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Home My WebLink AboutTRUSS SPECS - 08-00013 - 821 Griffin - New SFRCOMPANY: AMERICAN HOME PARTNERS CUSTOMER ADDRESS: 4668 CEDAR BUTTE RD REXBURG, ID 83440 MAMER/CAN HOME PARTNERS DATE: 1/9/2008 RE: SEALED TRUSS ENGINEERING IMPORTANT INFORMATION! PLEASE DO NOT DISCARD PLEASE FIND ENCLOSED THREE SETS OF SEALED TRUSS ENGINEERING. PLEASE DO NOT DISCARD THESE DOCUMENTS. PLEASE FEEL FREE TO CALL WITH ANY QUESTIONS OR CONCERNS. MANY THANKS! LAINEY 1/9/1008 9.35 AM 6210 Dollarway Road Ste 5 USTON Pine Bluff, AR 71602 Ar UILDING o ONCEPTS, Inc, 800-844-5871 MEMBER •• s-eac-aaasen Fax:870-536-2329 W °°dT,o, C ... al HATIONVIDE SERVICE lainey@cbctruss.com 1-888-844-5871 Aum TRUSSES ♦ LAMINATED REAMS ♦ cUSTON HMSE PLANS TO: DUANE ADAMSON FROM: LAINEY HOWARD COMPANY: AMERICAN HOME PARTNERS CUSTOMER ADDRESS: 4668 CEDAR BUTTE RD REXBURG, ID 83440 MAMER/CAN HOME PARTNERS DATE: 1/9/2008 RE: SEALED TRUSS ENGINEERING IMPORTANT INFORMATION! PLEASE DO NOT DISCARD PLEASE FIND ENCLOSED THREE SETS OF SEALED TRUSS ENGINEERING. PLEASE DO NOT DISCARD THESE DOCUMENTS. PLEASE FEEL FREE TO CALL WITH ANY QUESTIONS OR CONCERNS. MANY THANKS! LAINEY 1/9/1008 9.35 AM Proposal No. 073723 Page 1 Of Est. By Plan X Phone _ WATTS 800.844-5871 Office 870-536-5871 USTOM 'UILDING . ONCEPTS,Inc. MOS H aELIVONES NATIONWIDE SERVICE Fax 870-536.2329 1 • P.O. BOX 20756 WHITE S ADAMSON,DUANE H REXBURG ID 83440 1 P T TOM OR EVELYN 0 Phone 203-699-3947 [ ) Fax 203-699-3948 Ouse Type AR 71612-0756 PARKER A -2X6 -ST -NO 12/07/07 1 12/11/07 1 24" O.C. I Per Local Code I Como Shingle I I I PRODUCT LIABILITY INSURANCE EXTENSION ERRORS SUBJECT TO CORRECTION Mark Qty San Pilch Description OH Cant NOTE: TRUSSES HAVE 2 X 6 BRG. & 7" HEELS Tt 3 29-6-0 6112 COMMON 12"112" 6A 7 29-6-0 _ 6112 COMMON: OVERHANG ONE SIDE ONLY 126/0 Tt B 2 29-6.0 6/12 VAULT: SEE PROFILE 12"/12" T'IC 4 29-6-0 6/12 VAULT: SEE PROFILE, 5 - 6 - 0 CANT 12"/12" 61) 7 29-5-0 _ 6112 STUB COMMON: STUB TO 23.7 - 8 010 G1 1 29-6 - 0 6/12 GABLE END 12"/0 G1 A T2 1 --29-6-0 6/12 STUB GABLE: STUB TO 23 - 7.8 0/0 1 13-6-0 6/12 COMMON_ 12"/12" T2X 1 13-6-0 8/12 GIRDER: CARRIES SEVEN T .1 - A'S, SEE LAYOUT 0/0 T2XX 1 13-6-0 6/12 GIRDER: CARRIES SEVEN T - 1- D'S, SEE LAYOUT 0/0____ G2 2 13 •8. 0 6/12 GABLE END 12"/12" T3 7 22 - 0 - 0 _ 6/12 COMMON 12112"_—_—_ T3A 4 22 - 0 - 0 6/12 COMMON: OVERHANG ONE SIDE ONLY 0/12" _ 1 22 - 0 - 0 _ 6/12 GABLE END 12"/12" _G3 G3A 1 8-0-6 6/12 MONO GABLE END _ 8/12 VALLEY TRUSS 6/12 VALLEY TRUSS 0/12" _ V2A V28 2 9 - 6 - 0 2 -6-0 SR1 2 _5 116-10- 0 3/12 SHEETROCK NAILER: MATCHES UNDERSIDE OF VAULT /- 14 HANGER TO CARRY T -1-A & T -1- D'S Accepted by Date Purchasing Agent SCOTT HOWARD Salesperson THIS PROPOSAL MAY BE WITHDRAWN IF NOT ACCEPTED WITHIN 15 DAYS Project ADAMSON, DUANE 8 -L -9Z Q TRUSS DRAWINGS PROJECT: 2 CBC/ 12- 7/ CG/( ID) FILE NAME: F -812891 -2007 -(S) -(ID) The attached truss drawings are for the above referenced project. The seal on these drawings indicate acceptance of professional engineering responsibility solely for the attached truss components as they are drawn. The suitability and use of each individual component for any particular building is the responsibility of the building designer, per ANSI/TPI 1-2002 Chapter 2. My license renewal date for Idaho is August 31, 2009. PE Original Signed By: Andrew J Herseth Date Original Signed: (2-20-0'f The original document is stored in River Heights, Utah in the presence of Andrew J Herseth per Idaho Code 54-1215. The file name and page numbering below nate the total number of pages included in this document. F -812891 -2007 -(S) -(ID) Page 1 of 32 Job In (lac) nus Ply PLATES GRIP CBG1 -7 I) -0.09 7.8 0812891 :Ai _ ROOFTRUSS .. 1 2 Job Rerxatee 180 3--15 3.2-1 ed n 7.OWsMy2920UNTektrduddee,Inc. Thu Deo20W.53,342007 Paget 3.2.1 3.8.15 as . --' -- -_ .. ad 3815 3.2.1 3.2.1 3815 LOADING(Iuf) SPACING 2-0-0 C& TCLL 35.0 Pontes Increase 1.15 TC 0.34 (Roof Snowd15.0) Lumber Increase 1.15 BC 0.97 TCDL SO Rep Stress lncr NO WB 0.79 SCLL 0.0 Code IRC2006ITP12002 (%W4 BCDL 9.0 _ LUMBER TOP CHORD 2 X 4 SPF 165OF 1.5E BOT CHORD 2 X 6 OF No.2 WEBS 2X4SPF-S StudlStd'E2cept' W3 2 X 4 SPF 1650E 1.5E WEDGE Left: 2 X4 SPFS SIuc/Std, Right: 2 X 4 SPFS SWStd REACTIONS (lb(sim) 1=5167th-5-,5=5182/086 Mex Harz 1=41(LC 6) Mex Uplifts=1221(LC 3), 5=1043(LC 3) DEFL In (lac) Ilde8 Ltd PLATES GRIP Ven(LL) -0.09 7.8 0999 240 Mr20 181123 VedJI-) -0.14 7-8 0999 180 Horz(TL) 0.05 5 n1a n/a Weight: 122 lb BRACING TOPCHORD Structural wood sheathing cirec6y spelled or 5.2-7 oc pudlns. BOT CHORD Rigid telling dreotiy applied a 6 -"co bracing. FORCES (Ib)-McAmum CamprmsiaVMagmum Torsion TOP CHORD 1.2=7683/1788, 2.3=5577/1225, 34=557711267, 4-5=7883!1818 BOT CHORD 1.8=151&8571, 7-=1518/6571, 6.7=132816571, 5-=1323'6571 WEBS 2 -8-747/2163,2.7-195&524,3-7=128414597,4-7=189&302,4-6=749/2i63 NOTES 1) 2 -ply truss to be connected togalher with 10d (0.131WI nails as follows: Top chords connected as follows: 2 X 4.1 row at 0.9-0 m. Bottom chords connected ant follows: 2 X 6 - 2 rows at 0.7-0 oc. Webs connected as follows: 2 X 4.1 row at 0-90 co. 2)All loads are corsldered equally applied to all pllas, except if noted as front (F) or back (B) face in the LOAD CASE($) section. Ply to ply connections have been proNded to distribute only loads noted as (F) or (8), unless o81erw(se indicated. 3) Wind: ASCE 7-05; Wmph; h-25ft; TCDL=4.8psf; BCDL=4.6psf Category 11; Esy C; enclosed; LMFRS; Lumber DOL=1.33 plate grip DOL=1.33. 4) TCLL: ASCE 7-05; Pf-35.0list (eat roof snov4: Category 9; Eby C; Fully E)p.; Ct=1 5) Unbalanced snag loads hese been considered for this design. 6) This buss has been designed for a 10.0 pat bottom chord the load noncancurrenl with arty other the loads. 7) This truss requires plate Inspection per the Tooth Count McBad when this truss is chosen for quality esswence Inspection. 8)' This truss has been designed for a live food or 20.Opsf on the bottom chord in all arses where a rectangle 380 tall by 2-00 vide will At between the baton dad and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1221 Ib uplift at Joint 1 and 1043 lb uplift at A. 10) This triussiisss1ccdesigned In accordance with the 2006 International Residential Code section R502.11.1 and 8802.10.2 and referenced Car1��Pf�Wpl 1. sesta r7hP Thisdesigo is based solely an parameters shown, and is form individual building component not anuss system Appli abiSry ofdesign paramesm and suiubiety for this individual component and its loads are she responsibility of she building designer. This truss munbe installed and loaded vertically. Bracingshownisfof the lateral support ofindividud webnpmbersonly. The top and bouomehords are luually braced by rigid sheathing unless noted otherwise. Addifimelpermaneat brining of the overall structure is the responsibility of the building designer. ThecrmwrisaspondblefwternpmWbmemgtoinsanenabdisyduringwnsmodon. 1 Fa general guidance regadivg atasgo, handling emtim and basing mnseltthe following documents ANSVfPl 1-2003 and DS&99 available 6om Tun Floe Institute, 219 N. Lee Street Suite 312, Alesmdris, VA 22314 / wwar.t ane.ag/ PH 703-683.1010 also consuls the SCSI 1-03 available fiom Wood ream Conned of America, 6300 Enterprise Lane, Madison, W1 53719/www.woodhms.com / PH 608-274.4849 F -812891 -2007 -(S) -(ID) Page 2 of 32 NOTES 11) Girder carries dein span(s): 2880 from 0.0.0 to 13-60 LOAD CASES( Standard 1) Snow: Lumber Inaeese=1.15, Plate 4icreese=1.15 Uniform Loads (pp Vert: 1-3-86,3-5-M. 15=706(F=69o) • WARNINC— READ ALL NOTES ON THIS PAGE AND THE ATTACHED GENERAL TRPSS NOTEN PACE BEFORE HANDLING TRUSSES This design is based solely m parameters shoves, ands for an individual building component not a runs system Applicability ofdmp parameter and suitability fa this individual component and its loads are the responsibility ofthe building designer. Thisu must be installed and loaded vertically. Braring ahowv is for the lateral support ofiedividual web members only. The top and bottom chords we laterally braced by rigid sleuthing unless nmm otherwim. Additional pesmmeot bracing ofthe overall structure is the responsibility ofthe budding designer. The armor is responsible for terporary bracing to insure stability during conswetion. For general guidance regarding storage, hanNing, erectim and brae a consult the following documents ANSVrPI 1-2003 mdDS089 available from Truss Pule Institute, 218 N. Lee Street, Suite 312, Alexandde, VA 22314 / wwwapinsrorg) PH 703-683-1010 also consult the SCSI 1-03 available from WoodTmm Cmndl of Amaioa.6300 Enterpdw Lena, MadiwM WI 53719 /www.waadtmss.mm / PH 60&274-0949 F -812891.2007 -(S) -(ID) Page 3 of 32 NOTES 13) This truce la designed In accordance Roth the 2006 Intemadwal Reside dial Code eectlone R50211.1 and R802.102 and referenced idandardANSVFPI 1. LOAD CASES) Sbasldard ♦WARNING—READ ALI. NOTES ON THIS PAGEANDTHE ATTACHED GENERAL TRUSS NOTES PAGE BEFORE HANDLffiGTRUSSES This dedgi is brand solely on paremeren shows, and is form individual building component not a wss system. Applicnhiliryofdedgnpassmeten and suimbiliry for this individual component and is loads are the enspomibility ofthe building designer. This was must be installed and loaded vertically. Bracing shown isfor the lateral support ofiralMdual web members orgy. The top andbonom chords am laterally braced by rigid sheadting unless noted otherwise. Addidonalpermevent bracing ofthe overall strucnucis therespmo b0ityofthebuildingdesigner. Ile erector is responsible for temporary bracing coinsure Readily during construction. For general guidance regarding storage, handling, erection and bracing cansultthe following domtnmts ANSVTPI 1-1001 and DS&89 available fiom Truce Plate Ingimm, 218 N. Lee Sttwt, Suite 312, Alam rdria. VA 213141 www.ryinst.org I PH 703-683.1010 also cm,gdtthe 8CS11-03 available f ora Wood Truss Council ofAmerica, 6300 Enterprise Lana,Nadison, W1 537191w .woodhusacom I PH 608.274-4849 (-812891-200748)-(ID) Page 5 of 32 l 4-00 , 4&7 , 11-0-0 _ ,&49 1.22.0-0 + 24-0-0_� 2-00 66-7 649 669 5.6-7 2.0.0 sunk -WA W = Lane 1' se= sm= 1.50 1, 667 T 110.0 , 1669 1 22.00 l 587 649 669 541-7 LOADING(pa0I SPACING 2-0-0 CSI TCU. 35.0 Raises Increaseso 1.15 TO 0.75 (Roof Snaw95.0) Lumber Increase 1.15 SC 0.39 TCOL 8.0 Rep Straw lncr VES WS 0.65 BOLL 0.0 was nn Code IRC200VrP12002 (Mabiz) LUMBER TOP CHORD 2 X 4 SPF 1650E 1.5E BOT CHORD 2 X 4 SPF 1660F 1.5E WEBS 2 X 4 SPFS Stud/Std WEDGE Left:2 X4 SPFS S8M/Sld. Right:2 X 4 SPFS Studflind REACTIONS (Ibtslze) 2=1298/0-48, 6=1298tO48 Max Hcrz2-87(LC 8) Max Uglft2=156(LC 7), 6=156(LC 8) Max Grw2=1312(LC 2), 6=I3I2(LC 3) DEFL In (Ion) Vdafl Ltd PLATES GRIP VwHLL) -0.07 610 >990 240 MT20 1891123 VOTL) -0.13 8-10 >999 180 Haz(7L) 0.05 6 Net Ne Weight: 821b BRACING TOP CHORD Structural wood sheathing directly applied a 4-11-0ac purl BOT CHORD Rod ceiling directly applied or 104-0 oc bracing. FORCES (Ib)- MaHmum Canpresslon/A4Nmum Tension TOPCHORD 1-2=/112.23=1821180, 34=1257/103, 45=1257/103, 58--1821/81, 6-7=0t112 BOTCHORD&11=8M1489,10-11=-84n489,9-10=5I14e9, 68=5n489, 68'-8/1489 WEBS 3-11 201, 3.10=609/82, 4.10.OFOA 410--609!82, 48-O201 NOTES 1) Wind: ASCE 7-05; gOmph; h=25ft; TCDL-4.8psf; SCOL -4.8W,, Category II; Exp C; enclosed; tvTWFRS; Lumber DOL=1.33 plate grip DOL=1.33. 