOIIF USE --• Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. AppNcability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer. Bracing shown I is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the Mifiek' erector. Additional permanent bracing of the overall structure is the responsibi6ty of the building designer. For general guidance regarding fabrication, quality control. storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSIBulldlng Component 7777 Greenback Lane, Suite 109 I ~~"".::':lw!=~~~':e~=~-~=~&1oi/lg~·:-~4. citrusHeig_h_t•_· c_A_._9_ss_1_o __ __j Job Truss Truss Type R41524326 13-92452 A19 COMMON TRUSS Madera Component Systems, Inc, Phoenix, i>Z. 85043 ~~ 0-~-0 7-3-4 14-2-4 18-6-0 0--4 7-3-4 6-11-0 4-3-12 5-11-6 ~ Scale= 1:62.6 5x6 = 4.00 [12 2x4 J 2x4 II l ~ 1 15 j~ 0 1912 20 3x6 = 14 13 11 10 3x6 = 2x4 4x8 = 3x6 = 3x8 = 2x4 7-3-4 14-2-4 24-6-4 30-5-10 37-0-0 7-3-4 6-11-0 10-4-0 5-11-6 6-6-6 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) 1/defl Lid PLATES GRIP TCLL 20.0 Plates Increase 1 .25 TC 0.40 Vert(LL) -0.28 11-13 >999 240 MT20 185/148 TCDL 12.0 Lumber Increase 1.25 BC 0.55 Vert(TL) -0.48 11-13 >605 180 BCLL 0.0 ' Rep Stress lncr YES Horz(TL) 0.04 11 n/a n/a BCDL 10.0 Code IBC2009fTPI2007 WB 0.65 (Matrix) Weight: 156 lb FT=O% LUMBER TOP CHORD ,...... BOT CHORD f WEBS 2x4 OF No.1&Btr G 2x4 OF No.1&Btr G 2x4 HF/SPF Stud/Std 'Except' W4,W5: 2x4 OF No.1&Btr G BRACING TOP CHORD BOT CHORD WEBS Structural wood sheathing directly applied or 4-2-6 oc purlins. Rigid ceiling directly applied or 6-0-0 oc bracing. 1 Row at midpt 3-13, 5-11 ~ REACTIONS (lb/size) 2=881/0-5-8 (min. 0-1-8), 11=2188/0-3-8 (min. 0-2-5), 8=162/0-5-8 (min. 0-1-8) Max Horz 2=-75(LC 7) Max Uplift2=-30(LC 9), 11=-73(LC 9), 8=-15(LC 13) Max Grav 2=885(LC 13), 11 =2188(LC 1 ), 8=258(LC 14) FORCES (lb)-Max. Comp./Max. Ten.-All forces 250 (lb) or less except when shown. TOP CHORD 2-15=-1967/117, 3-15=-1910/137, 3-4~1081/99, 4-16=-1061/138, 5-16=-1048/156, 5-17=0/1032, 6-17=0/958, 6-7=-45/1039, 7-18=-66/458, 8-18=-124/428 BOT CHORD 2-14=-68/1813, 13-14=-68/1813, 13-19=0/279, 12-19=0/279, 12-20=0/279, 11-20=0/279, 10-11=-404/76, 8-10=-404/76 WEBS 3-14=0/272, 3-13=-914/118, 4-13=-377/127, 5-13=-55/1181, 5-11=-1723/110, 6-11=-409/133, 7-11=-785/109 NOTES 1) Unbalanced roof live loads have been considered for this design. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer In lallation ide. 2) Wind: ASCE 7-05; 85mph; TCDL=7.2psf; BCDL=6.0psf; h=25ft; B=45ft; L=37ft; eave=5ft; Cat. II; Exp C; enclosed; MWFRS (all heights) and C-C Exterior(2) -0-0-13 to 3-7-9, lnterior(1)3-7-9 to 18-6-0, Exterior(2) 18-6-0 to 22-2-6 zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss 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 rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 1 O.Opsf. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 11, 8. 7) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 8) This truss does not include any time dependant deformation for long term loading (creep) in the total load deflection. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard ~ I;i; 0 March 5,2014 A WARNIM'i -Verity de•ign palllmell!n and READ NJJCS ON mrs AND IN:l.IHlED HTJCK REFEREICE PAGE HII-1473 "''" l/l9/l0141JEFORE USE. Design valid for use only with Milek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters 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 responslbillity 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/TPI1 Quality Crtterta, DSB-89 and BCSI BuAdlng Component Safety lnformaHon available from Truss Plate Institute, 781 N.lee Street, Suite 312, Alexandria, VA 22314. lfSaudutmlllnajSI'jluml>a<ltspt<ified._dtilp ___ eh<ti .. 06/01/l01iby A1SC •• MiTek· 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95610 Job Truss 13-92451 A21G Madera Component Systems, Inc, 7-3-4 7-3-4 Phoenix, />Z. 85043 Truss Type GABLE 14-2-4 6-11-0 18-6-0 4-3-12 Scale= 1:62.1 CONN. OF GABLE STUDS BY OTHERS. 5x6 4 J 4 1~~~~~~~~~--~~--~--~----f*~----~----~~ 0 >< 18 17 16 1514 13 12 6x8 = 7-3-4 14-2-4 24-6-4 7-3-4 6-11-0 10-4-0 Plate Offsets IX Yl' f7·0 7 12 Edael -- LOADING (psf) SPACING 2-0-0 CSI DEFL in TCLL 20.0 Plates Increase 1.25 I TC 0.28 Vert(LL) -0.16 TCDL 12.0 Lumber Increase 1.25 BC 0.75 Vert(TL) -0.37 BCLL 0.0 • Rep Stress lncr NO WB 0.61 Horz(TL) 0.01 BCDL 10.0 Code IBC2009fTPI2007 i (Matrix) LUMBER TOP CHORD O OTCHORD EBS 2x6 DF SS 2x6 DF SS BRACING TOP CHORD BOT CHORD OTHERS 2x4 HF/SPF Stud/STD *Except* 4-9: 2x4 DF No.1 &Btr G 2x4 SPF Utility WEBS REACTIONS All bearings 14-5-0 except Gt=length) 7=0-5-8, 9=0-4-8 (input: 0-3-8). (lb)-Max Harz 1=73(LC 20) Max Uplift All uplift 100 lb or less at joint(s) 17 except 1 =-659(LC 21 ), 7=-764(LC 22), 15=-693(LC 21), 11=-494(LC 21), 9=-1069(LC 22), 12=-878(LC 33), 14=-209(LC 34) Max Grav All reactions 250 lb or less atjoint(s) 12, 14, 16, 17, 18 except 1=800(LC 33), 7=1777(LC 32), 15=1090(LC 33), 11=2312(LC 12), 9=4236(LC 11), 13=609(LC 33) FORCES (lb)-Max. Comp./Max. Ten.-All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-2058/2138, 2-3=-1672/1922, 3-4=-382/764, 4-5=-1014/1990, 5-6=-1217/2001, 6-7=-3468/2351 BOT CHORD 1-18=-2024/1968, 17-18=-1435/1355, 16-17=-1171/1115, 15-16=-941/875, 14-15=-817/736, 13-14=-715/611' 12-13=-475/395, 11-12=-658/578, 10-11=-1134/954, 9-1 0=-1246/1 065, 8-9=-1 085/2242, 7 -8=-2220/3263 WEBS 2-15=-976/697, 2-11=-1120/986, 3-11=-383/103, 4-11=-951/949, 4-9=-2135/1342, 5-9=-473/140, 6-9=-2167/186, 6-8=0/948 NOTES 1) Unbalanced roof live loads have been considered for this design. 9 8x8 = 30-5-10 5-11-6 (loc) 1/defl Ud 9-11 >775 240 9-11 >336 180 7 n/a n/a l I 8 3x8 PLATES MT20 4x10 "' 37-0-0 6-6-6 GRIP 185/148 Weight: 251 lb FT=O% Structural wood sheathing directly applied or 4-4-7 oc purlins. Rigid ceiling directly applied or 6-0-0 oc bracing, Except: 5-11-9 oc bracing: 9-11 8-2-15 oc bracing: 8-9 5-9-8 oc bracing: 7-8. 1 Row at midpt 2-11,4-11,4-9,6-9 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. 2) Wind: ASCE 7-05; 85mph (3-second gust); TCDL=7.2psf; BCDL=6.0psf; h=25ft; B=45ft; L=37ft; eave=Sft; Cat. II; Exp C; enclosed; MWFRS (all heights); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs 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. 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 2-0-0 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) WARNING: Required bearing size at joint(s) 9 greater than input bearing size. "' !::\ 6 9) Provide metal plate or equivalent at bearing(s) 9 to support reaction shown. ~.ontinued on a e 2 January 24,2014 A lfARNIM> -verify design pMU~ell!rs amHIEA/) N:JT£S ON mrs AND Itallfl£1) HIT£1C REFERENCE PAGE HII-1413 1n 02/l&/2013 BEFORE USE Design valid for use only with Milek. connectors. This design is based only upon parameters shown, and is for an individual building component. I Applicability of design parameters 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/TPil Quality Criteria. DSI-89 and BCSIIuHdlng Component Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. '~-lfSo\rt:hemii"'!ISPllulni>Vtsspecified.tlle_dtilp-ara~--06/01"-/_10_13_11V_,_A!SC ______ ~-------- ~-· ) MiTek· ' 7777 Greenback Lane, Suite 109 . i Citrus Heights. C_A_. s_ss_1_o _____ _ Job Truss 13-92451 A21G Truss Type GABLE Ocean St. Residences, 13-924, dAk R41291146 Madera Component Systems, Inc, Phoenix, 1\Z. 85043 7.350 s Sep 27 2012 MITek Industries, Inc. Fri Jan 24 08:43:12 2014 Page 2 ID:Ivw_NjRjdnG_faLqdZq_yjy65C3-NYY9plnBvwRCx61La6CuQh5xRrXMFBSomAuhSVzsA7T CNOTES '0) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) 17 except Gt=lb) 1=659, 7=764, 15=693, 11=494, 9=1069, 12=878, 14=209. 11) This truss has been designed for a total drag load of 180 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 37-0-0 for 180.0 plf. 12) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 13) This truss does not include any time dependant deformation for long term loading (creep) in the total load deflection. The building designer shall verify that this parameter fits with the intended use of this component. 14) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular: Lumber lncrease=1.25, Plate lncrease=1.25 Uniform Loads (plf) c Vert: 1-4=-64, 4-7=-64, 1-11=-20, 7-11=-172(F=-152) A WARNII\G -Verilp delign pam~e11n Mid RE.Al> N:l TES ON THIS AND lNO..WED HITEI<REFEREICE PAGE HII-1413 rer. 0212'1201.3 BEFORE liSE Design valid for use only with Milek. connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters 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 responsibmity of the erector. Additional 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/TPll Quality Criteria, DSB-89 and BCSI Buldlng Component Safety lnformaHon available from Truss Plate Institute, 781 N. Lee Street, Suite 312. Alexandria, VA 22314. L __ _:clf~-=="-'--='-=s.PJ=Iuml>e<=="'~s_,spec==-=·-=-=.-...== .... = ... =-=-==-===06=-'-=o~lt'-'w=t"=-by=AI.SC==------- •• MiTek' 7777 Greenback Lane, Suite 109 Citrus Heights, CA. 95610 Job Truss 13-924S1 A23G Madera Component Systems, Inc, 7-3-4 7-3-4 Phoenix, A2 85043 Truss Type GABLE 14-2-4 6-11-0 18-6-0 4-3-12 c Scale = 1:61.9 CONN. OF GABLE STUDS BY OTHERS. 4.00 112 2x4 II 18 17 16 15 14 13 12 7-3-4 14-2-4 7-3-4 6 11-0 LOADING (psf) SPACING 2-0-0 I CSI TCLL 20.0 Plates Increase 1.25 TC 0.24 TCDL 12.0 Lumber Increase 1.25 BC 0.44 BCLL 0.0 * Rep Stress lncr YES WB 1.00 BCDL 10.0 Code IBC2009/TPI2007 i (Matrix) 5x6 = 4 10 3x6 = 24-6-4 10-4 0 DEFL Vert(LL) Vert(TL) Horz(TL) 53 in (loc) -0.18 9-11 -0.36 9-11 0.02 9 4x8 = 30-5-10 5-11~ 1/defl Ud >948 240 >468 180 nla nla 8 2x4 5x6 ~ 37-0-0 PLATES GRIP MT20 185/148 Weight: 241 lb FT=O% LUMBER TOP CHORD CB.OTCHORD NEBS 2x6 DF SS 2x4 DF No.1&Btr G 2x4 HF/SPF Stud/STD *Except* 4-11,4-9: 2x4 DF No.1&Btr G 2x4 SPF Utility BRACING TOP CHORD BOT CHORD Structural wood sheathing directly applied or 5-1-13 oc purlins. Rigid ceiling directly applied or 6-0-0 oc bracing, Except: 5-0-1 oc bracing: 1-18 OTHERS WEBS REACTIONS All bearings 14-5-0 except Ot=length) 7=0-5-8, 9=0-3-8. (lb)-Max Horz 1=74(LC 23) Max Uplift All uplift 100 lb or less atjoint(s) 12, 14, 17 except 1=-635(LC 25), 7=-735(LC 26), 15=-1048(LC 25), 9=-894(LC 26) Max Grav All reactions 250 lb or less atjoint(s) 12, 13, 14, 16, 17, 18 except 1=834(LC 37), 7=1071(LC 36), 15=1755(LC 37), 9=2369(LC 13) FORCES (lb)-Max. Comp./Max. Ten.-All forces 250 (lb) or less except when shown. TOP CHORD 1-51=-1961/1939, 2-51=-1242/1273, 2-3=-2676/2117, 3-52=-1330/869, 4-52=-838/521, 4-53=-1 098/1679, 5-53=-343/546, 5-6=-1093/1476, 6-54=-1893/1576, 7-54=-2538/2262 BOT CHORD 1-18=-1827/1869, 17-18=-1203/1262, 16-17=-939/998, 15-16=-723/782, 14-15=-584/643, 13-14=-483/542, 12-13=-243/283, 11-12=-688/747, 10-11=-1059/1298, 9-10=-773/1012, 8-9=-981/1343, 7-8=-2116/2364 WEBS 2-15=-1760/1073, 2-11=-1445/1921, 3-11=-371/140, 4-11=-632/1088, 4-9=-2080/1238, 5-9=-451/143, 6-9=-869/171 NOTES 1) Unbalanced roof live loads have been considered for this design. 4-7-8 oc bracing: 7-8. 1 Row at midpt 2-11, 4-9 , MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. 2) Wind: ASCE 7-05; 85mph (3-second gust); TCDL=7.2psf; BCDL=6.0psf; h=25ft; B=45ft; L=37ft; eave=5ft; Cat. II; Exp C; enclosed; MWFRS (all heights) and C-C Exterior(2) 0-2-4 to 3-10-10, lnterior(1) 3-10-10 to 18-6-0, Exterior(2) 18-6-0 to 22-2-6 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs 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. 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 2-0-0 wide will fit between the botlom chord and any other members. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 12, 14, 17 except ut=lbJ 1=635, 7=735, 15=1048, 9=894. 9) This truss has been designed for a total drag load of 180 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag I~ 0 loads along bottom chord from 0-0-0 to 37-0-0 for 180.0 plf. C.ontinued on a e 2 January 24,2014 I A WARNIMI -Verify de1ign palilllle ll!ll and READ KJ T£5 ON THIS AND lNCUJDED Hl1£K REFEREM:£ AAGE Hil-1413 tar. 01!26/2013 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 parameters 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 r.ii' MiTek' fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPil Quality Crtterla, DSI-89 and 8CSI8ulldlng Component 7777 Greenback Lane Suite 109 Safety Information available from Truss Plate Institute. 781 N.lee Street, Suite 312, Alexandria, VA 22314. Citrus Heights CA 95610 H--. -ISI>}Iunll>Mii_.il'ied._dtilln_""'_• __ 06/01/1013b'fAtst __________________ _____[___ _____ ·_· __________ _ Job Truss 13-92451 A23G Truss Type GABLE R41291147 Madera Component Systems, Inc, Phoenix, AZ. 85043 7.350 s Sep 27 2012 MiTek Industries, Inc. Fri Jan 24 08:43:15 2014 Page 2 ID:Ivw_NjRjdnG_falqdZq_yjy65C3-n7DHRKq3CrpnoaUwGEmb1JjTM3dtSSDES87L3qzsA7Q a OTES 0) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 1) This truss does not include any time dependant deformation for long term loading (creep) in the total load deflection. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard c A WARN!Mi ·Verilr deJign pMUMIIm amiii£AD KJT£S ON THIS AND ttaUDED H11EIC REFERBCE PAGE flf1I·14n rer. 02!2612013 BEFORE liSE Design vo~d for use only with Milek. connectors. This design is based only upon parameters shown, and is for on individual building component. Applicability of design parameters 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 pem1anent 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/TPI1 Quality Criteria, DSB-89 and ICSIBuHdlng Component Safety Information available from Truss Plate Institute, 781 N. Lee Street. Suite 312. Alexandria, VA 22314. •• MiTek· 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95610 lf-....Pine(SIIt_is ____ ...., ____ 06/0lf2013byA.UC ·~----------------'·------------__j Job Truss Truss Type MONOPITCH TRUSS Ocean St. Residences, 13-924, dAk 13-92451 A30 Madera Component Systems, Inc, c Phoenix, AZ. 85043 3-6-4 3-6-4 2x4 Plate Offsets (X,Y): [3:0-2-15,0-0-21 LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 12.0 Lumber Increase 1.25 BCLL 0.0 * Rep Stress lncr YES BCDL 10.0 Code IBC2009/TPI2007 CSI 9-11-4 6-5-0 9-11-4 6-4-12 TC 0.33 BC 0.28 WB 0.83 (Matrix) DEFL Vert(LL) Vert(TL) Horz(TL) 16-4-0 6-4-12 in (Icc) I/ dell Ud -0.04 3-7 >999 240 -0.09 3-7 >999 180 0.01 6 n/a nla 3x4 II 5 PLATES MT20 Weight: 621b R41291148 Scale = 1:36.0 GRIP 185/148 FT=O% LUMBER TOP CHORD Q OTCHORD 2x4 DF No.1&Btr G 2x4 DF No.1 &Btr G *Except* 3-8: 2x4 HF/SPF Stud/STD 2x4 HF/SPF Stud/STD BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. EBS MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS (lb/size) 6=522/0-3-8 (min. 0-1-8), 2=75/0-5-8 (min. 0-1-8), 3=750/0-3-8 (min. 0-1-8) Max Horz 2=174(LC 6) Max Uplift6=-20(LC 9), 3=-46(LC 9) FORCES (lb)-Max. Comp./Max. Ten.-All forces 250 (lb) or less except when shown. TOP CHORD 2-9=-264/69, 3-4~1006/52 BOT CHORD 3-7=-122/895, 6-7=-122/894 WEBS 4-7=0/294, 4-6=-924/81 NOTES 1) Wind: ASCE 7-05; 85mph (3-second gust); TCDL=7.2psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; enclosed; MWFRS (all heights) and C-C Ex1erior(2) -0-0-13 to 2-11-3, lnterior(1) 2-11-3 to 16-2-4 zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 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 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) 6, 3. 6) "Semi-rigid pitch breaks including heels" Member end fixity model was used in the analysis and design of this truss. 7) This truss does not include any time dependant deformation for long term loading (creep) in the total load deflection. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard A 1/fARN!fiKi -Veritydeli§ll parame•n uti READ IK)fESON THIS AND It«1UDED flllTEICREFEREta PAGE Hll-1413 R!II.OJ/:W2013 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 parameters 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/TPI1 Quality Criteria, D$8-89 and BCSIIuUdlng Component Safety lnlormaHon available from Truss Plate Institute, 781 N. Lee Street. Suite 312, Alexandria, VA 22314. . lf-..,PNISP!iumi>Hit_ibd. _ _., ___ -06/01/lOllilyA!SC January 24,2014 •• MiTek· 7777 Greenback Lane, Suite 109 Cilrus Heighls, CA, 95610 Job Truss Truss Type MONO TRUSS Ocean St. Residences, 13-924, dAk 13-92451 A36 Madera Component Systems, Inc, Phoenix, i>Z. 85043 c 6-8-Q 6-8-Q 3x4 = 6-8-Q 6-8-Q LOADING (psf) SPACING 2-0-0 CSI TCLL 20.0 Plates Increase 1.25 TC 0.33 TCDL 12.0 Lumber Increase 1.25 BC 0.29 BCLL 0.0. Rep Stress lncr YES WB 0.66 BCDL 10.0 Code IBC2009/TP12007 (Matrix) LUMBER 2x4 DEFL in (loc) 1/defl Vert(LL) -0.04 1-7 >999 Vert(TL) -0.10 1-7 >999 Horz(TL) 0.01 6 n/a 5-11-Q 12-7-0 5-11 0 Lid 240 180 n/a 2x4 3 4 5 3x4 = PLATES MT20 Weight: 491b R41291149 Scale= 1:27.7 GRIP 185/148 FT=O% TOP CHORD 2x4 OF No.1 &Btr G BOT CHORD CWEBS 2x4 OF No.1 &Btr G 2x4 HF/SPF Stud/STD BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pur1ins, except end verticals. BOT CHORD 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 with Stabilizer REACTIONS (lb/size) 1=511/0-3-8 (min. 0-1-8), 6=523/0-3-8 (min. 0-1-8) Max Horz 1 =150(LC 6) Max Uplift1=-12(LC 9), 6=-22(LC 9) FORCES (lb)-Max. Comp./Max. Ten.-All forces 250 (lb) or less except when shown. TOP CHORD 1-8=-905/69, 2-8=-855/88 BOT CHORD 1-7=-154/810, 6-7=-154/810 WEBS 2-7=0/289, 2-6=-857/113 NOTES In tall ti n 1) Wind: ASCE 7-05; 85mph (3-second gust); TCDL=7.2psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; enclosed; MWFRS (all heights) and C-C Exterior(2) 0-1-12 to 3-1-12, lnterior(1) 3-1-12 to 12-7-0 zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 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 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 6. 6) •semi-rigid pitchbreaks including heels• Member end fixity model was used in the analysis and design of this truss. 7) This truss does not include any time dependant deformation for long term loading (creep) in the total load deflection. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard _A lfARNit«l -Verily de.sign pMMt•n IJIId READ ~rES OH THIS AND It«JJJfiED HITEK REFEREICE PAGE /lfll-1413 tn 02!26(2013 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 parameters 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/!Pil Quality Crtte~a. DSB-89 and BCSI Buldlng Component Safety Information available from Truss Plate Institute, 781 N.lee Street. Suite 312, Alexandria, VA 22314. HSovclwnPlMISP)II.Iml>tiis-lhd.U..dH!p-.... tl>oft-tlw06/01/l013byA15C January 24,2014 r.ii' MiTek· 7777 Greenback Lane, Suite 109 Citrus Heights, CA. 95610 Job 13-92451 Truss A38G Truss Type GABLE Madera Component Systems, Inc, Phoenix, AZ 85043 c LOADING (psi) TCLL 20.0 TCDL 12.0 BCLL 0.0 • BCDL 10.0 6-8-0 6-8-0 CONN. OF GABLE STUDS BY OTHERS. 5x6 ::C SPACING 2-0-0 Plates Increase 1.25 lumber Increase 1.25 Rep Stress lncr YES Code IBC2009/TPI2007 11 6-8-0 6-8-0 10 CSI TC 0.19 BC 0.22 WB 0.54 (Matrix) 9 6 2x4 II DEFL in (loc) 1/defl Vert(LL) n/a n/a Vert(Tl) n/a n/a Horz(Tl) -0.01 4 n/a 12-3-0 5-7-0 Lid 999 999 n/a 2x4 3x4 = PLATES MT20 4 Weight: 691b GRIP 185/148 Scale = 1 :27.6 FT=O% LUMBER TOP CHORD 2x6 DF SS BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. OBOTCHORD (VEBS THERS 2x4 DF No.1 &Btr G 2x4 HF/SPF Stud/STD 2x4 SPF Utility BOT CHORD Rigid ceiling directly applied or 5-6-9 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS All bearings 12-3-0. (lb)-Max Horz 1=193(LC 20) Max Uplift All uplift 100 lb or less atjoint(s) 4, 10 except 1=-527(LC 25), 5=-318(LC 20), 8=-604(LC 25) Max Grav All reactions 250 lb or less atjoint(s) 4, 11, 10, 9, 7, 6 except 1=694(LC 14), 5=507(LC 13), 8=977(LC 14) FORCES (lb)-Max. Comp./Max. Ten.-All forces 250 (lb) or less except when shown. TOP CHORD 1-21=-1703/1564, 2-21=-1118/1018, 2-3=-1139/1076 BOT CHORD 1-11=-1488/1474, 10-11=-1034/1020, 9-10=-794/757, 8-9=-554/540, 7-8=-314/300, 6-7=-283/268, 5-6=-711/745 WEBS 2-8=-949/650, 2-5=-802/797 NOTES 1) Wind: ASCE 7-05; 85mph (3-second gust); TCDL=7.2psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; enclosed; MWFRS (all heights) and C-C Exterior(2) 0-1-12 to 3-1-12, lnterior(1 )3-1-12 to 12-3-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs 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. 3) Gable requires continuous bottom chord bearing. 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 2-0-0 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) Bearing at joint(s) 4 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4, 10 except Qt=lb) 1=527,5=318,8=604. 10) This truss has been designed for a total drag load of 180 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 12-3-0 for 180.0 plf. 11) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 12) This truss does not include any time dependant deformation for long term loading (creep) in the total load deflection. The building designer shall verify that this parameter fits with the intended use of this component. C-OAD CASE!SI Standard A WARNit«i -VerifJ design p.J~H~EII!rs Md IIEAD H:JTES ON THIS AND IfaUDED HI1£K IIHEREia PAGE NII-1413 rer. 02!26/2013 SEFOAE USE ; Design valid for use only with Milelc connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters 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 responsibiUity 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/TPil Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. lfSovtlutml>iM>ISP)~b-ihd.th•dfl!cn----dw06/01/lO!l_by~Ai.SC ____ _ January 24,2014 •• MiTek' 7777 Greenback Lane, Suite 109 Citrus Heights, CA. 95610 Job 13-92451 Truss A40G Truss Type GABLE Madera Component Systems, Inc, Phoenix, I'Z. 85043 c 6-4-0 6-4-0 3x4 4.00 L1L 7 3x6 = 8-10-0 8-10-0 Plate Offsets IX Yl· 15·0-4-{) 0 2 91 -- LOADING (psf) SPACING 2-0-{l TCLL 20.0 Plates Increase 1.25 TCDL 12.0 Lumber Increase 1.25 BCLL 0.0 * Rep Stress I ncr YES BCDL 10.0 Code IBC2009/TPI2007 CSI TC 0.45 BC 0.53 WB 0.54 (Matrix) Ocean St. Residences, 13-924, dAk R41291151 8-10-0 2-6-0 3-8-8 5-3-8 Scale = 1:30.4 CONN. OF GABLE STUDS BY OTHERS. Sx6 = 6 3x8 = 17-10-0 9-0-0 DEFL in (loc) 1/defl Ud i PLATES GRIP Vert(LL) -{).11 6-7 >999 240 MT20 185/148 Vert(TL) -{).23 6-7 >905 180 Horz(TL) 0.06 5 n/a n/a I Weight: 901b FT=O% LUMBER TOP CHORD Q OTCHORD EBS OTHERS 2x6 DF SS *Except* 1-2: 2x4 DF No.1 &Btr G 2x4 DF No.1 &Btr G BRACING TOP CHORD Structural wood sheathing directly applied or 4-1-8 oc purlins, except end verticals. BOT CHORD WEBS Rigid ceiling directly applied or 4-1-14 oc bracing. 1 Row at midpt 2-7 2x4 HF/SPF Stud/STD 2x4 SPF Utility MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS (lb/size) 7=735/0-3-8 (min. 0-1-8), 5=735/1-11-8 (min. 0-1-10) Max Horz 7=-150(LC 18) Max Uplift7=-70(LC 25), 5=-829(LC 26) Max Grav7=777(LC 14), 5=1543(LC 13) FORCES (lb)-Max. Comp./Max. Ten.-All forces 250 (lb) or less except when shown. TOP CHORD 1-18=-801/611, 2-18=-1275/1206, 2-3~2078/981, 3-19=-2630/1535, 4-19=-2816/1721, 4-20=-3529/2009, 5-20=-4058/2640 BOT CHORD 6-7=-1529/2823, 5-8=-2474/3896 WEBS 2-7=-1575/296, 2-8=-1089/901, 3-8=-489/1039, 4-8=-526/237 NOTES 1) Wind: ASCE 7-{)5; 85mph (3-second gust); TCDL=7.2psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; enclosed; MWFRS (all heights) and C-C Exterior(2) 0-1-12 to 3-1-12, lnterior(1) 3-1-12 to 8-10-0, Exterior(2) 8-10-{) to 11-10-{) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs 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. 3) Provide adequate drainage to prevent water ponding. 4) Gable studs spaced at 1-4-{) 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 2-{)-{) 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) 7 except Gt=lb) 5=829. 9) This truss has been designed for a total drag load of 180 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-{)-0 to 17-10-0 for 180.0 plf. 10) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 11) This truss does not include any time dependant deformation for long term loading (creep) in the total load deflection. The building designer shall verify that this parameter fits with the intended use of this component. A WARNINS -Verify deJigll pamMIIrs and READ N:ITES ON THIS AND ItaUDED HITEK REFERBa PAGE /lfii-1413 ii!r. 0212'12013 BEFORE liSE 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 parameters 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/TPI1 QuaiHy Criteria, DSB·89 and BCSI BuDding Component Safety lnforrnaHon available from Truss Plate Institute, 781 N. Lee Street. Suite 312, Alexandria, VA 22314. '-----'If=-=-:..:.::.= PinaiSPJiunft>e<isspeciflad.madtilp-.... t~tou -w0&/01/lOUbyALSC January 24,2014 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95610 Job Truss Truss Type SPECIAL TRUSS Ocean St. Residences, 13-924, dAk R41291152 13-92451 A42 Madera Component Systems, Inc, Phoenix, AZ. 85043 c Scale = 1:30.5 6-4-0 8-10-0 6-4-0 2-6-0 3-7-14 3x4 4.00 l.12._ 11 8 3x6 = 3x8 = 3x4 = 8-10-0 17-10-0 8-10-0 9-0-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (Icc) 1/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.46 Vert(LL) -0.11 7-8 >999 240 MT20 185/148 TCDL 12.0 Lumber Increase 1.25 BC 0.53 Vert(TL) -0.24 5-7 >860 180 BCLL 0.0. Rep Stress lncr YES WB 0.44 Horz(TL) 0.03 5 nla n!a BCDL 10.0 Code IBC2009/TPI2007 (Matrix) Weight: 741b FT=O% LUMBER TOP CHORD CB.OTCHORD ~EBS 2x4 OF No.1&Btr G 2x4 OF No.1&Btr G 2x4 HF/SPF Stud/STD BRACING TOP CHORD Structural wood sheathing directly applied or 4-11-0 oc purlins, except end verticals. BOT CHORD WEBS Rigid ceiling directly applied or 10-0-0 oc bracing. 1 Row at midpt 2-8 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS (lb/size) 8=733/0-3-8 (min. 0-1-8), 5=740/0-5-8 (min. 0-1-8) Max Horz 8=-150(LC 5) Max Uplift8=-28(LC 9), 5=-24(LC 9) FORCES (lb)-Max. Comp./Max. Ten.-All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1211/100, 3-10=-1177/101, 4-10=-1224/85, 4-11=-1581/178, 5-11=-1628/166 BOT CHORD 7-8=-91/1366, 5-7=-123/1504 WEBS 2-8=-1416/156, 2-7=-332/116, 3-7=-12/596, 4-7=-425/141 NOTES 1) Wind: ASCE 7-05; 85mph (3-second gust); TCDL=7.2psf; BCDL=6.0psf; h=25ft; B=45fl; L=24ft; eave=4ft; Cat. II; Exp C; enclosed; MWFRS (all heights) and C-C Ex1erior(2) 0-1-12 to 3-1-12, lnterior(1) 3-1-12 to 8-10-0, Ex1erior(2) 8-10-0 to 11-10-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water pending. 3) This truss 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 rectangle 3-6-0 tall by 2-0-0 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 8, 5. 7) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 8) This truss does not include any time dependant deformation for long term loading (creep) in the total load deflection. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard January 24,2014 ~~~~~~----~~~~~~~~~~~~~~~~~----------~ A WARNIH:i -V.ritydesigft pat~mell!tulltl READ KJTESON lHISAND IMJ..Uf)ft) HITEKREFEREICE PAGE H11·141l ln0212612013 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 parameters 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 responsibinty of the building designer. For general guidance regarding fabrication, quality control. storage. delivery, erection and bracing, consult ANSI/TPI1 QuaiHy Criteria, DS8·89 and BCSIIuRdlng Component Safety Information available from Truss Plate Institute. 781 N.lee Street, Suite 312, Alexandria, VA 22314. lf-...,""-ISPIIuml>efb_iftt!d._dtilp _____ 06/01/2013byALSC 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95610 Job Truss 13-92451 A46D Madera Component Systems, Inc, Phoenix, AZ. 85043 5-4-2 5-4-2 Truss Type QUEEN POST 9-0-0 3-7-14 c Scale = 1:30.2 4x5 = 4 3x6 = 3x6 = 3x8 = 9-0-0 18-0-0 9-0-0 9-0-0 Plate Offsets (X Y)· [2·0 3-0 Edael [6·0 3-0 Edael -' ' - LOADING (psf) I SPACING 2-0-0 CSI DEFL in (loc) 1/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.31 Vert(LL) 0.00 7 nlr 120 MT20 185/148 TCDL 12.0 Lumber Increase 1.25 BC 0.46 Vert(TL) 0.01 7 nlr 120 BCLL 0.0 • Rep Stress lncr YES WB 0.20 Horz(TL) 0.01 8 n/a nla BCDL 10.0 I Code IBC2009/TPI2007 (Matrix) ! I Weight: 641b FT=O% LUMBER OTOPCHORD OTCHORD EBS 2x4 DF No.1 &Btr G 2x4 DF No.1 &Btr G 2x4 HF/SPF Stud/STD I BRACING TOP CHORD BOT CHORD Structural wood sheathing directly applied or 4-7-5 oc purlins. Rigid ceiling directly applied or 5-0-15 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer In t II ti n uid . REACTIONS (lb/size) 2=250/18-0-0 (min. 0-1-10), 6=250/18-0-0 (min. 0-1-10), 8=1019/18-0-0 Max Horz 2=32(LC 24) (min. 0-1-10) Max Uplift2=-547(LC 25), 6=-551 (LC 26), 8=-45(LC 25) Max Grav 2=830(LC 37), 6=830(LC 36), 8=1019(LC 14) FORCES (lb)-Max. Comp./Max. Ten.-All forces 250 (lb) or less except when shown. TOP CHORD 2-9=-1876/1755, 3-9=-1367/1211, 3-10=-844/1016, 4-10=-606/870, 4-11=-661/870, 5-11=-828/1016, 5-12=-1367/1218, 6-12=-1876/1761 BOT CHORD 2-8=-1645/1676, 6-8=-1645/1676 WEBS 3-8=-520/286, 4-8=-387/180, 5-8=-520/274 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph (3-second gust); TCDL=7.2psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=2ft; Cat. II; Exp C; enclosed; MWFRS (all heights) and C-C Comer(3) -0-0-13 to 2-11-3, Exterior(2) 2-11-3 to 9-0-0, Comer(3) 9-0-0 to 12-0-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 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 2-0-0 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 8 except Ot=lb) 2=547 '6=551. 8) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 6. 9) This truss has been designed for a total drag load of 180 plf. Lumber DOL=(1 .33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 18-0-0 for 180.0 plf. 10) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 11) This truss does not include any time dependant deformation for long term loading (creep) in the total load deflection. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard I~ 6 January 24,2014 A WARNING -Vtrfty delign pMHH~IIItund READ N:11£S ON lJIIS AND INO.UDED HITEK REFEREICE PAGE NII-1413 nn. 02!261201.3 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 parameters 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/TPI1 Quality Crftetta, DSB-89 and BCSI Bukllng Component Safety Information available from Truss Plate Institute, 781 N. Lee Street. Suite 312, Alexandria, VA 22314. •• MiTek' 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95610 lfSotrtllti'nPI<w(SP)Iuml>tiisJPKiflad. _ _.., ___ l'lfll.ct.lw06/01/l013byALK ~~~~~~~~~~~~~~~~---~-~ Job Truss Ocean St. Residences, 13-924, dAk Truss Type GABLE R41291154 13-92451 A48G Madera Component Systems, Inc, Phoenix, A2 85043 5-3-8 9-0-0 5-3-8 3-8-8 3-8-8 5-3-8 c Scale = 1:29.6 CONN. OF GABLE STUDS BY OTHERS. 5x6 -::c 9-Q-0 9-Q-0 LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 12.0 Lumber Increase 1.25 BCLL 0.0 • Rep Stress I ncr YES BCDL 10.0 Code IBC2009fTPI2007 LUMBER CSI TC 0.14 BC 0.53 WB 0.29 (Matrix) 5x6 = 3x8 = DEFL Vert(LL) Vert(TL) Horz(TL) in -0.10 -0.23 0.04 5x6 .::c 18-0-0 9--0-0 (loc) I/ deft Ud I PLATES GRIP 5-6 >999 240 MT20 185/148 5-6 >936 180 I 5 n/a n/a Weight: 891b FT=O% TOP CHORD -BOT CHORD 2x6 OF SS 2x4 DF No.1&Btr G 2x4 HF/SPF Stud/STD 2x4 SPF Utility BRACING TOP CHORD BOT CHORD Structural wood sheathing directly applied or 4-7-14 oc purlins. Rigid ceiling directly applied or 5-1-3 oc bracing. f WEBS ~)THERS REACTIONS (lb/size) 1=740/2-4-0 (min. 0-1-8), 5=740/2-4-0 (min. 0-1-8) Max Horz 1=-31(LC 22) Max Uplift1=-554(LC 25), 5=-554(LC 26) Max Grav 1=1269(LC 14), 5=1269(LC 13) FORCES (lb)-Max. Comp./Max. Ten.-All forces 250 (lb) or less except when shown. TOP CHORD 1-25=-3236/1798, 2-25=-2708/1184, 2-26=-1960/762, 3-26=-1715/552, 3-27=-1715/617, 4-27=-1960/770, 4-28=-2708/1248, 5-28=-3236/1804 BOT CHORD 1-6=-1687/3120, 5-6=-1685/3120 WEBS 3-6=0/527, 4-6=-478/173, 2-6=-478/176 NOTES 1) Unbalanced roof live loads have been considered for this design. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. 2) Wind: ASCE 7-05; 85mph (3-second gust); TCDL=7.2psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; enclosed; MWFRS (all heights) and C-C Exterior(2) 0-2-4 to 3-2-4, lnterior(1) 3-2-4 to 9-0-0, Exterior(2) 9-0-0 to 12-0-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs 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. 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 2-0-0 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) except (jt=lb) 1=554, 5=554. 9) This truss has been designed for a total drag load of 180 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 18-0-0 for 180.0 plf. 10) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 11) This truss does not include any time dependant deformation for long term loading (creep) in the total load deflection. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard I~ 0 January 24,2014 _A WARNIMI -Verifr deJiglt p~lln iUJd RENJ N:IT£5 ON THIS AliD lt«l.UDED HITEK REFEREta PAGE Hll-1413 ,.,_ 0212&1201.3 BEFOAE 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 parameters 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/TPil QuaiHy Criteria, DSB-89 and BCSIIuHdlng Component Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. lf-..,PinaiSP!Iumi>MbspecmH. U..detlp ___ lllfll<tlw06/01/l013byALSC •• MiTek' 7777 Greenback Lane, SuH:e 109 Citrus Heights, CA. 95610 Job 13-92451 Truss A50 Truss Type DBL.HOWE Madera Component Systems, Inc, Phoenix, AZ 85043 c 3x12 -:::c 5-6-3 5-6-3 3x4 -:::c 12 2x4 9-6-3 4-0-0 4.00 li2 11 3x6 = 15-1-4 5-7-1 5-6-3 9-6-3 15-1-4 5-6-3 4-Q-0 5-7-1 Plate Offsets (X Yl· [1·0-4-3 0 1 81 [7·0-4 3 0 1-81 [10·0-4-0 0-4-121 ---- LOADING (psf) SPACING 2-0-0 CSI TCLL 20.0 Plates Increase 1.25 TC 0.67 TCDL 12.0 Lumber Increase 1.25 BC 0.70 BCLL 0.0 • Rep Stress lncr NO WB 0.58 BCDL 10.0 Code IBC2009/TP12007 (Matrix) 4x6 10 7x8 = DEFL Vert(LL) Vert(TL) Horz(TL) 2Q-8-5 5-7-1 in -0.27 -0.54 0.13 9 3x6 = (loc) I/ dell Ud 9-10 >999 240 9-10 >661 180 7 n/a n/a 24-8-5 4-0-0 3x4 ~ 8 2x4 II PLATES MT20 3Q-Q-6 5-4-3 GRIP 185/148 Scale = 1:50.4 3x12 ~ Weight: 296 lb FT=O% LUMBER TOP CHORD C'90TCHORD WEBS 2x4 DF No.1 &Btr G 2x6 DF SS BRACING TOP CHORD BOT CHORD Structural wood sheathing directly applied or 3-4-12 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. 2x4 HF/SPF Stud/STD *Except* 4-10: 2x4 OF No.1&Btr G REACTIONS (lb/size) 1=4607/0-5-8 (min. 0-2-10), 7=4607/0-3-8 (min. 0-2-10) Max Horz 1 =261 (LC 28) Max Uplift 1 =-484(LC 31 ), 7=-484(LC 32) Max Grav 1 =4937(LC 12), 7=4937(LC 11) FORCES (lb)-Max. Comp./Max. Ten.-All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-12823/1417, 2-3=-10759/1027, 3-4=-7912/672, 4-5=-7916/675, 5-6=-10813/1034, 6-7=-12965/1433 BOT CHORD 1-13=-1178/12166, 12-13=-1350/12166, 11-12=-1350/12166, 10-11=-1271/10570, 9-10=-1270/10614, 8-9=-1316/12269, 8-14=-1316/12269, 7-14=-1346/12269 WEBS 2-12=0/1044, 3-11=-20/1897, 4-10=-109/4360, 5-9=-20/1935, 6-8=0/1059, 2-11=-1789/116, 3-10=-2876/139, 5-10=-2924/139, 6-9=-1890/117 NOTES 1) 2-ply truss to be connected together with 10d (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 staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc, 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) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-05; 85mph (3-second gust); TCDL=7.2psf; BCDL=6.0psf; h=25ft; B=45ft; L=30ft; eave=4ft; Cat. II; Exp C; enclosed; MWFRS (all heights); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1 .60 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 2-0-0 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) except Gt=lb) 1=484, 7=484. 9) This truss has been designed for a total drag load of 2000 lb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 2-0-0 for 1000.0 plf. 10) This truss has been designed for a total drag load of 2000 lb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 28-2-8 to 30-2-8 for 1000.0 plf. 11) Girder carries tie-in span(s): 13-0-0 from 0-0-0 to 30-2-8 12) "Semi-rigid pitch breaks including heels" Member end fixity model was used in the analysis and design of this truss. A WARNIM:i -Verlfr deJign pMIRH!II!Il iUid II.EAIJ N:JTES ON THIS AND Ita.UDED HITEIC REFER£ta PAGE HII-1413 tn 0:1126/2013 BEFORE liSE 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 parameters 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/TPI1 Quality Crtterta, DSB-89 and ICSIIuHdlng Component Safety Information available from Truss Plate Institute. 781 N.Lee Street. Suite 312, Alexandria, VA 22314. lfSoutltNnPine ISP! 1utnbe< I•Jj>e<ii'IH.-dtilcn ----tl.., 06/111/2013 11y A.LSC January 24,2014 r.di' MiTek· 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95610 Job Truss 13-92451 ASO Truss Type DBL. HOWE Ocean St. Residences, 13-924, dAk R41291155 Madera Component Systems, Inc, Phoenix, PIZ 85043 7.350 s Sep 27 2012 MiTek Industries, Inc. Fri Jan 24 08:43:25 2014 Page 2 ID:Ivw_NjRjdnG_faLqdZq__yjy65C3-U2q3YlxLrw4M?6FrrKxxRQ7385_8o4BilhYIQFzsA7G C OTES 3) This truss does not include any time dependant deformation for long term loading (creep) in the total load deflection. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard 1) Regular: Lumber lncrease=1.25, Plate lncrease=1.25 Uniform Loads (plf) Vert: 1-7=-245(F=-225), 1-4=-64, 4-7=-64 c C~~----~~~~~~~~~~----~ A WARNIAG -Verity duign pMIII!t•rs Md IIEAD N:)fES ON 7HIS AND It«lUDE() HI1EK REFEREta PAGE Hll-1413 rer. 02!2&/201.3 BEFORE USE ~-~-. 1 1 Design valid for use only with Milek connectors. This design is based only upon parameters shown, and is for an individual building component. I Applicability of design parameters and proper incorporation of component is responsibility of building designer· not truss designer. Bracing shown ~:~~~~:~~~~~6'~~ ~~~~~~~~~';'~~~~T~~~~~~~~~ ~t~~;~~~~ t~~~~;~~n~~~~n~f tt~~~u~:d~~~b~~i~~:~.9F~~~:~~~~~~d~~~=fe~;~~~ci of the MiTek ~ fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSI-89 and BCSIBuUdlng Component L Safety lnlormaHon available from Truss Plate lnsmute. 781 N. Lee Street. Suite 312. Alexandria. VA 22314. _lf"'Sov1M<II::.::.:c=~-=-=ISPI'-'-'-Iwnller'-'-''-=-b=-spec=:.::ifi0.c=c:.:-==-.wlcn==--=='""'::.cc-=-=-=---c.::.:.:c_:_c::06c:oi-::Occ1/'-"l0=U'-'by~ALSC=----- 7777 Greenback Lane, Suite 109 Cirrus Heights, CA, 95610 Job Truss 13-924S1 A52 Madera Component Systems, Inc, 7-11-11 7-11-11 Phoenix, AZ 85043 Truss Type FINK 15-1-4 7-1-9 c Scale = 1:50.9 4.00 112 4x5 = 9-11-15 9-11-15 Plate Offsets (X,Yl: [2:0-2-13,Edge), [6:0-2-13.Edgel LOADING (psi) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 12.0 Lumber Increase 1.25 BCLL 0.0 * Rep Stress lncr YES 10 3x6 = 4x5 = 4 9 11 12 3x4 = 20-2-9 10-2-11 CSI DEFL TC 0.70 Vert(LL) BC 0.75 Vert(TL) Horz(TL) 3x6 = in (loc) 1/defl Ud -0.34 8-10 >999 240 -0.58 8-10 >618 180 0.10 6 n/a n/a 30-0-8 9-9-15 PLATES GRIP MT20 185/148 7 6 4x5 = 30,~-8 0-2-0 BCDL 10.0 Code IBC2009fTP12007 WB 0.55 (Matrix) Weight: 110 lb FT=O% LUMBER OTOPCHORD OTCHORD EBS 2x4 DF No.1 &Btr G 2x4 DF No.1&Btr G 2x4 HF/SPF Stud/STD REACTIONS (lb/size) 2=1302/0-5-8 (min. 0-1-8), 6=1300/0-3-8 (min. 0-1-8) Max Horz 2=58(LC 8) Max Uplift2=-45(LC 9), 6=-44(LC 9) FORCES (lb)-Max. Comp./Max. Ten.-All forces 250 (lb) or less except when shown. BRACING TOP CHORD BOT CHORD TOP CHORD 2-13=-3179/195, 3-13=-3128/219, 3-14=-2859/177, 4-14=-2774/200, 4-15=-2788/201, 5-15=-2873/178, 5-16=-3147/220, 6-16=-3198/197 BOT CHORD 2-10=-147/2955, 9-10=-52/1953, 9-11=-52/1953, 11-12=-52/1953, 8-12=-52/1953, 6-8=-148/2977 WEBS 3-10=-530/157, 4-10=0/977, 4-8=0/993, 5-8=-543/158 NOTES 1) Unbalanced roof live loads have been considered for this design. Structural wood sheathing directly applied or 2-8-3 oc purlins. 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 with Stabilizer Installation ide. 2) Wind: ASCE 7-05; 85mph (3-second gust); TCDL=7.2psf; BCDL=6.0psf; h=25ft; B=45ft; L=30ft; eave=4ft; Cat. II; Exp C; enclosed; MWFRS (all heights) and C-C Exterior(2) -0-0-13 to 2-11-7, lnterior(1) 2-11-7 to 15-1-4, Exterior(2) 15-1-4 to 18-1-8 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss 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 rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) 2, 6. 7) "Semi-rigid pitch breaks including heels" Member end fixity model was used in the analysis and design of this truss. 8) This truss does not include any time dependant deformation for long term loading (creep) in the total load deflection. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard I~ 0 January 24,2014 A WARNING -Verify delign poitiHH!•rsllldiiEAD NJTES OH 11l1S AND INClUDED Himc REFEIWCE PAGE flfll-141311!& 01!2&/2013 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 parameters 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/TPil Quality Criteria. DSI-89 and ICSIIuldlng Component Safety lnformaHon available from Truss Plate Institute, 781 N.lee Street, Suite 312, Alexandria, VA 22314. •• MiTek' 7777 Greenback Lane, Suite 109 Citrus Heights, CA. 95610 lfSol.rtltemPlne(SP)Iuml>erls.,_-.tttadulp ___ tllhctlw06/01/20llb¥AI.SC -··-···-__________ _L_ ___________ _j Job Truss Ocean St. Residences, 13-924, dAk Truss Type GABLE R41291157 13-92451 A54G Madera Component Systems, Inc, Phoenix, I>Z 85043 8-5-4 15-1-4 8-5-4 6-8-0 c Scale= 1:50.4 CONN. OF GABLE STUDS BY OTHERS. 5x6 = I I I I L "' 5x6 ~ 20 19 18 17 16 15 14 13 12 11 10 9 5x6 ~ 3x6 5x8 = 3x6 8-5-4 15-1-4 21-30--8 8-5-4 6-8-0 6-8-0 8-5-4 Plate Offsets IX Y\' [13·0-4-0 0 3-01 - LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) 1/defl Lid PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.25 Vert(LL) n/a -n/a 999 MT20 185/148 TCDL 12.0 Lumber Increase 1.25 BC 0.28 Vert(TL) n/a -n/a 999 BCLL 0.0. Rep Stress lncr YES WB 0.53 Horz(TL) O.D1 10 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix) Weight 176 lb FT=O% LUMBER aTOP CHORD OTCHORD EBS OTHERS 2x6 OF SS 2x4 OF No.1&Btr G 2x4 HF/SPF Stud/STD 2x4 SPF Utility REACTIONS All bearings 30-2-8. (lb)-Max Horz 1=57(LC 23) BRACING TOP CHORD BOT CHORD WEBS Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 5-0-3 oc bracing. 1 Row at midpt 2-13,4-13 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. Max Uplift All uplift 100 lb or less atjoint(s) 13, 19, 7 except 1=-631 (LC 25), 5=-631 (LC 26), 17=-766(LC 25), 9=-766(LC 26) Max Grav All reactions 250 lb or less atjoint(s) 14, 15, 16, 18, 19, 20, 12, 11, 10, 8, 7, 6 except 1=853(LC 37), 5=853(LC 36), 17=1210(LC 37), 13=443(LC 14), 9=1210(LC 36) FORCES (lb)-Max. Comp./Max. Ten.-All forces 250 (lb) or less except when shown. TOP CHORD 1-43=-1918/1917, 2-43=-1305/1294, 2-44=-1337/1335, 3-44=-504/563, 3-45=-504/587, 4-45=-1337/1354, 4-46=-1304/1375, 5-46=-1914/1906 BOT CHORD 1-20=-1796/1828, 19-20=-1051/1089, 18-19=-787/849, 17-18=-571/609, 16-17=-330/368, 14-15=-407/445, 13-14=-887/925, 12-13=-870/925, 11-12=-390/445, 9-10=-313/368, 8-9=-554/609, 7-8=-778/849, 6-7=-1034/1089, 5-6=-1792/1831 WEBS 2-17=-1189/900, 3-13=-335/127, 4-9=-1189/898, 2-13=-1017/1026, 4-13=-1017/1022 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph (3-second gust); TCDL=7.2psf; BCDL=6.0psf; h=25ft; B=45ft; L=30ft; eave=2ft; Cat. II; Exp C; enclosed; MWFRS (all heights) and C-C Corner(3) 0-2-4 to 3-2-8, Exterior(2) 3-2-8 to 15-1-4, Comer(3) 15-1-4 to 18-1-8 zone; cantilever left and right exposed : end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1 .60 plate grip DOL=1 .60 3) Truss designed for wind loads in the plane of the truss only. For studs 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. 4) Gable requires continuous bottom chord bearing. 5) Gable studs spaced at 1-4-0 oc. 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 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) A plate rating reduction of 20% has been applied for the green lumber members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 13, 19, 7 except Gt=lb) 1=631, 5=631, 17=766, 9=766. 10) This truss has been designed for a total drag load of 180 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 30-2-8 for 180.0 plf. "' r.l "' ":ontinued on page 2 C11) "Semi-rigid pitch breaks including heels" Member end fixity model was used in the analysis and design of this truss. January 24,2014 A WARNING -Verify deJign pamtelln and READ H'JTES ON THIS AND INIJ..IIDEll MITEK REFEREICE PAGE H11-1413ln 0211'12013 BEFORE liSE j 1 -1-. 1 Design valid for use only with MiTek: connectors. This design is based only upon parameters shown, and is for an individual building component. I I Applicability of design parameters 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 . M"l'r:ek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding 11 fabrication, quality controL storage, delivery, erection and bracing, consult ANSI/TPI1 QuaiHy Criteria, DSI-89 and BCSI BuRdlng Component I 7777 Greenback Lane, Suite 109 ' Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. . -~-___ 1 Citrus Heights, CA, 95610 '~--lf~tTI""'-ISPI""""-is_iiiN._dfllp ___ "o4fttcthAt06/0l/2013byAUC . .. . ______l ---------~ Job Truss 13-92451 A54G Truss Type GABLE Ocean St. Residences, 13-924, dAk R41291157 Madera Component Systems, Inc, Phoenix, 1\l. 85043 7.350 s Sep 27 2012 MiTek Industries, Inc. Fri Jan 24 08:43:28 2014 Page 2 ID:Ivw_NjRjdnG_faLqdZq_yjy65C3-vdVCAn_D8rSxsa_OWTUe331hpi5Q?Sh9SfnXOZzsA7D COTES 2) This truss does not include any time dependant deformation for long term loading (creep) in the total load deflection. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard c ,., _A WAANIMi -Verify deJign p-.e•rusd READ NOTES ON THIS AND IN:l.IJDED HITEK P.EFEREM:E PAGE HII-1411 1U 02!16/2013 SEFORE USE Design vand for use only with Mil ek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters 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 ANSIJTPI1 Quality Criteria, DSI-89 and ICSIIuldlng Component Safety Information available from Truss Plate lns1itu1e. 781 N. Lee Street. Sui1e 312. Alexandria. VA 22314. lf-....-(SP}turmHHil_.-.--..-----06/01/2013byALSC r.ii' MiTek' 7777 Greenback Lane, Suite 109 Citrus Heights, CA. 95610 I Job Truss 13-924S2 A60 Madera Component Systems, Inc, S.2-4 S.2-4 Phoenix, i>Z 85043 Truss Type COMMON TRUSS 9-2-12 4-0-8 c Scale = 1:30.5 l i 4x6 1~~~~-----------++---------~~~=----------rr---------~~~~ 0 ~7f==~--------------------------------------------------~====~--------------------------------------------------====K?~ 4x10 S.2-4 S.2-4 3x8 Plate Offsets IX Yl" [1·0 5-0 0 2 31 [5·0 5-0 0 2 31 -- -- -- LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 12.0 Lumber Increase 1.25 BCLL 0.0. Rep Stress lncr NO BCDL 10.0 Code IBC2009/TPI2007 I 9-2-12 4-0-8 CSI TC 0.61 BC 0.83 WB 0.61 (Matrix) 10x10 DEFL Vert(LL) Vert(TL) Horz(TL) 13-3-4 4-0-8 in (loc) -0.17 6-7 -0.33 6-7 0.08 5 1/defl >999 >649 n/a 3x8 Ud 240 180 nla 18-3-8 s-D-4 PLATES MT20 Weight: 165 lb 4x10 = GRIP 185/148 FT=O% LUMBER TOP CHORD O OTCHORD EBS 2x4 DF No.1&Btr G 2x6 DF SS BRACING TOP CHORD BOT CHORD Structural wood sheathing directly applied or 3-5-13 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. 2x4 HF/SPF Stud/Std *Except• W3: 2x4 DF No.1 &Btr G REACTIONS (lb/size) 1=4840/0-5-8 (min. 0-2-12), 5=5044/0-3-8 (min. 0-2-14) Max Horz 1=221(LC 28) Max Uplift1=-489(LC 31), 5=-496(LC 34) Max Grav 1=5168(LC 14), 5=5371(LC 11) FORCES (lb)-Max. Comp./Max. Ten.-All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-12183/1395, 2-3=-8544/751, 3-4=-8548/756, 4-5=-12636/1422 BOT CHORD 1-9=-1321/11572, 8-9=-1321/11572, 7-8=-1321/11572, 6-7=-1298/11973, 6-10=-1298/11973, 5-10=-1298/11973 WEBS 3-7=-140/4809, 4-7=-3681/196, 4-6=-39/2247, 2-7=-3208/179, 2-8=-28/1980 NOTES 1) 2-ply truss to be connected together with 10d (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 staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc, 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) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-05; 85mph; TCDL=7.2psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; enclosed; MWFRS (all heights); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 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 2-0-0 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Ut=lb) 1 =489, 5=496. 9) This truss has been designed for a total drag load of 2000 lb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 2-0-0 for 1 000.0 plf. 10) This truss has been designed for a total drag load of 2000 lb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 16-5-Bto 18-5-8 for 1000.0 plf. 11) "Semi-rigid pitch breaks including heels" Member end fixity model was used in the analysis and design of this truss. 12) This truss does not include any time dependant deformation for long term loading (creep) in the total load deflection. The building designer shall verify that this parameter fits with the intended use of this component. I~ 6 ,_~~ &!andard March 5,2014 ~ A WARNING -Verify de<ign paramell!n and READ I«:J1fS ON THIS ANlJ I/Kl.UDED Hl1fK REFEREN::E PAGE HII-1473 "'" l/l9/l0141Jff0RFIJSE. 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 parameters 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/TPil Quality Criteria, DSB-89 and 8CSI8uldlng Component Safety lnformaHon available from Truss Plate Institute, 781 N.lee Street, Suite 312, Alexandria, VA 22314. lfSc>utlt+mPineiSPI!umi>Miupecil'l.a.1Mdfll&n_""'_ldt!nlw06/01/l013byAI.SC r.di" MiTek· 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95610 Job Truss Ocean St. Residences, 13-924, dAk 13-92452 A60 Truss Type COMMON TRUSS Madera Component Systems, Inc, Phoenix, AZ. 85043 O OAD CASE(S) Standard ) Dead +Roof Live (balanced): Lumber lncrease=1.25, Plate lncrease=1.25 Uniform Loads (plf) Vert: 1-3=-64, 3-5=-64, 1-7=-460(F=-440), 5-7=-505(F=-485) A WARNIM'J -Verity de<ign palllmem" and RfA1J MJ1£S ON TillS AND INCLUDED HTTfK REFEREta PAGE HII-1473 "" 1/l9/l014 BEfOII.f IJSf. 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 parameters 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, s1orage, delivery, erection and bracing. consult ANSI/TPil Quality Cdleda, DSB-89 and ICSI BuAdlng Component Safety Information available from Truss Plate Institute, 781 N. Lee Street. Suite 312, Alexandria, VA 22314. lf-PineiSPt-..lsspecifiH,thedH!p----...06/01/2013byA.I.SC R41524327 •• MiTek' 7777 Greenback Lane, Suite 109 Citrus Heights. CA. 95610 ------------------------------------------·---------· Job Truss Truss Type QUEEN POST Ocean St. Residences, 13-924, dAk 13-92481 A62 Madera Component Systems, Inc, c Phoenix, I>Z 85043 5-7-4 5-7-4 4.00 112 2x4 .:::C 9-2-12 3-7-8 4x5 = 4 11 R41291159 Scale = 1:31 .0 2x4 .