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Home My WebLink AboutPermit Miscellaneous 2014-08-12Ao. W mOo m •• �rE z n¢Oo 0 W w OQOp� Z ® O OJ�Q O ONo WWOQOxa WW rF-1 Z17 >W06OW F MW Poco OO OOSO d ® I&) Z oog< 00 ® a a§ 000- y mow as 04, °Om3 fo. V i -)—i J U co O 0 z r- 0 s 3 0 FOzWYT 5ap� j r6( 10 I- R N w ` U i u_ LU W Z 0 z W Y C O-� o Co Y2 a � � a L N (n N 2 m C Q o 00 E L Z o a U o a E m a d UO w L a� o U !7 0 0 0 d N U f2 c o U ami cn N N N a) 2 Q oQ 2. oQo >a)Qo 0 CD U C O O N O N 2 c Of '22: v S N a C O-� o Co a � � a o m o m o 2 m n Q o m m m w E L Z o a U o a E m m d UO w L E O U a C U !7 0 0 0 d N f2 c o U m o O .� O d f6 V y N N N Q U 42 2 Q oQ 2. . v -- •" " ao or x 35 34 33 32 31 W 29 28 27 20' 3x5= 5x5 = Scale = 1:ML6 TCLL 25.0 I SPACING 2-0-0 - Plafeslncrease 7.15 CSI DEFL in (loc) Udall Lrtl (Roof Bnow=25.0) TC 0.07 Verfi-L) 0,0D 1 alit 120 PLATES GRIP TOOL 8.0 Wmber ingease 1.15 DC 0.05 Vert(TL) 0.00 1 n/r 90 MT20 1851148 BOLL 0.0 Rep Stress lncr YES bV6 0.11 Horz(TL) 0.01 25 Ne n/a SCOL T Code IRC201277PI2007 (Me .) LUMBER WelghL227lb FT=8% TOP CHORD 2x4HFNo.2 BRACING BOTCHORD 2x4 HF NO2 TOPCHORD SWdural wood sheathing d1rec8y applied or 6-"0, pudins. OTHERS 2x4 HF/SPF Stud/Sld`Except- BOTCHORD Rigid caing directly appal or 10-0-0 oc bradng. STI 1,ST10,ST9,ST8:2x4 HF IJo.2 WEBS 1 Row at midpt 14-36, 13-37,12-M, 15-35, 16-34 M�Tek rewmmends tilal Steblizers and requtretl cross bragng be lnslalletl f REACTIONS -HOQAll -258(LC$) dadng Wss erectiogin accordance=th Slabibzer lnslallati�ulde._ J (ib)- Max Horz2=258(LC 5) Max Uplift All uplift 10016 or less at lolat(s) 25, 2, 36, 37, 38, 39, 40, 41, 42, 43, 44, 45, 46, 35, 34, 33, 32, 31, 30, 29, 28, 27,26 Max Grew All reactions 250 to or less of jolnl(s) 25, 2, 36, 37, 38, 39, 40, 41, 42, 43, 44, 45, 46, 35, 34, 33, 32, 31, 30, 29, 28, 27, 26 FORCES (Ib)- Max .CMP ./Max Ten. -Alt forces 250 (to) Or less except when shorn. NOTES 1) What: ASCE 7-10; Vutt=126mph (3-secontl gust)' V(IRC2012)=100mph; TO DL=4.8psf, BCDL=4.2ps( h=P5f, Cat ll; Exp S; endosed, MWFRS (envelope) gable end zone; cantilever left and right exposed; end vedical left and right exposed; Lumber DOL=L60 plate grip DOL- 160 2) Truss designed for what loads In the plane of the truss orgy. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANS WPI 1. 3) TCLL ASCE 7-10; Pf=25.0 psf (flat roof snow); Category ll; Exp B; Partially Exp. ; Ct=1.1mes Bal to 4) This truss has been designed for greater of min roof live load of 16.0 pet or 1.00 tiot load of 250 psf on overhangs non -concurrent with other live loads. 5) All plates are 1x4 MT20 urgese ofherwtse Indicated 6) Gable requires continuous bottom chord bearing. 7) Gable sWd. spaced at 1-4-U co, 8) This Was has been designed fora 10.0 psf bottom chord live food rwnconcurrent with any other two loads. 9)` This hose has been designed far a live load of 20.Opsf onthe bottom chord in all areas where a rectangle 3fi tall by 2-" wide wi11 fit beWeen the bottom chord and any other members. 10) Provide medlanical conae,th, (by others) of truss to bearing plate capable ofwithetantling 10016 upldt atjolnf(s) 25, 2, 36, 37, 38, 39, 40, 41, 42, 43, 44, 45, 46, 35, 34, 33, 32, 31, 30, 29, 28, 27, 26. 11) TMs truss Is designed In accordance with the 2012International Residential Code sections R502.1 Lt and R802.10.2 and referenced standard ANS WPI 1. 12)'Semi-rigid Pifchbreaks with fixed heels- Member end fully model was used in the analysis and design of use buss. LOAD CASE(S) Standard OREGON T 8/20/14 EXPIRATION DATE: 72/31/14 I WARNINGI- VERIFYDESIGN PARAh1ETERS AND READ ALL NOTES ON THIS TRUSS DNA'" NOTES OEFORE OSE. D�g4aBy signed by: TerryLPoxell, P.E. Design valid for rase with Mitek connectors. This design is based only upon parameters shown, and is for an individual building component to be installed and loaded vertically, Applicability of design parameters and proper incorporation of component is responsibility of building designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insane stability during construction is the responsibility of the erector. Additional permanent bracing of the overall sWcmre is the nespons�biliq• ofthe building designer. Forgeaeral guidance regarding fabncation, quality control, storage delivery erection and bmcimg consult ANSVIPI I Qualify Criteria,DBB-89 and BCSI I Building Component Safety Informntion available from Truss Plate Institute, 583 D' Onofio Drive, Madison, Rq 53719 theTRUSSCo. INC. uer 7.9.9 4x4 = 8.00 12 v 10 18 9 19 8 20 4x5 = 1x4 II 5x8 = 1x4 II 45 = LOADING(Ps t) - TCLL 25.0 SPACING 2.0-0 (Root Srwvr--2S0) Plates Increase 1.15 TCDL 80 I Lum mi-Im cease 1.15 BCLL 0.0 ' Rep Stress Iner YES BCDL TO Code I RC2012YTP1207 LUMBER TOP CHORD 2x4 HF N12 BUT CHORD 2x4 HF No.2 WEBS 2x4 HF No.2*Except' Wt: 2x4 HF/SPF StuNStd REACTIONS (Ib/size) 7=1280Rde11banlcal, 2=1346/0-5b (min 0-2-4) Max Horz2=258(LC 5) Max UPrdt7=-205(LC 9), 2=-227(LC 8) Max Gra,7=1289(LC 1]), 2=1348ILC 16) Scale = 1:824 CSI DEFL in (loc) Vtlefl L/d TC 0.74 Ved(LL) -0.11 9-10 999 360 PLATES GRIP MT20 1851148 BC 0.50 Ved(TL) -0.25 9-10 >M 240 OM) HOrs(Tt) 0.09 ] Na Na (I�Id K'elght 1301b FT=6% BRACING TOPCHORD Structural wood sheathing directly applied. BOTCHORD Right ceiling directly applied of l 0-0-0uc braong. WEBS 1 Row at mtdpt 6-9.3-9 MnTek recommends that Stabilizers antl required cross busting be Installed during W ss erecVon _in axofdance with Stablizer Installation gultle. FORCES (Ib)- Max. Comp7Max Ten.