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HomeMy WebLinkAbout1 LEGOLAND DR; TRUSS; PCR12047; Permit08-15-2012 City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 Plan Check Revision Permit No:PCR12047 Building Inspection Request Line (760) 602-2725 Job Address Permit Type Parcel No Valuation Reference # PC# Project Title 1 LEGOLAND DR CBAD PCR 2111000900 Lot# $0.00 Construction Type CB11-1684 LEGOLAND HOTEL ROOF TRUSS SUBMITTAL 5A Status Applied Entered By Plan Approved Issued Inspect Area ISSUED 05/14/2012 MDP 08/15/2012 08/15/2012 Applicant GONZALO GONZALEZ 949 222-3719 Owner LEGOLAND CALIFORNIA LLC <LF> PLAY U S ACQUISI C/O PROPERTY TAX SERVICE CO P 0 BOX 543185 DALLAS TX 75354 Plan Check Revision Fee Fire Expedited Plan Review Additional Fees $300 00 $0 00 $0 00 Total Fees $300 00 Total Payments To Date $300 00 Balance Due: $0.00 Inspector FINALAPPROVAL Dale Clearance 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 nght 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 ot which vou have previously been given a NOTICE similar to this, or as to which the statute of limitations has oreviouslv othenivise expired CITY OF CARLSBAD PLAN CHECK REVISION APPLICATION B-15 Development Services Building Division 1635 Faraday Avenue 760-602-2719 www.carlsbadca .gov Plan Check Revision No. —7^ / 3. ^^c3-^\^ QriginarPlan Check No. - Project Acidress 1 L£€oi^ r> Pi2i\/€ ^ 0\a.cs8AO ^ ^opS Date 'h— t^l | 7^ Contact 6Qvt2\uo ^t^gA^^Jph <r*f<?"222-3-7l1 Fax W-feeS-fell^frmpii onz^J^ftz.(Q.rdo (SOA/ . civK Contact Address gffg^ MAt^i ^foo.^ city xAVt<0£ zip ^^(^^H General Scope of Work CoMgTigu>gT?ON[ of LgSOUWD f^T^U ^PEFaz/Z-eO ftX^f WSS 5b&v«nT^ Original plans prepared by an architect or engineer, revisions must be signed & stamped by that person. "1 Elements revised; Plans 0 Calculations • Soils • Energy • Other 2 Describe revisions in detail 3 List page(s) where each revision is shown 4 List revised sheets that replace existing sheets " " ' fi-ocp Ta\Jss CAL.CS. 5 Does this revision, in any way, alter the exterior of the project? O Yes 6 Does this revision add ANY new floor area(s)? Q Yes O. No 7 Does this revision affect any fire related issues? • Yes ^ No 8 Is this a complete set? ^ Yes • No ^Signature. 12- No 1635 FaradayAvenue, Carlsbad, CA 9200^ Phone: 760-602-2717/2718/2719 www.carlsbadca.gov Fax- 760-602-8558 CARLSBAD 11-1684 ( PCR 12-056 ) 7/25/12 EsGll Corporation In (PartnersHip witH government for (BuiUing Safety DATE: 7/25/12 • APPLICANT • JURIS. JURISDICTION: CARLSBAD^^ ^ ,^ iV^ • PU\N REVIEWER •p^fZ IZ'H ( • PILE PLAN CHECK NO.: 11-1684 ( PCR 12-056 ) SET: III Trusses, I Arch/ Struct PROJECTADDRESS: 1 LEGOLAND DRIVE PROJECT NAME: LEGOLAND HOTEL ( Revised Architectural, Structural & Trusses ) ^ The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. 0 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. 1 I The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. I I The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. Q The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. I I The applicant's copy of the check list has been sent to: Esgil Corporation staff did not advise the applicant that the plan check has been completed. I I Esgil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: David Mann Telephone #: Date contacted: (by: ) Email: Fax #: Mail Telephone Fax In Person • REMARKS: By: Chuck Mendenhall Enclosures: EsGil Corporation • GA • EJ. • PC 7/19/12 EsGil Corporation In (PartnersHip witH government for (BuiCding Safety DATE: 5/22/12 • AEEUCANT IXJURIS^ JURISDICTION: CARLSBAD • PLAN REVIEWER • FILE PLAN CHECK NO.: 11-1684 ( PCR 12-047 ) SET I PROJECTADDRESS: 1 LEGOLAND DRIVE PROJECT NAME: LEGOLAND HOTEL ( Deferred Roof Truss Plans ) I I The plans transmitted herewith have been corrected where necessary and substantially comply with the junsdiction's codes. I I The plans transmitted herewith will substantially comply with the jurisdiction's codes when minor deficiencies identified below are resolved and checked by building department staff. I I The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. 3 The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. I I The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. ^ The applicant's copy of the check list has been sent to: Gonzalo Gonzalez 2955 Main SL, 3''' Floor, Irvine, CA 92614 I I Esgil Corporation staff did not advise the applicant that the plan check has been completed. Esgil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Gonzalo gonzalez Telephone #: (949) 222-3719 Date contacted: -S/ 2.^ Ill (by: Y^) Email: qqonzalez@rdolson.com Fax #: (949)623-6719 ^ MailTelephoneFax In Person • REMARKS: By: Chuck Mendenhall Enclosures: EsGil Corporation • GA • EJ • PC 5/17/12 9320 Chesapeake Drive, Suite 208 • San Diego, Califomia 92123 • (858) 560-1468 • Fax (858) 560-1576 CARLSBAD 11-1684 ( PCR 12-047 ) 5/22/12 Please make all corrections, as requested in the correction list. Submit FOUR new complete sets of plans for commercial/industnal projects (THREE sets of plans for residential projects). For expeditious processing, corrected sets can be submitted in one of two ways: 1. Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave., Carlsbad, CA 92008, (760) 602-2700. The City will route the plans to EsGil Corporation and the Carlsbad Planning, Engineenng and Fire Departments. 2 Bring one corrected set of plans and calculations/reports to EsGil Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-1468 Deliver ail remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments. NOTE: Plans that are submitted directly to EsGil Corporation only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil Corporation is complete. . PLANS 1. The roof truss plans and design are completely different from the approved structural plans. The proposed trusses assume two interior bearing locations on each side ofthe hall and then there is no framing shown spanning between the hall walls. The approved roof framing plan on sheets S2.4.1 thru S2.4.4 show that the building was designed for only one interior bearing point on one side of the hall. Submit truss design and details consistent with the approved plans. 2. See section 4/S5.2 of the approved plans shows one interior bearing point and the framing above the corridor is supposed to be trusses. The truss details provided are not consistent with the approved roof framing plans. 3. Include as part of the roof truss design the addition of the concentrated load on the truss where the mansard roof framing is supported. See detail section 4/S5.2 ofthe approved plans. NOTE: The engineer of record has approved with shop plan for the trusses. Clarify why this review was approved when the truss design is very different from the original roof design and approved plans. The engineer of record must carefully review the shop plans and design of the trusses for consistency with the original design and approved construction plans. END OF REVIEW To speed up the review process, note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet, note or detail number, calculation page, etc. The jurisdiction has contracted with Esgil Corporation located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123; telephone number of 858/560-1468, to perform the plan review for your project. If you have any questions regarding these plan review items, please contact Chuck Mendenhall at Esgil Corporation. Thank you. CARLSBAD 11-1684 ( PCR 12-047 ) 5/22/12 [DO NOT PAY- THIS IS NOTAN INVOICE] VALUATION AND PLAN CHECK FEE ( Plan Deferred Submittal) JURISDICTION CARLSBAD PLAN CHECK NO 11-1684 ( PCR 12-047 ) PREPARED BY Chuck Mendenhall DATE 5/22/12 BUILDING ADDRESS 1 LEGOLAND DRIVE BUILDING OCCUPANCY Rl/A/Sl/B TYPE OF CONSTRUCTION III-A/SPR. AREA ( Sq Ft) Valuation Multiplier Reg Mod VALUE ($) Hotel Revisions 146563 Hrly Air Conditioning Fire Spnnklers TOTAL VALUE Junsdiction Code CB By Ordinance Bldg Permit Fee by Ordinance • Plan Check Fee by Ordinance • Type of Review • Complete Review • Structural Only [^Repetitive Fee ^ Repeats Based on hourly rate • Other ^ Hourly EsGil Fee 3 Hrs. @* $300.00 Comments Sheet 1 of 1 macvalue doc + ^GSSI Structural Engineers July 17, 2012 Plan Check Responses Legoland Hotel Carlsbad 11-1684 (PCR 12-056) Responses: 2. The roof truss bearing on both corridor walls was reviewed and incorporated into plans. The wall not originally designed to support the roof was already a bearing wall with foundation to support the 2 levels of corridors at the floor. The wall construction (studs and headers) on all levels is identical and designed for bearing loads that include the amount added at the roof The total load to the foundation including the roof and mansard is 2442 plf The foundation is 1 '-3" wide and with and allowable bearing pressure of 3500 psf, the foundation is large enough to support the roof load at the new truss bearing location. No effect to seismic design. The change to the drawings by the contractor had the advantage of simplifying the truss design and allowing for additional headroom for mechanical above the 3'^'' floor corridor and therefore was accepted as an improvement to the project. Please contact me directly with any questions. Sincerely, GSSI Engineers Bill Schell S.E. BY PROVED AUG 15 2012 BUILDING DEPT <J 2445 Fifth Avenue, Suite 300, San Diego, California 92101 Tel- (619) 687-: POL 1^-047 MiTek MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights, CA, 95610 Telephone 916/676-1900 Re- 00756 Fax916/676-1909 00 The truss drawing(s) referenced below have been prepared by MiTek Industries, Inc. under my direct supervision based on the parameters provided by Mission Truss Company. Pages or sheets covered by this seal: R34843129 thru R34843154 My license renewal date for the state of Califomia is March 31, 2013. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. July 17,2012 Tingey, Palmer The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer, per ANSI/TPI 1. Job Truss Truss Type Qty Ply 00 R34843129 00756 T01A MONO TRUSS 327 1 Job Reference (optional) Mission Truss, Lakeside, CA 2-?-4 7 250 s Aug 25 2011 MiTek Industries, Inc Mon Jul 16 14 03 22 2012 Page 1 ID YLJow9W/j''U1GR60H2jJy8mzsOOy-gieTSgrjULGb4HtT2QndxvXPXI5NCps7ur8dXyyxRdZ TRUSSES IN THIS JOB COMPLY WITH CBC 2010 SECTION 2303 4 046 Ll2_ 1 5-2.8 1 5-2-8 9-4-8 4-?-n 1 13-6-8 4-2-1) 1 17-8-8 4-2-0 h-22-6-12 4-10-4 , 27 8-8 1 5-1-12 Plate Offsets (X.Y^ [13.0-7-0.0-4-8] LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) l/defl L/d PLATES GRIP TCLL 20 0 Plates Increase 1 25 TC 0 63 Vert(LL) -0 47 14 >702 240 MT20 220/195 TCDL 15 0 Lumber Increase 1 25 BC 0 70 Vert(TL) -1 50 14-15 >219 180 M18SHS 220/195 BCLL 0 0 Rep Stress Incr NO WB 0 80 Horz(TL) 0 16 11 n/a n/a BCDL 7 0 Code IRC2009/TPI2007 (Matnx) Weight 1421b FT = 0% LUMBER TOP CHORD BOT CHORD WEBS 2 X 4 DF No 1 G 2 X 6 DF SS G 2 X 4 DF Stud/Std G 'Except* 2-16 2x4DFNo2G BRACING TOP CHORD BOT CHORD Structural wood sheathing directly applied or 2-1-0 oc purlins, except end verticals Rigid ceiling directly applied or 6-11-2 oc bracing REACTIONS (Ib/size) 17=1464/0-3-8 (mm 0-1-9), 11=1384/0-3-8 (mm 0-1-8) Max Hor2l7=24(LC 7) Max Uplift17=-339(LC 3), 11=-279(LC 6) FORCES (Ib) - Max Comp /Max Ten - All forces 250 (Ib) or less except when shown TOP CHORD 1-17=-287/34, 2-19=-5259/1159, 3-19=-5263/1160, 3-20=-5264/1160, 20-21 =-5260/1160, 4- 21 =-5256/1160, 4-22=-6864/1485, 5-22=-6861/1486, 5-23=-7011/1453, 6-23=-7008/1454, 6-24=-6211/1200, 7-24=-6208/1201, 7-25=-6209/1202, 8-25=-6214/1201. 8-26=-4263/797, 9-26=-4268/796 BOT CHORD 17-28=-636/2702, 16-28=-636/2702, 16-29=-1481/6647, 15-29=-1481/6647, 15-30=-1542/7112, 14-30=-1542/7112, 14-31-1430/6896. 13-31 =-1430/6896, 13-32=-1012/5296, 12-32—1012/5296, 12-33=-610/2968, 11-33—610/2968 WEBS 2-17-2900/698, 2-16=-582/2812, 3-16-642/183, 4-16-1496/340, 4-15-26/365, 5- 15=-370/94, 5-14=-296/133, 6-14=-29/315, 6-13=-874/263, 8-13-280/1123, 8-12=-1288/305, 9-12=-246/1524, 9-11 =-3209/660, 10-11 =-292/36 MlTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide NOTES 1) Unbalanced roof live loads have been considered for this design 2) Wmd ASCE 7-05, 90mph, TCDL=6 Opsf, BCDL=4 2psf, h=25ft, Cat II, Exp C, enclosed, MWFRS (low-nse) gable end zone, cantilever left and right exposed , end vertical left and nght exposed, Lumber D0L=1 33 plate grip D0L=1 33 3) Provide adequate drainage to prevent water ponding 4) All plates are MT20 plates unless othenAiise indicated 5) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads 6) A plate rating reduction of 20% has been applied for the green lumber members 7) This truss is designed in accordance with the 2009 International Residential Code sections R502 11 1 and R802 10 2 and referenced standard ANSI/TPI 1 8) This truss has been designed for a moving concentrated load of 250 Olb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads 9) "Semi-ngid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 290 Ib down and 73 Ib up at 18-0-0 on top chord The design/selection of such connection device(s) is the responsibility of others 11) In the LOAD CASE{S) section, loads applied to the face of the truss are noted as front (F) or back (B) LOADCASE(S) Standard Continued on page 2 July 17,2012 A WAIWim Ycnfy destgn parameters and EEAD NOTES ON THIS AND INCLUDED MTEK REFERENCE PAdB mi 7473 BEFORE USB. Design valid for use only with MUek connectors Thts design is based only upon paiameters 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 loteral support of individual web members only Additional temporary bracing fo insure stobility during construcfion is fhe responsibillity of the erecfor Additional permanent bracing of fhe overall structure is fhe responsibility of fhe building designer For general guidance regarding fabncotion qualify confrol storage, delivery, erection and bracing, consult ANSI/TPIl Quality Criteria, DSB-69 and BCSI Building Component Salety Information available from Truss Ptafe Institute, 781 N Lee Street, Suite 312 Alexandria. VA 22314 H Southern Pine (SPor SPp) lumberis sp-ecified,ttiedesign values are those effective 06/01/2012 by ALSC or proposed by SPIB. MiTek' 7777 Greenback Lane. Suite 109 Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply 00 R34843129 00766 T01A MONO TRUSS 327 1 Job Reference (optionall Mission Truss, Lakeside, CA 7 250 s Aug 25 2011 MlTek Industries, Inc Mon Jul 16 14 03 23 2012 Page 2 ID YLJow9Wj''U1GR60H2jJy8mzsOOy-8uCrfOsLFfOSiRSgc8lsU63aHhRcxG6H7VtA40yxRdY LOAD CASE(S) Standard 1) Regular Lumber lncrease=1 25, Plate lncrease=1 25 Uniform Loads (plf) Vert 1-2=-70. 2-3=-120, 3-21-120, 7-21=-70, 7-10=-70, 11-17=-14 Concentrated Loads (Ib) Vert 7=-290(F) ^ WARNINQ Venfy destgn parameters and READ NO TES ON THIS AND INCLUDED NITEK REFERENCE FAQE Mil 7473 BEFORE USB. Design valid lor use only with MfTek connectors This design is based only upon parameters shown and is for on individuol building componenf Applicability of design parameters and proper incorporation of componenf is responsibility of building designer - not truss designer Bracing shown IS for lateral support of individual web members only Additional temporary bracing fo insure stobility during construction is fhe responsibillity of fhe erector Additionol permanent bracing of the overoll structure is the responsibility of fhe building designer For generol guidance regarding fabrication quality control, storage, delivery, erection and bracing consult ANSI/TPIl Qualily Criteria, DSB-89 and BCSI Building Component Salety Information available from Truss Plote Insfitute 781 N Lee Street, Suite 312, Alexandria VA 22314 If Southern Pine (SP or SPp) lumber is specified, the design values are those effective 0fri01/2012 by ALSC or proposed by SPI&, MiTek 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply 00 R34843130 00756 TOI A-A MONO TRUSS 327 1 •loh Reference foptional) Mission Truss, Lakeside, CA 7 250 s Aug 25 2011 MlTek Industries, Inc Mon Jui 16 14 03 25 2012 Paget ID YLJow9Wj?U1GR60H2jJy8mzsOOy-4HKb4itcnGeAxlc2jYKKZX9wnV64PAcaapMH8HyxRdW 0 46 ha. 5-2-8 2M-1Z Plate Offsets (X.Y) [13 0-7-0.0-4-81 LOADING (psf) TCLL 20 0 TCDL 15 0 BCLL 0 0 BCDL 7 0 SPACING 2-0-0 Plates Increase 1 25 Lumber Increase 1 25 Rep Stress Incr NO Code IRC2009/TPI2007 DEFL in (loc) l/defl L/d Vert{LL) -0 47 14 >702 240 Vert(TL) -1 50 14-15 >219 180 Horz(TL) 0 16 11 n/a n/a PLATES MT20 M18SHS GRIP 220/195 220/195 Weight 1421b FT = 0% LUMBER TOPCHORD 2x4DFNo1 G BOTCHORD 2X6DFSSG WEBS 2 X 4 DF Stud/Std G *Excepf 2-16 2x4DFNo2G BRACING TOP CHORD BOT CHORD Structural wood sheathing directly applied or 2-1-0 oc purlins, except end verticals Rigid ceiling directly applied or 6-11-2 oc bracing REACTIONS (Ib/size) 17=1464/0-3-8 Max Horz17=24(LC 7) Max Uplift17-339(LC 3), 11 mm 0-1-9), 11=1384/0-3-8 (mm 0-1-8) 279(LC 6) MlTek recommends that Stabilizers and required cross bracmg be installed dunng truss erection, in accordance with Stabilizer Installation guide FORCES (Ib) - Max Comp /Max Ten - All forces 250 (Ib) or less except when shown TOP CHORD 1-17=-287/34, 2-19-5259/1159, 3-19-5263/1160, 3-20=-5264/1160, 20-21=-5260/1160, 4- 21-5256/1160, 4-22-6864/1485, 5-22=-6861/1486, 5-23=-7011/1453, 6-23=-7008/1454, 6-24=-6211/1200, 7-24=-6208/1201, 7-25=-6209/1202, 8-25=-6214/1201, 8-26=-4263/797, 9-26=-4268/796 BOTCHORD 17-28=-636/2702, 16-28=-636/2702, 16-29=-1481/6647, 15-29=-1481/6647, 15-30=-1542/7112, 14-30=-1542/7112, 14-31=-1430/6896, 13-31—1430/6896, 13-32-1012/5296, 12-32=-1012/5296, 12-33-610/2968, 11-33=-610/2968 WEBS 2-17=-2900/698, 2-16=-582/2812, 3-16-642/183, 4-16=-1496/340, 4-15=-26/365, 5- 15=-370/94, 5-14=-296/133, 6-14-29/315, 6-13=-874/263, 8-13-280/1123, 8-12=-1288/305, 9-12=-246/1524, 9-11 =-3209/660, 10-11—292/36 NOTES 1) Unbalanced roof live loads have been considered for this design 2) Wind ASCE 7-05, 90mph, TCDL=6 Opsf, BCDL=4 2psf, h=25ft, Cat II, Exp C, enclosed, MWFRS (low-nse) gable end zone, cantilever left and nght exposed , end vertical left and right exposed. Lumber D0L=1 33 plate grip D0L=1 33 3) Provide adequate drainage to prevent water ponding 4) All plates are MT20 plates unless othenwise indicated 5) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads 6) A plate rating reduction of 20% has been applied for the green lumber members 7) This truss is designed m accordance with the 2009 Internahonal Residential Code sections R502 11 1 and R802 10 2 and referenced standard ANSI/TPI 1 8) Load case(s) 43 has/have been modified Building designer must review loads to verify that they are correct for the intended use of this truss 9) This truss has been designed for a moving concentrated load of 250 Olb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads 10) "Semi-ngid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 290 Ib down and 73 Ib up at 18-0-0 on top chord The design/selection of such connection device(s) is the responsibility of others 12) In the LOAD CASE(S) section, loads applied to the face ofthe truss are noted as front (F) or back (B) (Ci0iA£LS!ASE^£&ndard Except uly 17,2012 ^ WARNINQ Verify design parameters and READ NOTES ON THIS AND INCLUDED tUTEK REFERENCE PAQE MI 7473 BEFORE USE. Design valid for use only with MiTek connectors This design is based only upon parameters shown, and is for an individuol building componenf Applicability of design paran^efers and proper incorporation of component is responsibility of building designer - not truss designer Bracing shown IS for lateral support of individual web members only Additionol temporar/ bracing fo insure stobilify dunng construcfion is fhe responsibillity of the erector Additional permanent bracing of the overoll structure is fhe responsibility of the building designer For general guidance regarding fabrication qualify control, storage, deiivery erection and bracing, consult ANSI/TPIl Quality Criteria, DSB-89 and BCSi Building Component Safety Information ovoiloble from Truss Plate Institute. 