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Home My WebLink AboutTrussV W) 1IV 0• 4'-4• 21'-4• 39'—B" TIES M A TR= PULT]ENr PLAN. rrS WENNM TE AID IN THE UMALLAT@l a' TRU=EL EIGEEETED Tula DRAVORS AID ARI7Ea7 RWJ-S MVM=E 'n= =MU. ESTE ES UM PLAIN DE COLOCAM N TO= ESTA MSERAM PARA AYImAP EN LA INSTALAMM IE TF=SEL LlE MUM Y AitlartiEl;N RAS DE DlGENMZIA EE DCi]dOwA SIPERAN ESTE DOCU ENm Ia1EI tt{LTL�CT G®1 mwfiTmA ALL FTII1 SWL E PASIaa l�llQ Cali; RAai Aa al mCVD rt M ALTTR Tam Va1art m is Tlai aTd RACK��vAlf VIIL Tar E Al7>ETrO VRIWr PRmi VRROI APwaVAL n IUtf a AilawlELr �O 1D f/it lla w®Jm �a a'wQR �� AR IMIf AC MHIIII M TE VA w AT al Mn awIRAMM T A UM%)iTai slaPIarmOaAl TC TAQR Aa: aT 1N aaFTl la AYE E VaA 11Ll TW3 W DAPAS SOW A91M AWAS a60alOi C AVM Y la Ara = Tian Zx R L4mM0001m E mA Aama ml APIWMA Pm QOIIm tic rarA TOOM W ►II® E I®Amrta ®1 m »1➢V A=Aam RCEu RAaT L i M w GVIGVI DMOrFU im lID rtAaf a TIMM YHMAU afdfMAaal T ANHat E Aw.EAI GUALUM a Pal usa•fARAIIMM E a[2A > D aFV®a GWIX1iA aMgm� a' Y AIIa E ai 1)a laaa! a: MEgrM LAW REFER TO PAM FOR OONNWnON. •l TYPICAL 7' SETBACK CORNERSET LABELING AND SPACING P46G I %L r--C- L tt- A-2o U lam! 3 a T I SHINGLE PLUN Total Truss Labeled End Mark ROOF .1,10 19 C® �V Quantity = 60 General Notes 1) A patdi dtad .Irp rat 1Ttlmm atd flat to bo ham d ti4 dmJ b W Fmtdwl 2) & hagwahmgM tc W Slnipem FAARe tdee cumMw 3) Nb apeft Is 2v OC, adAm CUM 4) Pr Truw V.6 ku43+b BE9-al mmlwlwldaum paeia ad X-biodq diald bR O.W at a ma&wn spoft 15 Of- aRaa 1fa wan. to be repafed at a rnw atan of 2D' 6ab'm aadl X-0raw thaglalt 91P *UOU a b � . b -MIA far any addVmd 4odp ROOF LOADING SCHEDULE TCLL = 20 PSF TCDL = 7 PSF BCLL = • PSF BCDL = 10 PSF TOTAL = 37 PSF DURATION 1.25 % WIND SPD/TYPB= 160 BLDG EXPOSURE — C USAGE — RESIDENTIAL CAT 11 WIND IMPORTANCE FACTOR= 1 UPLIFTS BASED ON= 9.2 PSF DESIGN CRITERIA FBC 2020 TPI 2014 Truss member design .4 eonnectur plates re designed for CF 9-la aeimum fortes from bASoth componandents and cmladding and main wind force resisting systerns. •Then trusses bavebecn reviesvedm any additional ]0'A psfaonco urrcnt bottom thud live load. EFOR LOADING SCHEDUL PSFee PSF PSF PSF ROOF DESIGNED FOR SHINGLE ALL RnMONS AND UPLIFTS ARE SHOWN ON ENGINEEMG, WALL KEY 06'-8• ® 0 LOAD/ DESCRipf10N INR. DATE wa u¢ tao RNA/a wa oAa nnn:r twr vvm Ia lrA .mI uiuns a EV. uns AN a T,A LOAD/ OESCRIPnON INR. DATE CARPENTER CONTRACTORS OF AMERICA 3900 AVENUE G. N. W. WINTER HAVEN FLORIDA 33880 PH13NEI(800) 959-8806 FAX, (863) 294-2488 BUILDER D.R. HORTON STATEWIDE PROJECTCREEE9IDE MODEL 1828/CALT/4EBB