-;:- ~ ~ ~~~--------------------------~~~---------------------------=~ 0 3x4 = 3x8 = 3x4 = 9-2-12 18-3-8 18 8 9-2 12 -9-Q-12 LOADING (psf) SPACING 2-0-0 CSI DEFL in (Icc) I/ dell Ud I PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.28 Vert(LL) -0.12 6-8 >999 240 MT20 185/148 TCDL 12.0 Lumber Increase 1.25 BC 0.58 Vert(TL) -0.28 6-8 >788 180 BCLL 0.0 • Rep Stress lncr YES WB 0.33 Horz(TL) 0.04 6 nla n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix) Weight: 651b FT=O% LUMBER TOP CHORD BOT CHORD /'"-WEBS 2x4 OF No.1 &Btr G 2x4 OF No.1 &Btr G 2x4 HF/SPF Stud/STD BRACING TOP CHORD BOT CHORD Structural wood sheathing directly applied or 4-8-13 oc purlins. 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 with Stabilizer Installation uide. REACTIONS (lb/size) 2=767/0-5-8 (min. 0-1-8), 6=765/0-3-8 (min. 0-1-8) Max Horz 2=-33(LC 7) Max Uplift2=-28(LC 9), 6=-27(LC 9) FORCES (lb)-Max. CompJMax. Ten.-All forces 250 (lb) or less except when shown. TOP CHORD 2-9=-1689/167, 3-9=-1643/180, 3-10=-1286/91, 4-10=-1238/106, 4-11=-1238/107, 5-11=-1286/91, 5-12=-1655/183, 6-12~1703/170 BOT CHORD 2-8=-131/1560, 6-8=-132/1575 WEBS 3-8=-442/137, 4-8=0/595, 5-8=-458/139 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph (3-second gust); TCDL=7.2psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat II; Exp C; enclosed; MWFRS (all heights) and C-C Exterior(2) -0-0-13 to 2-11-3, lnterior(1) 2-11-3 to 9-2-12, Exterior(2) 9-2-12 to 12-2-12 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss 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 rectangle 3-6-0 tall by 2-0-0 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 6. 7) "Semi-rigid pitch breaks including heels" Member end fixity model was used in the analysis and design of this truss. 8) This truss does not include any time dependant deformation for long term loading (creep) in the total load deflection. The building designer shall verify that this parameter fits with the intended use of this component LOAD CASE(S) Standard A WARNING -Verily deJigll p.J~U~e ll!rs ud READ N:> TES ON THIS ANfJ IMJ.UfJE() HITEK REFEREta PAGE HII-1413 l1! r. 02/1&12013 BEFORE USE Design vond for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters 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/TPil Quality Criteria, DSB-89 and BCSIBuDdlng Component Safety lnlonnation available from Truss Plate Institute, 781 N. lee Street, Suite 312. Alexandria, VA 22314. lf-.m-ISJI!Iumbetis-ifiH.1MdHltn _____ 06/01/l013byALSC January 24,2014 •• MiTek· 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95610 Job Truss 13-92451 A64G Madera Component Systems, Inc, Phoenix, AZ 85043 !;-6-9 !;-6-9 Truss Type •GABLE 9-2-12 3-8-3 c Scale= 1:30.3 CONN. OF GABLE STUDS BY OTHERS. 5x6 = 5x6 ~ 12 11 10 9 7 3x4 c:c 3x8 = 9-2-12 18-5-8 9212 --9-212 LOADING (psi) SPACING 2-0-0 CSI DEFL in (loc) 1/defl lJd PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.15 Vert(LL) n/a -n/a 999 MT20 185/148 TCDL 12.0 Lumber Increase 1.25 BC 0.24 Vert(TL) n/a -nla 999 BCLL 0.0 • Rep Stress lncr YES WB 0.22 Horz(TL) 0.01 9 nla n/a BCDL 10.0 Code IBC2009/TP12007 (Matrix) Weight: 921b FT=O% LUMBER TOP CHORD 2x6 DF SS OBOTCHORD EBS THERS 2x4 DF No.1 &Btr G 2x4 HF/SPF Stud/STD 2x4 SPF Utility BRACING TOP CHORD BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc pu~ins. Rigid ceiling directly applied or 5-3-2 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS All bearings 18-5-8. (lb)-Max Horz 1=32(LC 23) Max Uplift All uplift1 00 lb or less at joint(s) 11, 7 except 1 =-561(LC 25), 5=-562(LC 26), 9=-146(LC 25) Max Grav All reactions 250 lb or less at joint(s) 10, 11, 12, 8, 7, 6 except 1 =776(LC 37), 5=776(LC 36), 9=859(LC 14) FORCES (lb)-Max. Comp./Max. Ten.-All forces 250 (lb) or less except when shown. TOP CHORD 1-24=-1848/1736, 2-24=-1325/1181, 2-25=-87 4/1 040, 3-25=-686/876, 3-26=-675/792, 4-26=-915/1 092, 4-27=-1343/1204, 5-27=-1872/1759 BOT CHORD 1-12=-1648/1741, 11-12=-980/1140, 10-11=-716/900, 9-10=-500/660, 8-9=-485/679, 7-8=-721/919, 6-7=-965/1159, 5-6=-1633/1760 WEBS 2-9=-522/319, 3-9=-442/206, 4-9=-541/327 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph (3-second gust); TCDL=7.2psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=2fl; Cat. II; Exp C; enclosed; MWFRS (all heights) and C-C Corner(3) 0-2-4 to 3-2-4, Exterior(2) 3-2-4 to 9-2-12, Corner(3) 9-2-12 to 12-2-12 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs 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. 4) Gable requires continuous bottom chord bearing. 5) Gable studs spaced at 1-4-0 oc. 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 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) A plate rating reduction of 20% has been applied for the green lumber members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 11, 7 except (jt=lb) 1=561,5=562,9=146. 10) This truss has been designed for a total drag load of 180 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 18-5-8 for 180.0 plf. 11) "Semi-rigid pitch breaks including heels" Member end fixity model was used in the analysis and design of this truss. 12) This truss does not include any time dependant deformation for long term loading (creep) in the total load deflection. The building designer shall verify that this parameter fits with the intended use of this component. .A lfARNIMI -Verify design pMMtl!ts alld REAb NOTES ON JJIISAND It«l.VDED HITEKREFERE/<a PAGE ltlll-141l reL02!:W201.3 BEFORE USE -- i Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. - January 24,2014 I Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer. Bracing shown fabrication, quality controL storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSIBulcling Component I 7777 Greenback Lane, Suite 109 :.r~~~~:~~~~~~~~ ~~~~v~~~f~7~c~n~~T~:so~~~~~~ ~t~~~~~ai~ tt~~~~;~:;n~~~~~n~, t~~~u~~d~~~b~i~i~~~~.9~~~~~~~~~fdt~~~:sre~r;::~:~ici of the ' MiTek ~ Safety lnformaHon available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 2231-4. l em H · hts CA 95610 ____ _lf~Plni>ISI>}Iuml>Hh_ihd,_dti~F_..., __ 06/01/1013byA!SC _____________ . us eog • ' Job Truss 13-92452 A70 Madera Component Systems, Inc, Phoenix, AZ 85043 c 5-3-8 5-3-8 5-3-8 5-3-8 Plate Offsets CX.Yl: [1 :0-4-3,0-1-81. [5:0-4-3,0-1-81 LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 12.0 Lumber Increase 1.25 BCLL 0.0 ' Rep Stress lncr NO BCDL 10.0 Code IBC2009/TPI2007 LUMBER Truss Type COMMON TRUSS 3x8 6-2-12 2-11-4 6-2-12 2-11-4 CSI TC 0.53 BC 0.78 WB 0.59 (Matrix) Scale= 1:27.0 4x6 7x8 = 3x8 3x10 "" 11-2-0 16-3-8 1~!2~ 2-11-4 5-1-8 DEFL in (loc) 1/defl Ud PLATES GRIP Vert(LL) -0.13 6-7 >999 240 MT20 185/148 Vert(TL) -0.26 6-7 >740 180 Horz(TL) 0.06 5 n/a n/a Weight: 145 lb FT=O% OTOPCHORD OTCHORD EBS 2x4 DF No.1&Btr G 2x6 DF SS BRACING TOP CHORD BOT CHORD Structural wood sheathing directly applied or 3-9-15 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. 2x4 HF/SPF Stud/Std 'Except' W3: 2x4 DF No.1 &Btr G REACTIONS (lb/size) 1=4576/0-5-8 (min. 0-2-10), 5=4576/0-3-8 (min. 0-2-10) Max Horz 1=-212(LC 23) Max Uplift1=-480(LC 31), 5=-480(LC 32) Max Grav 1=4902(LC 12), 5=4902(LC 11) FORCES (lb)-Max. Comp./Max. Ten.-All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-11021/1351, 2-3=-7716/645, 3-4=-7720/650, 4-5=-11120/1366 BOT CHORD 1-9=-1283/10484, 8-9=-1283/10484, 7-8=-1283/10484, 6-7=-1248/10546, 6-10=-1248/10546, 5-10=-1248/10546 WEBS 3-7=-152/4421, 4-7=-3092/173, 4-6=-44/2174, 2-7=-2976/168, 2-8=-41/2137 NOTES 1) 2-ply truss to be connected together with 10d (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 staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc, 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) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-05; 85mph; TCDL=7.2psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; enclosed; MWFRS (all heights); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 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 2-0-0 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Gt=lb) 1 =480, 5=480. 9) This truss has been designed for a total drag load of 2000 lb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 2-0-0 for 1000.0 pit. 10) This truss has been designed for a total drag load of 2000 lb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 14-5-8 to 16-5-8 for 1000.0 plf. 11) "Semi-rigid pitch breaks including heels" Member end fixity model was used in the analysis and design of this truss. 12) This truss does not include any time dependant deformation for long term loading (creep) in the total load deflection. The building designer shall verify that this parameter fits with the intended use of this component. ~ndard A WARNIN:i-Varify design paramo12rs and READ llJTES ON THIS ANI) INClUDED HITEKREFEREN::f PAGE HII-14731nl/l9/l0l4 /JffOIIEUSf 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 parameters 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/TPil Quality Criteria, DSI-89 and 8CSI8uUdlng Component Safety Information available from Truss Plate Institute, 781 N. Lee Street. Suite 312, Alexandria, VA 22314. lf5ou1Mm-ISP}Iuml>tiis_.,ifl<od,_dtilp_arama .. -,..06/01/201lb'(A.UC=c::_ ________ _ March 5,2014 l.i. I MiTek' 1 7777 Greenback Lane, Suite 109 ! Citrus Heights, CA. 95610 -------------------------------------~~-~~---~---- Job Truss Truss Type COMMON TRUSS 13-92452 A70 Madera Component Systems, Inc, Phoenix, /lZ 85043 O,OAD CASE(S) Standard ) Dead +Roof Live {balanced): Lumber lncrease=1.25, Plate lncrease=1 ~25 Uniform Loads (plf) c Vert: 1-3=-64, 3-5=-64, 1-5=-505(F=-485) A WARNINJ -Verifr de•ign parame "'" and READ N:J Tf.S ON 1!/IS AND Ita.UDED HITf.K /I.EFEREN::f PAGE HII-1413 re• 1/19/1014 BEFORHISE. 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 parameters 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/TPil Quality C~te~a. DSB-89 and BCSI BuDding Component Safety Information available from Truss Plate Institute, 781 N.lee Street, Suite 312, Alexandria, VA 22314~ lf-..,PIMISP}IumiNI<I&ip<K-.m_.., ___ .. _tl""06/IIlf2013byALK Mii' MiTek' 7777 Greenback Lane, Suite 109 Citrus Heights, CA. 95610 Truss Job 113-92451 Truss Type QUEENPOST R41291162 A72 Madera Component Systems, Inc, Phoenix, AZ 85043 c Scale = 1 :27.5 4x5 = 4 8 3x4 = 3x8 = 3x4 = 8-2-12 16-3-8 16 8 8-2-12 8-Q-12 0-2-0 LOADING (psf) SPACING 2-0-0 CSI I DEFL in (loc) 1/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.27 Vert(LL) -0.08 6-8 >999 240 MT20 185/148 TCDL 12.0 Lumber Increase 1.25 BC 0.46 Vert(TL) -0.18 6-8 >999 180 BCLL 0.0 * Rep Stress lncr YES WB 0.35 Horz(TL) 0.03 6 nla n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix) Weight: 571b FT=O% LUMBER TOP CHORD 2x4 OF No.1 &Btr G BOT CHORD OEBS 2x4 OF No.1 &Btr G 2x4 HF/SPF Stud/STD BRACING TOP CHORD BOT CHORD Structural wood sheathing directly applied or 5-1-8 oc pur1ins. Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 2=683/0-5-8 (min. 0-1-8), 6=681/0-3-8 (min. 0-1-8) Max Horz 2=-29(LC 7) Max Uplift2=-25(LC 9), 6=-25(LC 9) FORCES (lb)-Max. Comp./Max. Ten.-All forces 250 (lb) or less except when shown. TOP CHORD 2-9=-1446/150, 9-10=-1400/161, 3-10=-1344/163, 3-4=-1132/108, 4-5=-1133/108, 5-11=-1354/165, 11-12=-1409/163, 6-12=-1456/151 BOT CHORD 2-8=-115/1328, 6-8=-115/1340 WEBS 3-8=-370/126, 4-8=-34/626, 5-8=-383/128 NOTES 1) Unbalanced roof live loads have been considered for this design. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. 2) Wind: ASCE 7-05; 85mph (3-second gust); TCDL=7.2psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; enclosed; MWFRS (all heights) and C-C Exterior(2) -0-0-13 to 2-11-3, lnterior(1) 2-11-3 to 8-2-12, Exterior(2) 8-2-12 to 11-2-12 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss 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 rectangle 3-6-0 tall by 2-0-0 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 6. 7) "Semi-rigid pitch breaks including heels" Member end fixity model was used in the analysis and design of this truss. 8) This truss does not include any time dependant deformation for long term loading (creep) in the total load deflection. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard January 24,2014 A lfARNl'Mi ·Verify design ,.,_ell!n M1 READ KITES ON THIS AND 1Na.UDED HITEIC REFEREIC£ PAGE HII-1413 1n 02!26no13 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 parameters 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/TPI1 Quality Criteria, D$8-89 and ICSIIuUdlng Component Safety lnlormaHon available from Truss Plate Institute, 781 N. Lee Street. Suite 312. Alexandria, VA 22314. •• MiTek· 7777 Greenback Lane, Suite 109 Citrus Heights, CA. 95610 I I lf-.m-fSP}Ivml>efis-mH,1Mdtilp-ant---06/01/201ll>yAUC-'---------------~ ____ _L _______________ ~ Job Truss Truss Type GABLE Ocean St. Residences, 1J..924, dAk R41291163 13-92451 A74G Madera Component Systems, Inc, Phoenix, I>Z 85043 c 5-7-5 8-2-12 5-7-5 2-7-7 Scale = 1 :27.0 CONN. OF GABLE STUDS BY OTHERS. 5x6 = 4.00 li2 2x4 ~ \~~1 ~~----~~~----~~----~~~----~~~ o ~~~~~~~~~~~~~~~~~~~~~~~~-G"~,~'~,~~L-~L-~~'~'~'~~~'~'~'~v~/~"~'~'/~>~"~·~~_w~~~~~L-~~~~~~~~~ 5x6 ~ 10 9 8 6 3x4 ~ 3x8 = 8-2-12 16-5-8 8 2 12 --8-212 - LOADING (psf) I SPACING 2-0-0 CSI DEFL in (loc) 1/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.13 Vert(LL) n/a -nla 999 MT20 185/148 TCDL 12.0 Lumber Increase 1.25 BC 0.20 Vert(TL) n/a -nla 999 BCLL 0.0 * I Rep Stress I ncr YES WB 0.15 Horz(TL) 0.01 8 nla n/a BCDL 10.0 Code IBC2009/TP12007 (Matrix) Weight: 771b FT=O% LUMBER TOP CHORD OBOTCHORD EBS THERS 2x6 DF SS 2x4 DF No.1&Btr G 2x4 HF/SPF Stud/STD 2x4 SPF Utility BRACING TOP CHORD BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 5-6-13 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer 1 Installation guide. REACTIONS All bearings 16-5-8. (lb)-Max Horz 1=-28(LC 21) Max Uplift All uplift 100 lb or less atjoint(s) except 1=-499(LC 25), 5=-499(LC 26), 8~116(LC 26) Max Grav All reactions 250 lb or less atjoint(s) 9, 10, 7, 6 except 1=704(LC 37), 5=704(LC 36), 8=761(LC 13) FORCES (lb)-Max. Comp./Max. Ten.-All forces 250 (lb) or less except when shown. TOP CHORD 1-17=-1600/1538, 2-17=-1079/982, 2-3=-636/783, 3-4=-621/783, 4-18=-1079/992, 5-18=-1600/1547 BOT CHORD 1-10=-1466/1502, 9-10=-738/847, 8-9=-498/559, 7-8=-498/559, 6-7=-738/847, 5-6=-1466/1502 WEBS 2-8=-447/287, 3-8=-275/120, 4-8=-447/280 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph (3-second gust); TCDL=7.2psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=2ft; Cat. II; Exp C; enclosed; MWFRS (all heights) and C-C Comer(3) 0-2-4 to 3-2-4, Exterior(2) 3-2-4 to 8-2-12, Corner(3) 8-2-12 to 11-1-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSIITPI 1. 4) Gable requires continuous bottom chord bearing. 5) Gable studs spaced at 1-4-0 oc. 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 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) A plate rating reduction of 20% has been applied for the green lumber members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 499 lb uplift at joint 1, 499 lb uplift at joint 5 and 116 lb uplift at joint 8. 10) This truss has been designed for a total drag load of 180 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 16-5-8 for 180.0 plf. 11) "Semi-rigid pitch breaks including heels" Member end fixity model was used in the analysis and design of this truss. 12) This truss does not include any time dependant deformation for long term loading (creep) in the total load deflection. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard £. WARNING -Verify dtiign pi~m~~ell!ll and READ NJT£S ON THIS AND Iti:LIJDED HITEK REFEREta PAGE HII-1413 tn 0211'12013 BEFORE USE 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 parameters 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/TPil Quality Criteria, DSI-89 and BCSIBuUdlng Component Safety Information available from Truss Plate Institute. 781 N.lee Street, Suite 312. Alexandria, VA 22314. I!Sot.nMmi'NISP)Iuml>aris_mH._dtilp ___ --06/01/:lOUbyA!SC January 24,2014 7777 Greenback Lane, Suite 109 Citrus Heights, CA. 95610 Job Truss 13-92451 ABO Madera Component Systems, Inc, Phoenix, i>Z 85043 c 3x4 = LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 12.0 Lumber Increase 1.25 BCLL 0.0. Rep Stress lncr YES BCDL 10.0 Code IBC2009/TPI2007 Truss Type FINK 9-7-12 9-7-12 9-7-12 9-7 12 CSI TC 0.37 BC 0.49 WB 0.33 (Matrix) 5x6 = Scale = 1:25.5 2x4 II 12-~ 3 1-4 DEFL in (loc) 1/defl Ud PLATES GRIP Vert(LL) -0.17 1-5 >880 240 MT20 185/148 Vert(TL) -0.36 1-5 >412 180 Horz(TL) 0.01 4 n/a n/a Weight: 551b FT=O% LUMBER TOP CHORD 2x6 DF SS *Except* 2-3: 2x4 DF No.1&BtrG 2x4 DF No.1&Btr G BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. O OTCHORD EBS BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 2x4 HF/SPF Stud/STD MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer REACTIONS (lb/size) 1=523/0-3-8 (min. 0-1-8), 4=523/0-3-8 (min. 0-1-8) Max Horz 1=102(LC 8) Max Uplift1=-16(LC 9), 4=-19(LC 9) FORCES (lb)-Max. Comp./Max. Ten.-All forces 250 (lb) or less except when shown. TOP CHORD 1-6=-541/127, 6-7=-463/134, 2-7=-417/160, 2-3=-449/176, 3-4=-565/230 BOT CHORD 1-5=-195/434 WEBS 3-5=-209/592 NOTES 1) Unbalanced roof live loads have been considered for this design. In tallati n 2) Wind: ASCE 7-05; 85mph (3-second gust); TCDL=7.2psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=2ft; Cat. II; Exp C; enclosed; MWFRS (all heights) and C-C Corner(3) 0-1-12 to 3-1-12, Exterior(2) 3-1-12 to 9-7-12, Corner(3) 9-7-12 to 12-7-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=.1.60 3) This truss 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 rectangle 3-6-0 tall by 2-0-0 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 161b uplift at joint 1 and 191b uplift at joint 4. 7) "Semi-rigid pitch breaks including heels" Member end fixity model was used in the analysis and design of this truss. 8) This truss does not include any time dependant deformation for long term loading (creep) in the total load deflection. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard A. JIMRNIMi -Verifr desifll pariiH•/1 illd REA/) ICJ rES ON THIS AND ltiJ.Uf)fD Himc REFEREM:E PAGE Hll-1413 ter. 02!2 6/2013 BEFORE liSE 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 parameters 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/TPil Quality Criteria, DSB·89 and BCSI Buldlng Component Safety lnformaHon available from Truss Plate Institute, 781 N.lee Street, Suite 312. Alexandria, VA 22314. lf--.P~~wtSP!Iumltefb-ii!H.madtilp_..., ___ 06/0l/2013tr;~. January 24,2014 .IIIIi' I MiTek' I 7777 Greenback Lane, Suite 109 I Citrus Heights, CA, 95610 ~~~~__j Job Truss Truss Type Ocean St. Residences, 13-924, dAk R41291165 13-92451 A84G GABLE Madera Component Systems, Inc, Phoenix, AZ. 85043 6-0-2 9-7-12 6-0-2 3-7-10 c Scale: 3/8"=1' CONN. OF GABLE STUDS BY OTHERS. 5x6 = 4.00 [12 j~~~+-~----------~----~--~~------~~P+~------~~--~~--~-----------=-7--~ 0 k-~~----------------------------------------------------------------------------------------------------------------~~~ 3x8 = 5x8 c::c 9-7-12 19-3-8 9-7-12 9-7-12 Plate Offsets IX Yl' [1·0-4 0 0 2 91 rs·0-4-0 0 2 91 ----- LOADING (psf) SPACING 2-0-0 CSI I DEFL in (loc) 1/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.18 Vert(LL) -0.13 1-6 >999 240 MT20 185/148 TCDL 12.0 Lumber Increase 1.25 BC 0.61 i Vert(TL) -0.29 1-6 >787 180 BCLL 0.0. Rep Stress lncr YES WB 0.33 Horz(TL) 0.04 5 n/a nla BCDL 10.0 Code IBC2009/TPI2007 (Matrix) Weight: 961b FT=O% LUMBER TOP CHORD Q OTCHORD EBS OTHERS 2x6DF SS 2x4 OF No.1&Btr G 2x4 HF/SPF Stud/STD 2x4 SPF Utility BRACING TOP CHORD BOT CHORD Structural wood sheathing directly applied or 4-5-12 oc purlins. Rigid ceiling directly applied or 4-6-4 oc bracing. REACTIONS (lb/size) 1=791/0-5-8 (min. 0-1-8), 5=791/0-5-8 (min. 0-1-8) Max Horz 1=33(LC 8) Max Uplift 1=-595(LC 25), 5=-595(LC 26) Max Grav 1=1360(LC 14), 5=1360(LC 13) FORCES (lb)-Max. Comp./Max. Ten.-All forces 250 (lb) or less except when shown. TOP CHORD 1-25=-3435/2243, 2-25=-2920/1674, 2-26=-2021/998, 3-26=-1731/731, 3-27=-1731/766, 4-27=-2021/1014, 4-28=-2920/1699, 5-28=-3435/2255 BOT CHORD 1-6=-2097/3315, 5-6=-2091/3315 WEBS 2-6=-497/287, 3-6=-84/593, 4-6=-497/281 NOTES 1) Unbalanced roof live loads have been considered for this design. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer lnstallat' n 2) Wind: ASCE 7-05; 85mph (3-second gust); TCDL=7.2psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=2ft; Cat. II; Exp C; enclosed; MWFRS (all heights) and C-C Comer(3) 0-2-12 to 3-2-12, Exterior(2) 3-2-12 to 9-7-12, Corner(3) 9-7-12 to 12-7-12 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs 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. 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 2-0-0 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 595 lb uplift at joint 1 and 595 lb uplift at jointS. 9) This truss has been designed for a total drag load of 180 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 19-3-8 for 180.0 plf. 10) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 11) This truss does not include any time dependant deformation for long term loading (creep) in the total load deflection. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard I~ 0 January 24,2014 A lfARNIM; -Verifrdesign pmmelln IIJid READ IK)T£SON THISAMIItaflfJED HITEKREFERENCE PAGE Hll-1413 rer. 02126/2013 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 parameters 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/TPil QuaiHy Criteria, DS8~89 and 8CSI8uldlng Component I MiTek· 7777 Greenback Lane, Suite 109 ~--------------lc__c_itr_us_H_eights, CA. 95610 Safety Information available from Truss Plate Institute, 781 N.lee Street. Suite 312. Alexandria, VA 22314. lf-!'m.ISP)tumbHi<_.m.d.tn.dtiip-...,tltosa--06/01/lOUby.MSC Job Truss 13-92451 A90 Madera Component Systems, Inc, Phoenix, I>Z. 85043 c 3x4 = Plate Offsets (X,Y): [2:0-2-9,Edgel LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 12.0 Lumber Increase 1.25 BCLL 0.0. Rep Stress lncr YES BCDL 10.0 Code IBC2009/TPI2007 Truss Type MONO TRUSS 5-9-9 5-9-9 CSI TC BC WB 0.68 0.51 0.19 (Matrix) 9-6-8 9-6-8 I DEFL in (loc) Vert(LL) -0.20 2-5 Vert(TL) -0.40 2-5 I Horz(TL) 0.01 5 1/defl Ud >563 240 >273 180 n/a n/a 2x4 II 4 3x6 = PLATES MT20 Weight: 351b Scale = 1:22.6 GRIP 185/148 FT=O% LUMBER TOP CHORD O OTCHORD EBS 2x4 OF No.1 &Btr G 2x4 OF No.1&Btr G 2x4 HF/SPF Stud/STD BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD 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 with Stabilizer Installation uide. REACTIONS (lb/size) 2=392/0-5-8 (min. 0-1-8), 5=385/0-3-8 (min. 0-1-8) Max Harz 2=112(LC 6) Max Uplift2=-12(LC 9), 5=-16(LC 9) FORCES (lb)-Max. Comp./Max. Ten.-All forces 250 (lb) or less except when shown. TOP CHORD 2-6=-529/112, 6-7=-483/114, 3-7=-437/127 BOT CHORD 2-5=-208/468 WEBS 3-5=-490/205 NOTES 1) Wind: ASCE 7-05; 85mph (3-second gust); TCDL=7.2psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; enclosed; MWFRS (all heights) and C-C Exterior(2) -0-0-13to 2-11-3, lnterior(1) 2-11-3 to 9-4-12 zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 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 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 121b uplift atjoint2 and 161b uplift at joint 5. 6) "Semi-rigid pitch breaks including heels" Member end fixity model was used in the analysis and design of this truss. 7) This truss does not include any time dependant deformation for long term loading (creep) in the total load deflection. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard A WARN.ft.G -Verify d1uign pMHNIItJ Md IIEAlJ KITES ON THIS AND INCLUDED HITEK MFEREta PAGE Hll-141311!11. OJ/26/2013 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 parameters 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/TPil Qualtty Criteria, DSB-89 and BCSI BuRdlng Component Safety lnformaHon available from Truss Plate Institute, 781 N.lee Street, Suite 312, Alexandria, VA 22314. lf-ll!ntoiSP)iumi>e<ls_ihd._dti!F _____ 0&/01/2013byALSC January 24,2014 •• MiTek' 7777 Greenback Lane, Suite 109 Citrus Heights, CA. 95610 Job Truss Truss Type GABLE Ocean St. Residences, 13-924, dAk 13-92451 A92G Madera Component Systems, Inc, Phoenix, />Z. 85043 c 5-8-12 5-8-12 CONN. OF GABLE STUDS BY OTHERS. 5x6 :c:- LOADING (psi) SPACING 2-0-0 CSI TCLL 20.0 Plates Increase 1.25 TC 0.19 TCDL 12.0 Lumber Increase 1.25 BC 0.26 BCLL 0.0 * Rep Stress lncr YES WB 0.20 BCDL 10.0 Code IBC2009fTPI2007 (Matrix) LUMBER 4.00 li2 5 DEFL in (loc) 1/defl Vert(LL) n/a -n/a Vert(TL) n/a -n/a Horz(TL) -0.01 4 nla Ud 999 999 nla 2x4 II 3 4 3x4 = PLATES MT20 Weight: 491b R41291167 Scale = 1 :22.4 GRIP 185/148 FT=O% TOP CHORD 2x6 OF SS BOT CHORD 2x4 OF No.1&Btr G 2x4 HF/SPF Stud/STD 2x4 SPF Utility BRACING TOP CHORD Structural wood sheathing directly applied or 5-9-9 oc purlins, except end verticals. OEBS THERS BOT CHORD Rigid ceiling directly applied or 4-9-7 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS All bearings 9-6-8. (lb)-Max Horz 1=109(LC 20) Max Uplift All uplift100 lb or less atjoint(s) 4, 6 except1=-590(LC 25) Max Grav All reactions 250 lb or less atjoint(s) 5, 6, 7 except1=872(LC 14), 4=317(LC 13) FORCES (lb)-Max. Comp./Max. Ten.-All forces 250 (lb) or less except when shown. TOP CHORD 1-13=-2119/1864, 2-13=-1600/1308, 2-14=-828/759, 3-14=-616/582 BOT CHORD 1-7=-1978/1994, 6-7=-1254/1343, 5-6~990/1103, 4-5=-774/863 WEBS 2-4=-526/394 NOTES 1) Wind: ASCE 7-05; 85mph (3-second gust); TCDL=7.2psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=2ft; Cat. II; Exp C; enclosed; MWFRS (all heights) and C-C Corner(3) 0-2-4to 3-2-4, Exterior(2) 3-2-4to 9-4-12 zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSifTPI 1. 3) Gable requires continuous bottom chord bearing. 4) Gable studs spaced at 1-4-0 oc. 5) This truss has been designed for a 1 0.0 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 2-0-0 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4, 6 except ut=lb) 1=590. 9) This truss has been designed for a total drag load of 180 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 9-6-8 for 180.0 plf. 10) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 11) This truss does not include any time dependant deformation for long term loading (creep) in the total load deflection. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard A. WARN.I'Mi -Verify design p~lln and READ NOTES ON THIS AND ItaUDED HI1£K REFER.Eta PAGE HII-141ltn 0212'/2013 BEFORE liSE Design vaHd for use only with Milek: connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters 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/TPil Quality CJfteria, DSB-89 and BCSI Building Component Safety lnlormaHon available from Truss Plate Institute, 781 N.lee Street, Suite 312. Alexandria, VA 22314. H-....Pk!eiSPI_b.,_-. _dtilp_....,-. -.:tM06/0l/.W13byAUC January 24,2014 •• MiTek· 7777 Greenback lane, Suite 109 Citrus Heights. CA, 95610 .Job Truss Truss Type Ocean St. Residences, 13-924, dAk 13-924S1 A94 Madera Component Systems, Inc, Phoenix, I>Z. 85043 c 3x4 = Plate Offsets IX Yl' r2·0 2 13 Edael -- LOADING (psf) SPACING 2-0-{J TCLL 20.0 Plates Increase 1.25 TCDL 12.0 Lumber Increase 1.25 BCLL 0.0. Rep Stress lncr YES BCDL 10.0 Code IBC2009/TP12007 MONO TRUSS 5-9-9 5-9-9 9-6-8 9-6-8 CSI TC 0.67 BC 0.51 WB 0.17 (Matrix) R41291168 3-8-15 2-2-4 5 Scale = 1 :25.2 3x6 = I DEFL in (loc) 1/defl Ud PLATES GRIP I Vert(LL) -{).20 2-6 >563 240 MT20 185/148 Vert(TL) -0.41 2-6 >271 180 Horz(TL) 0.00 6 n/a n/a i Weight: 381b FT=O% LUMBER TOP CHORD C~OTCHORD NEBS 2x4 DF No.1&Btr G 2x4 DF No.1&Btr G 2x4 HF/SPF Stud/STD BRACING TOP CHORD Structural wood sheathing directly applied or 6-{J-0 oc pu~ins, except end verticals. BOT CHORD Rigid ceiling directly applied or 1 0-0-{J oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS (lb/size) 2=373/0-5-8 (min. 0-1-8), 6=553/0-3-8 (min. 0-1-8) Max Horz 2=139(LC 6) Max Uplifi6=-107(LC 9) FORCES (lb)-Max. Comp./Max. Ten.-All forces 250 (lb) or less except when shown. TOP CHORD 2-7=-458/3, 3-7=-412/27, 4-6=-264/187 BOT CHORD 2-6=-120/400 WEBS 3-6=-433/120 NOTES 1) Wind: ASCE 7-05; 85mph (3-second gust); TCDL=7.2psf; BCDL=6.0psf; h=25fl; B=45fl; L=24fl; eave=4fl; Cat. II; Exp C; enclosed; MWFRS (all heights) and C-C Exterior(2) -{)-{)-13 to 2-11-3, lnterior(1) 2-11-3 to 11-8-12 zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 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 20.0psf on the bottom chord in all areas where a rectangle 3-6-{) tall by 2-{J-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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Gt=lb) 6=1 07. 6) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 7) This truss does not include any time dependant deformation for long term loading (creep) in the total load deflection. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard A. WARNIMi -Vl!rifr deJigll pll'lllltll!rulld READ H::JT£S ON THIS AND It«l.UDED HI7EK REFEREla PAGE HII-1413 111. 02/26/2013 BEFORE liSE Design valid for use only With Milek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters 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/TPI1 Quality Criteria, DSB-89 and BCSI BuUdlng Component Safety lnformaHon available from Truss Plate Institute, 781 N.lee Street, Suite 312, Alexandria, VA 22314. lfSoWttoml'lneiSP)Iumloe<is_.ihd,_dMlp _____ 06/01/.1013byALSC January 24,2014 Mli' MiTek' 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95610 Job Truss 13-92451 A96G Madera Component Systems, Inc, Phoenix, f>Z 85043 !>-1-8 !>-1-8 Truss Type I GABLE 9-6-8 4-5-0 c Scale: 3/8"= 1' 3x4 ~ Plate Offsets IX.Yl: LOADING (psf) TCLL 20.0 TCDL 12.0 BCLL 0.0 • BCDL 10.0 LUMBER CONN. OF GABLE STUDS BY OTHERS. 16 15 2x4 II !>-1-8 !>-1-8 [5:0-2-0,Edgel SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress lncr YES Code IBC2009/TPI2007 14 9-6-8 4-5-0 CSI TC 0.14 BC 0.19 WB 0.32 (Matrix) 5x6 = 13 11 10 9 3x4 =4x6 5x6 = 13-11-0 18-4-12 4-4-8 4-!>-12 DEFL in (loc) 1/defl Ud PLATES GRIP Vert(LL) n/a n/a 999 MT20 185/148 Vert(TL) n/a nla 999 Horz(TL) 0.00 14 n/a n/a Weight: 1021b FT=O% CT.OPCHORD BOT CHORD 2x6 DF SS 2x4 DF No.1&Btr G 'Except' 3-13: 2x4 HF/SPF Stud/STD 2x4 HF/SPF Stud/STD BRACING TOP CHORD BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc pu~ins. Rigid ceiling directly applied or 6-0-0 oc bracing, Except: 10-0-0 oc bracing: 12-13,10-11. WEBS OTHERS 2x4 SPF Utility REACTIONS All bearings 18-4-12. (lb)-Max Horz 1=56(LC 17) , MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. Max Uplift All uplift100 lb or less atjoint(s) 7 except 1=-375(LC 25), 5=-701(LC 26), 12=-493(LC 25), 8=-287(LC 26), 15=-476(LC 25), 13=-241(LC 26) Max Grav All reactions 250 lb or less atjoint(s) 10, 11, 14, 16, 9, 7, 6 except 1=538(LC 14), 5=860(LC 36), 12=745(LC 14), 8=435(LC 13), 15=706(LC 14), 13=287(LC 35) FORCES (lb)-Max. Comp./Max. Ten.-All forces 250 (lb) or less except when shown. TOP CHORD 1-29~1220/1158, 2-29=-638/602, 2-30=-879/821 , 3-4=-434/484, 4-31 =-4 72/487, 5-31~1150/1085 BOT CHORD 1-16=-1127/1117, 15-16=-477/503, 14-15=-236/263, 13-14=-548/573, 11-12=-339/437, 9-10=-362/460, 8-9=-490/602, 7-8=-393/421' 6-7=-645/689, 5-6=-1056/1087 WEBS 2-15=-724/474, 2-13=-619/607, 4-12=-726/586, 4-8=-590/456 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph (3-second gust); TCDL=7.2psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; enclosed; MWFRS (all heights) and C-C Exterior(2) 0-2-4 to 3-2-4, lnterior(1) 3-2-4 to 11-9-8, Exterior(2) 11-9-8 to 14-9-8 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs 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. 4) Gable requires continuous bottom chord bearing. 5) Gable studs spaced at 1-4-0 oc. 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 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) A plate rating reduction of 20% has been applied for the green lumber members. 9) Bearing at joint(s) 12 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 7 except Gt=lb) 1=375,5=701, 12=493,8=287, 15=476, 13=241. 11) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 5, 8, 10, 11, 9, 7, 6. "' I:!: 0 January 24,2014 A WARNING -verity design pmtull!rs and IIEAD "'TES ON THIS AND It«J.liDED HITEIC II.EFEREta PAGE HII-1413 In 02!2612013 BEFORE fiSE 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 parameters 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/TPil Quality Criteria, DSI-89 and ICSIIuAdlng Component Safety lnformaHon available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. lfSout11eml'lneiSPI!umbtrn--. -dtiltn-.... -.. -w06f01/lOtlbyAI.st •• MiTek' 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95610 Job Truss Truss Type R41291169 13-92451 A96G GABLE Madera Component Systems, Inc, Phoenix, />Z 85043 7.350 s Sep 27 2012 MiTek Industries, Inc. Fri Jan 24 08:43:42 2014 Page 2 ID:Ivw_NjRjdnG_faLqdZq_yjy65C3-UJMU6Z8?r8DyXj26LPiwdOK50xu1HrYDgrAGWmzsA7? COTES ;2) This truss has been designed for a total drag load of 180 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 18-4-12 for 180.0 plf. 13) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 14) This truss does not include any time dependant deformation for long term loading (creep) in the total load deflection. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard .... WARNIMO -Verify de1i§ll par1J11t llrs Mid READ ICITES ON THIS AM> Il«l.IIDfD HITEK REFEREta PAGE llfll-1413 te r. 02/2&12013 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. Applicability of design parameters 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 I 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/TPI1 Qualtty Criteria, DSB-89 and ICSIBuldlng Component Safety lnformaHon available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. _" ___ lf _____ -_ _,ISPlc___-_luml>ef __ n __ _.__-. _ _c__tM_dtilp--'"----------·------06--'/_0l/_._.W_1_3_by_._AI.SC ___ ~. •• MiTek· 7777 Greenback Lane, Suite 109 Citrus Heights, CA. 95610 Job Truss Truss Type FINK R41291170 13-92451 801 Madera Component Systems, Inc, Phoenix, I>Z. 85043 0 Scale= 1:38.7 4x5 = 4.00 [12 I I .,1 j~ ~¥-------------------------~~--------------------~r---------------------------------------~~ 6 9 3x4 = 5x6 = 3x8 = 3x4 ~ 7-0-8 12-5-12 23-0-8 7-0-8 5-5-4 10-6-12 Plate Offsets CX.Yl: [6:0-4-2.0-1-BJ. [9:0-3-0,0-3-01 LOADING (psf) TCLL 20.0 TCDL 12.0 CSI TC 0.34 BC 0.50 DEFL in (loc) 1/defl Ud I PLATES GRIP Vert(LL) -0.23 6-8 >532 240 MT20 185/148 Vert(TL) -0.47 6-8 >260 180 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 BCLL 0.0 ' Rep Stress lncr YES Horz(TL) 0.01 8 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 WB 0.57 (Matrix) I Weight: 851b FT=O% LUMBER -TOP CHORD r ''30TCHORD VEBS 2x4 DF No.1&Btr G 2x4 DF No.1&Btr G 2x4 HF/SPF Stud/STD BRACING TOP CHORD BOT CHORD REACTIONS (lb/size) 2=368/0-5-8 (min. 0-1-8), 8=1288/0-3-8 (min. 0-1-8), 6=255/0-5-8 (min. 0-1-8) Max Horz 2=41(LC 8) Max Uplift2=-11(LC 9), 8=-51(LC 9), 6=-7(LC 9) Max Grav 2=402(LC 13), 8=1288(LC 1 ), 6=304(LC 14) FORCES (lb)-Max. Comp./Max. Ten.-All forces 250 (lb) or less except when shown. TOP CHORD 2-1 0=-533/25, 3-1 0=-4 70/44, 3-11 =-18/335, 4-11 =-6/417. 4-12=-40/583, 5-12=-55/4 76, 6-13=-286/132 BOT CHORD 2-9=0/444, 8-9=0/444 WEBS 4-8=-565/104, 5-8=-654/174, 3-8=-789/100 NOTES 1) Unbalanced roof live loads have been considered for this design. Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. 2) Wind: ASCE 7-05; 85mph (3-second gust); TCDL=7.2psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; enclosed; MWFRS (all heights) and C-C Exterior(2) -0-0-13 to 2-11-3, lnterior(1) 2-11-3 to 11-6-4, Exterior(2) 11-6-4 to 14-6-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss 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 rectangle 3-6-0 tall by 2-0-0 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 8, 6. 7) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 8) This truss does not include any time dependant deformation for long term loading (creep) in the total load deflection. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard "' ]";' "" 6 January 24,2014 A, WARNING -Verify dtuign ,.mtellrS and READ N'J1£S ON THIS AND Il'll.UIJEll /lfl1EK REFEREta PAGE lfll-1413 1n 0211612013 BEFORE USE r.di" 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 parameters 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 l 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/11'11 Quality Criteria, DSB-89 and BCSI BuDding Component Safety Information available from Truss Plate Institute. 781 N. Lee Street. Suite 312. Alexandria, VA 22314. _______ lf-...., ___ -_ _.ISPI,__._~um~oer __ ts _ _._,__-. _ _c ___ dtilp__.,_-__ ..., _______ tl_ve_06--"f_01_./_l0_1_3_t>y_.__ALK _______ _ MiTek' 7777 Greenback Lane, Suite 109 , Citrus Heights, CA. 95610 ____ _j___ ____________ __o Job Truss Ocean St. Residences, 13-924, dAk Truss Type GABLE R41291171 13-924S1 B03G Madera Component Systems, Inc, Phoenix, f>2. 85043 7-0-8 11-6-4 7-0-8 4-5-12 5-7-3 5-11-1 c Scale = 1 :38.1 CONN. OF GABLE STUDS BY OTHERS. 5x6-:::. 17 16 7-0-8 7-0-8 Plate Offsets ex Yl· f14·0 3-0 0 3-01 . - LOADING (psf) SPACING TCLL 20.0 Plates Increase TCDL 12.0 Lumber Increase BCLL 0.0. Rep Stress I ncr 15 2-0-0 1.25 1.25 YES 14 13 5x6 = 12 11 12-5-12 5-5-4 CSI TC 0.19 BC 0.25 WB 0.74 5x6 = 10 3x8 = DEFL Vert(LL) Vert(TL) Horz(TL) in (loc) n/a . n/a . -0.01 12 9 8 3x4 ~ 23-0-8 10-6-12 I/ dell Ud PLATES GRIP nla 999 MT20 185/148 n/a 999 n/a n/a BCDL 10.0 Code IBC2009fTPI2007 (Matrix) Weight: 129 lb FT=O% LUMBER aTOP CHORD OTCHORD EBS OTHERS 2x6 DF SS 2x4 OF No.1&Btr G 2x4 HF/SPF Stud/STD 2x4 SPF Utility REACTIONS All bearings 23-0-i!. (lb) • Max Horz 1=40(LC 24) Max Uplift All uplift1 00 lb or less at joint(s) 16, 7 except 1 =-540(LC 25), 5=-573(LC 26), 14=-694(LC 25), 10=-726(LC 26) BRACING TOP CHORD BOT CHORD MaxGrav Allreactions2501borlessatjoint(s)11,12,13,15,16,17,9,8, 7, 6 except 1=720(LC 37), 5=794(LC 36), 14=1008(LC 37), 10=1375(LC 13) FORCES (lb) ·Max. Comp./Max. Ten.-All forces 250 (lb) or less except when shown. TOP CHORD 1-35=-1671/1639, 2-35=-1 090/1152, 2-36=·1231/1404, 3-36=-760/11 09, 3-37=-392/820, 4-37=-725/935, 4-38=-1411/1206, 5-38=-1927/1762 BOT CHORD 1-17=-1573/1600, 16-17=-1032/1000, 15-16=-768/760, 14-15=-5521520, 13-14=-399/366, 12-13=-312/280, 11-12=-305/272, 10-11=-725/692, 9-10=-327/570, 8-9=-567/810, 7-8=-807/1026, 6-7=-1047/1290, 5-6=-1648/1830 WEBS 2-14=-1009/708, 3-10=-728/378, 4-10=-669/229, 2-10=-1054/961 NOTES 1) Unbalanced roof live loads have been considered for this design. Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 6-0-0 oc bracing, Except: 5-4-6 oc bracing: 1-17 10-0-0 oc bracing: 9-10 5-3-0 oc bracing: 5-6. 1 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. 2) Wind: ASCE 7-05; 85mph (3-second gust); TCDL=7.2psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; enclosed; MWFRS (all heights) and C-C Exterior(2) 0-2-4 to 3-2-4, lnterior(1) 3-2-4 to 11-6-4, Exterior(2) 11-6-4 to 14-6-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSifTPI 1. 4) Gable requires continuous bottom chord bearing. 5) Gable studs spaced at 1-4-0 oc. 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 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) A plate rating reduction of 20% has been applied for the green lumber members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 16, 7 except Ut=lb) 1=540,5=573, 14=694, 10=726. [~ 0 January 24,2014 A WARNIMI-Verifpdesign pam~e11n and READ N:JT£SON THIS AND lt«l.OOED HI1EKREFEI!EM:E PAGE Hll-1413 ln0112'!2013 8EFORE USE Design valid for use only with Mil ek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters 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/TPil Quality Criteria, DS8~89 and BCSI BuDding Component Safety lnlonnatlon available from Truss Plate Institute, 781 N.lee Street, Suite 312, Alexandria, VA 22314. lf-""':*ISPI~n-ifi...:l.meftslcn-.,..-.~-<tlw06,f01/l013byALSC=c:_~ ____ _ •• MiTek· 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95610 Job Truss 13-92451 B03G Truss Type GABLE R41291171 Madera Component Systems, Inc, Phoenix, AZ 85043 7.350 s Sep 27 2012 MiTek Industries, Inc. Fri Jan 24 08:43:45 2014 Page 2 ID:Ivw_NjRjdnG_faLqdZq_yjy65C3-vu1dkbBt83bXOBnhOXIeFeybS9wtU5cfMpOw64zsA6y d OTES 0) This truss has been designed for a total drag load of 180 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 23-0-8 for 180.0 plf. 11) "Semi-rigid pitch breaks including heels" Member end fixity model was used in the analysis and design of this truss. 12) This truss does not include any time dependant deformation for long term loading (creep) in the total load deflection. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard C••A.IIIII!IWARNr~'!,..~_IIIIIVell!rifr~deJ•ig•n•p•lllilllte-•ll!•rs•a•llliiiiiREAII~!'IKJ~T£S~o11111N~1H~1S~AND~III!III'«l.III!IIIUfllllllf()IIII!IIIHI7EKifl!ll!!!lllllfi.EF;~E!!'!REM:'.E~IIIIIAAGE~11111Hn:~-1!!'14~1l~11!•r.•o1111121111/21!!'6/211111o11111111111131111SEFOIIIIIIIii!R£~USE!!'!!'I_,I _____ 1 •.------IIIIIIIfj Design valid for use only with MiTek: connectors. This design is based only upon parameters shown, and is for on individual building component. I - Applicability of design parameters and proper incorporation of component is responsibHity of building designer-not truss designer. Bracing shown :r~~;~;~~~~~g~~ ~~~~~~~f~~~c~n~~T~~rso~~~~~~ ~t~~~~~~~ t~~~~;~~n~~~~n~f tt~=~u~~d~~~b~~i~~~~.9F~~~~~~~~~~d~~~:sfe~~:~~~~ of the • MiTek • L fabrication. quality control. storage, delivery, erection and bracing. consult ANSI/TPil Quality Criteria, DSI~89 and ICSI BuDding Component 1 7777 Greenback Lane, Suite 109 Safety lnlormaHon available from Truss Plate lnsmute, 781 N.lee Street, Suite 312, Alexandria, VA 22314. Citrus Heights, CA. 95610 __ lf_Souti!Mn ___ PIM_~ISPI~Iumi>H ___ b-'-'----ihd.----' ___ dHI&n_=-------------.-__ ___c06colc_O_l/._2_0_li_by__-__AI.SC____ _ _____________ _ Job Truss Truss Type Ocean St. Residences, 13~924, dAk •13-92451 810 Madera Component Systems, Inc, c 3x4 = LOADING (psf) TCLL 20.0 TCDL BCLL BCDL LUMBER 12.0 0.0 • 10.0 Phoenix, />Z 85043 5-7-0 5-7-0 4.00 [12 5 5-7-0 5-7-0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress lncr YES Code IBC2009/TPI2007 Common Truss CSI TC 0.24 BC 0.10 WB 0.15 (Matrix) 4x5 = 4 2x4 DEFL Vert(LL) Vert(TL) Horz(TL) R41291172 5-7-0 Scale= 1:18.8 3x4 = 11-2-0 5-7-0 in (loc) 1/defl Ud PLATES GRIP -0.01 4 >999 240 MT20 185/148 -0.02 3-4 >999 180 0.01 3 nla n/a Weight: 421b FT=O% TOP CHORD 2x4 DF No.1&Btr G CBOTCHORD WEBS 2x6 DF SS BRACING TOP CHORD BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc pu~ins. Rigid ceiling directly applied or 10-0-0 oc bracing. 2x4 HF/SPF Stud/STD MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 1=450/0-5-8 (min. 0-1-8), 3=450/0-5-8 (min. 0-1-8) Max Horz 1=22(LC 8) Max Uplift1=-15(LC 9), 3=-15(LC 9) FORCES (lb)-Max. Comp./Max. Ten.-All forces 250 (lb) or less except when shown. TOP CHORD 1-5=-766/112, 5-6=-706/112, 2-6=-697/127, 2-7=-697/127, 7-8~706/112, 3-8=-766/112 BOT CHORD 1-4=-61/658, 3-4=-61/658 WEBS 2-4=0/264 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph (3-second gust); TCDL=7.2psf; BCDL=6.0psf; h=25ft; 8=45ft; L=24ft; eave=4ft; Cat. II; Exp C; enclosed; MWFRS (all heights) and C-C Exterior(2) 0-2-12 to 3-2-12, lnterior(1) 3-2-12 to 5-7-0, Exterior(2) 5-7-0 to 8-7-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss 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 rectangle 3-6-0 tall by 2-0-0 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3. 7) "Semi-rigid pitch breaks including heels" Member end fixity model was used in the analysis and design of this truss. 8) This truss does not include any time dependant deformation for long term loading (creep) in the total load deflection. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard A, WARNII«i -Verifp d1uigll paramt•n Mid READ N:>TES ON THIS AND It«l.l/DED HI1EK REFEREta PAGE HII-1413 ru 02126/2013 BEFORE liSE Design vand for use only with Milelc connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters 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/TPI1 Qualfty Criteria, D$8·89 and BCSIBuUdlng Component Safety lnformaHon available from Truss Plate Institute, 781 N.lee Street, Suite 312. Alexandria, VA 22314. .,_,.,.,SP)Iumbe<is_ihd._dttslp _____ 06/01/l013byAI.SC January 24,2014 7777 Greenback Lane, Su;te 109 Citrus Heights, CA, 95610 Job Truss 13-92451 B14G Madera Component Systems, Inc, Phoenix, IV. 85043 c 5-7-0 5-7-0 CONN. OF GABLE STUDS BY OTHERS. 4.00 112 Truss Type GABLE 14 13 3x6 = 5-7-0 5-7-0 Plate Offsets (X.Yl: [1 :0-3-0.0-1-121. [3:0-3-0.0-1-121 LOADING (psf) SPACING 2-0-0 I TCLL 20.0 Plates Increase 1.25 TCDL 12.0 Lumber Increase 1.25 BCLL 0.0. Rep Stress I ncr YES BCDL 10.0 Code IBC2009fTPI2007 I Scale= 1:16.6 5x6 = 2 15 16 3x6 = 11-2-0 5-7-0 CSI DEFL in (loc) 1/defl Ud PLATES GRIP TC 0.10 Vert(LL) -0.02 3-4 >999 240 MT20 185/148 BC 0.20 Vert(TL) -0.04 3-4 >999 180 WB 0.14 Horz(TL) 0.01 3 n/a n/a (Matrix) Weight: 48 lb FT=O% LUMBER TOP CHORD I"'""' BOT CHORD l WEBS ~OTHERS 2x6 OF SS 2x4 OF No.1 &Btr G 2x4 HF/SPF Stud/STD 2x4 SPF Utility BRACING TOP CHORD BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc pu~ins. Rigid ceiling directly applied or 6-7-15 oc bracing. I MiTek recommends that Stabilizers and required cross bracing j be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 1=450/0-5-8 (min. 0-1-8), 3=450/0-5-8 (min. 0-1-8) Max Horz 1=22(LC 23) Max Uplift1=-388(LC 25), 3=-388(LC 26) Max Grav 1=822(LC 14), 3=822(LC 13) FORCES (lb)-Max. Comp./Max. Ten.-All forces 250 (lb) or less except when shown. TOP CHORD 1-13=-1682/1121, 13-14=-1285/602, 2-14=-1150/558, 2-15=-1150/567, 15-16=-1285/688, 3-16=-1682/1130 BOT CHORD 1-4=-1024/1529, 3-4=-1024/1529 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph (3-second gust); TCDL=7.2psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; enclosed; MWFRS (all heights) and C-C Exterior(2) 0-2-12 to 3-2-12, lnterior(1) 3-2-12 to 5-7-0, Exterior(2) 5-7-0 to 8-7-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSifTPI 1. 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 2-0-0 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Gt=lb) 1 =388, 3=388. 9) This truss has been designed for a total drag load of 180 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 11-2-0 for 180.0 plf. 10) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 11) This truss does not include any time dependant deformation for long term loading (creep) in the total load deflection. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard A, WARNIN3 -Verify design pmmtllln llld IliAD MJTES ON THIS AND INCUIDED HI1EK aEFEREta PAGE Hll-1413 tn 02/2'12013 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 parameters 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 January 24,2014 Mli. MiTek· fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI BuDding Component 7777 Greenback Lane, Suite 109 Safety lnformaHon available from Truss Plate Institute, 781 N. Lee Street. Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 95610 lfSo!.ni!Mn-fSP)k.ombaris~P«m.d.'llladaslp---·-06/01/2013byAUC ___________________ ~-------------~ Job Truss 13-92451 B20-Cond1 Madera Component Systems, Inc, Phoenix, I>Z 85043 5-1-15 5-1-15 Truss Type FINK 10-10-12 5-8-13 c Scale = 1 :35.8 4x6 = 4 3x8 II 5x6 = 3x4 = 3x8 II 7-0-0 14-9-8 21-9-8 7-0-0 7-9-8 7-0-0 Plate Offsets (X Yl' r1·0 2 13 0 3 121 [7·0 52 0 3 121 [9·0 3-0 0 3-41 -- ------' -' - LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) 1/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.38 Vert(LL) -0.07 8-9 >999 240 MT20 185/148 TCDL 12.0 Lumber Increase 1.25 BC 0.37 Vert(TL) -0.18 8-9 >999 180 BCLL 0.0. Rep Stress lncr YES WB 0.25 Horz(TL) 0.04 7 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix) Weight: 931b FT=O% LUMBER aTOP CHORD OTCHORD EBS SLIDER 2x4 DF No.1 &Btr G 2x4 DF No.1&Btr G 2x4 HF/SPF Stud/STD BRACING TOP CHORD BOT CHORD Structural wood sheathing directly applied or 4-5-2 oc purtins. Rigid ceiling directly applied or 10-0-0 oc bracing. Left 2x6 DF SS 2-8-8, Right 2x6 DF SS 2-8-8 REACTIONS (lb/size) 1=915/0-5-8 (min. 0-1-8), 7=915/0-5-8 (min. 0-1-8) Max Horz 1 =44(LC 8) Max Uplift1=-31(LC 9), 7=-31(LC 9) FORCES (lb)-Max. Comp./Max. Ten.-All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1852/149, 2-10=-1780/156, 3-10=-1769/168, 3-11=-1647/137, 4-11=-1589/151, 4-12=-1589/151, 5-12~1647/137, 5-13=-1770/168, 6-13=-1781/156, 6-7=-1852/149 BOT CHORD 1-9=-99/1646, 8-9=-37/1224, 7-8=-100/1647 WEBS 4-9=0/459, 4-8=0/459 NOTES 1) Unbalanced roof live loads have been considered for this design. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. 2) Wind: ASCE 7-05; 85mph (3-second gust); TCDL=7.2psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; enclosed; MWFRS (all heights) and C-C Exterior(2) 0-0-0 to 3-0-0, lnterior(1) 3-0-0 to 10-10-12, Exterior(2) 10-10-12 to 13-10-12 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss 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 rectangle 3-8-0 tall by 2-0-0 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) 1, 7. 7) "Semi-rigid pitch breaks including heels" Member end fixity model was used in the analysis and design of this truss. 8) This truss does not include any time dependant deformation for long term loading (creep) in the total load deflection. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard [MCT] January 24,2014 _A WARNIMI -Verity desigll pMMN•rs llld REA/) IDTES ON THIS AND ItaUDED HITEK llEFERENC£ PAGE NII-1413 rer. 02/2612013 BEFOilE 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 parameters 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/TPil Quality Criteria, DSI~89 and BCSI Buldlng Component Safely lnlormaHon available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. lfSovtlle1'ft PintoiSP)-.rlsfi"Kil'llld._dlulp ___ ~lw06/01/lD13byAUC •• MiTek' 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95610 Job Truss Ocean St. Residences, 13-924, dAk Truss Type FINK R41291174 13-92451 B20.Cond2 Madera Component Systems, Inc, Phoenix, PZ. 85043 5-1-15 10-10-12 5-1-15 5-8-13 5-8-13 5-1-15 c Scale = 1 :37.5 3x8 9 5x6 = 740 7·0-0 Plate Offsets (X YJ· 11·0 2 13 0 3 121 [7·0 52 0 3 121 [9·0 3-{) 0 3-41 .. . ---' . -. . LOADING (psf) SPACING 2-0-{) CSI TCLL 20.0 Plates Increase 1.25 TC 0.24 TCDL 12.0 Lumber Increase 1.25 BC 0.26 BCLL 0.0 • Rep Stress lncr YES WB 0.21 BCDL 10.0 Code IBC2009/TPI2007 (Matrix) LUMBER 4x6 = 4 14-9-8 7-9-8 I DEFL in (loc) Vert(LL) n/a - Vert(TL) n/a . Horz(TL) 0.01 7 1 8 3x4 = 1/defl n/a n/a n/a Ud I 999 999 n/a i 3x8 li 21-9-8 7-0-0 PLATES GRIP MT20 185/148 Weight: 931b FT=O% QTOPCHORD OTCHORD EBS SLIDER 2x4 OF No.1&Btr G 2x4 OF No.1 &Btr G 2x4 HF/SPF Stud/STD BRACING TOP CHORD BOT CHORD Structural wood sheathing directly applied or 6-{)-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. Left 2x6 OF 55 2-8-6, Right 2x6 OF 55 2-8-8 REACTIONS All bearings 21·9-8. (I b)-Max Horz 1 =44(LC 23) Max Uplift All uplift 100 lb or less atjoint(s) 1, 9, 7, 8 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer In tallati n uide. Max Grav All reactions 250 lb or less atjoint(s) except 1=304(LC 14), 9=666(LC 14), 7=304(LC 13), 8=666(LC 13) FORCES (lb) ·Max. Comp./Max. Ten.· All forces 250 (lb) or less except when shown. TOP CHORD 1-2=·348/98, 2-10=·276/93, 6-13=-276/128, 6-7=-347/132 BOT CHORD 1-9=·73/286, 7-8=-88/286 WEBS 3-9=-411/127, 4-9=-297/115, 4-8=-297/82, 5-8=-411/123 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph (3-second gust); TCDL=7.2psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; enclosed; MWFRS (all heights) and C-C Exterior(2) 0-{)-{) to 3-{)-{), lnterior(1) 3-{)-{) to 10-10·12, Exterior(2) 10·10-12 to 13·10-12 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 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 3-8-0 tall by 2-0-{) 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 9, 7, 8. 8) This truss has been designed for a total drag load of 180 lb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 21-9-8 for 8.3 plf. 9) "Semi-rigid pitch breaks including heels" Member end fixity model was used in the analysis and design of this truss. 10) This truss does not include any time dependant deformation for long term loading (creep) in the total load deflection. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard A lfARN!Mi ·V.rifJdeJigll ~·IJ llld READ H:JT£SON THIS AND IIC.UDED lf1'1£1(R.EFEJI.Eta JW;£ lf11-1413ter.02/2&/2013 BEFORE liSE [MCT] Design va6d for use only with MiTek: connectors. This design is based only upon parameters shown, and is for on individual building component. Applicability of design parameters 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 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/TPil Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 781 N. Lee Street. Suite 312. Alexandria. VA 22314. •• MiTek· I 7777 Greenback Lane, Suite 109 1 L__ __ lf _____ Pltw_:...ISP}~Iuml>ef ___ lo_-~_-. __ '111tt_dtilp_~------------""-06f~0 __ 1~/2._0_13_by~AUC _______ _ Citrus Heights, CA. 95610 L___ ---------~ Job Truss 13-92451 B24G Madera Component Systems, Inc, Phoenix, AZ 85043 6-10-12 6-10-12 Truss Type GABLE 10-10-12 4-0-0 Ocean St. Residences, 13-924, dAk R41291175 c Scale = 1:38.1 5x6 = CONN. OF GABLE STUDS BY OTHERS. 16 15 14 13 7x6 = 12 6-10-12 10-10-12 6-10-12 4-0-Q Plate Offsets (X,Yl: [1 :0-0-0.0-2-6!, [5:Edge,0-2-6], [13:0-3-0,0-4-8] LOADING (psf) SPACING 2-0-0 CSI TCLL 20.0 Plates Increase 1.25 TC 0.15 TCDL 12.0 Lumber Increase 1.25 BC 0.14 BCLL 0.0 * Rep Stress lncr YES WB 0.35 BCDL 10.0 Code IBC2009/TPI2007 (Matrix) LUMBER 5x6 = 11 3x8 = DEFL Vert(LL) Vert(TL) Horz(TL) 10 5x6 = 2x4 !! 14-10-12 21-9-8 4-0-Q 6-10-12 in (loc) 1/defl Ud PLATES GRIP n/a n/a 999 MT20 185/148 n/a n/a 999 0.00 10 n/a n/a Weight: 1351b FT=O% aTOP CHORD OTCHORD EBS OTHERS 2x6DFSS 2x6 DF SS BRACING TOP CHORD BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 6-0-0 oc bracing. 2x4 HF/SPF Stud/STD 2x4 SPF Utility MiTek recommends that Stabilizers and required cross bracing , be installed during truss erection, in accordance with Stabilizer I Installation guide. REACTIONS All bearings 21-9-8. (lb)-Max Horz 1=42(LC 24) Max Uplift All uplift 1 00 lb or less at joint(s) 11, 15, 7 except 1 =-57 4(LC 25), 5=-57 4(LC 26), 13=-565(LC 25), 9=-565(LC 26) Max Grav All reactions 250 lb or less atjoint(s) 12, 14, 15, 16, 10, 8, 7, 6 except 1=745(LC 37), 5=745(LC 36), 13=858(LC 37), 11 =338(LC 13), 9=85B(LC 36) FORCES (lb)-Max. Comp./Max. Ten.-All forces 250 (lb) or less except when shown. TOP CHORD 1-31=-1676/1549, 2-31=-1002/973, 2-32=-785/791, 3-32=-574/603, 3-33=-575/614, 4-33=-785/799, 4-34=-1002/993, 5-34=-1676/1555 BOT CHORD 1-16~1438/1500, 15-16=-937/978, 14-15=-677/738, 13-14=-457/498, 12-13=-217/259, 11-12=-522/564, 10-11 =-505/564, 9-1 0=-200/259, B-9=-439/498, 7 -B=-669/738, 6-7=-919/978, 5-6=-1430/1500 WEBS 2-13=-842/590, 4-9=-8421586, 2-11=-721/668, 4-11=-721/664 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph (3-second gust); TCDL=7.2psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; enclosed; MWFRS (all heights) and C-C Exterior(2) 0-0-0 to 3-0-0, lnterior(1) 3-0-0 to 10-10-12, Exterior(2) 10-10-12 to 13-10-12 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs 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. 4) Gable requires continuous bottom chord bearing. 5) Gable studs spaced at 1-4-0 oc. 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 tall by 2-0-0 wide will fit between the bottom chord and any other members. B) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 11, 15, 7 except ut=lb > 1 =57 4, 5=57 4, 13=565, 9=565. 9) This truss has been designed for a total drag load of 180 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 21-9-8 for 180.0 plf. 10) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 11) This truss does not include any time dependant deformation for long term loading (creep) in the total load deflection. The building designer shall verify that this parameter fits with the intended use of this component. ontinued on a e 2 _A WARNl'llG -Verity deJign pmmell!rs and IIEAD N'JT£5 ON THIS AND INCLUfJED MITEK REFEREPCE PAGE lffl-1413 rer. 02/2&!2013 BEFORE USE . --~-- Design valid for use only with Milek: connectors. This design is based only upon parameters shown, and is for an individual building component. is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the M"IT.ek• erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding I~ January 24,2014 Appicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer. Bracing shown I fabrication, quality controL storage, delivery, erection and bracing, consult ANSI/TPI1 QuaiHy Criteria, DSB-89 and BCSIBulldlng Component 7777 Greenback Lane, Suite 109 1 '. Safety lnform .. atlon available from Truss Plate Institute, 781 N.lee Street. Suite 312, Alexandria, Y.A 22314. c· h 610 ___ lf~PiMISP!tum~>e<is~ihd.medtilln ___ -.w.o06/0l/~OtlbyA1SC -·------____________ j_l __ 'tr_us_H_eig ts, CA, 95 Job Truss Truss Type Ocean St. Residences, 13-924, dAk 13-92451 B24G GABLE Madera Component Systems, Inc, Phoenix, />Z 85043 COAD CASE(S) Standard c A WARN!Mi -Verifr di!Jign p.mmtlllllUd READ N:>T£S ON THIS AND ItaUDED HI1EK REFEREta PAGE H11·1413 IU 02!26/2013 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 parameters 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/TPil Quality Criteria, DS8·89 and 8CSI8uldlng Component Safety Information available from Truss Plate Institute, 781 N.l.ee Street, Suite 312, Alexandria, VA 22314. R41291175 1 •. , MiTek' Citrus Heights, CA, 95610 lf-PintoiSI'lluml>eris_mH,_deflp ___ _,.06/01/20UbyAUC I 7777 Greenback Lane, Suite 109 ____________ _L_______ --------~ Job Truss Truss Type SPECIAL TRUSS Ocean St. Residences, 1J..924, dAk 13-924S1 628 Madera Component Systems, Inc, Phoenix, i>Z 85043 c 3x6 = 6-4-15 6-4-15 8-7-8 Plate Offsets (X Yl-[9·0-3-0 0-3-81 LOADING (psf) SPACING TCLL 20.0 Plates Increase TCDL 12.0 Lumber Increase BCLL 0.0. Rep Stress I ncr 2-0-0 1.25 1.25 YES BCDL 10.0 Code IBC2009/TP12007 LUMBER 9 12-3-12 5-10-13 6x6 = CSI TC 0.33 BC 0.53 WB 0.36 (Matrix) I I R41291176 5-10-13 6-4-15 Scale= 1:41.5 4x5 = 4 8 3x4 = 3x6 = 16-0-0 24-7-8 7-4-8 8-7-8 DEFL in (loc) 1/defl Ud I PLATES GRIP Vert(LL) -0.13 6-8 >999 240 MT20 185/148 Vert(TL) -0.31 6-8 >948 180 Horz(TL) 0.06 6 n/a n/a Weight: 891b FT=O% OTOPCHORD OTCHORD EBS 2x4 OF No.1&Btr G 2x4 OF No.1&Btr G 2x4 HF/SPF Stud/STD BRACING TOP CHORD BOT CHORD Structural wood sheathing directly applied or 3-10-15 oc purlins. 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 with Stabilizer REACTIONS (lb/size) 2=102210-5-8 (min. 0-1-8), 6=1022/0-5-8 (min. 0-1-8) Max Horz 2=-44(LC 7) Max Uplift2=-37(LC 9), 6=-37(LC 9) FORCES (lb)-Max. Comp./Max. Ten.-All forces 250 (lb) or less except when shown. TOP CHORD 2-10=-2425/186, 3-10=-2380/203, 3-11=-2094/144, 4-11=-2026/166, 4-12=-2026/166, 5-12=-2094/144, 5-13~2381/203, 6-13=-2425/186 BOT CHORD 2-9=-144/2252, 8-9=-46/1503, 6-8=-143/2252 WEBS 4-8=0/645, 5-8=-461/139, 4-9=0/645, 3-9=-461/139 NOTES 1) Unbalanced roof live loads have been considered for this design. In tallati n uid 2) Wind: ASCE 7-05; 85mph (3-second gust); TCDL=7.2psf; BCDL=6.0psf; h=25ft; B=45ft; L=25ft; eave=4ft; Cat. II; Exp C; enclosed; MWFRS (all heights) and C-C Exterior(2) -0-0-13 to 2-11-3, lnterior(1) 2-11-3 to 12-3-12, Exterior(2) 12-3-12 to 15-3-12 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss 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 rectangle 3-6-0 tall by 2-0-0 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) 2, 6. 7) "Semi-rigid pitch breaks including heels" Member end fixity model was used in the analysis and design of this truss. 8) This truss does not include any time dependant deformation for long term loading (creep) in the total load deflection. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard A WARNJ'Mi -Verify design poil11111e llts IWI READ H:}T'ES ON THIS AND It«l.UDED /lflTEK REFEREM:E PAGE /lfii-1413 te r. 02/2&/201.3 SEFORE 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 parameters 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/TPil QuaHty Criteria, DSI·89 and ICSIIuldlng Component Safety lnlormatlon available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. lf-PIMISP}Iumbarbspe<ified.tl!edtiip ___ --06/01/lOlibyAUC January 24,2014 •• MiTek· 7777 Greenback Lane, Suite 109 Citrus Heighls, CA, 95610 Job Truss Truss Type Qty Ocean St. Residences, 13-924, dAk jPiy I R41291177 13-924S1 830 SPECIAL TRUSS Madera Component Systems, Inc, Phoenix, AZ. 85043 1 1 Job Reference C ootionall 7.350 s Sep 26 2012 MiTek Industries, Inc. Fri Jan 2410:42:59 2014 Page 1 ID:Ivw_NjRjdnG_falqdZq_yjy65C3-ZOLhviNRJXweB?h?CtMar1F8QzVMgkHfQqMUDQzs8NA 5-4-5 5-4-5 11-4-0 5-11-11 11-3-11 I 22-s-o 22t: 5-11-11 5-4-5 0- Plate Offsets (X.Yl: LOADING (psf) TCLL 20.0 TCDL 12.0 BCLL 0.0 • BCDL 10.0 LUMBER 7-9-8 7-7-8 [6:0-0-2,1-3-10]. [6:0-2-1.0-0-3], (g:0-3-0,0-3-4] SPACING 2-0-0 CSI Plates Increase 1.25 TC 0.30 Lumber Increase 1.25 BC 0.46 Rep Stress lncr YES WB 0.32 Code IBC2009/TPI2007 (Matrix) 4x5 = 14-10-8 7-1-1 DEFL Vert(LL) Vert(TL) Horz(TL) 12 22-8-Q 7-9-8 in (loc) 1/defl Ud PLATES GRIP -0.09 6-8 >999 240 MT20 185/148 -0.22 6-8 >999 180 0.05 6 nla n/a I Weight: 841b FT=O% TOP CHORD BOT CHORD WEBS WEDGE 2x4 DF No.1&Btr G 2x4 DF No.1&Btr G 2x4 HF/SPF Stud/STD BRACING TOP CHORD BOT CHORD Structural wood sheathing directly applied or 4-2-9 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. C hi: 2x4 HFSPF Stud/STD ACTIONS (lb/size) 6=945/0-3-8 (min. 0-1-8), 2=945/0-3-8 (min. 0-1-8) Max Harz 2=40(LC 8) Max Uplift 6=-33(LC 9), 2=-33(LC 9) FORCES (lb)-Maximum Compression/Maximum Tension MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. TOP CHORD 1-2=-0/0, 2-10=-2316/194, 3-10=-2268/208, 3-11=-1949/139, 4-11=-1883/152, 4-12=-1883/152, 5-12=-1949/139, 5-13=-2268/208, 6-13=-2316/194, 6-7=-0/0 BOT CHORD 2-9=-156/2159, 8-9=-50/1403, 6-8=-155/2159 WEBS 3-9=-470/142, 4-9=0/576, 4-8=0/576, 5-8=-470/142 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph (3-second gust); TCDL=7.2psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; enclosed; MWFRS (all heights) and C-C Exterior(2) -0-0-13 to 2-11-3, lnterior(1) 2-11-3 to 11-4-0, Exterior(2) 11-4-0 to 14-4-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss 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 rectangle 3-6-0 tall by 2-0-0 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 33 lb uplift at joint 6 and 33 lb uplift at joint2. 7) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 8) This truss does not include any time dependant deformation for long term loading (creep) in the total load deflection. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard Scala"' 1:36.0 [~ January 24,2014 A. WARNING -Verify dl!sign pa~UN•rs Uti II£AD MJTES ON THIS AND It«l.Uf!ED /III7£K IIEFEREta PAGE llll·1413~er. 02!1'12013 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 parameters 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 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/TPI1 Quality Criteria, DSB-89 and BCSIBulcllng Component Safety l,.orrnatlon available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. lf-PIMISP}iumberl<_.lliH._liM!In ____ ,..06/0l/2013byAI.SC •• MiTek' 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95610 Job 13-924S1 Truss B34G Truss Type GABLE Madera Component Systems, Inc, Phoenix. ,.;z 85043 c 6-0-0 6-0-0 CONN. OF GABLE STUDS BY OTHERS. 11-4-0 5-4-0 Scale= 1:37.5 5x6 = ~~~~~------LL--~-L __ _J~--~-L--~~----~~~~~~-----LL_ __ ~L_--~----~----~------~-+~~ 0 L-~~_L~~~~~L-~~_L~~~~~~~~~~~~L-----~~~~--~--~~~~~~~~~~~--~L-~~~~~~~--~ 5x6::::. 16 15 6-o-o 6-Q-0 Plate Offsets IX Yl' [11·0-4-0 0 3-01 - LOADING (psf) SPACING TCLL 20.0 Plates Increase TCDL 12.0 Lumber Increase BCLL 0.0 * Rep Stress lncr 14 2x4 2-0-0 1.25 1.25 YES 13 12 11-4-0 5-4-0 CSI TC 0.16 BC 0.18 WB 0.48 11 5x8 = DEFL Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.01 10 16-6-0 5-4-0 (loc) -- 9 9 5x6 c::c 2x4 22-8-0 6-0-0 1/defl Ud PLATES GRIP n/a 999 MT20 185/148 nla 999 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix) Weight: 121 lb FT=O% LUMBER ,....!OPCHORD ( ~oTCHORD 2x6 DF SS 2x4 DF No.1 &Btr G 2x4 HF/SPF Stud/STD 2x4 SPF Utility BRACING TOP CHORD BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc purl ins. Rigid ceiling directly applied or 5-9-13 oc bracing. I. NEBS '-"oTHERS 'I MiTek recommends that Stabilizers and required cross bracing . be installed during truss erection, in accordance with Stabilizer I Installation guide _________ ! REACTIONS All bearings 22-8-0. (lb)-Max Horz 1=-39(LC 21) Max Uplift All uplift 100 lb or less atjoint(s) 11, 15,7 except 1=-469(LC 25), 5=-469(LC 26), 14=-534(LC 25), 8=-534(LC 26) Max Grav All reactions 250 lb or less atjoint(s) 12, 13, 15, 16, 10, 9, 7, 6 except 1=628(LC 14), 5=628(LC 13), 14=897(LC 37), 11=361(LC 14), 8=897(LC 36) FORCES (lb)-Max. Comp./Max. Ten.-All forces 250 (lb) or less except when shown. TOP CHORD 1-35=-1437/1430, 2-35=-879/875, 2-36=-1077/1067, 3-36=-455/495, 3-37=-455/500, 4-37=-1077/1085, 4-38=-877/891, 5-38=-1430/1423 BOT CHORD 1-16=-1355/1368, 15-16=-788/818, 14-15=-530/557, 13-14=-308/338, 11-12=-662/692, 1 0-11 =-651/692, 8-9=-297/338, 7 -8=-530/560' 6-7 =-777/818, 5-6=-1339/1367 WEBS 2-14=-860/654, 3-11=-280/116, 4-8=-860/652, 2-11=-736/751, 4-11=-736/748 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph (3-second gust); TCDL=7.2psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=2ft; Cat. II; Exp C; enclosed; MWFRS (all heights) and C-C Comer(3) 0-2-4 to 3-2-4, Exterior(2) 3-2-4 to 11-4-0, Corner(3) 11-4-0 to 14-4-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs 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. 4) Gable requires continuous bottom chord bearing. 5) Gable studs spaced at 1-4-0 oc. 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 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) A plate rating reduction of 20% has been applied for the green lumber members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) 11, 15, 7 except Gt=lb) 1=469, 5=469, 14=534, 8=534. 10) This truss has been designed for a total drag load of 180 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 22-8-0 for 180.0 plf. 11) "Semi-rigid pitch breaks including heels" Member end fixity model was used in the analysis and design of this truss. 12) This truss does not include any time dependant deformation for long term loading (creep) in the total load deflection. The building designer shall verify that this parameter fits with the intended use of this component. ontinued on a e 2 . A WARNIM'i -Verify design pmmell!rs and READ N'.JTES ON THIS AND ti«J.JJDED HITEK REFEREia PAGE Hll-1413 1n 02/26~13 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 parameters and proper incorporation of component is responsibility of building designer-not truss designer. Bracing shown erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding January 24,2014 •• MiTek' I is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the fabrication, quality control, storage, delivery, erection and bracing, consult AN$1/TPil Quality Criteria, 051·89 and BCSI BuRdlng Component 7777 Greenback Lane, Suite 109 I Safety Information available from Truss Plate Institute, 781 N.lee Street, Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 95610 . tfSoutllemPIMlSI'Itumba<I•Jj>e<il'led,thedtilp~""!!"'!!-w06f0.=1fc::l:..::0.::.13=-by=A.:.::UC=-__________________ _L_ ____________ __j Job Truss 13-92451 834G Truss Type GABLE Madera Component Systems, Inc, Phoenix, AZ 85043 COAD CASE(S) Standard c _A WARNIMI -verifp design piii'HN•I'I •lid READ M:JTES ON 1fi!S AND ltaUDED 11111EK REFEREICE PAGE Nll·141J In 0212'/2013 BEFORE liSE 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 parameters 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/TPil QucrlHy C~fe~a. DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 781 N. Lee Street. Suite 312, Alexandria, VA 22314. lfSot.n:hamPinelSPIIuml>erli----...... -----06/01/2013byAI.SC 1 •• I MiTek' 7777 Greenback Lane, Suite 109 Citrus Heights, CA. 95610 'Job Truss Truss Type Qty Ply Ocean St. Residences, 13-924, dAk R412911791 113-924S1 840 SPECIAL TRUSS 1 1 I Job Reference Cootionall Madera Component Systems, Inc, PhoeniX, AZ. 85043 4-0-0 4-0-0 8-0-0 4-0-0 7.350 s Sep 26 2012 MrTek lndustnes, Inc. Fn Jan 24 10:43:33 2014 Page 1 ID:Ivw_NjRjdnG_faLqdZq_yjy65C3-ZZOX2KnmJ_CpGEHYBOzZDCflgg21eOegE7bHPSzs8Me 12-0-0 16-0-0 16t4 4-0-0 4-0-0 0--4 Sca!e=1:25.5 4-0-0 6-0-0 3-1 0-0 4-0-0 Plate Offsets IX Yl· r2·o 1-8 0-0 01 f6·o 1 13 1 9 n f6·o 1 8 o 0-01 ' -' -' --' --' --' - LOADING (psf) SPACING 2-0-0 CSI TCLL 20.0 Plates Increase 1.25 TC 0.63 TCDL 12.0 Lumber Increase 1.25 BC 0.75 BCLL 0.0 * Rep Stress lncr NO WB 0.64 BCDL 10.0 Code IBC2009/TP12007 (Matrix) LUMBER 2x4 DF No.1 &Btr G 2x6DF SS 4x611 DEFL in Vert(LL) -0.15 Vert(TL) -0.30 Horz(TL) 0.07 BRACING TOP CHORD BOT CHORD 12-0-0 4-0-0 (loc) 8-9 8-9 6 1/defl Ud >999 240 >627 180 n/a n/a 16-0-0 4-0-0 PLATES GRIP MT20 185/148 Weight: 731b FT=O% Structural wood sheathing directly applied or 2-3-7 oc purlins. Rigid ceiling directly applied or 8-1-3 oc bracing. 4l!10 = TOP CHORD BOT CHORD WEBS 2x4 HF/SPF Stud/STD *Except* 4-9: 2x4 DF No.1 &Btr G hi: 2x4 HFSPF Stud/STD O DGE MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS (lb/size) 6=2431/0-3-8 (min. 0-2-15), 2=2431/0-3-8 (min. 0-2-15) Max Horz 2=-138(LC 23) Max Uplift 6=-409(LC 32), 2=-409(LC 31) Max Grav 6=2757(LC 11 ), 2=2757(LC 12) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/2, 2-3=-6676/1226, 3-4=-4578/667, 4-5=-4590/678, 5-6=-6608/1157, 6-7=0/2 BOT CHORD 2-11 =-1 043/6344, 1 0-11 =-1139/6344, 9-1 0=-1139/6344, 8-9=-1 086/6290, 8-12=-1 086/6290, 6-12=-1 086/6290 WEBS 4-9=-44/2282, 5-9=-1668/149, 5-8=-19/793, 3-9=-1652/133, 3-10=-11/784 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph (3-second gust); TCDL=7.2psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; enclosed; MWFRS (all heights); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss 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 rectangle 3-6-0 tall by 2-0-0 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 409 lb uplift at joint 6 and 409 lb uplift at joint2. 7) This truss has been designed for a total drag load of 2000 lb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 2-0-0 for 1000.0 plf. 8) This truss has been designed for a total drag load of 1650 lb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 14-0-0 to 16-0-0 for 825.0 plf. 9) Girder carries tie-in span(s): 13-0-0 from 0-0-0 to 16-0-0 10) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 11) This truss does not include any time dependant deformation for long term loading (creep) in the total load deflection. The building designer shall verify that this parameter fits with the intended use of this component. 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular: Lumber lncrease=1.25, Plate lncrease=1.25 Uniform Loads (plf) Vert: 1-2=-24, 2-4=-64, 4-6=-64, 6-7=-24, 2-6=-245(F=-225) [~ January 24,2014 ,A. WARNING -Verifrdesign panmelilrs and IlEA/) N:>T£SOH OOSAND If«l.(f(lfD flfiTEICREFEIIEtcE PAGE flfii-1413 rer.O:l/2&/2013 BEFORE USE Design valid for use only with Milek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters 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 ANSt/TPtl QuaiHy Crlleda, DSI-89 and BCSI Building Component SCifety lnlormoHon available from Truss Plate Institute, 781 N.lee Street, Suite 312, Alexandria, VA 22314. lfSovtlte<rlPIMlSPIIuml>at'k_.,llled. _dMltn ______ 06/01/2013byALSC Mii" MiTek· 7777 Greenback lane, Suite 109 1 Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply Ocean St. Residences, 13-924, dAk R41291180 13-924S1 842 SPECIAL TRUSS 1 1 Job Reference ( ootionall Madera Component Systems, Inc, Phoenox, AZ 85043 7.350 s Sep 26 2012 M1Tek lndustnes, Inc. Fn Jan 24 10:43:47 2014 Page 1 ID:Ivw _ NjRjdnG _falqdZq_yjy65C3-9FEq_7yYOHzqxOMEOyDm9EFnKuUwSqjSI_ 1 uezsBMQ 8-0-0 8-0-0 16-Q-Q 16t4 8-0-0 0-4 4xs= 8-0-0 14-34 16-0-0 7-10-Q 6-34 1-8-12 Plate Offsets IX Yl' [4'0 2 1 0-0 31 [4·0 0 2 1 3 101 ' --' -' --' -- LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) 1/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.65 Vert(LL) -0.07 4-6 >999 240 MT20 185/148 TCDL 12.0 Lumber Increase 1.25 BC 0.46 Vert(TL) -0.18 4-6 >999 180 BCLL 0.0 • Rep Stress lncr YES WB 0.21 Horz(TL) 0.02 4 n/a n/a BCDL 10.0 Code IBC2009/TP12007 (Matrix) Weight: 491b FT=O% LUMBER TOP CHORD BOT CHORD WEBS WEDGE 2x4 OF No.1&Btr G 2x4 OF No.1&Btr G 2x4 HF/SPF Stud/STD BRACING TOP CHORD BOT CHORD Structural wood sheathing directly applied or 4-4-5 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. a ht: 2x4 HFSPF Stud/STD ACTIONS (lb/size) 4=665/0-3-8 (min. 0-1-8), 2=665/0-3-8 (min. 0-1-8) Max Horz 2=-29(LC 7) Max Uplift 4=-24(LC 9), 2=-24(LC 9) FORCES (lb)-Maximum Compression/Maximum Tension MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. TOP CHORD 1-2=-0/0, 2-7=-1264/100, 7-8=-1188/104, 3-8=-1164/124, 3-9=-1164/124, 9-10~1188/104, 4-10=-1264/100, 4-5=-0/0 BOT CHORD 2-6=-51/1124, 4-6=-51/1124 WEBS 3-6=0/386 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph (3-second gust); TCDL=7.2psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; enclosed; MWFRS (all heights) and C-C Exterior(2) -0-0-13 to 2-11-3, lnterior(1) 2-11-3 to 8-0-0, Exterior(2) 8-0-0 to 11-0-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss 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 rectangle 3-6-0 tall by 2-0-0 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 24 lb uplift at joint 4 and 24 lb uplift at joint2. 7) "Semi-rigid pitch breaks including heels" Member end fixity model was used in the analysis and design of this truss. 8) This truss does not include any time dependant deformation for long term loading (creep) in the total load deflection. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard 3ll6 = [~ January 24,2014 .A WARNJ'Mi ·Verify duign pii'IIINIII'J IUid REAIJ KITES ON THIS AND ItaUf'JE(} HITEK REFEREia PAGE Hil-1413 tar. 02!2 612013 BEFORE liSE 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 parameters 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 AN$1/TPil QuaiHy Criteria, DSB-89 and BCSIBulldlng Component Safety lnformaHon available from Truss Plate Institute, 781 N. Lee Street. Suite 312, Alexandria, VA 22314. li-PIMISP)Iumbarts_.lfitld.tMdtilp_an ___ 06/01/1.013byAt.SC •• MiTek· , 7777 Greenback Lane, Suite 109 "-L.~trus Heights, CA_. _9s_s_1o _____ _ Job Truss Truss Type 13-92451 844G GABLE Madera Component Systems, Inc, Phoenix, AZ. 85043 c 8-0-0 8-0-0 Scale = 1:26.3 CONN. OF GABLE STUDS BY OTHERS. 6x6 = 2 5x6 ~ 10 5 4 5x6"' 2x4 8-0-0 16-0-0 8-0-0 8-0-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) 1/defl Ud I PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.23 Vert(LL) n/a -n/a 999 MT20 185/148 TCDL 12.0 Lumber Increase 1.25 BC 0.26 Vert(TL) n/a -n/a 999 BCLL 0.0 * Rep Stress I ncr YES WB 0.14 i Hor2(TL) 0.01 7 n/a nla BCDL 10.0 Code IBC2009/TPI2007 (Matrix) I Weight: 701b FT=O% LUMBER TOP CHORD OBOTCHORD EBS THERS 2x6DF SS 2x4 DF No.1&Btr G 2x4 HF/SPF Stud/STD 2x4 SPF Utility BRACING TOP CHORD BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 5-7-11 oc bracing. , MiTek recommends that Stabilizers and required cross bracing i be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS All bearings 16-0-0. (I b)-Max Hor2 1 =-28(LC 21) Max Uplift All uplift 100 lb or less atjoint(s) 7, 9, 5 except 1=-504(LC 25), 3=-504(LC 26) Max Grav All reactions 250 lb or less atjoint(s) 8, 9, 10, 6, 5, 4 except 1=721(LC 37), 3=721(LC 36), 7=531 (LC 13) FORCES (lb)-Max. Comp./Max. Ten.-All forces 250 (lb) or less except when shown. TOP CHORD 1-17=-1484/1524, 17-18=-949/890, 2-18=-599/632, 2-19=-599/648, 19-20=-949/981, 3-20=-1483/1498 BOT CHORD 1-10=-1407/1416, 9-10=-716/773, 8-9=-481/533, 7-8=-241/293, 6-7=-241/293, 5-6=-481/533, 4-5=-716/773, 3-4=-1407/1424 WEBS 2-7=-513/271 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph (3-second gust); TCDL=7.2psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=2ft; Cat. II; Exp C; enclosed; MWFRS (all heights) and C-C Comer(3) 0-2-4 to 3-2-4. Exterior(2) 3-2-4 to 8-0-0, Corner(3) 8-0-0 to 11-0-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs 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. 4) Gable requires continuous bottom chord bearing. 5) Gable studs spaced at 1-4-0 oc. 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 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) A plate rating reduction of 20% has been applied for the green lumber members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 7, 9, 5 except Gt=lb) 1 =504, 3=504. 10) This truss has been designed for a total drag load of 180 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 16-0-0 for 180.0 plf. 11) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 12) This truss does not include any time dependant deformation for long term loading (creep) in the total load deflection. The building designer shall verify that this parameter fits with the intended use of this component. A JIARNII«i -Verifp design p~ll!rs and READ KIT£5 ON THIS AND ltaUDED HIT£K II.EFEII.Eta PAGE flfll-14n tn 02116/2013 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 parameters 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 January 24,2014 r.ii. MiTek· fabrication, quality control. storage, delivery, erection and bracing, consult ANSI/TPil Quality Crtterta, DSB-89 and BCSI Buldlng Component 7777 Greenback Lane, Suite 109 Safety lnformaHon available from Truss Plate Institute, 781 N.lee Street, Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 95610 H~~~~NmbKb~~m·~~~ut~----~-----~~_01~/_2G_tl __ ~~AUK--------------------------------------~------------------------~ Job Truss Truss Type R41291182 13-92451 C01-Cond1 SPECIAL TRUSS Madera Component Systems, Inc, Phoenix, I>Z. 85043 c Scale = 1 :58.2 2.50 112 5x12 = 18 0.50 L12._ ~H~~, 4x12 = 3x4 = 20 8 21 9 I"';" 19 0 J~ 7x8 = 15 14 13 12 11 10 2x4 7x8 = 3x4 6x12 = 2x4 5x10 = o-1r1 6-9-8 7~]'1 15-6-8 2Q-6-8 24-5-0 28-5-0 32-5-8 0--1 6-8-7 0--12 8-6-4 5-0-o 3-1Q-8 4-Q-0 4-Q-8 Plate Offsets (X.Y): [1 :Edge,0-2-31. [5:Edge.0-3-81. [8:0-4-8,0-1-121 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) 1/defl Ud I PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.94 Vert(LL) -0.47 12-13 >823 240 MT20 185/148 TCDL 12.0 Lumber Increase 1.25 BC 0.83 Vert(TL) -0.98 12-13 >391 180 I BCLL 0.0. Rep Stress lncr YES WB 0.94 Horz(TL) 0.18 10 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix) Weight: 161 lb FT=O% LUMBER TOP CHORD O OTCHORD WEBS 2x4 DF No.1 &Btr G *Except• 1-3: 2x6 DF SS BRACING TOP CHORD [MCT] Structural wood sheathing directly applied or 1-8-1 oc purlins, except end verticals. 2x4 DF No.1 &Btr G BOT CHORD WEBS Rigid ceiling directly applied or 9-11-1 oc bracing. 2x4 HF/SPF Stud/STD *Except• 1 Row at midpt 2-14,4-7 9-10: 2x6 DF SS, 2-14,6-12,8-12,8-10,5-7: 2x4 DF No.1&Btr G 1 MiTek recommends that Stabilizers and required cross bracing : be installed during truss erection, in accordance with Stabilizer I Installation uide. REACTIONS (lb/size) 1=1342/0-5-8 (min. 0-1-8), 10=1342/0-3-8 (min. 0-1-8) Max Horz 1=71(LC 8) Max Uplift 1=-45(LC 9), 10=-53(LC 6) FORCES (lb)-Max. Comp./Max. Ten.-All forces 250 (lb) or less except when shown. TOP CHORD 1-16=-4420/290, 2-16=-4379/305, 2-17=-3223/265, 3-17=-3153/275, 3-18=-3802/363, 4-18=-3827/354, 4-19=-709/87, 5-19=-751/81' 4-6=0/348, 6-7=-3552/323, 7-20=-7237/641' 8-20=-7244/641' 8-21 =-368/37, 9-21 =-377/36, 5-7=-304/67 BOT CHORD 1-15=-324/4246, 14-15=-324/4246, 13-14~363/4057, 12-13=-363/4156, 11-12=-458/5011, 10-11=-459/5011 WEBS 2-15=0/322, 2-14=-1294/151, 3-14=0/669, 3-6=-91/747, 6-14=-993/129, 6-12=-292/3209, 7-12=-1353/176, 8-12=-189/2272, 8-10=-4763/426, 4-7=-3185/263 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph (3-second gust); TCDL=7.2psf; BCDL=6.0psf; h=25ft; B=45ft; L=32ft; eave=4ft; Cat. II; Exp C; enclosed; MWFRS (all heights) and C-C Exterior(2) 0-3-6 to 3-6-5, lnterior(1) 3-6-5 to 15-6-8, Exterior(2) 15-6-8 to 18-9-7, lnterior(1) 24-5-0 to 32-2-12 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss 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 rectangle 3-6-0 tall by 2-0-0 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) Bearing atjoint(s) 1 considers parallel to grain value using ANSI/TPI1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 10. 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 9) Graphical purl in representation does not depict the size or the orientation of the purl in along the top and/or bottom chord. 10) This truss does not include any time dependant deformation for long term loading (creep) in the total load deflection. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard .tf.. WARNIMJ -VerifJ design p.mma Ill'S Mid READ N:ITES ON TJ(IS AND It«:LVCIED MITEK REFEREI'CE PAGE HII-1413 11r. 01/26/2013 BEFORE liSE Design valid for use only with Milek. connectors. This design is based only upon parameters shown. and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer. Bracing shown 1 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the I 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/TPil Quality Crtterta, DSB~89 and BCSIIuHdlng Component Safety lnfonnaHon available from Truss Plate lnsmute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. , tfSoutllfln l'IMISP}Iumi>H tupecihd, 1Mdtiip ---., _... 06/01/lOUby A.i.5C January 24,2014 Mli. MiTek· 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95610 Job Truss Ocean St. Residences, 13-924, dAk Truss Type SPECIAL TRUSS R41291182 13-92451 C01-Cond2 Madera Component Systems, Inc, Phoenix, JlZ 85043 c Scale = 1 :58.2 2.50 fi2 1 1~~~~· 0 15 2x4 Plate Offsets (X,Y): [1:Edge.0-2-31. [5:Edge,0-3-81. [8:0-4-8,0-1-121 LOADING (psf) TCLL 20.0 TCDL 12.0 BCLL 0.0 • BCDL 10.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress lncr YES Code IBC2009/TPI2007 ! CSI TC 0.50 BC 0.58 WB 0.72 (Matrix) 5x12 = 18 14 13 7x8 = 3x4 2Q-6-8 5-0-0 DEFL in (loc) Vert(LL) -0.25 12 Vert(TL) -0.52 12-13 Horz(TL) 0.06 10 0.50 Lu_ 4x12 = 3x4 = 20 8 21 9 I~ 12 11 10 6x12 = 2x4 5x10 = 24-5-0 28-5-0 32-5-8 3-1Q-8 4-0-0 4-0-8 1/defl Lid PLATES GRIP >999 240 MT20 185/148 >578 180 n/a n/a Weight: 161 lb FT=O% LUMBER aTOP CHORD 2x4 DF No.1 &Btr G •Except• 1-3: 2x6 DF SS BRACING TOP CHORD [MCT] Structural wood sheathing directly applied or 2-7-14 oc purlins, except end verticals. OTCHORD EBS 2x4 OF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 2x4 HF/SPF Stud/STD •Except• 9-10: 2x6 OF SS, 2-14,6-12,8-12,8-10,5-7: 2x4 OF No.1&Btr G 1 MiTek recommends that Stabilizers and required cross bracing I be installed during truss erection, in accordance with Stabilizer . Installation guide. REACTIONS {lb/size) 10=978/0-3-8 (min. 0-1-8), 15=1725/0-5-8 (min. 0-1-13) Max Horz 15=71(LC 8) Max Uplift 10=-66(LC 6), 15=-218(LC 9) FORCES (lb)-Max. Comp./Max. Ten.-All forces 250 (lb) or less except when shown. TOP CHORD 1-16=-573/785, 2-16=-554/858, 2-17=-1475171, 3-17=-1404/83, 3-18=-2159/156, 4-18=-2188/147, 4-19=-392/39, 5-19=-439/33, 6-7=-2582/169, 7-20=-4672/277, 8-20=-4680/275, 8-21=-281/22, 9-21=-289/21 BOT CHORD 1-15=-762/571, 14-15=-762/571, 13-14=-144/2374, 12-13=-143/2441, 11-12=-232/3491, 10-11=-232/3490 WEBS NOTES 2-15=-1538/374, 2-14=-412/2173, 3-6=-122/847, 6-14=-1038/155, 6-12=-155/2327, 7-12=-863/102, 8-12=-47/1207, 8-10=-3291/213, 4-7=-1805/98 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph (3-second gust); TCDL=7.2psf; BCDL=6.0psf; h=25ft; B=45ft; L=32ft; eave=4ft; Cat. II; Exp C; enclosed; MWFRS (all heights) and C-C Exterior(2) 0-0-10 to 3-3-9, lnterior(1) 3-3-9 to 15-6-8, Exterior(2) 15-6-8 to 18-9-7, lnterior(1) 24-5-0 to 32-2-12 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss 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 rectangle 3-6-0 tall by 2-0-0 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 10 except (jt=lb) 15=218. 7) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 8) Graphical purlin representation does not depict the size or the orientation of the purl in along the top and/or bottom chord. 9) This truss does not include any time dependant deformation for long term loading (creep) in the total load deflection. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard A. WARNJ'Mi -Verify deligll pam~~~! lin iilld READ H:>'f£5 ON THIS AND INCLUDED /lllTEK REFERENCE PAGE Hll-1413 ~er. 0212612013 BEFOI!£ USE Design valid for use only with MiTek: connectors. This design is based only upon parameters shown, and is for an individual building component. ApplicabUity of design parameters and proper incorporation of component is responsibmty of buDding 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/TPil QuaiHy Criteria, 058-89 and 8CSI8uldlng Component Safety Information available from Truss Plate Institute, 781 N.lee Street, Suite 312, Alexandria, VA 22314. lf--.PlMISI'lluml>eriupeclfied. m•ftslln _____ ve06f01flG13byALSC •• ~7~~~:ck Lane. Su~e 109 I Citrus Heighls, CA. 95610 ______ j Job Truss 13-92451 C05 Madera Component Systems, Inc, 7-0-4 7-0-4 Phoenix, AZ. 85043 Truss Type Special Truss 15-6-8 8-6-4 c Scale = 1 :57.4 2.50 [12 5x6 14 k 0 I~ 11 10 9 8 2x4 5x10 = 2x4 4x10 = 2x4 o-jr1 6-9-8 o~£\i 15-6-8 0--1 6-8-7 8-6-4 24-6-11 28-6-1 32-5-8 9-0-3 3-11-7 3-11-7 Plate Offsets (X,Yl: [1 0:0-4-8,0-3-0] LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/ deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.33 Vert(LL) -0.17 9-10 >999 240 MT20 185/148 TCDL 12.0 Lumber Increase 1.25 BC 0.65 Vert(TL) -0.43 9-10 >703 180 BCLL 0.0 * Rep Stress lncr YES WB 0.54 Horz(TL) 0.05 7 n/a n/a BCDL 10.0 Code IBC2009fTPI2007 (Matrix) Weight: 1541b FT=O% LUMBER GTOPCHORD 2x6 DF SS *Except* 4-6: 2x4 DF No.1 &Btr G 2x4 DF No.1&Btr G BRACING TOP CHORD Structural wood sheathing directly applied or 4-9-14 oc purlins, except end verticals. OTCHORD WEBS BOT CHORD WEBS Rigid ceiling directly applied or 6-0-0 oc bracing. 1 Row at midpt 4-10 2x4 HF/SPF Stud/STD 'Except' 2-10,4-10,4-8,6-8: 2x4 DF No.1&Btr G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS (lb/size) 7=982/0-3-8 (min. 0-1-8), 11=1728/0-5-8 (min. 0-1-13) Max Horz 11=78(LC 8) Max Uplift7=-67(LC 6), 11=-218(LC 9) FORCES (lb)-Max. Comp./Max. Ten.-All forces 250 {lb) or less except when shown. TOP CHORD 1-12=-575/812, 2-12=-555/884, 2-13=-1536/69, 3-13=-1467/83, 3-14=-1452/73, 4-14=-1514/60, 4-15=-1868/115, 5-15=-1867/115, 5-16=-1867/115, 6-16=-1867/115, 6-7=-932/89 BOT CHORD 1-11=-788/573, 10-11=-788/573, 9-10=-180/3127, 8-9=-172/3139 WEBS 2-11=-1554/368, 2-10=-414/2275, 3-10=0/261, 4-10=-1733/145, 4-9=0/292, 4-8=-1380/34, 6-8=-138/1998 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph (3-second gust); TCDL=7.2psf; BCDL=6.0psf; h=25ft; B=45ft; L=32ft; eave=4ft; Cat. II; Exp C; enclosed; MWFRS (all heights) and C-C Exterior(2) 0-0-10 to 3-3-9, lnterior(1) 3-3-9 to 15-6-8, Exterior(2) 15-6-8 to 18-9-7, lnterior(1) 24-6-11 to 32-3-12 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 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 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 7 except Gt=lb) 11=218. 8) "Semi-rigid pitch breaks including heels" Member end fixity model was used in the analysis and design of this truss. 9) This truss does not include any time dependant deformation for long term loading (creep) in the total load deflection. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard A WARNIMi -Verifyduign p.nme•n and IliAD ICJTESON 1HISAND IMJ..UfJED /IUJEKREFEREM:E PAGE HII-141ltar.02!16!2013BEFORE 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 parameters 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 responsibillfty 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/TPI1 Quality Criteria, DSB-89 and 8CSI8u0dlng Component Safety lnformaflon available from Truss Plate Institute, 781 N. Lee Street. Suite 312, Alexandria, VA 22314. lfSoutltem l'lnelSI>) 1um11e< k_.:ified. --...---llhalw 06/01/2013 by AUC January 24,2014 •• MiTek· 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95610 Job Truss Truss Type Ocean St. Residences, 13-924, dAk R41291184 13-92451 C07 Madera Component Systems, Inc, 7-0-4 7-0-4 Phoenix, AZ. 85043 Special Truss 1!>-6-8 8-6-4 c Scale = 1 :57.4 2.50 112 ~ ~ ~' 0 11 2x4 Plate Offsets (X,Yl: [10:0-4-8,0-3-01 LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 12.0 Lumber Increase 1.25 BCLL 0.0 • Rep Stress I ncr YES BCDL 10.0 Code IBC2009/TP12007 LUMBER 1!>-6-8 !Hi-4 CSI TC 0.31 BC 0.65 WB 0.52 (Matrix) 5x6 10 5x10 = DEFL Vert(LL) Vert(TL) Horz(TL) 14 7x12 = 2x4 II 7x6 = 9 8 7 2x4 4x10 = 2x4 II 24-6-11 28-6-1 32-!>-8 9-0-3 3-11-7 3-11-7 in (Joe) 1/defl Ud PLATES GRIP -0.17 9-10 >999 240 MT20 185/148 -0.42 9-10 >730 180 0.04 7 nla nla Weight: 160 lb FT=O% OTOPCHORD OTCHORD EBS 2x6 DF SS 2x4 DF No.1&Btr G BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. 2x4 HF/SPF Stud/STD "Except• 2-10,4-10,4-8,6-8: 2x4 DF No.1&Btr G REACTIONS (lb/size) 7=982/0-3-8 (min. 0-1-8), 11=1728/0-5-8 (min. 0-1-13) Max Horz 11=80(LC 8) Max Uplift7=-67(LC 6), 11=-218(LC 9) FORCES (lb)-Max. Comp./Max. Ten.-All forces 250 (lb) or less except when shown. BOT CHORD WEBS TOP CHORD 1-12=-574/811, 2-12=-555/884, 2-13=-1534/68, 3-13=-1466/82, 3-14=-1450/72, 4-14=-1511/60, 4-15=-1768/104, 5-15=-1765/105, 5-16=-1764/106, 6-16=-1764/106, 6-7=-937/90 BOT CHORD 1-11=-788/573, 10-11=-788/572, 9-10=-190/3067, 8-9=-182/3079 WEBS 2-11=-1553/368, 2-10=-413/2273, 3-10=0/254, 4-10=-1680/161, 4-9=0/290, 4-8=-1431/54, 6-8=-133/1908 NOTES 1) Unbalanced roof live loads have been considered for this design. Rigid ceiling directly applied or 6-0-0 oc bracing. 1 Row at midpt 4-10 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. 2) Wind: ASCE 7-05; 85mph (3-second gust); TCDL=7.2psf; BCDL=6.0psf; h=25ft; B=45ft; L=32ft; eave=4ft; Cat. II; Exp C; enclosed; MWFRS (all heights) and C-C Exterior(2) 0-0-10 to 3-3-9, lnterior(1) 3-3-9 to 15-6-8, Exterior(2) 15-6-8 to 18-9-7, lnterior(1) 24-6-11 to 32-3-12 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 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 2-0-0 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 7 except Ut=lb) 11=218. 8) "Semi-rigid pitch breaks including heels" Member end fixity model was used in the analysis and design of this truss. 9) This truss does not include any time dependant deformation for long term loading (creep) in the total load deflection. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard "' N January 24,2014 _A WARN!tK; -Verity de1ign par~~HIIIll 1/ld READ M:)T£5 ON THIS AMJ INCJ..UfJE() HI1EK REFEREM:E PAGE lfll-1413 nu. 02/26/2013 8EFOAE 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 parameters and proper incorporation of component is responsibHity 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 AN$1/TPil QuaiHy Criteria, DS&a89 and &CSI auHdlng Component Safety lnformaHon available from Truss Plate Institute, 781 N. lee Street, Suite 312. Alexandria. VA 22314. lf-..,P\neiSP)Iunilbe<lupeclfled._deslp_.,..._ ~06/0=:1"'/cc~O=:U=by=A!SC=-------- •• MiTek· 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95610 Job Truss 13-92452 C09G Madera Component Systems, Inc, Phoenix, t>Z 85043 0-~-0 0--8 8-0-0 8-0-0 Truss Type GABLE 1!H;-8 7-6-8 c Scale = 1:59.1 CONN. OF GABLE STUDS BY OTHERS. 2.50 f12 3x4 II ~ ~~ ~' 3x6 :::c 2x4 5x10 = 2x4 3x10 = 2x4 5 36 9 0 ~ "' 0 4x5 = 39 12 11 10 22 21 20 19 18 17 16 15 14 13 5x10 = 2x4 6x6 = 2x4 4x5 = 7x8 = 2x4 0-t 8-Q-0 0--1 7-10-15 15-6-8 7-6-8 18-8-10 21-10-12 26-1-12 29-7-10 32-10-0 3-2-2 3-2-2 4-3-0 3-5-14 3-2-6 Plate Offsets (X.Y): [1 :0-2-0,0-2-01. [14:0-2-12.0-3-41 LOADING (psi) TCLL 20.0 TCDL 12.0 BCLL 0.0 * BCDL 10.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress lncr NO Code IBC2009fTPI2007 I CSI i I TC 0.49 BC 0.27 I WB 0.93 (Matrix) DEFL in (loc) 1/defl Ud i PLATES GRIP Vert(LL) -0.02 11-12 >999 240 MT20 185/148 Vert(TL) -0.05 11-12 >999 180 Horz(TL) -0.01 17 n/a n/a Weight: 1881b FT=O% LUMBER TOP CHORD ~OTCHORD 2x6 DF SS 2x6 DF SS *Except* B1: 2x4 DF No.1&Btr G BRACING TOP CHORD Structural wood sheathing directly applied or 5-7-15 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except: 5-0-5 oc bracing: 1-22 10-0-0 oc bracing: 11-12,10-11. ~EBS OTHERS 2x4 HF/SPF Stud/Std *Except* W8,W2: 2x4 DF No.1 &Btr G 2x4 SPF Utility MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer ' Installation uide. REACTIONS All bearings 22-0-8 except Ot=length) 10=0-5-8. (lb)-Max Horz 1=381(LC 15) Max Uplift All uplift 100 lb or less atjoint(s) 21 except 1=-386(LC 13), 15=-293(LC 13), 10=-506(LC 16), 14=-168(LC 21), 19=-685(LC 13), 13=-219(LC 16) Max Grav All reactions 250 lb or less atjoint(s) 22, 21, 20, 18, 17, 16 except 1=631(LC 33), 15=732(LC 12), 10=1711(LC 11), 14=1100(LC 12), 19=1097(LC 33), 13=2032(LC 11) FORCES (lb)-Max. Comp./Max. Ten.-All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1956/1697, 2-3=-1417/1389, 4-15=-921/629, 3-4=-418/271, 4-5=-395/744, 5-36=-114/463, 6-36=-629/976, 6-37=-2242/667, 37-36=-1663/506, 7-36=-1674/319, 7-8=-2097/805, 6-9=-570/567 BOT CHORD 1-22=-1811/1690, 21-22=-1100/1051, 20-21=-836/787, 19-20=-620/571, 18-19=-380/331, 17-18=-361/335, 16-17=-625/575, 15-16=-1175/1186, 14-15=-798/669, 13-14=-694/515, 13-39=-361/325, 12-39=-1049/812, 11-12=-692/2000, 10-11=-713/1958 WEBS 2-19=-1076/700, 4-14=-998/745, 5-14=-803/102, 6-14=-840/734, 6-13=-1772/247, 6-12=-1017/2813, 7-12=-277/79, 8-12=-770/876, 8-11=-15/683, 8-10=-2315/830, 2-15=-1208/1157 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=7.2psf; BCDL=6.0psf; h=25ft; B=45ft; L=33ft; eave=4ft; Cat. II; Exp C; enclosed; MWFRS (all heights); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSifTPI 1. 4) Provide adequate drainage to prevent water ponding. 5) Gable studs spaced at 1-4-0 oc. 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 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) A plate rating reduction of 20% has been applied for the green lumber members. £ WARNIM'l -Verify de•ign pa13melli!n and READ MJ1fS ON 11/IS AND INQ.I}f)EIJ HI1fK REFEREN::E PAGE HII-1473 tn 1/ l9/l014 8fFOifE I.JSf. I Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. March 5,2014 •• MiTek' 'I Appr1cabinty of design parameters and proper incorporation of component is responsibility of building des'1gner-not truss designer. Bracing shown L- ~r~~~~:.e~~~~b~~ ~~~~v~~~~~~~c~n~~~~~rs0~~~~11 ~~~~~~~~ t~~~~:~6'n~~~~~n~1 tt~~~u~~d~~~b~~i~~~~.gF~~~!t~~~~~~~dt~~~:sie~~:~:~i:J of the fabrication, quality control. storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB~89 and BCSIBulldlng Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 95610 lf--ISP)~ls-ifled. __ ~----tlw06f01/201lby_AUC==-----_____________________ ....i_ ____________ _ Job Truss Truss Type Ocean St. Residences, 13-924, dAk R41524329 13-92452 C09G GABLE Madera Component Sys1ems, Inc, Phoenix, AZ. 85043 7.510 s Jan 13 2014 MiTek Industries, Inc. Wed Mar 05 08:08:59 2014 Page 2 ID:Ivw_NjRjdnG_faLqdZq__yjy65C3-D2svz5KyZTqvODBVIpOdJKviOzNAMHdYc3bbGMze?bY OOTES ) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Jb uplift at joint(s) 21 except Gt=lb) 1 =386, 15=293, 1 0=506, 14=168, 19=685, 13=219. 10) This truss has been designed for a total drag load of 180 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 32-9-6 for 1 80.0 plf. 11) Girder carries tie-in span(s): 11-0-0 from 24-0-0 to 32-1 0-0; 11-0-0 from 15-6-8 to 24-0-0 12) "Semi-rigid pitch breaks including heels" Member end fixity model was used in the analysis and design of this truss. 13) This truss does not include any time dependant deformation for long term loading (creep) in the total load deflection. The building designer shall verify that this parameter fits with the intended use of this component. 14) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber lncrease=1.25, Plate lncrease=1.25 Uniform Loads (plf) Vert: 1-3=-64, 4-37=-243, 9-37=-64, 1-39=-20, 1 0-39=-199(F=-179) 0 I I L Jl.. WARNIMl -Verify design palilmefl!n and READ 001fS ON THIS AND IIQUlJEV HI1fK REFEREta PAGE HII-1473 lt!t l/l9/l014 /Jff0Rfi.J5£ Design vaHd for use only with Milek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibirlty 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/TPil Qualtty Criteria, DSI-89 and ICSI BuUdJng Component Safety lnlormaHon available from Truss Plate Institute. 781 N.Lee Street. Suite 312, Alexandria, VA 22314. ttSout!utml'int>ISIII......._b_-._deilfn_""' ___ 06/01/2013tJ.vA.UC •• MiTek' 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95610 Job Truss Truss Type -R41291186 13-92451 C11G GABLE Madera Component Systems, Inc, Phoenix, />Z. 85043 4-0-8 c Scale = 1 :59.4 CONN. OF GABLE STUDS BY OTHERS. 2.50 112 32 3x6 = 17 16 15 2x4 ~ ~ 1~ o-1-1 6-11-3 6-6-4 Plate Offsets (X.Yl: [1:0-2-10.0-1-8]. [5:Edge.0-3-8]. [8:0-5-8.0-1-121. [14:0-3-12.0-3-8] LOADING (psf) SPACING 2-0-0 CSI TCLL 20.0 Plates Increase 1.25 TC 0.71 TCDL 12.0 Lumber Increase 1.25 BC 0.76 BCLL 0.0 * Rep Stress lncr YES WB 0.98 (Matrix) BCDL 10.0 Code IBC2009/TPI2007 10x12 = 3x4 '=' 3x4 '=' 33 5x10 '=' 7x8 = 2x4 II 20-6-8 5-0-0 DEFL in (loc) 1/defl Vert(LL) -{).41 12 >737 Vert(TL) -{).67 12-13 >453 Horz(TL) 0.04 10 nla 24·5-0 3-10-8 Ud 240 180 n/a 0.50 112._ 4x14 = 35 8 36 7x8 = 28-5-0 4..Q..O 11 2x4 PLATES MT20 Weight: 1891b 32-5-8 4-0-8 GRIP 185/148 3x4 == 9 10 5x10 == FT=O% LUMBER TOP CHORD ~OTCHORD ~EBS 2x4 DF No.1 &Btr G *Except* 1-3: 2x6 DF SS BRACING TOP CHORD Structural wood sheathing directly applied or 2-0-1 oc pu~ins, except end verticals. OTHERS 2x4 DF No.1&Btr G 2x4 HF/SPF Stud/STD *Except* 9-10: 2x6 DF SS, 2-14,6-12,8-12,8-10,5-7: 2x4 DF No.1&Btr G 2x4 SPF Utility BOT CHORD WEBS REACTIONS All bearings 7-3-{) except (jt=length) 10=0-3-8. (I b)-Max Horz 1 =70(LC 23) Max Uplift All uplift 100 lb or less atjoint(s) except 1=-732(LC 36), 10=-515(LC 20). 15=-133(LC 25), 16=-573(LC 2) Max Grav All reactions 250 lb or less at joint(s) except 1 =571 (LC 20), 1 0=1408(LC 13), 15=2223(LC 14), 17=264(LC 2) FORCES (lb)-Max. Comp./Max. Ten.-All forces 250 (lb) or less except when shown. TOP CHORD 1-31=-2396/3256, 2-31=-1212/2308, 2-32=-2920/1647, 3-32=-1861/668, 3-33=-2437/417, 4-33=-2724/898, 4-34=-841/514, 5-34=-732/340, 4-6=-184/381, 6-7=-2916/760, 7 -35=-6468/2388, 8-35=-7012/2965, 8-36=-836/593, 9-36=-517/146, 5-7=-305/139 BOT CHORD 1-17=-3261/2273, 16-17=-2438/1405, 15-16=-2198/1165, 14-15=-2051/1018, 13-14=-995/2798, 12-13=-1728/3652, 11-12=-1579/4549, 10-11=-2267/5307 WEBS 2-15~1829/419, 2-14=-812/3082, 3-6=-352/1170, 6-14=-977/217, 6-12=-612/2783, 7-12=-1286/557, 8-12=-1490/2505, 8-10=-5041/2166, 4-7=-2943/1311 NOTES 1) Unbalanced roof live loads have been considered for this design. Rigid ceiling directly applied or 3-8-7 oc bracing. 1 Row at midpt 4-7 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. 2) Wind: ASCE 7-{)5; 85mph (3-second gust); TCDL=7.2psf; BCDL=6.0psf; h=25ft; B=45ft; L=32ft; eave=4ft; Cat. II; Exp C; enclosed; MWFRS (all heights) and C-C Exterior(2) 0-{)-1 0 to 3-3-9, lnterior(1 )3-3-9 to 15-8-4, Exterior(2) 15-8-4 to 18-11-3, lnterior(1) 24-5-0 to 32-2-12 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI1. 