781 N Lee Street Suite 312, Alexandna. VA 22314 H Southern Pine | SPor SPp| lumberis specified, the design values are those effective 06/01/2012 by ALSC or proposed by SPIB. MiTek 7777 Greenback Lane. Suite 109 Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply 00 R34843130 00756 TOI A-A MONO TRUSS 327 1 Job Reference (optionall Mission Truss, Lakeside, CA 7 250 s Aug 25 2011 MlTek Industries, inc Mon Jui 16 14 03 26 2012 Page 2 ID YLJow9Wj'U1GR60H2jJy8mzsOOy-YTt_H2uEYam1ZvBFHGsZ6ih5XvSJ8dsjpT6rgjyxRdV LOADCASE(S) Standard Except 1) Regular Lumber lncrease=1 25, Plate lncrease=1 25 Uniform Loads (plf) Vert 1-2=-70, 2-3=-120, 3-21=-120, 7-21=-70, 7-10—70, 11-17=-14 Concentrated Loads (Ib) Vert 7=-290(F) 43) User defined Lumber lncrease=1 25, Plate lncrease=1 25 Uniform Loads (plf) Vert 1-2=-70(F), 2-3-120(F-70), 3-21=-120(F=-70), 7-21=-70(F), 7-10=-70(F), 11-17=-14(F) Concentrated Loads (Ib) Vert 7—290(F) £^ WARNINQ Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAQE mi 7473 BEFORE USE. Design valid for use only with MiTek connectors This design is based only upon parameters shown, and is for an individuol building component Applicability of design porometers and proper incorporofion of component is responsibility of building designer - not truss designer Bracing shown IS for laterol support of individual web members only Additional temporar/ bracing to insure stability during construction is the responsibillity of the erector Additional permanent bracing ot the overall structure is fhe responsibility of fhe building designer For general guidance regarding fabncotion quolity conlrol storage, delivery erection ond bracing consult ANSI/TPIl Quality Criteria DSB-89 and BCSI Building Component Safety Information ovoiloble from Truss Plate institute, 781 N Lee Street, Suite 312, Alexandria VA 22314 If Southern Pine (SPor SPp) lumberis specified, the design values are those effeclive 06/01/2012 by ALSC or proposed by SPIB, MiTek 7777 Greenback Lane. Suite 109 Citrus Heights, CA, 95610 Job Truss Truss Type Qty Piy 00 R34843131 00756 T01A-ALT MONO TRUSS 327 1 Job Reference foptionail Mission Truss, Lakeside, CA 7 250 s Aug 25 2011 MlTek industnes, Inc Mon JuM6 14 03 29 2012 Paget iD YLJow9Wj'U1GR60H2jJy8mzsOOy-z2Z6w3w6rV9cQMwpyOPGjNJZR6VFLzq9VRKVH2yxRdS 14-8-15 ] 17-8-e I 20-8-2 , 24-6-9 | 27-8-8 -f-3-1-15 Scale = 1 47 4 046 Il2 p-11-0 1 5-2-8 1 9-4-8 1 13-6-8 j 17-8-8 22-6-12 ] 27-8-8 I &-11-0 ' 4-3-3 4-2-0 1 4-2-0 4-2-0 r-4-10-4 5-1-12 Plate Offsets (X.YI [13.0-7-0.0-4-8] LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) l/defl L/d PLATES GRIP TCLL 20 0 Plates Increase 1 25 TC 0 78 Vert(LL) -0 38 14 >839 240 MT20 220/195 TCDL 15 0 Lumber Increase 1 25 BC 0 69 Vert(TL) -1 21 14 >262 180 M18SHS 220/195 BCLL 0 0 Rep Stress Incr NO WB 0 85 Horz(TL) 013 11 n/a n/a BCDL 7 0 Code IRC2009/TPI2007 (Matnx) Weight 1421b FT = 0% LUMBER TOP CHORD 2 x4 DF No 1 G BOTCHORD 2X6DFSSG WEBS 2 X 4 DF Stud/Std G REACTIONS (Ib/size) 11=1230/0-3-8 (mm 0-1-8), 17=1454/0-3-8 (mm 0-1-9) Max Horz17=24(LC 7) Max Uplift11=-245(LC 6), 17-356(LC 3) BRACING TOP CHORD BOT CHORD Structural wood sheathing directly applied or 2-4-13 oc purlins, except end verticals Rigid ceiling directly applied or 7-7-3 oc bracing MlTek recommends that Stabilizers and required cross bracing be installed dunng truss erection, in accordance with Stabilizer Installation guide FORCES (Ib)- TOP CHORD BOT CHORD WEBS Max Comp /Max Ten - All forces 250 (Ib) or less except when shown 1- 18—279/31, 2-20=-3855/822, 3-20=-3859/822, 3-21 =-3860/822, 21-22=-3856/822, 4- 22=-3852/822, 4-23=-5796/1224, 5-23=-5793/1225, 5-24=-5956/1193, 6-24=-5953/1194, 6-25=-5235/958, 7-25=-5233/959, 7-26=-5234/960, 8-26=-5239/959, 8-27=-3696/672, 9-27=-3701/671 18-29=-479/1962, 17-29=-479/1962, 17-30=-458/1962, 16-30=-458/1962, 16-31=-1199/5489, 15-31=-1199/5489, 15-32=-1282/6053, 14-32-1282/6053, 14-33—1176/5866, 13-33=-1176/5866, 13-34—850/4556, 12-34=-850/4556, 12-35=-532/2608, 11-35=-532/2608 2- 18-2327/560, 2-16=-407/2082, 3-16-561/163, 4-16=-1761/401, 4-15=-38/453, 5- 15—385/87, 5-14=-283/143, 6-14—40/286, 6-13=-820/250, 8-13=-216/868, 8-12=-1072/251, 9-12=-186/1280, 9-11 =-2820/575, 10-11—291/36 NOTES 1) Unbalanced roof live loads have been considered for this design 2) Wind ASCE 7-05, 90mph, TCDL=6 Opsf, BCDL=4 2psf, h=25ft, Cat II, Exp C, enclosed, MWFRS (low-nse) gable end zone, cantilever left and right exposed , end vertical left and nght exposed, Lumber DOL=1 33 plate gnp D0L=1 33 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) A plate rating reduction of 20% has been applied for the green lumber members 7) This tmss is designed in accordance with the 2009 Internahonal Residential Code sections R502 11 1 and R802 10 2 and referenced standard ANSI/TPI 1 8) This truss has been designed for a moving concentrated load of 250 Olb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads 9) "Semi-ngid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concenfrated load(s) 125 Ib down and 32 Ib up at 18-0-0 on top chord The design/selection of such connection device(s) is the responsibility of others 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B) Continued on page 2 July 17,2012 ^ WARNINQ Venfy design parameters and READ NOTES ON THIS AND INCLUDED NITEK REFERENCE PAQE mi 7473 BEFORE USE. Design valid tor use only with fvirfek connectors This design is based only upon porometers shown and is for an individual building component Applicability of design porometers ond proper incorporation of component is responsibility of building designer - nof truss designer Brocing shown IS for lateral support of individual web members only Additional temporary bracing to insure stability dunng construction is the responsibillity of the erector Additional permanent bracing ot the overall stnjcture is the responsibility of the building designer For generol guidonce regarding fabrication, quality control, storoge deliver/ erection and bracing, consult ANSI/TPIl Quality Critena, DSB-89 and BCSi Building Component Safety Information ovoiloble from Truss Plate Institute, 781 N Lee Street, Suite 312, Alexandrio, VA 22314 If Southern Pine (SPor SPp) lumberis specified, the design values are those effeclive 06101/2012 by ALSC or proposed by SPIB, MiTek 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95610 Job Truss Tmss Type Qty Ply 00 R34843131 00756 T01A-ALT MONO TRUSS 327 1 Job Reference (optional! Mission Truss, Lakeside, CA 7 250 s Aug 25 2011 MlTek Industries, inc Mon Jul 16 14 03 29 2012 Page 2 ID YLJow9Wj?U1GR60H2jJy8mzsOOy-z2Z6w3w6rV9cQMwpyOPGjNJZR6VFLzq9VRKVH2yxRdS LOAD CASE(S) Standard 1) Regular Lumber lncrease=1 25, Plate lncrease=1 25 Uniform Loads (plf) Vert 1-2—70, 2-3-120, 3-22=-120, 7-22—70, 7-10=-70, 11-18=-14 Concentrated Loads (Ib) Vert 7=-125(F) ^ WARNINQ Verify design parameters and READ NOTES ON THIS AND INCLUDED mTEK REFERENCE PAQE mi 7473 BEFORE USE. Design valid for use only with MiTek connectors This design is based only upon porometers shown, ond is for an individual building component Applicability of design parameters dnd proper incorporation of componenf is responsibility of building designer - not truss designer Bracing shown IS for lateral support of individual web members only Additional temporar/ bracing to insure stability during consfruction is the responsibillity of fhe erecfor Additional permanent bracing ot the overall stmcture is the responsibility of the building designer For general guidance regarding fobrication, qualify control, storage, delivery erection and bracing, consult ANSi/TPil Quality Criteria, DSB-89 and BCSi Buiiding Component Safety Information available from Truss Plate Institute, 781 N Lee Street, Suite 312 Alexandria, VA 22314 If Southern Pme (SP or SPpj lumber is speciflett, the design values are those effective 06)01/2012 by ALSC or proposed by SWB, MiTek 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply 00 R34843132 00756 TOIA-C MONO TRUSS 327 1 Job Reference foptionail Mission Truss, Lakeside, CA 7 250 s Aug 25 2011 MlTek industries, Inc Mon Jul 16 14 03 32 2012 Paget ID YLJow9Wj'?U1GR6OH2jJy8mzsOOy-NdFFY5z''8QXAHqeOeXyzL0x2NKU5YLgbBPZ9uNyxRdP Plate Offsets (X.YI [13.0-7-0,0-4-81 LOADING (psf) TCLL 20 0 TCDL 15 0 BCLL 0 0 BCDL 7 0 SPACING 2-0-0 Plates Increase 1 25 Lumber Increase 1 25 Rep Stress Incr NO Code IRC2009/TPI2007 CSI TC 0 86 BC 0 81 WB 0 78 (Matnx) DEFL in (loc) l/defl L/d Vert(LL) -0 50 14-15 >656 240 Vert(TL) -1 61 14-15 >205 180 Horz(TL) 0 17 11 n/a n/a PLATES GRIP MT20 220/195 M18SHS 220/195 Weight 1421b FT = 0% LUMBER TOP CHORD 2 x 4 DF No 1 e BOTCHORD 2X6DFSSG WEBS 2 X 4 DF Stud/Std G 'Except* 2-16 2x4DFNo2G BRACING TOP CHORD BOT CHORD Structural wood sheathing directly applied or 1-7-6 oc purlins, except end verticals Rigid ceiling directly applied or 6-4-14 oc bracing REACTIONS (Ib/size) 17=1594/0-3-8 Max Horz17=24(LC 7) Max Uplift17=-372(LC 3), 11 mm 0-1-11), 11=1352/0-3-8 (mm 0-1-8) •271 (LC 6) MlTek recommends that Stabilizers and required cross bracing be installed dunng truss erection, in accordance with Stabilizer Installahon guide FORCES (Ib) - Max Comp /Max Ten - All forces 250 (Ib) or less except when shown TOP CHORD 1 -17=-288/34, 2-19=-5820/1301, 3-19=-5823/1301, 3-20=-5824/1301, 20-21 =-5820/1301, 4- 21=-5816/1302, 4-22=-7767/1713, 22-23=-7762/1713, 5-23=-7749/1711, 5.24=-7544/l588, 6-24=-7539/1588, 6-25—6025/1153, 7-25=-6023/1154, 7- 26=-6024/1155, 8-26=-6029/1154, 8-27=-4141/766, 9-27-4146/765 BOT CHORD 17-29=-702/2961, 16-29=-702/2961, 16-30=-1696/7497, 15-30=-1696/7497, 15-31 =-1795/8111, 14-31-1795/8111, 14-32=-1503/7186, 13-32=-1503/7186, 13-33=-974/5144, 12-33=-974/5144, 12-34=-591/2892, 11-34=-591/2892 WEBS 2-17-3180/769, 2-16=-665/3143, 3-16=-664/188, 4-16=-1809/419, 4-15=-44/403, 5- 15=-431/124, 5-14=-772/249, 6-14=-124/602, 6-13-1400/396, 8-13=-271/1087, 8- 12=-1251/296, 9-12=-233/1470, 9-11 =-3127/639, 10-11 =-292/36 NOTES 1) Unbalanced roof live loads have been considered for this design 2) Wind ASCE 7-05, 90mph, TCDL=6 Opsf, BCDL=4 2psf, h=25ft. Cat II, Exp C, enclosed, MWFRS (low-nse) gable end zone, cantilever left and right exposed , end vertical left and right exposed. Lumber DOL=1 33 plate gnp D0L=1 33 3) Provide adequate drainage to prevent water ponding 4) Ali plates are MT20 plates unless othenmse indicated 5) This tnjss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads 6) A plate rating reduction of 20% has been applied for the green lumber members 7) This taiss is designed in accordance with the 2009 International Residential Code sections R502 11 1 and R802 10 2 and referenced standard ANSI/TPI 1 8) Load case(s) 43 has/have been modified Building designer must review loads to venfy that they are correct tor the intended use of this truss 9) This truss has been designed for a moving concentrated load of 250 Olb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads 10) "Semi-ngid pitchbreaks with fixed heels" Member end hxity model was used m the analysis and design of this truss 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 388 Ib down and 98 Ib up at 11-3-8 on top chord The design/selechon of such connection device(s) is the responsibility of others 12) In the LOAD CASE(S) section, loads applied to the face ofthe truss are noted as front (F) or back (B) Conhnued on page 2 July 17,2012 A WAimNQ - Venfy destgn parameters and READ NOTES ON THIS AND INCLUDED mTEK REFERENCE PAQE mi 7473 BEFORE USE. Design valid for use only with MPfek connectors This design is based only upon parameters shown, and is for on individual building component Applicability of design porometers and proper incorporation of component is responsibility of building designer - not truss designer Brocing shown IS for lateral support of individual web members only Additional temporar/ bracing to insure stability during construction is the responsibillity of the erector Additional permonent bracing of the overall structure is the responsibility of the building designer For general guidance regarding fabrication, quality control, storage, delivery, erection ond bracing consult ANSI/TPIl Quality Criteria DSB-89 and BCSi Building Component Salety Inlormation available from Truss Plate Institute 781 t-l Lee Street Suite 312, Alexandrio VA 22314 If Southern Pine (SPor SPpj lumberis specified, the design values are those effeclive 06101/2012 by ALSC or proposed by SPIB. MiTek 7777 Greenback Lane. Suite 109 Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply 00 R34843132 00756 TOIA-C MONO TRUSS 327 1 Job Reference (ODtionall Mission Truss, Lakeside, CA 7 250 s Aug 25 2011 MiTek industries, Inc Mon Jul 16 14 03 32 2012 Page 2 ID YLJow9Wj'U1GR6OH2jJy8mzsOOy-NdFFY5z''8QXAHqeOeXyzL0x2NKU5YLgbBPZ9uNyxRdP LOADCASE(S) Standard Except 1) Regular Lumber lncrease=1 25, Plate lncrease=1 25 Uniform Loads (plf) Vert 1-2=-70, 2-3-120, 3-21=-120, 7-21-70, 7-10-70, 11-17=-14 Concentrated Loads (Ib) Vert 23=-388(F) 43) User defined Lumber lncrease=1 25, Plate lncrease=1 25 Uniform Loads (plf) Vert 1-2-70(F), 2-3=-120(F=-70), 3-21=-120(F=-70), 7-21=-70(F), 7-10=-70(F), 11-17=-14(F) Concentrated Loads (Ib) Vert 23=-388(F) ^ WARNINQ - Verify destgn parameters and READ NOTES ON THIS AND INCLUDED miEK REFERENCE PAQE MI 7473 BEFORE USB. Design valid for use only with MiTek connectors This design is based only upon parameters shown, and is for on individual building componenf Applicability of design parameters and proper incorporofion of component is responsibility of building designer - not truss designer Bidcing shown IS for lateral support of individuol web members only Additional temporory bracing to insure stability during construction is the responsibillity of the erector Additional permanent bracing of the overall stnjcture is the responsibility of the building designer For general guidance regarding fabrication, quality control, storoge, delivery erection and bracing consult ANSi/TPil Quality Critena, DSB-89 and BCSi Building Component Safety Information available from Truss Plate Institute, 781 N Lee Street, Suite 312 Alexandria, VA 22314 H Southern Pine (SP or SPpj lumberis specified, the design values are those efteclive 06/01/2012 by ALSC or proposed by SPIB, MiTek 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply 00 R34843133 00756 T01B MONO TRUSS 2 O Job Reference (optionall Mission Truss, Lakeside, CA 7 250 s Aug 25 2011 MlTek industnes, Inc Mon Jul 16 14 03 35 2012 Paget ID YLJow9Wj-'U1GR60H2jJy8mzsOOy-oCwNA77tQLvi8HNzJfWgzeZfWXZ4ler2tNnpViyxRdM 17-a-B I 20-8-2 I 24-6-9 ' ' ' -+-2-11-9 27-6-8 3-10-7 0 46 Il2 3-1-15 Scale 1/4'=1 7x14 M18SHS = 18 2 19 1—1—1, 07 Oft 1*^ OO -in 1^ n oo 9-4-8 Plate Offsets IX.Y) LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) l/defl L/d PLATES GRIP TCLL 20 0 Plates Increase 1 25 TC 0 48 Vert(LL) 0 43 14 >760 240 MT20 220(195 TCDL 15 0 Lumber Increase 1 25 BC 0 60 Vert(TL) -1 38 14-15 >239 180 M18SHS 220/195 BCLL 0 0 Rep Stress Incr YES WB 1 00 Horz(TL) 0 15 11 n/a n/a BCDL 7 0 Code IRC2009/TPI2007 (Matrix) Weight 426 Ib FT = 0% BRACING TOP CHORD BOT CHORD LUMBER TOP CHORD 2 X 4 DF No 1 G BOTCHORD 2X6DFSSG WEBS 2 X 4 DF Stud/Std G REACTIONS (Ib/size) 17=4017/0-3-8 (mm 0-1-8), 11=4017/0-3-8 (mm 0-1-8) Max Horz17=24(LC 7) Max Uplift17—985(LC 3), 11=-945(LC 6) FORCES (Ib) - Max Comp /Max Ten - All forces 250 (Ib) or less except when shown TOP CHORD 1-17=-420/98, 1-18=-266/65, 2-18=-276/67, 2-19=-14070/3389, 3-19=-14079/3390, 3-20=-14082/3391, 4-20=-14071/3390, 4-21-18972/4548, 5-21=-18961/4546, 5-22-19344/4573, 6-22=-19330/4570, 6-23-16513/3806, 7-23=-16499/3804, 7- 24=-16504/3806, 8-24=-16522/3808, 8-25-11798/2702, 9-25=-11819/2705 17-27=-1805/7323, 16-27=-1805/7323, 16-28-4437/18331, 15-28=-4437/18331, 15-29=-4772/19879, 14-29=-4772/19879. 