2) TCLL: ASCE 7-06; P4-35.0 psf (flat roof snow); Category It EKp C; Fully E>q.; Ct=1 3) Unbalanced snow beds have been considered for this design. 4) This thus has been designed for greater of min roof Ilve load of 16.0 tied or 2.00 times flat taodloed of 35.0 psfon overhargs nort-ccncurtent with other live loads. 5) This trusts has been designed for a 10.0 psf bottom chord live Icad nancOnaumonl Wth enyofw the loads. 6) This Was requires plate Inspecti per the Toch Count Method when this trusts is chosen fa qudityassurance inspection. 7)' This truss has been designed for a live load of 20.Opsf on the bottom chard in all arose where a rectangle 380 tall by 2-0-0 wide will fit between fire bottom chord and any atter members. 8) Provide mechanical connection (by others) ot truss to beating pale capable of wlthstending 156 do uplift at joint 2 and 166 to uplift at joint 6. 9) This Was is designed In accordance Wit the 2006 Interregional Residential Cade sections R502.11.1 and 860210.2 end referenced LOAD CASE(S) Standard • WARNING- READ ALL NOTES ON THIS PAGE AND THE ATTACHED GENERAL TRUSS NOTES PAGE. 9"*ORE HANDLING TRUSSES This design is bash solely on parameters showq and is for an individual budding component not a miss system Applicability ofdesign parameters and suitability for this individual component and its loads are the responsibility ofshebuildingdesigaer. Thishussmuabeinstalledandloadedverdcdiy. Bracing shown is for the lateral support ofirdwidtid web member only. The top and bonnet chords ere laterally, braccdby d&d sheathing unless noted otherwise. Additionalpcommem brides ofhbe overall sauonae is the responsibility ofthe building design. Tbeerecmris responsible for temporary bracing to mime stability during construction. For gmecd goideom regardlog storage, handing, aectaa and bracing consult the followingdocurnents ANSUTPI 12002 and DS&89 available from Tran Plata Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 27314 / www.tpinR.org / PH 703683.1010 also consult the SCSI 1.03 available f ora Wood Tmss Council ofAmedea, 6300 Eomton Lana Madisms, W153719 / www.woedtrms.com/ PH 60B-274-4849 F -812891 -2007 -(S) -(IDI Pace 6 of 32 G1 2-0.0 1140 I e 2240 11-0-0 240 sm.,:41.8 M'I W= 22.0-0 LOADING(psp I SPACING 240 C81 DEFL In (lac) Ilde11 L/d PLATES GRIP TCLL 35.0 (Roof Sfla'/P-35.0) Plates lnoeesa iA5 TO 0.11 Vwt(LL) 0,10 15 ntr 90 MT20 1391123 TCOL 8.0 Lumber lncrees0 1.15 SC 0.34 Ven(TL) -0.11 15 ntr 80 SCLL 0.0 Rep Stress, Ina NO WE 0.17 Hors(TL) 0.00 14 Na Na BCDL 3.0 Code IRC20OWPMM (Metr60 Wind(LL) 0.04 15 nh 120 Weigh: 90 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 16WF 1.5E TOP CHORD Structu al woad sheathing directly applled or 6.0-0 oc pudins. BOT CHORD 2 X 4 SPF 1650E 1.5E BOT CHORD Rigid calling directly applied a 6.0-0 oc bracing. OTHERS 2 X 4 SPF -S Stud/Std WEDGE Left 2 X 4 SPF -3 Stud/Std, Plight:2 X4 SPFS SbldStd REACTIONS (lb/size) 2 332240, 22=11K)W-0-0, 23 -203/22 -0 -0,24 -20=240.25 -196122 -0 -0,2a -23&224Q 27=7022-0-0, 21--2=40,2D-20(W2-". 19=186/22-0-0, 17=133/22-0-0, 16-702240,14=4332240 MaxHorz2=87(1.CB) MaxUp1ift2-123(LC 7), 23=30(LC 7), 24=-37(LC 7), 25-30(LC 7), 26=48(LC 7), 27=314(LC 9), 21=28(LC 8), 20=37(LC 8), 19=30(!.0 8),17=-46(LC 8),16=474(LC 9), 14-146(LC 8) Wax Gra ,2.721(LC 9), 22=18((LC 1), 23-290(LC 2), 24.285(LC 2), 25=210(LC 2), 26=136(LC 1), 27=72(LC 5), 21-296(LC 3), 20=285(LC 3), 19=210(LC 3),17=236(LC 1),16=73(LC 8),14=721(LC 9) FORCES 0b)-Madmum Csmoresecri/ iedmlan Tension TOPCHORD BOT CHORD WEBS 11-19=182151, 12-17=18850, 13.16=37/156 77,6-7=4W, 7-8=871116,8-9-6711 11. 13-14=104/16, 1415-01111 -2191, 21-22=2191, 20-21=2/91,19-20-2191. 3-27=371156.9-21-264147, il)-20=252168, NOTES 1) Wind: ASCE 7-05; 90mph; h-1611; TCDL-4.8psh 8CDL=4.8psf,, Category II; EsP C. enclosed: Ms"/FRS; Lumber DOL -1.33 plate grip DOL=1.33. 2) Truss designed for YAnd loads In the plane of the truss only. For studs egaesed to wind (normal Loth@ face), see MTek "Standard Gable End Ooail' 3) TCLL: ASCE 7-05; Pf=35.0 Pat (1111 root snow); Category Il; E)p C; FUN Exp.; Ct=1 4) Unbalanced snow loads hav9 been considered for this design. 5) This truss has been designed for greater of min roof live load of 16.0 psf a 2.00 times list roof load of 35.0 pill on overhangs non -concurrent vitt other live loads. 6) This buss has been designed fa a 10.0 Pat bottom chord live load nalcancurrent With any other live loads. 7)Ali plates are 1.5x4 W20 unless otherwise indicated. 8) This t1Uss requires plate inspection per the Tooth Count Method when this truss is chosen for quality Rest twos Inspection. Lp��rttlntxus bottom Wad bearing F6 AWARNIN 3 —READ Aid, NOTES ON TY:IS PACE AND THE ATTACHED GENERAL TRUSS NOTES PAGE BEFORE HANDIJNG TRUSSES This design is based solely on parameter shown, and is fa an individual building component not a ones system Applicability ofdenign pareneters and suitability fm this individual component and its loads are the responsibility ofthe budding designer. This wassmustbe installed and loaded vertically, Braciagshownisfor the Israel support ofindividual web members only. The top and bottom fiords see laterallybrecedby rigid sheathing unless rated otherwise. Additionelpmsnm¢nt bracing ofthe overall structure is the respmsibtity of the budding dmipa. The erector is responsible for temporary bracing to inure stability during construction. For general guidance regarding storage, handling, erection and bracing consultthe following documents ANSIfFP11.2002 and DSB-89 available Som Truss Plass, lnstmt0. 218 N. Lm Street, Suite 312, Alc,-WW,ia VA 22314 / www.tpinst.mg/ PH 703-683-1010 calm consult the BC511.03 oWable from Wood Truss Council ofAmedca, 6300 Enterprise Lang Madison, W1537191 www.woodwss.com/ PH 608.2744849 F -812891 -2007 -(S) -(ID) Page 7 of 32 NOTES 10) Sable studs spaced at 2.40 a. 11) • This truss has been designed for a the load of 20.0pef on the boltam chord in all areas where a rectangle 3." tall by 24(tvAde grill It between to bottom chord and my other members. 12) Protide mechanical connedw (by others) at trim to bearing plate capable of withstanding 1231b uplift atjdM 2, 301b uplift atjolnl23, 37 lb uplift at joint 24, 30 lb uplift at joinl25, 48 lb uplift at joint 26, 37416 uplift at joint27, 281b uplift at joint 21,371b uplift at joint 20, 301b uplift at joint 19,48 Ila uplift at joint 17, 3741b uplift at joint 18 end US lb uplift at joint 14. 13) This truss is designed In accordance Wthi the 2006 international Residential Code sections R602.11.1 and R802.10.2 and referenced standard ANSVTPI I. LOAD CASE(S) Standard This desigm is based solely on parameters shown, andis form individual building componant nota truss system. Appticabitity ofdaiga parameters and suitability for this individual component and in loads we the responsibility of the building designer. Bradngshownisfor the latest support ofindividual web members only. The mpand bottom chords are usually bmcedby rigid sheathing unless owed otherwise. Addirionslpeenanent bracing ofthe overall structure is the responsibility ofthe budding designer. The maxim is responsible for lempmary bracing to insure stability during consuucrion. For, geneN guidance tegatd{ng storage, hmdting, criterion and bracing consult the following documents ANSlffPI 1-2003 and DSB49 available from Truss Plus Imstinste, 218 N. Lee Street, Suite 312, Alexandria, VA 22314 / www.tpinst.org / PH 703.683.1010 also consult the BCM 1.03 available fiom Wood Truss Council ofAmariea. 6300 hmtesnrise lane, Madison W1 53719 / www.woodwsacom/ PH 608-274.1849 F -812891 -2007 -(S) -(ID) Page 8 of 32 I') 8-0.0 240 Less 1 sre o 80.0 sixii 2aa Plate Offsets (X17. 15:0.0-0,0.1.131.15:0-1-804-01 LOADING(psQ SPACING 240 1081 DEFL In (Iac) //loll Ud PLATES GRIP TCLL 35.0 new -35'0) Plates Increase 1.15 TC 0,71 V&1(LL) -0.17 6 ntr 90 MT20 1881123 TCDD 7CDL 8.0 Lumbar Increase 1.15 BC 0.03 Ved(TL) -0.19 8 nth 80 13CLL 0.0 Rep Sam lncr NO WB 0.17 Harz(TL) 0.00 5 n/a Na BOOL 8.0 Coda IR02008/TPDA02 (MM" Wind(LL) 0.00 6 nir 120 Weight: 32 lb LUMBER TOP CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD 2 X4 SPF 1650E 1.5E WEBS 2 X4 SPF -S Stud/Std OTHERS 2X4SPF-S Stud/Std WEDGE Right: 2 X 4 SPFS StuNStd OWING TOPCHORD Structural wood sheathing directly applied a 640 on pudins, ateaptend verticals. SOT CHORD Rigid ceiling directly applied a 1040 oc bracing. REACTIONS (INsize) 10=7680.0,5=374!&0-0,9=211/840,8--2321840,76/&0-0 Male Horz 10=156(LC 8) Max Upliftl0-13(LC 8), 5-71 (LC e), 9=32(LC 8), 8=4MLC 8), 7-191 (LC 9) Mex Grev 10=100(LC 3), 5=557(LC 9), 9✓287(LC 3), 8--278(LC 3), 7--91LC4) FORCES (Ib)- Maximum CompressiaVMezmum Tension TOPCHORD 1-10-4420, 1-2-80)3Q 2,3=54153, 3-11-81157, 4-il=- 18, 45=-12010, 58&1111 BOT CHORD 9.10= O/iK &9=01158, 7.8=01156, 5.7-0/750 WEBS 2-9=-252153, 3.8=24888. 4-7=-Wa 7 NOTES 1) Wind: ASCE 7-05; 90mplx h-25ft; TCDLr4.8psf; SCDL=4 8psf; Category It Esp C; enclosed; MFRS-, Lumber DOL=1.33 plate grip DOL=1.33. 2) TmudeslgnedfavAndloadslnthaplansafthetnlsscnly. For studs agxaed to wind (normal to the face), sea MTek"Sttandanl Gable End Detail" 3) TCLL: ASCE 7.05; Pf=35.0 psf (flet roof snow); Category 8; E p C; Fully Exp.; Ct=1 4) Unbalanced snow loads have been considered fa this design. 