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 .Opsf on the bottom chord in all areas where a rectangle 3-6-{) tall by 2-{)-{) 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) Bearing atjoint(s) 1, 15, 16, 17 considers parallel to grain value using ANSI/TPI1 angle to grain formula. Building designer should verify capacity of bearing surface. I~ 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 7321b uplift at joint 1, 5151b uplift at joint 10 • 133 lb uplift at joint 15 and 573 lb uplift at joint 16. January 24,2014 ontinued on a e 2 A WARN!Mi -VeritydeJig/1 piiiiDierats and READ N'JTESON 1111SAND If«l.UDED MITEKiiEFEREMCE PAGE MII-1413 rer.02!26/2013 BEFOiiE liSE 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 parameters 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 responsibiUity 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/TPil Quality Crtterta, DSB·B9 and BCSI Building Component Safety Information available from Truss Plate Institute, 781 N.lee Street, Suite 312. Alexandria, VA 22314. lf-....,PineiSI>}Iun!II>Mh-iflad.~dtiiin-ontl!osa-<tlw06/01/2013byALSC=--- •• MiTek' 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95610 ----__ __j Job Truss 13-92451 C11G Truss Type GABLE R41291186 , Madera Component Systems, Inc, Phoenix, AZ. 85043 7.350 s Sap 27 2012 MiTek Industries, Inc. Fri Jan 24 08:44:06 2014 Page 2 ID:Ivw_NjRjdnG_falqdZq_yjy65C3-nxoZ8mR2BWEYPPu~SAZc4K23dynvX31Ba_ YLNzsA6d OOTES ) This truss has been designed for a total drag load of 180 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 32-4-14 for 180.0 plf. 11) "Semi-rigid pitch breaks including heels" Member end fixity model was used in the analysis and design of this truss. 12) Graphical purlin representation does not depict the size or the orientation of the purl in along the top and/or bottom chord. 13) This truss does not include any time dependant deformation for long term loading (creep) in the total load deflection. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard 0 A WARN.I"M'i -Verilp duigJI pmmellll iUid liEAD IK)T£S ON THIS AND ItaUDED Ml7EIC liEFEREta PAGE HII-141311!r. 01!2&/M13 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 parameters 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 AN$1/TPil QuaiHy Criteria, DSB-89 and BCSIBulldlng Component Safety Information available from Truss Plate lnst~ute. 781 N. Lee Street. Suite 312. Alexandria. VA 22314. lf-....Pm.(SP)Ic.rmi>Hl<_.itled.m.dHlp-..-.tlloH--06/0l/lOUbyALSC •• MiTek' 7777 Greenback Lane, Suite 109 Citrus Heights, CA. 95610 Job Truss Truss Type ~ 13-92451 C20 R41291187 : Special Truss ~~==~==~--==~-.=.--L------------------~--L-~~~~~~~~~~~==~~~ Madera Component Systems, Inc, Phoenix, A2. 85043 0-~-0 0--8 7-0-4 7-0-4 15-6-8 8-6-4 3-11-7 c Scale = 1 :57.2 2.50 li2 1 I ~~0 j # 0 7x8 = 11 2x4 \1 Ol1 7-0-4 0--1 6-11-3 Plate Offsets IX Y)· f1·Edoe 0 2 31 [10·0~-0 0 3 01 ---- LOADING (psi) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 12.0 Lumber Increase 1.25 BCLL 0.0 * Rep Stress I ncr YES BCDL 10.0 Code IBC2009/TPI2007 LUMBER 15-6-8 8-6-4 CSI TC BC WB 0.41 0.83 0.53 (Matrix) 5x6 10 5x12 MT20H = DEFL Vert(LL) Vert(TL) Horz(TL) 14 24-6-11 9-0-3 in (loc) -0.30 9-10 -0.72 9-10 0.16 7 1/defl >999 >535 n/a 9 2x4 Ud 240 180 n/a I I I 28-6-1 3-11-7 8 5x12 = PLATES MT20 MT20H 32-5-8 3-11-7 GRIP 2x4 185/148 139/111 Weight: 1541b FT=O% 19 j~ QTOPCHORD 2x6 OF SS *Except* 4~: 2x4 DF No.1&BtrG 2x4 DF No.1&Btr G BRACING TOP CHORD Structural wood sheathing directly applied or 3-9-15 oc purlins, except end verticals. OTCHORD WEBS BOT CHORD WEBS Rigid ceiling direcdy applied or 10-0-0 oc bracing. 1 Row at midpt 2-10, 4-10 2x4 HF/SPF Stud/STD *Except* 2-10,4-10,4-8,6-8: 2x4 DF No.1&Btr G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer ' Installation uide. REACTIONS (lb/size) 1=1345/0-5-8 (min. 0-1-8), 7=1345/0-3-8 (min. 0-1-8) Max Horz 1=78(LC 8) Max Uplift1=-45(LC 9), 7=-54(LC 6) FORCES (lb)-Max. Comp./Max. Ten.-All forces 250 (lb) or less except when shown. TOP CHORD 1-12=-4404/266, 2-12=-4363/281, 2-13=-3341/235, 3-13=-3272/247, 3-14=-3265/239, 4-14=-3327/226, 4-15=-2679/199, 5-15=-2678/199, 5-16=-2678/200, 6-16=-2678/200, 6-7=-1294/123 BOT CHORD 1-11 =-300/4230, 10-11=-300/4230, 9-1 0=-293/4781, 8-9=-284/4791 WEBS 2-11=0/299, 2-10=-1195/155, 3-10=0/764, 4-10=-1650/130, 4·9=0/277, 4-8=-2292/107, 6-8=-203/2880 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph (3-second gust); TCDL=7.2psf; BCDL=6.0psf; h=25ft; B=45ft; L=32ft; eave=4ft; Cat. II; Exp C; enclosed; MWFRS (all heights) and C-C Exterior(2) 0-3~ to 3~-5. lnterior(1) 3~-5 to 15~-8. Exterior(2) 15~-8 to 18·9-7, lnterior(1) 24-6-11 to 32-3-12 zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 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 .Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 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) Bearing atjoint(s) 1 considers parallel to grain value using ANSI/TPI1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 451b uplift at joint 1 and 541b uplift at joint 7. 10) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 11) This truss does not include any time dependant deformation for long term loading (creep) in the total load deflection. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard A. WARNING ·Vetilr design pMMe•rs ud READ KITES ON 1HIS AND It«J.UDED HI7EK REFEAEta PAGE Hil-1413 tar. 01126/2013 BEFORE USE Design valid for use only with Milek connectors. This design is based only upon parameters shown. and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss des'1gner. 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 pellTlanent 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/TPil Quality Crtteria. DSB-89 and BCSI BuDding Component Safety lntorrnaHon available from Truss Plate Institute, 781 N.lee Street, Suite 312. Alexandria, VA 22314. January 24,2014 •• MiTek' L. lfSout~teml'lneiSP)Iumi>His_.-.m•dtifln---· efiKtlw06/01/21113byAUC 7777 Greenback Lane, Suite 109 _j Citrus Heights, CA, 95610 -----~------~---·-··--- Job Truss 13-924S1 C22 Madera Component Systems, Inc, 7-0-4 7-Q-4 Phoenix, AZ 85043 Truss Type Special Truss 15-6-8 8-6-4 c Scale = 1 :57.2 2.50112 J 1~~ 0 7x8 = 11 2x4 o-r 7-0-4 0--1 6-11-3 Plate Offsets (X Y)· [1·Edae 0 2 31 [1 0·0-6-0 0 3 01 -- -- LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 12.0 Lumber Increase 1.25 BCLL 0.0. Rep Stress I ncr YES BCDL 10.0 Code IBC2009/TP12007 LUMBER 15-6-8 8~-4 CSI TC BC WB 0.35 0.69 0.96 (Matrix) 5x6 10 5x12 MT20H = DEFL Vert(LL) Vert(TL) Horz(TL) 14 22-6-11 7-Q-3 in -0.27 (loc) 9-10 -0.62 10-11 0.15 7 9 2x4 I 24-6-11 2-Q-Q 1/defl Ud >999 240 >621 180 n/a n/a 27~-1 2-11-7 8 5x12 = PLATES MT20 MT20H 32-5-8 4-1H GRIP 2x4 185/148 139/111 Weight: 154 lb FT=O% 0 ~ QTOPCHORD 2x6 DF SS *Except• 4-6: 2x4 OF No.1&Btr G 2x4 OF No.1&Btr G BRACING TOP CHORD Structural wood sheathing directly applied or 3-9-15 oc purlins, except end verticals. OTCHORD EBS BOT CHORD WEBS Rigid ceiling directly applied or 10-0-0 oc bracing. 1 Row at midpt 2-10 2x4 HF/SPF Stud/STD *Except• 2-10,4-10,4-8,6-8: 2x4 OF No.1&Btr G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS (lb/size) 1=1345/0-5-8 (min. 0-1-8), 7=1345/0-3-8 (min. 0-1-8) Max Horz 1=89(LC 8) Max Uplift 1=-45(LC 9), 7=-58(LC 6) FORCES (lb)-Max. Comp./Max. Ten.-All forces 250 (lb) or less except when shown. TOP CHORD 1-12=-4420/273, 2-12=-4380/287, 2-13=-3310/243, 3-13=-3241/255, 3-14=-3244/249, 4-14=-3283/240' 4-15=-2666/21 0' 5-15=-2665/211 ' 5-16=-2665/211 ' 6-16=-2665/211 ' 6-7=-1293/131 BOT CHORD 1-11 =-319/4246, 10-11 =-319/4246, 9-1 0=-306/4401, 8-9=-301/4407 WEBS 2-11=0/313, 2-10~1218/147, 3-10=0/778, 4-10=-1321/116, 4-8=-1889/113, 5-8=-328/1 05, 6-8=-206/2865 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph (3-second gust); TCDL=7.2psf; BCDL=6.0psf; h=25ft; B=45ft; L=32ft; eave=4ft; Cat. II; Exp C; enclosed; MWFRS (all heights) and C-C Exterior(2) 0-3-6 to 3-6-5, lnterior(1) 3-6-5 to 15-6-8, Exterior(2) 15-6-8 to 18-9-7, lnterior(1) 22-6-11 to 32-3-12 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 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 .Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 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) Bearing atjoint(s) 1 considers parallel to grain value using ANSI/TPI1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 45 lb uplift at joint 1 and 58 lb uplift at joint 7. 1 0) "Semi-rigid pitch breaks including heels" Member end fixity model was used in the analysis and design of this truss. 11) This truss does not include any time dependant deformation for long term loading (creep) in the total load deflection. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard A WARN!f«J -Verify lh!sigll pifMIII!Il illld READ H:HIS ON THIS AND ltc.UDED HITEK REFEREM:.E PAGE Hll-1413 IU 02116/2013 SEFORE liSE 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 parameters and proper incorporation of component is responsibility of building designer-not truss designer. Brac·lng shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibilllty 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/TP11 Quality Criteria, DS8a89 and BCSIBuHdlng Component Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. lf-PinlfiSI>llumi>Hts_.ifiN.m•dulp-.... -..--06/01/2D13byALSC January 24,2014 •• MiTek· 7777 Greenback Lane, SuH:e 109 Citrus Heights, CA, 95610 ~-------~-------~ Job Truss 13-92451 C24 Madera Component Systems, Inc, 7-6-10 7-6-10 Phoenix, /l2. 85043 Truss Type Common Truss 15-6-8 7-11-14 c Scale= 1:54.5 2.50 li2 J j~ 1 0 7x8 = 9 2x4 o-Jr1 1-s-1o 1s-s-8 0--1 7-5-9 7-11-14 Plate Offsets (X Yl· f1·Edae 0 2 31 [6·0-4-0 Edae1 [8·0-4 0 0 3 81 ----- LOADING (psf) SPACING 2-0-0 CSI TCLL 20.0 Plates Increase 1.25 TC TCDL 12.0 Lumber Increase 1.25 BC BCLL 0.0 • Rep Stress lncr YES WB 5x6 = 8 6x8 DEFL 0.58 Vert(LL) 0.81 Vert(TL) 0.83 Horz(TL) 12 24-4-2 8-9-10 in (loc) -0.35 7-8 -0.79 7-8 0.18 6 7 3x4 = 1/defl Ud >999 240 >487 180 n/a n/a 32-5-8 8-1-6 PLATES MT20 4x8 = GRIP 185/148 BCDL 10.0 Code IBC2009/TPI2007 (Matrix) I Weight: 1331b FT=O% LUMBER Q TOPCHORD OTCHORD WEBS 2x6 DF SS •Except• 3-8: 2x4 DF No.1&Btr G 2x4 DF No.1&Btr G 2x4 HF/SPF Stud/STD •Except• 2-8: 2x4 DF No.1 &Btr G REACTIONS (lb/size) 1=1345/0-5-8 (min. 0-1-8), 6=1345/0-3-8 (min. 0-1-8) Max Horz 1 =39(LC 5) Max Uplift1=-45(LC 9), 6=-45(LC 9) FORCES (lb)-Max. Comp./Max. Ten.-All forces 250 (lb) or less except when shown. BRACING TOP CHORD BOT CHORD WEBS TOP CHORD 1-10=-4402/255, 2-10=-4362/271, 2-11=-3226/218, 3-11 =-3162/229, 3-12=-3201/227, 4-12~3238/218, 4-5=-4691/236' 5-13=-5097/357' 6-13=-5135/348 BOT CHORD 1-9=-220/4230, 8-9=-220/4230, 7-8=-232/4100, 6-7=-318/4984 WEBS 2-9=0/311, 2-8=-1267/151, 3-8=0/866, 4-8=-1087/143, 4-7=0/655, 5-7=-486/172 NOTES 1) Unbalanced roof live loads have been considered for this design. Structural wood sheathing directly applied or 2-5-2 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. 1 Row at midpt 2-8 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation ide. 2) Wind: ASCE 7-05; 85mph (3-second gust); TCDL=7.2psf; BCDL=6.0psf; h=25ft; B=45ft; L=32ft; eave=4ft; Cat. II; Exp C; enclosed; MWFRS (all heights) and C-C Exterior(2) 0-3-8 to 3-8-5, lnterior(1) 3-8-5 to 15-8-8, Exterior(2) 15-8-8 to 18-9-7 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss 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 rectangle 3-6-0 tall by 2-0-0 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) Bearing at joint(s) 1 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 45 lb uplift at joint 1 and 45 lb uplift at joint 6. 8) "Semi-rigid pitch breaks including heels" Member end fixity model was used in the analysis and design of this truss. 9) This truss does not include any time dependant deformation for long term loading (creep) in the total load deflection. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard If 0 January 24,2014 A lfARNIM'i -Vtrltf deJign p.nmel!rs alld READ N:!TES ON 1m'S AND ItaUDED NI7EK REFERENCE PAGE Nll-l·fn rer. 021161201.3 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 parameters and proper incorporation of component is responsibility of building designer-not truss designer. Bradng 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/TPI1 Quality Crtterta, DS8~89 and ICSI luldlng Component Safety lnformaHon available from Truss Plate Institute, 781 N.lee Street. Suite 312, Alexandria. VA 22314. lfSoutttemi'IMISI>IIumloart._-._....., ____ ve06/01/2013by~AUC ___ _ Mli. MiTek· 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95610 Job Truss Truss Type Ocean St. Residences, 13-924, dAk R41291190 13-92451 C30 Special Truss Madera Component Systems, Inc, Phoenix, AZ. 85043 c 6-9-4 15-3-8 6-9-4 8-6-4 3-11-7 3-11-7 Scale= 1:57.1 2.50 ri2 5x6 14 I 1~~ 3x10 = 11 10 9 8 7 2x4 5x12 MT20H = 2x4 5x12 = 2x4 6-9-4 15-3-8 24-3-11 28-3-1 32-2-8 6-9-4 9-Q-3 3-11-7 3-11-7 Plate Offsets IX Yl' r1·0 0-0 0-0 131 [1 0·0-6 0 0 3-01 -- -- LOADING (psf) SPACING 2-0-0 CSI I DEFL in (loc) 1/defl Ud I PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.64 Vert(LL) -0.29 9-10 >999 240 MT20 185/148 TCDL 12.0 Lumber Increase 1.25 BC 0.83 I Vert(TL) -0.70 9-10 >544 180 MT20H 139/111 BCLL 0.0 * Rep Stress lncr YES WB 0.52 Horz(TL) 0.16 7 n/a nla BCDL 10.0 Code IBC2009fTPI2007 (Matrix) Weight: 1531b FT = 0"/o LUMBER OTOPCHORD 2x6 OF SS *Except* 4-6: 2x4 OF No.1 &Btr G 2x4 DF No.1 &Btr G BRACING TOP CHORD Structural wood sheathing directly applied or 3-10-15 oc purlins, except end verticals. OTCHORD WEBS 2x4 HF/SPF Stud/STD "Except* 2-10,4-10,4-8,6-8: 2x4 OF No.1&Btr G REACTIONS (lb/size) 1=1337/0-5-8 (min. 0-1-8), 7=1337/0-3-8 (min. 0-1-8) Max Horz 1=78(LC 8) Max Uplift 1 =-44(LC 9), 7=-54(LC 6) FORCES (lb)-Max. Comp./Max. Ten.-All forces 250 (lb) or less except when shown. BOT CHORD WEBS TOP CHORD 1-12=-4286/261, 2-12=-4244/275, 2-13=-3299/233, 3-13=-3231/245, 3-14=-3224/237, 4-14=-3286/224, 4-15=-2661/198, 5-15=-2660/199, 5-16=-2659/199, 6-16=-2659/199, 6-7=-1286/123 BOT CHORD 1-11=-294/4108, 10-11=-294/4108, 9-10=-291/4743, 8-9=-283/4753 WEBS 2-11=0/295, 2-10~1122/153, 3-10=0/752, 4-10=-1651/130, 4-9=0/277, 4-8=-2271/106, 6-8=-20 1/2859 NOTES 1) Unbalanced roof live loads have been considered for this design. Rigid ceiling directly applied or 10-0-0 oc bracing. 1 Row at midpt 2-10,4-10 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. 2) Wind: ASCE 7-05; 85mph (3-second gust); TCDL=7.2psf; BCDL=6.0psf; h=25ft; B=45ft; L=32ft; eave=4ft; Cat. II; Exp C; enclosed; MWFRS (all heights) and C-C Exterior(2) 0-5-12 to 3-8-11, lnterior(1) 3-8-11 to 15-6-8, Exterior(2) 15-6-8 to 18-9-7, lnterior(1) 24-6-11 to 32-3-12 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 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 2-0-0 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 44 lb uplift at joint 1 and 54 lb uplift at joint 7. 9) "Semi-rigid pitch breaks including heels" Member end fixity model was used in the analysis and design of this truss. 10) This truss does not include any time dependant deformation for long term loading (creep) in the total load deflection. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard I~ January 24,2014 L A lfARNIMi -Verifr deJign pmmtll!ts ••d READ N:)'f£S ON 1111S AND ItaUDED HITEIC REFEREM::E PAGE filll·14'13 rer. 0211'12013 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 parameters 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/TPil QuaiHy Criteria. 058~89 and 8CSI8uHdlng Component Safety lnformaHon available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. tt-.....l'lneiSI>}ItltnH<is-lfilod.tlledtilp-antlloH dKtlw __ <Mi~fO_lf'-2~0~U~by~AUC ___________ _ 1 •. I MiTek' 7777 Greenback Lane, Sutte 109 I Citrus Heights, CA, 95610 Job Truss Truss Type 13-92451 C32 Special Truss Madera Component Systems, Inc, Phoenix, AZ. 85043 6-9-4 15-3-8 6-9-4 8-6-4 c Scale= 1:57.1 2.50 112 5x6 14 t l N ~ 3x10 = 11 10 7 2x4 5x12 MT20H = 2x4 5x12 = 2x4 6-9-4 15-3-8 22-3-11 I 24-3-11 27-3-1 32-2-8 6-9-4 2-0-0 4-11-8 8-6-4 7-0-3 2-11-7 Plate Offsets (X Yl' [1·0-0-0 0-0 131 [10·0-6-0 0-3 01 -- LOADING (psf) SPACING 2-0-0 CSI I DEFL in (loc) 1/defl Lid PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.64 Vert(LL) -0.26 9-10 >999 240 MT20 185/148 TCDL 12.0 Lumber Increase 1.25 BC 0.77 Vert(TL) -0.59 10-11 >642 180 MT20H 139/111 BCLL 0.0 • Rep Stress I ncr YES WB 0.97 Horz(TL) 0.15 7 nla n/a I BCDL 10.0 Code IBC2009/TP12007 (Matrix) Weight: 153 lb FT=O% LUMBER TOP CHORD ,.....'-OTCHORD ~EBS 2x6 DF SS *Except• 4-6: 2x4 DF No.1&Btr G 2x4 DF No.1 &Btr G BRACING TOP CHORD Structural wood sheathing directly applied or 3-10-14 oc purlins, except end verticals. 2x4 HF/SPF Stud/STD *Except• 2-10,4-10,4-6,6-8: 2x4 DF No.1&Btr G REACTIONS (lb/size) 1=1337/0-5-8 (min. 0-1-8), 7=1337/0-3-8 (min. 0-1-8) Max Horz 1 =89(LC 8) Max Uplift 1=-44(LC 9), 7=-58(LC 6) FORCES (lb)-Max. Comp./Max. Ten.-All forces 250 (lb) or less except when shown. BOT CHORD WEBS TOP CHORD 1-12=-4302/267, 2-12=-4260/281, 2-13=-3269/241, 3-13=-3200/253, 3-14=-3203/247, 4-14=-3242/238, 4-15=-2647/210, 5-15=-2646/210, 5-16=-2646/210, 6-16=-2646/210, 6-7=-1285/130 BOT CHORD 1-11 ~314/4124, 10-11 =-314/4124, 9-1 0=-304/4362, 8-9=-299/4369 WEBS 2-11=0/309, 2-10=-1145/145, 3-10=0/767, 4-10=-1322/116, 4-8=-1868/112, 5-8=-328/1 05, 6-8=-205/2845 NOTES 1) Unbalanced roof live loads have been considered for this design. Rigid ceiling directly applied or 10-0-0 oc bracing. 1 Row at midpt 2-10 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. 2) Wind: ASCE 7-05; 85mph (3-second gust); TCDL=7.2psf; BCDL=6.0psf; h=25ft; B=45ft; L=32ft; eave=4ft; Cat. II; Exp C; enclosed; MWFRS (all heights) and C-C Exterior(2) 0-5-12to 3-8-11, lnterior(1) 3-8-11 to 15-6-8, Exterior(2) 15-6-Bto 18-9-7, lnterior(1) 22-6-11 to 32-3-12 zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 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 2-0-0 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 44 lb uplift at joint 1 and 58 lb uplift at joint 7. 9) "Semi-rigid pitch breaks including heels" Member end fixity model was used in the analysis and design of this truss. 10) This truss does not include any time dependant deformation for long term loading (creep) in the total load deflection. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard ~ January 24,2014 A WARNING -Verifr design pM'IIIIelim Uti READ KITES ON miS ANUNCJJJDED HITEK REFERENCE PAGE flfll-1413 rer. 02126/2013 BEFORE USE •. I 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 parameters 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/TPI1 Qualtty Criteria, DSB-89 and BCSIBuAdlng Component Safety Information available from Truss Plate Institute, 781 N.lee Street, Suite 312, Alexandria, VA 2231-4. lfSovtMmPinttfSPI_b ____ dftitn ____ ve06/01/2013byALSC ~7j!~~:ck_L_•"_"_· S-u-ile_1_0_9 __ j 1 Citrus Heights, CA, 95610 ----'-----~ Job Truss Truss Type 13-924S1 C34 Common Truss Madera Component Systems, Inc, Phoenix, PZ 85043 7-3-10 15-3-8 7-3-10 7-11-14 c Scale = 1:54.8 2.50 ri2 ~ 1~ 3x10 = 9 2x4 7-3-10 15-3-8 7-3-10 7-11-14 Plate Offsets (X,Yl: [1:0-0-0,0-0-131. [6:0-0-10,0-0-6], [8:0-4-0,0-3-81 LOADING (psf) TCLL 20.0 TCDL 12.0 BCLL 0.0 " BCDL 10.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress lncr YES Code IBC2009fTPI2007 CSI TC 0.64 BC 0.80 WB 0.84 (Matrix) 5x6 = 6x8 = DEFL Vert(LL) Vert(TL) Horz(TL) 12 3x10 = 3x4 = 24-1-2 32-2-8 8-9-10 8-1-6 in (loc) 1/defl Ud I PLATES GRIP -0.35 7-8 >999 240 MT20 185/148 -0.78 7-8 >492 180 0.18 6 n/a n/a I Weight: 1331b FT=O% LUMBER TOP CHORD O OTCHORD WEBS 2x6 OF SS "Except" 3-6: 2x4 OF No.1 &Btr G 2x4 OF No.1&Btr G BRACING TOP CHORD BOT CHORD WEBS Structural wood sheathing directly applied or 2-5-4 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. 2x4 HF/SPF Stud/STD "Except" 2-8: 2x4 OF No.1&Btr G REACTIONS (lb/size) 1=1340/0-3-8 (min. 0-1-8), 6=1340/0-3-8 (min. 0-1-8) Max Horz 1 =-39(LC 6) Max Uplift1=-45(LC 9), 6=-45(LC 9) FORCES (lb)-Max. Comp./Max. Ten.-All forces 250 (lb) or less except when shown. TOP CHORD 1-10=-4337/252, 2-10=-4297/268, 2-11=-3203/217, 3-11=-3139/227, 3-12=-3177/226, 4-12=-3214/217, 4-5=-4669/235, 5-13=-5075/356, 6-13=-5113/347 BOT CHORD 1-9=-217/4163, 8-9=-217/4163, 7-8=-231/4077, 6-7=-317/4963 WEBS 2-9=0/309, 2-8=-1227/150, 3-8=0/856, 4-8=-1088/143, 4-7=0/655, 5-7=-487/172 NOTES 1) Unbalanced roof live loads have been considered for this design. 1 Row at midpt 2-8 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. 2) Wind: ASCE 7-05; 85mph (3-second gust); TCDL=7.2psf; BCDL=6.0psf; h=25ft; B=45ft; L=32ft; eave=4ft; Cat. II; Exp C; enclosed; MWFRS (all heights) and C-C Exterior(2) 0-4-12 to 3-7-11, lnterior(1) 3-7-11 to 15-6-8, Exterior(2) 15-6-8 to 18-9-7 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss 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 rectangle 3-6-0 tall by 2-0-0 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 45 lb uplift at joint 1 and 45 lb uplift at joint 6. 7) "Semi-rigid pitch breaks including heels" Member end fixity model was used in the analysis and design of this truss. 8) This truss does not include any time dependant deformation for long term loading (creep) in the total load deflection. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard It 0 January 24,2014 A lfARNJMi -Verify de.signpmmtran lllld READ N:>TES ON DiiS AND 1/'C.UDED f!II1IJC llEFEAEta PAGE NII-141lru 02/16/1013 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 parameters 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/TPil Quanty Crtterta, DSB-89 and BCSIBuUdlng Component SCifety lnlormaflon available from Truss Plate lnsmute. 781 N. Lee Street. Suite 312, Alexandria, VA 22314. lfSou1MntPIMfiSiPik.!mberlo-ifitld,tll•ftli&ft----.,.,06/01/2013byALSC •• MiTek· 7777 Greenback lane, Suite 109 Citrus Heights, CA. 95610 J Job Truss Truss Type Ocean St. Residences, 13-924, dAk R41291193 13-92451 C36G Common Truss Madera Component Systems, Inc, Phoenix, I>Z 85043 7-3-10 15-3-8 7-3-10 7-11-14 5-7-11 5-7-11 5-7-11 c Scale = 1:53.8 5x6 2.50 112 t 6 4x5 = 9 8 3x4"" 2x4 5x8 = 3x6 = 7--10 15-3-8 24-1-2 32-2-8 7-3-10 7-11-14 8-9-10 8-1-6 Plate Offsets IX Yl' f1·0 0-0 0 1 131 [8·0-4-0 0 3 01 ----- LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) 1/defl Lid PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.27 Vert(LL) n/a -n/a 999 MT20 185/148 TCDL 12.0 Lumber Increase 1.25 BC 0.34 Vert(TL) n/a -n/a 999 BCLL 0.0 * Rep Stress lncr YES WB 0.80 Horz(TL) 0.01 9 n/a nla BCDL 10.0 Code IBC2009fTPI2007 (Matrix) Weight: 1451b FT=O% LUMBER TOP CHORD O OTCHORD EBS 2x6 DF SS 2x4 DF No.1&Btr G BRACING TOP CHORD BOT CHORD WEBS Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 5-1-5 oc bracing. 2x4 HF/SPF Stud/STD *Except* 2-8: 2x4 DF No.1 &Btr G REACTIONS All bearings 32-2-8. (lb)-Max Horz 1=39(LC 17) 1 Row at midpt 2-8 MiTek recommends that Stabilizers and required cross bracing , be installed during truss erection, in accordance with Stabilizer 1 Installation uide. Max Uplift All uplift 100 lb or less at joint(s) except 1 =-424(LC 17), 6=-305(LC 20), 9=-457(LC 17), 8=-192(LC 25), 7=-752(LC 20) Max Grav All reactions 250 lb or less at joint(s) except 1 =651 (LC 37), 6=536(LC 13), 9=1143(LC 37), 8=872(LC 14), 7=1511(LC 36) FORCES (lb)-Max. Comp./Max. Ten.-All forces 250 (lb) or less except when shown. TOP CHORD 1-10=-1735/1724, 2-10=-1123/1132, 2-11=-1366/1416, 3-11=-443/567, 3-12=-712/756, 4-12=-1165/1250, 4-5=-686/1086, 5-13=-1046/878, 6-13=-1584/1465 BOT CHORD 1-9=-1679/1687, 8-9=-1142/1151, 7-8~936/1027, 6-7=-1419/1624 WEBS 2-9=-973/554, 2-8=-1 082/1032, 3-8=-4921173, 4-8=-1 072/932, 4-7~ 1835/1361, 5-7=-759/228 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph (3-second gust); TCDL=7.2psf; BCDL=6.0psf; h=25ft; B=45ft; L=32ft; eave=4ft; Cat. II; Exp C; enclosed; MWFRS (all heights) and C-C Exterior(2) 0-3-0 to 3-5-15, lnterior(1) 3-5-15 to 15-6-8, Exterior(2) 15-6-8 to 18-9-7 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 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 2-0-0 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 424 lb uplift at joint 1, 305 lb uplift at joint 6, 457 lb uplift at joint 9, 192 lb uplift at joint 8 and 752 lb uplift at joint 7. 8) This truss has been designed for a total drag load of 180 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 32-2-8 for 180.0 plf. 9) "Semi-rigid pitch breaks including heels" Member end fixity model was used in the analysis and design of this truss. 10) This truss does not include any time dependant deformation for long term loading (creep) in the total load deflection. The building designer shall verify that this parameter fits with the intended use of this component. J:t 0 January 24,2014 A. WARN!Mi -VerifJ design p~lll'S .mi READ N:JT£5 ON THIS AND 1/IKl.UfiED HITEK ICEFEICEICE PAGE Hll-1413 rn 02126120!3 SEFOICE USE Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. •• MiTek· Applicability of design parameters 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 I fabrication, quality controL storage, delivery. erection and bracing, consult ANSI/TPil Quality Criteria, DSB·89 and BCSI Building Component 7777 Greenback Lane, Suite 109 1 Safety Information available from Truss Plate Institute, 781 N. Lee Street. Suite 312. Alexandria, VA 22314. Citrus Heights, CA, 95610 l__________lf~PineiSP)Iumba<IJ._.,ifitit'tMdfllln-ar•-..oht:tlve06/01/l013by=AtSC==----------------------c__---- Job Truss Truss Type Ocean St. Residences, 13~924, dAk R41291194 13-92451 C38G GABLE Madera Component Systems, Inc, Phoenix, f>Z 85043 6-Q-1 13-3-0 6-Q-1 7-2-15 7-2-15 c Scale = 1 :45.9 CONN. OF GABLE STUDS BY OTHERS. 2.50 112 ±l l 5x8 = 8-3-0 8-3-0 Plate Offsets (X.Yl: [1:0-3-4,0-3-8], [5:0-3-0.0-7-01. [8:0-4-0.0-3-41 LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 12.0 Lumber Increase 1.25 BCLL 0.0 * Rep Stress I ncr YES BCDL 10.0 Code IBC2009/TPI2007 CSI TC 0.43 BC 0.61 WB 0.97 (Matrix) I 5x6 18-2-15 9-11-15 DEFL Vert(LL) Vert(TL) Horz(TL) 3x4 = 26-8-0 8-5-1 in (loc) 1/defl Ud PLATES GRIP -0.18 7-8 >999 240 MT20 185/148 -0.45 7-8 >695 180 0.08 6 nla nla Weight: 160 lb FT=O% LUMBER TOP CHORD O OTCHORD EBS 2x6 OF SS 2x4 OF No.1&Btr G BRACING TOP CHORD Structural wood sheathing directly applied or 4-3-6 oc purlins, except end verticals. OTHERS 2x4 HF/SPF Stud/STD *Except* 1-9: 2x4 OF No.1&Btr G, 5-8: 2x6 OF SS 2x4 SPF Utility REACTIONS (lb/size) 9=1104/1-8-0 (min. 0-1-14), 6=1104/1-8-0 (min. 0-1-14) Max Horz 9=-57(LC 7) Max Uplift9=-688(LC 17), 6=-692(LC 20) Max Grav9=1732(LC 14), 6=1735(LC 13) FORCES (lb)-Max. Comp./Max. Ten.-All forces 250 (lb) or less except when shown. BOT CHORD WEBS TOP CHORD 1-41=-704/256, 2-41=-1178/821, 2-42=-3456/1035, 3-42=-2797/484, 3-43=-2794/473, 4-43=-3484/1 055, 4-44=-1238/782, 5-44=-896/349, 1-9=-383/137' 5-6=-448/189 BOT CHORD 8-9=-1811/4312, 7-8=-1050/3009, 6-7=-1839/4367 WEBS 2-8=-540/521, 3-8=-373/924, 3-7=-371/935, 4-7=-549/520, 2-9=-3885/1808, 4-6=-37 44/17 49 NOTES 1) Unbalanced roof live loads have been considered for this design. Rigid ceiling directly applied or 4-9-14 oc bracing. 2 Rows at 1/3 pts 2-9, 4-6 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. 2) Wind: ASCE 7-05; 85mph (3-second gust); TCDL=7.2psf; BCDL=6.0psf; h=25ft; B=45ft; L=27ft; eave=4ft; Cat. II; Exp C; enclosed; MWFRS (all heights) and C-C Exterior(2) 0-1-13 to 3-1-13, lnterior(1) 3-1-13 to 13-3-0, Exterior(2) 13-3-0 to 16-3-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSIITPI 1. 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 2-0-0 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 688 lb uplift at joint 9 and 692 lb uplift at joint6. 9) This truss has been designed for a total drag load of 180 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 26-8-0 for 180.0 plf. 1 0) "Semi-rigid pitch breaks including heels" Member end fixity model was used in the analysis and design of this truss. 11) This truss does not include any time dependant deformation for long term loading (creep) in the total load deflection. The building designer shall verify that this parameter fits with the intended use of this component. ]i January 24,2014 A WMNIMI -Verifp design p.mme11rs and READ H:JTES ON THIS AND ItaUDED HITfiC REFEREta PAGE HII-1413 ru 0212&12013 BEFORE liSE Design valid for use only with Milek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters 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 responslbillity 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/TPI1 Quality Criteria, DS8·89 and BCSIIuldlng Component 1 Safety Information available from Truss Plate Institute, 781 N. Lee Street. Suite 312, Alexandria, VA 22314. L____l!_~ t>inefSP}Iurni>M is_.:illad. tile dtilp ""lioiti --•• -<thAI 06/01/2013 by Al5C . •• MiTek· 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95610 Job Truss Truss Type 13-92451 C38G GABLE Madera Component Systems, Inc, Phoenix, I>Z. 85043 OOAD CASE(S) Standard 0 A_ lfARNl'Mi -Verify lltii§n paramtllrs ud READ NOT£S ON THIS AND INCl.Uf)ED HITEK REFEREta PAGE HII-1413 1er. 0212&12013 BEFORE liSE 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 parameters 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/TPI1 Quality Clfterla, DSB-89 and BCSI Buldlng Component Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. lf-..,..,.,_ISP)Iuml>erisop«mH,_dtulp_..., ___ 06/01/2013byAUC •• MiTek· 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95610 i I I _ __j Job Truss ,13-92481 C40-Cond1 Madera Component Systems, Inc, Phoenix, AZ 85043 7-7-12 7-7-12 Truss Type COMMON TRUSS 15-3-8 7-7-12 0 Scale= 1:54.7 5x6 = 2.50 ri2 12 t 1 "' ["';" "' 0 3x10 = 9 3x12 = 2x4 5x12 MT20H = 3x4 = 7-7-12 15-3-8 24-1-2 32-4-8 7-7-12 7-7-12 8-9-10 8-3-6 Plate Offsets (X.Yl: [1 :0-0-0,0-0-13], [8:0-6-0,0-3-0] LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) 1/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.63 Vert(LL) -0.36 7-8 >999 240 MT20 185/148 TCDL 12.0 Lumber Increase 1.25 BC 0.82 Vert(TL) -0.81 7-8 >474 180 MT20H 139/111 BCLL 0.0. Rep Stress lncr YES WB 0.92 Horz(TL) 0.18 6 nla nla BCDL 10.0 Code IBC2009/TPI2007 (Matrix) I Weight: 1331b FT=O% LUMBER TOP CHORD Q OTCHORD WEBS 2x6 DF SS 'Except' 3-6: 2x4 DF No.1&Btr G 2x4 DF No.1 &Btr G BRACING TOP CHORD BOT CHORD WEBS Structural wood sheathing directly applied or 2-5-3 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. 2x4 HF/SPF Stud/STD 'Except' 2-8: 2x4 DF No.1 &Btr G REACTIONS (lb/size) 1=1344/0-3-8 (min. 0-1-8), 6=1344/0-5-8 (min. 0-1-8) Max Horz 1 =-39(LC 6) Max Uplift 1 =-45(LC 9), 6=-45(LC 9) FORCES (lb)-Max. Comp./Max. Ten.-All forces 250 (lb) or less except when shown. TOP CHORD 1-10=-4331/252, 2-10=-4289/268, 2-11=-3228/218, 3-11=-3169/228, 3-12=-3166/227, 4-12=-3204/218, 4-5=-4719/233, 5-13=-5162/363, 6-13=-5200/354 BOT CHORD 1-9=-216/4157, 8-9=-216/4157, 7-8=-235/4138, 6-7=-325/5051 WEBS 2-9=0/303, 2-8=-1194/148, 3-8=0/871, 4-8=-1151/144, 4-7=0/661, 5-7=-520/178 NOTES 1) Unbalanced roof live loads have been considered for this design. 1 Row at midpt 2-8 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. 2) Wind: ASCE 7-05; 85mph (3-second gust); TCDL=7.2psf; BCDL=6.0psf; h=25ft; B=45ft; L=32ft; eave=4ft; Cat. II; Exp C; enclosed; MWFRS (all heights) and C-C Exterior(2) 0-1-12 to 3-4-10,1nterior(1) 3-4-10 to 15-3-8, Exterior(2) 15-3-8 to 18-6-5 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are MT20 plates unless otherwise indicated. 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 2-0-0 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 45 lb uplift at joint 1 and 45 lb uplift at joint 6. 8) "Semi-rigid pitch breaks including heels" Member end fixity model was used in the analysis and design of this truss. 9) This truss does not include any time dependant deformation for long term loading (creep) in the total load deflection. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard [MCT] January 24,2014 A WARNING -Verltf de.sign pmmellrs Mil READ NJTES ON THIS AND Il«l.UIJED HI1EK REFERENCE PAGE HII-1413 1ar. 0212&/2013 SEFOI!E liSE 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 parameters 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/TPil Quality Criteria, 058-89 and 8CSI8uldlng Component Safety lnlormatlon available from Truss Plate Institute. 781 N. Lee Street. Suite 312. Alexandria. VA 22314. lf--.PineiSP)IIImi>Hll--.1Mdtilp_iiA ___ 06/01/2013byAUC Jeii• MiTek· 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95610 Job Truss Truss Type COMMON TRUSS Ocean St. Residences, 13-924, dAk R41291195 13-92451 C40-Cond2 Madera Component Systems, Inc, Phoenix, I>Z. 65043 c 7-7-12 15-3-6 7-7-12 7-7-12 5-7-11 Scale= 1:54.7 5x6 = 2.50[12 12 i 1~ "' ]'7 "1 0 3x10 = 9 6 14 3x12 = 2x4 5x12 MT20H = 3x4 = 7-7-12 15-3-6 24-1-2 32-4-8 7-7-12 7-7-12 6-9-10 6-3-6 Plate Offsets (X.Yl: [1 :0-0-0,0-0-131. [8:0-6-0,0-3-0] LOADING (psf) SPACING 1-9-2 CSI DEFL in (loc) 1/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.71 Vert(LL) -0.34 7-8 >999 240 MT20 185/148 TCDL 12.0 Lumber Increase 1.25 BC 0.83 Vert(TL) -0.74 7-8 >517 180 MT20H 139/111 BCLL 0.0. Rep Stress I ncr NO WB 0.95 Horz(TL) 0.18 6 n/a n/a BCDL 10.0 Code IBC2009/TP12007 (Matrix) Weight: 133 lb FT=O% [MCT] LUMBER TOP CHORD O OTCHORD WEBS 2x6 DF SS *Except* 3-6: 2x4 DF No.1 &Btr G 2x4 DF No.1&Btr G BRACING TOP CHORD BOT CHORD Structural wood sheathing directly applied or 2-5-2 oc purlins. Rigid ceiling directly applied or 5-10-15 oc bracing. 2x4 HF/SPF Stud/STD *Except* 2-8: 2x4 DF No.1 &Btr G REACTIONS (lb/size) 1=1183/0-3-8 (min. 0-1-8), 6=1183/0-5-8 (min. 0-1-8) Max Horz 1 =-240(LC 19) Max Uplift 1 =-265(LC 25), 6=-265(LC 26) Max Grav 1=1408(LC 14), 6=1408(LC 13) FORCES (lb)-Max. Comp./Max. Ten.-All forces 250 (lb) or less except when shown. TOP CHORD 1-10=-4656/1098, 2-10=-4444/884, 2-11=-3313/644, 3-11=-2983/374, 3-12~2969/371, 4-12~3195/560' 4-5=-4885/920' 5-13=-5379/1150' 6-13=-5584/1346 BOT CHORD 1-9=-846/4317, 8-9=-846/4317, 7-8=-920/4370, 7-14=-1041/5201, 6-14=-1301/5201 WEBS 2-9=0/267, 2-8=-1115/194, 3-8=0/777, 4-8=-1022/136, 4-7=0/582, 5-7=-478/176 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph (3-second gust); TCDL=7.2psf; BCDL=6.0psf; h=25ft; B=45ft; L=32ft; eave=4ft; Cat. II; Exp C; enclosed; MWFRS (all heights) and C-C Exterior(2) 0-1-12 to 3-4-10, lnterior(1) 3-4-10 to 15-3-8, Exterior(2) 15-3-8 to 18-6-5 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are MT20 plates unless otherwise indicated. 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 2-0-0 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 265 lb uplift at joint 1 and 265 lb uplift at joint6. 8) This truss has been designed for a total drag load of 2000 lb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 30-4-8 to 32-4-8 for 1000.0 plf. 9) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 10) This truss does not include any time dependant deformation for long term loading (creep) in the total load deflection. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard _A WARNING -Verifp de.sign pii'IIIH!IIIJ alld READ N:>TES ON MIS AND INCLUDED HITEK IW'EREM:E PAGE HII-141lln 02!1&12013 BEFOtl£ 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 parameters and proper incorporation of component is responsibility of buDding 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/TPI1 Quality Criteria, DSB-89 and 8CSI8ulldlng Component Safety Information available from Truss Plate Institute, 781 N.lee Street. Suite 312, Alexandria. VA 22314. lf-PlnltfSI')Iumlltil& ____ dellp_ant ___ 06/01/l0UbyA1SC •• MiTek' 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95610 Job Truss 13-92451 C50-Cond1 Madera Component Systems, Inc, Phoenix, PZ. 85043 c 6-4-4 6-4-4 2.50 ri2 5x6 = 6-4-4 6-4-4 Plate Offsets (X Yl" [8 ·0-4-{) 0 3-{)l - LOADING (psf) SPACING 2-0-{) TCLL 20.0 Plates Increase 1.25 TCDL 12.0 Lumber Increase 1.25 BCLL 0.0. Rep Stress I ncr YES BCDL 10.0 Code IBC2009/TPI2007 Truss Type HOWE 13-0-4 6-8-0 13-0-4 6-8-0 CSI TC 0.51 BC 0.41 WB 0.59 (Matrix) Scale= 1:44.7 4x6 = 5x8 = 5x6 = 19-8-3 26-Q-8 6-8-0 6-4-5 I DEFL in (loc) 1/defl Ud PLATES GRIP Vert(LL) 0.13 8-9 >999 240 MT20 185/148 Vert(TL) -{).26 7-8 >999 180 I Horz(TL) 0.04 6 n/a nla Weight: 1141b FT=O% LUMBER TOP CHORD OOTCHORD 'VEBS 2x4 DF No.1&Btr G 2x4 DF No.1&Btr G BRACING TOP CHORD [MCT] Structural wood sheathing directly applied or 3-11-2 oc purlins, except end verticals. 2x4 HF/SPF Stud/STD *Except• 1-9,5-7: 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 8-10-14 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS (lb/size) 10=1081/0-3-8 (min. 0-1-8), 6=1081/0-3-8 (min. 0-1-8) Max Horz 1 0=-61 (LC 7) Max Uplift10=-64(LC 5), 6=-64(LC 6) FORCES (lb)-Max. Comp./Max. Ten.-All forces 250 (lb) or less except when shown. TOP CHORD 1-11 =-2533/589, 2-11 =-2494/600, 2-12=-2098/531, 3-12=-2050/549, 3-13=-2050/549, 4-13=-2098/531, 4-14=-2495/600, 5-14=-2534/589, 1-10=-1012/317, 5-6=-1012/317 BOT CHORD 8-9=-565/2444, 7-8=-558/2445 WEBS 3-8=-3/486, 2-8=-587/126, 4-8=-588/127, 1-9=-506/2260, 5-7=-505/2260 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-{)5; 85mph (3-second gust); TCDL=7.2psf; BCDL=6.0psf; h=25ft; B=45ft; L=26ft; eave=2ft; Cat. II; Exp C; enclosed; MWFRS (all heights) and C-C Corner(3) 0-1-12 to 3-1-12, Exterior(2) 3-1-12 to 13-0-4, Corner(3) 13-0-4 to 16-{)-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss 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 rectangle 3-6-0 tall by 2-{)-{) 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 10, 6. 7) "Semi-rigid pitch breaks including heels" Member end fixity model was used in the analysis and design of this truss. 8) This truss does not include any time dependant deformation for long term loading (creep) in the total load deflection. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard A WARNfMJ -VerifJde.sign pamN!IIIN ~lid READ N:JTESON 1JIISANI) Itc..UDED HITEKREFERS«:E PAGE HII-141lllr.01!26/20l3 BEFORE liSE 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 parameters and proper incorporation of component is responsibDity 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 responslbllllty 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/TPil QuaiHy Criteria, DS8·89 and ICSIIulldlng Component Safely lnlonnaflon available from Truss Plate lnstnute, 781 N.lee Street, Suite 312, Alexandria, VA 22314. lf-....PinttjSP}II.Imbarb-ihd,tluodH!p ___ _,_0&/01/2013byAUC January 24,2014 7777 Greenback Lane, Su~e 109 Citrus Heights, CA. 95610 _j -------------------------------- Job Truss Truss Type HOWE Ocean St. Residences, 13-924, dAk 13-92451 C50-Cond2 Madera Component Systems, Inc, Phoenix, Al. 85043 c ) l~ 10 3x6 6-4-4 6-4-4 6-4-4 2.50 112 9 5x6 = Plate Offsets (X Yl' [8·0-4-0 0 3-01 - LOADING (psi) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 12.0 Lumber Increase 1.25 BCLL 0.0 * Rep Stress lncr YES BCDL 10.0 Code IBC2009/TPI2007 13-0-4 6-8-0 13-0-4 6-8-0 CSI TC 0.60 BC 0.23 I WB 0.74 (Matrix) 4x6 = 8 5x8 = 19-6-3 6-8-0 DEFL in (loc) 1/defl Vert(LL) n/a -n/a Vert(TL) n/a -n!a Horz(TL) 0.01 8 n/a 7 5x6 = Ud I 999 999 n/a I 26-0-8 6-4-5 PLATES MT20 Weight: 1141b GRIP 185/148 R41291196 Scale= 1:44.7 6 3x4 FT=O% LUMBER TOP CHORD O OTCHORD EBS 2x4 OF No.1&Btr G 2x4 OF No.1&Btr G BRACING TOP CHORD [MCT] Structural wood sheathing directly applied or 5-3-1 oc purlins, except end verticals. 2x4 HF/SPF Stud/STD *Except* 1-9,5-7: 2x4 OF No.1 &Btr G BOT CHORD WEBS Rigid ceiling directly applied or 6-0-0 oc bracing. 1 Row at midpt 2-8, 4-8 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS All bearings 26-0-8. (lb)-Max Harz 10=-61(LC 22) Max Uplift All uplift 100 lb or less atjoint(s) 8 except 10=-504(LC 17), 9=-370(LC 17), 7=-369(LC 20), 6=-504(LC 20) Max Grav All reactions 250 lb or less atjoint(s) except 10=709(LC 14), 9=905(LC 37), 8=533(LC 13), 7=905(LC 36), 6=709(LC 13) FORCES (lb)-Max. Comp./Max. Ten.-All forces 250 (lb) or less except when shown. TOP CHORD 1-11=-1495/1414, 2-11=-880/845, 2-12=-1285/1254, 3-12=-560/584, 3-13=-559/600, 4-13~ 1285/1265, 4-14=-862/880. 5-14=-1495/1423. 1-1 0=-650/544, 5-6=-650/604 BOT CHORD 9-10=-1109/1185, 8-9=-965/993, 7-8=-946/994, 6-7=-1125/1186 WEBS 2-9=-955/709, 3-8=-374/193, 4-7=-955/703, 2-8=-1035/1032, 4-8=-1036/1032, 1-9=-1406/1376, 5-7=-1406/1393 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph (3-second gust); TCDL=7.2psf; BCDL=6.0psf; h=25ft; B=45ft; L=26ft; eave=2ft; Cat. II; Exp C; enclosed; MWFRS (all heights) and C-C Comer(3) 0-1-12 to 3-1-12, Exterior(2) 3-1-12 to 13-0-4, Corner(3) 13-0-4 to 16-0-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 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 2-0-0 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 8 except Gt=lb) 10=504,9=370, 7=369,6=504. 8) This truss has been designed for a total drag load of 180 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 26-0-8 for 180.0 pit. 9) "Semi-rigid pitch breaks including heels" Member end fixity model was used in the analysis and design of this truss. 10) This truss does not include any time dependant deformation for long term loading (creep) in the total load deflection. The building designer shall verify that this parameter fits with the intended use of this component. A WARNIMI-Verifp design paramell!rs and READ N:>T£S ON THIS AND IfnUDED HITEK IIEFEREM::.£ PAGE H11-141J 1111. 0212'/2013 BEFORE liSE Design valid for use only with Milek connectors. This design is based only upon parameters shown, and is for on individual building component. Applicability of design parameters and proper incorporation of component is responsibnity of bu~ding 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/TPI1 Quality Criteria, DSB-89 and BCSIBuHdlng Component Safety Information available from Truss Plate Institute, 781 N. Lee Street. Suite 312, Alexandria, VA 22314. lf-PineiSP!Iumlleris_.:ihd.m•fto!Cn---· ~06/01/20131v;AUC •• MiTek' 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95610 I Job Truss 13-92451 C54G Madera COmponent Systems, Inc, Phoenix, />Z. 85043 c 6-4-4 6-4-4 CONN. OF GABLE STUDS BY OTHERS. 14 12x12 = 6-4-4 6-4-4 2.50 li2 13 5x6 = Truss Type GABLE 12 11 13-0-4 6-8-0 13-0-4 6-8-0 Plate Offsets CX.Yl: [5:Edge,0-8-81. [10:0-4-0,0-3-01. [14:Edge,0-8-41 LOADING (psf) SPACING 2-0-0 CSI TCLL 20.0 Plates Increase 1.25 TC 0.72 TCDL 12.0 Lumber Increase 1.25 BC 0.22 BCLL 0.0. Rep Stress I ncr YES WB 1.00 BCDL 10.0 Code IBC2009fTP12007 (Matrix) LUMBER I 5x6 !! 10 5x8 = DEFL Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.01 19-8-3 6-8-0 (loc) 1/defl n/a n/a 10 n/a Scale = 1:44.3 8 7 5x6 = 26-0-8 6-4-5 Ud PLATES GRIP 999 MT20 185/148 999 n/a I Weight: 1531b FT=O% aTOP CHORD OTCHORD EBS OTHERS 2x6 OF SS 2x4 OF No.1&Btr G 2x4 HF/SPF Stud/STD 2x4 SPF Utility BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. REACTIONS All bearings 26-0-8. (lb)-Max Horz 14=-59(LC 22) BOT CHORD WEBS Max Uplift All uplift 100 lb or less atjoint(s) 10 except 14=-475(LC 17), 13=-379(LC 17), 7=-379(LC 20), 6=-476(LC 20), 12=-142(LC 2), 8=-142(LC 2) Max Grav All reactions 250 lb or less atjoint(s) 11,9 except 14=683(LC 14), 13=931(LC 37), 10=476(LC 13), 7=931(LC 36), 6=683(LC 13) FORCES (lb)-Max. Comp./Max. Ten.-All forces 250 (lb) or less except when shown. TOP CHORD 1-37=-1463/1377, 2-37=-845/831, 2-38=-1294/1264, 3-38=-571/589, 3-39=-570/612, 4-39=-1294/1275, 4-40=-827/845, 5-40=-1463/1388, 1-14=-619/514, 5-6=-619/574 BOT CHORD 13-14=-996/1071, 12-13=-237/279, 11-12=-279/321, 10-11=-999/1041, 9-10=-988/1041, 8-9=-268/321, 7-8=-226/279, 6-7=-1003/1072 WEBS 2-13=-956/710, 3-10=-368/187, 4-7=-956/707, 2-10=-1072/1064, 4-10=-1073/1063, 1-13=-1240/1218, 5-7=-1240/1224 NOTES 1) Unbalanced roof live loads have been considered for this design. Rigid ceiling directly applied or 6-0-0 oc bracing. 1 Row at midpt 2-10, 4-10 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. 2) Wind: ASCE 7-05; 85mph (3-second gust); TCDL=7.2psf; BCDL=6.0psf; h=25ft; B=45ft; L=26ft; eave=2ft; Cat. II; Exp C; enclosed; MWFRS (all heights) and C-C Comer(3) 0-1-12 to 3-1-12, Exterior(2) 3-1-12 to 13-0-4, Corner(3) 13-0-4 to 16-0-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1 .60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSifTPI 1. 4) Gable requires continuous bottom chord bearing. 5) Gable studs spaced at 1-4-0 oc. 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 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) A plate rating reduction of 20% has been applied for the green lumber members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) 10 except Qt=lb) 14=475, 13=379, 7=379,6=476, 12=142,8=142. 10) This truss has been designed for a total drag load of 180 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 26-0-8 for 180.0 plf. f"'iontinued on a e 2 January 24,2014 ~ A, WARNIMJ -V.rltf design pFoH~~E•n illllfi READ N:JT£5 ON THIS AND IMJJJDfD HIT£K REFEREta PAGHIIl-141ller. 02!2&/2013 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. 1[ Applicability of design parameters 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/TPI1 Quality Criteria, DSB-89 and BCSIBuRdlng Component Safety Information available from Truss Plate Institute, 781 N.lee Street, Suite 312, Alexandria, VA 22314. •• I MiTek' I 7777 Greenback Lane, Su~e 109 . Citrus Heights, CA, 95610 I I lfSolltMml>ino>fSP}Iumbtrb-ifiH.tMdtilp_liA_a_t!ve06/01/2013byALSC ------'-----------~--------" Job Truss R41291197 13-92451 C54G Truss Type GABLE Madera Component Systems, Inc, Phoenix, Jl2. 85043 7.350 s Sep 27 2012 MiTek Industries, Inc. Fri Jan 24 08:44:21 2014 Page 2 ID:Ivw_NjRjdnG_faLqdZq_yjy65C3-rqCEiudTf77QjjXc75x4iERc5gCpwJRyeP6qN?zsA60 COTES ,1) "Semi-rigid pitch breaks including heels" Member end fixity model was used in the analysis and design of this truss. 2) This truss does not include any time dependant deformation for long term loading (creep) in the total load deflection. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard c A lfARNIMI • Vtrifp deJign p111111H! •n and READ N:J TES ON THIS AND Itl:lUDED HITEIC REFERENCE PAGE Hll-1413 1er. 0212&12013 BEFORE USE Design valid for use only with MiTelc connectors. This design is based only upon parameters shown, and is for an individual building component. AppkabiKty of design parameters 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 •• MiTek' fabrication, quality control, storage, delivery, erection and bracing, consul! ANSI/11'11 QuaiHy Crlte~a. DSB-89 and BCSI Building Component 7777 Greenback Lane, Sutte 109 Safety lnfonnaHon available from Truss Plate Institute, 781 N. Lee Street. Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 95610 lfSaWiaml'lnaiSI>IIumberb_itllld,_dulp _____ 06/01/l013byALSC ________________ -----'-------------~ Job Truss 13-92451 C58G Madera Component Systems, Inc, Phoenix, I>Z. 85043 c LOADING (psf) TCLL 20.0 SPACING 2-0-0 Plates Increase 1. 25 Lumber Increase 1.25 Rep Stress lncr YES Truss Type MONO TRUSS 3x4 = CSI TC 0.06 BC 0.03 WB 0.00 2-3-4 2-3-4 2.50 112 DEFL Vert(LL) Vert(TL) Horz(TL) Ocean St. Residences, 13-924, dAk R41291198 2x4 II Scale = 1 :8.8 2 3 .... ·············~~····! 4 2x4 II in (loc) 1/defl Ud PLATES GRIP n/a n/a 999 MT20 185/148 n/a n/a 999 -0.00 3 nla n/a TCDL BCLL BCDL 12.0 0.0 • 10.0 Code IBC2009fTPI2007 (Matrix) I Weight: 91b FT=O% LUMBER TOP CHORD OBOTCHORD EBS 2x6 DF SS 2x4 DF No.1 &Btr G 2x4 HF/SPF Stud/STD BRACING TOP CHORD Structural wood sheathing directly applied or 2-3-4 oc purlins, except end verticals. BOT CHORD 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 with Stabilizer REACTIONS (lb/size) 1=79/2-3-4 (min. 0-1-8), 3=-27/2-3-4 (min. 0-1-8), 4=133/2-3-4 (min. 0-1-8) Max Horz 1 =28(LC 6) Max Uplifi1=-4(LC 5), 3=-27(LC 1), 4=-32(LC 5) Max Grav 1=79(LC 1), 3=12(LC 5), 4=133(LC 1) FORCES (lb)-Max. Comp./Max. Ten.-All forces 250 (lb) or less except when shown. NOTES In nation 1) Wind: ASCE 7-05; 85mph (3-second gust); TCDL=7.2psf; BCDL=6.0psf; h=25ft; B=45fl; L=24fl; eave=2fl; Cat. II; Exp C; enclosed; MWFRS (all heights) and C-C Comer(3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss 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 rectangle 3-6-0 tall by 2-0-0 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3, 4. 7) "Semi-rigid pitch breaks including heels" Member end fixity model was used in the analysis and design of this truss. 8) This truss does not include any time dependant deformation for long term loading (creep) in the total load deflection. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard .A WARNING -YerifJ de.sip p.nmelln Mil READ MJTES ON THIS AND Itn!IND HITEIC ICEFERBCE PAGE Hll-1413 tar. 02/26/2013 BEFORE liSE ---. 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 parameters and proper incorporation of component is responsibility of building designer • not truss designer. Bracing shown January 24,2014 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the M"lliek• erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding j' fobrication, quality control, storage, delivefY, erection and bracing, consult ANSI/TPil QuaiHy Crlte~a. DSB-89 and BCSI BuDding Component 7777 Greenback Lane, Su~e 109 Safety Information available from Truss Plate Institute, 781 N. lee Street. Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 95610 L_ ____ K_~ ______ Pme __ ~~~~~-----~-~~-~--~~--~--~~---------~---~------06~f~0-~~20 __ 1_3_~~AUK----------------------------------------L-----. ____________ _ Job 113-92451 Truss Truss Type MONO TRUSS Ocean St. Residences, 13-924, dAk C59G Madera Component Systems, Inc, Phoenix, t-Z. 85043 c 3x4-:::. LOADING (psf) SPACING 2-0-0 CSI I TCLL 20.0 Plates Increase 1.25 TC 0.15 TCDL 12.0 Lumber Increase 1.25 BC 0.09 BCLL 0.0 * Rep Stress lncr YES WB 0.00 BCDL 10.0 Code IBC2009!TPI2007 (Matrix) 4-0-12 4-0-12 DEFL in (lac) 1/defl Vert(LL) n/a -n/a Vert(TL) n/a -n/a Horz(TL) -0.00 3 nla 5 2x4 II Lid 999 999 nla 2x4 2 PLATES MT20 Weight: 151b R41291199 Scale = 1 :8.7 GRIP 185/148 FT=O% LUMBER TOP CHORD OBOTCHORD EBS 2x6DFSS 2x4 OF No.1 &Btr G 2x4 HF/SPF Stud/STD BRACING TOP CHORD Structural wood sheathing directly applied or 4-0-12 oc purlins, except end verticals. I BOT CHORD 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 with Stabilizer lnstallati n uid . REACTIONS (lb/size) 1=130/4-0-12 (min. 0-1-8), 3=-199/4-0-12 (min. 0-1-8), 4=379/4-0-12 (min. 0-1-8) Max Harz 1=28(LC 6) Max Uplift1=-8(LC 5), 3=-199(LC 1), 4=-100(LC 5) Max Grav 1=130(LC 1), 3=71(LC 5), 4=379(LC 1) FORCES (lb)-Max. Comp./Max. Ten.