14-30=-4491/18993, 13-30—4491/18993, 13-31=-3371/14620, 12-31 =-3371/14620, 12-32=-2018/8533, 11-32=-2018/8533 2-17=-7848/1950, 2-16=-1748/7419, 3-16=-1568/417, 4-16=-4593/1123, 4-15-177/906, 5-15—1095/296, 5-14=-751/244, 6-14=-115/567, 6-13=-2880/771, 7-13—73/422, 8- 13=-549/2186, 8-12=-3518/869, 9-12=-833/3843, 9-11 =-9227/2183, 10-11-430/103 Structural wood sheathing directly applied or 4-11-9 oc purlins, except end verticals Rigid ceiimg directly applied or 10-0-0 oc bracing BOT CHORD WEBS NOTES 1) 3-ply truss to be connected together with lOd (0 148"x3") nails as foliows Top chords connected as follows 2x4-1 row at 0-7-0 oc Bottom chords connected as follows 2X6-2 rows at 0-9-0 oc Webs connected as follows 2x4-1 row at 0-9-0 oc 2) All toads 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 distnbute only loads noted as (F) or (B), unless othenvise indicated 3) Unbalanced roof live loads have been considered for this design 4) Wind ASCE 7-05, 90mph, TCDL=6 Opsf, BCDL=4 2psf, h=25ft. Cat II, Exp C, enclosed, MWFRS (low-nse) gable end zone, cantilever left and nght exposed , end vertical left and right exposed, Lumber DOL=1 33 plate gnp DOL=1 33 5) Provide adequate drainage to prevent water ponding 6) All plates are MT20 plates unless otherwise indicated 7) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads 8) A plate rating reduction of 20% has been applied for the green lumber members 9) This truss IS designed in accordance with the 2009 International Residential Code sections R502 11 1 and R802 10 2 and referenced standard ANSI/TPI 1 10) This truss has been designed for a moving concentrated load of 250 Olb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads 11) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used m the analysis and design of this truss LOADCASE(S) Standard Conhnued on page 2 July 17,2012 A WARNINQ Verify design parameters and READ NOTES ON THIS AND INCLUDED mTEK REFERENCE PAQE mi 7473 BEFORE USB. Design valid for use only with MiTek connectors This design is based only upon parameters shown, and is for on individual building component Applicability of design parameters ond proper incorporofion of component is responsibility of building designer - not truss designer Bracing shown IS for lateral support ot individual web members only Additional temporary bractng to insure stability during construction is the responsibillity of the erector Additional permanent brocing of the overall stnjcture is fhe responsibility of the building designer For general guidance regording fabrication, quality control, storage, deliver/, erection and bracing consult ANSl/TPll Quality Criteria, DSB-89 and BCSI Building Component Safely Information ovoiloble from Truss Plate Institute 781 N Lee Street Suite 312, Alexondrio VA 22314 If Southern Pine (SPor SPp) lumberis specified, the design values are those effective 06/01/2012 by ALSC or proposed by SPIB. MiTek' 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply 00 R34843133 00756 T01B MONO TRUSS 2 3 Job Reference foptionall Mission Truss, Lakeside, CA 7 250 s Aug 25 2011 MlTek Industnes, Inc Mon Jui 16 14 03 35 2012 Page 2 ID YLJow9Wj7U1GR60H2jJy8mzsOOy-oCwNA77tQLvl8HNzJfWgzeZfWXZ4ler2tNnpViyxRdM LOADCASE(S) Standard 1) Regular Lumber lncrease=1 25, Plate lncrease=1 25 Uniform Loads (plf) Vert 1-3-279, 3-7=-279, 7-10-279, 11-17-14 ^ WARNINQ Verify design parameters andREAD NOTES ON THIS AND INCLUDED mTEK REFER^KB PAQE MI 7473 BEFORE USB. Design valid for use only with MiTek connectors This design is based only upon parameters shown and is tor an individual building component Applicability of design parameters and proper incorporation of component is responsibility ot building designer - not truss designer Bracing shown Is tor laterol support of individual web members only Additional temporary bracing to insure stability during construction is the responsibillity of the erector Additional permonent bracing of the overall stmcture is the responsibility of the building designer For general guidance regarding fabncation 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 Alexondnd, VA 22314 H Southern Pine (SPor SPpj lumberis specified, the design values are those effective 06f0tf2012 by ALSC or proposed by SPIB, MiTek 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply 00 R34843134 00756 T01C MONO TRUSS 6 O Job Reference (optional* Mission Truss, Lakeside, CA 7 250 s Aug 25 2011 MlTek industries, Inc Mon Jul 16 14 03 38 2012 Paget ID YLJow9Wj7U1GR6OH2jJy8mzsOOy-CncWo81ljGHK->l6Y_n3NbHBAWka5y7TUZL0T51yxRdJ 1 5-2-6 5-2-8 1 4-7-0 1 13-6-8 4-2-0 1 17-8-8 4-2-0 h 22-6-12 4-10-4 1 27-8-8 I 5-1-12 Piate Offsets fX.Y^ [13 0-5-0.0-5-01 LOADING (psf) TCLL 20 0 TCDL 15 0 BCLL 0 0 BCOL 7 0 SPACING 1-0-0 Plates increase 1 25 Lumber Increase 1 25 Rep Stress incr NO Code IRC2009/TPI2007 CSI TC 0 50 BC 0 58 WB 0 50 (Matnx) DEFL Vert(LL) Vert(TL) Horz(TL) in -0 31 -0 99 0 13 (ioc) 14-15 14-15 11 l/defl >999 >333 n/a Ud 240 180 n/a PLATES GRIP MT20 220/195 Weight 326 Ib FT = 0% LUMBER TOP CHORD BOT CHORD WEBS 2 X 6 DF SS G 2 X 6 DF SS G 2 X 4 DF Stud/Std G 'Except* 2-16 2x4 DFNo 2 G BRACING TOP CHORD BOT CHORD Structurai wood sheathing directly applied or 5-2-5 oc puriins, except end verticals Rigid ceiling directiy applied or 10-0-0 oc bracing REACTIONS (Ib/size) 17=2599/0-3-8 (mm 0-1-8), 11=1721/0-3-8 (mm 0-1-8) Max Horz 17=11(LC 7) Max Uplift17=-642(LC 3), 11=-400(LC 6) FORCES (Ib)- TOP CHORD BOT CHORD WEBS Max Comp /Max Ten - Aii forces 250 (ib) or less except when shown 1- 17=-318/41, 1-18=-309/75, 2-18=-312/75, 2-19-9542/2324, 3-19=-9543/2323, 3-20=-9547/2324, 4-20=-9544/2325, 4-21 =-11786/2849, 5-21 =-11784/2850, 5-22=-11458/2730, 6-22=-11456/2730, 6-23-9528/2213, 7-23=-9526/2214, 7-24=-9531/2215, 8-24=-9533/2215, 8-25=-6125/1401, 9-25=-6127/1400 17-27-1116/4514, 16-27=-1116/4514, 16-28=-2740/11252, 15-28=-2740/11252, 15-29=-2838/11756, 14-29=-2838/11756, 14-30-2590/10892, 13-30=-2590/10892, 13-31=-1761/7643, 12-31=-1761/7643, 12-32=-939/4007, 11-32-939/4007 2- 17=-4607/1146, 2-16=-1315/5460, 3-16=-685/184, 4-16=-1823/442, 4-15=-165/756, 5-14=-438/129, 6-14-209/884, 6-13-1554/416, 8-13=-529/2102, 8-12-1867/461, 9-12=-550/2464, 9-11=-4281/1004, 10-11=-316/39 NOTES 1) 2-ply truss to be connected together with 10d (0 148"x3") nails as foliows Top chords connected as follows 2x4-1 row at 0-9-0 oc, 2 X 6 - 2 rows at 0-9-0 oc Bottom chords connected as foliows 2X6-2 rows at 0-9-0 oc Webs connected as follows 2x4-1 row at 0-9-0 oc 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) sechon Ply to ply connections have been provided to distribute oniy ioads noted as (F) or (B), unless otherwise indicated 3) Unbalanced roof live loads have been considered for this design 4) Wind ASCE 7-05, 90mph, TCDL=6 Opsf, BCDL=4 2psf, h=25ft, Cat 11, Exp C, enciosed, MWFRS (low-nse) gable end zone, cantilever left and nght exposed , end verticai left and nght exposed. Lumber DOL=1 33 piate gnp DOL=1 33 5) Provide adequate dramage to prevent water ponding 6) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads 7) A piate rabng reduction of 20% has been applied for the green lumber members 8) This truss is designed m accordance with the 2009 international Residential Code sections R502 11 1 and R802 10 2 and referenced standard ANSI/TPI 1 9) This tmss has been designed for a moving concentrated load of 250 Olb live located at ali mid panels and at aii panel points aiong the Top Chord and Bottom Chord, nonconcurrent with any other live ioads 10) "Semi-rigid pitchbreaks with flxed heels" Member end flxity model was used in the anaiysis and design ofthis truss 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 290 Ib down and 73 ib up at 18-0-0 on top chord The design/selection of such connection device(s) is the responsibility of others Conhnued on page 2 LOADCASEfS) Standard 1^1 C0454?3_ )51 -13 July 17,2012 A WAENINQ - Vaify design parameta^ and FEAD NOTES OM THIS AND INCLUDED mTEK REFERENCE FAQE Ml 747Z 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 laferai support of individual web members only Additional temporary bracing to insure stability during construction is the responsibillity of the erecfor Additional permanent bracing of Ihe overall strucfure ts the responsibility of fhe 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 ff Southern Pme (SPor SPp) lumberis specified, the design values are those effective 06^01/2012 by ALSC or proposed by SPiB-. MiTek' 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 96610 Job Truss Truss Type Qty Ply 00 R34843134 00756 TOtC MONO TRUSS 6 z Job Reference (optional! Mission Truss, Lakeside, CA 7 250 s Aug 25 2011 MlTek Industnes, Inc Mon Jul 16 14 03 38 2012 Page 2 ID YLJow9Wj''U1GR6OH2iJy8mzsOOy-GncWo81ljGHK'>l6Y_n3NbHBAWka5y7TUZL0T51yxRdJ LOADCASE(S) Standard 1) Regular Lumber lncrease=1 25, Plate lncrease=1 25 Uniform Loads (plf) Vert 1-3=-35, 3-7=-35, 7-10=-35 Concentrated Loads (ib) Vert 7=-290(F) Trapezoidal Loads (plf) Vert 17=-217(F=-210)-to-11=-7 ^ WARNINQ Venfy destgn parameters and READ NOTES ON THIS AND INCLUDED mTEK REFERENCE PAQE MI 7473 BEFORE USB. Design valid for use only with MITek connectors This design is based only upon parameters shown, ond is tor an individual building component Applicability ot design parameters and proper incorporation of component is responsibility ot building designer - not truss designer Bracing shown Is tor lateral support of individual web members only Additional temporar/ bracing to insure stability dunng construction is ttie responsibillity ot ttie erector Additional permanent bracing of ttie overall stnjcture is ttie responsibility of the building designer For generol guidance regarding fabrication quality control, storage, delivery, erection and bracing consult ANSl/TPll Quality Criteria, DSB-89 and BCSI Building Component Safety Inlormation available from Truss Plate Institute. 781 N Lee Street Suite312 Alexandria VA22314 H Southern Pme (SPor SPp) lumberis specified, the design values are those effective CI6/01'2012 by ALSC or proposed by SPIB, MiTek 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95610 Job Truss Tmss Type Qty Ply 00 R34843135 00756 T01D MONO TRUSS 20 1 Job Reference (optional) Mission Truss, Lakeside, CA 7 250 s Aug 25 2011 MlTek Industries, Inc Mon Jul 16 14 03 42 2012 Page 1 ID YLJow9Wj7U1GR60H2iJy8mzsOOy-4Yr1eW4GnUnmUMPJDd8JI7MuTM3VuvC4Uy_hFoyxRdF Scale = 1 47 4 0 3a hz. 0 46 bz- i/VVVVVVV-VVVVVVVVVVS/VVVV'VVVVS/VVS/S/S/VV'V'VV'V'S/ST- _5;2-8_ 4-?-ll 4-?-o _22:6J2„ 4-10-4 _2t8=3_ fi-1-12 Plate Offsets (X.YI [13.0-5-0.0-4-aL LOADING (psf) TCLL 20 0 TCDL 15 0 BCLL 0 0 BCDL 7 0 SPACING 2-0-0 Plates Increase 1 25 Lumber Increase 1 25 Rep Stress Incr NO Code IRC2009/TPI2007 DEFL in (loc) l/defl L/d Vert(LL) n/a - n/a 999 Vert(TL) n/a - n/a 999 Horz(TL) 0 01 12 n/a n/a PLATES GRIP MT20 220/195 Weight 142 1b FT = 0% LUMBER TOPCHORD 2x4DFNo1 G BOTCHORD 2X6DFSSG WEBS 2 X 4 DF Stud/Std G BRACING TOP CHORD BOT CHORD Structural wood sheathing directly applied or 5-7-13 oc puriins, except end verticals Rigid ceiling direcfiy applied or 6-0-0 oc bracing MlTek recommends that Stabilizers and required cross bracing be installed dunng truss erection, in accordance with Stabilizer Installafion guide QUALIFIED BUILDiNG DESIGNER OR PROJECT ENGINEER SHALL REVIEW THE INPUT LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW REACTIONS Aii beanngs 27-8-8 (lb) - MaxHorz17=24(LC20) Max Uplift Aii uplift 100 Ib or less at joint(s) except 17=-557(LC 11), 16=-208(LC 12), 15=-405(LC 11), 14=-151(LC 11), 13-143(LC 17), 12=-298(LC 14), 11=-598(LC 18) Max Grav All reactions 250 ib or less atjoint(s) except 17=719(LC 27), 16=647(LC 25), 15=880(LC 27), 14=548(LC 27), 13=637(LC 10), 12=647(LC 26), 11=729(LC 9) FORCES (Ib). TOP CHORD BOT CHORD WEBS Max Comp /Max Ten - All forces 250 (Ib) or less except when shown 1- 17=-279/35, 1-18=-374/418, 2-18-1045/1037, 2-19=-1189/1202, 3-19=-606/625, 3-20-594/534, 20-21 =-796/1019, 4-21-1257/1270, 4-22=-429/531, 22-23=-771/930, 5-23-1079/1198, 5-24-1060/1148, 6-24=-455/551, 6-25=-1312/1336, 7-25-674/700, 7- 26=-615/622, 8-26=-1258/1280, 8-27=-918/1007, 9-27=-856/933, 9-28=-1296/1303, 10-28=-648/650 17-29=-901/1297, 16-29=-1254/1432, 16-30=-1303/1370, 15-30=-573/641, 15-31—1035/1251, 14-31=-940/1156, 14-32=-670/117, 13-32=-1181/1176, 13-33=-1291/1366, 12-33=-888/963, 12-34=-330/432, 11-34=-1190/1292 2- 17=-1391/1219, 2-16=-1660/1449, 3-16=-394/116, 4-16=-1435/1348, 4-15=-1001/746, 5-15=-1817/1434, 5-14=-1667/1306, 6-14=-1067/921, 6-13—1366/1339, 7-13=-480/134, 8- 13=-1513/1417, 8-12=-1433/1247, 9-12=;1266/1057, 9-11 =-1630/1519, 10-11=-283/37 NOTES 1) Unbalanced roof live loads have been considered for this design 2) Wind ASCE 7-05, 90mph, TCDL=6 Opsf, BCDL=4 2psf, h=25ft. Cat li, Exp C, enciosed, MWFRS (low-nse) gable end zone, cantilever left and nght exposed , end verticai left and right exposed, Lumber DOL=1 33 plate grip D0L=1 33 3) Provide adequate drainage to prevent water ponding 4) Gable requires continuous bottom chord beanng 5) This truss has been designed for a 10 0 psf bottom chord live ioad nonconcurrent with any other live loads 6) A plate rating reducfion of 20% has been applied for the green lumber members 7) This truss IS designed in accordance with the 2009 international Residential Code sections R502 11 1 and R802 10 2 and referenced standard ANSI/TPI 1 8) This truss has been designed for a moving concentrated ioad of 250 Oib live located at aii mid panels and at ail panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live ioads 9) This truss has been designed for a total drag load of 430 plf Lumber D0L=(1 33) Plate gnp D0L=(1 33) Connect truss to resist drag loads aiong bottom chord from 0-0-0 to 27-8-8 for 430 0 plf 10) "Semi-ngid pitchbreaks with fixed heels" Member end fixity model was used m the analysis and design of this truss Confinued on page 2 July 17,2012 ^ WARNINQ Verify destgn parametera and READ NOTES ON THIS AND INCLUDED MTTEK REFERENCE PAGE MH- 7473 BEFORE USB. Design valid ior use only with MiTek connectors This design is based only upon parameters shown, and is for an individual building component Applicability of design parameters ond proper incorporation of componenf is responsibility ot building designer - not truss designer Bracing shown IS for lateral support ot individual web membeis only Additional temporary bracing to insure stability dunng construction is the responsibillity of the erector Addlllonol permanent bracing of the overall structure is the responsibility of the building designer For generol guidance regording fabrication quality control, storage deliveiy erection ond bracing, consult ANSl/TPll Quality Criteria. DSB-89 and BCSI Sullding Component Safety Inlomiation ovailable from Tojss Plate Institute 781 N Lee Street Suite 312 Alexandria. VA 22314 If Southern Pine (SPor SPp) tumber is specified, the design values are those effective OSIOI.'ZOI 2 by ALSC or proposed by SPIB. MiTek' 7777 Greenback Lane, Suite 109 Citrus Heigtits. CA, 95610 Job Truss Truss Type Qty Ply 00 R34843135 00756 T01D MONO TRUSS 20 1 Job Reference (optionall Mission Truss, Lakeside, CA NOTES 7 250 s Aug 25 2011 MlTek Industries, Inc Mon Jul 16 14 03 43 2012 Page 2 ID YLJow9Wj''U1GR60H2jJy8mzsOOy-ZkPPss5uYowd6W_WnKfYIKu3DIOkdMSDjcjEnEyxRdE 11) Hanger(s) or other connection device(s) shaii be provided sufficient to support concentrated ioad(s) 290 Ib down and 73 ib up at 18-0-0, and 388 Ib down and 98 Ib up at 11-3-8 on top chord The design/selecfion of such connection device(s) is the responsibility of others 12) In the LOAD CASE(S) secfion, loads applied to the face ofthe truss are noted as front (F) or back (B) LOADCASE(S) Standard 1) Regular Lumber lncrease=1 25, Piate lncrease=1 25 Uniform Loads (pif) Vert 1-2-70, 2-3=-120, 3-21=-120, 7-21=-70, 7-10=-70, 11-17=-14 Concentrated Loads (ib) Vert 7=-290(F) 23=-388(F) ^ WARNINQ • Venfy design parameters and READ NOTES ON THIS AND INCLUDED MTEK REFERENCE PAQE MI 7473 BEFORE USB. Design valid for use only with MPTek connectors This design is based only upon parameters shown, and is for an individual building componenf Applicability of design porometers and proper incorporation of component is responsibility of building designer - not truss designer Bracing shown IS tor lateral suppart of individual web members only Additional temporory' bracing to insure stability dunng construction is the responsibillity of the erector Additional permanent bracing of the overall structure is the responsibility of fhe building designer For general guiddnce regarding fabrication quality control, storage, delivery, erection ond bracing consult ANSi/TPil Quality Criteria. DSB-89 and BCSi Building Component Salety Inlormation available from Truss Plate Institute 781 N Lee Street. Suite 312 Alexandna VA 22314 If Southern Pine (SPor SPp) lumberis specified, the design values are those effective 06/01^2012 by ALSC or proposed by SPIB. MiTek' 7777 Greenback Lane, Suite 109 Citrus Heigtits, CA, 95610 Job Truss Truss Type Qty Ply 00 R34843136 00756 T01G MONO TRUSS 2 £. Job Reference (optionall Mission Truss, Lakeside, CA 7 250 s Aug 25 2011 MiTek Industries, Inc Mon Jul 16 14 03 46 2012 Page 1 ID YLJow9Wj7U1GR60H2jJy8mzsOOy-zJ5XUt7nr)IBzzj5STDFvzWcnzNKqj5fPayuOZyxRdB Scale 1/4"=1 Plate Offsets (X.Y^ f 13 0-9-0.0-6-0], [16 0-4-0,0-2-4] LOADING (psf) TCLL 20 0 TCDL 15 0 BCLL 0 0 BCDL 7 0 SPACING 1-0-0 Plates Increase 1 25 Lumber Increase 1 25 Rep Stress Incr NO Code IRC2009/TPI2007 DEFL in (loc) l/defl L/d Vert(LL) -0 19 14 >999 240 Vert(TL) -0 61 14-15 >537 180, Horz(TL) 0 07 11 n/a n/a PLATES GRIP MT20 220/195 M18SHS 220/195 Weight 362 Ib FT = 0% LUMBER TOPCHORD 2X6DFSSG BOTCHORD 2X8DFSSG WEBS 2 X 4 DF Stud/Std G BRACING TOP CHORD BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals Rigid ceiling directly applied or 10-0-0 oc bracing REACTIONS (Ib/size) 17=1358/0-3-8 (mm 0-1-8), 11=1278/0-3-8 (mm 0-1-8) Max Horz 17=10(LC 7) Max Upiift17-328(LC 3). 