- Allforces 250 Ob) of less except when shown. TOP CHORD 2-3-1849/367.3-4-429W,17 ,4-5=-1138/284,5£=-1290284,64=-1850736B DOTCHORD 247=-820/2238,10-17=-27371606, 10-18=-273/1606, 9-18=-2]371606,9-19=-122/1439, 8-19=-122/1439, 8-20=-12271439,7-20=-7352178 WEBS 5-9=4427850, 6-9=433273, 6.8=0/290, 3.9=-731272, 3-10=0290 NOTES 1) Wird: ASCE 7-10; Vult=126mph (3 -second gust) AIRC2012)=100mpN TCDL=4.8psf BCDL=4.2PSF h=25Q Cat II; Exp R; enclosed; MWFRS (envelope) gable end zone; cantlever IeR and right exposed; end vertical fell and right exposed; Lumber DOL -1.60 Plate grip DOL -1.60 2) TCLL ASCE 7-10; N-25.0 psf (flat roof snow); Category Il; Exp D; Partially Exp.; Ct=1.1 3) This truss has been designed for greater of min roof live load of 16.0 psf w 1.00 times gat roof load of25 0 pat on overhangs nomcrincerient with other five loads. 4) This buss has been designed fora 10.0 PSf bottom Chord five load rwm(nwrrentwith any other five leads. 5)' This truss has been designed fora live load of 20.Opsf on the bottom Chord in all areas where a rectangle 3E-0 (all by 2-0-0 wido will fit between the bottom chord and any other members, with BCDL = 7.Opsf. 6) Refer to girders) for Was to buss connections. 7) Provide mecharBcal connection (by others) of ImS$ to bearing plate capable of withstanding IW to uphill at While) except fP=1b) 7=205, 2=227. O) This Truss is designed In accordance with the 2012 International Residential Code sections 8502.11.1 and R802.10.2 and referenced standard ANSUTPI 1. 9)'Semi-rigid Pitchbreaks with fixed heels' Member end fidry model was used In the analysis and design 0 this buss. LOAD CASE(S) Standard !W, NINGI-VERIFi'DESIGN PARA:METERS AND READ ALL NOTES ON THIS TRUSS DRA{i'ING NOTES BEFORE USE. Design valid for use with Nfitek connectorsign is based only upon parameters shmva, and is far an individual building component to be installed and loaded vertically. Applicabilitn pamnletera and Proper incorporation of component is responsibility of building designer. Bracing shown is for lateral support of indb members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional Prening of the overall sinsture is the responsibility ofthe building designer. For general guidanceregarding fabrication, quality control, storagerection and bracing consult ANSVTPI i Quality Criteria,DSB-89 and BCSI I Building Component Safety Information available frPlate hlstihne, 583 D'Onofrio Drive, Madison, Wt 53719 BtYU/14—! EXPIRATION DATE: 12/31/14 1 D19itallY signed by: Terry L Parrett, RE theTRUSSCO. INC. 4x4 = Scale= 1:800 8.W 12 12 20 11 10 21 9 22 4.00 F12 5x5 0 3, = 3x5 = 1x4 II 4x5 = QIP TGLL 250 SPACING 2-0-0 CSI DEFL in (Roof Snow=25.0) Pleles Increase 1.15 TC 0.79 Ved(LL) (bc) I/tlafl Vtl PLATES GRIP -0.25 12-73 >999 360 PAT28 TCDL 8D Lumber lnaeasa 1.15 BCLL • Rep Stress lncr VES BC 0.99 Veit(TL) 7851148 -0.5172-13 >757 240 00 BCDL 7,0 Code IRC2012TP12007 WB 0.71 (/Aaldx-6Q Horz(TL) 0.30 8 n/a Ma LUMBER WIght 1421b FT=B% TOP CHORD 2x4 HF No.2 BRACINGTOP BOTCHORD 2X4 HF NO2 CHORD Slmduml Wood Shea I g directly applied. WEBS 2x42X4 HF •Except' BOTCHORO Rigid calci dire 9 dy applied7-1.2.2-05-braGng. HF W7: 2z4 HF Stud, W2,WI: 2z4 HF/SPF StudlSltl WEBS Mu 1 Row It midpl 7-11, 3-12,5-11 MTekm mend, that StaMrzers andrequiredcrossbradn9 be mslalietl [doing REACTIONS (IWsiie) 8=1291RAechanical, 2=133510-5-8 (min. 0-2-3) inereGbnJ in acmManceln Slabilixer lns1a11aUon gWtle Max HOM2=258(LC 5) Max UP0t18=-206(LC 9), 2=-221(LC 8) FORCES (Ib) -Max. C(mpJMax.Ten. - All faces 250( Ib) w less except whoa shmvn. TOP CHORD 2-3=-3508/649, 3-4=-1593277, 4-5-1455092,56—MW 122, 6-7=-1306294, 7-8=-18691370 BOT CHORD 2-13=663/3160, 12-13=062!3187, /2-20=-19411338, 17-20=-19411338, 10-11=-13111443, 10-21--13111443,9-21=-131/14431.22=-131/4443,8-22=-7372246 9-22=-131/1443,8-22=-7372245 WEBS 6-11=-206/940, 7-11=-735272,3-13=-37012018,3-12 2052/529,5-17=006/251, 7-9=0729, 5-/2=-70/348 NOTES 1) Wind: ASCE 7-10; Vui1=126mph 13 -second gust) V(IRC2012)=t00mph; TCDL=4.811. BCDL=4.2pst h=259; CIL II; Exp B; enclosed, MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL -1.60 2) TCLL: ASCE 7-10; Pf=250 psf (Oat roof snow); Category 11; Exp B; Perfidy Exp.; Ct=1.1 3) This buss has been designed for greater or min reef live load of 16.0 par or 1,00 times flat roofload 025.0 pet on overhangs nwn ncurrmt with other live leads. 4) This truss has been designed for a 100 pat bottom chord live bad rm m,eurra, with any omerlive loads. 5) • This muss has been designed for a live lead of 20.Opsfon the bottom chord in all areas where a rectangle 30-0 tall by 2.0-0 Woe will fit between the bottom chord and any other members, with BCDL = 7.0psf. 6) Refer to girder(s) for buss to hues connections 7) Bearing at)oint(s) 2 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Seung designer should verify capacity of bearing surface. 