-All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-344/364 NOTES 1) Wind: ASCE 7-05; 85mph (3-second gust); TCDL=7.2psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=2ft; Cat. II; Exp C; enclosed; MWFRS (all heights) and C-C Corner(3) 0-3-11 to 3-3-11, Exterior(2) 3-3-11 to 4-0-12 zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss 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 rectangle 3-6-0 tall by 2-0-0 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) Bearing at joint(s) 3 considers parallel to grain value using ANSI!TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) 1, 4 except Gt=lb) 3=199. 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 9) This truss does not include any time dependant deformation for long term loading (creep) in the total load deflection. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard A WARNING -Velitf design pantmell!n and READ N01£S ON 'OOS AND It«l.UDED Hl1EK REFEREICE PAGE NII-1413 rer. 01!26[2013 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 parameters 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 conlrol. storage, delivery, erection and bracing, consult ANSI/TPil Quality C~te~a. DSB·B9 and BCSI BuDding Component Safety Information available from Truss Plate Institute, 781 N.lee Street. Suite 312. Alexandria, VA 22314. January 24,2014 IJtdi. lf-PineiSiP)Iumlmli_,ified._dftlln_.,. __ 06/01/2013byAUC ~7jr~~:ck Lane, Su_~_• 109 .---~~~ Citrus Heights, CA, 95610 . ----------------------L-------- Job Truss 13-92451 C60 Madera Component Systems, Inc, Phoenix, AZ 85043 c 2-7-14 2-7-14 2.50 ri2 3x8 :::: 3x4 10 9 6x12 MT20H = 3-11-9 3-11-9 Plate Offsets CX Yl" f7·0 3-0 0-4 121 [8·0 3-0 0-4 121 ---. - LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 12.0 Lumber Increase 1.25 BCLL 0.0 • Rep Stress lncr NO BCDL 10.0 Code IBC2009fTP12007 Truss Type Common Truss 7-2-8 4-6-11 4x6 = 7x6 = 1Q-5-7 6-5-13 CSI DEFL in (loc) TC 0.43 Vert(LL) -0.12 7-8 BC 0.76 Vert(TL) -0.25 7-8 WB 0.87 Horz(TL) 0.04 6 (Matrix) 7 7x6 = 1/defl Ud I >999 240 >666 180 nla n/a 11 14-5-0 3-11-9 PLATES MT20 MT20H Weight: 1461b Scale = 1:25.1 3x4 6 6x12 MT20H = GRIP 185/148 139/111 FT=O% LUMBER TOP CHORD O OTCHORD EBS 2x4 OF No.1 &Btr G 2x6DF SS BRACING TOP CHORD Structural wood sheathing directly applied or 4-9-2 oc purlins, except end verticals. REACTIONS 2x4 HF/SPF Stud/STD (lb/size) 9=5049/0-5-8 (min. 0-2-14), 6=5049/0-5-8 (min. 0-2-14) Max Horz 9=163(LC 28) Max Uplift9=-897(LC 15), 6=-897(LC 20) Max Grav 9=5422(LC 12), 6=5422(LC 11) FORCES (lb)-Max. Comp./Max. Ten.-All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-597/366, 2-3=-8233/1187, 3-4=-8222/1176, 4-5=-598/367 BOT CHORD BOT CHORD 9-10=-1508/6699, 8-10=-2035/7232, 7-8=-1580/6985, 7-11=-1718/6895, 6-11=-1287/6455 WEBS 3-7=-577/2666, 4-7=-567/3352, 3-8=-573/2662, 2-8=-568/3353, 2-9=-7429/1340, 4-6=-7419/1329 NOTES 1) 2-ply truss to be connected together with 1 Od (0.131 "x3") nails as follows: Top chords connected as follows: 2x4-1 row at 0-7-0 oc, 2x4-1 row at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-8-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. Rigid ceiling directly applied or 10-0-0 oc bracing. 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) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-05; 85mph (3-second gust); TCDL=7.2psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; enclosed; MWFRS (all heights); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 5) All plates are MT20 plates unless otherwise indicated. 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 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) A plate rating reduction of 20% has been applied for the green lumber members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Gt=lb) 9=897, 6=897. 10) This truss has been designed for a total drag load of 2000 lb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 2-0-0 for 1000.0 plf. 11) This truss has been designed for a total drag load of 1650 lb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 12-5-0 to 14-5-0 for 825.0 plf. 12) Girder carries tie-in span(s): 32-6-0 from 0-0-0 to 14-5-0 13) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 14) This truss does not include any time dependant deformation for long term loading (creep) in the total load deflection. The building designer shall verify that this parameter fits with the intended use of this component. January 24,2014 -Verifp design pnntellm and READ H::JT£5 ON THIS AND ItaUDED HI1BC REFER.Eta PAGE HII-1413 1n 0212612013 BEFORE liSE Design valid for use only with Milek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters 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/TPil QuaiHy Criteria, DSI-89 and BCSIBuUdlng Component Safety Information available from Truss Plate Institute. 781 N.lee Street, Suite 312. Alexandria. VA 22314. tfSoumemPinefSI')Iumi>MbspecilhH:I, __ .., ___ dKt!w06/01/2013byAI.SC 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95610 I Job Truss Truss Type 13-92451 .ceo Common Truss Madera Component Systems, Inc, Phoenix, I'Z 85043 O AD CASE(S) Standard Regular: Lumber lncrease=1.25, Plate lncrease=1.25 Uniform Loads (plf) 0 Vert: 1-3=-64, 3-5=-64, 6-9=-651(F=-631) A WARN!Mi -Verify deJign partmelln and READ H:'JTES ON THIS AND It«l.UDED fiiiTEK REFEREta PAGE Hll-1413 tar. 02/2&120!3 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 parameters 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/TPI1 Quality Criteria, DSB·89 and BCSIBuHdlng Component Safety lnformaHon available from Truss Plate Institute, 781 N. Lee Street. Suite 312, Alexandria, VA 22314. lf-PinttiSPJiuml>erb_illa!d,_dtilp ___ _,.06/01/2013byAUC •• MITek· 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95610 Job Truss Truss Type Ocean St. Residences, 13-924, dAk R41291201 13-92451 C64G GABLE Madera Component Systems, Inc, Phoenix, f>Z 85043 7-2-8 7-2-8 c Scale = 1:24.9 1 I 1J l ~I 8 3x6 II CONN. OF GABLE STUDS BY OTHERS. 2.50112 7 7-2-8 728 -- LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 12.0 Lumber Increase 1.25 BCLL 0.0 • Rep Stress lncr YES BCDL 10.0 Code IBC2009/TPI2007 LUMBER I CSI TC 0.73 BC 0.22 WB 0.62 (Matrix) 5x6 2 26 5x8 = 14-5-0 72-8 DEFL in (Icc) I/ dell Ud PLATES GRIP Vert(LL) n/a -n/a 999 MT20 185/148 Vert(TL) n/a -nla 999 Horz(TL) -0.01 6 n/a n/a Weight: 821b FT=O% TOP CHORD 2x6 OF SS BOT CHORD 2x4 OF No.1&Btr G 2x4 HF/SPF Stud/STD 2x4 SPF Utility BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pu~ins, except end verticals. O EBS THERS REACTIONS All bearings 14-5-0. (lb)-Max Horz 8=58(LC 24) BOT CHORD WEBS Max Uplift All uplift 100 lb or less atjoint(s) 6, 7, 5 except 8=-901(LC 17), 4=-899(LC 20) Rigid ceiling directly applied or 6-0-0 oc bracing. 1 Row at midpt 1-6, 3-6 1 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. Max Grav All reactions 250 lb or less atjoint(s) except 8=790(LC 37), 4=790(LC 36), 6=594(LC 14), 7=487(LC 2), 5=487(LC 2) FORCES (lb)-Max. Comp./Max. Ten.-All forces 250 (lb) or less except when shown. TOP CHORD 1-23=-1417/1363, 23-24=-765/786, 2-24=-618/628, 2-25=-617/637, 25-26=-764/829, 3-26=-1417/1372, 1-8=-694/588, 3-4=-694/636 BOT CHORD 6-7=-1245/1238, 5-6=-1221/1238 WEBS 2-6=-455/266, 1-6=-1206/1200, 3-6=-1206/1195 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph (3-second gust); TCDL=7.2psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=2ft; Cat. II; Exp C; enclosed; MWFRS (all heights) and C-C Corner(3) 0-1-12 to 3-1-12, Exterior(2) 3-1-12 to 7-2-8, Corner(3) 7-2-8 to 10-2-8 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs 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. 4) Gable requires continuous bottom chord bearing. 5) Gable studs spaced at 1-4-0 oc. 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 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) A plate rating reduction of 20% has been applied for the green lumber members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 6, 7, 5 except Ot=lb) 8=901' 4=899. 10) This truss has been designed for a total drag load of 180 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 14-5-0 for 180.0 plf. 11) "Semi-rigid pitch breaks including heels" Member end fixity model was used in the analysis and design of this truss. 12) This truss does not include any time dependant deformation for long term loading (creep) in the total load deflection. The building designer shall verify that this parameter fits with the intended use of this component. I~ I~ January 24,2014 A WARNIM:i -Verify design pmmtll!n and READ N'JT£S ON THIS AND ItaUDED HI1EK REFEREI'K£ PAGE HII-1413tn 02!2612013 SEFORE liSE Design valid for use only with Milek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters 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/TPil Quality Criteria, DSB·89 and BCSIBuRdlng Component Safety lnformaHon available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. ___ lf_Soutt!+m_. Plne!SPjluml>e<h_.:ified,_dtilp ____ ~06/01/2013byAI.SC •• I MiTek· 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95610 Job Truss 13-92451 C64G Truss Type GABLE Madera Component Systems, Inc, Phoenix, flZ 85043 OOAD CASE(S) Standard 0 A WARNIMO ·Vedtf deJig/1 p.mmelln illd READ N:llfS ON OOS AND ltaUDED HI7EK 1'/HEREta PAGE Nll-1413tar. 0212&/2013 SEFOI!E 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 parameters 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 AN$1/TPil Quality Crtteda, DSB-89 and BCSIBuldlng Component Safety Information available from Truss Plate Institute, 781 N.lee Street, Suite 312, Alexandria, VA 22314. lf-....-ISPIIumlleris_.-.-IIHiln-----06/01/2013bVAI.SC 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95610 _ ___j Job Truss 13-92451 C70 Madera Component Systems, Inc, Phoenix, I>Z. 85043 7-3-15 c 7-3-15 2.50 li2 Truss Type SPECIAL TRUSS 12-11-Q 5-7-Q Scale = 1:42.9 4x5 = t,...~~~~~~-~---~ 0 3x8 = 3x8 = 5x8 = 3x4 = 9-10-Q 16-Q-0 25-10-0 9-10-Q 6-2-0 9-10-Q Plate Offsets (X Y)· [7·0-4-0 0-3-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) 1/defl Lid PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.81 Vert(LL) -0.27 1-7 >999 240 MT20 185/148 TCDL 12.0 Lumber Increase 1.25 BC 0.82 Vert(TL) -0.66 1-7 >460 180 BCLL 0.0. Rep Stress lncr YES WB 0.41 Horz(TL) 0.11 5 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix) I I Weight: 881b FT=O% LUMBER TOP CHORD OOTCHORD EBS 2x4 OF No.1 &Btr G 2x4 OF No.1&Btr G 2x4 HF/SPF Stud/STD BRACING TOP CHORD BOT CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. 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 with Stabilizer In lalla i n uide. REACTIONS (lb/size) 1=1066/0-5-8 (min. 0-1-8), 5=1066/0-5-8 (min. 0-1-8) Max Horz 1 =35(LC 5) Max Uplift 1=-65(LC 5), 5=-65(LC 6) FORCES (lb)-Max. Comp./Max. Ten.-All forces 250 (lb) or less except when shown. TOP CHORD 1-8=-3753/294, 2-8=-3721/306, 2-9=-3183/177, 3-9=-3140/192, 3-10=-3140/192, 4-10=-3183/177, 4-11=-3721/306, 5-11=-3753/294 BOT CHORD 1-7=-265/3636, 6-7=-123/2528, 5-6=-265/3636 WEBS 3-6=-23/747, 4-6=-666/232, 3-7=-23/747, 2-7=-666/232 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph (3-second gust); TCDL=7.2psf; BCDL=6.0psf; h=25ft; B=45ft; L=26ft; eave=4ft; Cat. II; Exp C; enclosed; MWFRS (all heights) and C-C Exterior(2) 0-2-12 to 3-2-12, lnterior(1) 3-2-12 to 12-11-0, Exterior(2) 12-11-0 to 15-11-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss 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 rectangle 3-6-0 tall by 2-0-0 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 5. 7) "Semi-rigid pitch breaks including heels" Member end fixity model was used in the analysis and design of this truss. 8) This truss does not include any time dependant deformation for long term loading (creep) in the total load deflection. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard A WARN1Mi -Vtfify deJign pmmeiiiS and REAl) I«) T£S ON TfiiS AND It«l.WED HI TEl< llEFEREta PAGE Nll-1413 fl!r. 01!261201.3 llEFOilE liSE Design valid for use only with MiTek connectors. This design is based only upon parameters shown. and is for an individual building component. Appkability of design parameters 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 January 24,2014 •• MiTek· fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPil Quality Criteria. DS8·89 and 8CSI8uldlng Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 781 N. lee Street, Suite 312, Alexandria. VA 22314. Citrus Heights, CA. 95610 w~~~WmOHb~~~~~--~~_w __ ~~o_l~/2_0_1_l_~~AUK ________________________________________ L_ ________________________ ~ Job Truss 13-92451 C74G Madera Component Systems, Inc, Phoenix, /lZ 85043 c 7-3-15 7-3-15 Truss Type GABLE CONN. OF GABLE STUDS BY OTHERS. 2.50 112 3x4 ~ 14 13 1().0 9-10-0 Plate Offsets (X Yl" [12·0 3-0 0-3-01 - LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 12.0 Lumber Increase 1.25 BCLL 0.0 • Rep Stress lncr YES BCDL 10.0 Code IBC2009/TPI2007 12-11-0 5-7-0 12 5x6 = CSI TC 0.17 BC 0.22 WB 0.61 (Matrix) Ocean St. Remdences, 13-924, dAk R41291203 Scale = 1:42.4 5x6 11 10 9 8 3x4 "" 3x6 = 16-0-0 25-10-0 6-2-0 9-10-0 DEFL in (loc) 1/defl Lid I PLATES GRIP Vert(LL) n/a -nla 999 MT20 185/148 Vert(TL) n/a -nla 999 I Horz(TL) 0.01 10 n/a n/a Weight: 1221b FT=O% LUMBER TOP CHORD a OTCHORD EBS THERS 2x6 DF SS 2x4 OF No.1 &Btr G 2x4 HF/SPF Stud/STD 2x4 SPF Utility BRACING TOP CHORD BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 5-5-4 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Install ti n uide. REACTIONS All bearings 25-10-0. (lb)-Max Horz 1=-34(LC 20) Max Uplift All uplift 100 lb or less atjoint(s) 13,7 except 1=-347(LC 17), 5=-351(LC 20), 12=-835(LC 17), 8=-831 (LC 20) Max Grav All reactions 250 lb or less at joint(s) 10, 11, 9 except 1 =580(LC 37), 5=580(LC 36), 12=1334(LC 37), 8=1334(LC 36), 14=269(LC 2), 6=269(LC 2) FORCES (lb)-Max. Comp./Max. Ten.-All forces 250 (lb) or less except when shown. TOP CHORD 1-27=-1653/1548, 2-27=-1195/978, 2-28=-384/693, 3-28=-920/1322, 3-29=-899/1322, 4-29=-364/693, 4-30=-1194/999, 5-30=-1653/1569 BOT CHORD 1-14=-1536/1605, 13-14=-466/642, 12-13=-337/513, 11-12=-724/629, 10-11=-409/314, 9-10=-409/314, 8-9=-724/629, 7-8=-323/513, 6-7=-452/642, 5-6=-1522/1605 WEBS 3-8=-1455/1164, 4-8=-778/269, 3-12=-1455/1171, 2-12=-778/269 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph (3-second gust); TCDL=7.2psf; BCDL=6.0psf; h=25ft; B=45ft; L=26ft; eave=4ft; Cat. II; Exp C; enclosed; MWFRS (all heights) and C-C Exterior(2) 0-3-11 to 3-3-11, lnterior(1) 3-3-11 to 12-11-0, Exterior(2) 12-11-0 to 15-11-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs 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. 4) Gable requires continuous bottom chord bearing. 5) Gable studs spaced at 1-4-0 oc. 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 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) A plate rating reduction of 20% has been applied for the green lumber members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1 00 lb uplift at joint(s) 13, 7 except (jt=lb) 1=347,5=351, 12=835,8=831. 10) This truss has been designed for a total drag load of 180 plf. Lumber DOL=(1 .33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 25-10-0 for 180.0 plf. 11) "Semi-rigid pitch breaks including heels" Member end fixity model was used in the analysis and design of this truss. 12) This truss does not include any time dependant deformation for long term loading (creep) in the total load deflection. The building designer shall verify that this parameter fits with the intended use of this component. ,ontinued on a e 2 January 24,2014 Design valid for use only with Milek. connectors. This design is based only upon parameters shown, and is for an individual building component. Mil . Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer. Bracing shown -I A WARNII«i -Verity design pil,_ell!!rs and READ N:JT£5 ON THIS AND l#Kl.Uf)Efi Hll£1( REFERENCE PAGE Hll-1413 rn 02/2612013 BEFORE£: I ' --. ~r~~~~:~~~~~b~~ ~~~~v~~~~~';'~~n~~T~~~~~~~II~t~~~~~r~ai~ tt~r;;~~;~;Jn~~~~t~f \~~n~u~~d~~~b~i~i~~~~.gF~~~~~~~~~fJ~~~:s~~~s:~/~~ of the MiTek 4 ~ fabrication, quality control, storage, delivery, erection and bracing, consult AN$1/TPil Quality Criteria, D$8.·89 and BCSIBulld.lng Compone. nt . . 7777 Greenback Lane Suite 109 Safety lnformaHon available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Citrus Heights CA 95610 lf-P!neiSPlklnll>erb ____ ...., ____ tlve06/01/2013byAUC ·-·-----·----'_· ___ _ Job Truss 13-92451 C74G Truss Type GABLE Madera Component Systems, Inc, Phoenix, I>Z. 85043 COAD CASE(S) Standard c A. WARNIAG -Verily design p.nmel!ll 111d READ ICITES ON THIS AND It«l.UDED MI7EK REFEREICE A4G£ MII-141lln 0212'/21Jl3 SEFORE USE Design vartd for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters 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/TPil QuoiHy Criteria, DSI-89 ond ICSIIuRdlng Component Safety lnformoHon available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. lf-tom.ISI'llumi>MisS~>Hified._deilp _____ 06/01/WUbyAUC llii. MiTek· 7777 Greenback Lane, Suite 109 Citrus Heights, CA. 95610 Job Truss 13-92451 cao Madera Component Systems, Inc, 0-~-3 0--3 Phoenix, I>Z 85043 6-4-0 6-3-13 Truss Type COMMON TRUSS c Scale = 1:21.0 4x5 = 2.50112 2 1 ~ )~ 1 2x4 3x4 6-4-0 12-8-0 6-4-0 6-4-0 Plate Offsets (X Yl' [1·0-5-4 Edael [3·0 5-4 Edael - LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) 1/defl Ud I PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.38 Vert(LL) -0.05 4 >999 240 I MT20 185/148 TCDL 12.0 Lumber Increase 1.25 BC 0.31 Vert(TL) -0.11 3-4 >999 180 BCLL 0.0. Rep Stress lncr YES WB 0.16 Horz(TL) 0.02 3 nla n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix) Weight: 371b FT=O% LUMBER OTOPCHORD OTCHORD EBS 2x4 DF No.1&Btr G 2x4 DF No.1 &Btr G 2x4 HF/SPF Stud/STD BRACING TOP CHORD BOT CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 1=513/0-5-8 (min. 0-1-8), 3=513/0-5-8 (min. 0-1-8) Max Horz 1=-18(LC 6) Max Uplift1=-34(LC 5), 3=-34(LC 6) FORCES (lb)-Max. Comp./Max. Ten.-All forces 250 (lb) or less except when shown. TOP CHORD 1-5=-1395/165, 2-5=-1353/175, 2-8=-1352/180, 3-6=-1395/169 BOT CHORD 1-4=-139/1324, 3-4=-139/1324 WEBS 2-4=0/291 NOTES 1) Unbalanced roof live loads have been considered for this design. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Install ti n ide. 2) Wind: ASCE 7-05; 85mph (3-second gust); TCDL=7.2psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; enclosed; MWFRS (all heights) and C-C Exterior(2) 0-2-12 to 3-2-12, lnterior(1) 3-2-12 to 6-4-0, Exterior(2) 6-4-0 to 9-4-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss 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 rectangle 3-8-0 tall by 2-0-0 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3. 7) "Semi-rigid pitch breaks including heels" Member end fixity model was used in the analysis and design of this truss. 8) This truss does not include any time dependant deformation for long term loading (creep) in the total load deflection. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard !~ 0 January 24,2014 A WARN.fMi -Vtrify defi§n pnmelln Mid READ M:!TES ON THIS AND lt«l.UDED HITEIC liEFEREta PAGE Hll-1413 ~er. 02/1612013 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 parameters 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 fabrica1ion, quality control, storage. delivery, erection and bracing. consult ANSI/TPil Quality Criteria, DSB-89 and BCSI BuDding Component Safety Information available from Truss Plate Institute, 781 N.lee Street, Suite 312, Alexandria, VA 22314. lf-PIMISP*_is_lfttld._._.., ___ _,.,06/01/20UbyA!SC •• MiTek' 7777 Greenback Lane, Suite 109 Citrus Heights, CA. 95610 Job 13-92451 Truss Truss Type GABLE Ocean St. Residences, 13-924, dAk C84G-Cond1 Madera Component Systems, Inc, Phoenix, I>Z 85043 c 6-4-0 6-4-0 CONN. OF GABLE STUDS BY OTHERS. 2.50 ri2 6x6-::. 6-4-0 6-4-0 Plate Offsets (X,Yl: [1 :0-10-2,Edqel. [3:0-9-1 ,Edge] LOADING (psf) SPACING 2-0-Q TCLL 20.0 Plates Increase 1.25 TCDL 12.0 Lumber Increase 1.25 BCLL 0.0 * Rep Stress lncr YES BCDL 10.0 Code IBC2009fTPI2007 LUMBER 6 CSI TC 0.23 BC 0.38 WB 0.43 (Matrix) 5x8 5 2x4 DEFL Vert(LL) Vert(TL) Horz(TL) R41291205 Scale = 1:20.8 10 ~~ 0 6x6"" 4 12-8-0 6-4-0 in (loc) 1/defl Ud PLATES GRIP n/a n/a 999 MT20 185/148 n/a n/a 999 -o.02 4 nla n/a I Weight: 471b FT=O% [MCT] TOP CHORD a T CHORD BS OTHERS 2x6DFSS 2x4 OF No.1 &Btr G 2x4 HF/SPF Stud/STD 2x4 SPF Utility BRACING TOP CHORD BOT CHORD Structural wood sheathing directly applied or 5-3-4 oc purlins. Rigid ceiling directly applied or 3-11-2 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Install ti n ide. REACTIONS All bearings 9-3-4. (lb)-Max Horz 1=-17(LC 19) Max Uplift All uplift 100 lb or less atjoint(s) except 1=-534(LC 36), 5=-498(LC 20), 4~163(LC 20) Max Grav All reactions 250 lb or less atjoint(s) 6 except 1=559(LC 37), 5=952(LC 13), 4=320(LC 36) FORCES (lb)-Max. Comp./Max. Ten.-All forces 250 (lb) or less except when shown. TOP CHORD 1-9=-2704/2864, 2-9=-1691/2402, 2-10=-1573/1915, 3-10=-838/1241 BOT CHORD 1-6=-2916/2655, 5-6=-2071/1786, 4-5~1831/1570, 3-4=-1591/1330 WEBS 2-5=-1212/830 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-Q5; 85mph (3-second gust); TCDL=7.2psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; enclosed; MWFRS (all heights) and C-C Exterior(2) 0-3-11 to 3-3-11, lnterior(1) 3-3-11 to 6-4-0, Exterior(2) 6-4-0 to 9-4-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSifTPI 1. 4) Gable studs spaced at 1-4-Q 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 2-o-o 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 534 lb uplift at joint 1, 498 lb uplift at joint 5 and 163 lb uplift at joint 4. 9) Non Standard bearing condition. Review required. 10) This truss has been designed for a total drag load of 180 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from o-o-0 to 12-8-0 for 180.0 plf. 11) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 12) This truss does not include any time dependant deformation for long term loading (creep) in the total load deflection. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard _A WARNIMI-Vtrl#f desigll p.mmell!rs iUid READ M:!TES ON THIS AND ItaUDED lfiTEK REFEREICE PAGE Hll-1413 ter. 02/2&12013 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 parameters 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 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/TPI1 Quality Criteria, DSI-89 and ICSIIulldlng Component Safety Information available from Truss Plate Institute, 781 N.lee Street, Suite 312. Alexandria, VA 22314. lf-..,PineiSP)Iuml>..-isopecit!H,_dtilp _____ 06/01/201.lbyALSC January 24,2014 7777 Greenback Lane, Suite 109 J Citrus Heights, CA, 95610 _ _L_ _______ ·-~--~--- Job Truss Ocean St. Residences, 13-924, dAk Truss Type GABLE R41291205 13-92451 C84G-Cond2 Madera Component Systems, Inc, Phoenix, /1\Z 85043 6-4-0 6-4-0 c Scale = 1:20.8 5x8 2.50 ri2 ~ 9 10 l ~ .=-------+------\---------~-_____j____j___________Lfvf.L~,__!____-~-----+---+----==; < >( ", .)' X ;/ " " >" ':'·< ·x:._ >: " / , '"' .' "· ) \.< ';..· .'· '>:., // /./ > ." . >, , !~ 0 6x6 ~ 6-4-0 6-4-0 Plate Offsets (X,Yl: [1:0-10-2,Edge). [3:0-9-1,Edge) LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 12.0 Lumber Increase 1.25 BCLL 0.0 * BCDL 10.0 I Rep Stress lncr YES Code IBC20091TPI2007 LUMBER CSI TC 0.15 BC 0.15 WB 0.09 (Matrix) 5 2x4 DEFL Vert(LL) Vert(TL) Horz(TL) 6x6"" 12-8-0 6-4-0 in (loc) 1/defl Ud PLATES GRIP n/a n/a 999 MT20 185/148 n/a n/a 999 0.00 5 nla nla I Weight: 471b FT=O% Q TOPCHORD OTCHORD EBS OTHERS 2x6 DF SS 2x4 DF No.1&Btr G 2x4 HF/SPF Stud/STD 2x4 SPF Utility BRACING TOP CHORD BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc pu~ins. Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer lnstallati n ide. REACTIONS All bearings 12-8-0. (lb)-Max Horz 1=-17(LC 20) Max Uplift All uplift 100 lb or less atjoint(s) except 1=-260(LC 17), 3=-262(LC 20), 5=-115(LC 26) Max Grav All reactions 250 lb or less atjoint(s) 6, 4 except 1=438(LC 37), 3=438(LC 36), 5=340(LC 13) FORCES (lb)-Max. Comp./Max. Ten.-All forces 250 (lb) or less except when shown. TOP CHORD 1-9=-1112/1123, 2-9=-571/571, 2-10=-566/574, 3-10=-1109/1121 BOT CHORD 1-6=-1085/1092, 5-6=-240/259, 4-5=-240/259, 3-4=-1085/1092 WEBS 2-5=-425/143 NOTES (13) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph (3-second gust); TCDL=7.2psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; enclosed; MWFRS (all heights) and C-C Exterior(2) 0-3-11 to 3-3-11, lnterior(1) 3-3-11 to 6-4-0, Exterior(2) 6-4-0 to 9-4-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSIITPI 1. 4) Gable requires continuous bottom chord bearing. 5) Gable studs spaced at 1-4-0 oc. 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 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) A plate rating reduction of 20% has been applied for the green lumber members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 260 lb uplift at joint 1, 262 lb uplift at joint 3 and 115 lb uplift at joint 5. 10) This truss has been designed for a total drag load of 180 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 12-8-0 for 180.0 plf. 11) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 12) This truss does not include any time dependant deformation for long term loading (creep) in the total load deflection. The building designer shall verify that this parameter fits with the intended use of this component. 13) 2x6 or Double 2x4 Top Chord with gable studding below may be notched for flat 2x4 out riggers at 24' o/c. Do not disturb any plates. LOAD CASE(S) Standard ,A WARNIM> -Verity de1ign patamel!n allli READ N:JTES ON THIS AND IMl.liDED HITEK REFERENCE PAGHIIl-1413 rer. 01!26/2013 BEFORE liSE 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 parameters and proper incorporation of component is responsibility of building designer M 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/TPil QuaiHy Crllerta. DSBM89 and 8CSI8ulding Component Safety Information available from Truss Plate Institute, 781 N.Lee Street, Suite 312. Alexandria, VA 22314. lfSoW1eml'ln<t(SP)Iuml>ef il_.ihd.U..dHip-""''dloH ~06_./_11~1/~l_O_U_by~A.UC.~--~·---- •• MiTek· 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95610 [MCT] Job Truss Truss Type Ocean St. Residences, 13-924, dAk R41291206 13-92451 C86 COMMON TRUSS Madera Component Systems, Inc, Phoenix, i'Z. 85043 6-4-0 0-0-3 6-3-13 0 0 3 Scale= 1:19.8 4x5 = 2.50 [12 2 1 5 ~ l~~__L__~~~~~~~~~~~~~~~~ 3x4 = 6-4-0 11-1Q-8 6-4-0 5-6-8 Plate Offsets IX Yl" [1·0-5-4 Edael ' LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) 1/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.37 Vert(LL) -0.04 1-4 >999 240 MT20 185/148 TCDL 12.0 Lumber Increase 1.25 BC 0.30 Vert(TL) -0.10 1-4 >999 180 BCLL 0.0 • Rep Stress lncr YES WB 0.15 Horz(TL) 0.02 3 n!a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix) Weight: 341b FT=O% LUMBER OTOPCHORD OTCHORD EBS 2x4 OF No.1&Btr G 2x4 DF No.1 &Btr G 2x4 HF/SPF Stud/STD REACTIONS (lb/size) 3=483/0-3-8 (min. 0-1-8), 1=483/0-5-8 (min. 0-1-8) Max Horz 1=18(LC 5) Max Uplift3=-30(LC 6), 1=-34(LC 5) FORCES (lb)-Max. Comp./Max. Ten.-All forces 250 (lb) or less except when shown. BRACING TOP CHORD BOT CHORD TOP CHORD 1-5=-1240/162, 2-5=-1199/172, 2-6=-1200/177, 6-7=-1209/167, 3-7=-1247/166 BOT CHORD 1-4=-135/1173, 3-4=-135/1173 WEBS 2-4=0/275 NOTES 1) Unbalanced roof live loads have been considered for this design. Structural wood sheathing directly applied or 5-3-8 oc purlins. 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 with Stabilizer t nation uid . 2) Wind: ASCE 7-05; 85mph (3-second gust); TCDL=7.2psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; enclosed; MWFRS (all heights) and C-C Ex1erior(2) 0-2-12 to 3-2-12, lnterior(1) 3-2-12 to 6-4-0, Ex1erior(2) 6-4-0 to 9-4-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss 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 rectangle 3-6-0 tall by 2-0-0 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 30 lb uplift at joint 3 and 34 lb uplift at joint 1. 7) "Semi-rigid pitch breaks including heels" Member end fixity model was used in the analysis and design of this truss. 8) This truss does not include any time dependant deformation for long term loading (creep) in the total load deflection. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard ]~ January 24,2014 A lfARN!Mi -Verifr deJign par.tmtllll illlltiiiEAI> "'rES ON THIS AND ItaUD£() /IIITEK REFERENCE PAGE HII-1413 tn 02126/2013 BEFORE USE Design valid for use only with Milek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters 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 conlrol, storage, delivery, erection ond bracing, consult ANSI/TPil Quality C~le~a. DSB-89 and BCSIIuldlng Component Safety lnforrnafton available from Truss Plate Institute, 781 N.lee Street, Suite 312, Alexandria, VA 22314. lf-PineiSP}-Isspec-.-dtiltn-----06/01/201ibyAI.SC •• MITek· 7777 Greenback Lane, Suite 109 Citrus Heights, CA. 95610 Job Truss Truss Type Ocean St. Residences, 13-924, dAk R41291207 13-92451 C90-Cond1 Common Truss Madera Component Systems, Inc, Phoenix, AZ 85043 c 7-1-0 7-1-0 5x6 = Scale= 1:19.8 Plate Offsets CX.Yl: [1:0-3-13.0-1-121. [3:0-2-13,0-2-QJ LOADING (psf) SPACING 2-0-Q TCLL 20.0 Plates Increase 1.25 TCDL 12.0 Lumber Increase 1.25 BCLL 0.0 * Rep Stress lncr YES BCDL 10.0 Code IBC2009/TPI2007 LUMBER 2.50 112 7-1-0 7-1-0 CSI TC 0.36 BC 0.38 WB 0.10 (Matrix) DEFL in (loc) Vert(LL) -0.13 4-5 Vert(TL) -0.26 4-5 Horz(TL) 0.00 4 1/defl Ud >803 240 >402 180 n/a n/a 2x4 \\ \ \ \ \ \\ I \ \ \ \ \ \ \ \1 \ j 3x6 = 9-1-12 2-0-12 PLATES MT20 Weight: 451b GRIP 185/148 FT=O% OTOPCHORD OTCHORD EBS 2x4 OF No.1&Btr G 2x4 OF No.1&Btr G 2x6 OF SS *Except* 2-4: 2x4 HF/SPF Stud/STD, 2-5: 2x4 OF No.1&Btr G BRACING TOP CHORD BOT CHORD [MCT] Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 1 0-0-Q oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. I L REACTIONS (lb/size) 4=365/0-3-8 (min. 0-1-8), 5=365/0-3-8 (min. 0-1-8) Max Horz 5=85(LC 8) Max Uplift4=-20(LC 5), 5=-35(LC 5) FORCES (lb)-Max. Comp./Max. Ten.-All forces 250 (lb) or less except when shown. TOP CHORD 1-5=-266/110 WEBS 2-4=-349/199 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph (3-second gust); TCDL=7.2psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; enclosed; MWFRS (all heights) and C-C Exterior(2) 0-2-12 to 3-2-12, lnterior(1) 3-2-12 to 7-1-Q, Exterior(2) 7-1-0 to 8-11-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss 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 rectangle 3-6-Q tall by 2-0-Q 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 20 lb uplift at joint 4 and 35 lb uplift at joint 5. 7) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 8) This truss does not include any time dependant deformation for long term loading (creep) in the total load deflection. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard A, WARNII.G -Verilf design paiUMII!Iland READ N:J rES OPI lliiS Alf) It«l.UDEIJ HI1EK REFEREta PAGE lfii-14n rer. 02/.2&/2013 BEFORE USE Design vafid for use only with MiTek connectors. This design is based only upon parameters shown. and is for an individual building component. Applicability of design parameters 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 responsibiflty of the building designer. For general guidance regarding fabrication, quality control. storage, delivery, erection and bracing, consult AN$1/TPil Quality Criteria, DSB-89 and BCSI BuDding Component Safety Information available from Truss Plate Institute, 781 N.lee Street. Suite 312, Alexandria, VA 22314. lf-PineiSP) .......... bspecllltld._dul&n ____ 06/0l/2013byA.I.SC January 24,2014 r.di. MiTek· 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95610 Job Truss Truss Type Ocean St. Residences, 13-924, dAk R41291207 13-92451 C90-Cond2 Common Truss Madera Component Systems, Inc, Phoenix, I>Z 85043 c 7-1-0 7-1..0 Scale= 1:19.8 5x6 = 4 3x6 = 7+0 9-1-12 7-1-0 2-0-12 Plate Offsets (X.Yl: [1:0-3-13.0-1-121. [3:0-2-13,0-2-01 LOADING (psf) SPACING 2·0-0 CSI DEFL in (loc) 1/defl Lid PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.36 Vert(LL) -0.13 4-5 >803 240 MT20 185/148 TCDL 12.0 Lumber Increase 1.25 BC 0.38 Vert(TL) -0.26 4-5 >402 180 BCLL 0.0. Rep Stress lncr YES WB 0.10 Horz(TL) 0.00 4 nla nla I BCDL 10.0 Code IBC2009fTP12007 (Matrix) I Weight: 451b FT=O% LUMBER TOP CHORD O OTCHORD EBS 2x4 DF No.1 &Btr G 2x4 DF No.1 &Btr G 2x6 DF SS *Except* BRACING TOP CHORD [MCT] Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 2-4: 2x4 HF/SPF Stud/STD, 2-5: 2x4 DF No.1&Btr G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS (lb/size) 4=365/0-3-8 (min. 0-1-8), 5=365/0-3·8 (min. 0-1-8) Max Horz 5=85(LC 8) Max Uplift4=-20(LC 5), 5=-35(LC 5) FORCES (lb) ·Max. Comp./Max. Ten.· All forces 250 (lb) or less except when shown. TOP CHORD 1-5=·266/11 0 WEBS 2-4=-349/199 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph (3-second gust); TCDL=7.2psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; enclosed; MWFRS (all heights) and C-C Exterior(2) 0-2-12 to 3-2-12, lnterior(1) 3-2-12 to 7-1-0, Exterior(2) 7-1-0 to 8-11-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss 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 rectangle 3-6-0 tall by 2-0-0 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 20 lb uplift at joint 4 and 35 lb uplift at joint 5. 7) "Semi-rigid pitch breaks including heels" Member end fixity model was used in the analysis and design of this truss. 8) This truss does not include any time dependant deformation for long term loading (creep) in the total load deflection. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard A lfARNIMJ -YerifJ duig11 par~~~~tiii'J illd II£AD N:! TES ON THIS AND lt«J.tmED llfiTEK REFEREI'a PAGE HII-1413 111 r. 02J2,m13 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 parameters 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 buUding designer. For general guidance regarding fabrication. quality control. storage, delivery, erection and bracing. consult ANSI/TPI1 QuaiHy Crttefla, DSB-89 and BCSI BuDding Component Safety Information available from Truss Plate Institute, 781 N.lee Street, Suite 312, Alexandria, VA 22314. If-I'IM(SP}Iumi>H ls..,.cifted.U..DII&n ___ --06/01/201311VAUC •• MiTek· 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95610 Job Truss 13-92452 C96-Cond1 Madera Component Systems, Inc, Phoenix, AZ 85043 5-2-6 5-2-6 Truss Type KINGPOST 0 Scale= 1:17.4 4x6 = , 0.50 l12_ I ~~ 5-6 8 1-2 4x5 = 5 3x4 2 5-2-6 Plate Offsets (X.Yl: [2:0-3-0,0-2-11 LOADING (psi) SPACING 2-0-0 CSI TCLL 20.0 Plates Increase 1.25 TC 0.79 TCDL 12.0 Lumber Increase 1.25 BC 0.57 BCLL 0.0 • Rep Stress lncr YES WB 0.00 BCDL 10.0 Code IBC2009fTPI2007 (Matrix) 7x6 = 4x5 = DEFL in (loc) Vert(LL) 0.30 2 Vert(TL) -0.52 2 Horz(TL) 0.01 4 i 9 2-3 12 5-2-6 1/defl Ud >408 240 >231 180 n/a nla PLATES MT20 Weight: 391b GRIP 185/148 4x6 = 4 3x4 FT=O% LUMBER TOP CHORD O TCHORD BS 2x6 DF SS 2x4 DF No.1 &Btr G 2x4 HF/SPF Stud/STD BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. REACTIONS (lb/size) 5=424/0-3-8 (min. 0-1-8), 4=424/0-3-8 (min. 0-1-8) Max Horz 5=-103(LC 5) Max Uplift 5=-69(LC 5), 4=-69(LC 6) FORCES (lb)-Max. Comp./Max. Ten.-All forces 250 (lb) or less except when shown. BOT CHORD TOP CHORD 1-5=-287/160, 1-8=-530/219, 2-8=-544/213, 2-9=-544/239, 3-9=-530/245, 3-4=-287/161 BOT CHORD 2-5=-340/543, 2-4=-162/543 NOTES 1) Unbalanced roof live loads have been considered for this design. 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 with Stabilizer Installation uide. 2) Wind: ASCE 7-05; 85mph; TCDL=7.2psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=2ft; Cat. II; Exp C; enclosed; MWFRS (all heights) and C-C Corner(3) 0-1-12 to 3-1-12, Exterior(2) 3-1-12 to 10-3-0 zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 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 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 69 lb uplift at joint 5 and 69 lb uplift at joint4. 8) This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSifTPI 1. 9) "Semi-rigid pitch breaks including heels" Member end fixity model was used in the analysis and design of this truss. 1 0) This truss does not include any time dependant deformation for long term loading (creep) in the total load deflection. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard 7 [MCT] March 5,2014 A WARNIM> -Verify design pa10nH! 11!13 and READ IIJ 1£S ON THIS AND IIIQUlJEIJ Hl1£K REFERENCE PAGE HII-1413 re• l/l9/l0141JEf0RfUSf. ---• i ~~~~~av~~:~ ':, ~!~i~~~~;:,~;:~: ~~~~~~~~~~~~~~~~t~oi~ ~~~~~~~~~~t~~ fe~~~~s~~:~ 5~t0~71dfn~d ~e:~~~~r i~~~i:~~ ~~~~~~r~~r~~i~~~~~wn ·: is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the Mifiek' I erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding j fabrication, quality control, storage, delivery. erection and bracing, consult ANSI/TPil Quality Criteria, DSB-89 and BCSIIuHdlng Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Pla1e Institute. 781 N.lee Street, Suite 312. Alexandria. VA 22314. Citrus Heights, CA, 95610 L_ __ ~H~~~==~~~~~~~NmOH~=~b~qMK~=~==~~~~==~~==~ut~~==~~====~06~/0~cV~lD~U~~~AUC~-----------------·------------------_l ________________________ _ Job Truss 13-92452 C96-Cond2 Madera Component Systems, Inc, Phoenix, AZ 85043 5-2-6 5-2-6 Truss Type KINGPOST c Scale= 1:17.4 4x6 = n 0.50 l12__ 5-6 j 3x4 5-2-6 Plate Offsets (X.Yl: [2:0-3-0,0-2-11 LOADING (psi) TCLL 20.0 TCDL BCLL BCDL 12.0 0.0 • 10.0 LUMBER TOP CHORD 2x6 OF SS SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress lncr YES Code IBC2009/TPI2007 4x5 ! CSI TC 0.34 BC 0.17 WB 0.00 (Matrix) 7x6 = DEFL Vert(LL) Vert(TL) Horz(TL) 4x5 = in n/a n/a -0.00 BRACING TOP CHORD (loc) 1/defl nla nla 2 n/a 1 12 5-2-6 Ud 999 999 n/a I PLATES MT20 Weight: 39 lb GRIP 185/148 4x6 = 4 3x4 FT=O% O TCHORD BS 2x4 OF No.1&Btr G 2x4 HF/SPF Stud/STD BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. I REACTIONS (lb/size) 5=181/10-4-12 (min. 0-1-8), 2=487/10-4-12 (min. 0-1-8), 4=181/10-4-12 (min. 0-1-8) Max Horz 5=103(LC 20) Max Uplift 5=-42(LC 5), 2=-56(LC 20), 4~42(LC 6) Max Grav 5=181(LC 1), 2=487(LC 1), 4=181(LC 14) FORCES (lb)-Max. Comp./Max. Ten.-All forces 250 (lb) or less except when shown. TOP CHORD 1-8=-439/376, 2-8=-965/933, 2-9=-965/885, 3-9=-489/340 BOT CHORD 2-5=-10521965, 2-4=-849/940 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=7.2psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=2ft; Cat. II; Exp C; enclosed; MWFRS (all heights) and C-C Corner(3) 0-1-12to 3-1-12, Exterior(2) 3-1-12to 10-3-0 zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) Gable requires continuous bottom chord bearing. 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 2-0-0 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 42 lb uplift at jointS, 56 lb uplift at joinl2 and 42 lb uplift at joint4. 9) This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 10) This truss has been designed for a total drag load of 180 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 10-4-12 for 180.0 plf. 11) "Semi-rigid pitch breaks including heels" Member end fixity model was used in the analysis and design of this truss. 12) This truss does not include any lime dependant deformation for long term loading (creep) in the total load deflection. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard A WAANIAI'J -Verify design paiOmefen and READ /'IJ1fS ON mrs AND INQ.IHJED HI1fK REFER£ta PAGE HII-1473 IU l/ l9/lOI4 /JffOIIfUSf 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 parameters 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/TPil Quality Cllleria, DSB-89 and BCSI Buldlng Component Sczfety Information available from Truss Plate Institute, 781 N.lee Street, Suite 312. Alexandria, VA 22314. lf~PIM(SP)k.tml>erb.f!JUii'IH.'IIHt ..... ---•--06f01/2013byAUC Jeii• MiTek· 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95610 [MCT] Job Truss Truss Type COMMON TRUSS Ocean St. Residences, 13-924, dAk 13-92451 001 Madera Component Systems, Inc, Phoenix, ~ 85043 6-4-7 6-4-4 3x12 8-11-2 8-11-2 11-1-5 4-8-14 2.50 ri2 10 3x4 = Plate Offsets IX Yl" [9·0 6-0 0 3 01 ' --- LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 12.0 Lumber Increase 1.25 BCLL 0.0. Rep Stress lncr YES BCDL 10.0 Code IBC2009/TP12007 16-10-8 5-9-4 16-10-8 7-11-6 CSI TC 0.80 BC 0.88 WB 0.98 (Matrix) R41291209 Scale= 1:56.7 4x5 = 4 13 9 8 3x12 = 5x12 MT20H = 3x4 = 24-9-14 33-9-0 7-11-6 8-11-2 DEFL in (loc) 1/defl Ud I PLATES GRIP Vert(LL) -0.45 9-10 >887 240 MT20 185/148 Vert(TL) -0.97 9-10 >413 180 MT20H 139/111 Horz(TL) 0.20 7 n/a n/a ! Weight: 1261b FT=O% LUMBER TOP CHORD O OTCHORD EBS 2x4 OF No.1 &Btr G 2x4 OF No.1 &Btr G 2x4 HF/SPF Stud/STD BRACING TOP CHORD BOT CHORD Structural wood sheathing directly applied or 2-2-0 oc pur1ins. 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 with Stabilizer REACTIONS (lb/size) 1=1398/0-5-8 (min. 0-1-8), 7=1398/0-5-8 (min. 0-1-8) Max Horz 1 =38(LC 5) Max Uplift 1=-47(LC 9), 7=-47(LC 9) FORCES (lb)-Max. Comp./Max. Ten.-All forces 250 (lb) or less except when shown. TOP CHORD 1-11 =-5354/364, 2-11 =-5316/374, 2-3=-4904/259, 3-12=-3464/238, 4-12=-3426/248, 4-13=-3426/248, 5-13=-3464/238, 5-6=-4904/259, 6-14=-5316/374, 7-14=-5354/364 BOT CHORD 1-10=-332/5200, 9-10=-240/4427, 8-9~240/4427, 7-8=-331/5200 WEBS 4-9=0/1037, 5-9=-1187/117, 5-8=0/572, 6-8=-491/162, 3-9=-1187/117, 3-10=0/572, 2-1 0=-491/162 NOTES 1) Unbalanced roof live loads have been considered for this design. lnstallati n 2) Wind: ASCE 7-05; 85mph (3-second gust); TCDL=7.2psf; BCDL=6.0psf; h=25ft; B=45ft; L=34ft; eave=4ft; Cat. II; Exp C; enclosed; MWFRS (all heights) and C-C Exterior(2) 0-2-12 to 3-7-4, lnterior(1) 3-7-4 to 16-10-8, Exterior(2) 16-10-8 to 20-3-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are MT20 plates unless otherwise indicated. 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 2-0-0 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 471b uplift at joint 1 and 471b uplift at joint 7. 8) "Semi-rigid pitch breaks including heels" Member end fixity model was used in the analysis and design of this truss. 9) This truss does not include any time dependant deformation for long term loading (creep) in the total load deflection. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard A WARNJ'M.i -Verifr delign pi!UH!IIN Dd READ H:IT£S ON THIS AND lNIJ.UfJED HI1EK REFERENCE PAGE Hll-1413 ter. 02!2&12013 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 parameters 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 stabiHty during construction is the responsibimty 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/TPil Quality Crtterta, DSI-89 and ICSIBuldlng Component Safety Information available from Truss Plate Institute, 781 N. Lee Street. Suite 312, Alexandria, VA 22314. lfs.wm.ml'lne(SP)~c.on~Hris--.m•dulp-mo-. -06/lll/l013byAUC January 24,2014 7777 Greenback Lane, Suite 109 Citrus H_.,_·gh_ts_._c_A_. 9_s_s1_o__ _ _ __j Job Truss 13-92451 D03-Cond1 Madera Component Systems, Inc, Phoenix, I>Z. 85043 Truss Type COMMON TRUSS 2.50112 3x8 = 8-11-2 8-11-2 10 6x6 = Plate Offsets IX Yl' [9·0 6-0 0 3-41 -- LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 12.0 Lumber Increase 1.25 BCLL 0.0 * Rep Stress lncr YES BCDL 10.0 Code IBC2009/TPI2007 16-10-8 7-11-6 I CSI TC 0.36 BC 0.43 WB 0.37 (Matrix) 5x6 = 4 9 5x12 = DEFL Vert(LL) Vert(TL) Horz(TL) 13 24-9-14 7-1Q-O in (loc) -0.12 7-8 -0.27 7-8 0.01 9 R41291210 Scale = 1:56.5 3x8 = 6x6 = 33-9-0 8-11-2 1/defl Ud PLATES GRIP >999 240 MT20 185/148 >748 180 nla nla Weight: 126 lb FT=O% [MCT) LUMBER TOP CHORD O OTCHORD EBS 2x4 DF No.1&BtrG 2x4 DF No.1&Btr G 2x4 HF/SPF Stud/STD BRACING TOP CHORD BOT CHORD WEBS Structural wood sheathing directly applied or 5-8-4 oc purlins. Rigid ceiling directly applied or 6-0-0 oc bracing. 1 Row at midpt 5-9, 3-9 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS (lb/size) 1=391/0-5-8 (min. 0-1-8), 9=2014/0-11-0 (min. 0-2-2), 7=391/0-5-8 (min. 0-1-8) Max Horz 1 =38(LC 5) Max Uplift1=-34(LC 5), 9=-73(LC 9), 7=-37(LC 6) Max Grav 1=466(LC 13), 9=2014(LC 1), 7=466(LC 14) FORCES (lb)-Max. Comp./Max. Ten.-All forces 250 (lb) or less except when shown. TOP CHORD 1-11=-1118/153, 2-11=-1080/162, 2-3=-564/216, 3-12=-59/1409, 4-12=-49/1453, 4-13=-50/1453, 5-13=-59/1409, 5-6=-564/216, 6-14=-1080/181, 7-14=-1118/171 BOT CHORD 1-10=-168/1066, 9-10=-474/115, 8-9=-475/111, 7-8=-148/1066 WEBS 4-9=-934/129, 5-9=-1250/116, 5-8=0/651, 6-8=-617/170, 3-9=-1250/116, 3-10=0/651, 2-10=-617/170 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph (3-second gust); TCDL=7.2psf; BCDL=6.0psf; h=25ft; B=45ft; L=34ft; eave=4ft; Cat. II; Exp C; enclosed; MWFRS (all heights) and C-C Exterior(2) 0-2-12 to 3-7-4, lnterior(1) 3-7-4 to 16-10-8, Exterior(2) 16-10-8 to 20-3-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss 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 rectangle 3-6-0 tall by 2-0-0 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 34 lb uplift at joint 1, 73 lb uplift at joint 9 and 37 lb uplift at joint 7. 7) "Semi-rigid pitch breaks including heels" Member end fixity model was used in the analysis and design of this truss. 8) This truss does not include any time dependant deformation for long term loading (creep) in the total load deflection. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard A lfARNJMi ·Verify design pmmtiiiinlld READ H:JTESON THIS AND It«J.IIDED HITEKREFEREta PAGE HII-1413 ter.02!2612013 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 parameters 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, quali1y control, storage, delivery, erection and bracing, consult ANSI/11'11 Qualfty Clflella, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. ~lf-PineiSP)tuml>eriupecil'lad._....., _____ 06/01/201lbyAUC January 24,2014 IIIIi. : MiTek· ~ 7777 Greenback Lane, Su;te 109 Citrus Heights, CA, 95610 Job Truss 13-924S1 D03-Cond2 Madera Component Systems, Inc, Phoenix, AZ 85043 6-4-7 11-1-5 6-4-4 4-8-14 2.50 li2 J l M1 ;;;r 6 3xB = 10 Truss Type COMMON TRUSS 16-10-8 5-9-4 6x6 = 8-11-2 16-10-8 8-11-2 7-11-6 Plat Offsets CX Yl' [9·0-6-0 0 3-41 e - LOADING (psf) SPACING 2-0-0 CSI TCLL 20.0 Plates Increase 1.25 TC 0.50 TCDL 12.0 Lumber Increase 1.25 BC 0.50 BCLL 0.0. Rep Stress lncr YES WB 0.91 BCDL 10.0 Code IBC2009/TP12007 (Matrix) Scale = 1:56.5 5x6 = 4 13 M l;i; 6 3x8 = 9 6x6 = 5x12 24-9-14 33-9-0 7-10-0 8-11-2 DEFL in (loc) 1/defl Ud I PLATES GRIP Vert(LL) -0.13 1-10 >843 240 MT20 185/148 Vert(TL) -0.28 7-8 >717 180 Horz(TL) -0.01 9 n/a n/a Weight: 126 lb FT=O% [MCT] LUMBER TOP CHORD ,.....S.?T CHORD '-"vEBS 2x4 OF No.1&Btr G 2x4 OF No.1 &Btr G 2x4 HF/SPF Stud/STD BRACING TOP CHORD BOT CHORD WEBS Structural wood sheathing directly applied or 3-2-8 oc purlins. Rigid ceiling directly applied or 4-5-2 oc bracing. 1 Row at midpt 5-9, 3-9 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS All bearings 17-5-6 except (jt=length) 7=0-5-8. (lb)-Max Horz 1=-38(LC 20) Max Uplift All uplift 100 lb or less atjoint(s) except 1=-326(LC 17), 9=-935(LC 26), 10=-1118(LC 17), 7=-498(LC 20) Max Grav All reactions 250 lb or less atjoint(s) except 1=584(LC 37), 9=2487(LC 13), 10=1717(LC 37), 7=948(LC 36) FORCES (lb)-Max. Comp./Max. Ten.-All forces 250 (lb) or less except when shown. TOP CHORD 1-11=-1599/1557, 2-11=-1054/946, 2-3=-571/1041, 3-12=-1912/2890, 4-12=-1368/2373, 4-13=-835/1890, 5-13=-297/1260, 5-6=-1726/1109, 6-14=-2668/1665, 7-14=-3220/2277 BOT CHORD 1-10=-1548/1514, 9-10=-1372/942, 8-9=-792/956, 7-8=-2206/3067 WEBS 4-9=-1114/456, 5-9=-1271/137, 5-8=0/647, 6-8=-650/214. 3-9=-2038/1539, 3-10=-1712/1761, 2-10=-676/181 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph (3-second gust); TCDL=7.2psf; BCDL=6.0psf; h=25ft; B=45ft; L=34ft; eave=4ft; Cat. II; Exp C; enclosed; MWFRS (all heights) and C-C Exterior(2) 0-0-0 to 3-4-8, lnterior(1) 3-4-8 to 16-10-8, Exterior(2) 16-10-8 to 20-3-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss 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 rectangle 3-6-0 tall by 2-0-0 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 326 lb uplift at joint 1, 935 lb uplift at joint 9, 11181b uplift at joint 10 and 4981b uplift at joint 7. 7) This truss has been designed for a total drag load of 180 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 33-9-0 for 180.0 plf. 8) "Semi-rigid pitch breaks including heels" Member end fixity model was used in the analysis and design of this truss. 9) This truss does not include any time dependant deformation for long term loading (creep) in the total load deflection. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard A WARN!t«i -V.rifr design pmmell!n and READ KittS ON THIS AND lll:lUilED lifi'IEK ltEFEREla PAGE HII-1413 rer. 02!26/1013 BEFORE liSE Design valid for use only with Milek connectors. This design is based only upon parameters shown. and is for on individual building component. Applicability of design parameters 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/TPil QuaiHy Clflerla, DSB-89 and 8CSI8uHdlng Component Safety Information available from Truss Plate Institute, 781 N. Lee Street. Suite 312, Alexandria, VA 22314. ___ lf-.mPlntt(SP)kln'IIHI<ts_._m.d<ulp _____ 06/0lll013byAUC •• ! ~7j!~~:ck Lane, Suite 109 I Citrus Heights, CA, 95610 :_______j Job Truss Truss Type GABLE Ocean St. Residences, 13-924, dAk 13-92451 D05G Madera Component Systems, Inc, Phoenix, I'Z. 85043 c 4x6 c::: ~-7 11-1-5 16-1Q-8 6-4-7 4-8-14 CONN. OF GABLE STUDS BY OTHERS. 