11=-288(LC 6) FORCES (ib)- TOP CHORD BOT CHORD WEBS Max Comp /Max Ten - Aii forces 250 (Ib) or less except when shown 1- 17=-312/39, 2-19=-5451/1288, 3-19=-5453/1288, 3-20=-5456/1288, 4-20=-5452/1288, 4- 21 =-7566/1777, 21-22=-7562/1776, 5-22=-7548/1773, 5-23=-7559/1736, 6-23=-7556/1736, 6-24-6181/1360, 7-24-6179/1360, 7-25=-6181/1361, 8-25=-6185/1361, 8-26=-4157/897, 9-26=-4161/897 17-28=-673/2766, 16-28=-673/2766, 16-29=-1724/7247, 15-29=-1724/7247, 15-30=-1915/8128, 14-30=-1915/8128. 14-31 =-1668/7271, 13-31=-1668/7271, 13-32-1147/5242, 12-32=-1147/5242, 12-33=-669/2952, 11-33=-669/2952 2- 17=-2812/691, 2-16=-663/2885, 3-16-545/148, 4-16-1897/457, 4-15=-83/437, 5- 15-650/173, 5-14-706/207, 6-14-99/454, 6-13-1240/336, 8-13=-265/1059, 8-12=-1316/318, 9-12=-279/1383, 9-11 =-3125/709, 10-11 =-328/45 NOTES 1) 2-piy truss to be connected together with 10d (0 148"x3") nails as follows Top chords connected as foliows 2x4-1 row at 0-9-0 oc, 2 X 6 - 2 rows at 0-9-0 oc Bottom chords connected as follows 2X8-2 rows at 0-9-0 oc Webs connected as follows 2x4-1 row at 0-9-0 oc 2) All ioads are considered equally applied to all plies, except if noted as front (F) or back (B) face m the LOAD CASE(S) section Piy to ply connecfions have been provided to distribute only loads noted as (F) or (B), unless othenvise indicated 3) Unbalanced roof live ioads have been considered for this design 4) Wind ASCE 7-05, 90mph, TCDL=6 Opsf, BCDL=4 2psf, h=25ft, Cat 11, Exp C, enciosed, MWFRS (low-nse) gable end zone, cantilever left and nght exposed , end vertical left and nght exposed. Lumber DOL=1 33 piate gnp DOL=1 33 5) Provide adequate drainage to prevent water ponding 6) Ail 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) A plate rafing reducfion of 20% has been applied for the green lumber members 9) This truss is designed in accordance with the 2009 internafional Residential Code sections R502 11 1 and R802 10 2 and referenced standard ANSI/TPI 1 10) This truss has been designed for a moving concentrated load of 250 Olb live located at ali mid panels and at ali panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live ioads 11) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this tmss 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated ioad(s) 388 ib down and 98 ib up at 11-3-8 on top chord The design/selecfion of such connecfion device(s) is the responsibility of others Continued on page 2 July 17,2012 ^WARMNQ Venfydesign parameters andREAD NOTES ON THIS AND INCLUDED mTEK REFERENCE PAQE MI 7473 BEFORE USB. Destgn valid tor use only with MiTek connectors This design is bdsed only upon porometers shown and is for an individual building component Applicability of design parameters and proper ^corporation of component is responsibility of building designer - not truss designer Brdcing shown IS for lateral support ot individual web members only Additional temporar/ bracing to insure stability during construction is the responsibillity of the erector Additionol permanent bracing ot the overall stmcture is the responsibility of the building designer For general guidance regording fabrication quality conlrol, storage, delivery erectian and bracing, consult ANSl/TPll Quality Cntena. DSB-89 and BCSI Building Component Safety Inlormation available from Truss Plate Institute, 781 N Lee Street. Suite 312 Alexandria, VA 22314 if Southern Pine (SPor SPp) lumberis specified, the desigti values are those effective Oft'01f2(l12 by ALSC or proposed by 5PIB-. MiTek 7777 Greenback Lane, Suite 109 Citrus Heigtits, CA, 95610 Job Truss Truss Type Qty Ply 00 R34843136 00756 T01G MONO TRUSS 2 O Job Reference (optionall Mission Truss, Lakeside, CA LOADCASE(S) Standard 1) Regular Lumber lncrease=1 25, Piate increase=1 25 Uniform Loads (pit) Vert 1-3-75(F=-40), 3-7-75(F=-40), 7-10-75(F=-40), 11-17=-7 Concentrated Loads (ib) Vert 22=-388(F) 7 250 s Aug 25 2011 MiTek Industries, Inc Mon Jul 16 14 03 46 2012 Page 2 ID YLJow9Wj'?U1GR60H2jJy8mzsOOy-zJ5XUt7nrjlBzzi5STDFvzWcnzNKqj5fPayuOZyxRdB A WARNINQ Venfy design parameters and READ NOTES ON THIS AND INCLUDED MTEK REFERENCE PAQE Ml 7473 BEFORE USB. Design volid for use only with MiTek connectors This design is based only upon parameters shown, and is for an individual building component Applicability of design porometers and proper incorporation of component is responsibility of building designer - not truss designer Bracing shown Is for lateral support of individuol web members only Additionol 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 fabncotion 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 VA223I4 It Southern Piae | SP or SPp) lumber is spCTified, the design values are those effective 06/01/2012 by ALSC or proposed by SPIB. MiTek' 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply 00 R34843137 00756 T02A FLAT 247 1 Job Reference (ootionail Mission Truss, Lakeside, CA 7 250 s Aug 25 2011 MiTek Industries, Inc Mon Jul 16 14 03 48 2012 Page 1 ID YLJow9Wj'U1GR60H2jJy8mzsOOy-viClvZ91MKYvCHtTauFi70cnam?_lbxytuR7SRyxRd9 17-0-0 I 22-5-2 I 27-10^ ; 1 08 ITi" 0 38 b2_ _Plate Offsets IX.Y) [10.0-5-0,0-4-8] LOADING (psf) TCLL 20 0 TCDL 15 0 BCLL 0 0 BCDL 7 0 SPACING 2-0-0 Plates Increase 1 25 Lumber increase 1 25 Rep Stress Incr NO Code IRC2009/TPI2007 CSI TC 0 85 BC 0 61 WB 0 76 (Matrix) DEFL in (loc) l/defl L/d Vert(LL) -0 30 9-10 >999 240 Vert(TL) -0 93 9-10 >355 180 Horz(TL) 0 12 8 n/a n/a PLATES MT20 GRIP 220/195 Weight 142 ib FT = 0% LUMBER TOP CHORD BOT CHORD WEBS REACTIONS FORCES (lb). TOP CHORD BOT CHORD 2 x 4 DF No 1 G 2 X 6 DF SS G 2 x 4 DF Stud/Std G "Except* 1-11 2x4DFNo2G BRACING TOP CHORD BOT CHORD WEBS Structurai wood sheathing directiy applied or 2-5-1 oc puriins, except end verticals Rigid ceiling directiy applied or 8-3-4 oc bracing 1 Row at midpt 6-8, 2-11 MlTek recommends that Stabilizers and required cross bracing be instaiied dunng truss erection, in accordance with Stabilizer Installafion guide WEBS (ib/size) 8=1256/0-3-8 (mm 0-1-8), 11=1337/0-3-8 (mm 0-1-8) Max Horz11=45(LC 5) Max Uplift8=-296(LC 6), 11=-265(LC 5) Max Comp /Max Ten - All forces 250 (Ib) or less except when shown 1- 12=-259/41, 2-12=-252/44, 2-13=-4510/927, 3-13=-4493/929, 3-14-4477/928, 4-14=-4481/927, 4-15=-4760/1045, 5-15-4764/1044, 5-16-4760/1040, 6-16=-4767/1039, 1-11 =-338/72 11-18=-769/3538, 10-18=-769/3538, 10-19=-1056/4832, 9-19=-1056/4832, 9-20=-843/3249, 8-20=-843/3249 2- 10=-201/1140, 4-10=-525/187, 4-9=-254/261, 5-9-363/130, 6-9=-193/1575, 6-8=-3410/884, 2-11 =-3489/750, 7-8—311/60 NOTES 1) Unbalanced roof live loads have been considered for this design 2) Wind ASCE 7-05, 90mph, TCDL=6 Opsf, BCDL=4 2psf, h=25ft. Cat II, Exp C, enclosed, MWFRS (low-nse) gable end zone, cantilever left and nght exposed , end vertical left and right exposed. Lumber D0L=1 33 piate gnp D0L=1 33 3) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads 4) A piate rafing reduction of 20% has been applied for the green lumber members 5) This truss is designed in accordance with the 2009 Internafional Residential Code secfions R502 11 1 and R802 10 2 and referenced standard ANSI/TPI 1 6) This truss has been designed for a moving concentrated load of 250 Oib live located at aii mid panels and at aii panel points aiong the Top Chord and Bottom Chord, nonconcurrent with any other live loads 7) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the anaiysis and design ofthis truss 8) Hanger(s) or other connection device(s) shaii be provided sufficient to support concentrated ioad(s) 290 Ib down and 73 ib up at 10-0-0 on top chord The design/selection of such connection device(s) is the responsibility of others 9) In the LOAD CASE(S) section, ioads applied to the face of the truss are noted as front (F) or back (B) LOADCASE(S) Standard 1) Regular Lumber lncrease=1 25, Plate lncrease=1 25 Uniform Loads (pif) Vert 1-3-70, 3-7=-70, 8-11-14 Continued on page 2 July 17,2012 ^ WARNINQ - Verify design parameters and READ NOTBS ON THIS AND INCLUDED mTEK REFERENCE FAGE MI 747Q BEFORE USE. Design valid for use only witti MfTek 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 buiidmg designer - not truss designer Bracing shown IS for loteral 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 deiivery, 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 If Southern Ptne (SPcr SPp} lumberis sp-ecified, the design values are those effective 06»;'01;2012 by ALSC or proposed by %P\B. MiTek 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply 00 R34843137 00756 T02A FLAT 247 1 Job Reference /optionall Mission Truss, Lakeside, CA 7 250 s Aug 25 2011 MlTek industnes, Inc Mon Jul 16 14 03 48 2012 Page 2 ID YLJow9Wj7U1GR60H2jJy8mzsOOy-viClvZ91MKYvCHtTauFji>Ocnam'_lbxytuRi'SRyxRd9 LOADCASE(S) Standard Concentrated Loads (ib) Vert 3=-290(F) ^ WARNINQ Verify destgn parameters and READ NOTES ON THIS AND INCLUDED MTEK REFERENCE PAQE mi 7473 BEFORE USB. Design valid for use only witn MiTek connectors This design is based only upon parameters stiown, and is for on individual building component Applicobility of design parameters and proper incorporofion of component is responsibility of building designer - not truss designer Bracing shown IS for lateral support of individuol web members onty Additional temporar/ bracing to insure stability during construction is the responsibillity of the erector Additional permanent brocing of the overall structure is the responsibility of the building designer For general guidance regarding fabrication quality control storoge delivery, erection and bracing, consult ANSl/TPll Quality Cnteno, DSB-89 and BCSI Building Component Safety Information ovoiloble from Truss Plate Institute. 781 N Lee Street Suite312 Alexandria VA22314 If Southern Pine (SPor SPp) lumtier is sp-ecif ied, the design values are those effective 06/01/2012 by ALSC or proposed by SPI&. MiTek' 7777 Greenback Lane, Suite 109 Citrus Heigfits, CA, 95610 Job Truss Truss Type Qty Ply 00 Truss Type R34843138 00756 T02A-A FLAT 247 1 Job Reference (optional) Mission Truss, Lakeside, CA I 5-1-12 7 250 s Aug 25 2011 MlTek Industries, Inc Mon JuM 6 14 03 50 2012 Page 1 ID YLJow9W;?U 1 GR6OH2jJy8mzsOOy-r4K2KFAHuyodRb0shJHB4ph74agSmVRFKCw6XKyxRd7 5-1-12 1 08 Il2~ 0 38 ll2_ !Z4Sd LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) l/defl Ud PLATES GRIP TCLL 20 0 Plates increase 1 25 TC 0 85 Vert{LL) -0 30 9-10 >999 240 MT20 220/195 TCDL 15 0 Lumber increase 1 25 BC 0 61 Vert(TL) -0 93 9-10 >355 180 BCLL 0 0 Rep Stress incr NO WB 0 76 Horz(TL) 0 12 8 n/a n/a BCDL 7 0 Code iRC2009/TPI2007 (Matnx) Weight 142 ib FT = 0% LUMBER TOP CHORD 2 X 4 DF No 1 G BOTCHORD 2X6 DFSS G WEBS 2 X 4 DF Stud/Std G "Except* 1-11 2x4DFNo2G REACTIONS (Ib/size) 8=1256/0-3-8 (mm 0-1-8), 11 = Max Hotz11=45(LC 5) Max Uplift8=-296(LC 6), 11=-265(LC 5) BRACING TOP CHORD BOT CHORD WEBS 1337/0-3-8 (mm 0-1-8) FORCES (Ib) - Max Comp /Max Ten - All forces 250 (Ib) or less except when shown TOP CHORD 1-12=-259/41, 2-12—252/44, 2-13=-4510/927, 3-13=-4493/929, 3-14—4477/928, 4-14=-4481/927, 4-15=-4760/1045, 5-15=-4764/1044, 5-16=-4760/1040, 6-16-4767/1039, 1-11=-338/72 BOTCHORD 11-18=-769/3538, 10-18=-769/3538, 10-19-1056/4832, 9-19-1056/4832, g.20=-843/3249, 8-20=-843/3249 WEBS 2-10=-201/1140, 4-10=-525/187, 4-9=-254/261, 5-9=-363/130, 6-9=-193/1575, 6-8=-3410/884, 2-11 =-3489/750, 7-8=-311/60 Structurai wood sheathing directiy applied or 2-5-1 oc puriins, except end verticals Rigid ceiling directly applied or 8-3-4 oc bracing 1 Row at midpt 6-8, 2-11 MiTek recommends that Stabilizers and required cross bracing be instaiied during truss erection, m accordance with Stabilizer Installafion guide NOTES 1) Unbalanced roof live ioads have been considered for this design 2) Wind ASCE 7-05, 90mph, TCDL=6 Opsf, BCDL=4 2psf, h=25ft. Cat II, Exp C, enciosed, MWFRS (low-rise) gable end zone, cantilever left and right exposed , end vertical left and nght exposed, Lumber D0L=1 33 plate gnp DOL=1 33 3) This truss has been designed for a 10 0 psf bottom chord live ioad nonconcurrent with any other live loads 4) A plate rafing reduction of 20% has been applied for the green lumber members 5) This truss is designed in accordance with the 2009 international Residential Code sections R502 11 1 and R802 10 2 and referenced standard ANSI/TP11 6) This truss has been designed for a moving concentrated load of 250 Olb live located at ali mid panels and at ali panel points aiong the Top Chord and Bottom Chord, nonconcurrent with any other live ioads 7) "Semi-ngid pitchbreaks with fixed heels" Member end fixity model was used in the anaiysis and design ofthis truss 8) Hanger(s) or other connecfion device(s) shaii be provided sufficient to support concentrated load(s) 290 ib down and 73 Ib up at 10-0-0 on top chord The design/selecfion of such connecfion device(s) is the responsibility of others 9) In the LOAD CASE(S) secfion, ioads applied to the face of the truss are noted as front (F) or back (B) LOADCASE(S) Standard 1) Regular Lumber increase=1 25, Piate lncrease=1 Uniform Loads (plf) Vert 1-3=-70, 3-7—70, 8-11=-14 Continued on page 2 25 July 17,2012 ^ WARNINQ - Venfy design parameters and READ NOTES ON THIS AND INCLUDED MTEK REFERENCE PAQE MI 7473 BEFORE USB. Design valid for use only with MITek connectors This design is based only upon parameters shown, and is for an individual building component Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer Bracing shown IS for lateral support of individudl web members only Additional temporoPir 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 fabncation quality control storage, delivery, erection and bracing, consult ANSIAPH Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute. 781 N Lee Street, Suite 312, Alexandria VA22314 H Southern Pine | SP or SPp) lumber is specified, the design values are those effectr^e Ofe'01/2012 by ALSC or proposed by SPia. MiTek' 7777 Greenback Lane, Suite 109 Citrus Heigtits. CA, 95610 .Job Truss Truss Type Qty Ply 00 R34843138 00756 T02A-A FLAT 247 1 Job Reference lontionail Mission Truss, Lakeside, CA 7 250 s Aug 25 2011 MlTek Industries, Inc Mon Jul 16 14 03 50 2012 Page 2 ID YLJow9Wj''U 1GR60H2JJy8mzsOOy-r4K2KFAHuyodRb0shJ HB4ph74agSmVRFKCw6XKyxRd7 LOADCASE(S) Standard Concentrated Loads (lb) Vert 3=-290(F) ^WARMNQ Verify destgn parameters and P£AD NOTES ON THIS AND INCLUDED mTEK REFERENCE PAQE MI 7473 BEFORE USB. Oesign valid for use only with MtTek connectors This design is based only upon parameters shown, and is for an individuol building component Applicability of design parameters and proper incorporofion of component is responsibility of building designer - not truss designer Bracing shown IS for lateral support of indivtdudi web members only Additional temporar/ 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 guiddnce regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPIl Quality Criteria, DSB-e9 and BCSI Building Component Safety Informafion available from Truss Plate Institute 781 N Lee Street Suite 312 Alexandna yA22314 If Southern Pine (5P or SPpj lumber is specified, the design values are those effective 0M)1/2O12 by ALSC or proposed by SPI&. MiTek 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95610 Job Truss ^ Truss Type Qty Ply 00 Truss Type R34843139 00756 T02A-ALT FLAT 247 1 Job Reference (optionall Mission Truss, Lakeside, CA 7 250 s Aug 25 2011 MlTek Industries, inc Mon Jul 16 14 03 52 2012 Paget ID YLJowQWj'U 1 GR60H2jJy8mzsOOy-oTSplxCXQZ2LhuAEpjJf9EmUMOHgEQ3YnWPDbOyxRdS 17-Q-O I 22-5-2 i 27-1Q-4 | 1 08 lis" 0 38 [l2_ Plate Offsets fX.Yt [11 0-5-0.0-4-8]^ LOADING (psf) TCLL 20 0 TCDL 15 0 BCLL 0 0 BCDL 7 0 SPACING 2-0-0 Plates increase 1 25 Lumber Increase 1 25 Rep Stress Incr NO Code iRC2009/TPI2007 CSI TC 0 80 BC 0 94 WB 0 68 (Matrix) DEFL in (loc) l/defl L/d Vert(LL) -0 32 10-11 >968 240 Vert(TL) -0 98 10-11 >319 180 Horz(TL) 0 10 9 n/a n/a PLATES GRIP MT20 220/195 Weight 142 ib FT = 0% LUMBER TOP CHORD BOT CHORD WEBS REACTIONS 2x4DFNo1 G 2X6DFSSG 2 X 4 DF Stud/Std G "Except* 1-12 2x4DFNo2G BRACING TOP CHORD BOT CHORD WEBS (ib/size) 12=1214/0-3-8 (mm 0-1-8), 9=1298/0-3-8 (min 0-1-8) Max Horz12=45(LC 5) Max Upiift12=-243(LC 5), 9-340(LC 6) FORCES (Ib) - Max Comp /Max Ten - Ali forces 250 (Ib) or less except when shown TOP CHORD 2-14-3980/794, 3-14=-3963/796, 3-15=-3949/795, 4-15-3953/795, 4-16=-3634/764, 5- 16=-3638/763, 5-17=-3634/759, 6-17=-3641/758, 1-12=-335/71 BOT CHORD 12-19=-703/3189, 11-19=-703/3189, 11-20—853/4016, 10-20=-853/4016, 10-21 =-690/2639, 9-21 =-690/2639, 9-22=-690/2639, 8-22=-690/2639 WEBS 2-11 =-154/957, 4-11 =-291/178, 4-10=-473/152, 5-10=-370/132, 6-10—72/1071, 6- 8=-2769/724, 2-12=-3158/687, 7-8=-311/60 Structurai wood sheathing directiy applied or 2-9-9 oc puriins, except end verticals Rigid celling