5) This truss has been deelgned for greater of min roof live load of 16.0 psf a 2.00 times flat roof load of 35.0 psf on overhangs non -concurrent with atter like loads. 6) This truss has been designed for a 10.0 psf bottom chord the load nonconcurrent with any other Iive loads. 7) This truss requires plate inspection pa the Tooth Count Method when this truss is chosen for quality assurance inspection. 8) Gable requires contlnuoue bottom chord bearing. 9) Gable studs spaced at 240 oc. 10) • This truss has been designed for a the load of 20.0oisf on the bourn chord In all areas where a rectangle 3-&0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 11) Provide mechanical connection (by others) of buss to bearing pate capable of withstanding 13 lb uplift al Joint 10, 71 Ib uplift at joint 5, 32 Ib uplift at joint 9, 50 ib uplift at joint 8 and 191 Ib uplift at joint 7. Contnued on page 2 & WARNING- READ ALL NOTES ON THIS PAGE AND THE ATT.A(:BED GENERA[. TRUSS NOTES PAGE RFFORE HANDLING TRUSSES ThisdesignisbaWwlelyonpere usab.,mdisforanindMduel Wildiogcomponentmta Wsssyslem. Applimbihtyofdaignpazs Wiwdsuimbflity for this individual component and its loads we the responsibility ofthe building designer. This truss must be installed and loaded vertically. Bracing shown is for the lateral support ofinciividusl wcbmemben only. The top and bosom chords me laterally braced by rigid sheathing unless noted otherwise. Additienalpermenem bracing ofthe overall soucture is the responsibility ofthe building designer. The erector is responsible for temporary bracing to insure stability during conseuction. For general guidance regarding storage, handling, erection and bracing consult the following decumenti ANSIRPf 1-2002 and DB&89 w flable from Truss Plate Institute, 2 18 N. Lee Stress, Suite 312, Alexandria, VA 22314/w rplosrmg/PH 703.683.1010 also consult the RCS11.03 available from Wood Truss Council ofAmenca, 6300 Enterprise Lane, Madison, WI 537191 www.woodmiss. Wsn / PH 609.2744849 F -812891.2007-(S)-(10) Page 10 of 32 7.0009 May 29200/ MTak Irtluslrlm, Itla Thu Dec 20 09:53.402007 Peg! 2 NOTES 12) This truss is designed in eccadance wish the 2006 lmeme5onal Rmldmflgl Code sedone R502.11.1 and R807.10.2 and referenced standard ANSVTPI 1. LOAD CASE(S) Standard A'NARNING— READ AL1, NOTES ON THIS PAGE AND THE. ATTACHED GE.NRIL41, TRUSS NOTES PAGE. BEFORE HANDLING. TR IISSES This design is based solely of parameters shown, and is for an individual building component not a truss system. Applicability ofdesign personator; and suitability for this individual component and its loads are the responsibility ofthe building designer. This truss must be installed and loaded vertically. Bracing shown is for the lateral support ofindividual web members only. The top and bottom chorda are lueraBy braced by rigid Amdwtg unless voted otherwise. Additional pen time t bracing ofthe overall strumae is the responsibility offl a building deeper. The erector is responsible for temporary bracing to insure stability during construction. For gmerH guidance regarding storage. handling, erection and bracing consult the following decontrols ANSVEPI 14002 and DS&99 available from Truss Plate Institute. 216 N. Lm Street, Suite 312, Alexandria, VA 22314 /www.tpinst.ag/ PH 703-683.1010 also consult the SCSI l -W available Dom Wood Truss Council of Arteries, 6300 Fnterpuse Lane, Madison, WI 53719 / www.wtodtrusscom / PH 608-2744949 F -812891 -2007 -(S) -(I D) Page 11 of 32 Toss Ttwg T1P8 Pty & ID 7(3812891 B2G ROOF 1RI.138 1 1 Job Refera�m 7.0009 May 29200/ MTak Irtluslrlm, Itla Thu Dec 20 09:53.402007 Peg! 2 NOTES 12) This truss is designed in eccadance wish the 2006 lmeme5onal Rmldmflgl Code sedone R502.11.1 and R807.10.2 and referenced standard ANSVTPI 1. LOAD CASE(S) Standard A'NARNING— READ AL1, NOTES ON THIS PAGE AND THE. ATTACHED GE.NRIL41, TRUSS NOTES PAGE. BEFORE HANDLING. TR IISSES This design is based solely of parameters shown, and is for an individual building component not a truss system. Applicability ofdesign personator; and suitability for this individual component and its loads are the responsibility ofthe building designer. This truss must be installed and loaded vertically. Bracing shown is for the lateral support ofindividual web members only. The top and bottom chorda are lueraBy braced by rigid Amdwtg unless voted otherwise. Additional pen time t bracing ofthe overall strumae is the responsibility offl a building deeper. The erector is responsible for temporary bracing to insure stability during construction. For gmerH guidance regarding storage. handling, erection and bracing consult the following decontrols ANSVEPI 14002 and DS&99 available from Truss Plate Institute. 216 N. Lm Street, Suite 312, Alexandria, VA 22314 /www.tpinst.ag/ PH 703-683.1010 also consult the SCSI l -W available Dom Wood Truss Council of Arteries, 6300 Fnterpuse Lane, Madison, WI 53719 / www.wtodtrusscom / PH 608-2744949 F -812891 -2007 -(S) -(I D) Page 11 of 32 Job Tent TransT)pe Oly Ply CBC/12.71CCAID)- 0812S91 r 01 ROOFTIRM 1 1 LOADING(psg SPACING 2-0-0 CSI Job Ref (opticiel rrjj 6.9-0 W= 7.OW a May 292007 MTek Irlishlas, Inc. Thu Dee 200853:432007 Pagel 6.9.0 2.60 $utas i m 6.9-0 6.9-0 Plate Offsets (X11: 12:04-O,Edgel, j4.,0-" Edge] LOADING(psg SPACING 2-0-0 CSI DEFL In (loo) IIdeB Lid PLATES GRIP TCLL 35.0 Pletes Increase 1.15 TC 0.75 Ved(LL) 0.07 26 >999 240 MT20 1W/123 (Roof Snow=35.0) Lumber Inmate 1.15 EC 0.32 Vsd(TL) -0.11 46 >999 180 TCDL 8.0 Rep Streas lrcor VES WB 0.18 Harz(TL) 0.01 4 Na Na BOLL 0.0 BCDL 8.0 Code IRC200WTP12002 Gild Weight:42lb LUMBER TOP CHORD 2 X 4 SPF 1650F 1.5E SOT CHORD 2 X 4 SPF 1660F 1.5E WEBS 2 X 4 SPFS StUCV$td WEDGE Leff: 2 X4 SPFS Stud/Std, Rigm:2 X 4 SPFS Stud/Std REACTIONS (lb/slze) 2-062/456.4=8821058 Max Haz2=64(LC 7) Max UPIitl2=131(LC 7), 4=131(LC 8) Mex Grw2=870(LC 2), 4b=870(LC 3) OWING TOPCHORD Structural wood sheathing directly applied a 6430 oo purling. BOTCHORD Rigid calling directly applied a 10-0-0oc bracing. FORCES (Ib)-Ma>emum Ccmpresslan/MalEmum Tension TOP CHORD 1-2/112, 2-7=870)28, 3-7=739/46, 3.8=738/46, 48=870@8, 4-5-01112 BOT CHORD 2-6=016445, 46=01645 WEBS 3-&-007 NOTES 1) W ind: ASCE 7-05; 90mph; h=258; TCDL=4.Bpsf•, BCDL=4.Bpsf; CategoryIl; Eqs C; endowed; MFRS-, Lumber DOL=1.33 plate grip DOL=1.33. 2) TCLL: ASCE 7-05; Pr=35.0 psi (Bat roof ansa); Category Ip, BW C; Fully Em.; Ct=1 3) Unbalanced snov loads hale been considered for tN3 design. 4) This trusts bas been designed for greeter of min roof Ilwe load of 16.0 psf a 2.01) Omen Bet roof load of 35.0 list on overhangs nm -concurrent With other lire loads. 5) This trusts hes been designed for a 10.0 psf bottom chord liwe load noncarrunent Wth another live loads. 6) This toss requires plate inspection per the Tooth Count Metllnd when this Vuss is chosen for quality assurance inspection. 7) • This truss has been designed for a file load of 20.Opsf on the bottom chord In all wase where a rectangle 364 tall by 2-0-0 ride wlil Bl between the bottom chord and any other members. 8) Protide mechanical connection (try others) of truss to bearing plate capable of Wthstending 131 Ib uplift at joint 2 and 131 Its, uplift at joint 4. 9) This truss Is designed In accordance Wilt the 2008 International Residential Code sections R5D2.11.1 and R802.10.2 and referenced standard ANSVTPI 1, LOAD CASE(S) Starxlard ♦ WAR.NING- READ ALL NOTES ON THIS PAGL .AND THE ATTACHED GENERAL TRUSS NOTES PAGE BEFORE HANDLING TRUSSES This design is based solely on promotion shows, and is for ao individual building component not a trims system. Applicability ofdesign paremem and suitability for this individual component and its loads we the responsibility ofthe building designer. This truss must be installed and loaded vertically. Bracing shown is for the Wadcop—.-ofindlvidud web memand mbers only. The top bottochords are laterallybaced by rigid sheathing unless noted otherwise. Addieovm alpeemoot bracing ofthe oveae structure is the responsibility ofthe building deeper. The eeutor is responsible for temporary bracing to insure stability during construction. Far general guidance regarding storage, baadting, erection and bracing consuls the following docwneea ANSVTPI 1-2002 and OSB49 available from Trans Place Institute, 218 N. Lee Stuart, Suite 312, Alexendde, VA 223141 www.spmssorg / PH 703-683-1010 also consult the BCSI 1.03 available from Wood Tons; Council of America. 6300 Enterprise Lone, Madison, WI 53719 / www.woodmsar.com / PH 608.274.4849 F -812891.2007 -(S) -(ID) Page 12 of 32 2410 890 690 2-0-0 Sae-iM3 4M = 13.841 Plate OSaets (Xy): 12:03S.Edae). [8:634LEdge1 LOADING(Ps9 SPACING 2.60 CBI DEFL In (Ice) Vdefl Ud PLATES GNP TCLL 35.0 (Roof Srtow=35.0) plates Increase 1.15 TC 0.71 Ven(U-) -0.13 9 n/r 90 MF20 189/123 TCOL 8.0 Lumberinaease 1.16 DC 0.31 Ven(TL) -0.14 9 nh 80 BCL- 0.0 /yep Spays Ina NO WS 0.08 Horz(TL) 0.00 8 We are BCDL 8.0 Code IRC2006ITPOU (IVII Wind(LL) 0.04 9 rVr 120 Weight: 50 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E TOPCHORD Structural wood shesill directly applied a 5.0.0 da parties. BOT CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 660 oc bracing. OTHERS 2X4SPF-S$bXVSd WEDGE Left 2 X 4 SPFS Stud/Std, Right: 2 X 4 SPFS %WStd REACTIONS (lb/sin) 2=394/1360, 8=394/136-0, 12=171/13$0,13-219fl3.6-0,14-167/1360, 11=219/13$-0, 10=167113.60 Max H=2=64(LC 7) Max Upllfl2=109(LC 7), 8=122(LC 8), 1349(LC 7), 14-130(LC 9), 1147(LC 8),10=130(LC 9) Max Grm2-514(LC 9), 8.514(LC 9),12=171(LC 1), 13-293(LC 2), 14=195(LC 2), 11 -MLC 3), 10=195(LC 3) FORCES (e) - MaNmum Compresalauh4Nmum Tension TOP CHORD 1-2 /111, 23=107/36, 3d=75/59, 45=8277, 546=-02/73, 67=78/39, 7.8=107/22, 69 /111 BOT CHORD 2-14485,1314485, 12-13=-4M I l-12=485, 1611=4!65, 610 /65 WEBS 612=145/0, 413=248158, 314=19flt55, 611=246155, 7-10=196/55 NOTES 1)Wind: ASCE 7-05, 90mph;h-25fl;TCDL-4.8pah BCDL-4.8ps$ Category ll; EV C; enclosed; MFRS: Lumber DOL=1.33 plate grip DOL=1.33. 