CCA PROJ/MODEL/ALT 7A5/ 320/182ED,F ALT DESC OTC 3420 TRINITY CDR LOT 29 BLOCK DESIGNER RFS PAGE 1 3 31 17 '1334502R SCALE "=1' Go I 1Q'—R' to 14'-0' 4'-4' 21'-4' 39'-8' THIS M A TRUCS RAL77dN ITS FLAIL INTENDED TO AU D1 THE DSTALLAT3Ul OF TRSSES ENOGIM TRIM DRAVINGS AND ARCQTOCTRALS SWERCE➢E THIS DOLVIXf. ESTE ES Ill PLAN DE CROCAMON TRUSL ESTA IDSEaADO PARA AYUDAR Ell LA DISTALA" DE TRUMM LOS EM= Y ARWATECTIRAS DE DICF!ffiNA DE DKnn3CA STPETAN ESTE I)OCUEl1I6 N�LiF0.T CINDER I>1aaaLTTmA ALL ICES sN1L RE CAsfw TT mmm mm NAa; Ala m SOEVD m IOT aR OR ALTix la1C� vrnYR 0®IT ta' TMt 1ssT[L 111a( oxAra mi N1r aE At>SPaD =alma Vwa AIPn& a � A� v M Nm li MTFIY aE>QiF7 m Gaftr INC IWDC MM TO DOT"TION AND EImE31W6 9ELR� AM 1JMC ARE APRRR !Ea THE Ind AT CAovnOt CCNT as a AIEWC4 INC. us1® >h THE Tta6s E Ta IN CI Ala An6T aC D ymm Ala A E I6NE TTE TTelr� AC aT w lama TR Av® reJIATAs 1mw CONDOM K VIGA IRLTP= malt LAS CNWC SUM RVaW=3 mvm LU 0AV T w mI1E N ALTQ rOS TIMM 91 D. maolmlmrto = ESTA NTw TIlMi tAi PAIQi ! Nmamlia ® m ImIM113 t ADOMOZVem an .WrO U Chdff MAOa1 Y MnESNIMS tE IN Y AK=i DE AISI(JIR aATlalmil WrA. PW IAs >z AtE/TAPA1 calm@ AMIF�ES SII ANilrlmal FREV1A Aq EtISOIO NFSI SERVEM OI IMIiMIa CCKT IQS fF IMAA W CHAT DFTESTAs I'm LOS TNCS O =.= Y INDIA Ida wlrtz R aE = HasaII SE IE E VE M SI ram Ent ! M~MTLUGM flffQt TO 0 PACK FOR CONNECTION. TYPICAL 7' SETBACK CORNERSET LABELING AND SPACING SHINGLE PLUM ROOF Total Truss Quantity = 60 Labeled End Mark d_e r-,�� General Notes 1) M parldd dwd h=M fkd buaTm and flat 1Rd- have DIe mP d-d pmg* pointed Vean to be kvlaled Vael aide ap. 2) Al hagaa In be 9n; me HIM uima &Ienm a noted. S) M bTm *ayg I. 2V O.C. u J. dMaro Mad. 4) Ttr Tnm flab kt M BC9-BI remolnadation pm to X twock shaid be placed d a mmiaan apa9g 15' OC. oaom the am to be rcyeded d a exam of21' belnm each Xfilam tbrwpl. the diodae. flame rda to SCS -M for ay oddEold troelg ddaiL ROOF LOADING SCHEDULE TCLL = 20 PSF TCDL = 7 PSF BCLL = F PSF BCDL = 10 PSF TOTAL = 37 PSF DURATION = 1.25 X WIND SPD/TYPE- 160 BLDG EXPOSURE = C USAGE = RESIDENTIAL CAT D WIND IMPORTANCE FACTOR= 1 UPLIFTS BASED ON= 9.2 pSF DESIGN CRITERI FHC 2020 TPI 2014 Tms m-berdesi &WOuectooplates ate desi for ASCE 7-lt{aal madman forced frombotnd fanx mms aTnsygen,ing anmain wind fore nesiaigg rystems. • Them tmsm lave been Ievien CdOn tarty as additional 10# psf mncorcmrea bottom chord live load FLOOR LOADING SCHEDUL [BCDL LL = PSF DL = PSF PTAL = PSF ROOF DESIGNED FOR SHINGLE ALL REACTIONS AND uPLn*rs ARE SHOWN ON ENGREM=G WALL, KEY 08-8' ® 0 LOAD/ DESCRIPTION INIT. DATE 