direcfiy applied or 8-11-9 oc bracing 1 Row at midpt 6-8,2-12 MiTek recommends that Stabilizers and required cross bracing be installed dunng truss erection, in accordance with Stabilizer Installation guide NOTES 1) Unbalanced roof live loads have been considered for this design 2) Wind ASCE 7-05, 90mph, TCDL=6 Opsf, BCDL=4 2psf. h=25ft, Cat 11, Exp C, enclosed, MWFRS (low-nse) gable end zone, cantilever left and right exposed , end vertical left and nght exposed, Lumber D0L=1 33 plate grip DOL=1 33 3) This truss has been designed for a 10 0 psf bottom chord live ioad nonconcurrent with any other live loads 4) A plate rafing reduction of 20% has been applied for the green lumber members 5) This truss is designed in accordance with the 2009 International Residential Code secfions R502 11 1 and R802 10 2 and referenced standard ANSI/TPI 1 6) This tnjss has been designed for a moving concentrated load of 250 Olb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads 7) "Semi-ngid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss 8) Hanger(s) or other connecfion device(s) shall be provided sufficient to support concentrated ioad(s) 209 Ib down and 53 ib up at 10-0-0 on top chord The design/selection of such connection device(s) is the responsibility of others 9) In the LOAD CASE(S) section, loads applied to the face ofthe truss are noted as front (F) or back (B) LOADCASE{S) Standard 1) Regular Lumber lncrease=1 25, Plate lncrease=1 25 Uniform Loads (plf) Vert 1-3=-70, 3-7=-70, 8-12=-14 Confinued on page 2 Uly 17,2012 i6k WARNINQ Venfy destgn parameters and READ NOTES ON THIS AND INCLUDED miBKREFERENCE PAQE mi-7473 BEFORE USE. Design valid for use only with MiTek connectors This design is based only upon parameters shown ond is for an individual building component Applicability ot design porometers 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 temporar/ 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 fabncotion. quality control storage, delivery erection and bracing, consult ANSI/TPil Quality Crlterlo, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 781 N Lee Street Suite 312, Alexandria VA 22314 If Southern Pine (SP or SPp) lumber is specified, the design values are those effective 06/01/2012 by ALSC or proposed by SPIB. MiTek 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply 00 R34843139 00756 T02A-ALT FLAT 247 1 Job Reference foBtionall Mission Truss, Lakeside, CA 7 250 s Aug 25 2011 MlTek Industries, Inc Mon Jul 16 14 03 52 2012 Page 2 ID YLJow9Wj7U1GR60H2jJy8mzsOOy-oTSplxCXQZ2LhuAEpjJf9EmUMOHgEQ3YnWPDbDyxRd5 LOADCASE(S) Standard Concentrated Loads (ib) Vert 3=-209(F) A WARNINQ Verify design parumeters and READ NOTES ON THIS AND INCLUDED mTEK REFERENCE PAQE MI 7473 BBFORB USE. Design valid for use only with MiTek connectors This design is based only upon porometers 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 elector Additional permanent bracing of the overall structure is the responsibility of the building designer For general guidance regarding fabncation, quality control, storage delivery erection and bracing, consult ANSI/TPIl Quality Critena, DSB-89 and BCSI Building Component Safety Information availabte from Truss Plote Institute. 781 N Lee Street. Suite 312, Alexandria, VA 22314 If Southern Pine (SP or SPp) lumberis specified, the design values are those effective 0Mitf2012 by ALSC or proposed by SPIB. MiTek 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply 00 R34843140 00756 T02A-B FLAT 247 1 Job Reference (ootionah Mission Truss, Lakeside, CA 7 250 s Aug 25 2011 MlTek Industries, Inc Mon JuM6 14 03 53 2012 Paget ID YLJow9Wj''U1GR6OH2jJy8mzsOOy-Gf0ByHDABtACI2IRMRmiRJeunipzprh0A8m7fyxRd4 108 ITT 0 38 ll? 27-1 (1-4 0-1-1? Plate Offsets (X.YI. [9.0-2-8.0-1-8]. [10 0-5-0.0-5-41 LOADING (psf) TCLL 20 0 TCDL 15 0 BCLL 0 0 BCDL 7 0 SPACING 2-0-0 Plates increase 1 25 Lumber Increase 1 25 Rep Stress Incr NO Code IRC2009/TPI2007 PLATES GRIP MT20 220/195 Weight 1421b FT = 0% LUMBER TOP CHORD' 2 X 4 DF No 1 G BOTCHORD 2X6DFSSG WEBS 2 X 4 DF Stud/Std G "Except* 1-11 2x4DFNo2G BRACING TOP CHORD BOT CHORD WEBS Structural wood sheathing directly applied or 1-10-13 oc purlins, except end verticals Rigid ceiling directiy apfjlied or 7-7-2 oc bracing 1 Row at midpt 6-8, 2-11 REACTIONS (ib/size) 8=1386/0-3-8 Max Horz11=45(LC 5) Max Uplifl8=-329(LC 6), 11 MlTek recommends that Stabilizers and required cross bracmg be installed dunng truss erection, in accordance with Stabilizer installafion guide min 0-1-8), 11=1365/0-3-8 (mm 0-1-8) 273(LC 5) FORCES (Ib)- TOP CHORD BOT CHORD WEBS Max Comp /Max Ten - Ali forces 250 (Ib) or less except when shown 1- 12-259/42, 2-12=-252/45, 2-13=-4642/960, 3-13=-4625/963, 3-14=-4608/961, 4- 14=-4613/960, 4-15=-5516/1237, 15-16=-5530/1240, 5-16=-5536/1240, 5- 17-5528/1234, 6-17-5535/1233, 1-11-338/72 11-19-791/3628, 10-19=-791/3628, 10-20-1253/5606, 9-20=-1253/5606, 9-21-941/3637, 8-21 =-941/3637 2- 10=-212/1184, 3-10=-41/348, 4-10=-1258/373, 4-9=-258/257, 5-9=-427/161, 6- 9-294/1972, 6-8=-3816/987, 2-11 =-3582/773, 7-8=-313/61 NOTES 1) Unbalanced roof live loads have been considered for this design 2) Wind ASCE 7-05, 90mph, TCDL=6 Opsf, BCDL=4 2psf. h=25ft. Cat 11, Exp C, enclosed, MWFRS (low-nse) gable end zone, cantilever left and right exposed , end verticai left and nght exposed, Lumber DOL=1 33 plate grip D0L=1 33 3) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live ioads 4) A piate rafing reduction of 20% has been applied for the green lumber members 5) This truss is designed in accordance with the 2009 international Residential Code sections R502 11 1 and R802 10 2 and referenced standard ANSI/TPI 1 6) This truss has been designed for a moving concentrated load of 250 Oib live located at ali mid panels and at aii panel points aiong the Top Chord and Bottom Chord, nonconcurrent with any other live loads 7) "Semi-ngid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated ioad(s) 448 ib down and 113 ib up at 14-6-0 on top chord The design/selecfion of such connection device(s) is the responsibility of others 9) In the LOAD CASE(S) secfion, ioads 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, Piate lncrease=1 25 Uniform Loads (plf) Vert 1-3—70, 3-7=-70, 8-11—14 Continued on page 2 July 17,2012 ^ WARmNQ Verify destgn parameters andREAD NOTES ON THIS AND INCLUDED mTEK REFERENCE PAQE MI 7473 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 Brocing 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 ANSl/TPll Quality Cnteno, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute 781 N Lee Street, Suite 312. Alexandria, VA 22314 If Southern Pine (SPor SPpj lumberis specified, the design values are those effective 0&/01/2012 by ALSC or proposed by SPIB, MiTek" 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply 00 •R34843140 00756 T02A-B FLAT 247 1 Job Reference fopfionall Mission Truss, Lakeside, CA 7 250 s Aug 25 2011 MlTek Industnes, Inc Mon Jul16 14 03 53 2012 Page 2 ID YLJow9Wj'?U1GR6OH2jJy8mzsOOy-Gf0ByHDABtACI2IRMRruiRJeunip2prh0A8m7fyxRd4 LOAD CASE(S) Standard Concentrated Loads ((b) Vert 15=-448(F) ^ WAFNINQ - Verify design parameters and READ NOTES QN THIS AND INCLUDED MTEK REFERENCE FAGE MI 7470 BEFORE USE. Design valid for use only withi 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 nnembers only Additional temporar/ bracing to insure stability during construction is the responsibility 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 ANSl/TPll Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute 781 N Lee Street, Suite 312 Alexandna. VA 22314 Jl Southern Ptne (SPor SPp) lumberis specified, the design values are those effective 0&/01j2012 by ALSC or proposed by SP1&. MiTek- 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply 00 R34843141 00756 T02A-C FLAT 247 1 Job Reference foptionall Mission Truss, Lakeside, CA 7 250 s Aug 25 2011 MlTek Industries, Inc Mon Jul 16 14 03 55 2012 Pagel ID YLJow9Wj'?U1GR60H2jJy8mzsOOy-C28xNyEQjUQwYMvpUstMnsOzsbNFRjG_UUdtCXyxRd2 17-0-0 j 22-5-2 I 27-10-4 | 1 08 \u' 0 38 Il2 1-1-12 Plate Offsets (X.Y) [9 0-2-12.0-1 -8]. [10 0-5-0.0-4-8] LOADING (psf) TCLL 20 0 TCDL 15 0 BCLL 0 0 BCDL 7 0 SPACING 2-0-0 Plates Increase 1 25 Lumber Increase 1 25 Rep Stress Incr NO Code IRC2009/TPI2007 DEFL in (loc) l/defl L/d Vert(LL) -0 32 9-10 >999 240 Vert(TL) -1 00 9-10 >329 180 Hor2(TL) 0 13 8 n/a n/a PLATES GRIP MT20 220/195 Weight 142 1b FT = 0% LUMBER TOP CHORD BOT CHORD WEBS 2 x4 DF No 1 G 2 X 6 DF SS G 2 X 4 DF Stud/Std G *Except* 1-11 2x4DFNo2G BRACING TOP CHORD BOT CHORD WEBS REACTIONS (Ib/size) 8=1390/0-3-8 (mm 0-1-8), 11=1301/0-3-8 (mm 0-1-8) Max Horz11=45(LC 5) Max Uplift8=-330(LC 6), 11=-256(LC 5) FORCES (Ib) TOP CHORD BOT CHORD WEBS • Max Comp /Max Ten - All forces 250 (Ib) or less except when shown 1- 12=-256/40, 2-13=-4345/885, 3-13=-4329/888, 3-14=-4313/886, 4-14=-4317/886, 4-15=-5512/1235, 5-15=-5516/1234, 5-16=-5512/1230, 6-16=-5519/1229, 1-11=-337/72 11-18=-741/3430, 10-18=-741/3430, 10-19=-1126/5105, 9-19=-1126/5105, 9-20=-946/3659, 8-20=-946/3659 2- 10=-186/1082, 3-10=-22/290, 4-10=-1022/313, 4-9—120/573, 5-9=-670/226, 6-9=-284/1932, 6-8=-3839/993, 2-11 =-3383/723, 7-8=-311/60 Structural wood sheathing directly applied or 2-1-2 oc purlins, except end verticals Rigid ceiling directly applied or 8-0-1 oc bracing 1 Row at midpt 6-8, 2-11 MiTek recommends that Stabilizers and required cross bracing be installed dunng truss erection, in accordance with Stabilizer Installation guide NOTES 1) LInbalanced roof live loads have been considered for this design 2) Wind ASCE 7-05, 90mph, TCDL=6 Opsf, BCDL=4 2psf, h=25ft. Cat II, Exp C, enclosed, MWFRS (low-nse) gable end zone, cantilever left and nght exposed , end vertical left and nght exposed, Lumber D0L=1 33 plate grip D0L=1 33 3) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads 4) A plate rating reduction of 20% has been applied for the green lumber members 5) This truss is designed in accordance with the 2009 Internahonal Residential Code sechons R502 11 1 and R802 10 2 and referenced standard ANSI/TPI 1 6) This truss has been designed for a moving concentrated load of 250 Olb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads 7) "Semi-ngid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 388 Ib down and 98 Ib up at 17-0-0 on top chord The design/selection of such connection device(s) is the responsibility of others 9) In the LOAD CASE(S) section, loads applied to the face ofthe truss are noted as front (F) or back (B) LOADCASE(S) Standard 1) Regular Lumber lncrease=1 25, Plate lncrease=1 25 Uniform Loads (plf) Vert 1-3=-70, 3-7=-70, 8-11=-14 Continued on page 2 July 17,2012 WARNINQ Venfy de^gn parameters and READ NOTES ON THIS AND INCLUDED miEKREFER^KE PAQE MI 7473 BBFORB USE. Destgn valid tor use only with MiTek connectors This design is based only upon parameters shown, and is for on individual building component Applicability ot design parameters and proper incorporation of component is responsibility ot building designer - not truss designer Bracing shown is for lateral support of individuol web members only Additional temporar/ 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 fabncotion quality control, storage, deliver/, erection and bracing, consult ANSI/TPM Quality Criteria, DSB-89 and BCSi Buiiding Component Safety Information available from Truss Plate Institute, 781 N Lee Street. Suite 312, Alexandria, VA 22314 If Southern Pine (SP or SPp) lumber is specif leii, the design values are those effective 06)01/2012 by ALSC or proposed by SPIB. MITek 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply 00 R34843141 00756 T02A-C FLAT 247 1 Job Reference /optional) Mission Truss, Lakeside, CA 7 250 s Aug 25 2011 iVIiTek industries, Inc Mon Jui 16 14 03 55 2012 Page 2 ID YLJow9Wj'?U1GR60H2jJy8mzsOOy-C28xNyEQjUQwYMvpUstMnsOzsbNFRjG_UUdtCXyxRd2 LOADCASE(S) Standard Concentrated Loads (Ib) Vert 5=-388(F) £^ WAHmHQ Verify design parameters and READ NOTES ON THIS AND INCLUDED mTEK REFERENCE PAQE MI 7473 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 porometers 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 temporar/ 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 Cntena. DSB-89 and BCSi Buiiding Component Safety Information available from Truss Plote Institute, 781 N Lee Street Suite 312, Alexandra VA 22314 If Southern Pme j SP or SPp) lumberis specifietl, the design values are those effective 06^1/2012 tiy ALSC or proposed by SPIB, MiTek 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply 00 R34843142 00756 T02A-D FLAT 247 1 Job Reference (ootionail Mission Truss, Lakeside, CA 7 250 s Aug 25 2011 MlTek industries, Inc Mon Jul 16 14 03 57 2012 Paget ID YLJow9Wj''U1GR6OH2|Jy8mzsOOy-8RFioeGgF5gdng3CbHvqsHTIvP2GvbPHxo6_GQyxRd0 17-0-0 I 22-5-2 I 27-10-4 | Scale = 1 46 8 S |l2~ 0 38 b2_ 24M Plate Offsets (X.YI [6 0-5-4.0-2-0]. [9 0-2-12.0-3-81. [10 0-7-0.0-4-8] LOADING (psf) TCLL 20 0 TCDL 15 0 BCLL 0 0 BCDL 7 0 SPACING 2-0-0 Plates Increase 1 25 Lumber Increase 1 25 Rep Stress Incr NO Code IRC2009/TPI2007 DEFL in (loc) l/defl Ud Vert(LL) -0 40 9-10 >825 240 Vert(TL) -1 26 9-10 >262 180 Horz(TL) 016 8 n/a n/a PLATES MT20 M18SHS GRIP 220/195 220/195 Weight 142 1b FT = 0% LUMBER TOP CHORD BOT CHORD WEBS 2 x 4 DF No 1 G 2 X 6 DF SS G 2 x 4 DF Stud/Std G *Except* 1-11 2x4DFNo2G BRACING TOP CHORD BOT CHORD WEBS REACTIONS (Ib/size) 8=1581/0-3-8 (mm 0-1-11), 11=1640/0-3-8 (mm 0-1-12) Max Horz11=45(LC 5) Max Uplift8=-378{LC 6), 11=-342(LC 5) Structural wood sheathing directly applied, except end verticals Rigid ceiling directly applied or 7-0-0 oc bracing 1 Row at midpt 6-8, 2-11 MlTek recommends that Stabilizers and required cross bracing be installed dunng truss erection, in accordance with Stabilizer Installahon guide FORCES (Ib) - Max Comp /Max Ten - All forces 250 (Ib) or less except when shown TOP CHORD 1-12=-276/50, 2-12=-269/53, 2-13=-5964/1295, 3-13=-5948/1297, 3-14=-5926/1294, 4-14=-5930/1294, 4-15=-6602/1511, 5-15=-6606/1510, 5-16-6602/1506, 6-16=-6609/1505, 1-11=-342/74 BOTCHORD 11-18=-1006/4478, 10-18=-1006/4478, 10-19=-1473/6476, 9-19-1473/6476, 9-20=-1095/4247, 8-20=-1095/4247 WEBS 2-10=-336/1676, 4-10=-748/244, 4-9=-137/378, 5-9=.664/224, 6-9=-416/2456, 6-8=^457/1149, 2-11=-4441/991, 7-8—311/60 NOTES 1) LInbalanced roof live loads have been considered for this design 2) Wind ASCE 7-05, 90mph, TCDL=6 Opsf, BCDL=4 2psf, h=25ft, Cat II, Exp C, enclosed, MWFRS (low-nse) gable end zone, cantilever left and right exposed , end vertical left and nght exposed. Lumber D0L=1 33 plate grip D0L=1 33 3) All plates are MT20 plates unless othero/ise indicated 4) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads 5) A plate rahng reduction of 20% has been applied for the green lumber members 6) This truss is designed in accordance with the 2009 Internahonal Residential Code sections R502 11 1 and R802 10 2 and referenced standard ANSI/TPI 1 7) This truss has been designed for a moving concentrated load of 250 Olb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss 9) Hanger(s) or other connechon device(s) shall be provided sufficient to support concentrated load(s) 388 Ib down and 98 Ib up at 17-0-0, and 530 Ib down and 134 Ib up at 10-0-0 on top chord The design/selechon of such connection device(s) is the responsibility of others 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B) LOADCASE(S) Standard 1) Regular Lumber lncrease=1 25, Plate lncrease=1 25 Conhnued on page 2 July 17.2012 A WARNINQ • Verify design parameters <md READ NOTES ON THIS AND imLUDED MTEKREF^i^iCE PAGE MI 7473 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, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute 781 N Lee Street. Suite 312 Alexandna. VA 22314 If Southern Pioe (SPor SPp) iumberis specified, the design values are those effective 0&i01/2017 by ALSC or proposed by SP1&. MiTek' 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply 00 R34843142 00756 T02A-D FLAT 247 1 Job Reference (ootionail Mission Truss, Lakeside, CA LOADCASE(S) Standard Uniform Loads (plf) Vert 1-3=-70, 3-7=-70, 8-11=-14 Concentrated Loads (lb) Vert 3=-530(F) 5=-388(F) 7 250 s Aug 25 2011 MlTek Industries, Inc Mon Jul 16 14 03 57 2012 Page 2 ID YLJow9Wj''U1GR6OH2|Jy8m2sOOy-8RFioeGgF5gdng3CbHvqsHTIvP2GvbPHxo6_GQyxRd0 ^ WARNINQ Verify destgn parameters and P£AD NOTES ON THIS AND INCLUDED miEK REFERENCE PAQE MI 7473 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 ond proper incorporation of component is responsibility of building designer - not truss designer Bracing shown IS for lateral support of individual web members only Additional temporary bracing to insure 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 fabncotion, quolity control, storage, deliver/ erection and bracing consult ANSi/TPM Quality Critena, DSB-89 and BCSI Building Component Salety Information ovoiloble from Truss Plate Institute, 781 N Lee Street Suite 312, Alexandna VA 22314 If Southern Pme jSP or SPp) lumber is specified, the design values are those effective 06/01t2012 by ALSC or proposetj by SPIB. MiTek' 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply 00 R34843143 00756 T02B FLAT 2 Job Reference (oDlional) Mission Truss, Lakeside, CA 7 250 s Aug 25 2011 MiTek Industnes, Inc Mon Jul 16 14 03 59 2012 Page 1 ID YLJowaWji-U 1GR60H21 Jy8mzsOOy-5pNSDKHwnjxL0zDajhxlxiZfOCIkNW3aO6b4LJyxRd_ 0 38 Il2 Plate Offsets (X.YI. [10 0-7-0.0-4-8] LOADING (psf) TCLL 20 0 TCDL 15 0 BCLL 0 0 BCDL 7 0 SPACING 1-8-0 Plates Increase 1 25 Lumber Increase 1 25 Rep Stress Incr NO Code IRC2009/TPI2007 DEFL in (loc) l/defl L/d Vert(LL) 0 37 9-10 >890 