2) Truss designed for wind loads In the plane ofthetruss only. For studs exposedtovAnd(normal to the face), sae MTek'Standard Gable End Detail' 3) TCLL: ASCE 7-05: Pfw3&0 psf (flat roof snav); Category It E>p C; Fully Ems.; Of=1 4) Unbalanced snow loads here been considered fa this design. 5) This hunts has been designed for greater or min roof INS load of 16.0 psf a 200 times flat roof load of 35.0 psf on overhangs ncnc current with other Ile loads. 6) This hues has been designed for a 10.0 psf bcttern chord lire load nonconcunent with any other lite loads. 7) All plates are 1.&A Mr20 unless otherwise 1n6cated. 8) This truss requires plate inspection per the Tooth Cotam MaMod when this truss Is chosen for quality assurance inspection. 9) Gable requirm can inuous bottom chord bearing. 10) Gable studs spaced at 240.0 ce. 11)' This truss has been designed for a Ilse load of 20.Opsf as the bottom chord in all areas where a rectangle 3460 tall by 2-M wide will M between the bottom shad end any other members. 12) Preside mechanical connection (by others) of truss to bearing plate capable of withstanding 10916 uplift of joint 2,122 In uplift at joint 8, 49 Ib uplift at joint 13, 13016 uplift at joint 14, 47111 uplift at joint 11 and 130111 uplift at joint 10. Continued on page 2 AWARNING-READ AL1.NOFES ON 0115 PAGE. ANDTHEATTACHF.DGENERAL TRUSS NO'[ -,S PAGE BEFORE HANDLING TRUSSES This design is basal seldy an pmametera showq and is famindivided hilding componmfnaaauss system Applicabihtyofdmigepmuoetersmdsuitebdiry for this individual component and iter loads are the responsibility ofthe building designer. This truss must be installed and loaded vertically. Bracingshownisfor the lateral support ofindividual web members only. The top andbottom chords are laterally luacedby sigid sheathing unless noted otherwise. Additionalpermmcm btacwgoflbeoverOlswcweistherespmn biliryofthebuildingdaigner. The erector isresponsible for temporary bracing to intent stability during construction. For general guidance regarding storage, handling, erection and bracing cauvat the fdlowing docwnents ANSVFPI 1-2002 and DSM9 available from Truss Plate Institute, 218 N. Lee Strew, Suite 312, Alexandria VA 22314 / www.tpinst.org/ PH 703.681-1010 else consult the BCS[ 1.03 available from Wood Tress Couacg ofAmnica, 630D Enterprise Laos, Mariann, W153719 / www.woadtruss.com / PH 608-274-4849 F -812891 -2007 -(S) -(ID) Page 13 of 32 Job Trues Trues Type OF Hy CBC/7 7M(ID) 0512891 CIG ROOF TRl1S3 1 1 ,Job Rafererce (m00arsep 7�0.DaAtry 292007 MTeklMusldes, lnc. Thu Dam200953QM)7 Paga2 NOTES 13) TNs truss is designed In acwrtlance with the 20061nlernedonal Residential Code sections R502.11.1 and R802. 10.2 and referenced standard ANSVrPI 1. LOAD CASE(S) Standard ♦ WARNING— READ ALL NW ES ON THIS PAGE AND THE ATTACHED GENERAL TRUSS NOTES PAGE. BEFORE. HANDLING TRIMES This design isbased solely, on parameters shown, and is for anindividual bulidmgc®poream not a tross system Appliubdityofdesignpuamcma dsuimbility for We individual component and its loads are the rapomibility ofthe budding deeper. This truss mot be installed and loaded vertically. Bracing shown is for the lateral support ofindividual web mansions only. The top and bottom chords arelaterally, braced by rigid sheathing unless noted mherwio. Addimmulpermarmen[ bracing ofthe overall armature is the responsibility ofthe building designer. The etectot is responsible for temporary bracing to insure stability during construction. For genual guidance tegarding storage, handling, erection and bracing commit the following document ANSVIPI 1-2002 and DSM9 available from Trust Plate Institute, 218 N. Lee Steel Sulrc 312. Alexandria, VA 22314 / www.tpinst.org/ PH 703-683-1010 also commit the BCSI I-03 available from Woad Turas Council of America. 6300 Enterprise Lane, Madimq W1337191 www.wood0uss.com I PH 608.274-0&9 F -812891-2007-(S)-(10) Page 14 of 32 NOTES 11) This truss is designed in accaedencewlth the 2006 hternational Residential Cade seetlons R602.1 1.1 and 8802.10.2 and referenced standard ANSVf PI 1. 12) Girder carries dein spari 24-" firm 040 to 13.80 LOAD CASa(S) Standard 1) Snm: Lumber Increase=1.15, Plate Increase=1.15 UnIform Loads (00 Vert: 1-3=86, 3-6=86,1-5=567(F=651) ♦WAR?,. ,-READALLNOTES ON THIS PACE AND THE ATTACHEDGENERALTRUSS NOTES PACE BEFORE HANDLING.TRUSSES This devgi. is based solely on parameters shown, and is for an individual building component not awsa system Applicabilityofdesign parour rs and suitability for this individual consponent and its loads we the responsibility ofthe building designs. This truss must be installed and loaded vertically. Bmeivg shown is fa the lateral support ofindividual web members only. The top and bottom chords ere laterally braced by rigid sheathing unless noted otherwise. Additond permanent bracing ofthe overall structure is the responsibility ofthe building designer. The creator is sespresible for temporary bracing to insure stability during construction. For Storm] guidance regarding storage, hurdling, elation and bracing consult the following documents ANSVFPI 1-2002 and DSW 9 available from Truss Plate Institute, 218 N. Lee Street Suite 312, Alexandria, VA 22314 / www.tpinst.mg / PH 703-683. 10 10 also consult the SCSI 1-03 available from Wood Turas Council ofAmerica, 6300 Enterprise Laos, Madim WI 33719/www.woodtruss.comI PH 608-274.4849 F-812891-2007-(S){ID) Page 16 of 32 Job rues Taxes Two ay •7 ID) 0012691 O1 ROOF TRUSS 7 I 1I Job Rtderarca 7.000 s Maf 282007 MTek wdwMs, Inc. Thu Dec200953A82W7 Fqa 1 74.15 1 14.9-0 22.1-1 296-0 31-6.0 74.15 74.1 7.41 7-4-15 2-0-0 Scala -1:51.1 ee MTIM= 1.50111 5e= W= 1.5M 11 7-415 7-&l 7-4-1 7415 LOADING (pal) SPACING 2.00 C81 TCLL 35.0 35. pqgtes Increase 1.15 I TO 0.91 TRoofCDLSn� 80 08CLL Lwnberhaease 1.15 80 0.84 0.0 Rep Stress Ina YES W B 0.22 erne a n Code IRC20MTPOM (Meb1>t) LUMBER TOP CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD 2 X 4 SPF 1650F 1.5E WEBS 2 X 4 SPF 165OF 1.5E'Except' W 12 X4 SPF -S SWStd. W 12 X4 SPF43 Sbd$td WEDGE Let 2 X 6 DF N0.2, Right 2 X 6 OF No.2 REACTIONS (Ib/shce) 5=168610.5.8,1=1473/1VIechanical Mex HCEc1=116(LC8) Max 1.101115=179(LC 8),1=92((-C 7) Max Gravy=1686(LC 1), 1=1463(LC 2) DEFL In 6w) Udell 1/d PLATES GRIP Vert(LL) -0.15 1.10 5990 241 MT20 169/123 VwXTL) -0.30 1.10 5999 180 MT18H 197/144 HorgTL) 0.11 5 n/a n1a Weight: 112 lis BRACING TOP CHORD Structural wood sheathing dimcdy applied or 2-2-0 do pudlns. BOT CHORD Rigid ceiling dheedyapplied or 10-0-0 oc bracing. WEBS 1 Row at midpt 2-9.4-9 FORCES (1b)- Maximum CanpreeslonftAmum Tension TOPCHORD 1-2=26141161,2-11=1762/116,3-11=1819/145,3-12-1ff19/151,412=1761/123,4.5=2526/135,56=/112 BOT CHORD 1.10=1442182, 9-10=1442182 &9=2&2086, 7-8=28/2088, &7=262086 WEBS 2-10=0=4,2-9=90153. 3-9=12tl!122,4-9-864/i3Z 4-7=OQ80 NOTES 1) Wind: ASCE 7-05; 90mph; h45ft; TCDL=4.8psf; BCDL=4.8psf. Category It; EV Q enclosed: MFRS; Lumber DOL=1.33 plate grip DOL -1.33. 2) TCLU ASCE 7-05; P(=,%.0 Pat (flat roof snow); Category II; Epp C; Fully F)p.; Ct-1 3) Unbalanced snow keds have been considered for this design. 4) This truss has been designed for greater of min roof live Iced of 16.0 pat or 200 times flat roof load of 35.0 psf on overhangs rat-conarrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord Iles load nonconcurrent with any other the loads. 6) All plates are MT20 pates unless otherwise Indicated. 7) This truss requires plate inspection par the Tooth Court Method when this truss is chosen for quality assurance Inspection. 6)' This truss hes been designed for a the load of 20.0psf on the bottom chord In all areas where a rectangle 340 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Refer to girder(s) for truss to truss connections. 10) Provide mechanical connecdon (by others) of truss to bearing plate capable of withstanding 179 lb uplift at)oird 5 and 92 lb uplift at Joint 1. 11) This truss Is designed in mcardance with the 2006 htemedwal Residential Cade sections 8502.11.1 and R802.10.2 and referenced standard ANSVTPI 1. LOAD CASE(S) Standard A WARNING- READ AL1. VOTES ON THIS PAGE AND 1118. ATTACNED GENF.RAI. TRUSS NOTES PAGE BEFORE. HANDLING TRUSSES This design is bawl solely on parameters, shown, and is for an individual building component not a now system Applicability ofdesign parsnsters and suitability for this individual romponem and its loads sae the responsibility ofthe building destgner. This truss must be installed and loaded vertically. Bracing shown is for the lateral suppon ofindividual web members only. The top and bosom chords we laterally braced by rigid sheadungunless Acted otherwise. Additionalparnseem bracing ofthe overall swcture is the responsibdity ofthe building designer. The erector isremondblefm tomporarybracingto insure stability during construction. For general guidanceregarding storage, handling, erection sad tracing consultthe following documents ANSI7IP11-2002 and DS&39 available from Truss Plata hatitute. 218 N. 1. Street, Suite 312, Alexandria. VA 22314 /wvvw.tpinstorg / PH 703-683-1010 also consult the SCSI 1-03 available from Wood Truss Cooacil ofAmraira, 6300 Enterprise Leve, MadsoA WI 53719/ www.woodauss.com / PH 603.214-0649 F -812891 -2007 -(S) -(ID) Page 17 of 32 149,0 149.0 2.0-0 sees -t:s04 .nE 29.8-0 LOADING(psQ SPACING 2.0.0 CSI DEFL In am) Well Ud PLATES ORIP TCLL 35.0 (Roof Snar-35.0 plated increase1 15 TC) 0,71 I Ven(LL) -0.13 to n/r 90 KM 1691`123 TCILL 8.0 Lrssyer y�eese I 1.15 BC 0.31 I Vert('TL) -0.14 18 NO BO SCLL 0,0 Rep Stress [nor NO WE 0.33 HwATL) 0.00 15 OR n1a SCDL 8.0 Code IRC2008/7Pt2002 (NWX) I Wind(LL) 0.04 15 NO 120 Weight: 129 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 1850F 1.5E TOP CHORD Structural wood sheathing directly applied a 6.0-0 oc pudins. BOT CHORD 2 X 4 SPF 165OF 1.5E BOT CHORD Rigid calling directly applied or 1(W0 oc bracing. OTHERS 2 X 4 SPFS Stui'Elcept' ST7 2 X 4 SPF 16WF 1.5E WEDGE Left: 2 X 4 SPFS Stud/Std, Rlght:2 X4 SPFS Stud/Std REACTIONS (Iblsize) 24=194129-&0, 2 5=1 9812 9 8 0, 26=207/236-0, 27=20212&&0, 28=111/29-6-0, 29=175"2380, 30-290f29-&0, 23=195/29&0, 22206/29-64.20=205119&0. 