00, TMZ avA anAnt aMal anAaa Ianas:r NR T.vs mM ld JIN 1~1n ml, atv. LAIaLt JM tVDAMO I - CARPENTER CONTRACTORS OF AMERICA 39DO AVENDE G N. V. WINTER HAVEN FLIM13M 33M PtOINIEI E8000 959-8806 FAIN (M) 294-24M BUILDER D.R. HORTON STATEWIDE PROJECT EL MODEL 1828/CAU/4EHH CCA PROJ/MODEL/ALT 7A5/ 320/162ED.F ALT DESC OTC LOT 29,/ BLOCK DESIGNER PAGE RFS 1 DATE 33117 AN 334502R 1A4 "=1' A ENGINEERING PACKAGE Builder: 1DR HORTON / STATEWIDE Project: Model/Building: Lot Alt: [7,A5/320 CREEKS IDE 182ED,F Lot: I Address: JobNumber: . ............. ..... ... _._...... _........................... .................. ................. Revision Date: Block: Unit: New Load #: R101 CARPENTER CONTRACTORS OF AMERICA, INC 3900 AVENUE G. N.W. WINTER HAVEN, FLORIDA 3.3880. P-H (800) 959-8806 FAX (941) 294-7934 LPI E March 13,20.19 m rrW COMP'tm W. Bob. Michaelis Ga06nter:'Cdhtract0s of. America,: I hid- 3900 Ayerjup 0, Northwest Mint& Heiven,.rL 33.880-6201 Re: AlternatiVeb. IhstAlbtions- for 6 single Ply carried truss with a width jess than the hanger width, :and wood, blocking lo: achievesign load -far fabewrlounted .'han qer'-atta6hitient .fiJl de oft -a one ply .supporting girder. (Reference detail WA37-02)". Dear Bob, For asihgle Ply carried truss "with ii width less than *the hanger. Width you .can. .install ..p. prpfabriqated jack scab .truss: for wqod..filler }10'c kdhg:,. The chord sites,:.chord.grqdes, and .41 pirfe.cbnh*oeibr "' — , }locking:.: - . .. , . .. Plaf6(s) to - p.y. a ' The prefabricated k b truss ill h bathe. same as the 5ingje: - I c med truss. W W 4ve a: minimum Jpc itdh-:of5f12, The single ply. carved qss s length of 48 and will have -a. minimum p.. -0.,jr, hall haV6.9 reaction of 3,.500# or le0s.. Attach prefEibricoteid.jac*k:scab.tr.uss. with two. (2) rows ofO.128"Aff"Gun Nailsat2" -stagger6dl*":(See *Fio'Uebl'bdldM.PI6as'..�L-f6ttb.th&Siinpsonsirong7Tie.0 al e ..at. -C _P_ _p TOW. i. ' - ' Catalog C �0119-.ppge 216.1,1 Figpr0:-.`fqr more ifform.atiom Figure -I Fora single p y-,gWerth�trequre"s wood blocking to,6dhiOvefUldesign load value forface-mounted hangers :attach: one wood- block(*,.) tobebackface.Pf the single: ply girder with the: same size:and grade. a�s*thd bottom.- bhbtd, oftho single -ply gird6r. The wood block length to, bye such that.the'wood blocking :.�exteq.ds to eaGK adj4dent" pane . I poihts:(webs-.And boAoM(Qhdrd intersections);. Attach Wood block: ..With. .5.row dun� �6ils at. r q.qf 0.128'�x&Q per; ow,.staggpfad. 3.0" applied to. the 6760 Forum D.dve Suite - $05, brlando.. FL 32*82I -- (8Q0)'.62.'l-9790'-,(863).