8) Provide machaNcel connection (by others) of Muss to bearing plate capable of WithslarKing 100It, uplift at Malls) except Ot-IM) 8=206, 2=221, 9) This truss Is designed in accordance with the 2012 International Res dont al Code sections R602.11. 1 and R802.10.2 and referenced! standard ANSITPI 1. 10)'Semi-rigid pilchbreaks with fixed heels" Member ernd hdty model was usedin the anatysis and design of this Wss, LOAD CASE(S) Standard ! WARNINGI- VP.RIVY DESIGN PARAMETERS AND READ ALL NOTES ON THIS TRUSS DRAWING NOTES BEFORE USE. Dcsign valid for use tvilh N1ifek connectors. This design is based only upon parameters shown, and is £or an indisddual building wmponent to be installed and loaded vertically. Applicability oC design parameters and proper incorporation of component is responsibility of bni !ding designer. Bracing shown is for lateral support of individual wzb members only. Addifimml tem poru}• bracing m insure stability during conslmdion is the responsbility of the erector. Additional permanent bracing of the merali sbucmre is the responsibility of the building designer. For general guidance regaNiag fabrication, quality control, stoall delivery erection and bracing wnsol[ ANSVTPI 1 Qualify Criteria,DSB-89 and ➢CSI 1 DuiMing Component Safely lnformafi5n available from Tress Plate Insfitule, 583 D'Onofrio Drive, hfadison, W153719 8120/14 EXPIRATION DATE: 12/31/14 U94fli0y signed by. Terry L Penwell, RE theTRUSSCO. INC. 44 = Sca'e= 1:800 &00F1_2 4.00 t2 5x5; 3x8= 3x5= 1x411 45= TCLL 26.0 SPACING 2-0-0 CSI DEFL (Root Snovr--25.0) Plates lder 7.16 TC 0.79 Ved(Ly TCDL SO LuP SirinorI 1.15 BC 0.99 Ved(TL) BCLL 0.0• Rep Stress Ina VES WB 0]7 HM(TL) BCDL 7,p Code IRC20f 2/TPI2007 (h9aldx-M) antl' In (Joe) Udell L/I PLATES GRIP -0.2514-15 1999 360 I MTpp 185ry48 -D5114-15 1757 240 0.30 9 Ma Na N Igh11441b FT=B% LUMBER BRACING TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 TOPCHORD Structural wood sheathingdire or Doc punins. BOTCHORO ic8yapplied WEBS 2x4 HF No.2 •Except• R ceiling directly applied If oc bracing. cing, WE 2x4 HE SNd, V✓1,W7: 2xq HF/SPF SfUNSm WEBS I 312-24) 1 Row at mldpt 8-13, 3-14, 5-73 MTek recommends that Stab3zers and required cross bracing be Installed REACTIONS (IWslze) 2=1334/0-5-8(Mn. 0-2-3),9=1358] &Il(min.0-24) dunng_oiss erection, Inaccomance with StaWlrzar lnslallapon ovltla. Max Horz2=-263(LC 6) Max UjPV 2=-221(LC e), 9=-227(LC 9) FORCES (m)- Max- COMP ./Max. Ten. -All forces 250 pb)oriess exceptwhen shun TOP CHORD 23=-3515/639, 3-4= 1593277, 4-5=-1455292, 54--1238295, 6-]=-1145293, 7.8=-1308258, 8-9=-18671341 BOT CHORD 2-16-643/3175.14-15—-(34213182 14--22=-183/1346, 13-22=-18311346, 12-13=420/1450, 12-23=-120/1450, 11-23=-120.1450, 11-24=-120/1450, 9-24=6742157 WEBS 6-13=406/9,10, 8-13=-734272, 3-15=-3572027, 3-14=-2060/519, 5-13=608251, 8-11=lingo, 5-14=-70]348 NOTES 1) NSM: ASCE 7-10; Vult=126mph (3 -second gust) V(IRC2012)=100mph; TCDL=4.8psf; BCDL=42pst, h=2511; Cat 11; end zone; Cantilever left and right exposed- end vertical left hl Exp B. endosed; MWFRS (envelope) gable 2)TCLL: ASCE 7-10;Pf=26.0 pef(gat roof srrow); Category IL Eris 8 paexpaoseQLumber DOL=1.60plategnp DOL=1.60 3) This truss has been designed for greater of min roof live load of 16.0 psf of106meson 1 odds. hat roof load of 25.0 psf overMigc s nononcurrenl with other live 4) This "as has been designed for a 10.0 psf bottom chord five load nonconcurrent with any other live loads. 5) • This Lose has been designed fora live load of 20.Opsf on the bottom chord In all areas where a rectangle 36-0 tall by 2-0-0 Wide Wit fit between the bottom chord and any other members, Win BCDL = 7.0psf. 6) Hearing at)oinl(s) 2 considers paran0i to grain value using ANSVIPI I angle to grain formula. Building designer should verify capacity of bearing sudden. 7) PfOMe medtaNcal Connection (by others) of Wss to beading plate capable of Withstanding 100 to uplift at )0In1(s) except Ot=11) 2=221, 9=227. 8) This muss Is wit designed In a=rdenca h the 2012 International Residential Code sections R502.11.1 and R802.101 and referenced standard ANSUTPI 1. 9) "Semi-d9ld ptchbreaks with fixed heels" Member end fixity model was used In the analysis and design of this buss. LOAD CASE(S) Standard WARNINGI — VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS TRUSS DRAWING NOTES BEFORE USE. Design valid for use with Mitek connectors. This design is based only upon paramUers show., and is for an individual building component to be installed and loaded vertically. Applicability of design parameters end proper incorporation of component is responsibility of building designee Bracing show, is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of erector. Additional pemranem bracing ofthe overall structure is the responsibility ofthe building designer. Forge neral guidance regarding fabrication, quality control, storage delivery erection and bearing consult ANSI7IPI I Quality CHUda,DSI -89 and BCSI 1 Building Component Sorely Information available from Truss Plate Intim, 583 D'Onofrio Drive, Aladison, W153719 U/YO/14 EXPIRATION DATE: 12/31/14 Digitally signed by Terry L Pmeli, RE INC. 4x4 11 Scale = 1:84.7 &W 12 4.0012 5x5, 3x8=3x5= 11 7x411 18 TOLL " 25.0 SPACING 2-0-0 CSI (Roof Sn --25.0) Plates Increase 1.15 TO0.85 DEFL in floc) Vdefl Ud