19=2002&6-0,18=118/29-&0,17=166/290.0, 1=12529-&0, 1559029-&0 Mag Hort 1=116(LC 8) Malt UPIMS--28(LC 7), 26=37(LC 7), 27=33(LC 7), 28=35(LC 7), 29=28(LC 7), 30=-61(LC 7), 23-2f4(LC 8).22=37(1_C 8), 20=35(LC 6), 19=,70(LC 8),18- 49(LC 6),17=129(LC 9), 1-11(LC 8),15=WLC 8) MaxGrav24.194(LC 1), 25=305(LC 2), 26.309(LC 2), 27252(LC 2),28-211 (LC 1), 29=176(LC 2), 30290(LC 1), 23.297(LC 3),22-298(LC 3), 20236(LC 3),19200(LC 1), 18=219(LC 3),17=168(LC 1),1=12$(LC 2),15-617(LC 9) FORCES 0b)- Madmum CompfessionwAnnum Tendon TOP CHORD 1-2=111/46, 2.3=,MS8, 3-4=5877, 45=59/95 58=791118, &7=-82/139, 7.8=831158, &9=BW151, 010=79/122, 1031=20188,11 -31=70181,11-12=59156,12-1 3=5913 3,13.14=58120,1415=98125, 1&16x/111 BOT CHORD 1-30x/108, 29-30=0/108, 28-29=10105, 27.28x1/108, 2&27 /108, 25-26-0/108, 2425.01108, 23440/108, 22-23=01108, 21-22x11108, 2&21x1108, 19-20x/108, 1&19+01108,17-18x/108, IrWx1108 W ESS 8-240.13210, 7.25=273/47, &26=27715-2 &27=221153.4-28=-176/54,3.29-156148, 2-30=225/79, 423=265145, NOTES 1) Wind: ASCE 7-05; g0mph; h=251t; TCDL-4.8pep, 8CDL=4.8ps4 Category II; EDP C; enclosed; MFRS: Lumber DOL=1.33 plate gdp DOL -1,33. 2) Truss designed for wind loads in the plane of the truss only. For studs emosed to vdnd (normal to the face), see MTe9 "Standard Gable End Wall" 3) TCLL: ASCE 7-05; Pf--35.0 pelf (dat roof erten); Category 11; Ep C; Fully EV.; Ct=1 4) Unbalanced snaH loads have been considered for this design. 5) This truss has been designed for greeter of min roof live load of 10.0 pat or 2.00Imes flat roof load of 35.0 pelf on overhangs nonconcunent with other live bads. 8) This truss hes been designed for a 10.0 psf badom chord live load noncanwnent Wth any other live loads. &Wftfader14 hpf20 unless otherMse Indicated. 19 ♦ WARNING- READ AL1, NOTES ON THIS PAGE AND THE ATTACHED GENERAL TRUSS -NOTES PAG'.. BEFORE HANDLING TRUSSES This design is based solely on parameters shave, and is form individual building component nes a muss system Appliabi9tyofdmgnpannetemmdmimb0iry for this individual component and is loads are the responsibility ofthc building design. This truss most be installed and loaded vertically. Bracingshow isfar the lateral support ofindioidoal webrnembas turfy. The top and bottom chordsve laterally traced by rigid sheathing unless noted otherwise. Additiood pemmanent bsecing of me overall struawe is the responsibility of the building designer. 1'heerectoris responsible for tempaery Mating m inswe sreb0iry during amswc6on. Forgmaalguidanceregardingeoregchandfing,amfimand Madngconsultthefollewingdoammn ANSMII-2002end DSB-g9available Som Truss Plate institute, 218 N. Lee Sum, Suite 312, Alexamdria VA 223141 w .tpiostag / PH 703-683-1010 also coasWt she BCSI 1,03 avarTable &am Wood Truss ConncA ofAmniae 6300 Enterprise Lane, Madison, WI 53719 /..woodtrossmm / PH 609-274-0949 F -812891 -2007 -(S) -(ID) Page 18 of 32 TRUSS NOTES 8) This buss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 9) Gable requires continuous bottom chord bearing. 10) Gable studs spaced at 2.0.0 oc. 11) a This truss has been designed for a the load of 20.Opsf on the bottom chord in all areas where a rectangle 3.6.0 tall by 2-00 aside x111 fit between the bottom chord and any other member. 12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 28 le uplift at joint 26, 37 lb uplift atJbta 26, 331b uplift at Joint 27, 35 lb uplift at)dnt 28, 28 to uplift at Joint 29, 61 Ib uplift at Joint 30.26 lb uplift at Joint 23, 37 lb uplift atJdM 22, 351b uplift at Joint 20,30 ib uplift at Joint 19, 49 lb uplift at Joint 18, 1291b uplift at Joint 17, 11 Ib uplift at Joint 1 and 96 lb uplift at Joint 15. 13) This truss Is designed In accordance with the 2006 International Resldentlel Code sections R50ZI J.I and 8802.10.2 and referenced standard ANSVTPI 1. LOAD CASE(8) Standard ®OTOCFK Components axsasufn<ansvn AIVARNING— READ ALL VOTES ON THIS PAGE AND THE ATTACHED GENERAL TRI'SS NOTES PAGE BEFORE HANDLING TRUSSES This design is based solely on parameters shown, and is for mindiridual bwldingoommmatnota suss system. AppliubiliryofdesigoperemctaseodsuinbWty for this individual component end is loads are the respomibiliN ofthe building dmigva. This truss must be installed and loaded vettically. Bracing shown is far the larval support ofindividual web members only. Thetop and bosom chards are laterally braced by rigid sbemking unless noted otberaise. Additional permanent Interne ofthc oycmii snucswe is the scsponsibeity ofthe building designer. Theerectwisresponsible for temporary bracingto insure smbiliry during wnstmction. Fm general guidmco regarding storage,hurdling, erection mdbmcing consultthe (blowing daumeoa ANSI/TPI 1-2002 and DSB-09 evalleble lases Truss Plate Institute. 2 18 N. Lee Sever, Suise 30— Alemadris, VA 223141 sow .tpina.ag/Pit 701-683.1010 also consult the BCSI 1.03 aveaable from Wood Truss Council ofAmerim.6300 Emerpriw Lme, Madrsoq W153119 / www.wooduuss.mm/ PH 608.274A849 F -812891 -2007 -(S) -(ID) Page 19 of 32 TRUSS -240 74.15 1494 22.1-1 29$0 3180 2-0-0 71.15 7-4-1 74.1 7+15 240 sae. t5do W W VIH= t.34 1 3e = 4x4 = t.W n 71.16 I 149-0 I 22.1-1 2980 74.15 71.1 71.1 7.415 LOADINO(psf) I SPACING 240 TCLL 35.0 Rates I7creme 1.15 (RcofSnmwQ5.0) Lumberhlcrema 1.15 TCDL 8.0 Rep Stress Inv YES SC0.0 Cade IRC2006RPI2002 LUMBER TOP CHORD 2 X 4 SPF 165OF 1.5E BOT CHORD 2 X 4 SPF 165OF 1.5E WEBS 2 X 4 SPF 165OF 1.SE-Except' W 12 X 4 SPFS Slud/Std, W 12 X 4 SPF -S StudlSld WEDGE Left 2 X 4 SPFS Stud/Std, Right:2 X 4 SPFS StudSld REACTIONS (Iblsize) 2=167870.5-8,6=16781038 MeX Horz2=107(t.0 8) Mae UP11112-179(L0 7), 6-179(LC 8) MaxGmw2e16S6(LC 2), 6-1688(LC 3) C81 DEFL In Qx) Well!240 PLATES GNP TC 0.88 Vort(LL) 4.13 10 >999 MT20 1891123 BC 0.48Vtst(TL) -0.28 510 x999 Mr1aH 1971144 WE 0.20 Ha2(TL) 0.11 a rVa (MMX) Weigh: 112 lb BRACING - TOPCHORD Structural wood sheathing cilrectiy, applied or 2-2-0oc purlins. BOT CHORD Rigid ceiling directly applied or 10-00 cd bracing. WEBS 1 FEW at midpt 3-10.5-10 FORCES Qb)-Madmum ComprmslonlluU.dmum Tendon TOP CHORD 1-2 /112, 23=25571134. 312-1746/116, 412=18051144, 413-1605/144, 513=17461116, 543=2557/134, 57-0/112 BOT CHORD 2-11=1162124, 10-11=11&2124, 9-10=2112124. 39-21/2124, 68=21/2124 WEBS 311-0279, 3.10-897/132. 410=3'803, 510=-897/132, 5.8---0/279 NOTES 1) Wind: ASCE 7-05; 90mph; h=2511; TCD1-=%4S:sh SCOL=4.8paF, Category II; Exp C; enclosed; WNFRS; Lumber DOL=1.33 plate gdp DOL=1.33. 2) TCLL: ASCE 7-05; PM5.0 pat (bat roof anew); Category II; Esq C; Fully Esq.; Ct-1 3) Unbalanced snow loads haee been considered for this design. 4) This truss has been designed M greater of min roof the load of 16.0 psf or 200 times fiat root load of 35.0 pat on oeritimp non-concunent with other live loads. 5) This truss lies bees designed far a 10.0 pat bottom chord live load nonconcurrent With any other Ilya loads. 6) All plates as MT20 plates unless otherwise Indicated. 7) This truss requirm pate inspection per the Tooth Count Method when this truss Is chosen for quality assurance inspection. 8)' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 380 tall by 2-0-0 wide will fit boh~ the lochom chard and any other members. 9) Protide mechanical connection (by others) of truss to bearing plate capable of withstanding 179 lb uplift at joint 2 aid 179 lb uplift at joint 6. 10) This buss, Is designed in accordance with the 2006 International Re idemial Code sectors R502.i i.1 and R802.10.2 end referenced standard ANSVTPI 1. LOAD CASE(S) Standard AWARNING - READ AL1, NOTES ON THIS PACE AND THE ATTACHE This design is based solely oa Parameters shown and Is for an individual budding for this individod component and its loads are the responsibility ofthe building de the lateral support ofindividusl web members only. The asp Rnd bottom chords ere bracing of the overall caucnue isthe responsibility ofthe building designer. That For gmeral guidance regarding storage, handing crecdon aadbracing consult the Lass Plate Institute, 218 N. Lee SaM, Suite 312, Alexandria, VA 22314 / www.t Wood Truss Council of America, 630D Saterpdce Less, Madison, WE 537191 ww - F -812891.2007 -(S) -(ID) Page 20 of 32 un must be installed Rod loaded veniralty. Bracing shown is far sdby rigid shea0ting otiose noted otherwise. Additional permanent ndble fortempaary bracing to insane stability during construction. concede ANSVTPI 1.2002 and OSB -89 available from 703-693. 10 10 aro consult the SCSI 1-03 available from ors / PH 608.2744849 Job T73 240 Ply ,27/CGI(ID) 0812891 b3 ITooF mt3ss 2 � , 54.5 587 4-14 ,IOD Rererasce(opna,d) -240 l 54-s 10.7-12 1 14-9.0 240 54.5 58.7 4.14 AA = 7.000sh1oy292WMTek IndusWW Inc Thu Dec200953:512001 Pagel 19.10.2 24-M 1 2980 3180 6-1-2 443 4.11.11 240 9rale•1:54.5 TCLL X95.0 I SPACING 240 CSI 54.5 10.7-12 I %94 1 1410-: 54.5 587 4-14 54.2 TCLL X95.0 I SPACING 240 CSI (Roof Snowr--35.0) Raise increase 1.15 TO 0.88 TCDL 8.0 Lumber increase 1.15 BC 0.93 BCLL0.0 I Rep Stress 13cr YES WB 0.98 REACTIONS (lb/sim) 2-185510-".9.187210.5.8 Code IRC2008rrPN002 (Meth() DEFL In get) I/deg Ud Vert(LL) -0.37 11-12 >940 240 Vert(TL) -0.64 9-11 >650 180 Horz(TL) 0.36 9 n/a n/a LUMBER BRACING TOP CHORD 2 X 4 SPF 165OF 1.5E TOP CHORD BOT CHORD 2 X4 SPF 1850F 1.5E BOT CHORD WEBS 2 X 4 SPFSSttd/Sld'Except' W7 2 X 4 SPF 1850F 1.5E WEBS WEDGE Lett: 2 X 4 SPF -S StudfRd SLIDER IBght 2 X 4 SP" StudlStd 2-7.15 REACTIONS (lb/sim) 2-185510-".9.187210.5.8 Mac HorL2=106(LC 7) Mex UPIM=179(LC 7), 9=174(LC e) Met Grav2=1695(LC 2), 9e1682(LC 3) 9.7.14 PLATES GRIP 1AT20 189/123 We1919:1191b Structural wood sheathing directly applied a 2-14 0o pudlns. MgldcdlirgdlrecdyapplledalO.Mmbradng, Except: 2-2-0m Mating: 9-11. 1 Rax at mldpt 6-12 FORCES (lb)- McArman CompressiaM4esimum Tendon TOP CHORD 1-2-4112, 23=256S/i24, 315=2108/128, 415=1984/139, 45=19151142, 541=1937/150, &16=37601111, 7.18=3928/98 7-8•-4043/201, &9-41321185, 9.10/99 BOT CHORD 214-123/2131, 13.14=127-2131, 12-03=70/1 8 5 3, 11-12=15/3587, 9.11>9313597 WEBS 3-14=011 95, 313=-386/86, 413=211!52, 4-12=-404195, &12--6311242,6-12=24191/62,6-1 1 /1822,7-11=411165 NOTES 1) Wind: ASCE 7-05; 90mph; h=25ft; TCDLm4.9psf, BCDL=4.8psh, Category 6; Eq C; endorsed; WNFRS; LumberDOL=1.33 plategdp DOL=1.33. 2) TCLL: ASCE 7-05; Pf-35.0 psf (flat roof arrow); Category Il; EV C; Fully Eap.; Ct=1 3) Unbalanced snow loads have been curwidered for this design. 