240 Vert(TL) -1 15 9-10 >287 180 Horz(TL) 0 15 8 n/a n/a PLATES GRIP MT20 220/195 M18SHS 220/195 Weight 427 Ib FT = 0% LUMBER TOP CHORD 2 X 4 DF No 1 G BOTCHORD 2X6DFSSG WEBS 2 X 4 DF Stud/Std G "Except* 1-11 2x4DFNo2G BRACING TOP CHORD BOT CHORD Structural wood sheathing directly applied or 4-2-15 oc puriins, except end verticals Rigid ceiling directly applied or 10-0-0 oc bracing REACTIONS (Ib/size) 8=4935/0-3-8 (min 0-1-12), 11=4935/0-3-8 (min 0-1-12) Max Horz11=37(LC 5) Max Uplift8=-1230(LC 6), 11=-1188(LC 5) FORCES (Ib) - Max Comp /Max Ten - All forces 250 (lb) or less except when shown TOP CHORD 1-12=-795/185, 2-12=-717/171, 2-13=-15407/3717, 3-13=-15323/3702, 3-14-15269/3692, 4-14=-15288/3695, 4-15=-17660/4335, 5-15=-17680/4338, 5- 16=-17660/4330, 6-16=-17693/4336, 1-11 =-902/248 BOT CHORD 11-18=-3183/12997, 10-18=-3183/12997, 10-19=-4282/17472, 9-19=-4282/17472, 9-20=-3285/12916, 8-20=-3285/12916 WEBS 2-10-562/2510, 3-10=-90/505, 4-10=-2617/708, 4-9=-108/407, 5-9=-1493/424, 6- 9=-1080/4944, 6-8=-13552/3447, 2-11=-12881/3148, 7-8=-709/200 NOTES 1) 3-ply truss to be connected together with 10d (0 148"x3") nails as follows Top chords connected as follows 2x4-1 row at 0-7-0 oc Bottom chords connected as follows 2X6-2 rows at 0-9-0 oc Webs connected as follows 2x4-1 row at 0-9-0 oc 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) sechon Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless othenfl/ise indicated 3) LInbalanced roof live loads have been considered for this design 4) Wind ASCE 7-05, 90mph, TCDL=6 Opsf, BCDL=4 2psf, h=25ft. Cat II, Exp C, enclosed, MWFRS (low-rise) gable end zone, cantilever left and right exposed , end vertical left and nght exposed. Lumber DOL=1 33 plate gnp DOL=1 33 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 ioads 7) A plate rating reduction of 20% has been applied for the green lumber members 8) This truss is designed in accordance with the 2009 International Residential Code sections R502 11 1 and R802 10 2 and referenced standard ANSI/TPI 1 9) This truss has been designed for a moving concentrated load of 250 Olb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads 10) "Semi-ngid pitchbreaks with hxed heels" Member end fixity model was used in the anaiysis and design of this truss LOADCASE(S) Standard 1) Regular Lumber lncrease=1 25, Plate increase=1 25 Continued on page 2 July 17,2012 ^ WARNINQ Verify design parameters and READ NOTES ON THIS AND INCLUDED MTEK REFERENCE PAQE MI 7473 BEFORE USB. Design valid for use only with Mffek connectors This design is based only upon parameters shown and is for on individual building component Applicability of design parameters ond proper incorporation of component is responsibility of building designer - not truss designer Bracing shown IS for lateral support of individual web members only Additional temporary bracing to insure 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 fabncatton quality control storage, delivery, erection and bracing, consult ANSi/TPil Quality Criteria, DSB-89 and BCSI Building Component Sotety Information available from Truss Plate Institute 781 N Lee Street Suite 312, Alexandria, VA 22314 If Southern Pine (SPor SPp]'lumber is sp-ecified, the design values are those efiective 06^01/2012 by ALSC or proposed by SPIB, MiTek 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply 00 R34843143 00756 T02B FLAT 2 3 Job Reference (optional) Mission Truss, Lakeside, CA 7 250 s Aug 25 2011 MiTek Industries, Inc Mon Jui 16 14 03 59 2012 Page : ID YLJow9Wj'?UlGR6OH2jJy8m2sOOy-5pNSDKHwnjxL0zDajhxlxiZfOCIkNW3aO6b4LJyxRd_ LOAD CASE(S) Standard Uniform Loads (plf) Vert 1-3=-348, 3-7=-348, 8-11=-12 ^ WARNINQ Verify de^gn parameters and READ NOTES ON THIS AND INCLUDED MTEK REFERENCE PAGE MI 7473 BEFORE USE. Design valid for use only with MiTek connectors This design is based only upon porometers shown, and is for an individual building component Applicability of design parameters and proper incorporofion of component is responsibility of building designer - not truss designer Brocing shown is for lateral support of individual web members only Additional temporary bracing to insure stability during construction is the responsibillity of the erector Additionol permanent bracing of the overall structure is the responsibility of the building designer For general guidance regarding fobrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPIl Quality Cnteno, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 781 N Lee Street Suite 312. Alexandna VA 22314 If Southern Ptne (SPor SPj>) lumberis specified, the design values are those effective 06^0^2012 by ALSC or proposed by SPIB. MiTek 7777 Greenback Lane, Suite 109 Citrus Heigtits, CA. 95610 Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer Bracing shown IS for lateral support ot individual web members only Additional temporary bracing to insure stability during construction is the responsibillity of the erector Additional permanent bracing of the overall structure is the responsibility of the building designer For general guidance regarding fobrication. quality control, storage delivery, erection and bracing consult ANSl/TPll Quality Cnteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 781 N Lee Street Suite 312, Alexandria, VA 22314 If Southern Ptne (SP or SPp) lumber is specified, the design values are those effective 0&I01/2012 by ALSC or proposed by SPIB-. MiTek 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95610 Job Truss Truss Type Qty Piy 00 Truss Type R34843145 00756 T02C-C FLAT 54 1 Job Reference (optionai) Mission Truss, Lakeside, CA 7 250 s Aug 25 2011 MlTek Industries, inc Mon Jul 16 14 04 02 2012 Paget ID YLJow9Wj7U1GR6OH2jJy8mzsOOy-VO3brLKp3eJwtRx9OqV7ZLBFFQkcas2054qkxeyxRcx 17-O-0 I 22-2-1 I 27-10-4 , 8x18 M18SHS - Offsets (X.Y) [7 0-3-8.0-2-81. f10 0-3-8.0-3-8]. [11 0-2-12.0-3-8]. [12 0-7-0.0-4-8]. [14 0-3-8.0-1-81 LOADING (psf) TCLL 20 0 TCDL 15 0 BCLL 0 0 BCDL 7 0 SPACING 2-0-0 Plates Increase 1 25 Lumber Increase 1 25 Rep Stress Incr NO Code IRC2009/TPI2007 DEFL in (loc) l/defl L/d Vert(LL) -0 39 11-12 >897 240 Vert(TL) -1 27 11-12 >277 180 Horz(TL) 0 15 9 n/a n/a PLATES MT20 M18SHS GRIP 220/195 220/195 Weight 178 ib FT = 0% BRACING TOP CHORD BOT CHORD LUMBER TOPCHORD 2X6DFSSG BOTCHORD 2X6DFSSG WEBS 2 X 4 DF Stud/Std G 'Except* 8-10,2-13,1-14 2x4 DFNo 2 G REACTIONS (ib/size) 15=1629/0-3-8 (mm 0-1-12), 9=1760/0-3-8 (min 0-1-14) Max Horz15=32(LC 3) Max Uplift15=-344(LC 5), 9=-415(LC 6) FORCES (Ib) - Max Comp /Max Ten - Ali forces 250 (ib) or ifess except when shown TOP CHORD 1-2=-3155/660, 2-3=-6063/1245, 3-4=-6995/1490, 4-16=-6955/1486, 5-16=-6974/1489, 5- 6=-7586/1743, 6-17=-7573/1736, 7-17=-7592/1738, 7-8-5295/1244 BOT CHORD 13-14-684/3144, 12-13=-1249/6019, 11-12=-1751/7735, 10-11=-1239/5288 WEBS 3-13=-625/179, 3-12=-331/1219, 4-12=-17/293, 5-12=-1057/346, 5-11 =-290/135, 6- 11-542/190, 7-11 =-508/2390, 7-10=-1314/375, 8-10=-1279/5460, 2-13=-610/2937, 1-15-1639/347, 1-14=-713/3424, 2-14=-1226/306, 8-9=-1689/424 NOTES 1) Unbalanced roof live ioads have been considered for this design 2) Wind ASCE 7-05, 90mph, TCDL=6 Opsf, BCDL=4 2psf, h=25ft, Cat 11, Exp C, enciosed, MWFRS (low-nse) gable end zone, cantilever left and nght exposed , end vertical left and nght exposed. Lumber D0L=1 33 plate gnp DOL=1 33 3) Aii plates are MT20 plates unless othenvise indicated 4) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads 5) A plate rating reduction of 20% has been applied for the green lumber members 6) This truss is designed in accordance with the 2009 international Residential Code sections R502 11 1 and R802 10 2 and referenced standard ANSI/TPI 1 7) "Semi-ngid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design ofthis truss 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 388 Ib down and 98 Ib up af 19-0-0, and 530 ib down and 134 ib up at 12-0-0 on top chord The design/selection of such connection device(s) is the responsibility of others 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B) LOADCASE(S) Standard 1) Regular Lumber increase=1 25, Piate lncrease=1 25 Uniform Loads (plf) Vert 1-4=-70, 4-8=-70, 9-15=-14 Concentrated Loads (Ib) Vert 16=-530(F) 17=-388(F) Structurai wood sheathing directiy applied or 2-7-10 oc purlins Rigid ceiling directiy applied or 6-6-3 oc bracing MlTek recommends that Stabilizers and required cross bracing be installed dunng truss erection, in accordance with Stabilizer Instaiiation guide uly 17,2012 ^ WARmNQ Verify design parameters and READ NOTES ON THIS AND INCLUDED MTEK REFERENCE PAQE MI 7473 BEFORE USB. Design valid for use only witti tvliTek connectors This design is based only upon parameters stiown, 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 temporory bracing to insure stability dunng construction is the responsibillity of the erector Additional permanent bracing of the overal! structure is the responsibility of the building designer For general guidance regarding fabncotion, quality control storage, delivery erection and bracing consult ANSl/TPll Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute 781 N Lee Street Suite 312. Alexondnd VA22314 H Southern Pine (SP or SPpj lumber is specified, the design values are those effective 0&01f2012 by ALSC or proposed by SPIB-. MiTek 7777 Greenback Lane, Suite 109 Citrus Heigtits, CA, 95610 Job Truss Tnjss Type Qty Ply 00 Tnjss Type R34843146 00756 T02C-E FLAT 54 1 Job Reference (optional) Mission Truss, Lakeside, CA 7 250 s Aug 25 2011 MlTek Industries, Inc Mon Jul 16 14 04 04 2012 Paget ID YLJow9Wj''U1GR60H2jJy8mzsOOy-RnALG1L3bFZe7k5YWFXTemGfaDTo2nlJYOJr7WyxRcv 0-1-12 Plate Offsets (X.YI 12 0-3-8.0-3-8]. [7 0-3-8.0-1-81. 18 0-3-4.0-2-4]. [10 0-3-8.0-2-4]. [12 0-5-0.0-5-4]. [13 0-3-8.0-3-8], [14 0-3-8.0-1-8] LOADING (psf) TCLL 20 0 TCDL 15 0 BCLL 0 0 BCDL 7 0 SPACING 2-0-0 Plates Increase 1 25 Lumber Increase 1 25 Rep Stress Incr NO Code iRC2009/TPi2007 CSI TC 0 27 BC 0 54 WB 0 96 (Matrix) DEFL in (loc) i/defl L/d Vert(LL) -0 30 11-12 >999 240 Vert(TL) -0 98 11-12 >360 180 Horz(TL) 0 12 9 n/a n/a PLATES GRIP MT20 220/195 Weight 1781b FT = 0% LUMBER TOP CHORD BOT CHORD WEBS 2X6DFSSG 2X6DFSSG 2 X 4 DF Stud/Std.G "Except* 8-10,1-14 2x4DFNo2G BRACING TOPCHORD BOT CHORD REACTIONS (Ib/size) 15=1415/0-3-8 (mm 0-1-8), 9=1356/0-3-8 (mm 0-1-8) Max Hor2l5=32(LC 3) Max Upiift15=-290(LC 5), 9=-313(LC 6) FORCES (ib) - Max Comp /Max Ten - Ali forces 250 (Ib) or less except when shown TOP CHORD 1-16-2756/555, 2-16=-2746/557, 2-17=-5096/999, 3-17=-5076/1002, 3-18=-5655/1148, 4-18=-5642/1150, 4-19=-5623/1149, 5-19-5626/1148, 5-20=-5529/1224, 6- 20=-5532/1223, 6-21=-5529/1218, 7-21-5536/1218, 7-22=-3880/887, 8-22=-3885/886 BOT CHORD 14-24=-580/2746, 13-24=-580/2746, 13-25=-1006/5056, 12-25=-1006/5056, 12-26=-1257/5784, 11-26-1257/5784, 11-27=-882/3879, 10-27=-882/3879 WEBS 3-13-506/149, 3-12-230/823, 5-12=-365/196, 5-11=-403/164, 6-11-349/125, 7- 11 =-339/1720, 7-10-946/282, 8-10-911/4004, 2-13-467/2360, 1-15=-1431/293, 1-14=-601/2991, 2-14=-1051/262, 8-9=-1295/324 Structurai wood sheathing directly applied or 3-5-8 oc purlins Rigid ceiling directly applied or 7-8-6 oc bracmg MlTek recommends that Stabilizers and required cross bracing be installed dunng truss erection, in accordance with Stabilizer Installation guide NOTES 1) Unbalanced roof live loads have been considered for this design 2) Wind ASCE 7-05, 90mph, TCDL=6 Opsf, BCDL=4 2psf, h=25ft. Cat II, Exp C, enclosed, MWFRS (low-nse) gable end zone, cantilever left and nght exposed , end vertical left and nght exposed. Lumber DOL=1 33 piate grip D0L=1 33 3) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads 4) A plate rating reduction of 20% has been applied for the green lumber members 5) This truss is designed in accordance with the 2009 International Residential Code sections R502 11 1 and R802 10 2 and referenced standard ANSI/TPI 1 6) This truss has been designed for a moving concentrated load of 250 Olb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads 7) "Semi-ngid pitchbreaks with fixed heels" Member end fixity model was used in the anaiysis and design of this truss 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated ioad(s) 300 Ib down and 76 ib up at 10-0-0 on top chord The design/selection of such connection device{s) is the responsibility of others 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B) LOADCASE(S) Standard 1) Regular Lumber increase=1 25, Plate lncrease=1 25 Uniform Loads (plf) Vert 1-4=-70, 4-8=-70, 9-15=-14 Continued on page 2 July 17,2012 WARmNQ Venfy design parameters and READ NOTES ON TH/S ilM> INCLUDED MTEK REFERENCE PAQE MI 7473 BBFORB USE. Oesign valid for use only with MITek connectors This design is based only upon parameters shown ond is for an individual building component Applicobility of design pordmeters and proper incorporation of component is responsibility of building designer - not truss designer Bracing shown IS for lateral support of individudl web members only Additional temporary bracing to insure stability during construction is the responsibillity of the erector Additional permanent bracing of the overall stnjcture is the lesponsibility of the building designer For general guiddnce regarding fabrication, quality control storage, delivery erection ond bracing consult ANSl/TPll Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 781 N Lee Street, Suite 312 Alexandria, VA 22314 It Southern Pine (SPor SPp) lumberis specified, the design values are those effective 06ilW;012 by ALSC or proposed by SPIB, MiTek' 7777 Greenback Lane, Suite 109 Citrus Heigtits, CA, 95610 Job Truss Truss Type Qty Ply 00 R34843146 00756 T02C-E FLAT 54 1 Job Reference (optional) Mission Truss, Lakeside, CA 7 250 s Aug 25 2011 MlTek Industries, Inc Mon Jul 16 14 04 04 2012 Page. ID YLJow9Wj7U1GR60H2jJyBmzsOOy-RnALG1L3bFZe7k5YWFXTemGfaDTo2nlJYOJr?WyxRcv LOAD CASE(S) Standard Concentrated Loads (Ib) Vert 4=-300(F) A WARmNQ Venfy design parameters and READ NOTES ON THIS AHD INCLUDED miEKREFERSKE PAQE MI 7473 BBFORB 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 pdrameters 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 temporar/ bracing to insure stability during construction is the responsibillity of the erector Additional permonent bracing of the overall structure is the responsibility of the building designer For general guidance regarding fabncotion, quality control storage deliver/, erection ond bracing, consult ANSl/TPll Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 781 N Lee Street Suite 312 Alexondnd VA22314 If Southem Pine j SPor SPp) lumberis specif led, the design values are those effective OSiOt/Mi 2 by ALSC or proposed by SPI&, MiTek 7777 Greenback Lane, Suite 109 Citrus Heigtits, CA, 95610 Job Truss Truss Type Qty Ply 00 R34843147 00756 T02D FLAT 6 2 Job Reference (optional) Mission Truss, Lakeside, CA, r 7 250 s IVlay 11 2011 MiTek Industries, Inc Tue Jul 17 10 51 25 2012 Page 2 ID YLJow9Wj7U1GR6OH2jJy8mzsOOy-kgJ7po06Szwbw0MuXOniujSPk4cTv37FCg8cl7yx9LW LOADCASE(S) Standard 1) Regular Lumber lncrease=1 25, Plate lncrease=1 25 Uniform Loads (plf) Vert 1-4=-35, 4-8=-35 Concentrated Loads (lb) Vert 4=-290 Trapezoidal Loads (plf) Vert 1=-7-to-9=-265(F=-258) A WARNINQ Verify design parameters and READ NOTES ON THIS AND INCLUDED MTEK REFERENCE PAQE MI 7473 BEFORE USE. Design vdlid for use only with MiTek connectors This design is bdsed 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 Brdcing 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 stnjcture is the responsibility of the building designer For generol guidonce regarding fabncotion, qualify control, storage, delivery, erection ond bracing consult ANSi/TPll Quality Critena DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute 781 N Lee Street, Suite 312, Alexandria, VA 22314 If Southern Pine | SPor SPp) lumberis sp-ecified, the design values are those effective I)fetl1/2012 by ALSC or proposed by SPIB, MiTek' 7777 Greenback Lane, Suite 109 Citrus Heights. CA, 95610 Job Truss Tmss Type Qty Ply 00 R34843148 00756 T02E FLAT 2 O Job Reference (optional) Mission Truss, Lakeside, CA 7 250 s Aug 25 2011 MlTek Industries, Inc Mon Jul 16 14 04 09 2012 Paget ID YLJow9Wj7U1GR6OH2jJy8mzsOOy-ok_EJIPCQnBwDWzVlo7eLpzUTE9tj4M2if0chkyxRcq H 22i1 1 3-6-0 5-8-3 0 38 Il2 4x4 = 3X14 ljl__ Missr S 11 16 8 p== ij « ^ „ 2 „ '3 „ 12 ,^ 11 " 10 „ i 2x4 11 4x4 = 7x10 3x8 '"•^ - 2X4 11 1 -2-0-0 1 5-1-1? 