PLATES GRIP TCDL 80 Lumber Increase 1.16 BC 0.43 Ver(LL) -ON 10 Mr 120 Vert(n) 0.03 10 Nr MT20 1851148 BOLL 0.0Rep Stress lncr YES WB 0.31 BCDL Code IRC2012fTP12007 BO Horz(iL) 0.01 9 Ma Na 70 (Manx) W Ighl 1441b FT=8% LUMBER TOP CHORD 2x4 HF No.2 BRACING BOTCHORD 2x4 HF No.2 TOP CHORD Structural wood sheaths dire a sheathing d0 "plied ora -g42 oc purlins. WEBS 2x4 HFNo.2'EHF/S BOTCHORD callingdirectlyapplied or- ID-0-0ocbrating. W1,W2,W7: 2x4 HF/SPF SNdISid IRR WEBS 1Row at midpt &73,8-13,5-73 MiTekrecommends that Stab9lz le; and required cross bracing be Installed REACTIONS All bearings 32-011. durin Wss erection, In accordarka wwllh Stabi tzar lnstallagonpultle___ (lb)- Max Horz2=-264(LC 6) Max UPIiR All uplift 10016 or less at joings) 14, 9 except 2=-1 VgLC 9), 15=-7 2 811.0 Max Grav All reactions 25016 or less atJoings) except 2=296ILC 17), 15=587(LC 16), 8), 13=411(LC 8), 11=-108(LO B 9=391(LC 1) 14=299ILC 16), 13=58SLC 1), 11=744(LC 17), FORCES fib) - Max, Comp./Max Ten, -All foroes250(b) or less except when shown WEBS 6-13=-363/74, 3-15=-402/145, &11=482/159 NOTES 1) Wind: ASCE 7-10; Vult=1261ph (3-secorcl gust) V(IRC2012)=1DDmph; TCDL=4.8psp BCDL=4.2psf, h-25ft; Cat I1; Exp e; enclosed, MWFRS (envelope) gable end zone; cantilever left and right exposed; end vertical left and right exposed; Lumbar DOL -1.60 plate grip DOL -i.60 2) TOLL: ASCE 7-10; PI -25.0 pari (flat roof snow); Category ll; Exp B; Partlify Exp.; Ct=1.1 3) This truss has been designed for greater of min roof two load of ISO psf or 1.00 times fiat roof load of 25.0 psf on overhangs non-concument with other rive loads. 4) Gable requires conlinvens bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load rwrxonarrent with any otheriNa lead,, 6)' This Wss has been designed for a two load of 20.Opef on the bottom chord In all areas where a rectangle 34-0 tall by 20-0 wide will fit between the bottom chord and any other members, with BCDL = TOW, 7) Provide machardeal cernection (by others) of truss to hearing plate capable of withstanding 10016 upfdt at jeinl(s) 14, a except (jt=ib) 2=773, 15=728, 13=111, 11=108. 8) Beveled plate or shim required to provide full bearing surface With "as chord at Joings)16. 9) This boss is designed In accordance with the 2012 International Residerill Code sections R502.11.1 and R802.10.2 and referenced standard ANSVtPI 1. 10) "Semirigid pilchbreaks with fixed heels" Member and truly Mar l was used in Ne analysis and design of this Wss. LOAD CASES) Standard 1 WARNINGI - VERIFY DESIGN PARA AIETERS AND READ ALL NOTES ON THIS TRUSS DRAWING NOTES BEFORE USE. Design valid for rise with Mitek connectors. This design is based only upon parameters shorn, and is for art individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of building designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility ofthe erector. Additional pemanent bating ofthe overall structure is the responsibility fthe building design,, For general guidance regarding fabrication, quality control, storage delivery erection and bracing consult ANSUFPI I Qualify Criteria.1l and BCS1 I Building Component Safety Information available from Truss Plate Institute 583 D'Onofdo Drive, Madison, Wt 53719 UIZU/14 EXPIRATION DATE: 12/31/14, D'gtla0y signed by: Terry L Powell, P.E. theTRUSSCO. INC. 4x511 Scale =1:54.1 5x101, THD26 3x811 THD26 8x8= THD26 3x811 THD26 THD265x100 THD26 THD26 THD26 THD26 15.0SPACING 2-" CSI 5.0) Plates lnaease LIS TC 095 gg Wm bar increase 1.15 BC Dgel gg. Rep Stress lrxr NO VJB p,yq 7.0 COM, RC20127TP12007 (matrix -M) LUMBER TOP CHORD 2x4 HF No.2 BOT CHORD 2x6 HF SS WEBS 2x4 HF/SPF Stud/Std•Except* W3: 2x4 HF No.2, Wt: 2x4 HF Stud REACTIONS thread) 6=655705.8 (min. 0-545),2=653810.5-8 (min. 0-545) Max Ho22=165(LC 5) Max UPhfi6=-1094(LC 9), 2=-1104(LC 8) DEFL In (loc) Udell UdI PLATES GRIP -0 Ved(LL) .18 8-9 999 360 MT20 1851148 Ved(TO -0.33 B-9 1726 240 Hamm) DID 6 n1a we Weight: 1881b FT=B% BRACING TOPCHORD SW dural wood sheathing directly applied BOTCHORD Rigid calling directly applied or 101-0oc bracing. FORCES fib) - Max. Coll Ten. - All forces 250 fib) or less except when shown, TOP CHORD 23=-1001511667, 3-4=45722/1176, 4-5=8722/1176, 545=-1005911672 BOTCHORD 2-14=-1417/8272,14-15=-141718272,9-15=-1417M272,9-16=-141DB272,16-17=-1417M272, 8-17=-1417/8272,8-18=-1323/8298, 18-19=-132316298,7-19=-132318298,7-20=-132318298, 20-21=-132318298,6-21=-1323/8298 WEBS 4-8=42017071, 58=-34821701, 5-7=-56113552, 34I= -345O/695,3-9=-555022 NOTES 1) 2-pty Loss to be conn detl f rgetherwith 10d (0.131'x3') nails as follows: Top Uwres wrnectetl as follows: 2x4 -1 row of 0-0-0i,, Bolton chords connected as follows: 2x6 -2 rows staggered at 060 oe Webs connected as follows: 2x4 -1 row at 0-9D so 2) All loads are considered equally applied to all pries, except H noted as front (F) or back (e) /ace in Ne LOAD CASE(S) section Pty to Ply connections have been provided to distribute only loads noted as (F) or (B), unless ethea75e Indicated. 