4) This truss has been designed for greeter of min roof Ilse load of 16.0 psf a 2.00 times flat roof load of 35.0 psf on overhangs nal -concurrent with tabor live loads. 5) This buss has been designed for a 10.0 psf beton chard the load nmconcumant with my other live loads. 6) This buss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance Inspersion. 7) a This truss has been designed for a live load of 20.Opsf on the boaan chord In all areas where a rectangle 380 tail by 240 wide will At between the bo" Mord and aryother members. 8) Bearing atJdnt(s) 9 considers parallel to Small value using ANSVTPI 1 angle to grain formula Building designer should verily capacity of bearing surface. 9) Provide mechanical connection (byothers) oftruss to bearing plate capable of withstanding 1791b uplift alloint 2 aid t74 Ito uplift at Joint 9. 10) This hums is designed in 0000rdante with the 2006 international Residential Code sections R502.11.1 and R802.10.2 and referenced mow"FPI 1 ig This design is bared solely on parameters shown, and is form individual bugdingcompooeut not a was system. Applicability ofdesip parameters and soitability for dus individual component =dim loads me the responsibility ofthe building designer. This truss must be installed and loaded vertically. Bracing shown is fro the lateral suppon ofindividual web members only. The topend bonom chords we Isawally braced by rigid sheathing unless nomdatycrwise. Additionalpermanem bracing cruse overall structure is the responsibility ofths building designer. The erector is responsible for temporary bracing to insure stability during construction. For general guidance regarding storage, handling, erection and bracing=suit the following documents ANSUTPI 1-1002 and 13911$9 mailable atm Truss Plae Institute, 218 N. Lee Street. Suite 312, Aleaaodria, VA 223141 www.tia mst erg / PH 703-683.1010 also commit the BCSI 1.03 available from Wood Truss Council of America 6300 Fate shim Lane, Madison, WI 13719 / www.wommuu.com /PH 400-2744849 ---L-_ F -812891-2007-(S)-(10) Page 21 of 32 Job Thm Total 1 ID) 0812891 D3 ROOFTRUS5 2 1 Job Rafetatde(ts9tlmaD LOAD CASES) Standard 7.00DsMty292007MTek IrdUNties,lM Thu Dec2D0Sk53512WT Ptt992 AWARNING— READ ALL VOTES ON THIS PAGE AND THE ATTACHED GENERAL TRUSS NOTES PAGE BEFORE. HANDLING TRUSSES One design is based solely on parameters shown, and is form individual building component not a muss system. Applimbinty of desigaperamom end mitabOity for this individual component and its loads ere the responsibility ofthe building designer. This mots must be installed and loaded vertically. Bracingshoamisfor the lwenl support ofindividual web members only. The tap and bonom chards am bnerally braced by rigid Nearing unless noted otherwise. Additiondpenument bracing ofthe overall swmme is the respmsibihtyofthebwidiagdesigner. Thaerectorismsponsiblefmtempmuybncingtaiuwcaabgitydwingcaoswcdoo. For genual guidance regarding Rarago. handling, erection and bating consult the following documents ANSIrM 1-2003 and DSB89 available from Truss Pule Institute. 218 N. Lee Smcet, Suite 312. Alexandria, VA 22314 / wwwtpinst.org / PH 703-683.1010 also comolt the SCSI 143 available from Wood Tmss Council of America, 6300 Enterprise Lane, Madison, W153119 / www.woodtmss.com /PH 608-2744849 F -812891 -2007 -(S) -(ID) Page 22 of 32 Job Tama Trues Type PN 2. D) 0812891 04 ROOFTRUSS3 1- I Job Reference (90"A 7.000shlay29MTek Ntl X63:511007 Paget t -2-00 67-12 10.7.12 14.0-0 I 10.10-2 2465 29.60 131-6-0 240 67.12 5-0-0 4.14 61.2 4.63 4.11-11 2.00 sate • 1:5s.s Asa = as 11 se = 67-12 167.12 14.9-0 I 19.10-2 I 2660 67.12 5.00 0-.14 61-2 8-7.14 LOADING(PSO SPACING 2-00 CSI TCLL 35.0 gB1Bs Inc 1 15 TO 0.70 (Roof Snrnr35.0) Lumber Ncreaea 1.16 SC 0.72 SCOL 8.0 Rep Shear liar YES WE 0.81 BCLL 0.0 Code IRC2008/rPOM (MeMx) BCDL SA LUMBER TOP CHORD 2 X 4 SPF 1650F 1,5E BOT CHORD 2 X 4 SPF 1650E 1.5E WEBS 2 X 4 SPFS Stud/Std'Fxept' W2 2 X 4 SPF 1650E I,SE, W7 2 X 4 SPF 165OF 1.5E WEDGE Left; 2 X4 SPF -S SNdIStd SLIDER Right 2 X 4 SPFS Sad/Std 2-7-15 REACTIONS (lb/slze) 9=128710-6-8,14m207610-6-8 S%xHorz 14=106(LC 7) MatUplift9=165(LC 8), 14=212(LC 7) N%x Grw9=1418(LC 3),14=2085(LC 2) DEFL In (Loc) Wall L/d PLATES GRIP Ved(LL) -0,26 11x999 240 Mf20 1OW123 Ven(TL) -0A5 0.11 6828 too H*VL) 0.24 9 Na Ne Weight: 120 In OWING TOPCHORD Structural woad sheathing directly applied or 2A7 oc purilns. SOT CHORD Rigid ceiling directly applied or 8-60 oc bracing. WEBS 1Flow at mldpt 612 FORCES (lb)- Maximum CcmpreveorvMasEmum Tension TOP CHORD 1-2-0/111, 2-3=241/1038, 3-15=701/121, 4.15=851/140. 45-1068H12, 5-6--1219100, 616=2764/71, 7.18=-293N5B, 7-8=3178/171, 69=325&165, 9.10 /99 BOT CHORD 2-14=848282, 1&14=-M&174 12-13=13&592, 11-123!2867, 9-11=67!2832 WEBS 3-14=1967287, 3.13=124/1518, 4.13=-861/92, 4-12/549. 612=19/491. 612=209&S9, 611=&1432, 7-11=263/141 ROTES 1)W(nd:ASCE7-05;"h;h=25ft;TCDL=4.Bpsf;SCOL=4.Bpsf,Categaryll;EVC;enclosed;MWFRS; Lumber DOL=1.33 plate grip DOL -1.33. 2) TCLL: ASCE 7-05; Pf=35.0 psf (Bal roof Saar); Category It; tip C; Fully Fey.; Ct=1 3) Unbalanced snow loads haat beers considered for this design. 4) This Was has been designed far greater of min tsarline load of 16.0 psf or 2.00 times flat roof load of 35.0 psf on overhangs rpm-coricurtenl Win other Ilse loads. 5) This truss has been designed for a 10.0 psf bWom chord livva load noncancurfent with any other It" loads. 6) This buss requires plate inspection per the Tadh Cant Magical when the Wes is chosen for quality assurance inspection. 71' This hunts has hear designed for a line load at 20.0pef on the bottom chord In all areas where a rectangle 3.60 tall try 2.60 wide will 8t between the bottom chord end any other members. 8)Betring atjoint(s) 9 considers parallel to grain value using ANSVTPI I angle tograinformula. Buildngdasignwshmldvedfympacityof bearingsurface. 9) Protide mechanloal connection (by others) of Kusa to bearing plate capable of w4thstanding 165 lb uplift atjoint 9 and 212 lb uplift atJoinl 14. Continued on page 2 A1VARNING-READ AL1, NOTES ON THIS PAGE AND THE ATTACHED GENERAL TRUSS NOTES PAGE BEFORE HANDt.I\(. TRI155ES This design is based solely on parameters shown, and is form individual building component not a wss rystem Applicability ofdesign parwdemand tenability for this individual component and its toads are the responsibility ofthe building designer. This areas must be insulted and loaded vertically. Bracing showmis for the ladd support ofindividral web members only. The top and bottom chords are Intensity braced by rigid sheathing unless nod otherwise. Additionalpennarent bracing oftheoverall structure is the responsibilityofthe building designer. [be erectorts responsible for temporary bracing to iasme stability during consonance. Fiat general guidance regarding storage, handling, erection and bracing consult the following documents ANSHfPt 1-3002 and DSB-89 available from Tenn Plate In5tinow.219 N. Lee Strew, Suite 312, Alexandria, VA22314/www.tpinst,wg/PI4703-693-1010 also corsair the SCSI 1-03 available fmm Wood Truss Council of Amafca, 6300 Enterprise Lane, Madison, W153719 / www.woodauss.cam/ PH 609.2744949 F -812891 -2007 -(S) -(ID) Page 23 of 32 NOTES 10) This Vuss is designed in accordance with the 2006 Internagonal Realdendal Code secdons 6502.11.1 and 6802.10.2 and referenced standard ANSIrrPI 1. LOAD CASE(S) Standard AWARNING - READ ALL NOTES ON TIM PAGE AND THE ATT.4f,HED GEVERAI. TRPSS VOTES PAGE BEFORE HANDLING TRUSSES Tlds design is based solely on parameters shown, and is for an individual budding component not a must system. Applicability ofdaign pammatas and suitability for iris individual component and ib loads are the respomibiliry ofthe building deeper. This wssmust beinstalledand loaded vemcally. Bmcingshownisfor the laurel support ofindividud web members Duly. The tap evil 6onom rlsords aze Werelly braced by rigid srcathing uWess voud otherwise. Addidond permv,ent bracing ofthe ovem8 structure is the responsibility ofthe budding designer. Themecter is responsible fortanpomrybrecing to insure stability during comeucrion. Fm genaai guidance regarding storage, handling, eteetion atW 6tacin8 rmsWt the followingdawments ANSVTPI 1.2002 and DS8-99 available from Tons Plate Institute, 218 N. Loc Street, Suite 312, Alexandria VA 22314 /w vtpmseag / PH 703.683-1010 also consult the SCSI 1.03 available from WoodTmn C=a ofAmaicN 6300 Enterpiim Lane. Ma6sct, W[ 53119 / w .woodmsic / PH 60&274A&49 F-a12B91-2007-(S)-(ID) Page 24 of 32 Job Trips -FT--Type fay PN 1=1 71CO/(1D) 0612891 D6 ROOP 7RU86 1 t l Job Rerer(optlona) 7W s LYy .O29200T007 MTek IndwMe0. kw. T1as Dao 200953:5221e7 Page 1 -240 5-7-12 I 10.7-12 149.0 _ _ I, . 19.10.2 244-6 29-6-0 240 5-7-12 5-0-0 4.14 15.1 -2 4.63 4.11.11 Bede � hbt.a 4A= Wu SR= 67.12 10.7.12 i 14.9.0 19.10.2 28.60 67-12 640 4.14 61.2 9.7.14 Rae Offaeb (XY): 2:o-3•B,Edeel. [9:61.10.0316 [12:0+3.9.0•? -81 LOADING (pal) SPACING 240 C81 DEFL In (loc) Udell Ud PLATES GRIP TOLL 35.0 pis Increase 1.15 TO 0.61 I Vart(LL) -0.26 10 >999 240 M720 168/123 T �RoDfSnar-35.08.0 Lumber In a 1.15 BC 6,89 Vert(TL) -0.47 9.10 >603 180 BCLL 00 Rep Stress hlcr YES WE 0.82 Hdz(TL) 024 9 n1a We SCOT- 8.0 Code IRC20DOITPMM (Var>) WdgM:llB lb LUMBER TOP CHORD 2 X 4 SPF 165OF 1.5E BOT CHORD 2 X 4 SPF 165OF 1.5E WEBS 2 X 4 SPFS Stud/Std'EuapP W2 2 X 4 SPF 165OF 1.5E, W7 2 X 4 SPF 165OF 1.5E WEDGE Lelt: 2 X 4 SPFS Stud/Std SLIDER Right 2 X 4 SPFS Stud/Std 2-7-15 REACTIONS (Ib/size) 9-1005/0.58,13=200510-5-8 MaxH=13=114(LC 7) Mex Uplift0=84(1.0 8),13=213(LC 7) Max Grw9=1226(LC 3),13-2085(LC 1) BRACING TOPCHORD Structural wood sheathing directly applied or 3.2.15 on putting. BOT CHORD Rigid telling droc0yapplled or 644 oc bracing. WEBS 1 Row at midpt 611 FORCES Ob)- Maximum CompressonfMaximom Tension TOP CHORD 1-2 /111, 23=241/1039, 3-14=710/108, 4.14=653/124, 4.5=1080/124, 5-6--1228r111, 61 2815/122, 7.15=2981/110, 75=3288248, 69=3392/228 BOT CHORD 2-13-MM02,12.13=848/188, 11-12=117/599,10-11 2712, 9.10=1732945 WEBS 3.13=1967268, 3.12=12511518, 4.12=883/95, 4.11=/555. 5-11=28500, 611=2136/114, 610 /1481, 7.10=30168 NOTES 1) Wind: ASCE 7-0590mph;hn5ft;TCDL=4.Spsh,BCDL=4.6psf; Category It Epi C; enclosed; W4FRS; Lumber DOL=1.33 plate grip DOL=1.33. 