2.50 li2 15 6x6 = 8-11-2 16-10-B 8-11-2 7-11-6 5-9-4 Plate Offsets (X,Y): [1:0-4-9,Edge], [7:1-2-9,Edgel. [14:0-5-0,0-3-4] LOADING (psf) SPACING 2-0-0 CSI TCLL 20.0 Plates Increase 1.25 TC 0.24 TCDL 12.0 Lumber Increase 1.25 BC 0.46 BCLL 0.0. Rep Stress I ncr YES I WB 0.89 BCDL 10.0 Code IBC2009rrPI2007 (Matrix) 5x8 4 14 5x10 = DEFL Vert(LL) Vert(TL) Horz(TL) 5-9-3 35 13 12 24-9-14 7-11-6 in (loc) -0.11 1-15 -0.24 1-15 0.03 14 R41291211 Scale = 1:56.4 3x4 = 4x6 :::c 11 10 9 8 6x6 = 33-9-0 8-11-2 1/defl Ud PLATES GRIP >999 240 MT20 185/148 >830 180 n/a n/a I Weight: 176 lb FT=O% LUMBER TOP CHORD Q OTCHORD EBS OTHERS 2x6 DF SS 2x4 DF No.1 &Btr G 2x4 HF/SPF Stud/STD 2x4 SPF Utility BRACING TOP CHORD BOT CHORD WEBS Structural wood sheathing directly applied or 4-7-10 oc purlins. Rigid ceiling directly applied or 4-5-8 oc bracing. 1 Row at midpt 5-14, 3-14 MiTek recommends that Stabilizers and required cross bracing i be installed during truss erection, in accordance with Stabilizer i Installation guide. REACTIONS All bearings 17-0-12 except (jt=length) 1=0-5-8. (lb)-Max Horz 1=37(LC 18) Max Uplift All uplift 100 lb or less atjoint(s) 13 except 1=-472(LC 17), 7~350(LC 20), 14=-908(LC 17), 9=-1140(LC 20) Max Grav All reactions 250 lb or less atjoint(s) 13, 12, 11, 10, 8 except 1=915(LC 37), 7=556(LC 36), 14=2482(LC 14), 9=1420(LC 36) FORCES (lb)-Max. Comp./Max. Ten.-All forces 250 (lb) or less except when shown. TOP CHORD 1-33~3164/2218, 2-33=-2615/1457, 2-3=-1578/1077, 3-34=-66/1350, 4-34=-853/1972, 4-35=-1452/2481' 5-35=-1820/2959, 545=-635/1076, 6-36=-1059/1003, 7-36=-1611/1613 BOT CHORD 1-15=-2195/3175, 14-15=-792/873, 13-14=-1016/526, 12-13=-815/325, 11-12=-1055/565, 10-11=-1295/805, 9-10=-1502/1013, 8-9=-523/593, 7-8=-1586/1549 WEBS 4-14=-1162/460, 5-14=-1953/1400, 5-9=-1664/1717, 6-9=-717/241, 3-14=-1266/120, 3-15=0/652, 2-15=-720/241 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph (3-second gust); TCDL=7.2psf; BCDL=6.0psf; h=25ft; B=45ft; L=34ft; eave=4ft; Cat. II; Exp C; enclosed; MWFRS (all heights) and C-C Exterior(2) 0-2-12 to 3-7-4, lnterior(1) 3-7-4 to 16-10-8, Exterior(2) 16-10-8 to 20-3-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSirrPI 1. 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 2-0-0 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 13 except (jt=lb) 1=472, 7=350, 14=908,9=1140. 9) This truss has been designed for a total drag load of 180 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 33-9-0 for 180.0 plf. 10) "Semi-rigid pitch breaks including heels" Member end fixity model was used in the analysis and design of this truss. A WARNll'Ki -Verify design pll'IIIH!II!Il 111111 READ N'J1£S ON THIS AND IMJ.UDED /III1EK REFEREICE PAGE /1111-1413 ter. 0212'12013 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 parameters and proper incorporation of component is responsibdity 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/TPil Quality Criteria, DS8·89 and 8CSI 8uUdlng Component Safety lnformaflon available from Truss Plate Institute, 781 N. Lee Street. Suite 312, Alexandria. VA 22314. lfSoutlletn PIMISPI!uml>ti is~ifiH. 1M uslp --'11\oH -tlw 06/01/2013 by AUC January 24,2014 •• MiTek· 7777 Greenback Lane, Suite 109 Citrus Heights. CA. 95610 Job Truss 13-92451 D05G Truss Type GABLE Ocean St. Residences, 13-924, dAk R4129121~, Madera Component Systems, Inc, Phoenix,/>Z. 85043 7.350 s Sep 27 2012 MITek Industries, Inc. Frl Jan 24 08:44:50 2014 Page 2 ID:Ivw_NjRjdnG_falqdZq_yjy65C3-VPTCNpzfq1nlhAFBKhztOM8iKM1rDSNDIQetupzsA5x OOTES 1) This truss does not include any time dependant deformation for long term loading (creep) in the total load deflection. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard 0 A WARNl'Mi -Verify deJign piJI'mtllrS aftd READ M:'JT£S ON 1JIIS AND ItaiJDED HITEK II.EFEP.EICE PAGE Hll-1413 rer. 01!26/2013 BEFOII.E USE I Design valid for use only with Milek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters 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 AN$1/TPil Quality Criteria, DSB-89 and BCSI BuDding Component Safety Information ava~able from Truss Plate Institute, 781 N.Lee Street, Suite 312, Alexandria, VA 22314. lfSotnltenlPinaiSiPIIuml>etlo_.if!H,m..,......_..., ___ 06/01/l013byALSC •• MiTek' 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95610 I _j Job Truss 13-924S1 007-Cond1 Madera Component Systems, Inc, Phoenix, f>Z 85043 6-4-7 6-4-4 Truss Type COMMON TRUSS 11-1-5 4-8-14 16-10-8 5-9-4 Scale = 1:53.5 4x5 = 2.50 ri2 l~ 0 3x12 = 11 3x4 = 10 7x6 II 5x12 MT20H = 3x4 = 8-11-2 16-10-8 24-9-14 31-9-0 8-11-2 7-11-6 7-11-6 6-11-2 Plate Offsets (X.Yl: [8:0-4-3.0-1-31. [10:0-6-0,0-3-01 CSI TC 0.75 DEFL in (loc) 1/defl Ud PLATES GRIP Vert(LL) -0.35 10-11 >999 240 MT20 185/148 I SPACING 2-0-0 Plates Increase 1.25 LOADING (psi) TCLL 20.0 BC 0.84 WB 0.98 (Matrix) Vert(TL) -0.75 10-11 >506 180 I MT20H 139/111 Horz(TL) 0.16 8 n/a n/a Weight: 1231b FT=O% Lumber Increase 1.25 Rep Stress lncr YES Code IBC2009/TPI2007 TCDL 12.0 BCLL 0.0 • I BCDL 10.0 LUMBER QTOPCHORD OTCHORD EBS SLIDER 2x4 DF No.1 &Btr G 2x4 DF No.1&BtrG 2x4 HF/SPF Stud/STD BRACING TOP CHORD BOT CHORD Structural wood sheathing directly applied or 2-2-0 oc pu~ins. Rigid ceiling directly applied or 10-0-0 oc bracing. Right 2x4 HFSPF Stud/STD 2-9-6 REACTIONS (lb/size) 8=1324/0-3-8 (min. 0-1-8), 1=1324/0-5-8 (min. 0-1-8) Max Horz 1 =38(LC 5) Max Uplift8=-44(LC 9), 1=-44(LC 9) FORCES (lb)-Max. Comp./Max. Ten.-All forces 250 (lb) or less except when shown. TOP CHORD 1-12=-5015/347, 2-12=-4977/357, 2-3=-4557/243, 3-13=-3106/218, 4-13=-3067/228, 4-14=-3067/231 • 5-14=-31 08/221 • 5-6=-3849/220. 6-15=-3656/281 • 7 -15=-3665/279, 7 -8=-3735/270 BOT CHORD 1-11 =-316/4869, 10-11 =-220/4083, 9-1 0=-213/3728, 8-9=-229/3519 WEBS 4-10=0/904, 5-10=-859/120, 6-9=0/355, 3-10=-1192/118, 3-11=0/573, 2-11=-498/162 NOTES 1) Unbalanced roof live loads have been considered for this design. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Install ti n ide. 2) Wind: ASCE 7-05; 85mph (3-second gust); TCDL=7.2psf; BCDL=6.0psf; h=25ft; B=45ft; L=34ft; eave=4ft; Cat. II; Exp C; enclosed; MWFRS (all heights) and C-C Exterior(2) 0-2-12 to 3-7-4, lnterior(1) 3-7-4 to 16-10-8, Exterior(2) 16-10-8 to 20-3-0 zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are MT20 plates unless otherwise indicated. 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 2-0-0 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 8, 1. 8) "Semi-rigid pitch breaks including heels" Member end fixity model was used in the analysis and design of this truss. 9) This truss does not include any time dependant deformation for long term loading (creep) in the total load deflection. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard [MCT) January 24,2014 A WARNIMI-Vtrifr deJign pmmelln Mti READ NOT£S ON THIS ANlJ Irt:l.UDED HI'IEK REFERE1CE PAGE H11-14131tr. 02!26/201.3 BEFORE USE Design valid for use only with Milek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters 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 responsibiUity of the erector. Additional permanent bracing of the overall structure is the responsibility ofthe building designer. For general guidance regarding fabrication, quality control. storage. delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSI~89 and BCSIBuldlng Component Safety Information available from Truss Plote Institute, 781 N.Lee Street. Suite 312, Alexandria. VA 22314. ltSc>u1MmPIMfSPIII.InobHisljle(ifiiNf.me_., ___ -""06/01/lOUbyAUC •• MiTek' 7777 Greenback Lane, Suite 109 Citrus Heights, CA. 95610 Job Truss Truss Type COMMON TRUSS Ocean St. Residences, 13-924, dAk R41291212l 13-92451 D07-cond2 Madera Component Systems, Inc, Phoenix, I>Z 85043 6-4-7 11-1-5 16-1()-8 6-4-4 4-8-14 4-8-14 Scale = 1 :53.5 4x5 = 2.50 112 I~ 0 3x12 = 11 3x4 = 10 167x6 II 8-11-2 16-10-8 8-11-2 7-11-6 Plate Offsets (X.Yl: [8:0-4-3,0-1-31. [10:0-6-Q.0-3-01 LOADING (psi) SPACING 2-0-Q CSI TCLL 20.0 Plates Increase 1.25 TC 0.85 TCDL 12.0 Lumber Increase 1.25 BC 0.92 Rep Stress I ncr YES Code IBC2009fTP12007 WB 0.99 (Matrix) i BCLL 0.0 * BCDL 10.0 LUMBER 5x12 MT20H = 24-9-14 7-11-6 DEFL in (Icc) 1/defl Vert(LL) -o.47 10-11 >805 Vert(TL) -o.87 10-11 >436 Horz(TL) 0.21 8 n/a 3x4 = Ud 240 180 n/a PLATES MT20 MT20H 31-9-0 6-11-2 Weight: 1231b GRIP 185/148 139/111 FT=O% QTOPCHORD OTCHORD EBS SLIDER 2x4 DF No.1 &Btr G 2x4 DF No.1&Btr G 2x4 HF/SPF Stud/STD BRACING TOP CHORD BOT CHORD Structural wood sheathing directly applied or 2-D-8 oc purlins. Rigid ceiling directly applied or 2-2-Q oc bracing. L Right 2x4 HFSPF Stud/STD 2-9-6 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer REACTIONS (lb/size) 8=1324/0-3-8 (min. 0-1-11), 1=1324/0-5-8 (min. 0-1-11) Max Horz 1=-52(LC 20) Max Uplift8=-279(LC 26), 1=-279(LC 25) Max Grav 8=1559(LC 13), 1=1559(LC 14) FORCES (lb)-Max. Comp./Max. Ten.-All forces 250 (lb) or less except when shown. TOP CHORD 1-12=-6046/1375, 2-12=;-5828/1168, 2-3=-5266/932, 3-13=-3523/626, 4-13=-3294/429, 4-14=-3189/348, 5-14=-3434/540, 5-6=-4374/731, 6-15=-4176/799, 7-15=-4231/843, 7 -8=-4482/1 009 BOT CHORD 1-11=-1341/5926, 10-11=-1314/5177, 9-10=-1350/4882, 9-16=-1519/4808, 8-16=-939/4808 WEBS 4-10=0/919, 5-10=-908/169, 6-9=-42/412, 3-10=-1207/133, 3-11=0/573, 2-11=-523/180 NOTES 1) Unbalanced roof live loads have been considered for this design. lnst llati n id . 2) Wind: ASCE 7-Q5; 85mph (3-second gust); TCDL=7.2psf; BCDL=6.0psf; h=25ft; B=45ft; L=34ft; eave=4ft; Cat. II; Exp C; enclosed; MWFRS (all heights) and C-C Exterior(2) 0-2-12 to 3-7-4, lnterior(1) 3-7-4 to 16-10-8, Exterior(2) 16-10-8 to 20-3-Q zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are MT20 plates unless otherwise indicated. 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 2-0-0 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 8=279, 1=279. 8) This truss has been designed for a total drag load of 2000 lb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 30-9-Q to 31-9-Q for 2000.0 plf. 9) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 10) This truss does not include any time dependant deformation for long term loading (creep) in the total load deflection. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard _A WARN!Mi -VerifJ deli;n paratnell!rsalld READ M:JTES ON 1H1S ANfJ INC.tlfJED HITEK REFEREM:£ PAGE HII-1413 rer. OJ!:W2011 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 des·lgn parameters 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 stabHity 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 ANSJ/TPil Quality Criteria, DSB-89 and BCSI BuDding Component Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. lfSc>utMmiiiMlSIIjlumberh--. _Utlp ___ --06/01/2013.byA.lSC •• I ~7~~~:ck Lane, Su~e 109 , Citrus Heights, CA, 95610 [MCT] Job Truss 13-92452 009 Madera Component Systems, Inc, 5-7-8 5-7-8 Phoenix, AZ. 85043 10-8-13 5-1-5 Truss Type COMMON TRUSS 16-6-0 5-9-4 c Scale = 1 :53.1 4x12 = 2.50 112 11 3x4 = 8-6-10 16-6-0 8-6-10 7-11-6 Plate Offsets (X,Y): [1:0-0-0,0-0-121. [8:0-0-0,0-4-61. [10:0-4-0,0-3-41 LOADING (psi) TCLL 20.0 TCDL 12.0 BCLL 0.0 ' BCDL 10.0 LUMBER SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress I ncr YES Code IBC2009/TPI2007 CSI TC 0.96 BC 1.00 WB 0.98 (Matrix) 4x5 = 4 5x8 = 3x4 = 24-5-6 31-4-8 7-11-6 6-11-2 DEFL in (loc) 1/defl Ud I PLATES Vert(LL) -0.47 10-11 >805 240 MT20 Vert(TL) -0.83 10-11 >451 180 Horz(TL) 0.17 8 n/a n/a I Weight: 1231b BRACING TOP CHORD BOT CHORD Structural wood sheathing directly applied. Rigid ceiling directly applied. 6x12 = GRIP 185/148 FT=O% QTOPCHORD OTCHORD EBS SLIDER 2x4 DF No.1 &Btr G 2x4 DF No.1 &Btr G 2x4 HF/SPF Stud/Std Right 2x4 HFSPF Stud/Std 2-9-6 I MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer REACTIONS (lb/size) 1=1312/0-3-8 (min. 0-2-2), 8=1312/0-3-8 (min. 0-2-2) Max Horz 1=38(LC 18) Max Uplift1=-719(LC 25), 8=-719(LC 26) Max Grav 1=1987(LC 14), 8=1987(LC 13) FORCES (lb)-Max. Comp./Max. Ten.-All forces 250 (lb) or less except when shown. TOP CHORD 1-12=-7611/3218, 2-12=-7042/2591, 2-3=-6348/2177, 3-13=-4225/1377, 4-13=-3624/785, 4-14=-3379/582, 5-14=-4006/1162, 5-6=-5284/1684, 6-15=-5058/1718, 7-15=-5197/1846, 7-8=-5787/2274 BOT CHORD 1-11=-3116/7326, 10-11=-1708/5474, 9-10=-1367/4712, 8-9=-2209/5464 WEBS 4-10=-23/929, 5-10=-1022/281, 5-9=-173/310, 6-9=-270/633, 3-10=-1198/173, 3-11=-2/513, 2-11=-555/288 NOTES 1) Unbalanced roof live loads have been considered for this design. Installation ide. 2) Wind: ASCE 7-05; 85mph; TCDL=7.2psf; BCDL=6.0psf; h=25ft; B=45ft; L=34ft; eave=4ft; Cat. II; Exp C; enclosed; MWFRS (all heights) and C-C Exterior(2) 0-6-4 to 3-10-12, lnterior(1) 3-10-12 to 16-10-8, Exterior(2) 16-10-8 to 20-3-0 zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss 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 rectangle 3-6-0 tall by 2-0-0 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 1 =719, 8=719. 7) This truss has been designed for a total drag load of 180 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 31-4-8 for 180.0 plf. B) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 9) This truss does not include any lime dependant deformation for long term loading (creep) in the total load deflection. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard I~ 0 March 5,2014 A II'ARNIJII'l -Verify design patllmerr.n and READ NJ1fS ON 1HIS AND INQ..f}f)ED HI1fK REFER£ /a PAGE HII-1473 '"' l/l9/10141Jff0R£11Sf. Design valid for use only with MiT ek. connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of buUding 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 responsibitlity 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/TPil Quality Criteria, DSB-89 and BCSI Buldlng Component Safety lnforrnaHon available from Truss Plate Institute, 781 N. Lee Street. Suite 312, Alexandria, VA 22314. lf __ fSPI_b ___ .... ....., _____ 06/01/201lbyAI.SC •• MiTek· 7777 Greenback Lane, Suite 109 Citrus Heights, CA. 95610 Job 13-92451 Truss 011 Truss Type COMMON TRUSS Madera Component Systems, Inc, Phoenix, I>Z 85043 c 4-5-7 4-5-7 5x6 = 9·2·5 4-8-14 2.50 r12 12 3x4 = 14-11-8 5-9-4 7-Q-2 14-11-8 7-Q-2 7-11-6 Plate Offsets (X.Yl: [1:0-0-15.0-1-13], [9:0-4-3,0·1·31. [11:0-4-0.0-3-01 LOADING (psf) TCLL 20.0 TCDL 12.0 BCLL 0.0 * BCDL 10.0 LUMBER SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress lncr YES Code IBC2009/TPI2007 CSI TC 0.98 BC 0.58 WB 0.74 (Matrix) 5-9-3 4x5 = 5 5x8 = 22-10-14 7-11-6 DEFL in (Icc) Vert(LL) -0.25 11-12 Vert(TL) -0.56 10-11 Horz(TL) 0.13 9 1/defl Ud >999 240 >635 180 n/a n/a 4-8-14 10 3x4 = I 29-10-0 6-11-2 PLATES MT20 Weight: 1191b BRACING TOP CHORD BOT CHORD Structural wood sheathing directly applied. Rigid ceiling directly applied or 10-0-0 oc bracing. R412912141 4-4-6 Scale = 1:50.5 6x6 II GRIP 185/148 FT=O% QTOPCHORD OTCHORD EBS SLIDER 2x4 OF No.1&Btr G 2x4 OF No.1&Btr G 2x4 HF/SPF Stud/STD Left 2x4 HFSPF Stud/STD 1-10-8, Right 2x4 HFSPF Stud/STD 1-9-9 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation ui . REACTIONS (lb/size) 1=1253/0-3-8 (min. 0-1-8), 9=1253/0-3-8 (min. 0·1-8) Max Horz 1=38(LC 5) Max Uplift1=-42(LC 9), 9=-42(LC 9) FORCES (lb) ·Max. Comp./Max. Ten.· All forces 250 (lb) or less except when shown. TOP CHORD 1·2=-3491/265, 2-13=-3445/265, 3-13=-3420/272, 3-4=-3590/207, 4-14=-2806/204, 5-14~2764/214, 5-15=-2764/214, 6-15=-2806/204, 6-7=-3556/206, 7-16=-3358/268, 8-16~3384/261 • 8-9=-3428/262 BOT CHORD 1-12=·225/3299, 11-12=-197/3476, 10-11=-201/3459, 9-10=-216/3235 WEBS 5-11=0/802, 6-11=-877/121, 7·10=0/354, 4-11=-893/120, 3-12=0/330 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph (3-second gust); TCDL=7.2psf; BCDL=6.0psf; h=25ft; B=45ft; L=34ft; eave=4ft; Cat. II; Exp C; enclosed; MWFRS (all heights) and C-C Exterior(2) 1-11-0 to 5-3-8, lnterior(1) 5-3-8 to 16-10-8, Exterior(2) 16-10-8 to 20-3-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss 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 rectangle 3-6-0 tall by 2-0-0 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 9. 7) "Semi-rigid pitch breaks including heels" Member end fixity model was used in the analysis and design of this truss. 8) This truss does not include any time dependant deformation for long term loading (creep) in the total load deflection. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard A lfARNIAG -V.rifr duigllpilUitllm ud READ ~TES ON THIS AND lNa.UDE(} HITEK REFERENCE PAGE H11-14131er. 02/26/2013 BEFORE USE Design valid for use only with Milek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters 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 responslbillity 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/TPI1 Quality Criteria, DSB-89 and 8CSI8ulding Component Safety lnformaflon available from Truss Plate Institute, 781 N.lee Street, Suite 312, Alexandria, VA 22314. lf-.....Pinttl$1111umiotihopec-. 1Mdtulp'llllluB .... -tllftH:-06/0lf2013byAI.SC ·------ January 24,2014 Job Truss 13-92451 013 Madera Component Systems, Inc, Phoenix, 1\l. 85043 0 9 3x4 Plate Offsets (X,Y): LOADING (psf) TCLL 20.0 TCDL 12.0 BCLL 0.0 • BCDL 10.0 7-9-8 7-9-8 2.50112 7-9-8 7-9-8 [6:0-6-7,Edge], [8:0-4-0,0-3-01 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress lncr YES Code IBC2009/TPI2007 Truss Type COMMON TRUSS 4x5 = 5x8 = CSI TC 0.82 BC 0.47 WB 0.72 (Matrix) 13-6-12 5-9-3 Scale = 1:38.9 3x10 MT20H 3x4 = 15-8-14 22-2-0 7-11-6 6-5-2 DEFL in (loc) 1/defl Lid PLATES GRIP Vert(LL) -0.11 7-8 >999 240 MT20 185/148 Vert(TL) -0.26 7-8 >999 180 MT20H 165/146 Horz(TL) 0.04 6 n/a n/a I Weight: 951b FT=O% LUMBER TOP CHORD O OTCHORD EBS 2x4 OF No.1&Btr G 2x4 OF No.1&Btr G BRACING TOP CHORD Structural wood sheathing directly applied or 2-2-10 oc purlins, except end verticals. SLIDER 2x4 HF/SPF Stud/STD *Except* 1-8: 2x4 OF No.1 &Btr G, 1-9: 2x6 OF SS Right 2x4 OF No.1 &Btr -G 1-3-11 REACTIONS (lb/size) 6=921/0-3-8 (min. 0-1-8), 9=921/0-3-8 (min. 0-1-8) Max Horz 9=-84(LC 7) Max Uplift6=-30(LC 6), 9=-31(LC 9) FORCES (lb)-Max. Comp./Max. Ten.-All forces 250 (lb) or less except when shown. BOT CHORD TOP CHORD 1-10~1447/119, 10-11=-1396/121, 2-11=-1393/131, 2-12=-1396/140, 3-12=-1436/130, 3-4=-2228/139, 4-5=-2124/204, 5-6=-2145/198, 1-9=-853/134 BOT CHORD 7-8=-120/2122, 6-7=-152/2009 WEBS 2-8=0/293, 3-8=-867/115, 4-7=0/280, 1-8=-84/1270 NOTES 1) Unbalanced roof live loads have been considered for this design. 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 with Stabilizer Installation ide. 2) Wind: ASCE 7-05; 85mph (3-second gust); TCDL=7.2psf; BCDL=6.0psf; h=25ft; B=45ft; L=34ft; eave=4ft; Cat. II; Exp C; enclosed; MWFRS (all heights) and C-C Exterior(2) 9-3-12 to 12-8-4, lnterior(1) 12-8-4 to 16-10-8, Exterior(2) 16-10-8 to 20-3-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1 .60 3) All plates are MT20 plates unless otherwise indicated. 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 2-0-0 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 6, 9. 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 9) This truss does not include any time dependant deformation for long term loading (creep) in the total load deflection. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard January 24,2014 .A. JfARNING -V.rilp deJign paB~UII!Il al!d READ KITES ON 7HIS AND lt«liiDED HITEK REFERBCE PAGE HII-1413 11r. 02 /2&/2013 BEFORE US£ 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 parameters 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/TPil Quality Crfterla. 051·89 and ICSIIuldlng Component Safety lnlormaHon available from Truss Plate Institute, 781 N.lee Street, Suite 312, Alexandria, VA 22314. lfSoumeml'lneiSPJiuml>ern--. _...., ___ -06/01/.t013bvALSC_~~~~ •• MiTek' 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95610 J Job 13-924S2 Truss 015 Truss Type COMMON TRUSS Madera Component Systems, Inc, Phoenix, AZ. 85043 5-7-8 c 5-7-8 4x12 = 8-6-10 8-6-10 10-8-13 5-1-5 2.50 [12 11 3x4 = Plate Offsets (X,Yl: [1:0-0-0,0-0-12], [10:0-4-0,0-3-4] LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 12.0 Lumber Increase 1.25 BCLL 0.0 * Rep Stress I ncr YES CSI TC BC WB 16-6-0 5-9-4 16-6-0 7-11-6 0.93 0.99 0.99 4x5 = 4 10 5x8 = DEFL Vert(LL) Vert(TL) Horz(TL) 24-5-6 7-11-6 in (loc) 1/defl -0.46 10-11 >805 -0.80 10-11 >460 0.17 8 nla Scale= 1:51.1 3x12 "" 8x8 II 3x4 = 30-10-8 6-5-2 LJd PLATES GRIP 240 MT20 185/148 180 n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix) i Weight: 1211b FT=O% LUMBER TOP CHORD BRACING TOP CHORD BOT CHORD Structural wood sheathing directly applied. Rigid ceiling directly applied. Q TCHORD BS LDER 2x4 DF No.1&Btr G 2x4 DF No.1 &Btr G 2x4 HF/SPF Stud/STD Right 2x4 HFSPF Stud/STD 2-7-6 I MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS (lb/size) 1=1291/0-3-6 (min. 0-2-2), 8=1291/0-3-8 (min. 0-2-2) Max Horz 1 =-38(LC 19) Max Uplift 1=-725(LC 25), B=-725(LC 26) Max Grav 1=1973(LC 14), 8=1973(LC 13) FORCES (lb)-Max. Comp./Max. Ten.-All forces 250 (lb) or less except when shown. TOP CHORD 1-12~7552/3246, 2-12=-6983/2617, 2-3=-6285/2206, 3-13=-4160/1408, 4-13=-3558/816, 4-14=-3247/549, 5-14=-3873/1125, 5-6=-4921/1589, 6-7=-4597/1642, 7-8=-5178/2056 BOT CHORD 1-11=-3142/7267, 10-11=-1736/5411, 9-10=-1294/4588, 8-9=-1964/4818 WEBS 4-10=-37/903, 5-10=-963/318, 5-9=-286/318, 6-9=-323/806, 3-10=-1201/174, 3-11=-3/514, 2-11=-561/289 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=7.2psf; BCDL=6.0psf; h=25ft; B=45ft; L=34ft; eave=4ft; Cat. II; Exp C; enclosed; MWFRS (all heights) and C-C Exterior(2) 0-6-4 to 3-10-12, lnterior(1) 3-10-12 to 16-10-8, Exterior(2) 16-10-8 to 20-3-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss 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 rectangle 3-6-0 tall by 2-0-0 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 725 lb uplift at joint 1 and 725 lb uplift at joint B. 7) This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. B) This truss has been designed for a total drag load of 180 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 30-10-8 for 180.0 plf. 9) "Semi-rigid pitch breaks including heels" Member end fixity model was used in the analysis and design of this truss. 10) This truss does not include any time dependant deformation for long term loading (creep) in the total load deflection. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard A WARNI"I«l -Verify de5ign paramell!n and READ NJTCS ON THIS ANI) 1/Kl.UlJED MTTCI< REFERE/'a PAGE MII-7473 "'' l/19/1.014 8EFORf 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 parameters 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 March 5,2014 •• MiTek· fabrication, quality controL storage. delivery, erection and bracing, consult ANSI/TPil Quality Criteria, DSB-89 and ICSIIuUdlng Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 781 N. Lee Street. Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 95610 ~ __ lf_--ISP}Iuml>tibip<t<ii'IH.tiModti!ln _____ u_ahai __ W_06_,_f_Ol~/_l0_1_l_by_.___AI.SC ____________________ .L.._ _______ _ Job Truss Truss Type R41291217 13-924S1 017 Madera Component Systems, Inc, Phoenix, AZ 85043 3-2-15 7-11-13 3-2-15 4-8-14 COMMON TRUSS 13-9-0 5-9-4 7.350 s Sep 26 2012 MiTek Industries, Inc. Fri Jan 24 10:35:55 2014 Page 1 ID:Ivw_NjRjdnG_faLqdZq_yjy65C3-zSjOwkEUAGVoJrGWMql9fchbJ3niKt1Fwsf2K?zs8To 19-6-4 24-3-2 28-1-8 5-9-3 4-8-14 3-10-6 c Scale•1:45.9 5-9-10 13-9-0 21-8-6 28-1-8 5-9-10 7-11-6 7-11-6 6-5-2 Plate Offsets (X.Yl: [1 :Q-3-9,EdgeJ. [11 :0-4-0,0-3-01 CSI TC 0.69 BC 0.55 WB 0.66 (Matrix) DEFL in (loc) 1/defl Lid I PLATES GRIP Vert(LL) -0.17 10-11 >999 240 MT20 185/148 Vert(TL) -0.40 10-11 >853 180 MT20H 165/146 Horz(TL) 0.10 9 n/a n/a I Weight: 118 lb FT=O% LOADING (psf) TCLL 20.0 TCDL 12.0 BCLL 0.0 ' BCDL 10.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress lncr YES Code IBC2009/TPI2007 LUMBER TOP CHORD BOT CHORD WEBS SLIDER 2x4 OF No.1 &Btr G 2x4 DF No.1 &Btr G 2x4 HF/SPF Stud/STD BRACING TOP CHORD BOT CHORD Structural wood sheathing directly applied or 2-9-1 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. OACTIONS Left 2x6 DF 55 2-0-5, Right 2x4 OF No.1 &Btr -G 2-3-11 (lb/size) 1=1181/0-3-8 (min. 0-1-8), 9=1181/0-3-8 (min. 0-1-8) Max Horz 1=38(LC 5) Max Uplift 1=-40(LC 9), 9=-40(LC 9) FORCES (lb)-Maximum Compression/Maximum Tension MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. TOP CHORD 1-2=-2596/215, 2-3=-2502/219, 3-13=-2929/166, 4-13=-2928/181, 4-14=-2502/189, 5-14=-2461/199, 5-15=-2461/200, 6-15=-2503/190, 6-7=-3147/193, BOT CHORD WEBS NOTES 7 -8=-2891/248, 8-9=-2964/243 1-12=-171/2347, 11-12=-172/2951, 10-11=-185/3082, 9-10=-194/2750 5-11=0/670, 6-11=-796/120, 6-10=-21/160, 7-10=0/410, 4-11=-673/120, 4-12=-145/105, 3-12=0/556 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph (3-second gust); TCDL=7.2psf; BCDL=6.0psf; h=25ft; B=45ft; L=34ft; eave=4ft; Cat. II; Exp C; enclosed; MWFRS (all heights) and C-C Exterior(2) 3-1-8 to 6-6-0, lnterior(1) 6-6-0 to 16-10-8, Exterior(2) 16-10-8 to 20-3-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are MT20 plates unless otherwise indicated. 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 2-0-0 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 40 lb uplift at joint 1 and 40 lb uplift at joint 9. B) "Semi-rigid pitch breaks including heels" Member end fixity model was used in the analysis and design of this truss. 9) This truss does not include any time dependant deformation for long term loading (creep) in the total load deflection. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard I~ January 24,2014 .A WARNIMi -verifJdesign p.nmelln udREAO KITES ON lJIISAND ItnUDED HilEKilEFEREI'C£ PAGE Hil-1413 tn01!2612013 SEFOilE USE Design valid for use only with Milek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters 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 fabficofion. quality control. storoge. delivery. erec~on ond bracing. consult ANSI/TPil QuaiHy C~te~a. DSB-89 and BCSI BuDding Component Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. •• MiTek' i 7777 Greenback Lane, Suite 109 I lf-....PirwjSPjll.tmbefis_-._dtilp _____ 06.f01/20UbyALSC Citrus Heights, CA, 95610 ________ __[______ ·~--------_j Job Truss 13-92451 018 Madera Component Systems, Inc, 3-2-15 3-2-15 Phoenix, AZ. 85043 7-11-13 4-8-14 Truss Type COMMON TRUSS 13-9-0 5-9-4 c Scale = 1:48.8 2.50112 ~ ' J; 4x10 II 12 3x4 = 5-9-10 13-9-0 5-9-10 7-11-6 Plate Offsets IX Y)· 11·0 3 9 Edael [9·0-4 3 0 1 31 [11·0-4-0 0 3-0l -- ---- LOADING (psf) TCLL 20.0 TCDL 12.0 BCLL 0.0 • BCDL 10.0 LUMBER TOP CHORD SPACING 2-0-0 CSI Plates Increase 1.25 TC 0.70 Lumber Increase 1.25 BC 0.56 Rep Stress lncr YES WB 0.73 Code IBC2009/TP12007 (Matrix) 4x5 = 10 6x6 II 5x8 = 3x4 = 21-8-6 28-7-8 7-11-6 6-11-2 DEFL in (loc) 1/defl Ud PLATES GRIP Vert(LL) -0.19 10-11 >999 240 MT20 185/148 Vert(TL) -0.43 10-11 >792 180 Horz(TL) 0.11 9 nla nla Weight: 1191b FT=O% BRACING TOP CHORD BOT CHORD Structural wood sheathing directly applied or 2-9-12 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. r; 0 Q OTCHORD EBS SLIDER 2x4 DF No.1 &Btr G 2x4 DF No.1 &Btr G 2x4 HF/SPF Stud/STD Left 2x6 DF SS 2-0-5, Right 2x4 HFSPF Stud/STD 2-9-6 I MiTek recommends that Stabilizers and required cross bracing ' J be installed during truss erection, in accordance with Stabilize; I Installation guide. __j REACTIONS (lb/size) 1=1202/0-3-8 (min. 0-1-8), 9=1202/0-3-8 (min. 0-1-8) Max Harz 1=-38(LC 6) Max Uplift 1=-40(LC 9), 9=-40(LC 9) FORCES (lb)-Max. Comp./Max. Ten.-All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-2646/218, 2-3=-2551/222, 3-13=-2994/170, 4-13=-2993/184, 4-14=-2586/194, 5-14=-2545/204, 5-15=-2545/202, 6-15=-2586/192, 6-7=-3400/198, 7 -16=-3271/262, 8-16=-3280/260, 8-9=-3347/251 BOT CHORD 1-12=-173/2393, 11-12=-176/3022, 10-11=-192/3257, 9-10=-211/3150 WEBS 5-11=0/703, 6-11=-885/120, 7-10=0/293, 4-11=-667/120, 3-12=0/576 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph (3-second gust); TCDL=7.2psf; BCDL=6.0psf; h=25ft; B=45ft; L=34ft; eave=4ft; Cat. II; Exp C; enclosed; MWFRS (all heights) and C-C Exterior(2) 3-1-8 to 6-6-0, lnterior(1) 6-6-0 to 16-10-8, Exterior(2) 16-10-8 to 20-3-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psi 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 rectangle 3-6-0 tall by 2-0-0 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 9. 7) "Semi-rigid pitch breaks including heels" Member end fixity model was used in the analysis and design of this truss. 8) This truss does not include any time dependant deformation for long term loading (creep) in the total load deflection. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard A WARNII'Ki -Verilp design p.nmtll!n ud READ N:>TES ON THIS AND ItatJDEt) HI1EK REFERENCE PAGE flfii-1413 R!ll. 02!2&12013 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. :r~~~~~~~~~b,: ~:~~v~~~~~:~n~~T~~~~~~~~~~~~~~~ai~ t~r;;~:S~~n~~~~n~f t;:,~n~~~d~~~b~iZsi~~~~.9F~~~=~~~~~~fd~~~=~~~~~~~i~ of the MiTek ~ January 24,2014 Applicability of design parameters and proper incorporation of component is responsibaity of building designer-not truss designer. Bracing shown I fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 QuaiHy Crtterta, DSB-89 and BCSI luldlng Component 7777 Greenback Lane, Suite 109 ~~~~SP)=:~~':.1=~~e~~k1oi/~13·~A~4. citrus_H_•_ig_h_ls_. c_A_._s5_s_1_o _____ ~ Job Truss 13-92451 D19G Madera Component Systems, Inc, 0 3-2-15 3-2-15 Phoenix, f>Z. 85043 7-11-13 4-8-14 Truss Type GABLE CONN. OF GABLE STUDS BY OTHERS. 2.50 ri2 3x8 II 4x5 c::: 22 21 3x4 = 20 19 18 13-9-0 5-9-4 17 5-9-10 13-9-0 5-9-10 7-11-6 Plate Offsets (X,Y): [1:0-3-9,Edge]. [9:0-3-3,0-4-71. [16:0-4-0,0-3-01 LOADING (psf) TCLL 20.0 TCDL 12.0 BCLL 0.0 * BCDL 10.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress lncr YES Code IBC2009fTPI2007 CSI TC 0.17 BC 0.15 WB 0.74 (Matrix) I I 5x6 16 5x8 = DEFL Vert(LL) Vert(TL) Horz(TL) 15 14 21-8-6 7-11-6 in (loc) n/a n/a 0.01 14 13 1/defl n!a n!a n/a 12 Ud 999 999 nla 11 3x4 = Scale= 1:47.4 10 4x6 II 28-1-8 6-5-2 PLATES GRIP MT20 185/148 Weight: 161 lb FT=O% LUMBER TOP CHORD Q OTCHORD EBS OTHERS SLIDER 2x6 DF SS 2x4 OF No.1 &Btr G 2x4 HF/SPF Stud/STD 2x4 SPF Utility BRACING TOP CHORD BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 6-0-0 oc bracing. I_ Left2x4 HFSPF Stud/STD 1-0-10, Right2x4 HFSPF Stud/STD 1-8-0 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer lnstallati n REACTIONS All bearings 28-1-8. (lb)-Max Horz 1=37(LC 17) Max Uplift All uplift100 lb or less atjoint(s) 16 except1=-506(LC 25), 9=-468(LC 20), 21=-518(LC 17), 11 =-562(LC 20) Max Grav All reactions 250 lb or less atjoint(s) 17, 18, 19, 20, 22, 15, 14, 13, 12, 10 except1=645(LC 37), 9=628(LC 36), 16=565(LC 14), 21=960(LC 37), 11=1016(LC 36) FORCES (lb)-Max. Comp./Max. Ten.-All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1149/1 004, 2-3=-967/857, 3-43=-823/963, 4-43=-737/885, 4-44=-1 067/11 01 , 5-44=-620/662, 5-45=-600/641' 6-45=-1 056/1093, 6-7=-783/958, 7-8=-1051/956, 8-9=-1330/1195 BOT CHORD 1-22=-915/1072, 21-22=-415/517, 20-21=-785/892, 19-20=-554/662, 18-19=-314/422, 17-18=-210/318, 16-17=-690/798, 15-16=-687/803, 14-15=-207/323, 13-14=-279/394, 12-13=-519/634, 11-12=-749/865, 10-11=-490/615, 9-10=-1158/1282 WEBS 5-16=-369/94, 6-16=-915/795, 6-11=-1278/896, 7-11=-722/423, 4-16=-916/793, 4-21 =-1266/890, 3-21 =-770/489 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph (3-second gust); TCDL=7.2psf; BCDL=6.0psf; h=25ft; B=45ft; L=34ft; eave=4ft; Cat. II; Exp C; enclosed; MWFRS (all heights) and C-C Exterior(2) 3-1-Bto 6-6-0, lnterior(1) 6-6-0 to 16-10-8, Exterior(2) 16-10-8to 20-3-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSifTPI 1. 4) Gable requires continuous bottom chord bearing. 5) Gable studs spaced at 1-4-0 oc. 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 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) A plate rating reduction of 20% has been applied for the green lumber members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) 16 except (jt=lb) 1=506,9=468,21=518, 11=562. 10) This truss has been designed for a total drag load of 180 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag on~il@!l @iR ttom chord from 0-0-0 to 28-1-8 for 180.0 plf. A WARN!Mi -Vtritr de1ign pmmefl!rs and READ N:IT£5 ON THIS AND IN:l.IIDED HITEK REFEIIDCE PAGE HII-1413 nu. 0211'/2013 BEFORE fJSE Design valid for use only with Milek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters 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. quali1y control. storage. delivery, erection and bracing. consult ANSI/11'11 Quality C~le~a. DSB-89 and BCSI Buldlng Component Safety lntormaflon available from Truss Plate Institute, 781 N. lee Street, Suite 312, Alexandria, VA 22314. lf-PkwlSP)IulnHrb_ifllod._d••lcn-antllo .. ...-_06=fcc01="/-"l~0.1-"3'-'by=A.I.SC='-------- January 24,2014 •• MiTek' 7777 Greenback Lane, Su~e 109 Citrus Heights, CA, 95610 Job Truss 13-92451 D19G Truss Type GABLE R41291219 Madera Component Systems, Inc, Phoenix, p,z 85043 7.350 s Sep 27 2012 MiTek Industries, Inc. Fri Jan 24 08:45:02 2014 Page 2 ID: lvw _ NjRjdnG _falqdZq__yjy65C3-8iBkvw6B?jlb 70AU 1 CAhtuemOBDQ1 vL 3HYV J7zsA51 NOTES 0 1) "Semi-rigid pitch breaks including heels" Member end fixity model was used in the analysis and design of this truss. 2) This truss does not include any time dependant deformation for long term loading (creep) in the total load deflection. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard A. WAIWING -VtrlfydeJign pamttl!ll illdREAD "'TESON THIS AND lt«l.UDED HlTEKREFEREta PAGE Hll-141ltu 0212'/2013 SEFOI!E USE Design valid for use only with Milek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibmty 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/TPil Quality Criteria, DSB~89 and BCSIIuUdlng Component Safety Information available from Truss Plate Institute, 781 N.lee Street, Suite 312, Alexandria, VA 22314. •• MiTek' · 7777 Greenback Lane, Su~e 109 ji Citrus Heights. CA. 95610 lf-....PIMISP)II.tlnH<if.JpeCmH,_......, ______ ~~06_./'--0--'1/'--~-0_13_by__,___A15C_~~~~-.-----~ ~~~~--~~~~~~~--~~~~~-~ Job Truss Truss Type Ocean St. Residences, 13-924, dAk R41291220 13-92451 030 Common Truss Madera Component Systems, Inc, Phoenix, AZ. 85043 5-8-7 8-5-1 5-8-7 2-8-10 2-8-10 c Scale = 1 :27.8 4x5 = 2.50 112 2x4 c:::c 2x4 -:::-L 1~~~,*-------------------------------------------------~ 3x4 -:::-3x8 = 3x4"" 8-5-1 16-10-0 8 5-1 8-5-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) 1/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.31 Vert(LL) -0.10 1-6 >999 240 MT20 185/148 TCDL 12.0 Lumber Increase 1.25 BC 0.52 Vert(TL) -0.24 1-6 >809 180 BCLL 0.0. Rep Stress lncr YES WB 0.30 Horz(TL) 0.04 5 nla n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix) Weight: 561b FT=O% LUMBER TOP CHORD CBOTCHORD EBS REACTIONS 2x4 OF No.1&Btr G 2x4 OF No.1&Btr G 2x4 HF/SPF Stud/STD (lb/size) 1=688/0-5-8 (min. 0-1-8), 5=688/0-5-8 (min. 0-1-8) Max Horz 1 =-25(LC 6) Max Uplilt1=-46(LC 5), 5=-46(LC 6) FORCES (lb)-Max. Comp./Max. Ten.-All forces 250 (lb) or less except when shown. BRACING TOP CHORD BOT CHORD TOP CHORD 1-7=-2104/222, 2-7=-2068/231, 2-3=-1667/118, 3-4=-1667/118, 4-8=-2067/230, 5-8=-21 03/222 BOT CHORD 1-6=-197/2023, 5-6=-198/2022 WEBS 3-6=-1/537, 4-6=-475/182, 2-6=-477/182 NOTES 1) Unbalanced roof live loads have been considered for this design. Structural wood sheathing directly applied or 4-2-9 oc purlins. 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 with Stabilizer Installation guide. 2) Wind: ASCE 7-05; 85mph (3-second gust); TCDL=7.2psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; enclosed; MWFRS (all heights) and C-C Exterior(2) 0-2-12 to 3-2-12, lnterior(1) 3-2-12 to 8-5-1, Exterior(2) 8-5-1 to 11-4-12 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss 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 rectangle 3-6-0 tall by 2-0-0 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 5. 7) "Semi-rigid pitch breaks including heels" Member end fixity model was used in the analysis and design of this truss. 8) This truss does not include any time dependant deformation for long term loading (creep) in the total load deflection. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard I~ 0 January 24,2014 A, WARN!Mi -Vtrify deJi!!n ,_ran 11nd fiEAD N:J 'f£S ON THIS AND INI.l.IIDED HI7£K I'CEF£RE1CE PAGE HII-141lln 02/26/2013 BEFOI'CE 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 parameters 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 Mli' MiTek' I 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/1PI1 Quality Crtterla, DSI-89 and ICSIIulldlng Component 7777 Greenback Lane, Suite 109 L Safety lnlormaHon available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 95610 --~-"lf-"-==....c:.Pintt=(SPI='-'IulnNr==~b"'-=ccihll.=:..:-=dlMlp=='"""==-=cll't=-==--===06::!f:..:Occl/c::l:_::Occ13=-by=AI.SC==---~~~~~~~~~-~~~~~-~_]_~~- Job Truss Truss Type GABLE Ocean St. Residences, 13-924, dAk R41291221 13-924S1 D34G Madera Component Systems, Inc, Phoenix, I>Z 85043 c 5-8-6 8-5-0 5-8-6 2-8-10 5-8-6 Scale= 1:27.7 CONN. OF GABLE STUDS BY OTHERS. 5x6 2.50 [12 3x4 ~ 3x4"" 3x8 = 5-0 16-10-0 8-5-0 8-5-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) 1/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.15 Vert(LL) n/a -n/a 999 MT20 185/148 TCDL 12.0 Lumber Increase 1.25 BC 0.20 Vert(TL) n/a -n/a 999 BCLL 0.0 • Rep Stress lncr YES WB 0.18 Horz(TL) 0.01 7 n/a nla BCDL 10.0 Code IBC2009/TPI2007 (Matrix) Weight: 70 lb FT=O% LUMBER TOP CHORD BOT CHORD O EBS THERS 2x6 DF SS 2x4 DF No.1 &Btr G 2x4 HF/SPF Stud/STD 2x4 SPF Utility BRACING TOP CHORD BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 5-5-8 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS All bearings 16-10-0. (lb)-Max Horz 1=24(LC 17) Max Uplift All uplift 100 lb or less atjoint(s) except 1=-352(LC 17), 5=-355(LC 20), 7=-151(LC 25) Max Grav All reactions 250 lb or less atjoint(s) 8, 6 except 1=556(LC 37), 5=557(LC 36), 7=732(LC 14) FORCES (lb)-Max. Comp./Max. Ten.-All forces 250 (lb) or less except when shown. TOP CHORD 1-11=-1606/1507, 2-11=-1117/918, 2-3=-658/995, 3-4=-654/996, 4-12=-1117/933, 5-12=-1606/1522 BOT CHORD 1-8=-1504/1538, 7-8=-494/629, 6-7=-496/630, 5-6=-1504/1537 WEBS 3-7=-330/91, 4-7=-670/275, 2-7=-671/275 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph (3-second gust); TCDL=7.2psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; enclosed; MWFRS (all heights) and C-C Exterior(2) 0-1-12 to 3-1-12, lnterior(1) 3-1-12 to 6-5-0, Exterior(2) 6-5-0 to 11-5-11 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs 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. 4) Gable requires continuous bottom chord bearing. 5) Gable studs spaced at 1-4-0 oc. 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 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) A plate rating reducbon of 20% has been applied for the green lumber members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 352 lb uplift at joint 1, 355 lb uplift at joint 5 and 1511b uplift at joint 7. 10) This truss has been designed for a total drag load of 180 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 16-10-0 for 180.0 plf. 11) "Semi-rigid pitch breaks including heels" Member end fixity model was used in the analysis and design of this truss. 12) This truss does not include any time dependant deformation for long term loading (creep) in the total load deflection. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard A, WARNIMi -Verifr ileJign plmll!lln .nd READ H:JT£5 ON THIS AND ItaUDEll MITEK liEFER.Ba PAGE MII-141lln 02!16!2013 BEFOiiE USE Design voBd for use only with Milek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters 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 responslbillity 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/TPI1 Quality Criteria, D$8-89 and BCSIBuUdlng Component Safety lnlormaflon available from Truss Pla1e lnsmute. 781 N. Lee S1reet, Suite 312. Alexandria, VA 22314. lfSovtlleml'lne{SP)Iumi>Mif._.,ihd._dti!pDiutian-. -.:tlw06/01/2013byAUC January 24,2014 •• MiTek· 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95610 _ ______j Job Truss Type Ocean St. Residences, 13-924, dAk R41291222 13-924S1 MONO TRUSS Job Reference I ootionall Madera Component Systems, Inc, Phoenix, AZ. 85043 7.350 s Sep 26 2012 MiTek Industries, Inc. Fri Jan 24 10:36:24 2014 Page 1 ID:Ivw_NjRjdnG_falqdZCjj'jy65C3-d1zMOebgLA9hii_5ZQnyKk0b31c2dwTWaiA4rqzs8TL 12-0-2 16-7-4 c 7-5-1 7-5-1 4-7-2 4-7-2 7-5-1 12-0-2 16-7-4 7-5-1 4-7-2 4-7-2 Plate Offsets (X,Y): [8:0-3-8,0-4-01 LOADING (psi) SPACING 2-0-0 CSI DEFL in (loc) 1/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.49 Vert(LL) -0.19 1-9 >999 240 MT20 185/148 TCDL 12.0 Lumber Increase 1.25 BC 0.77 Vert(TL) -0.37 1-9 >529 180 WB 0.90 (Matrix) Horz(TL) 0.03 7 n/a n/a I Weight: 340 lb FT=O% BCLL 0.0 * BCDL 10.0 Rep Stress I ncr NO Code IBC2009/TPI2007 LUMBER TOP CHORD BOT CHORD WEBS 2x4 OF No.1 &Btr G 2x8 OF SS BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. 2x4 HF/SPF Stud/STD BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. ~ACTIONS (lb/size) 10=5621/0-5-0 (min. 0-1-10), 7=5802/0-3-8 (min. 0-1-9) t . MaxHorz 10=115(LC4) ~ Max Uplift 10=-266(LC 3), 7=-311(LC 3) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=-18508/2715, 2-3=-9101/1536, 3-4=-636/556, 4-5=-1/0, 4-7=-131/34 BOT CHORD 1-10=-1292/1219, 1-11=-2865/18191, 9-11=-2865/18191, 8-9=-2865/18191, 8-12=-2418/9870, 7-12=-2418/9870, 6-7=-271/271 WEBS 2-9=-216/4399, 3-8=-258/5584, 2-8=-8786/549, 3-7=-8892/509 NOTES 1) 4-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4-1 row at 0-7-0 oc, 2x4-1 row at 0-9-0 oc. Bottom chords connected as follows: 2x8 - 2 rows staggered at 0-6-0 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; 85mph (3-second gust); TCDL=7.2psf; BCDL=6.0psf; h=25ft; B=45ft; L=33ft; eave=4ft; Cat. II; Exp C; enclosed; MWFRS (all heights); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 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 2-0-0 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 641 lb uplift at joint 10 and 3291b uplift at joint 7. 8) This truss has been designed for a total drag load of 2000 lb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 2-0-0 for 1000.0 plf. 9) This truss has been designed for a total drag load of 2000 lb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 14-7-4 to 16-7-4 for 1000.0 plf. 10) Girder carries tie-in span(s): 31-6-0 from 0-0-0 to 16-7-4 11) "Semi-rigid pitch breaks including heels" Member end fixity model was used in the analysis and design of this truss. 12) This truss does not include any time dependant deformation for long term loading (creep) in the total load deflection. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard 1) Regular: Lumber lncrease=1.25, Plate lncrease=1.25 Uniform Loads (plf) Vert: 1-10=-697(F=-613), 1-6=-633(F=-613), 1-4=-64, 4-5=-24 Scala =1:26.1 2x411 [MCT] January 24,2014 A, WARNIM"i -V.rlfp de1igll pmmelln Dtl READ N:)T£5 ON THIS AMJ Il«l.IIDED HI1IK REFEREICE PAGE HII-1413rer. 0211&12013 BEFORE USE Design valid for use only with Milek. connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters 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/TPil Quality Criteria. DSB-89 and BCSIBulldlng Component Safety Information available from Truss Plate Institute, 781 N. lee Street, Suite 312, Alexandria, VA 22314. lf-l'llwjSI')Iumi>Hli-mH."IMdtilfn_art ___ 06/01/l01311.,-AUC Mil. MiTek· 7777 Greenback lane, Suite 109 Citrus Heights, CA, 95610 Job Truss Truss Type ~~~ Ply Ocean St. Residences, 13-924, dAk 04o-Cond2 R41291222 13-924S1 MONO TRUSS 4 Job Reference (optional) Madera Component Systems, Inc, PhoeniX, AZ. 85043 7.350 s Sep 26 2012 M1Tek lndustnes, Inc. Fn Jan 24 10:36:24 2014 Page 1 ID:Ivw_NjRjdnG_falqdZq_yjy65C3-d1zMOebgLA9hii_5ZQnyKkObMidRdyzWatA4rqzs8TL c 7-5-1 12-0-2 16-7-4 4-7-2 4-7-2 7-5-1 7-5-1 12-0-2 16-7-4 7-5-1 4-7-2 4-7-2 Plate Offsets (X.Yl: [8:0-3-8,0-4-0) LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) 1/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.47 Vert(LL) -0.14 1-9 >999 240 MT20 185/148 TCDL 12.0 Lumber Increase 1.25 BC 0.74 Vert(TL) -0.30 1-9 >635 180 BCLL 0.0 * Rep Stress lncr NO WB 0.80 Horz(TL) 0.03 7 n/a n/a BCDL 10.0 Code IBC200gfTP12007 (Matrix) Weight: 340 lb FT=O% LUMBER TOP CHORD 2x4 OF No.1&Btr G BOT CHORD 2x8 OF 55 BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. WEBS 2x4 HF/SPF Stud/STD BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. C. ·. . EACTIONS (lb/size) 10=5050/0-5-8 (min. 0-1-8), 7=5212/0-3-8 (min. 0-1-8) . Max Horz 10=115(LC 4) Max Uplift 1 0=-236(LC 3), 7=-280(LC 3) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=-14g19/772, 2-3=-7224/388, 3-4=-99/36, 4-5=-1/0, 4-7=-130/33 BOT CHORD 1-1 0=-115/43, 1-9=-765/14505, 8-9=-765/14505, 7 -8=-358/7053, 6-7=0/0 WEBS 2-9=-125/3841, 3-8=-212/4972, 2-8=-7795/425, 3-7=-7964/436 NOTES 1) 4-ply truss to be connected together with 1 Od (0.131"x3") nails as follows: Top chords connected as follows: 2x4-1 row at 0-9-0 oc, 2x4-1 row at 0-9-0 oc. Bottom chords connected as follows: 2x8-2 rows staggered at 0-6-0 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; 85mph (3-second gust); TCDL=7.2psf; BCDL=6.0psf; h=25ft; B=45ft; L=33ft; eave=4ft; Cat. II; Exp C; enclosed; MWFRS (all heights); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 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 2-0-0 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 2361b uplift at joint 10 and 280 lb uplift at joint 7. 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 9) This truss does not include any time dependant deformation for long term loading (creep) in the total load deflection. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard 1) Regular: Lumber lncrease=1.25, Plate lncrease=1.25 Uniform Loads (plf) Vert: 1-10=-627(F=-543), 1-6=-563(F=-543), 1-4=-64, 4-5=-24 A WARN!Mi -V.rity deJign pnme•n ud READ MJTES ON THIS AND D«l.®Etl flllTEK REFEREM::E PAGE fllll-1413 rn 0212'/2013 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 parameters and proper incorporation of component is responsibnity 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/TPI1 Quality Criteria, DS8~89 and BCSI BuDding Component Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. lf-PIMISP)Iunll>tihspecihd.tn.dllilpwh=,..=""'::_c_-==-=--==.:..0&=/0=1/-=2-"0=13'-'by=AI.K='----~~~~-~~~~~~~~~- •• I MiTek' I 7777 Greenback lane, Suite 109 1 Citrus Heights, CA, 95610 Scale=1:26.1 2x411 5Jo:6:::: [MCT] Job Truss 13-92481 042 Madera Component Systems, Inc, Phoenix, AZ. 85043 0 3-10 8-3-10 LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 12.0 Lumber Increase 1.25 BCLL 0.0 * Rep Stress lncr YES BCDL 10.0 Code IBC2009/TP12007 Truss Type MONO TRUSS CSI TC 0.46 BC 0.51 WB 0.61 (Matrix) I DEFL in (loc) I/ dell Vert(LL) -0.10 1-6 >999 Vert(TL) -0.23 1-6 >829 Horz(TL) 0.03 5 nla 16-7-4 8-3-10 Ud PLATES 240 MT20 180 nla Weight: 661b GRIP 185/148 R41291223 Scale = 1 :27.6 3x4 5 3x6 = FT=O% LUMBER TOP CHORD BOT CHORD 2x4 DF No.1&Btr G 2x4 DF No.1&Btr G BRACING TOP CHORD Structural wood sheathing directly applied or 3-11-6 oc purlins, except end verticals. ~"""""'WEBS 2x4 HF/SPF Stud/STD *Except* 4-5: 2x6 DF SS BOT CHORD 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 with Stabilizer Installation uide. REACTIONS (lb/size) 1=678/0-5-8 (min. 0-1-8), 5=678/0-3-8 (min. 0-1-8) Max Horz 1=120(LC 6) Max Uplift1=-31(LC 5), 5=-41(LC 5) FORCES (lb)-Max. Comp./Max. Ten.-All forces 250 (lb) or less except when shown. TOP CHORD 1-7=-2064/138, 2-7=-2027/150, 2-3=-1701/80 BOT CHORD 1-6=-175/1987, 5-6=-131/945 WEBS 2-6=-474/140, 3-6=0/848, 3-5=-1023/111 NOTES 1) Wind: ASCE 7-05; 85mph (3-second gust); TCDL=7.2psf; BCDL=6.0psf; h=25ft; B=45ft; L=33ft; eave=4ft; Cat. II; Exp C; enclosed; MWFRS (all heights) and C-C Exterior(2) 0-2-12 to 3-6-14, lnterior(1) 3-6-14 to 16-4-8 zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 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 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 31 lb uplift at joint 1 and 41 lb uplift at joint 5. 6) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 7) This truss does not include any time dependant deformation for long term loading (creep) in the total load deflection. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard A IJARN!Mi -Verify de.Ji911 p.nme •llllffl READ M:l TES ON THIS AND It«J.UDED /lfi1EIC REFEREM:E PAGE Hil-141lin 01!26/2013 BEFORE USE Design varrd for use only with MiTek: connectors. This design is based only upon parameters shown, and is for an individual building component. Applicab~ity of design parameters and proper incorporation of component is responsib~ity of bu~ding 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/1PI1 QuaiHy Crflerla, Dst-89 and BCSI Building Component Safety lnforrnaHon available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. lf-PinltiSI'IIuml>atk_.-. m. dfl!p----06/01/201lbyAiSC January 24,2014 •• MiTek' nn Greenback Lane, Suite 109 Citrus Heights, CA, 95610 Job Truss Truss Type GABLE Ocean St. Residences, 13-924, dAk 13-92451 D44G Madera Component Systems, Inc, Phoenix, /12. 85043 c 6-10-1 6-10-1 CONN. OF GABLE STUDS BY OTHERS. 3x4 :::c 8-3-10 8-3-10 LOADING (psf) SPACING 2-0-{) TCLL 20.0 Plates Increase 1.25 TCDL 12.0 Lumber Increase 1.25 BCLL 0.0 • Rep Stress lncr YES BCDL 10.0 Code IBC2009/TPI2007 LUMBER 14 13 CSI TC 0.14 BC 0.19 WB 0.66 (Matrix) 12 3x6 = I 4-9-12 DEFL Vert(LL) Vert(TL) Horz(TL) 11 10 in (loc) 1/defl n/a nla n/a n/a 0.01 8 n/a 9 16-7-4 8-3-10 Ud PLATES 999 MT20 999 n/a Weight: BBib 2x4 4 3x4 = GRIP 185/148 R41291224 Scale = 1:28.2 FT=O% TOP CHORD 2x6 OF SS BOT CHORD f""""',WEBS VTHERS 2x4 OF No.1&Btr G 2x4 HF/SPF Stud/STD 2x4 SPF Utility BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 5-7-13 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS All bearings 16-7-4. (lb)-MaxHorz1=11B(LC19) Max Uplift All uplift 100 lb or less atjoint(s) 6, 13 except 1=-299(LC 17), 5=-144(LC 14), 7=-350(LC 18), 12=-786(LC 17) Max Grav All reactions 250 lb or less atjoint(s) 6, 5, 8, 9, 10, 11 except 1=523(LC 14), 7=678(LC 13), 12=1324(LC 14), 14=252(LC 2) FORCES (lb)-Max. Comp./Max. Ten.