3) WSntl:ASCE 7-10; Vult=126mph (3 -se M gust)V(IRC2012)=100MPh; TCDL=4.8psf, BCDL=4.2psp h=25ft; Cat fl Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed; and vertical left antl right exposed; Lumber DOL -1.60 plate grip DOL=1.60 4) TCLL: ASCE 7-10; Pf=25.0 psf (Flat ,of snow); Category II; EXP B; Partially Exp.; Ct=1.1 5) This buss has been designed for greater of min roof live load of 16D psf or 1.00 haus flat roof load of 25.0 psf on overhangs non -concurrent with other We loads. Moss has been ned par a 10.0 ird live load nonconcurrent ive loads. 7) Thsis buss hes been designetl for a live load 020 Opst on the bottom chord in all art as where a rectangle 360 tall by 2-0-0 cede will fit between the bottom chord and any other members. 8) Provide mechankal wooed eri (by others) of (was to bearing plate capable of wiNstandirg IDD Its uplift at jolnt(s) except gl=l0) 6=1094, 2=1104. 9) This truss Is designed in accordance with the 2012 International Residential Code sections R502. 11.1 and R802.10.2 and referenced! standard ANSI7TPI 1. 10) "Semi-rigid IrRibureaks with fixed heels" Member end fuety model was used In the analysis and design of Ws Miss. 11) Use USP THD26 (With But nails Into Girder 8 NA9D nails into Truss) or equivalent spaced at 2-,,_, oc max. starti connect busses) A02 (1 ply 2x4 HF), A03 H ply 2x4 HF) to back face of bottom chord. ng 4128-12 from the left and to 18-0-12 to 12) Fill all nail holes where hanger Is In tooted with lumbar. LOAD CASE(S) Standard H Dead a Son, (balanced): Lumber Increase=1.15, Plate Incase=1.15 Uniform Loads (pip Vert 1 A= 66, 48=$6, 2b---14 concentrated Loads (Ib) Vert 8=-1266(8) 14=-1266(8) 15=-1266(B) 16=-1266(8)17=-1266(8)18=-I2 fifi) 19=-1277(8)20=-1277(8)21=-1277(8) I WARNINCI — VER IFI' DESIGN PARAMETERS AND READ ALL NOTES ON THIS TRUSS DRAWING NOTES BEFORE USE. Design valid for use with Alitek connectors. This design is based only upon parameters shown, and is for an individual building component to be installed and loaded vedlcally. Applicability of design pmmneters ad proper incorporation of component is responsibility of building designer. Bracing sbowm is for lateral support of individual web members only, Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing ofthe overall Structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage delivery erection and bating consult ANSUTPI 1 Quality Criteria,DSB-8g and BCne 1 Building Component Safety In parent'" available from Truss Plate Institute 583 D'Onofrio Thrive, Madison, WI 53719 tS120/144 EXPIRATION DATE: 12/31/14 I Digitally signed by: Terry L Power, RE INC. 04 = Sate =1529 3x5 = 5x8 = 3x6 = TOLL " 25A SPACING 2-0-0 (Root Srrow=25.0) Plates Increase 1.15 TCDL 8.0 Lumbo'h= 1A5 BOLL 0.0' Rep Shea s Ina YES BCDL 70 Code IRC2012/fP12007 CSI TO 026 BC 0.57 WB 0.29 (Meltlx-M) LUMBER TOP CHORD 2x4 HF No.2 BOTCHORD 2x4 HF No.2 WEBS 2x4 HF/SPF Stud/Std REACTIONS (ib/slze) 2=866/05-8 (min. 0-1-8), 6=886/45-8 (min. 0-1-e) Max Hoa2=-470(LC 6) Max Upii02=-150(LC 8), 6=-15011-C 9) FORCES Qb) - Max. CompJMax.Ten. - All faces 250 (to) a less except whom shown. TOP CHORD 23=-10897197, 3-4=-608/175, 4-5=806/174, 5E=-1089/197 BOTCHORD 28=-184/1207,68=-90/1207 WEBS 4-8=817488,68=-320/200,3-8=-319200 1� DEFL in (bc) Aden Ltd PLATES GRIP Ved(LL) -0.13 &11 999 360 MT29 GRIP 0 Ved(TL) -0.29 8-11 >827 240 HOWL-) 0.03 6 n/a n/a Weight 75 lb FT=8% BRACING TOPCHORD Structural wood Sheathing directly applied or 5-3-1 op puriins. BOTCHORD Rigid toting dimclty applied or/OfiU re bmiing. M,Tek recommentls Thal Stabilizers and required Goss Mepng ba inslalletl dodo Wss emotion,in accordance with Stabler lnstallatte guMe. NOTES 1) W4rtl: ASCE 7.10; Vult=126mph (3-socond gust) V(IRC2012)=100mph; TCDL=4.8psf, BCDL=4.2psf, h=25R; Cat IL Exp B; encbsed; MWFRS (envelope) gable end zone; cantilever left and right exposed; end vertical len and right exposed; Lumber DOL -1.60 plate grip DOL=1.60 2) TCLL ASCE 7-10; Pf=25.0 fist (flat roof snow); Category II; Exp B; Parmily Exp.; Ct=L7 3) This nurse has been designed fagrealer of min roof live toad of 16.0 psf or 1.00 times eat root load of25.0 psf on overhangs nomxoncurrent with other live loads. 4) This muss has been designed for a 10.0 psf bottom chord five load nonconcurrent with any other live loads. 5)' This buss has been designed for a two load of 20.0psf on the bottom chord in all areas where a rectangle 35-0tall by 2-0-0wide will in between the bottom chord and any other members. 6) Provide mechanical connection (by others) of Wss to bearing plate capable of withstanding 100 lb uplift at )oli t(s) except U=lb) 2=150, 6=1 W. 7) This Wss Is assigned in accordance with the 2012 International Residential Code secgere R602. 11.1 and R802.10.2 and referenced standard ANSUTPI 1. 