2) TCLL: ASCE 7-05; Pf-35,0 psi (Set roof snow); Category II; Fila C; Fully ft.; Ct=1 3) Unbalanced ancw loads have heart considered for this design. 4) This truss hes been designed for greeter of min roof live load of 16.0 pat or 2.00 times flet roof Iced of 35.0 psf on overhangs rvon-concumenl vAth cher live loads. 5) This hiss has been designed for a 10.0 psf bottom chord live Icad nonconcurtont MTh any other the loads. S) This truss requires plate inspection per the Tooth Count MNhod when this truss Is chosen for quality assurance inspection. 7) a This truss has been designed for a live load of 20.Ops1 on the bottom chard in all areas where a rectangle 340 tall by 240 vAde w11I 5t between the bottom chord and any oUw members. 8) Bearing atjoint(s) 9 considers parallel to grain value using ANSFfPI 1 angle to groin formula. Building designer should verify, capacity of bearing surface. 9) P(W de mechanical connection (byolhers) of truss to bearing plate capable of vAthstandng 84 It uplift adjoint 9 and 29 lb uplift at joint 13. 10) Thi., truss is designed in accordance with the 2006International Residential Code sections R502.11.1 and R802.10.2 and refstanced Ccnjkj4V Apapa pI1 ♦ WARNING- READ ALI, NOTES ON THIS PAGE AND THE ATTACHED GENERAL TRUSS NOTES PAGE BEFORE HANDLING TRUSSES This design is based solely on parameters shown, and is for an individual budding cmnpooeot not a truss system Applicability ofdesign pxrametan and suitability for this individual component and its loads me the responsibility ofthe building designer. This truss must be installed and loaded vertically. Bruiog shown is for the[was[support ofindlvidual web members ordy. The top and bottom chorda azo laterally braced by rigid meathag unless noted otherwise. Additionalpermmwr bracing ofthe overall shucNtt is therespoosibilityofthe budding designer. The erector is responsible for ttsoporary brecieg to insure stability during comuuctios. For geaaal guidmee regarding storage, hurdling. creed. and bating consuRthe following docmmats ANSHTM 1.2001 and 1335.89 available Som Trans Plate Institute, 218 N. Lee Strew, Suite 312, Alexandria VA 22314 / www.tpinstorg / PH 703-683-1010 also consult the SCSI 1-03 available from Wood Truss Comcilof America, 6300 Fieerprim Laos, Madison, WI 537191 www.woodtruss.com/PN 608474-0849 F -812891 -2007 -(S) -(ID) Page 25 of 32 LOAD CASE(R) Standard AWARNING - READ ALL NOTES ON THIS PAGE. AND TIFF. ATTACHED GENERAL TROS5 NOTES PAGE BEFORE HANDLING TRIISSF S This design is based solely on pmmmnands form shown, andform individual building eomponeet nct a taus system Applicability of deign pznmmeu and suitability for this individual component and its loads me the respomibiliry ofthe building designer. This nusamom be installed and loaded vertically. Bracing shown is for the lateral support ofindividud web members only. The top and bottom chords me laterally braced by rigid sheathing unless noted otherwise. Additional permanent bracing of OH overall muctme is the responsibility of the building designs. The erector is responsible for temporary bracing to insma nability during construction. For general guidance regouding storage, handling, mection and btacing consult the Moving documents ANSVIPI 1-2002 and DSM available from Truss Plate lnsdtme, 218 N. Lee Stan, Suite 312, Alexandria, VA 223141www.tpinsrorg / PH 703-683. 10 10 also commit the BCSI 1-03 available from Wood Truss Council of America 6300 Enterprise Lana Madison, M 33719 / www.woodtrussconr i PH 60&294.4849 F -812891 -2007 -M -(IO) Page 26 of 32 0 4.9.12 484 7d-1 7.445 W= ME 3m LOADING(ps0 SPACING 2-0-0 CSI BOT CHORD 2 X 4 SPF 165OF 1.5E TCLL 35.0 pains Increase 1.15 TC 0.79 (RoofSnc -35.0) Lumbwfnaeave 1.16 BC 0.59 TCGL 8.0 Rep Stress Ina YES WB 0.50 BCLL 0.0 rnr Code IRC2008TP202 (A41dx U = vs4 n DEFT. in (loo) IIdeB Ulf Ved(LL) -0.17 8-9 >999 240 Ved(TL) -0.34 8-9 >851 fell Hor4TL) 0.06 5 No Na LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD BOT CHORD 2 X 4 SPF 165OF 1.5E WEBS 2 X 4 SPF I65OF 1.5E'Ewapr BOTCHORD W32 X4 SPFS Stud/Std, W82 X 4 SPF -S StudrStd WEBS W22 X 4 SPF -3 StuNStd WEDGE Right: 2 X 4 SPFS StuNStd REACTIONS (Ib/she) 5=1236.VWhanlcal, 9=1291L0-6-$ Mass H=9=-138(LC 8) Man UPIi85=81(LC 8), 9-61 ILC 7) PLATYS GRIP MT20 1891123 WeigM:981b 31 sew -toss Structural ward sheathingdirattiy applied or 3-10.7 bo pudlns, esxepl and verticals. Rigid ceiling directly applied a 10.0-0 on bred ng. 1 Row at mldpt 4-3,2-9 FORCES (lb)- hWmum CompressionRs4sdmum Tendon TOP CHORD 1-10=237/22, 2.10=11&33, 2-0=11801128, 3.11=11091108, 4.11=1281/78, 45=20981141, 1.9=278149 BOT CHORD 9.12=30/890, 12-13=30/890, 0.13=301890, 7.8=55/1728, 0.7=5&1728, 5-8=55/1728 WEBS 2-8=43/313, 3-8=21480, 4.8=8831188, 48/274.2.9=1173197 NOTES 1) Wind: ASCE 7-05; 90mph; h-25fk TCOL=4.8psF, BCDL-4.8psf. Category II; Eq) C; andosed; MNFRS, Lumber DOL=1.33 plate grip DOL=1.33. 2) TCLL: ASCE 7-05; 121=35.0 Pat (flet roof anew); Category II; Ev C; Fully Erp.; Ct=1 3) Unbalanced snow loads hose been omsldaed far this design. 4) This truss has been designed for a 10,0 Pat bottom chord the load nmcancunent vA81 any other lice loads. 5) This trusts requires plate inspection per the Tooth Count Method schen this buss Is chosen for quality assurance Inspection. 6)' This Wee has been designed for a Ilse load of 20.Opsf w the bottorn Chad in all areas where a rectangle 380 tall by 2-0.0 wide will fit between the bottom Chad and any other mambas. 7) Refo to glyda(s) for truss to truss Connections. 8) Protide mechanical Connection (by others) of truss to bearing pate capable of wthstmding 81111 uplift atjdnt 5 and 61 Ib uplift at joint 9. 9) This truss is designed in accordance with the 2006 international Residential Cade sections R502.11,1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard FS-1FTj[07©7 Components aNMSfuYcomw,.v A WARNING - READ ALI, NOTES ON THIS PAGE AND THE ATTACRkD'C ENERAL TRUSS NOTES PAGE BEFORE HANDLING TRUSMS This design is based solely on parunaas abowo- and is for an individual budding cemponem not atruss system. Applicability ofdesign parameters and suitability for this individual component andits loadsare the responsibility ofthe building designer. Thstrummostbe installodand loaded vertically. Braungshannistbr the Israel supportofindividual web members only. The top and bottom chords are laterally braced by rigid sheathing unless noted ofiersise. Additimalpemunent bracing ofthe overall structure is the responsibility ofthe building designer. Theaatoristesponvble fortermorary bracing toinsure stability during construction. For general guidance regarding storage, banNing, aecdon andbmcing consult the following dawmenH ANSVFPI 1-2002 and USB -99 available from Truss Plate Instimta 218 N. Lee Stmt, Suite 312. Alexandria, VA 22314 /www.tpnscorg / PH 703.683-1010 also consult the SCSI 1-03 evailablo from Wood Truss ComcO ofAmerica, 6300 Eat.ryi" Lao., Medi.= WI 537191 www.YroodWsa.eom /PH 608-2744849 F -812891 -2007 -(S) -(ID) Page 27 of 32 Job Tone Trine Type LOADING load) SPICING 2-04 C81 DEFL In (Ix) Vdd L/d PLATES BG72.7/CCJ(ID) 0812681 D83 ROOF TRU86 J 1 1 COL 0.0 Rep Stress !nor NO WB 0.33 Hol 0.00 13 We rde SCOL 8.0 Code 6RC200611P12002 (htahix) WalgM:11216 Job Refxence(optlnel) 7.000aMy29207MTsklnduMdes,Inc. Thu Dec20 53:532007 Pagel 940 1490 IM = Sunk • 1:48.4 241.0 Plate ede(X : [13:04).001.131 [13:03-1Edgel LOADING load) SPICING 2-04 C81 DEFL In (Ix) Vdd L/d PLATES GRIP TCLL 380 plates nerease 1.15 TC 0.11 Ved(LL) rVa Ala 999 Ill (Roof Snow=35.0) 1881123 TCLL 8.0 Lumber Increase 1.15 BC 0.06 Vert(TL) Na - n/a 998 t COL 0.0 Rep Stress !nor NO WB 0.33 Hol 0.00 13 We rde SCOL 8.0 Code 6RC200611P12002 (htahix) WalgM:11216 LUMBER BRACING TOP CHORD 2 X 4 SPF 165OF 1.5E TOPCHORD Structural woad sheathing directly applied or 844 oc pudins, except and BOT CHORD 2 X 4 SPF 165OF 1.5E verticals. WEBS 2 X 4 SPFS Stud/Std BOT CHORD Rigid calln9 dlrec* applied or 10)-0 on Mating. OTHERS 2X46PFSStudlStd•Fixept' ST6 2 X4 SPF 1850F 1.5E WEDGE Right: 2 X 4 SPFS Stud/Std REACTIONS (IbFSIW) 26-5W4.l.O, 21=108!24.1.0, 22.199/241.0, 23-20&24.1.0, 24=211f24.1.0, 25=169/14.1-0, 20=199241-0, 19-206241-0,18=20X141-0, 17=211/2A -1-0,18=1752.4-1-0,14-2 91241-0 13=11M4.1-0 Mu H=26=138(LC% Mex Upliffi6-14(LC 8), 22--Z7(LC 7), 23=37(LC 7), 24=34(LC 7), 25-38(LC 7), 20-29(LC 8), 19%36(LC 8),18=33(LC 8), 17=45(LC 8), 16-281LC 8),14--63(LC 6), 13z 8%LC 6) Max Grav28xd1(LC 2), 21=208(LC 1), 22=29NLC 2), 23.297(LC 2), 24.243(LC 2), 25=169(LC 1), 20=273(LC 3), 19=238(LC 3) ,18-'202(LC 1),17=211(LC 3), 16=175(LC 1).14=281(LC 3),13=1 Ill 1) FORCES (Ib) • Madmlan CarnpressionAtandmum Tendon TOP CHORD 1-26- 41/12,1.2=2125, 2a=40/39, 3.27=54/82, 427=3/69, 45=63/103, 86=84/132, 6.7 67/137,7-8=54120, 8-9-4299, 910=-4279, 10-11=68/81,11-12=83/51, 12-13=135/83 BOT CHORD 2526--22/134, 2425=221134, 23.24=-22/134, 22.23=221134, 21.22-22!130. 20.21=221134, 1920=22/134, 18-19--222134, 17-18=221134,16-17=22/134,15.16=222134,1415=22/134, 13.14=221134 WEBS 6-21-17010, 522=266/46, 423-265158, 3-24=209154,2.25-i44150,7.20—Z41149.8.19,-206155, 91&=171153, 1 0-1 7=17615 4, 11.16=155/48, 12.14=227180 .10Na' L o, NOTES 1) Wind: ASCE 7-05; 90mph; h -25g; TCDL=4.Bpof; BCDL=4,8psk Category t; EV C; widened; MNVFM Lumber DOL=1.33 plate gdp DOL=1.33. 2) Truss designed for wind loads In the plane tithe truss only. For studs a Posed to wind (normal to the face), ease MTek "Standard Gable End Detail' 3)TCLL: ASCE 7-05; Pf-35.0 pal (flat roof all Category IL Ev C; Fully EV.; Ct- 1 4) Unbalanced all leads have been considered for this design. 5) This truss hes been designed for a 10.0 pof bottom chord live food nonconcunnt Wth any other live loads. 6)Al plates are 1.5x4 MT20 unions athelxfea indented. 1) This truss requires plate Inspection per the Tooth Court Method when this truss Is chose for quality assurance Inspection. 