-4227 $68 5 mwmalpineUxom ALPINE .AN frViCONVAW singieply-girder face; with ;anadditional .0) 0,1281W10'! Gun `Nails at-.eac .point applied 'to the, wood blotkfade (Site Figs-OCZ belowj..Please r6f6f10 the -Simpson Wohg�Tie:06t6lo_4 C-G-.20193 -pa'de 216, Fio.&61 for Mi-drie': irifdrMatioh. Flgure2= The application of-prdabriiciiated jack Iscab truss f6r-W'O"od filid�:blocki'ng':o'two.od.bipeking fq achieve MI. design load'value for fqce=m.o.untecl h4ngqrs, must be -approved by the. hardware manufacturer: All edge and end: distances, and'*. tpadhg'fdr . all nail connections must; be s.uMc'i6.'nttb'OeeVEi'nt.,.tplittihg of "Wood., If I c nce,-or if yom'h v any:questions. dease7glye me a cal . I an. be of any. further assista have any quesi,ns. STATE dF -.: Villiain H. KCIc';.k-..P.E-'. Chief Engineer, :Rl .Alpinp-an I'M Compan* y ...... .... Ornerit Ln'4ineering.Qepa Oelandoi FL 6750 Fbr*U M' - DfiVe. S06.'305', Orlando, R $2821 - (800.Y�521-9790 - (863) 422- - 8685 tY ALPINE . mqwcow~ April 26,2019' Mr. Bob Michaelis Carpehter Coritraidtort of Nne rica, Inc. 3900 Avenue tG, Northw. Winter Hav6n, FL 33880-6201 Dea.r. Bob,, .M Stioinobabk bridging. on tbbf trusses. I understand there is some. concern over oUrfedbrbtriendati6ns f6rstrohgback bridging on. roof trusses: 'Sirongback bridging for roof trusses. is not.a.requirementof ANSIJP! 2014por is K* ;a re U. irementofthe ., q 6 ' Building§8es is -g, ry ' roof- trp .CoMporiont -Safety Information (E3 But strorigback bridging rec0m6q.a,d_O,O,by,. Carpenter C6htr6btdrt of.Amedca:,-Str6hcibadk bridging se1Y0s__tIje.j.oljQwiqgtwo._, funofibb.s;* - One, bridging aligns the bottom -chords afterlhpy; are. set iso theY along -ong. the ceiling line d helps"with ceiling serviceability e an Two; bridging reduces relative deflection 6f.adjacent -trUss6g:I Strongback bridg'ing"'.doe"s: hot---pr6Vent-Pr reduce -overall individual d6flecti6h, especially any roof busses, f[ qC(pg.M rq. 1q. 1(4 inch: .... .. .. ....... ........ ... . _- ' The outerends stroridb-ack bridging shall ba'aftochedlo awall or anpther:secure end. restraint;. or as.spPcified:by the 5fig'iheet of. Record brthd Buildin4.130sidhdr, Sfrdn''gb6ckbridging'shall.lie :b.minimum :of 2X6.iiorhi'nialiUmbei.t.oriented with the depth -vottI cal. Attach with 1 (3) 16..d :common nails (0.1'62"x159 nails 'at each intersecting Tfiemb&. When -extending the- strongbatIc bridging overlap by at. a.minim.pm of two trusses. The Joca io_: of. fhe-. strongback: bridging:. ma0e: spedified,by`thb, Tr�§s Maritiftidur.6r.,. Engineer of , Redord,. or Buildinggniet, -tef&-to- BCSi "Strongbacking'Provisions" ortoAP ne.