8)'Seml-rigid pnehbreaks with fixed heels" Member end futity model was used in the analysis and design of this Wss. LOAD CASEIS) Standard I WARNINGI —VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS TRUSS DRAWING NOTES BEFORE USE, Design valid for use with Mitek connectors. This design is based only upon parameters shown, and is for an individual building component to be installed and loaded xedically. Applicability of design parameters and proper incorporation of component is responsibility of building 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 permanent bowing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage delivery erection and bolting wasolt ANSBTPI I Quality Critcrin,DSB89 and BCSI I Building Component Safety Information available from Truss Plate Institute 583 D'Omofdo Drive, Madison, WI 53719 t5/2U114 .EXPIRATION DATE: 12/31/14 DigimAy signed by: Terry L Powell, RE ALA theTRUSSCO. INC. 04 = Scale= 1:54.3 3x5 = 24 23 22 21 20 19 10 3x5 O 71a LOADING(psQ SPACING 2-0-0 TCLL 25.0 fist PlalasIncrease1.ib TC 0.08 DEFL Vert(LL) I(lot) Vden Vd(Roof8novr--250) 80 Lumber Increase 1.16 SC 0.10 VertOL) -0.012&26 >999 360TCOL -0.0225-26 >999 240 =115lb BOLL 0.0 • Rep Stress Ina VES WB 0.19 Hort(TL) 0.01 24 We n1a BCDL 7,0 Code IRC20127fP12001 (Matrix -M) LUMBER TOP CHORD 2x4 HF No.2 BRACING BOTCHORD 2x4 H TOP CHORD Structural wood sheathing directly applied or B.0-0 oc 0-0 pudins. WEDS 2x4 HFF/SPFISPF Siud/S!tl BOTCHORD Rigid telling directly apphod or 6-0O bracing, t oc 9� Exce p 10-"00 tracing : 26-33,25-26,24-25. JOINTS 1Brace at Jt(sL 28 MTek and required cross breang be lnstelietl REACTIONS All bearings 1048 except g ) -0.5-8. p 0 -length) th 2- buzz election, tlurinn Wss erection i d In accordance with St b'I' I t II ti be, (Ib)- Max Hoag=471 LC6 Max Uplift All upft- 100 to Or less at Joints) 2, 23, 22, 21, 20, 19, 18 except 24=4111LC 8) Max Grav All reactions 2W lb or less of joints) 16, 23, 22, 21, 20, 19, 18 except 2=420XC 1), 24=603h C 16) FORCES (ib) -Max. CMP !Max. Ten. -Xi fences250(Ib)"loss except when sham TOP CHORD 23=-038/86, 3-0=-372/705 BOTCHORD 2-26=-118!379, 2546=-55264, 24.25=-82/352 WEBS 4.30=402/164, 29-30=-423/173, 28-29=477/272, 27-28=-4631201, 24-27=-508r225 NOTES 1) endWinzona ASCE Viet- and right exposed; sewnd gust) V(IRC2012)=f00mph; TCDL=4,8psf BCDL=4.2psf h=25R; Cal II; Exp B; enclosed, MWFRS (envelope) gable 2) TCL14 ASCE 7-10; Pf=25.0 psf flatoomwCategory v8dicel left and right exposed; Lumber OOL=L80 plate gdp OOL=7.60 3) This truss has been designed fa greaterof min roooad of 160p Partially or I W timesPatroof food of250 psf on overhangs non-concurrentwith other live loads, 4) All plates are 1x4 MT20 uNess otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) • This truss has been designed for a [NO load or 20.Opsf on the bottom chord In all areas whore a rectangle 3$O tall by 2-0 wide will fit between the bell= chord and any other members. 7) Provide mechanhUd connection (by others) of Wss to bearing plate capable of Wthslandmg 100 fl, uplift at Joint(s) 2, 23, 22, 21, 20, 19, 16 except tt=1b) 24=111. 8) This truss is designed in accordance with the 2012 International Resident al Code sections R602.11.1 and R802.10.2 and referenced standard ANSUIPI 1. 9) "Serol -rigid pitchbreaks with Pored heels" Member end fixity model was used In the analysis and design of this truss. LOAD CASE(S) Standard I IVAN KING! — V ERIFV DESIGN PARAMETERS AND READ ALL NOTES ON THIS TRUSS DRA"'ING NOTES BEFORE USE. Design valid for use with hfitek connectors. This design is based only upon parameters shown, and is for an individual building component to be installed and loaded Venice]). Applicability of design parameters and proper incorporation of component is responsibility of building designer. Bracing shorn is for lateral support of individual web members only. Additional temporary bracing to insure stability during candruciion is the responsibility of the erector. Additional permanent bracing ofthe overall structure is the responsibility ofthe building designer. For genemi guidance regarding fabrication, quality control, storage delivery erection and bracing consult ANSLTPI I Quality Criteria,DSB-89 and BCSI I Building Component Safety Information available from Tress Plate Institute,583 D'Orofino Drive,)vladison, WI 53719 8120/14 EXPIRATION DATE: 12/31/14 Digitally signed by: Terry L Poweil, PE theTRUSSCO. INC. 44 - Scale= 1:31.5 l� LOAOING(psf) TCLL 25.0LACING 2-0-0 CSIEDEFL Roof Snovr-25.0)else Increase 1.15 TC 0.08 In (roc) ,clan Utl PLATES GRIP TCDL g0go mber l... 1.15 BC 005BCLL 0.00 9 nlr 120 MT20 185/148 00p Stress lncr YES WB 0.05 BCDL 7,0de IRC20127TP12007 000 8 mehit we (Matrix) LUMBER Weli 45 to FT=8% TOPCHORD 2x4 HF No.2 BRACING BOTCHORD 2x4 HF No.2 TOPCHORD SWcturel wood sheathlog directly applied or 6-0-0 or. pudin, OTHERS 2x4 HF/SPF Stud/Std BOTCHORD Rigid calling directly applied or 10iax, bracing. MITI rewmmerds Utat Stabliizers antl required Coss bracing be insladM REACTIONS All bearings 10-0-0. during Vuss erection In a—a—!dance with Stabltizerinsfallegon Duke. (Ib)- Max Horz2=407(1-136) Max Upfifi All upIM 1001b Of less at jodt(s)2, 8, 13, /4, 11, 10 Max Grev, reactions All 250 in or less atioim(s) 2, 8,12, 13, 14, 11, 10 FORCES (lb) - Max. CompJMax. Ten. -Ali forces 250 fib) or less except when shown. NOTES 1) Who: ASCE 7-10; Vult=126mph (3-seoord gust) VhRC2012y-100rrPh; TCDL=4.8pst BCDL=4.2psf, h=25R; CaL II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed forwind leads In the plane of the buss only. For studs exposed to wind (normal to the face), see standard Industry Gable End Details as applicable, or consult Qualified building designeras per ANSI/TPI 1. 3) TCLL ASCE 7-10; PI -25.0 psf (flat roof srww); Category II; Exp B; Partially Exp.; Ct=1.1 4) This buss has been designed forgreder of mm roof live loci of 16.0 psi or 1.00 limes flat root load of 25.0 psf on overhangs nonconcurrenl wiin other live bads. 5) M plates ere 1x4 MT20 urdess otherwise Indfuted. 