88 pd&qn6nuous bottom oll, d beating This design it basedsolelyen parameters she., audit far an individual buildingoompanmtnot atruss system Applicability ofdesip parameats and suitability for this individual component and its loads are the responsibility, ofthe building designer. This tmumust be installed and loaded verdrally. Bmcingshownisfor the Worst mppost ofindividual web members only. The top and bottom chords are Ivemllybraced by rigid sheathing unless noted otherwise. Additional permanent bracwgofrheovemllawmneiseheresponsiWityofd,ebuildingdesipa. The emotor isotsponsible for mmpmary bracing to insure stability during coostmcdoo. For general guidaou regarding anrege, handling, erection and bracing eausult the following documents Aril 1.2002 and DS849 available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria VA 223141 www.lpinstorg/ PH 703.683-1010 also consult the SCSI 1.03 available from Wood Tmss Council of America 6300 amount. Lane. Madho s W153719 / www.woodirms.mm/ PH 6011-274-0849 F-812891-20074SMID) Pace 28 of 32 NOTES 9) Gable studs spaced at 2-0.0 W. 10)' This truss has been designed for a live load of 20.0psf on the bottom chord In all areas where a rectangle 38-0 tell by2-0-0Wide will fit between the bottom Chord and any other members. 11) Provide mechanical connection (byothers) or truss to hearing plate capable of withstanding 14 lb uplift stjoint 26, 27Ib upllft stjoint 22,37 lb uplift at joint 23.34 Ib uplift at joint 24, 38 to uplift at joint 25, 29 lb uplift atjoint 20, 36 lb uplift at joint 19, 33 lb uplift at join 18, 35 ih uplift atjoint 17, 281b uplift at joint 16, 631b uplift atJdnt 14 and B lb uplift atjoint 13. 12) This truss is designed In accordance with the 2008 International Residential Coda sections R502.11.1 and 8802.10,2 and referenced standard ANSVfPI 1. LOAD CASE($) Standard ♦ WAR\ING- READ ALL NOTES ON THIS PAGE AND THE ATTACHED CFtiERAL TRITSS 80TFS PAGE BEFORE HANDLING TRUSSE5 This design isbased solely on parameters sboom, xndis for an individual building component not a husi system. Applicability of design pmsmaas and mitabdity for Ws individual component and its loads ore the responsibility ofthe building designer. Ilia most must be installed and loaded vertically. Bracwgshownisfor the ideal support ofindividual web members only. The top andbotmm chords are laterally braced by rigid shafts unless noted otherwise. Additionalperreanen bracing ofthe overall structure is the responsibility ofthe budding designer. The erector is responsible for temporary brecing m inane stability during consonance. For general guidance regarding storage, handling, a"fine and bracing consult the following docmuents.ANSMI 1.1003 and DSB-89 available from Trust Plate Institute, 218 N. Lee Street, Suite 314 Alexandria, VA 22314 / www.tpina.mg / PH 703-683-1010 elm consult the BCSI 1-03 available from WoodTna C=cil of Amaim 6300 Eoterydse Lone, Madison, WI 33719 / www.woodnuss.com/ PH 608-274-4849 F -812891 -2007{S) -(ID) Page 29 of 32 — Jab Tnae Trues Type TCLL 35.0 Ply 2.7RMID) 0812891 V71 OAKS 1 1 Rep Stress Ina YES WS 0.10 SCLL 0.0 SCOL 8.0 Code IRC2DOOITP12002 Jab Refara5e 4.10.8 eaoffJ 34 4 LOADING(pao SPACING 2-00 CSI TCLL 35.0 plates Increase 1.15 TO 0.25 (Rod Snow -35.0) Lumberloarease 1.15 SC 0.14 TCDL 6.0 Rep Stress Ina YES WS 0.10 SCLL 0.0 SCOL 8.0 Code IRC2DOOITP12002 (Hab(t) LUMBER TOP CHORD 2 X 4 SPF 16WF 1.5E BOT CHORD 2 X 4 SPF 1660F 1.6E OTHERS 2 X 4 SPFS StWS1d REACTIONS (baaize) 1.198A19O, 3.186/9.9-0, 4-47619-9.0 Mex Hors I-25(LC 5) Max Upl011-20(LC 7), 3-24(LC 8), 4-1S(LC 7) Mex Gran I--206(LC 2), 3=206(LC 3), 4=476(LC 1) FORCES 06) - Maximum CcmpreseionlMvdmum Teneion TOP CHORD 1.6=146/29, 2-5•-43/39, 28=43/30, 3$=146120 BOT CHORD 141-1167,3-4=1167 WEDS 2.4=349/50 r.UAlf May2a 2W1 MIek PetanrRe, elO TM M20W.53WMff PMOI 4-10.8 s,e = LE -1-11111 me e DEFL In (lac) Well Ud PLATES GRIP Vert(LL) n/a - n1a 990 M720 169/123 Ved(TL) n/a - r4a on Hors(TL) 0.00 3 We fila Welght:241b SWING TOPCHORD Structural woad sheathing chectlyapplied a 6-M co Wrllns. BOT CHORD Rigid calling dredfy, applied or 10-0-0oc bracing. NOTES 1) Wind: ASCE 7-05; 90mph; 11--2511; TCDLr4.0psf, SCOL-4.8psf, Category II; Exp C; enclose(t NWFRS; Lumber DOL=1.33 plate grip DOL -1.33. 2) TOLL: ASCE 7-05; Pf=35.0 psi (flat roaf snw); Category II; Exp C; Fully EA7.; Ct• 1 3) Unbalanced arrow beds have been considered for this design. 4) This truss has been designed for a 10.0 psf bottom chord Ilse load nonoonaae st with any other the bade. 5) This Wss requires plate Inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 6) Gable requires continuous b Than chord bearing. 7)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all arses there a rectangle 34&0 tall by2-" wide Will 8I behveah the bottom )had and amy other members. 8) Provide mechanical connection (by others) d Wss to bearing date capable of vAthatanding 2016 uplift ab joint 1, 241b uplift at joint 3 and 15 Ib uplift at joint 4. 9) This truss is designed in accordance with the 2006 internal Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSVTPI i. LOAD CASE(S) Standard sWe.1:1e.f ♦ WARNING,- READ AL1. NOTES ON THIS PAGE AVD THE ATTACHED GENERAL. TRUSS NOTES PAGE BEFORE HANDLING TRUSSES This design is based solely on patroness shown, and is for an individual building component not a truss system Applicability ofdesigo parameters and suitability fon this individual component and ie loads we she responsibility ofthe building designer. This outs mut bainadledandload�d vudWly. Bracing slwwn is lm thelamal support ofindividual web roembers only. The top aadbonom chords arclaterallybrsced by rigid sheathing unless noted otherwise. Addirionalpermment bradog ofthe overall strumae is the responsibility ofthe building designer. The erector is responsible for temporary bracing to imine stability during conswction. For general guidance regarding storage, handling, ececdm and bracing consult the following docwrcats ANSI7FPI 1.2002 and DSW89 available from Truss Plate Institute, 219 N. Lee Stred, Suite 312, Alexandria, VA 22314 / www.tpinstorg / PH 703-683-1010 also consult the SCSI 1.03 available from Wood truss Counted of Acomia, 6300 Enterprise Lame, Madison. W1537191 wsvw.woodtruss.com 1 PH 60b274AM9 Job Trine Teas Type TCLL 35.0 CBC/12�/CO/pD) 0072091 VI2 ROOF TRl193 1 I 1I Rep Stress Ina YES Cade FtC2D)8/TPtWM I a9a Rabarca IrNMntl1 r.OpOs 1r>;y 28200( MTea IMNtrlaa, Irq Tnu Dec 20 W.330330gr Page? 2.10.8 1 5.9-0 2.10-8 2 -IM 44= ease • 1:11A W i Lexi II W C LOADING (paf) SPACING 2-0-0 TCLL 35.0 Plates Increase 1.15 (Roof Snar-35.0) Lumber Increase 1.15 TCDL 8.0 6C^L 0.0 ' Rep Stress Ina YES Cade FtC2D)8/TPtWM LUMBER TOP CHORD 2 X4 SPF 165DF 1.5E SOT CHORD 2 X 4 SPF 1650E 1.5E OTHERS 2 X 4 SPF -S StusllStd REACTIONS (Ib/size) 1=125/5-9-0.3=12516-9-0, 4211/5-9-0 Alas Horn 1=13(LC 6) Max Uplift1=16(LC 7), 3=-18(LC 8) FORCES (Ib)- Madmum CanpresslavMapmum Tension TOPCHORD 1-5=67116, 25�111N, 2-811115, 3-8=�'/l12 BOT CHORD 14—MA.34-1/29 WEBS 2-4=165124 CSI DEFL In Jim) Udall LId PLATES GRIP TC 0.10 Vert(LL) n/a rile 999 Mr20 169/123 BC 0.04 Vat(TL) n1a n1a 999 WS 0.04 Horz(TL) 0.00 3 We We (Harris) Weight: 13Ito BRACING TOPCHORD Structural woad sheathing directly applied or 5-"oo purilns. BOT CHORD Rigid ceiling directly applied a 1041-0 m bracing. NOTES 1)Wind: ASCE 7-05; 90mph;h25ft;TCDL=4.8paf;BCOL-4.8pst; Category ll; Eq) C; enclosed; MNFRS; Lumber DOL -1.33 plate grip DOL=1.33. 2) TCLL: ASCE 7-05; Pf=35.0 psf (Sat (mf snm); Category It ESP C; Fully Esrp.; Ct=1 3) Unbalanced snow loads hese been considered for this design. 4) This Was has been designed for a 10.0 psf bottom chord live load with anyother live loads. 5) This buss raclu res plate inspection per the Tooth Caurd Method when this trusts is chosen for quality assurance inspecfdon. 6) Gable requires c mmn�s bottom shad bearing. 7)' This trusts hes been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-11-0tall by2-0-0 wide will St between the bottom dead and any other members. 8) PrWde mechanical connection (by others) of truss to bearing plate capable ofwilhatanding 16 lb uplift at Joint 1 and 18 to uplift at joint 3. 9) This truss is designed In accordance with this 2006 International Residential Cade sectlais R5W.11.I and R802.10.2 and referenced LOAD CASE(S) Standard A WARNING — READ ALL NOTI'S ON THIS PAGE AND THE ATTACHED GENERAL TRUSS NOTES PAGE BEFORE HANDLING TRUSSES Tins design is based solely on peramuus shown, end is form individual building compnnmt not a truss system. ApplialdfityofdesignparanetasmdsuilabUity for this individual comporwm and is loads we the saponsibibry of the budding designer. Tldsmas must be insuBed and loaded rcrdally. Brazing shown is for the lateral support ofiodividual web members only. The top and broom chords are laterally braced by rigid sheathing unless noted otherwise. Additional pesmanam bracingoftheovadlmw aistherapmsbgiryofthebufidingdesipm. Thecratr isresponsible for temporarybncingtoinsure stability during consonefioo. For general guidance regarding storage, beading, erection and bracing consult the following decuuxnm ANSMI 1-2003 end DSM9 available from Truss Plate Institute, 219 N. Lee Street, Suite 312, Alexrr drier VA 22314 / www.tpinst.arg / PH 703-683.1010 also consult the BCSI 1.03 available from Wood Truss Council of America, 4300 Enterprise Lane, Madison, W153719 / wsvw.waadousacom / PH 608.274-4849 F -812891 -2007 -(S) -(ID) Page 31 of 32 GENERAL TRUSS NOTES Failure to read and follow these notes could cause property damage or personal injury. 1. Do not cut or alter trusses without prior written approval from a Licensed Professional Engineer. 2. Do not place or install trusses in any location that will cause the moisture content of the wood to exceed 19% and/or cause corrosion of the connector plates. 3. Do not load trusses with stacks of construction materials. 4. Use extreme care while handling and installing trusses. 5. The attached truss designs are not applicable for use with fire retardant lumber or preservative treated lumber. 6. Provide copies of all pages to the building designer, erection supervisor, property owner, building official and all other interested parties. 7. Load transfer connections including truss anchors are to be specified by others unless otherwise noted on the truss designs. TRUSS DRAWING SYMBOLS Indicates location of required continuous lateral bracing Lateral Bracing Location F -812891 -2007 -(5) -(ID) Page 32 of 32 Nearing Location