1 10-0-0 1 17-0-0 22-7-1 1 27-8-8 27-1(1-4 ' 2-n-n ' 5-1-12 4-10-4 7-0-0 1 5-2-1 5-6-7 0-l'-)2 Plate Offsets (X.Y) [12 0-5-0.0-4-8] LOADING (psf) TCLL 20 0 TCDL 15 0 BCLL 0 0 BCDL 7 0 SPACING 2-0-0 Plates Increase 1 25 Lumber Increase 1 25 Rep Stress Incr NO Code IRC2009/TPI2007 CSI TC 0 39 BC 0 61 WB 0 81 (Matnx) DEFL Vert(LL) Vert(TL) Horz(TL) in -0 19 -0 61 0 07 (loc) 11-12 11-12 9 l/defl >999 >579 n/a L/d 240 180 n/a PLATES GRIP MT20 220/195 M18SHS 220/195 Weight 355 Ib FT = 0% LUMBER TOPCHORD 2X6DFSSG BOTCHORD 2X6DFSSG WEBS 2 X 4 DF Stud/Std G BRACING TOP CHORD BOT CHORD Stnjctural wood sheathing directly applied or 6-0-0 oc puriins Rigid ceiling directly applied or 10-0-0 oc bracing REACTIONS FORCES (Ib)- TOP CHORD BOT CHORD WEBS (Ib/size) 14=1409/0-3-8 (mm 0-1-8), 9=1352/0-3-8 (mm 0-1-8) Max Horz14=31(LC 3) Max Uplift14=-289(LC 5), 9=-312(LC 6) Max Comp /Max Ten - All forces 250 (lb) or less except when shown 1- 15=-66/269, 2-16=-5675/1078, 3-16=-5625/1093, 3-17-5580/1129, 4-17=-5559/1134, 4-18=-5539/1131, 5-18=-5542/1130, 5-19=-5521/1221, 6-19=-5524/1220, 6- 20=-5521/1216, 7-20=-5526/1215, 7-21 =-3846/879, 8-21-3851/878 2- 23=-1089/5472, 13-23=-1089/5472, 13-24=-1089/5472, 12-24=-1089/5472, 12-25=-1249/5753, 11-25-1249/5753, 11-26=-874/3844, 10-26=-874/3844 3- 13-32/528, 3-12=-304/425, 5-12=-412/181, 5-11=-381/159, 6-11 =-350/125, 7- 11-344/1747, 7-10=-948/282, 8-10=-902/3969, 1-14-692/155, 8-9=-1288/322 NOTES 1) 2-ply truss to be connected together with 10d (0 148"x3") nails as follows Top chords connected as follows 2X6-2 rows at 0-9-0 oc Bottom chords connected as follows 2X6-2 rows at 0-9-0 oc Webs connected as follows 2x4-1 row at 0-9-0 oc 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section Ply to ply connections have been provided to distnbute 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, 90mph, TCDL=6 Opsf, BCDL=4 2psf, h=25ft. Cat II, Exp C, enclosed, MWFRS (low-nse) gable end zone, cantilever left and nght exposed , end vertical left and right exposed. Lumber D0L=1 33 plate grip DOL=1 33 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) A plate rating reduction of 20% has been applied for the green lumber members 8) This truss is designed in accordance with the 2009 Internahonal Residential Code secUons R502 11 1 and R802 10 2 and referenced Standard ANSI/TPI 1 9) This truss has been designed for a moving concentrated load of 250 Olb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads 10) "Semi-ngid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design ofthis truss 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 290 Ib down and 73 Ib up at 10-0-0 on top chord The design/selection of such connection device(s) is the responsibility of others LOAD CASE{S) Standard Continued on page 2 July 17,2012 WARNINQ Verify design parameters and READ NOTES ON THIS AND INCLUDED MTBK REFERENCE PAQE MI 7473 BEFORE USE. Design valid for use only with MiTek connectors This design is bdsed only upon parameters shown, and is for an individudl building component Applicobility of design pdrdmeters and proper incorporation of component is responsibility of building designer - not truss designer Bracing shown IS for lateral support of individual web membeis only Additional temporary bracing to insure stability dunng construction is the responsibillity of the elector Additional permanent bracing of the overall structure is Ihe responsibility of the building designer For general guidance regarding fabrication, quality control, storage deliver/ erection and bracing, consult ANSl/TPll Quality Criteria, DSB-89 and BCSI Buiiding Component Safely Information ovoiloble from Truss Plate Institute 781 N Lee Street, Suite 312 Alexandrio. VA 22314 If Southern Pine (SPor SPp) lumberis specified, the design values are those effective OMi1f2012 by ALSC or proposed by SPIB. MiTek 7777 Greenback Lane. Suite 109 Citrus Heights, CA, 95610 •Job Truss Truss Type Qty Piy 00 R34843148 00756 -T02E FLAT 2 2 Job Reference (optionai) Mission Truss, Lakeside, CA 7 250 s Aug 25 2011 MlTek Industries, inc Mon Jul 16 14 04 09 2012 Page 2 ID YLJov*9Wj7U1GR6OH2jJy8mzsOOy-ok_EJIPCQnBwDWzVio7eLpzUTE9ti4M2if0chkyxRcq LOADCASE(S) Standard 1) Regular Lumber increase=1 25, Piate increase=1 25 Uniform Loads (plf) Vert 1-4=-70, 4-8=-70, 9-14=-14 Concentrated Loads (ib) Vert 4=-290(F) ^ WARmm - Verify de^gn parameters and READ NOTES ON THIS AND INCLUDED mTEKREFBREmE PAQE MI 7473 BEFORE USB. Design valid for use only with MiTek connectors This design is based only upon parameters shown, and is for on individual building component Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer Brdcing shown IS for lateral support of individual web members only Additionol temporary bracing to insure stability during construction is the responsibillity of the erector Additional permanent bracing of the overall structure is the responsibility of Ihe building designer For general guidance regarding fdbncdtion, quality control storage, delivery erection and bracing consult ANSl/TPll Quality Cntena DSB-89 and BCSI Buiiding Component Safety information available from Truss Plate Institute, 781 N Lee Street, Suite 312 Alexandria VA 22314 If Souttiern Pine (SPor SPp) lumberis specified, the design values are those effective 06^01/2011 by ALSC or proposed by SPIB. MiTek' 7777 Greenback Lane, Suite 109 Citrus Heigtits, CA, 95610 •Job Truss Truss Type Qty Ply 00 R34843149 00756 T02F FLAT 9 1 Job Referencf! (optional) Mission Truss, Lakeside, CA 7 250 s Aug 25 2011 MlTek Industries, Inc Mon Jui 16 14 04 11 2012 Paget ID YLJov»9Wj'?U1GR60H2jJy8mzsOOy-k75_kQRSyPReTp7uQD96QE3o)2oPBxFL9zVjlcyxRco I 13-6-0 j 17-6-0 I 18-3-8 | 0 38[AZ. Plate Offsets (X.Y). 18 0-5-0.0-4-8] LOADING (psf) TCLL 20 0 TCDL 15 0 BCLL 0 0 BCDL 7 0 SPACING 2-0-0 Plates Increase 1 25 Lumber Increase 1 25 Rep Stress Incr NO Code iRC2009/TPI2007 PLATES GRIP MT20 220/195 M18SHS 220/195 Weight 121 Ib FT = 0% LUMBER TOPCHORD 2X6DFSSG BOTCHORD 2X6DFSSG WEBS 2 X 4 DF Stud/Std G REACTIONS (ib/size) 7=1018/0-3-8 (mm 0-1-8), 10=962/0-3-8 (min 0-1- Max Horz10=43(LC 4) Max Uplift7=-213(LC 6), 10=-221(LC 5) BRACING TOP CHORD BOT CHORD Structurai wood sheathing directiy applied or 3-10-8 oc purlins, except end verticals Rigid ceiling directiy applied or 9-7-4 oc bracing MlTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide FORCES (Ib)- TOP CHORD BOT CHORD WEBS Max Comp /Max Ten - All forces 250 (Ib) or less except when shown 2-12=-3476/752, 3-12=-3426/765, 3-13=-2862/582, 4-13=-2843/587, 4-14=-2832/589, 5-14=-2836/588, 6-7=-329/68 2- 19=-744/3339, 9-19=-744/3339, 9-20=-744/3339, 8-20=-744/3339, 8-21 =-427/2046, 21-22=-427/2046, 22-23=-427/2046, 7-23=-427/2046 3- 9=-22/459, 3-8=-648/217, 5-8=-176/941, 5-7=-2109/468, 1-10=-495/123 NOTES 1) Unbalanced roof live loads have been considered for this design 2) Wind ASCE 7-05, 90mph, TCDL=6 Opsf, 8CDL=4 2psf, h=25ft, Cat II, Exp C, enclosed, MWFRS (low-nse) gable end zone, cantilever left and nght exposed , end vertical left and nght exposed. Lumber D0L=1 33 plate grip D0L=1 33 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) A plate rating reduction of 20% has been applied for the green lumber members 6) This tnjss is designed in accordance with the 2009 International Residential Code sechons R502 11 1 and R802 10 2 and referenced standard ANSI/TPI 1 7) This truss has been designed for a moving concentrated load of 250 Olb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads 8) "Semi-ngid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 300 Ib down and 76 Ib up at 10-0-0 on top chord The design/selection of such connection device(s) is the responsibility of others 10) In the LOAD CASE{S) section, loads applied to the face of the truss are noted as front (F) or back (B) LOADCASE(S) Standard 1) Regular Lumber lncrease=1 25, Plate lncrease=1 25 Uniform Loads (plf) Vert 1-4=-70, 4-6=-70, 7-10-14 Concentrated Loads (Ib) Vert 4=-300(F) July 17,2012 ^ WARMNQ Verify design parameters and READ NOTES ON THIS AND INCLUDED MTEK REFERENCE PAQE MI 7473 BBFORB 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 Brdcing 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 stnjcture is the responsibility of the building designer For general guidance regarding fabrication quality control, storage, delivery, erection and bracing, consult ANSl/TPll Quality Criteria, DSB-89 and BCSI Building Component Safety information available from Truss Plate Institute 781 N Lee Street, Suite 312, Alexondnd VA22314 If Southern Pine (SPor SPp) lumberis specified, the design values are those effective 0&01/2012 by ALSC or proposed by SPIB. MiTek 7777 Greenback Lane, Suite 109 Citrus Heigtits, CA, 95610 Job Truss Truss Type Qty Ply 00 R34843150 00766 T02H FLAT 2 2 2 Job Reference (optional) fvlission Tmsg, Lakeside, CA, r 7 250 s May 11 2011 MlTek Industries, Inc Tue JuM7 10 52 26 2012 Paget ID YLJow9Wj7U1GR6OH2jJy8mzsOOy-RPVBcflN5icxkOXcciN7saUp0gSOigrEEfQLx4yx9KZ 17-0-0 I 22-2-9 I 27-10-4 | 5-1-12 3-6-0 3-6-0 5-2-9 5-7-11 Scale = 1 47 0 1 08 |12 7x10 II h--+-27-8-8 27-iip-4 5-5-15 O-t-12 Plate Offsets (X.Y) [1 0-3-4.0-1-01, [1 1-0-5,0-8-141. 13 0-3-8.0-2-01. 17 0-3-8.0-2-01. [8 0-3-4,0-2-4]. [10 0-3-8,0-2-8], [12 0-8-12,0-6-01 LOADING (psf) TCLL 20 0 TCDL 15 0 BCLL 0 0 BCDL 7 0 SPACING 4-0-0 Plates Increase 1 25 Lumber Increase 1 25 Rep Stress Incr NO Code IRC2009/TPI2007 DEFL in (loc) l/defl L/d Vert(LL) -0 23 11-12 >999 240 Vert(TL) -0 74 11-12 >445 180 Horz(TL) 0 07 9 n/a n/a PLATES MT20 M18SHS GRIP 220/195 220/195 Weight 366 Ib FT = 0% LUMBER TOP CHORD BOT CHORD WEBS SLIDER 2 X 6 DF SS G 2 X 8 DF SS G 2 X 4 DF Stud/Std G *Except* 8-10 2x4DFNo2G Left 2 X 6 DF SS -G 2-6-9 BRACING TOP CHORD BOT CHORD JOINTS 2-0-0 oc purlins (5-4-14 max ) (Switched from sheeted Spacing > 2-0-0) Rigid ceiling directly applied or 10-0-0 oc bracing 1 Brace at Jt(s) 4, 8 REACTIONS (Ib/size) 1=2429/0-3-8 (min 0-1-8), 9=2590/0-3-8 (min 0-1-8) MaxHorz 1=128(LC3) Max Uplift 1=-469(LC 5), 9=-610(LC 6) FORCES (Ib) - Max Comp /Max Ten - All forces 250 (Ib) or less except when shown TOP CHORD 1-2=-6426/1185, 2-3=-6307/1199, 3-14=-8605/1732, 4-14=-8581/1739, 4-15-8563/1739, 5- 15=-8569/1737, 5-16=-10099/2289, 6-16=-10108/2288, 6-17=-10093/2277, 7-17=-10117/2278, 7-18=-7499/1753, 8-18=-7508/1751 BOTCHORD 1-19-1196/6189, 13-19-1196/6189, 13-20=-1196/6189, 12-20=-1196/6189, 12-21-2137/9661, 11-21=-2137/9661, 11-22=-1744/7497, 10-22=-1744/7497 WEBS 3-13=-415/177, 3-12=-586/2502, 4-12=0/371, 5-12-1531/534, 5-11 =-168/754, 6- 11 =-824/315, 7-11 =-530/2699, 7-10=-1820/560, 8-10=-1795/7716, 8-9=-2388/612 NOTES 1) 2-ply truss to be connected together with 10d (0 148"x3") nails as follows Top chords connected as follows 2X6-2 rows at 0-9-0 oc Bottom chords connected as follows 2X8-2 rows at 0-9-0 oc Webs connected as follows 2x4-1 row at 0-9-0 oc 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section Ply to ply connecUons 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, 90mph, TCDL=6 Opsf, BCDL=4 2psf, h=25ft, Cat II, Exp C, enclosed, MWFRS (low-nse) gable end zone, cantilever left and nght exposed , end vertical left and nght exposed. Lumber DOL=1 33 plate grip D0L=1 33 5) All plates are MT20 plates unless othenivise indicated 6) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads 7) A plate raUng reduction of 20% has been applied for the green lumber members 8) Provide mechanical connecUon (by others) of truss to beanng plate capable of withstanding 469 Ib uplift at joint 1 and 610 Ib uplift at joint 9 9) This truss is designed in accordance with the 2009 International Residential Code sections R502 11 1 and R802 10 2 and referenced standard ANSI/TPI 1 10) This truss has been designed for a moving concentrated load of 250 Olb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads 11) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss 12) Design assumes 4x2 (flat onentation) puriins at oc spacing indicated, fastened to truss TC w/ 2-1 Od nails 13) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated ioad(s) 388 ib down and 98 ib up at «i July 17,2012 m^^'^^Ve^^dS^pw^urS^^^'Zi^ FAQE MI 7473 BEFORE USE. Design valid for use only v^/ith MiTek connectors Ttiis design is based oniy upon parameters stiown, and is for on individual building component Applicability of design parameters and proper incorporation of component is responsibility of building designer - nof truss designer Bracing shown IS for lateral support of individual web members only Additional temporary bracing to insure stability during construction is the responsibility of the erector Additional permonent 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/TPM Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute 781 N Lee Street Suite 312, Alexandria VA223U If Southern Ptne {SPof SPp> lumberis specified, the design vaiues are those effective 06^01/201? by ALSC or proposed by SPiS. IVIiTek' 7777 Greenback Lane, Suite 109 Citrus Heigtits, CA, 95610 Job Truss Truss Type Qty Ply 00 R34843150 00756 T02H FLAT 2 2. Job Reference ^optionall Mission Truss, Lakeside, CA, r 7 250 s May 11 2011 MiTek Industries, Inc Tue Jul 17 10 52 26 2012 Page 2 ID YLJow9Wj7U1GR6OH2jJy8mzsOOy-RPVBcfiN5icxkOXcciN7saUp0gSOigrEEfQLx4yx9KZ LOADCASE(S) Standard 1) Regular Lumber !ncrease=1 25, Piate increase=1 25 Uniform Loads (pif) Vert 1-4=-140, 4-8=-140, 1-9=-28 Concentrated Loads (ib) Vert 17=-388 WARNINQ Verify design parameters and BEAD NOTES ON THIS AND INCLUDED mTEK REFERENCE PAQE MI 7473 BEFORE USE. Design valid for use only with MiTek connectors This design is bdsed only upon porometers 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 Brdcing shown is for lateral support of individudl web members only Additional temporar/ bracing to insure stobility during construction is the responsibillity of the erector Additiondl permdnent brdcing of the overall structure is the responsibility of the building designer For general guidance regarding fabncation 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 Alexandna. VA 22314 If Southern Pine (SPor SPp) lumberis specified, the design values a re those effective 06101'2012 by ALSC or proposed by SWS. MiTek 7777 Greenback Lane, Suite 109 Citrus Heiglits, CA, 95610 Job Truss Truss Type Qty Ply 00 R34843151 00756 T02J FLAT 15 1 Job Reference (ootionail Mission Truss, Lakeside, CA 7 250 s Aug 25 2011 MiTek Industnes, Inc Mon Jul 16 14 04 16 2012 Page 1 ID YLJow9Wj7U1GR6OH2jJy8mzsOOy-55vtn8Vbmx4xZb0sDmlH7imd83ersOK4JFDUQqyxRcj )-t-12 ix :x X X X XX X x: x i< ,x'x x x x x. x x x x x x x'k xxxx x~x-X X X X X X X X X X X X 'x X y X X. X X X X X X X X X X X X X X xnog Plate Offsets (X,Y) ft 1 0-5-0,0-4-8] LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) l/defi L/d PLATES GRIP TCLL 20 0 Plates Increase 1 25 TC 0 68 Ven(LL) n/a -n/a 999 MT20 220/195 TCDL 150 Lumber increase 1 25 BC 0 20 Vert(TL) n/a -n/a 999 BCLL 00 Rep Stress incr NO WB 0 15 Horz(TL) 0 00 10 n/a n/a BCDL 70 Code IRC2009/TPI2007 (Matnx) Weight 1451b FT = 0% LUMBER TOP CHORD BOT CHORD WEBS 2x4DFNo1 G 2 X 6 DF SS G 2 X 4 DF Stud/Std G 'Except* 1-13 2x4DFNo2G BRACING TOP CHORD BOT CHORD Structurai wood sheathing directiy applied or 6-0-0 oc puriins, except end verticals Rigid ceiling directiy applied or 6-0-0 oc bracing, Except 10-0-0 oc bracing 10-11 MlTek recommends that Stabilizers and required cross bracing be instaiied dunng truss erecUon, in accordance with Stabilizer InstallaUon guide QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEW THE INPUT LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW REACTIONS Aii bearings 28-0-0 (lb)- Max Horz13=45(LC 16) Max Uplift Ail uplift lOOibor iessatjomt(s) 13, 8 except 12=-135(LC 15), 11=-183(LC 17), 10=-281(LC 14), 9=-137(LC 14) Max Grav Ali reacUons 250 ib or less at joint(s) except 13=342(LC 47), 12=483(LC 48), 11=797(LC 10), 10=1059(LC 26), 9=510(LC 51), 8=345(LC 52) FORCES (ib) - Max Comp/Max Ten - Aii forces 250 (ib) or less except when shown TOPCHORD 1-13=-309/81 BOTCHORD 11-22-126/274, 10-22-127/274 WEBS 2-12-411/189, 3-11-559/167, 4-11 =-365/187, 4-10=-356/195, 5-10=-820/257, 6-9=-446/202, 7-8=-312/84 NOTES 1) Unbalanced roof live loads have been considered for this design 2) Wind ASCE 7-05, 90mph, TCDL=6 Opsf, BCDL=4 2psf, h=25ft. Cat II, Exp C, enciosed, MWFRS (low-rise) gable end zone, canUlever left and nght exposed , end verticai left and right exposed. Lumber D0L=1 33 plate gnp DOL=1 33 3) Gable requires conUnuous bottom chord bearing 4) This truss has been designed for a 10 0 psf bottom chord live ioad nonconcurrent with any other live ioads 5) A plate rating reduction of 20% has been applied for the green lumber members 6) This truss is designed in accordance with the 2009 international ResidenUal Code sections R502 11 1 and R802 10 2 and referenced standard ANSi/TPi 1 7) This truss has been designed for a moving concentrated ioad of 250 Olb live located at ali mid panels and at aii panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live ioads 8) This truss has been designed for a totai drag ioad of 430 ib Lumber DOL=(1 33) Piate grip DOL=(1 33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 27-8-8 for 15 5 plf 9) "Semi-ngid pitchbreaks with fixed heels" Member end fixity model was used in the anaiysis and design of this truss 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated ioad(s) 290 ib down and 73 ib up at 10-0-0, and 530 ib down and 134 Ib up at 17-0-0 on top chord The design/selection of such connecUon device(s) is the responsibility of others 11) In the LOAD CASE(S) secUon, ioads applied to the face of the truss are noted as front (F) or back (B) LOADCASE(S) Standard ConUnued on page 2 July 17,2012 ^WARNINQ Verify design parameters and READ NOTES ON THIS Am) INCLUDED MTTEK RBFBRBNCB PAQE MII7473 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 ond 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 stobility dunng construction is the responsibillity of the erector Additional permanent bracing of the overall structure is the responsibility ot the building designer For general guidance regarding fabncation quality control storage, deliveiy erection ond bracing, consult ANSl/TPll Quality Critena, DSB-89 and BCSI Building Component Safety Information available from Tn;ss Plate Institute 781 N Lee Street. Suite 312 Alexandna VA223I4 If Soutliern Pine (SPor SPp) lumber is specified, the design values are those effective 06<aij2012 by ALSC or proposed fay SPIB. MiTek' 7777 Greenback Lane, Suite 109 Citnjs Heigtits, CA, 95610 Job Truss Truss Type Qty Ply 00 R34843151 00756 T02J FLAT 15 1 Job Reference foptionall Mission Truss, Lakeside, CA LOADCASE(S) Standard 1) Regular Lumber lncrease=1 25, Piate increase=1 25 Uniform Loads (pif) Vert 1-3-70, 3-7=-70, 8-13-14 Concentrated Loads (Ib) Vert 3-290(F) 5=-530(F) 7 250 s Aug 