6) Gable requires mndnucus bottom chord bearing. 7) Gable studs spaced at 1A 0 oc. 8) This trues has been designed for a 10.0 psf bottom chord live load nonconcurrenl Win any other live loads. 9) • This Loss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0 O vride vnll fit between the bottom dwrtl and any other members. Provid mechanical Of truss to late of 11)Mehoose is designedni a�danceewW, the 2012 international Residential Codeectionsg1g) to R502A I.p1aMat jR8025I .2 mdreferencedstarthim ANSUTPII. 12) "Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis antl tlesign of this Wss. LOAD CASE(S) Standard 1 WARNING! - VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS TRUSS DRAWING NOTES BEFORE USE. Design valid for rise with Mitek connectors. This design is based only upon parameters shown, and is for an individual building component to be I. and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of building designer. Bracing show, is for lateral support of individual web members only. Additional temporary bracing to insure stability during consWction is the responsibility ofthe erector. Additional permanent bracing ofthe overall simclure is the respamlbilio , ofthe building designer. For general guidance regarding fabrication, quality control, storage delivery erection and bracing consult ANS1rfP1 I Quality Criterla,DSB-89 and DCSI I Building Component Safety Information available from Times Plate Institute, 583 D'Oi Drive,hlirdison, 8153719 8/20/14 EXPIRATION DATE: 12/31/14 Digitally signed by Terry L Powell, P.E ti CO. INC. 44 = Scale = 1:25.9 R TCAOING(ps 6th SPACING CSI OEFL in (ac) udeFl Vtl PLATES GRIP (Roof Snow=250) Plates lnaease 1.15 TC 0.10 LL) -0.01 10 >889 360 MT20 185140 TCOL 8.0 Wmber Increase 1.15 BC 0.1] "id, -0.02 2-10 >899 240 BCLL 0.0 • Rep Suess Oar YES AB 0.10 Halz(TL) 0.00 6 Na Na SCOL 7,0 Code IRC2012ITP12W7 (Maulx) Weight 321b FT=B% LUMBER TOP CHORD 2x4 HF N,.2 BOT CHORD 2x4 HF No.2 OTHERS 2x4 HF/SPF StudIStd REACTIONS (Ib/siae) 2=40iffi a (min. 0-1-8), 6=40110-5-8 (min. 0-1.8) Max Hoc,2=81(LC 7) Max Uptdt2=g8(LC 8), 6=-78(LC 9) FORCES (Ib)-Max.Comp./Max Ten. -All forces 250 pb)orlass except when shovm TOPCHORD 2-3=-364f57,3-4=.294185,4-5=-284185,5-6=-364157 BRACING TOPCHORD SWduralwoMd athigdiredlyappfiedor6-GOocpudins. BOTCHORD Rigid ceiling directly applied or 10-041ocbradng. PARek recommends ilial accordance and requiretl doss bradng guide. Installed during miss erection in accordance with Stabilizer Installation cube NOTES 1) Who: ASCE 7-10; Vult=126mph (3 -second gust) V(IRC2012)=100mph; TCD1-=48psf; BCD1.=4.2psf, h=25ft; Cat 11; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed; end verges] left and right exposed; Lumber DOL=1.60 plate grip DOL=1.6D 2) Truss designed for wind foods in the plane of the muss only. for studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consufl qualified building designer as per AN SpfPI 1. 3) TCLL ASCE 7-10; Pf=25.0 psf (gal roof snow); Category 11; Exp B; Partially Exp.; Ct=1.1 4) This truss has been designed for greater of min roof We load of 16D psf or 1.00 times fiat roof lead of 25.0 psf on overhangs nonconcunent with other two loods. 5) Gable studs spaced at 1-4-004 6) This truss has been designed far a 10.0 psf bottom chord five load noncencurrent with any other NO loads. 7)' This truss, has been designed for a two load of 20.0psf on the bottom chard in all areas where a rectangle 3-641 tall by 2 -"wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing pate capable of withstanding 1001b uplift at Joinl(s) 2, 6. 9) This moss Is designed in accordance with the 2012 International Residential Code sections R502.1 Ll and R802.10.2 and referenced standard ANSVfPI 1. 10) "Sent -rigid pftchbreaks with fixed heels° Member end laity Model was used in the analysis and design MINS truss. LOAD CASE(S) Standard 1 WARNINGI — VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS TRUSS DRAWING NOTES BEFORE USE, Design valid for use with Mitek connectors. This design is based only upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design pammeters and proper incorporation of component is responsibility of building 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 pennarnat bracing of the overall striatum is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage delivery erection and bracing consult ANSVrP1 1 Quality Criteriall0i and BCSI I Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719 N OREGON v 8120/14 EXPIRATION DATE: 12/31/14 Digitally signed by; Terry L Fewag, P.E. theTRUSSCO. INC. 4x4 = Scale = 126.9 3x4 = LOADING(psp E8PACING 2-0-0 C51 DEFL in TCLL 25.0 (lot) Vdeg </tl PLATES GRIP (Roof Srrow=25.0)lateslna¢ase 1.15 TC 0.74 DEFIL) -0.in 6-9 >999 360 PAT20185/748 TCOL 8.0umber Increase 7.15 BC 0.17 Ved(TL) -0.07 6-9 >999 240BCLL 00 •ep Shoes Ina VES WB 0.08 Horz(H.) 0.00 4 n/a me BCDL 7,0an. IRCIIIITP12007 (Matdx-M) We!ght: 281b FT=8% LUMBER TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF/SPF Stud/Std REACTIONS Ob/size) 2=404/0-543 (min. 0.1-8),4=40410-6-8 (min. 0-1E) Max Horz2=-et(LC 6) Max Upid12=-8((LC 