-All forces 250 (lb) or less except when shown. TOP CHORD 1-25=-1452/1385, 2-25=-917/780, 2-3=-831/1009, 3-4=-961/928, 4-7=-299/114 BOT CHORD 1-14=-1426/1411, 13-14=-442/525, 12-13=-202/285, 11-12=-926/987, 10-11=-661/722, 9-10=-421/482, 8-9=-214/275, 7-8=-667/728 WEBS 2-12=-562/159, 3-12=-1644/1265, 3-7=-871/776 NOTES 1) Wind: ASCE 7-{)5; 85mph (3-second gust); TCDL=7.2psf; BCDL=6.0psf; h=25ft; B=45ft; L=33ft; eave=4ft; Cat. II; Exp C; enclosed; MWFRS (all heights) and C-C Exterior(2) 0-3-11 to 3-7-13, lnterior(1) 3-7-13 to 16-7-4 zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs 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. 3) Gable requires continuous bottom chord bearing. 4) Gable studs spaced at 1-4-{) 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 2-0-{) 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. B) Bearing atjoint(s) 5 considers parallel to grain value using ANSI/TPI1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 6, 13 except (jt=lb) 1=299,5=144, 7=350, 12=786. 10) This truss has been designed for a total drag load of 180 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 16-7-4 for 180.0 plf. 11) "Semi-rigid pitch breaks including heels" Member end fixity model was used in the analysis and design of this truss. 12) This truss does not include any time dependant deformation for long term loading (creep) in the total load deflection. The building designer shall verify that this parameter fits with the intended use of this component. A WARNIMI -Verifr design pmmelln .nd READ NOT£S ON 7JliS AND lfC.UfJfl) H11EK REFEREta PAGE Hll-1413 1n. 02126/2013 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. Applicability of design parameters 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/TPil Quality Criteria, DSB-89 and BCSI BuRdlng Component Safety lnformaflon available from Truss Plate Institute, 781 N.lee Street. Suite 312, Alexandria, VA 22314. lfSoutMmP!notiSP)Iuml>eris_.:ii'IH._dtiip ______ 06/0l/l01~1>y~---------- January 24,2014 llii. MiTek· 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95610 Job Truss Truss Type 13-92451 D44G GABLE Madera Component Systems, Inc, Phoenix, AZ 85043 OAD CASE(S) Standard _A IIJARNIMI-Vtrifydesi§Jl partNINII!S and READ H:)fES ON THIS AND ItaUDED HITEKREFEREM:E PAGE HII-1413ll!r.0212'/2013 BEFORE fiSE 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 parameters 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/TPil Quality Criteria, DSB·89 and BCSI BuDding Component Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. lfSot.n.lla<nl'lne(SP)Iuml>erl<_ifiH._dtilp_aramo..--06/01/lOllbyALSC •• MiTek· 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply Ocean St. Residences, 13-924, dAk R41291225 13-924S1 049 MONO HIP 1 2 Job Reference (optional) Madera Component Systems, Inc, Phoemx, AZ 85043 7.350 s Sep 26 2012 MoTek lndustnes, Inc. Fn Jan 24 10:37:32 2014 Page 1 ID:Ivw_NjRjdnG_faLqdZq__yjy65C3-e643HuQKK3j2SIB9Yi?v54CAa9qcZkhXDSfgEtzs8SH c 6-8-14 13-5-12 21-0-10 28-7-8 33-7-8 6-8-14 6-8-14 7-6-14 7-6-14 5-0-0 4x8::: 7x6::: Jx&ll 8xt2 = 7x6:::: 3x611 HANGER DESIGN OR SELECTION @ JT. 9 SHALL BE REVIEWED AND APPROVED BY QUALIFIED BUILDING DESIGNER AND FIELD INSPECTED BY BUILDING INSPECTOR. 6-8-14 13-5-12 21-0-10 28-7-8 6-8-14 6-8-14 7-6-14 7-6-14 Plate Offsets ex n rs·o 3-0 0-4-81 ra·o 5-4 Edoe1 r9·o 1-8 0-6-41 r11·0-4 12 0-4-01 -' ' -' -' - LOADING (psf) SPACING 2-0-0 CSI I DEFL in (loc) 1/defl Ud TCLL 20.0 Plates Increase 1.25 TC 0.64 Vert(LL) -0.25 10-11 >999 240 TCDL 12.0 Lumber Increase 1.25 BC 0.79 Vert(TL) -0.52 10-11 >765 180 BCLL 0.0 * Rep Stress lncr NO WB 0.74 I Horz(TL) 0.12 8 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix) 4x5= 10x14MT20H::: PLATES MT20 MT20H M18SHS 33-7-8 5-0-0 10:1;12MT20H= 7 10x10M18SHS '~ GRIP 185/148 139/111 220/195 Weight: 531 lb FT=O% LUMBER TOP CHORD BOT CHORD WEBS 2x6 OF SS 2x8 OF SS BRACING TOP CHORD Structural wood sheathing directly applied or 4-4-1 oc purlins, except end verticals. 2x4 HF/SPF Stud/STD *Except* BOT CHORD Rigid ceiling directiy applied or 10-0-0 oc bracing. OHERS RSCAB REACTIONS 7-8: 2x8 OF SS, 9-13,11-13,6-13: 2x4 OF No.1&Btr G, 7-9: 2x6 OF SS 2x8DF SS 7-8 2x8 OF SS both sides (lb/size) 1=3116/0-3-8 (min. 0-1-11), 8=13245/(0-5-8 +bearing block) (req. 0-7-1) Max Horz 1=169(LC 6) Max Uplift 1=-130(LC 3), 8=-984(LC 4) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=-10217/436, 2-3=-10896/509, 3-4=-10724/508, 4-5=-12981/805, 5-14=-12961/802, 6-14=-12961/802, 6-7=-16775/1205, 7-8=-11559/868 BOT CHORD 1-12=-346/9796, 11-12=-346/9796, 10-11 =-902/14965, 9-1 0=-903/14973, 8-9=-50/437 WEBS 2-12=-120/95, 2-11=-146/868, 3-11=-80/1997, 10-13=-59/173, 5-13=-314/104, 9-13=-292/1861, 6-9=-9/435, 7-9=-1458/19928, 4-13=-232/1720, 4-11=-1014/124, 11-13=-3775/352, 6-13=-3870/409 NOTES 1) 2-ply truss to be connected together with 10d (0.131"x3*) nails as follows: Top chords connected as follows: 2x6-2 rows staggered at 0-7-0 oc, 2x8-2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x8 - 3 rows staggered at 0-2-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered 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) Scab(s) 7 to 8 to provide bearing enhancement atjt.8, a cluster of 16 (total in each face) evenly spaced -10d (0.131"x3") nails are required within 12* of jt.8. Bearing is assumed to be OF SS. 4) Wind: ASCE 7-05; 85mph (3-second gust); TCDL=7.2psf; BCDL=6.0psf; h=25ft; B=45ft; L=34ft; eave=4ft; Cat. II; Exp C; enclosed; MWFRS (all heights); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 5) Provide adequate drainage to prevent water pending. 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 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 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) Bearing atjoint(s) 8 considers parallel to grain value using ANSIITP11 angle to grain formula. Building designer should verify capacity of bearing surface. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 130 lb uplift at joint 1 and 984 lb uplift at joint 8. 12) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 13) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 56591b down and 445 lb up at 28-7-8, and 50911b down and 401 lb up at 28-7-8 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 4) This truss does not include any time dependant deformation for long term loading (creep) in the total load deflection. The building AND IMJ.IJDED HITEK REFEREta PAGE HII-1413 ll!lil 0211'12013 Design valid for use only with Milel< connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters 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/TPil Quality Criteria. DSB-89 and BCSI Building Component Safety lnforrnaHon available from Truss Plate Institute. 781 N. Lee Street. Suite 312, Alexandria, VA 22314. lfSovtMm i>IM_~Iumlle<h-ifiad,m•de<lp-aremon •-06f01/2013bvAUC January 24,2014 •• MiTek· 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply Ocean St. Residences, 13-924, dAk R41291225 13-924S1 049 MONO HIP 1 2 Job Reference I ootionall Madera Component Systems, Inc, Phoenox, AZ. 85043 7.350 s Sep 26 2012 MoTek lndustnes, Inc. Fn Jan 2410:37:32 2014 Page 2 ID:Ivw_NjRjdnG_falqdZujy65C3-e643HuQKK3j2SIB9Yi?v54CAa9qcZkhXDSfgEtzs8SH OAD CASE(S) Standard Regular: Lumber lncrease=1.25, Plate lncrease=1.25 Uniform Loads (plf) c Vert: 1-3=-64, 3-7=-64, 1-9=-20, 8-g=-621(F=-301, B=-301) Concentrated Loads (lb) Vert: 9=-10750(F=-5659, B=-5091) A WARNIMO -Verify doign pmmellt:s and READ M'JTES ON JJIIS ANfJ lfll.IJI)ED HI1EK REFEIIEta PAGE Hll-1413 rer. 01/2&/2013 BEFORE liSE 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 parameters 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/TPil Quality Criteria, DS8·89 and BCSIBuldlng Component Safely lnlonnaflon available lrom Truss Plate Institute. 781 N.lee Street. Suite 312. Alexandria, VA 22314. lf-Pina!SP!Iumllar lupo<ifie,'ll!edeflp_...,_ -.,-06/01/:WUtoyA.UC • MiTek· 7777 Greenback Lane, Suite 109 Citrus Heights. CA. 95610 Job Truss Ocean St. Residences, 13-924, dAk Truss Type KINGPOST R41291226 13-92451 050 Madera Component Systems, Inc, Phoenix, AZ 85043 8~ c Scale = 1 :28.0 2.5om 5x6 1-4-8 1-4-8 ~~k--T---------------------~ 6 LOADING (psf) TCLL 20.0 TCDL BCLL BCDL LUMBER 12.0 0.0 • 10.0 4x8 :::: 8-6-4 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress lncr NO Code IBC2009/TPI2007 CSI TC 0.27 BC 0.69 WB 0.24 (Matrix) 3x12 DEFL Vert(LL) Vert(TL) Horz(TL) in -0.17 -0.36 0.04 4x8 "= 17-0-8 8-6-4 (loc) 1/defl Ud I PLATES GRIP 3-5 >999 240 MT20 220/195 3-5 >561 180 4 n/a n/a I I Weight: 321 lb FT=O% TOP CHORD 2x6 DF SS BOT CHORD 2x8 DF SS l"""""wEBS 2x4 DF No.1 &Btr G ~REACTIONS (lb/size) 6=5313/0-3-8 (min. 0-1-8), 4=5313/0-3-8 (min. 0-1-8) Max Horz 6=1073(LC 18) BRACING TOP CHORD BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 1-6. Max Uplift6=-668(LC 15), 4=-668(LC 20) Max Grav 6=5469(LC 12), 4=5469(LC 11) FORCES (lb)-Max. Comp./Max. Ten.-All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-17893/2490, 2-3=-17844/2424 BOT CHORD 1-6=-1073/1073, 1-7=-2403/17442, 5-7=-2403/17442, 5-8=-2403/17442, 3-8=-2403/17442 WEBS 2-5=-574/6393 NOTES 1) 4-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x6-2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x8 - 2 rows staggered at 0-6-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. Attach TC&BC w/1/2" diam. bolts (ASTM A-307) in the center of the member w/washers at 4-0-0 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) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-05; 85mph (3-second gust); TCDL=7.2psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; enclosed; MWFRS (all heights); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 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 2-0-0 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 6=668, 4=668. 9) This truss has been designed for a total drag load of 2000 lb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 2-0-0 for 1000.0 plf. 10) This truss has been designed for a total drag load of 2000 lb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 15-0-8 to 17-0-8 for 1000.0 plf. 11) Girder carries tie-in span(s): 28-6-0 from 0-0-0 to 17-0-8 12) "Semi-rigid pitch breaks including heels" Member end fixity model was used in the analysis and design of this truss. 13) This truss does not include any time dependant deformation for long term loading (creep) in the total load deflection. The building designer shall verify that this parameter fits with the intended use of this component. 4 LOAD CASE(S) Standard January 24,2014 A, WARNIWJ -Verify design p.nmell!rs alld READ N:l TES ON JJIIS AND ItaliDElllfiTEK ICEFERENC£ PAGE lfll-1413 ru 02!1&!2013 BEFORE liSE 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 parameters 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/TPil QuoiHy Crlterto, DSB-89 ond ICSI BuDding Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 95610 lfSc>t.~tMmPinttfSPllumberk-lllac:l.m•_...,_.,._•_tlw06/01/1013.__:bv=AUC='-------_______________ _]_ ____________ -----' Job Truss Truss Type 13-92451 050 KINGPOST Madera Component Systems, Inc, Phoenix, I'Z. 85043 O,OAD CASE(S) Standard ) Regular: Lumber lncrease=1.25, Plate lncrease=1.25 Uniform Loads (plf) Vert: 1-6=-634(F=-550), 1-3=-570(F=-550), 3-4=-634(F=-550), 1-2=-64, 2-3=-64 c A WARNITG ·Verifr design p;nmell!rs iind READ N:JTES ON THIS AND Il«l.IIDEtl liflliK REFEREta PAGE fifll-141lter. 0212&!2013 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. J Applicability of design parameters and proper incorporation of component is responsibility of building designer· not truss designer. Bracing shown ~r~~~~:~~~~~gr: ~~~~v~~~~~7~~n~~T~~rso~~~~ll ~t~~~i~~~~ t;,~~~;~;;'n~~~~n~ft~~n~u~:d~~~b~~i~~:~.9F~~~~~~~~~fd~~~:sfe~~s:~i~ci of the MiTek• fabrication, quality control. storage, delivery, erection and bracing. consult ANSI/TPil Quality C~te~a. DSI-89 and BCSI BuDding Component 7777 Greenback Lane. su~e 109 Safety Information available from Truss Plate Institute, 781 N. Lee Street. Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 95610 "~~~~NmOKb~~~~.~~==~--~~==~~==~~06~~~~~~~u~~~~==----------------------------------~---------------------- Job Truss Ocean St. Residences, 13--924, dAk Truss Type COMMON TRUSS R41291227 13-924S1 052 Madera Component Systems, Inc, Phoenix, I>Z 85043 5-9-9 8-6-4 0 -3 5-9-6 2-8-11 C 0~-3 Scale = 1 :28.1 2.50112 8-6-4 8-6-4 LOADING (psi) SPACING 2-0-0 TCLL 20.0 Plates Increase 1 . 25 TCDL 12.0 Lumber Increase 1.25 BCLL 0.0 * Rep Stress I ncr YES BCDL 10.0 Code IBC2009/TPI2007 LUMBER CSI TC 0.33 BC 0.54 WB 0.31 (Matrix) 4x5 = 3x8 = DEFL Vert(LL) Vert(TL) Horz(TL) in -0.11 -0.26 0.05 3x6 = 17-0-8 8-6-4 (lac) 1/defl Ud I PLATES GRIP 5-6 >999 240 MT20 185/148 5-6 >757 180 i 5 n/a nla I Weight: 561b FT=O% TOP CHORD 2x4 DF No.1 &Btr G BOT CHORD CEBS 2x4 DF No.1 &Btr G 2x4 HF/SPF Stud/STD BRACING TOP CHORD BOT CHORD Structural wood sheathing directly applied or 4-0-12 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 1=697/0-5-8 (min. 0-1-8), 5=697/0-5-8 (min. 0-1-8) Max Horz 1 =-24(LC 6) Max Uplift 1=-47(LC 5), 5=-47(LC 6) FORCES (lb)-Max. Comp./Max. Ten.-All forces 250 (lb) or less except when shown. TOP CHORD 1-7=-2233/232, 2-7=-2199/240, 2-3=-1748/119, 3-4=-1748/119, 4-8=-2199/240, 5-8=-2233/232 BOT CHORD 1-6=-209/2155, 5-6=-209/2155 WEBS 3-6=-1/566, 4-6=-526/191, 2-6=-526/191 NOTES 1) Unbalanced roof live loads have been considered for this design. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. 2) Wind: ASCE 7-05; 85mph (3-second gust); TCDL=7.2psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; enclosed; MWFRS (all heights) and C-C Exterior(2) 0-2-12 to 3-2-12, lnterior(1) 3-2-12 to 8-6-4, Exterior(2) 8-6-4 to 11-6-2 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss 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 rectangle 3-6-0 tall by 2-0-0 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 5. 7) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 8) This truss does not include any time dependant deformation for long term loading (creep) in the total load deflection. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard [~ 0 January 24,2014 A lfAANit«i -Verify duign pill1lllell!n .ad REAO IK)T£S ON THIS AND ItaiiDED llfiTEK REFEREta PAGE llfll-1413 tn 02/2&/20!3 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 parameters 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 responsibmty of the building designer. For general guidance regarding fablication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, D$8-89 and ICSI luftdlng Component Safety Information available from Truss Plate Institute, 781 N.lee Street. Suite 312, Alexandria, VA 22314. tf-..!'IMISP)Iuml>af lupedfled.'IMdflip ___ -06/'01/lOI.lbyAI.SC •• MiTek· 7777 Greenback Lane. Suite 109 Citrus Heights. CA, 95610 ,Job 113-92451 Truss Truss Type GABLE Ocean St. Residences, 13-924, dAk R41291228 054G Madera Component Systems, Inc, Phoenix, p;z 85043 c 8-6-4 8-6-4 Scale = 1 :28.0 CONN. OF GABLE STUDS BY OTHERS. 6x6 = 2.50 112 2 l J 14 ~~~=:~~:=~~=~~=;:~~~=~~=~~=~~=~=~~=~~~~~=~~~~~=~~=~~=~~=~~=~~==~=~=~~=~~=~~=~~=~~=~~=~=::~=~~=;~=~~~~~ 3x4 c::: LOADING (psf) TCLL 20.0 TCDL BCLL BCDL LUMBER 12.0 0.0 • 10.0 8 8-6-4 8-6-4 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress lncr YES Code IBC2009/TP12007 CSI TC 0.26 BC 0.24 WB 0.16 (Matrix) 2x4 DEFL Vert(LL) Vert(TL) Horz(TL) 5 in n/a n/a 0.01 4 3x4 c::c 17-0-8 8-6-4 (loc) 1/defl Ud I PLATES GRIP n/a 999 MT20 185/148 n/a 999 I 6 n/a n/a Weight: 661b FT=O% TOP CHORD 2x6 DF SS BOT CHORD t"'""""WEBS ~THERS 2x4 DF No.1 &Btr G 2x4 HF/SPF Stud/STD 2x4 SPF Utility BRACING TOP CHORD BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 5-6-6 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS All bearings 17-0-8. (lb)-Max Horz 1=23(LC 17) Max Uplift All uplift 100 lb or less atjoint(s) 6, 7, 5 except 1=-357(LC 17), 3=-360(LC 20) Max Grav All reactions 250 lb or less atjoint(s) except 1=586(LC 37), 3=586(LC 36), 6=654(LC 1), 8=268(LC 2), 4=268(LC 2) FORCES (lb)-Max. Comp./Max. Ten.-All forces 250 (lb) or less except when shown. TOP CHORD 1-13=-1515/1531, 13-14=-974/944, 2-14=-557/587, 2-15=-557/597, 15-16=-967/966, 3-16=-1511/1519 BOT CHORD 1-8=-1479/1488, 7-8=-480/505, 6-7=-239/265, 5-6=-240/265, 4-5=-480/505, 3-4=-1479/1488 WEBS 2-6=-576/302 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph (3-second gust); TCDL=7.2psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=2ft; Cat. II; Exp C; enclosed; MWFRS (all heights) and C-C Corner(3) 0-3-11 to 3-3-11, Exterior(2) 3-3-11 to 8-6-4, Corner(3) 8-6-4 to 11-6-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs 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. 4) Gable requires continuous bottom chord bearing. 5) Gable studs spaced at 1-4-0 oc. 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 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) A plate rating reduction of 20% has been applied for the green lumber members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) 6, 7, 5 except Gt=lb) 1 =357, 3=360. 10) This truss has been designed for a total drag load of 180 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 17-0-8for 180.0 plf. 11) "Semi-rigid pitch breaks including heels" Member end fixity model was used in the analysis and design of this truss. 12) This truss does not include any time dependant deformation for long term loading (creep) in the total load deflection. The building designer shall verify that this parameter fits with the intended use of this component. A WARNII'Ki -Verify design ~ll!rs allli READ NJT£S ON THIS AND ItnllfJED /III1EK llEFEREia PAGE NII-1413 ter. 02!2&/2013 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 parameters 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/TPI1 Qualtty Criteria, DSI-89 and ICSI Building Component Safety lnfonnatton available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria. VA 22314. lfSot.!tMmP!nefSP)IumbHis_ified._dtilp_""' ___ 06/01/1013byAUC January 24,2014 •• MiTek' 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95610 -----~~~~~~~- Job 13-92451 Truss 060 Truss Type MONO TRUSS Madera Component Systems, Inc, Phoenix, AZ 85043 c 0-~-3 0--3 7-4-2 7-3-15 7-4-2 7-4-2 Plate Offsets (X,Yl: [1 :0-5-4,Edgel LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 12.0 Lumber Increase 1.25 BCLL 0.0 • Rep Stress lncr YES BCDL 10.0 Code IBC2009ffPI2007 LUMBER CSI TC 0.42 BC 0.38 WB 0.39 (Matrix) Ocean St. Residences, 13-924, dAk R41291229 Scale = 1:22.2 2x4 3x4 = OTOPCHORD OTCHORD EBS 2x4 OF No.1 &Btr G 2x4 OF No.1&Btr G 2x4 HF/SPF Stud/STD BRACING TOP CHORD Structural wood sheathing directly applied or 4-9-13 oc purlins, except end verticals. BOT CHORD WEBS 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 truss erection, in accordance with Stabilizer Installation uide. REACTIONS (lb/size) 1=544/0-5-8 (min. 0-1-8), 4=544/0-3-8 (min. 0-1-8) Max Horz 1=102(LC 6) Max Uplift1=-54(LC 5), 4=-64(LC 5) FORCES (lb)-Max. Comp./Max. Ten.-All forces 250 (lb) or less except when shown. TOP CHORD 1-6=-1418/128, 2-6=-1386/141 BOT CHORD 1-5=-150/1354, 4-5=-150/1354 WEBS 2-5=0/303, 2-4=-1370/177 NOTES 1) Wind: ASCE 7-05; 85mph (3-second gust); TCDL=7.2psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; enclosed; MWFRS (all heights) and C-C Exterior(2) 0-2-12 to 3-2-12, lnterior(1) 3-2-12 to 13-2-4 zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1 .60 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 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 4. 6) "Semi-rigid pitch breaks including heels" Member end fixity model was used in the analysis and design of this truss. 7) This truss does not include any time dependant deformation for long term loading (creep) in the total load deflection. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard A IMRNIMi -verilydtiig11 pMIIIMIIII'S IIIII READ NJTESON THIS AND Il'l:l.UDED HITEKREFEIIEM:E PAGE flfll·14131n0212'!20l3 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 parameters 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/TPI1 Quality Criteria, DS8·89 and 8CSI8uldlng Component Safety lnformaflon available from Truss Plate Institute, 781 N.lee Street, Suite 312, Alexandria, VA 22314. January 24,2014 •• MiTek· 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95610 lf__,PiftetSPI!uml>tiisll!*'ifiH. madllolp--tlt<He --06/0lf.lOUbVALSC ----------------~---------------- Job Truss 13-92452 070 Madera Component Systems, Inc, Phoenix, I>Z 85043 c 5x12 MT20H == ,----- 5 1 I r-h L_j SJ 4 4x5 == Plate Offsets (X Yl" [1·0 8 9 Edael r2·o 4 9 0 3 81 ------ LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 12.0 Lumber Increase 1.25 BCLL 0.0. Rep Stress I ncr YES BCDL 10.0 Code IBC2009/TPI2007 Truss Type MONO TRUSS 8-0-8 8-0-8 Scale= 1:15.2 6 0.50 12 ,----- 7x8 == 2 7 8 n LJ ~ 2x4 II 8-0-8 8-0-8 CSI DEFL in (Icc) 1/defl Ud PLATES GRIP TC 0.36 Vert(LL) -0.17 3-4 >554 240 MT20 220/195 BC 0.50 Vert(TL) -0.34 3-4 >277 180 MT20H 165/146 WB 0.17 Horz(TL) 0.00 3 n/a n/a (Matrix) Weight: 361b FT=O% LUMBER -~OPCHORD r "OTCHORD ·vvEBS 2x4 OF No.1&Btr G 2x4 OF No.1 &Btr G 2x4 OF No.1&Btr G BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD 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 with Stabilizer Installation uide. REACTIONS (lb/size) 4=325/0-3-8 (min. 0-1-8), 3=325/0-3-8 (min. 0-1-8) Max Horz 4=1 02(LC 6) Max Uplift4=-57(LC 5), 3=-59(LC 6) FORCES (lb)-Max. Comp./Max. Ten.-All forces 250 (lb) or less except when shown. TOP CHORD 1-4=-265/129, 1-7=-457/265, 7-8=-447/265, 2-8=-444/267 BOT CHORD 3-4=-138/307 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=7.2psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; endosed; MWFRS (all heights) and C-C Exterior(2) 0-1-13 to 3-1-13, lnterior(1) 3-1-13 to 7-10-11 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are MT20 plates unless otherwise indicated. 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 2-0-0 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4, 3. 8) "Semi-rigid pitchbreaks induding heels" Member end fixity model was used in the analysis and design of this truss. 9) This truss does not indude any time dependant deformation for long term loading (creep) in the total load deflection. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard A WARNINO -Verify de$ign patllme~n and REA1J MJ TfS ON THIS AND INO.IJDED H11fK REFEREICE PAGE MII-7473 ,... 1/l9/l01411ff011£ IJSf. 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 parameters and proper incorporation of component is responsibi~ty 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/TPil Quality Criteria, DS8~89 and BCSIBuUdlng Component Safety Information available from Truss Plate Institute, 781 N.lee Street. Suite 312, Alexandria, VA 22314. lfSout!H>ml'lnotiSP)Iurnl>ef b-ihd. _.wtcn ___ --06/01/l013byAI.SC March 5,2014 •• MiTek· 7777 Greenback Lane, Su~e 109 Citrus Heights, CA, 95610 Job Truss Truss Type COMMON TRUSS Ocean St. Residences, 13-924, dAk 13-92451 080 Madera Component Systems, Inc, Phoenix, AZ. 85043 c 6-2-3 6-2-3 6-2-3 6-2-3 Plate Offsets (X,Y): [1 :0-5-4,0-0-12], [8:0-3-9,0-5-81 LOADING (psi) SPACING 2-0-0 I TCLL 20.0 Plates Increase 1.25 ! TCDL 12.0 BCLL 0.0 * BCDL 10.0 Lumber Increase 1.25 Rep Stress I ncr NO Code IBC2009/TPI2007 I 11-4-13 5-2-10 11-4-13 CSI TC 0.76 BC 0.85 WB 0.80 (Matrix) 5-2-10 axe= DEFL in Vert(LL) -0.29 Vert(TL) -0.58 Horz(TL) O.D7 R41291231 4-11-3 Scale = 1:33.2 4x5 = 10x10 = 3x6 16-4-0 19-7-8 4-11-3 3-3-8 (loc) 1/defl Ud PLATES GRIP 8-9 >792 240 MT20 185/148 8-9 >398 180 6 nla n/a Weight: 326 lb FT=O% LUMBER TOP CHORD /'""'""'·BOT CHORD 2x4 OF No.1&Btr G 2x8DFSS BRACING TOP CHORD Structural wood sheathing directly applied or 3-9-12 oc purtins, except end verticals. '-"NEBS 2x4 HF/SPF Stud/STD *Except* 3-8,5-7: 2x4 OF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 6-7. REACTIONS (lb/size) 1=6712/0-5-8 (min. 0-2-8), 6=6712/0-3-8 (min. 0-2-7) Max Horz 1 =296(LC 28) Max Uplift1=-1096(LC 17), 6=-804(LC 18) Max Grav 1=7084(LC 12), 6=6818(LC 11) FORCES (lb)-Max. Comp./Max. Ten.-All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-23754/4181, 2-3=-16177/2838, 3-4=-6612/1366, 4-5=-6041/874, 5-6=-6096/745 BOT CHORD 1-10=-3940/23140, 9-10=-3940/23140, 8-9=-3940/23140, 7-8=-3324/16370, 7-11 =-1879/1904, 6-11 =-1225/1192 WEBS 2-9=-290/2568, 2-8=-7265/959, 3-8=-535/5488, 3-7=-9786/11 02, 4-7=-290/2260, 5-7=-912/7501 NOTES 1) 3-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4-1 row at 0-7-0 oc, 2x4-1 row at 0-9-0 oc. Bottom chords connected as follows: 2x8 - 2 rows staggered at 0-6-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc, 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) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-05; 85mph (3-second gust); TCDL=7.2psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; enclosed; MWFRS (all heights); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1 .60 plate grip DOL=1.60 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 2-0-0 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Gt=lb) 1 =1 096, 6=804. 9) This truss has been designed for a total drag load of 2000 lb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 2-0-0 for 1000.0 plf. 10) This truss has been designed for a total drag load of 2000 lb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 17-7-8 to 19-7-8 for 1000.0 plf. 11) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 12) This truss does not include any time dependant deformation for long term loading (creep) in the total load deflection. The building designer shall verify that this parameter fits with the intended use of this component. HII-14n ter.02126!2013 8EFOI!E 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 parameters 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 I during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the il 1 For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult DSB·89 and BCSIBulldlng Component Safety lnformoHon available from Truss Plate Institute, 781 N. Lee Street, 1 lf-..,PIMISPI!uml>eris_ifiM._dtilfn-...,•- January 24,2014 •• MiTek· 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95610 Job Truss 13-924S1 080 Truss Type COMMON TRUSS Madera Component Systems, Inc, Phoenix, PZ 85043 OOAD CASE(S) Standard Regular: Lumber lncrease=1.25, Plate lncrease=1.25 Uniform Loads (plf) Vert: 1-4=-64, 4-5=-64, 1-6=-633(F=-613) £ WARNJ'Mi -Verify design pmme1111 Md READ N'JT£S ON 1WIS AND ltaUDED HITEIC REFEWCE PAGE HII-1413tn 011261201.3 BEFORE liSE 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 parameters and proper incorporotion 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/TPil Quality Criteria, DSB-19 and BCSIBuldlng Component Safety Information available from Truss Plate Institute. 781 N. Lee Street, Suite 312. Alexandria, VA 22314. lf--ISP)Iumberbip«-.-....... ------06/01/lOI.lbyAI.SC •• MiTek' 7777 Greenback Lane, Suite 109 Citrus Heights, CA. 95610 Job Truss Truss Type COMMON TRUSS Ocean St. Residences, 13-924, dAk R41291232 13-92451 082 Madera Component Systems, Inc, Phoenix, I>Z. 85043 C 0-~-3 0--3 7-4-2 9-11-14 7-3-15 2-7-12 6-4-2 3-3-8 Scale = 1 :33.3 5x10 = 4 4x10 = 3x6 = 9-11-14 19-7-8 9 11 14 - -9-710 LOADING (psf) SPACING 2-0-0 CSI I DEFL in (loc) 1/defl Ud I PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.62 Vert(LL) -0.19 1-7 >999 240 MT20 185/148 TCDL 12.0 Lumber Increase 1.25 BC 0.72 Vert(TL) -0.45 1-7 >510 180 BCLL 0.0 * Rep Stress I ncr YES WB 0.87 Horz(TL) 0.04 6 n/a n!a I BCDL 10.0 Code IBC2009/TPI2007 (Matrix) Weight: 771b FT=O% LUMBER TOP CHORD 2x4 DF No.1 &Btr G -BOT CHORD 2x4 DF No.1&Btr G BRACING TOP CHORD Structural wood sheathing directly applied or 3-1-13 oc purlins, except end verticals. · WEBS 2x4 HF/SPF Stud/STD BOT CHORD 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 with Stabilizer In lallation uid . REACTIONS (lb/size) 1=809/0-5-8 (min. 0-1-8), 6=809/0-3-8 (min. 0-1-8) Max Harz 1=110(LC 8) Max Uplift1=-79(LC 5), 6=-54(LC 5) FORCES (lb)-Max. Comp./Max. Ten.-All forces 250 (lb) or less except when shown. TOP CHORD 1-8=-2551/281, 2-8=-2518/293, 2-3=-2069/168, 3-9=-2088/200, 4-9=-2044/208 BOT CHORD 1-7=-307/2461, 6-7=-125/626 WEBS 2-7=-517/173, 3-7=-278/106, 4-7=-115/1570, 4-6=-882/164 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph (3-second gust); TCDL=7.2psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; enclosed; MWFRS (all heights) and C-C Exterior(2) 0-2-12 to 3-2-12, lnterior(1) 3-2-12 to 16-4-0, Exterior(2) 16-4-0 to 19-5-12 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss 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 rectangle 3-6-0 tall by 2-0-0 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) 1, 6. 7) "Semi-rigid pitch breaks including heels" Member end fixity model was used in the analysis and design of this truss. 8) This truss does not include any lime dependant deformation for long term loading (creep) in the total load deflection. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard A WARNII«i -Vtrifp deJig/1 pmmellm ~READ N:ITES ON THIS AND ItaUDEll HI7EK II.EFEREta PAGE HII-1413ter. 02!26/2013 BEFORE USE Design valid for use only with MiT ek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters 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/TPil Quality Criteria, osa.at and acs1 au&ding Component Safety lnformaHon available from Truss Plate Institute, 781 N.lee Street, Suite 312, Alexandria, VA 22314. lf-...,I'INt{SPilumi>Hk_ihd,_dtilp_.,.. ___ 06/01/1013byAUC January 24,2014 •• MiTek· 7777 Greenback Lane, Suite 109 Citrus Heights, CA. 95610 ____ I Job Truss Truss Type Ocean St. Residences, 13-924, dAk R41524334 '13-92452 DB4G GABLE Madera Component Systems, Inc, Phoenix, I>Z 85043 7-4-2 9-11-14 7-3-15 2-7-12 6-4-2 Scale= 1:33.3 CONN. OF GABLE STUDS BY OTHERS. 4x8 = 14 9-11-14 9-11-14 Plate Offsets CX.Yl: [1 :0-5-4.Edgel LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 12.0 Lumber Increase 1.25 BCLL 0.0 ' Rep Stress I ncr YES BCDL 10.0 Code IBC2009/TPI2007 13 CSI TC 0.50 BC 0.54 WB 0.90 (Matrix) 12 8x10 = DEFL Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.03 11 10 9 19-7-8 9-7-10 (loc) 1/defl Ud n!a 999 n/a 999 8 n/a n!a 5x12 MT20H = 4 PLATES MT20 MT20H Weight: 101 lb GRIP 185/148 139/111 6 7x6 = FT=O% LUMBER TOP CHORD .r--ear CHORD '~NEBS 2x4 OF No.1&Btr G 2x4 OF No.1&Btr G BRACING TOP CHORD Structural wood sheathing directly applied or 2-9-10 oc purlins, except end verticals. OTHERS 2x4 HF/SPF Stud/Std 'Except' W3: 2x4 OF No.1&BtrG 2x4 SPF Utility REACTIONS All bearings 19-7-8. (lb)-Max Horz 1=110(LC 23) Max Uplift All uplift 100 lb or less atjoint(s) 13,7 except 1=-780(LC 17), 12=-1711(LC 17), 6=-1270(LC 20) Max Grav All reactions 250 lb or less at joint(s) 8, 9, 10, 11, 13, 7 except 1=1021(LC 14), 12=2326(LC 14), 6=1456(LC 13), 14=267(LC 2) FORCES (lb)-Max. Comp./Max. Ten.-All forces 250 (lb) or less except when shown. BOT CHORD WEBS TOP CHORD 1-28=-3848/3583, 2-28=-2495/2137, 2-3=-925/1057, 3-29=-1288/1812, 4-29=-2777/3016, 4-5=-1216/1253 BOT CHORD 1-14=-3570/3506, 13-14=-1417/1568, 12-13=-910/948, 11-12=-2601/2650, 10-11=-1710/1759, 9-10=-1203/1252, 8-9=-696/745, 7-8=-520/518, 6-7=-1209/1258 WEBS 2-12=-635/268, 3-12=-335/151, 4-12=-3582/3262, 4-6=-1833/1725 NOTES 1) Unbalanced roof live loads have been considered for this design. Rigid ceiling directly applied or 3-6-5 oc bracing. 1 Row at midpt 4-12 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. 2) Wind: ASCE 7-05; 85mph; TCDL=7.2psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; enclosed; MWFRS (all heights) and C-C Exterior(2) 0-0-0 to 3-0-0, lnterior(1) 3-0-0 to 16-4-0, Exterior(2) 16-4-0 to 19-5-12 zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs 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. 4) All plates are MT20 plates unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 1-4-0 oc. 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 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 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 others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 13, 7 except Gt=lb) 1=780, 12=1711,6=1270. 11) This truss has been designed for a total drag load of 380 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 19-7-8 for 380.0 plf. ~ I 12) "Semi-rigid pitchbreaks including heels' Member end fixity model was used in the analysis and design of this truss. ontinued on a e 2 March 5,2014 A WA!i/11/'Ki -Verify design pafilmelr.T3 and READ 110 TES 011 miS ANIJ IIIQUDED MITEK REFERE/t::E PAGE MII-1413 re• 1/l9/l014 8EfOiif l.fSf. Design valid for use only with Milek connectors. This design is based only upon parameters shown, and is for on individual building component. Applicability of design parameters 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/TPil Quality Criteria, DSB-89 and BCSIBuUdlng Component Safety Information available from Truss Plate Institute, 781 N. Lee Street. Suite 312, Alexandria, VA 22314. lfSoutM<ni>IMISI'llurnl...-iupeclfled.th•d<liip-""'tho"--06/01/2013b'(AI.K Mli. MiTek· 7777 Greenback Lane, Suite 109 1 Citrus Heights, CA,_95_6_1_0 ______ _j Job Truss 13-92452 D84G Truss Type GABLE Ocean St. Residences, 13-924, dAk R41524334 Madera Component Systems, Inc, Phoenix, AZ 85043 7.510 s Jan 13 2014 MiTek Industries, Inc. Wed Mar 05 08:09:10 2014 Page 2 ID:Ivw_NjRjdnG_faLqdZq_yjy65C3-0A03HsSr_rDLCvXcudjCFesBMP4dRGwA8Gih9Dze?bN OOTES 3) This truss does not include any time dependant deformation for long term loading (creep) in the total load deflection. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard - _A. WARNIMl -Verify de~ign par.ame!l!r:! and RfAIJ MJ TES ON THIS ANI) 1/IQI!Df.l) HITEK REFE/lEN::f PAGE Hll-7473 tn 1/ l9/l014/lffORHISE 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 parameters 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/TPI1 Quality Criteria, DSB-89 and BCSI BuDding Component Safety lnlormaHon available from Truss Plate Institute, 781 N.lee Street, Suite 312, Alexandria, VA 22314. lf-PinefSPIIurnl>tiis_lfied,_dHip ___ -.:tlve06/01/2013byA.I.SC _______ _ .i. MiTek· 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95610 Job Truss Ocean St. Residences, 13-924, dAk Truss Type COMMON TRUSS R41291234 13-924S1 E01-Cond1 Madera Component Systems, Inc, Phoenix, ~ 85043 7-6-8 13-9-0 . 0-0-1 7-6-7 6-2-9 7-4-7 C 0-9-1 Scale = 1:45.9 4x5 = 3.00 112 J )~.........-~=--------~----~'----------~ 0 ~~ 0 3x8 = 5x8 = 3x4 = 3x8 = 9-10-12 9-10-12 Plate Offsets (X.Yl: [7:0-4-0,0-3-41 LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 12.0 Lumber Increase 1.25 BCLL 0.0 • Rep Stress lncr YES BCDL 10.0 Code IBC2009fTP12007 LUMBER TOP CHORD ,-.'30T CHORD ~VEBS 2x4 DF No.1&Btr G 2x4 DF No.1&Btr G 2x4 HF/SPF Stud/STD I CSI TC 0.82 BC 0.78 WB 0.45 (Matrix) 17-7-4 7-8-8 DEFL in Vert(LL) -0.25 Vert(TL) -0.60 Horz(TL) 0.10 BRACING TOP CHORD BOT CHORD 27-4-0 9-8-12 (loc) 1/defl Ud PLATES GRIP 1-7 >999 240 MT20 185/148 1-7 >537 180 5 n/a n!a Weight: 951b FT=O% Structural wood sheathing directly applied or 2-2-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing [MCT] be installed during truss erection, in accordance with Stabilizer Lllln,s,.,ta.,l.,l ..,ti,..n~"""""'------------------·_j REACTIONS (lb/size) 5=1132/0-3-8 (min. 0-1-8), 1=1132/0-5-8 (min. 0-1-8) Max Horz 1=-36(LC 7) Max Uplift5=-38(LC 9), 1=-38(LC 9) FORCES (lb)-Max. Comp./Max. Ten.-All forces 250 (lb) or less except when shown. TOP CHORD 1-8=-3442/254, 2-8=-3405/270, 2-9=-2970/172, 3-9=-2914/190, 3-10=-2900/190, 4-10~2957/172, 4-11=-3379/268, 5-11=-3417/253 BOT CHORD 1-7=-217/3295, 6-7=-97/2230, 5-6=-216/3268 WEBS 3-6=0/804, 4-6=-587/171, 3-7=0/820, 2-7=-601/172 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph (3-second gust); TCDL=7.2psf; BCDL=6.0psf; h=25ft; B=45ft; L=28ft; eave=4ft; Cat. II; Exp C; enclosed; MWFRS (all heights) and C-C Exterior(2) 0-2-12 to 3-2-12, lnterior(1) 3-2-12 to 13-9-0, Exterior(2) 13-9-0 to 16-9-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss 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 rectangle 3-6-0 tall by 2-0-0 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5, 1. 7) "Semi-rigid pitch breaks including heels" Member end fixity model was used in the analysis and design of this truss. 8) This truss does not include any time dependant deformation for long term loading (creep) in the total load deflection. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard A. WARNING • VerifJ dluign p;nme llnli!Jd REAb N:JTES ON THIS AND INCl.UDEtl /IIITEK REFEREta PAGE Hll-1413 tar. o:u:H/2013 SEFOIIE 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 parameters 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/TI'Il QuaiHy Crtteda, DSI-89 and ICSIIuldlng Component Safety Information avaHable from Truss Plate Institute. 781 N. Lee Street. Suite 312. Alexandria. VA 22314. lfSov111am I'IM(SP)IurllbH lo-ilit!d.tlt<tdtilp-ora--06/01/2013byALSC January 24,2014 •• MiTek' 7777 Greenback Lane, Suite 109 Citrus Heights, CA. 95610 Job Truss Truss Type COMMON TRUSS R41291234 13-924S1 E01-Cond2 Madera Component Systems, Inc, Phoenix, PZ 85043 Scale = 1:45.9 3.00 [i2 3x8 = 9-10-12 9-10-12 Plate Offsets (X.Y): [7:0-4-0,0-3-41 LOADING (psi) SPACING 1-5·0 TCLL 20.0 Plates Increase 1.25 TCDL 12.0 Lumber Increase 1.25 BCLL 0.0 ' Rep Stress lncr YES BCDL 10.0 Code IBC2009fTPI2007 5x8 = CSI TC 0.60 BC 0.56 WB 0.32 (Matrix) 4x5 = 17-7-4 7-8-8 DEFL in Vert(LL) -0.20 Vert(TL) -0.43 Horz(TL) 0.10 It 0 3x4 = 3x8 = 27-4.() 9-8-12 (loc) 1/defl Ud PLATES GRIP 6-7 >999 240 MT20 185/148 1-7 >758 180 5 n/a n/a Weight 951b FT=O% LUMBER TOP CHORD ~f:?TCHORD ~EBS BRACING TOP CHORD BOT CHORD [MCT] REACTIONS 2x4 DF No.1&Btr G 2x4 DF No.1&Btr G 2x4 HF/SPF Stud/STD (lb/size) 5=802/0-3-8 (min. 0-1-8), 1=802/0·5·8 (min. 0-1-8) Max Harz 1 =-144(LC 21) Max Uplift5=-283(LC 26), 1=-283(LC 25) Max Grav 5=1058(LC 13), 1=1058(LC 14) FORCES (lb) ·Max. Comp./Max. Ten.· All forces 250 (lb) or less except when shown. TOP CHORD 1-8=-3388/1174, 2·8=-3187/923, 2-9=-2575/585, 3·9=·2264/311, 3-10=-2255/326, 4-1 0=·2568/592, 4-11 =-3170/956, 5-11 =-3370/1175 BOT CHORD 1·7=-1007/3187, 6-7=-940/2451, 6·12=·1035/3199, 5·12=-1121/3199 WEBS 3-6=-3/578, 4·6=-423/129, 3-7=-7/594, 2-7=-437/133 NOTES 1) Unbalanced roof live loads have been considered for this design. Structural wood sheathing directly applied or 2·1 0-4 oc purl ins. Rigid ceiling directly applied or 6-4-3 oc bracing. 2) Wind: ASCE 7-05; 85mph (3-second gust); TCDL=7.2psf; BCDL=6.0psf; h=25ft; B=45ft; L=28ft; eave=4ft; Cat. II; Exp C; enclosed; MWFRS (all heights) and C-C Exterior(2) 0-2-12 to 3·2·12, lnterior(1) 3·2·12 to 13·9-0, Exterior(2) 13·9·0 to 16-9-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss 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 rectangle 3-6-0 tall by 2-0-0 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Gt=lb) 5=283, 1=283. 7) This truss has been designed for a total drag load of 2000 lb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 25-4-0 to 27-4-0 for 1000.0 plf. 8) "Semi-rigid pitch breaks including heels" Member end fixity model was used in the analysis and design of this truss. 9) This truss does not include any time dependant deformation for long term loading (creep) in the total load deflection. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard A WARNING ·Vtrif)' design p~l!n Mtl REAIJ IK)J'ES ON THIS AND llll.UDED HITEIC REFEREta PAGE Hll-1413ter. 0212612013 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. I Applicability of design parameters and proper incorporation of component is responsibUity 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 'l_____Mfabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 QuaiHy Crtterla, DSB-89 and ICSIIuUdlng Component 7777 Greenback Lane, Suite 109 Safety lnlormaflon available from Truss Plate lnstnute, 781 N.lee S1reet. Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 95610 tf-PinoofSI')k.lml>efio ____ llfllln ____ 06,0l/2013byA.I.SC ____________ . _____ -'._ ___________ _ Job Truss Truss Type COMMON TRUSS R41291235 13-924S1 E03 Madera Component Systems, Inc, Phoenix, Ji\Z. 85043 c Scale = 1:46.0 3x8 = 9-10-12 9-10-12 3.00 112 2x4 ~ 2 Plate Offsets (X.Yl: [7:0-4-0,0-3-4] LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 12.0 Lumber Increase 1.25 BCLL 0.0 * Rep Stress lncr YES 4x5 = 5x8 = 17-7-4 7-8-8 CSI DEFL TC 0.82 Vert(LL) BC 0.78 Vert(TL) Horz(TL) 3x4 = 3x8 = 27-6-{) 9-10-12 in (loc) 1/defl Ud I PLATES GRIP I -0.26 1-7 >999 240 MT20 185/148 -0.61 1-7 >536 180 0.10 5 n/a n/a BCDL 10.0 Code IBC20091TPI2007 WB 0.45 (Matrix) Weight: 961b FT=O% LUMBER TOP CHORD ~BOT CHORD ~EBS 2x4 DF No.1&Btr G 2x4 DF No.1&Btr G 2x4 HF/SPF Stud/STD REACTIONS (lb/size) 1=1136/0-5-8 (min. 0-1-8), 5=1136/0-5-8 (min. 0-1-8) Max Horz 1=-36(LC 7) Max Uplift 1=-3B(LC 9), 5=-38(LC 9) FORCES (lb)-Max. Comp./Max. Ten.-All forces 250 (lb) or less except when shown. BRACING TOP CHORD BOT CHORD TOP CHORD 1-8=-3455/255, 2-B=-341 8/271, 2-9=-2984/173, 3-9=-2927/191, 3-1 0=-2927/191, 4-1 0=-2984/173, 4-11 =-341 8/271' 5-11 =-3455/255 BOT CHORD 1-7=-218/3308, 6-7=-98/2244, 5-6=-218/3308 WEBS 3-6=0/819, 4-6=-601/172, 3-7=0/819, 2-7=-601/172 NOTES 1) Unbalanced roof live loads have been considered for this design. Structural wood sheathing directly applied or 2-2-0 oc purlins. 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 with Stabilizer lnstallati n 2) Wind: ASCE 7-05; 85mph (3-second gust); TCDL=7.2psf; BCDL=6.0psf; h=25ft; B=45ft; L=2Bft; eave=4ft; Cat. II; Exp C; endosed; MWFRS (all heights) and C-C Exterior(2) 0-2-12 to 3-2-12, lnterior(1) 3-2-12 to 13-9-0, Exterior(2) 13-9-0 to 16-9-0 zone; cantilever left and right exposed : end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss 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 rectangle 3-6-0 tall by 2-0-0 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) 1, 5. 7) "Semi-rigid pitch breaks including heels" Member end fixity model was used in the analysis and design of this truss. B) This truss does not include any time dependant deformation for long term loading (creep) in the total load deflection. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard I~ 6 January 24,2014 A WARNING -Verify design pmmti!I'S Md READ N:JTES ON THIS AND ll'«l.Uf'JED lfl1EK REFEREta PNiE Hll-14n rn 02!26/2013 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 parameters 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 •• MiTek' I erector. Additional 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/TPil Qualfty Crlterla, DSB-89 and BCSI BuDding Component 7777 Greenback Lane, sune 109 1 Safety Information available from Truss Plate Institute, 781 N.lee Street. Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 95610 L___lf--ISP)IumbarisspteifiH._dtilp _____ D6/01/l013by-''-A.lSC-__________________ -'----------------" Job Truss 13-92451 E05G Madera Component Systems, Inc, 7-6-8 7-6-8 Phoenix, AZ. 85043 Truss Type GABLE 13-9-0 6-2-9 c Scale = 1 :45.4 CONN. OF GABLE STUDS BY OTHERS. 3.00 ri2 3x4 c::: 20 19 18 9-10-12 9-10-12 Plate Offsets (X.Y): [16:0-3-0.0-3-01 LOADING (psi) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 12.0 Lumber Increase 1.25 BCLL 0.0 ' Rep Stress lncr YES 17 16 5x6 = CSI 15 TC 0.16 BC 0.09 14 I 5x6 13 12 11 17-7-4 7-8-8 DEFL in Vert(LL) n/a Vert(TL) n/a Horz(TL) 0.00 10 3x4 = (loc) 1/defl n/a n/a 5 n/a Ud 999 999 n/a 8 3x4"" 2HHl 9-10-12 PLATES GRIP MT20 185/148 BCDL 10.0 Code IBC2009/TPI2007 WB 0.25 (Matrix) I Weight: 144 lb FT=O% LUMBER TOP CHORD Q OTCHORD EBS OTHERS 2x6 OF SS 2x4 OF No.1&Btr G 2x4 HF/SPF Stud/STD 2x4 SPF Utility REACTIONS All bearings 27-6-0. (lb) • Max Horz 1=-36(LC 22) BRACING TOP CHORD BOT CHORD Max Uplift All uplift 100 lb or less atjoint(s) 1, 5, 19, 7 except 16=-168(LC 17), 10=-163(LC 20) Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uid . Max Grav All reactions 250 lb or less atjoint(s) 13, 14, 15, 17, 18, 19, 20, 12, 11, 9, 8, 7, 6 except 1=278(LC 37), 5=278(LC 36), 16=684(LC 14), 10=684(LC 13) FORCES (lb)-Max. Comp./Max. Ten.-All forces 250 (lb) or less except when shown. TOP CHORD 1-41=-332/106, 2-41=-280/96, 2-42=-79/324, 3-42=-73/435, 3-43=-55/435, 4-43=-61/324, 4-44=-280/106, 5-44=-332/116 BOT CHORD 1-20~ 115/291, 19-20=-87/266, 18-19=-78/257, 7 -8=-63/257, 6-7=-73/266, 5-6=-100/291 WEBS 3-10=-434/134, 4-10=-672/187, 3-16=-434/132, 2-16=-672/187 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph (3-second gust); TCDL=7.2psf; BCDL=6.0psf; h=25ft; B=45ft; L=28ft; eave=4ft; Cat. II; Exp C; enclosed; MWFRS (all heights) and C-C Exterior(2) 0-3-1 to 3-3-1, lnterior(1 )3-3-1 to 13-9-0, Exterior(2) 13-9-0 to 16-9-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs 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. 4) Gable requires continuous bottom chord bearing. 5) Gable studs spaced at 1-4-0 oc. 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 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) A plate rating reduction of 20% has been applied for the green lumber members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) 1, 5, 19, 7 except ut=lbl 16=168, 10=163. 10) This truss has been designed for a total drag load of 180 lb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 27-6-0 for 6.5 plf. 11) "Semi-rigid pitch breaks including heels" Member end fixity model was used in the analysis and design of this truss. 12) This truss does not include any time dependant deformation for long term loading (creep) in the total load deflection. The building designer shall verify that this parameter fits with the intended use of this component. I~ 0 January 24,2014 A WARNIWJ -Yeritp design ~121l 11nd READ ~TES ON THIS AND Il«l.IIIJEll HITEK REFEREta PAGE Hll-1413 1n 02!2,/2013 BEFORE USE Design valid for use only with Milek: connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters 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/TPI1 Quality Criteria, D$8~89 and ICSI BuDding Component Safety lnformaHon available from Truss Plate Institute, 781 N.Lee Street, Suite 312. Alexandria, VA 22314. • __ lfSoutMmPinefSI'lluml>e<.b.-ihd,t:h<tdtilp _____ 06/01/lOI.lbyAI..SC •• MiTek' 7777 Greenback Lane, Suite 109 Citrus Heights. CA. 95610 Job Truss Truss Type Ocean St. Residences, 13-924, dAk 13-92451 E05G GABLE Madera Component Systems, Inc, Phoenix, AZ 85043 OAD CASE(S) Standard 0 A, lfARN!Mi -VerifJ desip pmmtllrs ud READ N'JT£5 ON 1HIS ANO INa.IJDEI) HI1EKREFEREta PAGE Hli·1413tu 0211612013 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 parameters 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/TPI1 Quality Crtterta, DSB-89 and BCSI Buldlng Component Safety Information available from Truss Plate Institute, 781 N.lee Street, Suite 312, Alexandria, VA 22314. lf-.....ttm.ISPIIuml>e<a_.-.--...---·•-06/0l/201311rALSC R41291236 •• ] MITek' 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95610 I ___j Job Truss Truss Type 13-924S1 E07-Cond1 COMMON TRUSS Madera Component Systems, Inc, Phoenix, I>Z 85043 7-7-5 13-9-0 7-7-4 6-1-11 Scale= 1:37.1 5x6 = ! l ~~~_L------------------------------------------~~~------------------~ 4x6 = 2x4 7-7-5 7-7-5 Plate Offsets (X.Yl: [1:0-4-12,Edgel. [4:0-2-11 .Edge). [6:0-3-12,0-3-01 LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 12.0 Lumber Increase 1.25 BCLL 0.0 ' Rep Stress lncr YES BCDL 10.0 Code IBC2009/TPI2007 CSI TC 0.84 BC 0.51 WB 0.65 (Matrix) 14-8-4 7-0-15 DEFL in Vert(LL) -0.11 Vert(TL) -0.27 Horz(TL) 0.05 i 6x8 = 3x6 21-10-0 7-1-12 (loc) 1/defl Ud I PLATES GRIP 7 >999 240 MT20 185/148 1-7 >968 180 5 n/a n/a Weight: 851b FT=O% 1~ l LUMBER TOP CHORD OOTCHORD NEBS 2x4 DF No.1&Btr G 2x4 DF No.1 &Btr G 2x4 HF/SPF Stud/STD BRACING TOP CHORD [MCT] Structural wood sheathing directly applied or 2-9-7 oc purtins, except end verticals. BOT CHORD WEBS 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 truss erection, in accordance with Stabilizer Installation uide. REACTIONS (lb/size) 1=901/0-5-8 (min. 0-1-8), 5=901/0-3-8 (min. 0-1-8) Max Horz 1 =73(LC 8) Max Uplift 1 =-30(LC 9), 5=-30(LC 9) FORCES (lb)-Max. Comp./Max. Ten.-All forces 250 (lb) or less except when shown. TOP CHORD 1-8=-2568/154, 2-8=-2528/170, 2-9=-1363/124, 3-9=-1312/143, 3-10=-1359/115, 10-11=-1373/99, 4-11=-1436/97, 4-5=-834/121 BOT CHORD 1-7=-186/2446, 6-7=-186/2446 WEBS 3-6=0/355, 4-6=-44/1181, 2-6=-1260/98, 2-7=0/310 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph (3-second gust); TCDL=7.2psf; BCDL=6.0psf; h=25ft; B=45ft; L=28ft; eave=4ft; Cat. II; Exp C; enclosed; MWFRS (all heights) and C-C Extenor(2) 0-2-12 to 3-2-12, lntenor(1) 3-2-12 to 13-9-0, Exterior(2) 13-9-0 to 16-9-0 zone; cantilever left and nght exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss 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 rectangle 3-6-0 tall by 2-0-0 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) Provide mechanical connection (by others) of truss to beanng plate capable of withstanding 100 lb uplift at joint(s) 1, 5. 7) "Semi-Mgid pitch breaks including heels" Member end fixity model was used in the analysis and design of this truss. 