� STR8R.l8k1O14 deiall for m17mation. The. oraphii;� shown (FidUr-6-1) is f6r,gen.6r1c.ill.u.§trat1v4Urpose only. F.6rum Drive:Suite 305, QrlMdo, FL 32821-.- (800) 521-9790.- (863)422"8685 VVm�WOin6it4.00m. ALPINE 0'.T.s Atit JD-�scille..l Figured. -If Lain- be of any further assistance' or -if you 'hava'aftV questions; pl . e.a.se, give. me a c.a.. Wlli;bm. H.,Knck- O.P. 'Chief . Engkqeer Alphe an 11W.Company Enqinq6ring_'D6p* attmie*fit -Orlando; 170282.1. N 70861 STATE' Forum Drive Suite.30'5, Od6nidci, FL 3282:1 -; (800). 5211-9.790'- (8153).4224685 www.-alpirieit�ir:.coni I STIR AN ffWWMMW 13na RW*rt U&a SWIV 200 Maryland HeigbN, MO 63043. S.TRONGBACK,RLDGTNG BUTT.STRONGBACK; .:BRIDGING TOGETHER .'ATTACH SCAB WITH' 10d;BOX4GUN -AT - 41 ' _0' W. COAPWOV). NAILS 1WIR ROWS' ;SCAB" .61 O.C. NaTEt LIEU.':OF- SPLICING. AS'SHOVN, LAP-STRONGBACK'BRIDOING MEMBERS FDRATLEAST UkE.TRUS:9;,.SPACING STRIINGBACK'IRIDGIN5 SPLICE DETAIL. -or RECOMMENDATIDNS a p.-All scabr-on blacks -shatli.be::(x minimum, 2x4 'stress qt7aoecl P--A(L strqngback bridging and bracing skdft -be::.cL. minimum 2x6 '.stress : 'or&6.1e-.6I' lvHbe;r%' P-1 he purpose ui pose, of strondba.rk-:brIcIqIhg .is: to dv.vel *op - 'toad between' -+r.: sges,: res,Ultlno In -d.n �wi6raLl In&Ods,e- In, --the sItIOnessr.:of- the: floor. -systert -2.,46 s-biongback brldglng; pdkI:*IohOcI. At. ahibwb' in cletalls, is recommended at. 10' (mctx,> o-Th!k terms: :`b*r6*1cInb'* :are- someilmes mistakenly'Is. an m f pqr.tantl :s-tructural ul" meh.t. bf Anyfloar or roof --system. R.efel- to the: Truss. 'Veiigh Mrq*lkig (T-DD) f.60, 'the;',bracing ft,.q uIr'&ments f.br each IndIVIcIQA k .-truss component,, 'tricigii particularly 'strongbaCk:' bridging' :Is .a: rec6mmehdotAqh- for 'a' -b,;u.$.s- system a help con-�r'* , . , , . In: adbiltiob: td-oldirig In the: pt vibratloo distribution of pblnt Wads between adjacent truss, s. t ran k bridging. serves to; reduce 0. . - . gbac NG. ors r Ods� bounce. Or res-Idual from moving point lbpxjs.r:5Uch as foots.tRps. Ti - e performance of all 'floor systems -are. enhanceC1by. *the. inttatlatl of strb" (b.h . . ng.6.a.tk. bridging and -th&eiforL�, :h�. strongly, recommended by Alpine, For 46(clliional jn*fdkmo:tIdh ebqr;c!Ihg -strongbaqk bridging,.refert.p_.I3iOSi,Gu*IldIAg, Component SaSafetyInformation). LL' PSF f T&UL. PSF N6. .6-1. 11CIDL Pv,- I TC LL PSF 3TAIFE�.�F: D. PSF I MZJ�L vatwin; Mai v 4 'IF PA�LETS'VF a- 0 . N 8, S' ':Id OR E -�A�941AL -WF-161-11NO, M OL ..j.THs UAWDOW0L A-.04RE- -TV SHOP -Ilia -Rm C MINTRATE L.0 -:Q-V YV� DE" F Aq ',a tdt-PL-A PALL 1' BER. PLATE8 AND.: set -OTHE4 DATA NPT.