8), 4=-8(fl(LC 9) FORCES Ob)- Max, Comp./Max Ten. - All forces 2500b) or less except when shown. TOP CHORD 2-3=-357re3, 3-4=-357175 BOTCHORD 2.6=-210(513,4-6=-1691457 BRACING TOPCHORD Structural wood sheathing direUJy applied a 6-00 oc pumns. BOTCHORD Rigid ceiling duealy applied or 10-M ce bracing. MTek reoammends that Stinazers and required a oss bracing be Installed du ring Wss erection'n accordancewth Stabilizer Instal Con b NOTES 1) Wind: ASCE 7-10; Vult=126mph (3 -second gust) V(IRC2012)=7DDmph; TC111-=4.Bpsf, BCDL=4.2psq h=25fl; Cat II; Exp B; enclosed; MWFRS (envetups) gable eM zone; cant lever left and right exposed; end vertical left" right exposed; Lumber DOL=1.60 plate grip DOL=ISD 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof srwvr); Category II; Exp B; Partially Exp.; Ct=1.1 3) This W ss has been designed for greater of min roof five load of 16.0 psf or 1.00 times flat roof load cf 25.0 psf on overhangs nonconcerrent will other live loads. 4) This buss has been designed for a 10.0 psf boltan chord fie lead ronconourrent with any other five loads. 6) • This truss has been designed for a five load of 20.Opsf at the bottom chord in all areas where a rectangle 3Z-() tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechaNcal cennec9on (by others) of truss to bearing plate capable of withstanding 1001b uplift at fatalist 2, 4. 7) This truss Is designed in accomance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANS VTPI 1. 8)'Bemi-dgm pitchbreaks with filed heels' Member end fieily model was used in the analysis and design of this truss. LOAD CASE(S) Standard I WARNING!— VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS TRUSS DRAWING NOTES BEFORE USE. Design valid for use with Mitek connectors. This design is based only upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of building 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 permanent bracing of the overall structure is the responsibility ofthe building designer. For general guidance regarding fabrication, quality central, storage delivery erection and bating consult ANSVfPI I Quality Criterio,DSH-89 and BCSI 1 Building Component Safety Information available from Truss Plate Institute, 583 D•Onofrio Drive, Madison, WI 53719 8/20/14 EXPIRATION DATE�;�T2/31/14 D94ally signed by. Terry L Powell, P.E. theTRUSSCO. INC. 3x5 44 = $as =1:263 LOADING(psQ TCLL 25.0 SPACING 2-0-0 CSI (Roof Srlwr=25.0) Plates Increase 1.15 TC 0.14 TCDL 8,0 Lumberincreass 1.15 BC 0.11 BCLL 0.0' Rep Suess !nor YES WB 0.08 BCDL 7-0 Code IRC207Z/fP12W7 (Matrix -M) LUMBER TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF/SPF Stud/S(d SLIDER Left 2x4 HFSPF SNNStd 2-0-0 REACTIONS (lbisize)1=306/Mech-r i, 4=4008-541 (min. 0-1.8) Max Hoa 1=75(LC 4) Max UP1111=47(LC 8), 4=-79(LC 9) FORCES (Ib) - Max. COMP.Max. Ten. -All form. 250 Ob) or less except when shown. TOP CHORD 2-3=-27883,3-4=-352f72 BOTCHORD 4$=-165/464 3x4 = R DEFL in (loo) Ideg UdI PLATES GRIP Vert(LL)4101 6-9 999 360 MT20 1851148 WHIRL) -0.01 6-13 >99g 240 Horz(TL) 0.D0 1 Na Na Weight 28 to FT = 8% BRACING TOPCHORD Strudural wootl sheathing directly applied or 6-0-0ocpuffins - BOTCHORD Rigid ceiling directly applied or 10-0-0 no bracing. Marek remmmerds that StakAhzers and required Goss bracing be Inslalletl Buri truss erection in ifimce with Stabii¢er installation ug kle. NOTES 1) Wind: ASCE 7-10; VUII=126mph (3-se(ond gust) V(IRC2072)-lWmph; TCDL-4.Bpsi, BCDL=4.2psf,, h=25g; (3at. 11; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.60 plate gnp DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (Pat roof snow); Category it; Exp B; Partially Exp; CI -I.1 This W 3) Thss nes been designed for greater of min root live load of 18.0 par or loads.st1.00 braes Flat roofw load of 25.0 paf on overhangs non-conrrent with other live 4) This truss has been designed for a 10.0 psf bottom Chad five bad nonconcurrent with arty other live loads. 5)' This buss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3E0 tell by 2.0-0wide x111 tit between the bell= chord and any other members. 6) Refer to gtrder(s) for trues to buss connections. 7) Provide mechanical connection (by others) of buss to bearing plate capable of withslam irg IW to uplift at joinl(s) 1, 4. 8) This truss Is designed In accerdance vnth the 20121nlemagonal Residents] Code sections R502.11.1 and RW2.10.2 and referenced standard ANSVTPI 1. 9) "Semi-rigid pilChbreaks with Ned heels" Member end fairy model was used In the analysis and design of this Was. LOAD CASE(S) Standard 1 WARNINGI - VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS TRUSS DRA WING NOTES BEFORE USE. Design valid for use with Mitek correctors. This design is based only upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of building designer. Bracing shavvn is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility ofthe erector. Additional permanent bating of Bre overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality oonfrol, storage delivery erection and bating consult ANSVfP1 I Quality Criteria,DSB-89 and BCSI I Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719 8/20114 EXPIRATION DATE: 12/31/14 Dlgfte'ly elgnad by. Terry L. Powell, PE theTRUSSCO. INC.