25 2011 MlTek Industries, Inc Mon Jul 16 14 04 16 2012 Page 2 ID YLJow9Wj''U1GR6OH2jJy8mzsOOy-55vtn8Vbmx4xZb0sDmlH7imd83ersOK4JFDUQqyxRcj ^ WARmNQ Verify design parameters and READ NO TSS ON THIS AND OKLUDED MTEK REFERENCE PAQE MI 7473 BBFORB USB. Design valid for use only with tvliTek connectors This design is based only upon parameters shown, and is for on individuol building component Applicobility of design parameters and proper incorporation of component is responsibility of building designer - not truss designer Bracing shown 15 for lateral support of individual v,'eb members only Additional temporary bracing fo insure stability during construction is the responsibillity of the erector Additional permanent bracing of the overall structure is the responsibility of the building designer For general guiddnce regarding fabrication, quality control, storage delivery, erection and bracing, consult ANSl/TPll Quality Cnteno, DSB-89 and BCSI Building Component Safety informatton ovoiloble from Truss Plate Institute 781 N Lee Street Suite 312, Alexondnd, VA 22314 If Southem Pine [SPor SPpj lumberis specified, the design values are ttiose effective OWOt'2012 by ALSC or proposed by SPIB, MiTek' 7777 Greenback Lane, Suite 109 Citrus Heigtits, CA, 95610 •Job Truss Truss Type Qty Ply 00 R34843152 00756 T02K FLAT 2 1 Job Reference /optional) Mission Truss, Lakeside, CA 7 250 s Aug 25 2011 MlTek Industries, inc Mon Jui 16 14 04 19 2012 Paget ID YLJow9WjOU1GR6OH2jJy8mzsOOy-Vfa0P9XT3sSWQ2kQuuiJwODgGgL3Y_VV?DR818yxRcg I 17-O-Q , 22-2-1 I 27-10-4 | 3-6-0 5-8-3 0 38 [l2_ 15 25 14 2x4 11 3x10 - 5-8-3 Plate Offsets (X.YI [3 0-3-8.0-1-81. U 0-3-8.0-1-8]. [12 0-5-0.0-4-8]. [14 0-3-8.0-1-81 LOADING (psf) TCLL 20 0 TCDL 15 0 BCLL 0 0 BCDL 7 0 SPACING 2-0-0 Plates Increase 1 25 Lumber increase 1 25 Rep Stress incr NO Code 1RC2009/TPI2007 DEFL in (loc) l/defi L/d Vert(LL) n/a - n/a 999 Vert(TL) n/a - n/a 999 Horz(TL) 0 02 9 n/a n/a PLATES GRIP MT20 220/195 Weight 1781b FT = 0%) LUMBER TOPCHORD 2X6DFSSG BOTCHORD 2X6DFSSG WEBS 2 X 4 DF Stud/Std G BRACING TOP CHORD BOT CHORD Structural wood sheathing directiy applied or 5-9-11 oc puriins Rigid ceiling direcUy applied or 5-2-12 oc bracing REACTIONS Aii beanngs 30-0-0 (lb)- Max Honz 15=829(LC 11) Max Uplift Aii uplift 100 ib or less at joint(s) except 15=-876(LC 15), 13=-475(LC 11), 12=-648(LC 17), 11=-772(LC 14), 10=-275(LC 18), 9=-552(LC 18), 14=-411(LC 12) Max Grav All reactions 250 ib or less at jomt(s) except 15=903(LC 27), 13=796(LC 27), 12=1230(LC 10), 11=1449(LC 26), 10=797(LC 26), 9=668(LC 9), 14=663(LC 9) FORCES (ib) - Max Comp /Max Ten - Aii forces 250 (ib) or less except when shown TOP CHORD 1-16=-1635/1612, 2-16=-926/918, 2-17-2195/2165, 3-17=-1088/1084, 3-18=-1628/1627, 4-18=-489/561, 4-19=-1238/1264, 5-19-1841/1991, 5-20=-1798/1829, 6-20=-444/467, 6-21 =-590/623, 21-22=-586/606, 7-22=-1952/1965, 7-23=-506/1429, 23-24=-1798/1792, 8-24=-1799/1792 BOT CHORD 15-25=-776/745, 14-26=-1641/1637, 13-26=-565/560, 13-27=-816/819, 12-27=-1293/1295, 12-28=-2130/2172, 11-28-968/1010, 11-29=-2752/2760. 10-29=-750/757, 10-30=-2317/2317, 9-30=-946/946 WEBS 3-13=-1010/790, 3-12=-1701/1688, 4-12=-649/236. 5-12=-2120/2072, 5-11 =-2402/2339, 6-11 =-746/242, 7-11 =-1785/1764, 7-10-1179/781, 8-10-1848/1856, 2-13=-1368/1369, 1-15=-902/877, 1-14-1835/1851, 2-14-686/522, 8-9=-637/571 QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEW THE INPUT LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW NOTES 1) Unbalanced roof live ioads have been considered for this design 2) Wind ASCE 7-05, 90mph, TCDL=6 Opsf, BCDL=4 2psf, h=25ft, Cat II, Exp C, enclosed, MWFRS (low-nse) gable end zone, cantilever left and nght exposed , end verticai left and right exposed. Lumber D0L=1 33 piate gnp D0L=1 33 3) Gable requires conUnuous bottom chord bearing 4) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live ioads 5) A piate raUng reduction of 20% has been applied for the green lumber members 6) This truss is designed in accordance with the 2009 InternaUonai Residential Code sections R502 11 1 and R802 10 2 and referenced standard ANSI/TPI 1 7) This truss has been designed for a moving concentrated load of 250 Olb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads 8) This truss has been designed for a totai drag ioad of 430 pif Lumber D0L=(1 33) Piate gnp D0L=(1 33) Connect truss to resist drag ioads along bottom chord from 0-0-0 to 27-8-8 for 430 0 plf 9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the anaiysis and design of this truss 10) Hanger(s) or other connection device(s) shaii be provided sufficient to support concentrated ioad(s) 290 ib down and 73 ib up at 10-0-0, and 530 Ib down and 134 Ib up at 19-0-0 on top chord The design/selection of such connecUon device(s) is the responsibility of others ConUnued on page 2 July 17,2012 ^ WARMNQ Verify design parametera and READ NOTES ON THIS Aim INCLUDED MTTEK REFERENCE PAQB MIT7473 BBFORB USB. Design valid for use only with MiTek connectors This design is based only upon parameters shown, and is for an individudl building component Applicability of design parameters and proper incorporation of component is responsibility of building designer - nof truss designer Bracing shown IS for lateral support of individudl web members only Additional temporary bracing to insure stability dunng construction is the responsibillity of the erector Additional permanent bracing of the overall staicture is the responsibility ot the building designer For general guidance regarding fabncation, quality control storage, delivery erection and bracing consult ANSl/TPil Quality Criteria. DSB-89 and BCSI Buiiding Component Safety Information available from Truss Plate Institute 781 N Lee Street, Suite 312 Alexondnd VA22314 If Southern Pme (SPof SPp) lumberis specified, the design values are those effective 0S01/2O12 fay ALSC or proposed by SPIS. MiTek' 7777 Greenback Lane. Suite 109 CitniS Heights, CA, 95610 •Job Truss Truss Type Qty Ply 00 R34843152 00756 T02K FLAT 2 1 Job Reference (opUonah Mission Truss, Lakeside, CA 7 250 s Aug 25 2011 MiTek Industries, Inc Mon Jui 16 14 04 20 2012 Page 2 ID YLJow9Wj7U1GR6OH2jJy8mzsOOy-zs8OdVY6qAaN2CJdScqD18wNQg0ao7EgDtBhZbyxRcf NOTES 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B) LOADCASE(S) Standard 1) Regular Lumber increase=1 25, Piate lncrease=1 25 Uniform Loads (pif) Vert 1-4=-70, 4-8=-70, 9-15=-14 Concentrated Loads (Ib) Vert 4-290(F)21=-530(F) ^ WARMNQ Verify design parameters andREAD NOTES ON THIS AND INCLUDED MTEK REFERENCE PAQE MI 7473 BEFORE USB. Oesign valid for use only with tvliTek connectors This design is bdsed only upon parameters shown, and is for on individual building component Applicability of design pdrdmeters and proper incorporation of component is responsibility of building designer - not truss designer Bracing shown is for loteral support of individudl web members only Additionol temporar/ bracing to insure stability during construction is the responsibillity of the eiectoi Additional permanent bracing of the overall stnjcture is the responsibility of the building designer For general guidance regcrding fabncation, qualify control, storoge, delivery, erection and brocing, consult ANSl/TPll Quality Criteria, DSB-89 and BCSi Building Component Safety information available from Truss Plate Institute, 781 N Lee Street, Suite 312 Alexandra VA22314 If Southern Pme I SP or SPp) lumberis specified, the design values are those effective 06101/2012 by ALSC or proposed by SPIB, MiTek 7777 Greenback Lane, Suite 109 Citrus Heigtits, CA, 95610 •Job Truss Truss Type Qty Piy 00 R34843153 00756 T03A MONO TRUSS 19 1 Job Reference (optionall Mission Truss, Lakeside, CA 7 250 s Aug 25 2011 MlTek Industries, Inc Mon Jul 16 14 04 21 2012 Page 1 ID YLJow9Wj7U1GR60H2jJy8mzsOOy-R2imqrYkbTlEfMupOJLSqLTWj4EHXaNpSXwF61yxRce 11-0-9 I 16-3-0 I Scale = 1 27 2 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) l/defi Ud PLATES GRIP TCLL 20 0 Plates increase 1 25 TC 0 50 Vert(LL) -0 14 5-6 >999 240 MT20 220/195 TCDL 140 Lumber Increase 1 25 BC 0 70 Vert(TL) -0 54 5-6 >354 180 BCLL 00 • Rep Stress Incr YES WB 0 48 Horz(TL) 0 08 5 n/a n/a BCDL 100 Code iRC2009/TPi2007 (Matnx) Weight 6! J ib FT = 0% LUMBER TOP CHORD 2 x 4 DF No 1 G BOTCHORD 2x4DFNo2G WEBS 2 X 4 DF Stud/Std G REACTIONS (Ib/size) 7=702/0-3-8 (mm 0-1-8), 5=702/0-3-8 (min O-1-i Max Horz7=39(LC 5) Max Upiift7=-140(LC 3), 5=-143(LC 5) BRACING TOP CHORD BOT CHORD WEBS Structural wood sheathing directiy applied or 3-10-0 oc purlins, except end verticals Rigid ceiling directiy applied or 8-2-0 oc bracing 1 Row at midpt 2-7, 3-5 MlTek recommends that Stabilizers and required cross bracing be instaiied dunng truss erection, in accordance with Stabilizer InstallaUon guide FORCES (Ib) - Max Comp /Max Ten - Aii forces 250 (ib) or less except when shown TOP CHORD 2-3=-2437/369 BOT CHORD , 6-7=-565/2419, 5-6=^87/2034 WEBS 2-7=-2239/527, 2-6=0/312, 3-6=0/653, 3-5=-2092/501 NOTES 1) Unbalanced roof live loads have been considered for this design i 2) Wind ASCE 7-05, 90mph, TCDL=6 Opsf, BCDL=6 Opsf, h=25ft. Cat 11, Exp C, enciosed, MWFRS (low-nse) gable end zone, cantilever left and nght exposed , end verticai left and right exposed. Lumber D0L=1 33 piate grip D0L=1 33 3) This truss has been designed for a 10 0 psf bottom chord live ioad nonconcurrent with any other live ioads 4) * This truss has been designed for a live load of 20 Opsf on the bottom chord in aii areas where a rectangle 3-6-0 tail by 2-0-0 wide will fit between the bottom chord and any other members 5) A piate rating reducUon of 20% has been applied for the green lumber members 6) This truss is designed in accordance with the 2009 international Residential Code sections R502 11 1 and R802 10 2 and referenced standard ANSi/TPi 1 7) "Semi-ngid pitchbreaks with fixed heels" Member end fixity model was used in the anaiysis and design of this truss LOADCASE(S) Standard July 17,2012 ^ WARmHQ Venfy design parameters and READ NOTES ON THIS AND INCLUDED mTEK REFERENCE PAQE MI-7473 BBFORB USB. 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 porometers and proper incorporation of component is responsibility of building designer - not truss designer Brdcing shown IS for loteral support of individual web members only Additionol temporary bracing to insure stability during construction is the responsibillity of the erector Additional permanent bracing of the overall stnjcture is the responsibility of the building designer For general guidance regarding fabrication, quality control storage delivery erection ond brdcing, consult ANSl/TPll Quality Criteria, DSB-89 and BCSI Building Component Safety information available from Truss Plate Institute, 781 N Lee Street, Suite 312, Alexondnd, VA 22314 If Southern Pine {SPor SPp) lumber is specified, the design values are those effective l)6<tlV2012 tiyALSC or proposed by SPIB. MiTek 7777 Greenback Lane, Suite 109 Citrus Heigtits, CA, 95610 Job Truss Truss Type Qty Piy 00 R34843154 00756 T03B MONO TRUSS 2 1 Job Reference (optionall Mission Truss, Lakeside, CA 7 250 s Aug 25 2011 MlTek industnes, inc Mon Jul 16 14 04 22 2012 Page 1 ID YLJow9Wj7L/1GR6OH2jJy8mzsOOy-vEG81BZMMnq4HWT7Z1shN20eLUVyGyayhBgoeTyxRcd LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) l/defi L/d PLATES GRIP TCLL 20 0 Plates increase 1 25 TC 0 70 Vert(LL) 0 21 5-6 >901 240 MT20 220/195 TCDL 14 0 Lumber increase 1 25 BC 0 99 Vert(TL) -0 57 5-6 >333 180 M18SHS 220/195 BCLL 0 0 * Rep Stress incr YES WB 0 81 Horz(TL) 0 09 5 n/a n/a BCDL 10 0 Code iRC2009/TPi2007 (Matnx) Weight 68 ib FT = 0% LUMBER TOP CHORD BOT CHORD WEBS REACTIONS 2 x4 DF No 1 G 2x4DFNo2G 2 X 4 DF Stud/Std G 'Except* 2-7 2 X 4 DF No 2 G (ib/size) 7=702/0-3-8 (mm 0-1-8), 5=702/0-3-8 (mm 0-1-8) Max Horz7=39(LC 16) Max Uplift7=-732(LC 11), 5=-521(LC 16) Max Grav7=1295(LC 10), 5=1080(LC 9) BRACING TOP CHORD BOT CHORD WEBS Structural wood sheathing directiy applied or 2-9-13 oc puriins, except end verticals Rigid ceiling directiy applied or 2-2-0 oc bracing 1 Row at midpt 2-7, 3-5 MlTek recommends that Stabilizers and required cross bracing be instaiied dunng truss erection, in accordance with Stabilizer Instaiiation guide QUALIFIED BUILDiNG DESIGNER OR PROJECT ENGINEER SHALL REVIEW THE INPUT LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW FORCES (Ib) - Max Comp /Max Ten - Aii forces 250 (ib) or less except when shown TOP CHORD 1-2=-2392/2220, 2-3=-4047/1976, 3-4=-2183/2174 BOT CHORD 6-7=-3176/5377, 5-6=-2353/3900 WEBS 2-7=-5148/3425, 2-6=-1270/1481, 3-6-1135/1685, 3-5=-3701/2110 NOTES 1) Unbalanced roof live ioads have been considered for this design 2) Wind ASCE 7-05, 90mph, TCDL=6 Opsf, BCDL=6 Opsf, h=25ft. Cat 11, Exp C, enciosed, MWFRS (low-nse) gable end zone, cantilever left and right exposed , end verticai left and nght exposed. Lumber D0L=1 33 piate gnp D0L=1 33 3) All plates are MT20 plates unless othenAiise indicated 4) This truss has been designed for a 10 0 psf bottom chord live ioad nonconcurrent with any other live loads 5) * This truss has been designed for a live ioad of 20 Opsf on the bottom chord in aii areas where a rectangle 3-6-0 tail by 2-0-0 wide will fit between the bottom chord and any other members 6) A piate raUng reducUon of 20% has been applied for the green lumber members 7) This truss is designed in accordance with the 2009 InternaUonai Residential Code sections R502 11 1 and R802 10 2 and referenced standard ANSi/TPi 1 8) This truss has been designed for a totai drag ioad of 430 plf Lumber DOL=(1 33) Plate grip D0L=(1 33) Connect truss to resist drag loads aiong bottom chord from 0-0-0 to 16-3-0 for 430 0 plf 9) "Semi-ngid pitchbreaks with fixed heels" Member end fixity model was used in the anaiysis and design of this truss LOADCASe(S) Standard July 17,2012 ^ WARMNQ Verify design parameters and READ NOTES ON THIS AND INCLUDED MTEK REFERENCE PAQE MI 7473 BEFORE USE. Design valid for use only with MiTek connectors This design is bdsed only upon parameters shown, and is for on individudl 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 individudl web members only Additional temporary bracing to insure stability during construction is the responsibillity of the elector Additional permanent bracing of the overall stnjcture is the responsibility of the building designer For general guidonce regarding fdbncation, quality control, storage delivery, erection and bracing, consult ANSi/TPil Quality Criteria, DSB-89 and BCSI Building Component Safety Information ovallable from Truss Plate Institute 781 N Lee Street Suite 312, Alexandna. VA 22314 If Southern Pine (SPor SPp) lumberis specified, the design values are those effective 06itlW2012 by ALSC or proposed by SPIB, MiTek' 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95610 Symbols PLATE LOCATION AND ORIENTATION Center plate on [oint unless x, y offsets are indicated Dimensions ore in ft-in-sixteenths Apply plates to both sides of truss and fully embed teeth r i For 4x2 orientation, locate plates 0- Vi^' from outside edge of truss This symbol indicates the required direction of slots in connector plates * Plate location details available in MiTel< 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 .<;i4<>. Indicated by symbol shown ond/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 beanngs occur Industry Standards: ANSI/TPI 1; National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89' Design Standard for Bracing BCSI Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses Numbering System 6-4-8 dimensions shown in ft-in-sixteenths (Drawings not to scale) TOP CHORDS BOnOM CHORDS 7 JOINTS ARE GENERALLY NUMBERED/LEHERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LEnERS. PRODUCT CODE APPROVALS ICC-ES Reports ESR-1311, ESR-1352, ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 Southern Pine lumber designations are as follows: SYP represents current/old values as published by AWC in the 2005/2012 NDS SPp represents SPIB proposed values as provided in SPIB submittal to ALSC dated Sept 15, 2011 SP represents ALSC approved/new values with effective date of June 1, 2012 (2x4 No 2 and lower grades and smaller sizes), and all MSR/MEL grades © 2012 MlTek® All Rights Reserved MiTek MlTek Engineering Reference Sheet MII-7473 rev 01/18/2012 £k General Safety Notes 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 ttiemselves may require bracing, or alternative Tor I bracing should be considered 3 Never exceed tfie design loading shown and never stack matenals on inadequately braced trusses 4 Provide copies of this truss design to fhe 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 locahons ore regulated by ANSi/TPi I 7 Design assumes trusses will be suitably protected from the environment in accord with ANSl/TPl 1 8 Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabncation 9 Unless expressly noted, this design is not applicable for use with fire retardant, preservahve freated, or green lumber 10 Camber is a non-structural consideration and is the responsibility of truss fabncator General prachce is to camber for dead load deflection 11 Plate type, size, onentohon 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 specihed 13 Top chords must be sheathed or puriins provided at spacing indicated on design 14 Bottom chords require lateral bracing at 10 ft spacing, or less, if no ceiling is installed, unless othenvise noted 15 Connections not shown ore the responsibility of others 16 Do not cut or alter truss member or plate without pnor approval of on engineer 17 Instail 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 I Quality Cntena