8) This truss does not include any time dependant deformation for long term loading (creep) in the total load deflection. The building designer shall veMfy that this parameter fits with the intended use of this component. LOAD CASE(S) Standard A lfA.RNIMi -Verify desigll p.mme•rs Md READ M:'!T£S ON THIS AND lt«l.IIDED HI1£K REFEIIEI«::E PAGE HII-1413 1n 02/16!2013 BEFORE USE Design vaHd for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters 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/TPI1 Quality Criteria, 051·89 and BCSI BuDding Component Safety Information available from Truss Plate Institute, 781 N. Lee Street. Suite 312, Alexandria, VA 22314. ~ __ lf_ScMttlle<'n__ PlnefSPjlumbafll-mH.1Mdtilp ___ --06/0lflOllbyALSC _____ _ January 24,2014 •• MiTek' 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95610 Job Truss 13-92451 E07-Cond2 Madera Component Systems, Inc, Phoenix, i>Z 85043 7-7-5 7-7-4 4x6 = 7-7-5 7-7-5 Truss Type COMMON TRUSS 2x4 Plate Offsets (X,Yl: [1 :0-4-12,Edgel. [4:0-2-11 ,Edge], [6:0-3-12.0-3-0] LOADING (psf) SPACING 2-0-0 CSI TCLL 20.0 Plates Increase 1.25 TC 0.98 TCDL 12.0 Lumber Increase 1.25 BC 0.49 BCLL 0.0 * Rep Stress lncr YES 13-9-0 6-1-11 14-8-4 7-0-15 DEFL Vert(LL) Vert(TL) Horz(TL) Ocean St. Residences, 13--924, dAk R41291237 Scale= 1:37.1 5x6 = 6x8 = 3x6 21-10-0 7-1-12 in (loc) 1/defl Ud PLATES GRIP -0.11 1-7 >999 240 MT20 185/148 -0.21 1-7 >835 180 0.04 5 n/a n/a BCDL 10.0 Code IBC2009fTPI2007 WB 0.86 (Matrix) Weight: 851b FT=O% LUMBER TOP CHORD O OTCHORD NEBS 2x4 OF No.1&Btr G 2x4 DF No.1 &Btr G 2x4 HF/SPF Stud/STD BRACING TOP CHORD [MCT] Structural wood sheathing directly applied or 2-2-0 oc purlins, except end verticals. BOT CHORD WEBS Rigid ceiling directly applied or 4-3-13 oc bracing. 1 Row at midpt 4-6, 2-6 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 1=482/0-5-8 (min. 0-1-8), 6=1287/0-5-8 (min. 0-1-13), 5=34/0-3-8 (min. 0-1-8) Max Horz 1 =73(LC 23) Max Uplift1=-617(LC 17), 6=-426(LC 25), 5=-847(LC 37) Max Grav 1=1077(LC 14), 6=1682(LC 14), 5=894(LC 36) FORCES (lb)-Max. Comp./Max. Ten.-All forces 250 (lb) or less except when shown. TOP CHORD 1-8=-3127/2371, 2-8=-2621/1731, 2-9=-1026/1397, 3-9=-304/766, 3-10=-722/1285, 10-11=-1027/1519, 4-11=-1655/2172, 4-5=-825/899 BOT CHORD 1-7=-2343/2987, 6-7=-1015/1791, 5-6=-1272/1386 WEBS 3-6=-757/216, 4-6=-2274/1648, 2-6=-1361/156, 2-7=0/312 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph (3-second gust); TCDL=7.2psf; BCDL=6.0psf; h=25ft; B=45ft; L=28ft; eave=4ft; Cat. II; Exp C; enclosed; MWFRS (all heights) and C-C Exterior(2) 0-2-12 to 3-2-12, lnterior(1) 3-2-12 to 13-9-0, Exterior(2) 13-9-0 to 16-9-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss 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 rectangle 3-6-0 tall by 2-0-0 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) except (jt=lb) 1=617, 6=426, 5=847. 7) This truss has been designed for a total drag load of 180 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 21-10-0 for 180.0 plf. 8) "Semi-rigid pitch breaks including heels" Member end fixity model was used in the analysis and design of this truss. 9) This truss does not include any time dependant deformation for long term loading (creep) in the total load deflection. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard Ji.. WARNIMi -V.rifr deJigll pmmtllrs Md READ N:>T£S ON 1HIS AND It«l.Ul'JED HITEK REFEREICE PAGE HII-14n If! II. 01!26/2013 BEFOIIE USE Design valid for use only with Milek connectors. This design is based only upon parameters shown, and is for on individual building component. Applicability of design parameters and proper incorporation of component is responsibi~ty of building designer-not truss designer. Brachg 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 •• MiTek· I I fabrication, quality control, storage, delivery, erection and bracing, consult ANSI"'Il Quality Criteria, DS8·89 and BCSIIuldlng Component 7777 Greenback Lane, Suite 109 J Citrus Heights, CA, 95610 Safety Information available from Truss Plate Institute, 781 N.lee Street, Suite 312, Alexandria, VA 22314. lfSoutMmP!naiSPllumller li~P«Ified. tiNt dtilln ----tlw 06/01/1013 by A1SC ___________ __j _____________ _ Job Truss 13-92481 E09G Madera Component Systems, Inc, c Phoenix, f.Z. 85043 7-7-5 7-7-5 Truss Type GABLE CONN. OF GABLE STUDS BY OTHERS. 2x4 7-7-5 7-7-5 Plate Offsets (X Yl" [1·0-6-0 0-2-131 LOADING (psf) SPACING 2-0-0 I CSI TCLL 20.0 Plates Increase 1.25 TC 0.66 TCDL 12.0 Lumber Increase 1.25 BC 0.43 BCLL 0.0. Rep Stress lncr YES I WB 0.80 BCDL 10.0 Code IBC2009/TP12007 (Matrix) 13-9-0 6-1-11 6x6 = 14-8-4 7-0-15 DEFL in (loc) Vert(LL) -0.09 1-7 Vert(TL) -0.17 1-7 Horz(TL) 0.04 5 6x8 = 1/defl Ud >999 240 >999 180 n/a n/a I 8-1-0 21-10-0 7-1-12 PLATES MT20 Weight: 123 lb GRIP 185/148 Scale= 1:37.0 5 3x6 FT=O% LUMBER TOP CHORD U,.........~OTCHORD EBS OTHERS 2x6 DF SS 2x4 DF No.1&Btr G 2x4 HF/SPF Stud/STD 2x4 SPF Utility BRACING TOP CHORD Structural wood sheathing directly applied or 4-6-12 oc purlins, except end verticals. BOT CHORD WEBS Rigid ceiling directly applied or 4-3-12 oc bracing. 1 Row at midpt 4-6, 2-6 MiTek recommends that Stabilizers and required cross bracing ; be installed during truss erection, in accordance with Stabilizer ' Installation uide. REACTIONS (lb/size) 1=474/0-5-8 (min. 0-1-8), 6=1311/0-5-8 (min. 0-1-12), 5=18/0-3-8 (min. 0-1-8) Max Horz 1=70(LC 23) Max Uplift 1 =-608(LC 17), 6=-378(LC 25), 5=-821 (LC 37) Max Grav 1=1060(LC 14), 6=1659(LC 14), 5=843(LC 36) FORCES (lb)-Max. Comp./Max. Ten.-All forces 250 (lb) or less except when shown. TOP CHORD 1-34=-3118/2405, 2-34=-2591/1687, 2-35=-1 080/1479, 3-35=-409/857, 3-36=-670/1272, 36-37=-1037/1620, 4-37=-1483/2017, 4-5=-775/871 BOT CHORD 1-7=-2373/2986, 6-7=-1044/1790, 5-6=-1227/1310 WEBS 3-6=-800/216, 4-6=-2171/1547, 2-6=-1365/172, 2-7=0/301 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph (3-second gust); TCDL=7.2psf; BCDL=6.0psf; h=25ft; B=45ft; L=28ft; eave=4ft; Cat. II; Exp C; enclosed; MWFRS (all heights) and C-C Exterior(2) 0-2-12 to 3-2-12, lnterior(1) 3-2-12 to 13-9-0, Exterior(2) 13-9-0 to 16-9-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs 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. 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 2-0-0 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Gt=lb) 1 =608, 6=378, 5=821. 9) This truss has been designed for a total drag load of 180 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 21-10-0 for 180.0 plf. 10) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 11) This truss does not include any time dependant deformation for long term loading (creep) in the total load deflection. The building designer shall verify that this parameter fits with the intended use of this component. A, WARNING -Verify design p~ll!n ud READ H:JT£S ON THIS AND II'Kl.UDED HITEK REFEREta PAGE HII-1413 rn 02/2&/2013 BEFORE liSE 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 parameters 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/TPil Quality Criteria, DSB-89 and BCSI BuDding Component LJ, Safety lnformaHon available from Truss Plate Institute, 781 N.Lee Street, Suite 312, Alexandria, VA 22314. If_~ P!neiSP)IurniHK h-lfied.madtilp-.,..tllaft-tlve06/0l/1013byAlSC January 24,2014 •• MiTek· 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95610 Job Truss Truss Type Ocean St. Residences, 13-924, dAk R41291239 13-924$1 E20 Common Truss Madera Component Systems, Inc, Phoenix, AZ. 85043 5-11-4 5-11-4 c Scale= 1:19.8 4x5 = 3.00112 J j1 ~~~~--------4-e-1-L-------~ 3x6 II 3x6 II 5-11-4 11-10-8 5-11-4 5-11-4 Plate Offsets (X,Yl: [1 :0-2-5,0-2-01. [5:0-3-15,0-2-01 SPACING 2-0-0 Plates Increase 1.25 CSI TC 0.21 DEFL in (loc) 1/defl Ud I PLATES GRIP Vert(LL) -0.03 1-6 >999 240 MT20 185/148 LOADING (psf) TCLL 20.0 TCDL 12.0 Lumber Increase 1.25 BC 0.24 Vert(TL) -0.06 1-6 >999 180 BCLL 0.0 • Rep Stress lncr YES Horz(TL) 0.01 5 n/a n/a BCDL 10.0 Code IBC2009fTP12007 WB 0.15 (Matrix) I Weight: 421b FT=O% LUMBER TOP CHORD ~OTCHORD l }JEBS ~LIDER 2x4 DF No.1&Btr G 2x4 DF No.1 &Btr G 2x4 HF/SPF Stud/STD BRACING TOP CHORD BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc pur1ins. Rigid ceiling directly applied or 10-0-0 oc bracing. Left 2x4 HFSPF Stud/STD 3-0-3, Right 2x4 HFSPF Stud/STD 3-0-3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer ' In t II ti n uide. REACTIONS (lb/size) 1=499/0-5-8 (min. 0-1-8), 5=499/0-5-8 (min. 0-1-8) Max Horz 1 =-21 (LC 7) Max Uplift1=-17(LC 9), 5=-17(LC 9) FORCES (lb)-Max. Comp./Max. Ten.-All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-938/123, 2-3=-870/138, 3-4=-870/138, 4-5=-938/122 BOT CHORD 1-6=-78/844, 5-6=-78/844 WEBS 3-6=0/268 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph (3-second gust); TCDL=7.2psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; enclosed; MWFRS (all heights) and C-C Exterior(2) 0-0-0 to 3-0-0, lnterior(1) 3-0-0 to 5-11-4, Exterior(2) 5-11-4 to 8-11-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss 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 rectangle 3-6-0 tall by 2-0-0 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 5. 7) "Semi-rigid pitch breaks including heels" Member end fixity model was used in the analysis and design of this truss. 8) This truss does not include any time dependant deformation for long term loading (creep) in the total load deflection. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard ,& WARN!t«< -Verity dtiign pam~MIIIl and READ NOTES ON THIS ANI! lt«:l.t~MD HlTEIC REFEREICE PAGE Hil-14n 1er. 01126/201.3 BEFORE liSE ---. 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 parameters and proper incorporation of component is responsibility of building designer -not truss designer. Bracing shown January 24,2014 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the Mrr.ek• -~er=e~ct~o=r.=A~d~d=ifl=o~na=l~p=emn==a~n~en=t~~=a=c=in=g~o~f=th=e=o=v~er~a~ll~=ru==c1=u=re=is=f=he~re=sp~o=n=sib=i=lity=o~f=th~e~b=u=il~di~ng~d~~ig-n-er_._Fo_r_g_en_~_a_l_g_ui-da_n_c __ e_re_g_a_~_in_g _______________ jl ______ '' __ · __________ _ fabrication, quality control. storage, delivery, erection and bracing, consult ANSI/TPil QuaiHy Criteria. D$1·89 and BCSI Building Component 7777 Greenback lane, Suite 109 ~~rr;:rSP}:~;.:~~e.l=~·.i!:~&1:i/18~·~~14. Citrus Heights, CA, 95610 Job Truss Truss Type 13-92451 E24G GABLE Madera Component Systems, Inc, Phoenix, f>Z 85043 c 5-11-4 5-11-4 Scale= 1:19.9 CONN. OF GABLE STUDS BY OTHERS. 5x6 3.00 fi2 13 14 li ~) ~_L_______j______[_---------------~e-fJ---------l______L_____---'------'----_____j_~ l~~~~TY~c-~~7>r7y-~~~T7~~~~"-r,-"~T>~y-~~~T7"""~T7-r/C"~~r7~/7~~ 8 4x5 = 5-11-4 5-11-4 LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 12.0 Lumber Increase 1.25 BCLL 0.0 * Rep Stress lncr YES BCDL 10.0 Code IBC2009/TPI2007 LUMBER TOP CHORD 2x6 OF SS BOT CHORD CSI TC 0.14 BC 0.17 WB 0.09 (Matrix) 6 2x4 DEFL Vert(LL) Vert(TL) in n/a n/a Horz(TL) 0.00 BRACING TOP CHORD BOT CHORD ,/·/') 'x: y "· ,• 4 4x5 = 11-1Q-8 5-11-4 (loc) 1/defl Ud PLATES GRIP n/a 999 MT20 185/148 n/a 999 6 n/a n/a Weight: 531b FT=O% Q EBS THERS EDGE 2x4 OF No.1&Btr G 2x4 HF/SPF Stud/STD 2x4 SPF Utility Structural wood sheathing directly applied or 6-0-0 oc purtins. Rigid ceiling directly applied or 6-<J-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer . Installation uide. _____j I I ___ _ Left: 2x4 SYP No.3, Right: 2x4 SYP No.3 REACTIONS All bearings 11-10-8. (lb)-Max Horz 1=-20(LC 22) Max Uplift All uplift100 lb or less atjoint(s) 6, 7, 5 except1=-360(LC 17), 3=-364(LC 20) Max Grav All reactions 250 lb or less atjoint(s) 7, 8, 5, 4 except 1=528(LC 37), 3=528(LC 36), 6=443(LC 1) FORCES (lb)-Max. Comp./Max. Ten.-All forces 250 (lb) or less except when shown. TOP CHORD 1-13=-1122/1138, 2-13=-585/585, 2-14=-598/601, 3-14=-1119/1129 BOT CHORD 1-8=-1069/1077, 7-8=-480/516, 6-7=-240/252, 5-6=-238/252, 4-5=-480/516, 3-4=-1069/1081 WEBS 2-6=-397/134 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-{)5; 85mph (3-second gust); TCDL=7.2psf; BCDL=6.0psf; h=25ft; B=45fl; L=24ft; eave=4ft; Cat. II; Exp C; enclosed; MWFRS (all heights) and C-C Exterior(2) 0-0-{) to 3-<l-<l, lnterior(1) 3-{)-{) to 5-11-4, Exterior(2) 5-11-4to 8-11-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs 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. 4) Gable requires continuous bottom chord bearing. 5) Gable studs spaced at1-4-0 oc. 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-{) tall by 2-<J-0 wide will fit between the bottom chord and any other members. 8) A plate rating reduction of 20% has been applied for the green lumber members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 6, 7, 5 except Gt=lb) 1=360, 3=364. 10) This truss has been designed for a total drag load of 180 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-<J-0 to 11-10-8 for 180.0 plf. 11) "Semi-rigid pitch breaks including heels" Member end fixity model was used in the analysis and design of this truss. 12) This truss does not include any time dependant deformation for long term loading (creep) in the total load deflection. The building designer shall verify that this parameter fits with the intended use of this component. OAD CASE(S) Standard A WARNJ'Mi -Vl!rifrdesign pmmtlln and READ N:l1£SON miSANfl ltll.UDEtl HITEKREFEREICE PAGE tifll-1413lf!r.02!1'!2013 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 parameters 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/TPI1 Quality Crttefla, DSI-89 and ICSI Building Component Safety lnformaflon available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. lf-....Pint>!SP}Iumberklf>Kihd,t.Mdtilp ____ tlw06/01/201~3-~b'(~A.UC ________ _ January 24,2014 •• MiTek· 7777 Greenback Lane, Suite 109 Citrus Heights, CA. 95610 Job Truss Truss Type 13-92451 E30 Special Truss Madera Component Systems, Inc, Phoenix, fl\l. 85043 c 7-3-5 7-3-5 3.00 112 5x6"" 4x10 = 0-Q-8 7-3-5 o..(l-s 7-2-13 Plate Offsets CX Yl' [7·0 3-0 0 3-81 ' -- LOADING (psi) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 12.0 Lumber Increase 1.25 BCLL 0.0. Rep Stress lncr YES BCDL 10.0 Code IBC2009/TPI2007 13-2-9 5-11-4 12 CSI TC 0.80 BC 0.50 WB 0.92 (Matrix) 15-8-8 8-5-4 DEFL Vert(LL) Vert(TL) Horz(TL) in -0.15 -0.35 0.06 2.00 Lt2_ 6x6 = (loc) 1/defl Ud 7-8 >999 240 7-8 >811 180 6 n/a nla I I 23-8-8 8-0-0 PLATES MT20 Weight: 98lb Scale = 1:40.6 GRIP 185/148 FT=O% LUMBER TOP CHORD O OTCHORD EBS 2x4 DF No.1 &Btr G 2x4 DF No.1 &Btr G BRACING TOP CHORD Structural wood sheathing directly applied or 2-2-1 oc purlins, except end verticals. 2x4 HF/SPF Stud/STD 'Except' 1-8: 2x4 DF No.1 &Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. SLIDER Right 2x4 HFSPF Stud/STD 2-8-3 , MiTek recommends that Stabilizers and required cross bracing I be installed during truss erection, in accordance with Stabilizer ' Installation uide. REACTIONS (lb/size) 6=990/0-5-8 (min. 0-1-8), 9=990/0-3-0 (min. 0-1-8) Max Horz 9=-53(LC 5) Max Uplift6=-95(LC 6), 9=-84(LC 5) FORCES (lb)-Max. Comp./Max. Ten.-All forces 250 (lb) or less except when shown. TOP CHORD 1-10~1703/123, 10-11=-1647/123, 2-11=-1638/138, 2-12=-1631/138, 12-13=-1634/131, 13-14=-1658/129, 3-14=-1664/124, 3-4=-2816/183, 4-15=-2832/305, 5-15=-2837/299, 5-6=-2896/298, 1-9=-924/127 BOT CHORD 7-8=-140/2603, 6-7=-254/2752 WEBS 2-8=0/371, 3-8=-1115/202, 3-7=0/360, 1-8=-80/1482 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph (3-second gust); TCDL=7.2psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; enclosed; MWFRS (all heights) and C-C Exterior(2) 0-1-12 to 3-1-12, lnterior(1) 3-1-12 to 7-3-5, Exterior(2) 7-3-5 to 10-3-5 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss 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 rectangle 3-8-0 tall by 2-0-0 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) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 9. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1 00 lb uplift at joint(s) 6, 9. 8) "Semi-rigid pitch breaks including heels" Member end fixity model was used in the analysis and design of this truss. 9) This truss does not include any time dependant deformation for long term loading (creep) in the total load deflection. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard A. tfARN1Wi -Verity design pmme•n Hd II£AD KITES ON THIS AND lMJ.UlJEO HITEK REFER.EIC£ PAGE HII·14131n 0212612013 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 parameters 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 A.NSI/TPI1 QuaiHy Criteria, DSIM89 and IC$1 luUdlng Component Safety Information available from Truss Plate Institute, 781 N. Lee Street. Suite 312. Alexandria, VA 2231-4. lf-...,Pine{SP}Iumbefls_.llled._dtilp ___ --06/0l/lOUbyAUC January 24,2014 •• MiTek' 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95610 Job Truss Truss Type Ocean St. Residences, 13--924, dAk R41291242 '13-92451 E34G GABLE Madera Component Systems, Inc, Phoenix, AZ. 85043 7-3-5 13-2-9 7-3-5 5-11-4 c Scale = 1:39.6 CONN. OF GABLE STUDS BY OTHERS. 3.00 [12 5x6 "" 14 2.00 l1L 3x6 8x8 = 7 Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry 0-Q-8 7-3-5 O-d-8 7-2-13 Plate Offsets (X,Yl: [6:0-3-4,0-6-21. [8:0-3-0,0-3-41 LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 12.0 Lumber Increase 1.25 BCLL 0.0 • Rep Stress I ncr YES BCDL 10.0 Code IBC2009fTPI2007 CSI TC 0.68 BC 0.33 WB 0.98 (Matrix) I 15-8-8 S-5-4 DEFL Vert(LL) Vert(TL) Horz(TL) 23-8-8 8-0-0 in (loc) 1/defl Ud PLATES -0.08 8-9 >999 240 MT20 -0.16 8-9 >999 180 0.02 6 n/a nla Weight: 117 lb GRIP 185/148 FT=O% LUMBER TOP CHORD """·or CHORD ~EBS OTHERS 2x4 DF No.1&Btr G *Except• 2-6: 2x6 DF SS BRACING TOP CHORD Structural wood sheathing directly applied or 3-8-13 oc purlins, except end verticals. 2x4 DF No.1 &Btr G 2x4 HF/SPF Stud/STD 2x4 SPF Utility SLIDER Right 2x4 HFSPF Stud/STD 2-7-12 REACTIONS All bearings 7-11-0 except Gt=length) 10=0-3-0. (lb)-Max Horz 10=-54(LC 18) BOT CHORD WEBS Max Uplift All uplift 100 lb or less at joint(s) except 6=-481(LC 20), 10=-634(LC 17), 8=-523(LC 20) Max Grav All reactions 250 lb or less atjoint(s) 7 except 6=619(LC 36), 10=1179(LC 14), 8=1548(LC 13) FORCES (lb)-Max. Comp./Max. Ten.-All forces 250 (lb) or less except when shown. TOP CHORD 1-12=-2129/1370, 12-13=-14121711, 2-13=-1301/619, 2-14=-1293/601, 14-15=-1325/820, 15-16=-1784/1079, 3-16=-1893/1181' 3-4=-792/1161' 4-17=-933/1034, 5-17=-1120/1113, 5-6=-1549/1493, 1-10=-1113/662 BOT CHORD 9-10=-1237/1363, 8-9=-850/1165, 7-8=-898/941, 6-7=-1509/1491 WEBS 3-9=-756/1187, 3-8=-1884/954, 4-8=-863/469, 1-9=-1308/1898 NOTES 1) Unbalanced roof live loads have been considered for this design. Rigid ceiling directly applied or 5-6-1 oc bracing. 1 Row at midpt 1-9 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. 2) Wind: ASCE 7-05; 85mph (3-second gust); TCDL=7.2psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; enclosed; MWFRS (all heights) and C-C Exterior(2) 0-1-12 to 3-1-12, lnterior(1) 3-1-12 to 7-3-5, Exterior(2) 7-3-5 to 10-3-5 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss 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 rectangle 3-6-0 tall by 2-0-0 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) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 10. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 481 lb uplift at joint 6, 634 lb uplift at joint 10 and 523 lb uplift at joint 8. 8) This truss has been designed for a total drag load of 180 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 23-8-8 for 180.0 plf. 9) "Semi-rigid pitch breaks including heels" Member end fixity model was used in the analysis and design of this truss. 10) This truss does not include any time dependant deformation for long term loading (creep) in the total load deflection. The building designer shall verify that this parameter fits with the intended use of this component. I~ January 24,2014 A WARNl'Mi -Verity design pMHH! lllrs 1111ti READ H:JT£S ON THIS AND IN'.J..IJfJEll /IIITEK REFEIWC.E PAGE /IIII-141l rn 0212'12011 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. Applicability of design parameters 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/TPil Quality Criteria, DS8·89 and &CSI &ulldlng Component Safety lnlormaHon available lrom Truss Plate Institute, 781 N.Lee Street, Suite 312, Alexandria, VA 22314. lf!ic».rttteml'llwlSP)Iuml>ar."opecifiH.tltedtilp-.,.tlto••~w06/01/l013byAUC •• MiTek· 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95610 I Job Truss 13-92451 E34G Truss Type GABLE Madera Component Systems, Inc, Phoenix, AZ 85043 OOAD CASE(S) Standard c A WARNJ"Mi -Verifr deJjgn paramtii!I'S ami READ N:IT£S ON 111IS AM! INClUDED Hl1EK REFER.Eta PAGE HII-141J 1er. 0212612013 BEFORE USE Design valid for use only with Milek. connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters 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/TPil Quallty Crlleda, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute. 781 N.lee Street. Suite 312. Alexandria, VA 22314. lf-PlneiSP)tumH<is_lfled,_dulp _____ 06/01/l01311VAtSC •• MiTek· 7777 Greenback Lane, Suite 109 Cilrus Heights, CA, 95610 Job Truss Truss Type 13-92451 E36 Special Truss Madera Component Systems, Inc, Phoenix, AZ 85043 6-10-2 12-9-5 18-8-9 6-10-2 5-11-3 5-11-4 c Scale = 1:49.3 5x6 "" 3.00112 2.00 l12_ 13 t 0 3x8 = 10 9 8 7x6 II 2x4 5x10 = 3x4 = 6-10-2 12-9-5 21-2-8 29-2-8 6-10-2 5-11-3 8-5-3 8-0-0 Plate Offsets (X.Yl: [1 :0-1-12,0-0-1], [9:0-4-12,0-3-01 LOADING (psi) TCLL 20.0 TCDL 12.0 BCLL 0.0 * CSI TC 0.78 BC 0.63 DEFL in (loc) 1/defl Ud I PLATES GRIP Vert(LL) -0.26 8-9 >999 240 MT20 185/148 Vert(TL) -0.61 8-9 >572 180 Horz(TL) 0.14 7 n/a nla I SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress I ncr YES BCDL 10.0 Code IBC2009/TPI2007 WB 0.88 (Matrix) Weight: 113 lb FT=O% LUMBER TOP CHORD Q OTCHORD EBS SLIDER 2x4 OF No.1&Btr G 2x4 OF No.1 &Btr G 2x4 HF/SPF Stud/STD Right 2x4 OF No.1 &Btr -G 3-8-3 REACTIONS (lblsize) 1=1221/0-3-8 (min. 0-1-8), 7=122110-5-8 (min. 0-1-8) Max Horz 1 =-42(LC 6) Max Uplift1=-41(LC 9), 7=-64(LC 6) FORCES (lb)-Max. Comp./Max. Ten.-All forces 250 (lb) or less except when shown. BRACING TOP CHORD BOT CHORD TOP CHORD 1-11=-3837/232, 2-11=-3799/247, 2-12=-28741189, 3-12=-28231207, 3-13=-2776/205, 13-14=-2780/198, 4-14=-2811/196, 4-5=-38331188, 5-15=-3724/261' 6-15=-3729/257, 6-16=-3736/252, 7-16~3801/248 BOT CHORD 1-10=-199/3673, 9-10=-199/3673, 8-9=-20413670, 7-8=-21013629 WEBS 2-9=-1027/93, 3-9=01799, 4-9=-10611171, 4-8=01309, 5-8=0/307 NOTES 1) Unbalanced roof live loads have been considered for this design. Structural wood sheathing directly applied or 2-2-0 oc purlins. 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 with Stabilizer In lallation uide. 2) Wind: ASCE 7-05; 85mph (3-second gust); TCDL=7.2psf; BCDL=6.0psf; h=25ft; B=45ft; L=29ft; eave=4ft; Cat. II; Exp C; enclosed; MWFRS (all heights) and C-C Exterior(2) 0-1-12 to 3-1-12, lnterior(1) 3-1-12 to 12-9-5, Exterior(2) 12-9-5 to 15-9-5 zone; cantilever left and right exposed : end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss 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 rectangle 3-6-0 tall by 2-0-0 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 41 lb uplift at joint 1 and 64 lb uplift at joint 7. 7) "Semi-rigid pitch breaks including heels" Member end fixity model was used in the analysis and design of this truss. 8) This truss does not include any time dependant deformation for long term loading (creep) in the total load deflection. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard ~ January 24,2014 A. JfARNltfi -Verifp design pNIIINII!I'J illd READ H:> T£S ON THIS AND Itll.IIDED HITEIC REFEREta PAGE HII-1413 rer. 02!2&12013 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 parameters 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, quali1y control, s1orage. delivery, erection and bracing, consult ANSI/TPI1 Quality C~le~a. DSI-89 and BCSI BuDding Component Safety Information available from Truss Plate Institute, 781 N. Lee Street. Suite 312, Alexandria, VA 22314. lf--ISP}tumiHKts_.iftad._dtilpi_..., ___ OG/Ol/:10131!¥ALSC r.ii' MiTek· 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95610 Job Truss Truss Type 13-92481 E38G Special Truss Madera Component Systems, Inc, Phoenix, f.Z. 85043 6-10-2 12-9-5 6-10-2 5-11-3 0 Scale = 1 :48.8 3.00112 t 0 3x12 = 11 2x4 6-10-2 12-9-5 6-10-2 5-11-3 Plate Offsets IX Yl" [1·0 0-0 0 0 11 [7·0 3-4 0-6 21 [10·0-4 12 0 3-01 ---- - -- LOADING (psi) SPACING 2-0-0 TCLL TCDL BCLL BCDL LUMBER 20.0 Plates Increase 1.25 12.0 Lumber Increase 1.25 0.0 * Rep Stress lncr YES 10.0 Code IBC2009/TPI2007 2x4 OF No.1 &Btr G *Except* 3-7: 2x6 OF SS CSI TC 0.97 BC 0.71 WB 0.84 (Matrix) 5x6 :cc 10 5x10 = 2.00 L11.. 14 2x4 4x8 = 8 21-2-8 29-2-8 8-5-3 8-0-0 DEFL in (loc) 1/defl Ud PLATES Vert(LL) -0.23 10-11 >999 240 MT20 Vert(TL) -0.38 Horz(TL) 0.08 BRACING TOP CHORD BOT CHORD 11 >805 180 8 n/a n/a Weight: 1261b Structural wood sheathing directly applied. Rigid ceiling directly applied or4-1-9 oc bracing. 4x6 :cc 5x6 GRIP 185/148 FT=O% GTOPCHORD OTCHORD WEBS 2x4 OF No.1&Btr G 2x4 HF/SPF Stud/STD *Except* 5-9: 2x4 OF No.1 &Btr G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer SLIDER Right 2x4 HFSPF Stud/STD 1-10-7 REACTIONS (lb/size) 1=985/0-3-8 (min. 0-1-12), 7=-342/3-11-8 (min. 0-2-4), 8=1798/3-11-8 (min. 0-2-4) Max Horz 1=-41(LC 20) Max Uplift1=-688(LC 25), 7=-732(LC 14), 8~334(LC 26) Max Grav 1=1641(LC 14), 7=411(LC 17), 8=2063(LC 13) FORCES (lb)-Max. Comp./Max. Ten.-All forces 250 (lb) or less except when shown. TOP CHORD 1-12~5339/2692, 2-12=-4867/2112, 2-13=-3318/1486, 3-13=-2675/883, 3-14=-2157/369, 14-15=-2164/428, 4-15=-2733/958, 4-5=-2567/1298, 5-16=-617/1918, 6-16=-918/2197, 6-7=-1246/2463 BOT CHORD 1-11~2587/5125, 10-11=-1382/3933, 9-10=-1057/2717, 8-9=-1744/479, 7-8=-2369/1237 WEBS 2-10~1112/185, 3-10=-55/510, 4-10=-460/670, 4-9=-1215/546, 5-9=-975/3392, 5-8=-1960/405 NOTES 1) Unbalanced roof live loads have been considered for this design. Installation id . 2) Wind: ASCE 7-05; 85mph (3-second gust); TCDL=7.2psf; BCDL=6.0psf; h=25ft; B=45ft; L=29ft; eave=4ft; Cat. II; Exp C; enclosed; MWFRS (all heights) and C-C Exterior(2) 0-1-12 to 3-1-12, lnterior(1) 3-1-12 to 12-9-5, Exterior(2) 12-9-5 to 15-9-5 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss 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 rectangle 3-6-0 tall by 2-0-0 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 688 lb uplift at joint 1, 732 lb uplift at joint 7 and 334 lb uplift at joint 8. 7) This truss has been designed for a total drag load of 180 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 29-2-8 for 180.0 plf. 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 9) This truss does not include any time dependant deformation for long term loading (creep) in the total load deflection. The building designer shall verify that this parameter fits with the intended use of this component. I~ ~ LOAD CASE(S) Standard January 24,2014 A WARNir«; -Vedtfdesign p.nmtll!n llld READ H'JT£SON THIS AND ItaUDEll HIT£KREFEREta IWiE HII-1413ter.02!2&!20l3 BEFORE liSE •• Design valid for use only with Milek: connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer· not truss designer. Bracing shown ~r~~:~:~~~~~b~~ ~~~~v~~~~~';';c~n~~T~~rso~~~7~11~t~~~i~~~~ t~r;:~~;~;;n~~~~n~t t~~~~:d~~~b~~i~~~~.9F~~~~~~~~~~fd~~~:sie~~;~:~ci of the MiTek• ' fabrication. qualify conlrol, storage, delivery, erection and bracing, consult ANSI/1PI1 QuaiHy Criteria, DSB-89 and BCSI BuDding Component 7777 Greenback Lane, su"e 109 __jl' Safety lnformaHon available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 95610 lf-..,.I'IMISPI!umi>His_ified._dtifJn_are_u-.n..06/0l/.2013byALSC _______________ ~ ___ ___L ___________ _ Job Truss 13-92451 E40 Madera Component Systems, Inc, Phoenix, I>Z 85043 c 3.00 [12 4x5 = 8-11-3 8-11-3 Plate Offsets IX. Yl: [1 :0-4-8,Edge], [5:0-4-B.Edgel LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 12.0 Lumber Increase 1.25 BCLL 0.0 • Rep Stress I ncr YES BCDL 10.0 Code IBC2009/TPI2007 Truss Type COMMON TRUSS 3x4 =3x6 = ! CSI I I TC 0.49 BC 0.65 WB 0.43 (Matrix) R41291245 Scale = 1:43.2 4x5 = 3x4 = 4x5 = 16-11-5 25-10-8 8-0-3 8-11-3 DEFL in (Joe) I/ dell Ud PLATES GRIP Vert(LL) -0.19 6-8 >999 240 MT20 185/148 Vert(TL) -0.42 1-8 >725 180 Horz(TL) 0.09 5 n/a n/a Weight: 911b FT=O% LUMBER TOP CHORD ~BOT CHORD ·'-"'NEBS 2x4 DF No.1&Btr G 2x4 DF No.1&BtrG 2x4 HF/SPF Stud/STD BRACING TOP CHORD BOT CHORD Structural wood sheathing directly applied or 3-2-11 oc purlins. 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 with Stabilizer Installation guide. REACTIONS (lb/size) 1=1068/0-5-8 (min. 0-1-8), 5=1068/0-5-8 (min. 0-1-8) Max Horz 1 =-35(LC 7) Max Uplift 1 =-36(LC 9), 5=-36(LC 9) FORCES (lb)-Max. Comp./Max. Ten.-All forces 250 (lb) or less except when shown. TOP CHORD 1-9=-3324/259, 2-9=-3285/272, 2-1 0=-2829/166, 3-1 0=-2772/177, 3-11 =-2772/177, 4-11 =-2829/166, 4-12=-3285/272, 5-12=-3324/259 BOT CHORD 1-8=-224/3186, 7-8=-104/2109, 6-7=-104/2109, 5-6=-224/3186 WEBS 3-6=0/771, 4-6=-601/186, 3-8=0/771, 2-8=-601/186 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph (3-second gust); TCDL=7.2psf; BCDL=6.0psf; h=25ft; B=45ft; L=26ft; eave=4ft; Cat. II; Exp C; enclosed; MWFRS (all heights) and C-C Exterior(2) 0-2-12 to 3-2-12, lnterior(1) 3-2-12 to 12-11-4, Exterior(2) 12-11-4 to 15-11-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss 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 rectangle 3-6-0 tall by 2-0-0 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 36 lb uplift at joint 1 and 36 lb uplift at joint 5. 7) "Semi-rigid pitch breaks including heels" Member end fixity model was used in the analysis and design of this truss. 8) This truss does not include any time dependant deformation for long term loading (creep) in the total load deflection. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard A. lfARN1M:; -V.rlfr deJign pi~U!tllrs illtiiiEAD N:>TES ON 1H1S AND INa.OOED HITEK REFER.Ba PAGE M11·1413 1n 0212612013 BEFORE USE Design valid for use only with Milek: connectors. This design is based only upon parameters shown, and is for on individual building component. Applicability of design parameters 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/TPI1 Quality Crtterla, DSB-89 and BCSIIuUdlng Component L______l_~~l'sPI=~~~~~=~~=~~g~~~g~~A~I4. January 24,2014 •• MiTek' 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95610 Job Truss Ocean St. Residences, 13-924, dAk Truss Type GABLE R41291246 13-92451 E44G Madera Component Systems, Inc, Phoenix, AZ 85043 6-5-6 12-11-4 6-5-6 6-5-14 c Scale = 1:42.6 CONN. OF GABLE STUDS BY OTHERS. 5x6 3.00 li2 3 5x6 c:::c 17 16 15 1413 12 11 10 8 5x6"' 3x6 =3x4 = 3x6 = 8-11-3 16-11-5 25-10-8 8-11 3 8-0-3 811 3 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) 1/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.18 Vert(LL) n/a -n/a 999 MT20 185/148 TCDL 12.0 Lumber Increase 1.25 BC 0.22 Vert(TL) n/a -n/a 999 BCLL 0.0 • Rep Stress I ncr YES WB 0.81 Horz(TL) 0.01 11 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix) Weight: 132 lb FT=O% LUMBER TOP CHORD 2x6 DF SS OBOTCHORD EBS THERS 2x4 DF No.1&Btr G 2x4 HF/SPF Stud/STD 2x4 SPF Utility REACTIONS All bearings 25-10-8. (lb)-Max Horz 1=35(LC 24) BRACING TOP CHORD BOT CHORD Structural wood sheathing directiy applied or 6-0-0 oc purlins. Rigid ceiling directiy applied or 5-4-7 oc bracing. 1 MiTek recommends that Stabilizers and required cross bracing ~ be installed during truss erection, in accordance with Stabilizer Installation guide. Max Uplift All uplift 100 lb or less atjoint(s) 16, 7 except 1=-409(LC 17), 5=-414(LC 20), 15=-723(LC 17), 8=-718(LC 20) Max Grav All reactions 250 lb or less atjoint(s) 11, 12, 13, 16, 17, 10, 9, 7, 6 except 1=629(LC 37), 5=629(LC 36), 15=1257(LC 14), 8=1257(LC 13) FORCES (lb)-Max. Comp./Max. Ten.-All forces 250 (lb) or less except when shown. TOP CHORD 1-32=-1763/1614, 2-32=-1279/1068, 2-33=-549/784, 3-33=-839/1203, 3-34=-819/1203, 4-34=-530/784, 4-35=-1279/1083, 5-35=-1763/1629 BOT CHORD 1-17=-1583/1706, 16-17=-740/947, 15-16=-500/660, 14-15=-726/768, 13-14=-556/598, 12-13=-461/503, 11-12=-245/287, 10-11=-245/287, 9-10=-461/503, 8-9=-726/768, 7-8=-485/660, 6-7=-725/947, 5-6=-1568/1706 WEBS 3-8=-142911084, 4-8=-709/216, 3-15=-1429/1082, 2-15=-709/216 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph (3-second gust); TCDL=7.2psf; BCDL=6.0psf; h=25ft; B=45ft; L=26ft; eave=4ft; Cat. II; Exp C; enclosed; MWFRS (all heights) and C-C Exterior(2) 0-3-1 to 3-3-1, lnterior(1) 3-3-1 to 12-11-4, Exterior(2) 12-11-4 to 15-11-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs 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. 4) Gable requires continuous bottom chord bearing. 5) Gable studs spaced at 1-4-0 oc. 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 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) A plate rating reduction of 20% has been applied for the green lumber members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 16, 7 except Ot=lb) 1=409,5=414, 15=723,8=718. 10) This truss has been designed for a total drag load of 180 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 25-10-8 for 180.0 plf. 11) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. I~ 0 12) This truss does not include any time dependant deformation for long term loading (creep) in the total load deflection. The building designer shall verify that this parameter fits with the intended use of this component. ontinued on a e 2 January 24,2014 A WARNIM'i -Verifp design p.mmell!rs and READ N:! TES ON THIS AND lt«J.IIDED HITEK II.EFEREM:£ PAGE tm-1413 rer. 02!2612013 BEFORE USE •• MiTek· 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 parameters 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/TPI1 Quality Criteria, DSB-89 and BCSI BuDding Component Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. 7777 Greenback Lane, Suite 109 Citrus Heights. CA, 95610 -------------------~ lfSout!tMto-ISP)Iumbat b--.--lp~an'd>ou -t"IM06/01/l013byAiloC Job Truss Truss Type GABLE 13-92451 E44G Madera Component Systems, Inc, Phoenix, AZ. 85043 COAD CASE(S) Standard c A_ WARNl'Mi ·Verify deJilll pMalllilltJ Mil READ N:J 1£S ON 1H1S AND lt«l.liDEtl /1111£1( II.EFEIIEIG PAGE /1111-1413 In 02/2612011 SEFOII.E liSE 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 parameters 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 confrol, sforage, delivery, erecflon and bracing, consult ANSI/TPil QuaiHy Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 781 N.lee Street, Suite 312, Alexandria, VA 22314. L____ lf-llklaiSP)Iuml>tib-ifttHI.tlNodH!p_...,_,_,.06/01/2013byAUC •• MiTek' 7777 Greenback Lane, Suite 109 Citrus Heights, CA. 95610 Job Truss 13-92451 E46 Madera Component Systems, Inc, Phoenix. I>Z. 85043 0 7 2x4 II 0~-8 0 -8 LOADING (psf) TCLL 20.0 TCDL BCLL BCDL 12.0 0.0. 10.0 7-3-4 7-3-4 3.00~ 7-3-4 7-2-12 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress lncr YES Code IBC2009/TPI2007 Truss Type Common Truss CSI TC 0.66 BC 0.44 WB 0.48 (Matrix) 4x5 = 2 4x8 = DEFL Vert(LL) Vert(TL) Horz(TL) in -0.12 -0.24 0.01 10 ~ (loc) 1/defl 5-6 >999 5-6 >794 5 nla 3x6"" 16-3-0 6-11-12 Lid 240 180 n/a I PLATES MT20 Weight: 711b GRIP 185/148 Scale = 1:28.0 2x4 II 5 3x6 = FT=O% LUMBER TOP CHORD BOT CHORD 2x4 DF No.1 &Btr G 2x4 DF No.1 &Btr G 2x4 HF/SPF Stud/STD BRACING TOP CHORD Structural wood sheathing directly applied or 5-7-12 oc purlins, except end verticals. ~EBS ~ BOT CHORD 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 with Stabilizer REACTIONS (lb/size) 7=670/0-3-0 (min. 0·1-8), 5=670/0-5-8 (min. 0-1-8) Max Horz 7=-69(LC 7) Max Uplift7=-23(LC 9), 5=-25(LC 6) FORCES {lb) ·Max. Comp./Max. Ten.-All forces 250 (lb) or less except when shown. TOP CHORD 1-8=-975/82, 8-9=-919/82, 2-9=-911/96, 2-10=-888/104, 3-10=-953/89, 1-7=-610/110 BOT CHORD 5-6=-134/981 WEBS 3-5=-963/156, 1-6=-34/769 NOTES 1) Unbalanced roof live loads have been considered for this design. In lallation 2) Wind: ASCE 7-05; 85mph (3-second gust); TCDL=7.2psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; enclosed; MWFRS (all heights) and C-C Exterior(2) 0-1-12 to 3-1-12, lnterior(1) 3-1-12 to 7-3-4, Exterior(2) 7-3-4 to 10-3-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss 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 rectangle 3-6-0 tall by 2-0-0 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) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 7. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 7, 5. 8) "Semi-rigid pitch breaks including heels" Member end fixity model was used in the analysis and design of this truss. 9) This truss does not include any time dependant deformation for long term loading (creep) in the total load deflection. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard A WARNING -VerifJ deligll pNMH!II!ts amt READ K)T£S ON THIS AND IMJ..IIDED HITEK REFEREI«:E PAGE Hll-1413 ,.,. 0112612013 BEFORE liSE Design valid for use only with MiTel< connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters 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/TPI1 Quality Criteria, DSI-89 and ICSI luldlng Component Safety Information available from Truss Plate Institute, 781 N. lee Street, Suite 312, Alexandria. VA 22314. lf--ISP)k.lmbarb ____ ......, _____ 06/01/l01lbyA!SC January 24,2014 •• MiTek' 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95610 Job Truss 13-92451 E4BG Madera Component Systems, Inc, c Phoenix, i>Z 85043 7-3-4 7-3-4 Truss Type GABLE CONN. OF GABLE STUDS BY OTHERS. 3.00 ri2 12 11 3x6 II LOADING (psi) TCLL 20.0 10 7-3-4 7-3-4 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress lncr YES 5x6 Sx8 = CSI TC 0.54 BC 0.21 DEFL Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.01 (loc) 5 Ocean St. Residences, 13-.924, dAk R41291248 Scale = 1:28.6 4x5 = 16-3-0 8-11-12 1/defl Ud PLATES GRIP n/a 999 MT20 185/148 n/a 999 n/a n/a TCDL BCLL BCDL 12.0 0.0. 10.0 Code IBC2009/TPI2007 WB 0.77 (Matrix) Weight: 971b FT=O% LUMBER TOP CHORD 2x6 DF SS OBOTCHORD BS 2x4 DF No.1&Btr G 2x4 HF/SPF Stud/STD 2x4 SPF Utility BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD HERS WEBS Rigid ceiling directly applied or 6-0-0 oc bracing, Except: 10-0-0 oc bracing: 8-9 5-10-5 oc bracing: 5-6. 1 Row at midpt 1-9 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS All bearings 16-3-0. (lb)-Max Horz 12=-67(LC 7) Max Uplift All uplift100 lb or less atjoint(s) 7 except12=-694(LC 17), 9=-156(LC 25), 5=-695(LC 20), 11 =-267(LC 37) Max Grav All reactions 250 lb or less atjoint(s) 10, 11, 8, 7, 6 except12=929(LC 37), 9=768(LC 14), 5=928(LC 13) FORCES (lb)-Max. Comp./Max. Ten.-All forces 250 (lb) or less except when shown. TOP CHORD 1-26=-1193/1125, 26-27=-565/643, 2-27=-364/441, 2-28=-745/785, 3-28=-1111/1138, 3-29=-658/675, 4-29=-422/425, 1-12=-691/537 BOT CHORD 10-11=-290/319, 9-10=-1250/1279, 8-9=-398/592, 7-6=-481/699, 6-7=-745/939, 5-6=-1312/1569 WEBS 2-9=-503/190, 3-9=-946/676, 3-5=-1588/1399, 1-9=-1137/1080 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph (3-second gust); TCDL=7.2psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; enclosed; MWFRS (all heights) and C-C Exterior(2) 0-1-12to 3-1-12, lnterior(1) 3-1-12to 7-3-4, Exterior(2) 7-3-4to 10-3-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs 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. 4) Gable requires continuous bottom chord bearing. 5) Gable studs spaced at1-4-0 oc. 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 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) A plate rating reduction of 20% has been applied for the green lumber members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 7 except Gt=lb) 12=694,9=156,5=695, 11=267. 10) This truss has been designed for a total drag load of 180 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 16-3-0 for 180.0 plf. ontinued on a e 2 A WARNIM3 -Verifrdesign pmmeliers and READ H:JTESON THIS AND II'O..IJDED llfiTEKREFEREia AAGE Hll·141J ~er. 02!2'1201.3 BEFORE USE Design valid for use only with Milek connectors. This design is based only upon parameters shown, and is for on individual building component. Applicability of design parameters 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 January 24,2014 •• MiTek' I 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/TPil QuaiHy Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane, Suite 109 1 Safety lnformaflon available from Truss Plate Institute, 781 N.Lee Street, Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 9·5-610 -~~--_jl L_ lfSovtllemPIMISP)Iuml>uls-ihd,'<Mdtilp-an--nhtoo_06/01/201~byALSC _ ··---~~-···~~--.. ~~----~L_--~-- Job Truss 13-92451 E48G Truss Type GABLE R41291248 Madera Component Systems, Inc, Phoenix, AZ 85043 7.350 s Sap 27 2012 MiTek Industries, Inc. Fri Jan 24 08:45:37 2014 Page 2 ID:Ivw_NjRjdnG_faLqdZq_yjy65C3-dRozFuY8mTieqOLDa3JuoGbfql8djkx86EWs2bzsA5C 1) "Semi-rigid pitch breaks including heels" Member end fixity model was used in the analysis and design of this truss. OOTES 2) This truss does not include any time dependant deformation for long term loading (creep) in the total load deflection. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard 0 A, WARNII«i -Verify design panmtlllrs illd READ NJ 1£S ON THIS AND lNO..UDED llf11EK REFERBCE PAGE Hll-1413 rer. 0212 61201.3 BEFORE USE Design valid for use only with Milek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer -not truss designer. Bracing shown I is for lateral support of ·Individual web members only. Additional temporary bradng 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 1 fabrication, quality control. storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI BuDding Component l Safety l~onnatlon available from Truss Plate Institute. 781 N. Lee Street. Suite 312. Alexandria, VA 22314. __ .:.:lf-=--=="-'..-='=ISPl=""""'==-"'--'"*''---'-iflH...:..:..:,_m._:c.cdeJlpc==...-==-=-==--==-=--06_./_0_.l/.__1,_0_!3.__by=ALSC=.__· _ •• MiTek' 1777 Greenback Lane, Suite 109 Citrus Heights. CA, 95610 Job Truss Truss Type 13-92451 E50 Common Truss Madera Component Systems, Inc, Phoenix, flZ 85043 c LOADING (psf) TCLL 20.0 TCDL 12.0 BCLL 0.0. BCDL 10.0 4-1-7 4-1-7 3.00 112 6 2x4 II SPACING Plates Increase Lumber Increase Rep Stress lncr 2-0-0 1.25 1.25 YES Code IBC2009/TPI2007 4-1-7 4 1 7 -- CSI TC 0.18 BC 0.09 WB 0.17 (Matrix) 4x5 = DEFL in (Icc) Vert(LL) -0.01 4-5 Vert(TL) -0.01 4-5 Horz(TL) 0.00 4 Ocean St. Residences, 13-924, dAk 4-1-9 8-3-0 4-19 - 1/defl >999 >999 nla Ud 240 180 n/a 4 2x4 II PLATES MT20 Weight: 381b R41291249 Scale= 1:18.9 GRIP 185/148 FT=O% LUMBER TOP CHORD BOT CHORD OEBS 2x4 OF No.1 &Btr G 2x4 OF No.1 &Btr G 2x4 HF/SPF Stud/STD BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pu~ins, except end verticals. BOT CHORD 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 with Stabilizer REACTIONS (lb/size) 6=334/0-3-8 (min. 0-1-8), 4=334/0-5-8 (min. 0-1-8) Max Horz 6=-59(LC 7) Max Uplift6=-13(LC 5), 4=-13(LC 6) FORCES (lb)-Max. Comp./Max. Ten.-All forces 250 (lb) or less except when shown. TOP CHORD 1-7=-316/69, 7-8=-291/72, 2-8=-275/78, 2-9=-275/78, 9-10=-291/72, 3-10=-316/69, 1-6=-302/110, 3-4=-302/110 WEBS 1-5=-67/301, 3-5=-66/301 NOTES 1) Unbalanced roof live loads have been considered for this design. Installation 2) Wind: ASCE 7-05; 85mph (3-second gust); TCDL=7.2psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; enclosed; MWFRS (all heights) and C-C Exterior(2) 0-1-12 to 3-1-12, lnterior(1) 3-1-12 to 4-1-7, Exterior(2) 4-1-7 to 7-1-7 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss 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 rectangle 3-6-0 tall by 2-0-0 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 6, 4. 7) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 8) This truss does not include any time dependant deformation for long term loading (creep) in the total load deflection. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard A, lfARNIMI -Verlfr design pmmelln l1ld IIEAD NOT£S ON THIS AND It«J.UDEtl HITEK ltEFEREta PAGE Hll-1413 ~er. 02!2612013 BEFORE USE Design va6d for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters 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 January 24,2014 fabrication, quality control. storage. delivery, erection and bracing, consult AN$1/TPil Quanty Criteria, DSI-89 and ICSI8uldlng Component 7777 Greenback Lane, Suite 109 Safety lnformaHon available from Truss Plate Institute, 781 N.lee Street, Suite 312, Alexandria, VA 22314. Cttrus Heights, CA, 95610 lf--ISP)Ium-lslfl'KifiM,_dtilp ______ 06__.f_0__.1/'-l0~13_by_._AUC~~~~~~~~~~~~~~~~~~~---'~~~~~~~~~~~~~-" Job Truss Truss Type GABLE Ocean St. Residences, 13-924, dAk 13-924S1 E54G Madera Component Systems, Inc, Phoenix, p;z 85043 0 4-1-7 4-1-7 CONN. OF GABLE STUDS BY OTHERS. 3.00112 LOADING (psf) TCLL 20.0 TCDL 12.0 BCLL 0.0 • BCDL 10.0 6 3x6 SPACING Plates Increase Lumber Increase Rep Stress lncr 2-0-0 1.25 1.25 YES Code IBC2009/TPI2007 4-1-7 4-1-7 CSI TC 0.26 BC 0.12 WB 0.41 (Matrix) 4x6 2 13 3x6 = DEFL in (loc) Vert(LL) n/a Vert(TL) n/a l Horz(TL) -0.00 5 6-3-0 4-1-9 1/defl Ud n/a 999 n/a 999 n/a nla 4 2x4 II PLATES MT20 Weight: 471b R41291250 Scale= 1:16.6 GRIP 185/148 FT=O% LUMBER TOP CHORD OBOTCHORD EBS THERS 2x6 OF SS 2x4 OF No.1 &Btr G 2x4 HF/SPF Stud/STD 2x4 SPF Utility BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pur1ins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 6=161/8-3-0 (min. 0-1-8), 4=161/8-3-0 (min. 0-1-8), 5=347/8-3-0 (min. 0-1-8) Max Horz 6=-57(LC 21) Max Uplift6=-450(LC 17), 4=-449(LC 20) Max Grav6=591(LC 14), 4=590(LC 13), 5=348(LC 13) FORCES (lb)-Max. Comp./Max. Ten.-All forces 250 (lb) or less except when shown. TOP CHORD 1-11=-696/682, 11-12=-376/393, 13-14=-376/405, 3-14=-696/683, 1-6=-561/481, 3-4=-560/51 0 BOT CHORD 5-6=-7721755, 4-5=-735/733 WEBS 2-5=-252/114, 1-5=-777/786, 3-5=-777/776 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph (3-second gust); TCDL=7.2psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; enclosed; MWFRS (all heights) and C-C Exterior(2) 0-1-12 to 3-1-12, lnterior(1) 3-1-12 to 4-1-7, Exterior(2) 4-1-7 to 7-1-7 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs 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. 4) Gable requires continuous bottom chord bearing. 5) Gable studs spaced at 1-4-0 oc. 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 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) A plate rating reduction of 20% has been applied for the green lumber members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 6=450, 4=449. 10) This truss has been designed for a total drag load of 180 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 8-3-0 for 180.0 plf. 11) "Semi-rigid pitch breaks including heels" Member end fixity model was used in the analysis and design of this truss. 12) This truss does not include any time dependant deformation for long term loading (creep) in the total load deflection. The building designer shall verify that this parameter f1ts with the intended use of this component. LOAD CASE(S) Standard A WARNII'«'i -Verify design parme 11!1'5 and READ N:J T£5 ON mrs AND It«l.UDED /lfiTEK REFEII.Eia PAGE fo#Il-1413 IU 02/16/2013 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 parameters 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 responsibiHity 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/TP11 QuaiHy Criteria, DSB-89 and ICSIIuHdlng Component Safety lnformaflon available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. 11-.... -ISI>llurnl>lo<is-ifilod,U..dtulp_""' ___ 06/0l/2013byAUC January 24,2014 •• I MiTek' . 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95610 ~--· syQ;oiS-~~ PLATE LOCATION AND ORIENTATION ·~ Center plate on joint unless x, y offsets are indicated.~ Dimensions are in It-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. 0-~16" For 4 x 2 orientation, locate plates 0-'nt from outside edge of truss. This symbol indicates the 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 the plate width measured perpendicular to slots. Second dimension is the 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 or I bracing if indicated. Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Industry Standards: ANSI/TPI1: National Design Specification for Metal DSB-89: BCSI: Plate Connected Wood Truss Construction. Design Standard for Bracing. Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. . 0--------r Numbering System I 6-4-8 I dimensions shown in ft-in-sixteenths (Drawings not to scale) 2 3 TOP CHORDS __ c2-3 0 0! 0 :r: u a... 0 ,_ 8 7 6 JOINTS ARE GENERALLY NUMBERED/LmERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LmERS. PRODUCT CODE APPROVALS ICC-ES Reports: ESR-1311, ESR-1352, ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 Southern Pine lumber designations are as follows: SYP represents values as published by AWC in the 2005/2012 NDS SP represents ALSC approved/new values with effective date of June 1. 2013 5 0 0! 0 :r: u a... 0 ,_ © 2012 MiTek® All Rights Reserved MiTeka MiTek Engineering Reference Sheet: Mll-7473 rev. 02/26/2013 ~-~~-~--------n A General Safety F;(otes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional 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 Tor I bracing should be considered. 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building designer. erection supervisor, property owner and all other interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at 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 not exceed 19% at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated. or green lumber. 1 0. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 11. Plate type, size. orientation and location dimensions indicated are 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 sheathed or purlins provided at spacing indicated on design. 14. Bottom chords require lateral bracing at 10ft. spacing. or less. if no ceiling is installed, unless otherwise noted. 1 5. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front. back. words and pictures) before use. Reviewing pictures alone is not sufficient. 20. Design assumes manufacture in accordance with ANSI/TPI 1 Quality Criteria. ---------~ --~