-S-ROWR . ... .L ..... ANQ LAuQu, wqn- A. rtj�IAI 'IdIng But 0M. 'HIS -?':TO ,Psr WATT -A 6 -W:tj9t?.-14Y p W B V y �WDR-'- Ai k um., 77, UAW -�3960'774' X0, Rje- C' N Cracked) or Broken This drawing specifies repairs for a truss with broken chord or web Member. This design Is valid only for singte ply trusses with 2x4 or l 2x6 broken members, No more than one break per chord panel and no more than two breaks per truss are allowed, ' Contact the truss manufacturer for any repairs that do not comply with this detail. ! (B) = Damnged area, 12' max length of damaged section j. (L) - Minimum nailing distance on each side of damaged area (B) (S) = Two 2x4 or two 2x6 side members, same size, grade, and species as damaged member. Applyy one scab per face, Minimum side member tength(s) = (2)(L) + (B) Scab member length (S) must be within the broken panel, -Nall Into 2x4 Members using two (2) rows at 4' o.c., rows sta gered, Nalt Into 2x6 members using three (3) rows at 4' o,c., rows staggered. Nail using 10d box or gun nails (0,128'x3', min) Into each side member. The maximum permitted lumber, grade For •use with this detail Is limited to Visual grade 01 and MSR grade 1650f. This repair detaiL may be used for broken connector plate at mid —panel splices. This repair detall ma not be used for damaged chord or web sections occurring within the connector plate area. Broken chord may not support any tie-ln loads. s L —! L 4' o c Typical + 0 + 0 + 0' + 0 0 + 0 + o + 0 + St20 agger + = Back Face 10d Box (0.128'bb x 3', min) Nallsl o = Front Face 2x6 Member - Double Row taggere Nail JA65i4N9 AN TTW COMPANY 13389 LakaffoptWye Eadh Cky, MO 63045 acing Detail fRSH ma Lw ALL NOtEs CH axWORTANTO UTHIS Ion RAVIK ALL CONTRAMS Member-; Repair Detall Load Duration = 0% Member forces may be Increased for Duration of Load Maximum Member Axial Force Memloer� Size L SPF-C I HF DF-L SYP Web Only ' 2x4 12• 620# 635# 730# B004 Web Only 2x4 18' 975# 1055# 1295# 1415# Web or Chord 2x4 24 975# 10554t 1495# 1745# Web or Ch' 2x6 1465# 1585# 2245# 2620# Web or Chord 2x4 3 1910# 19600 2315# 2555# Web or Chord _2x6 2230# 2365## 3125# 3575# Web or Chord '2x4 36, 2470# 2530# 2930# 3210# Web or Chord 2x6 3535# 3635# 4295# 4745# Web or Chord 2x4 42' 2975# 3045# 3505# 3835# Web or Chord 2x6 43954 4500# 52254 5725# Web or Chord 2x4 •4B. 3460# 3540# 4070# 44454 Web or Chord 2x6 5165# 5280# 6095# 1 6660# INSTALLERS. to .he, a Wslon of ITV luAdlnp Compenrnis Ore Inc, shah net be rrsponsWe for oro devlait ro drowkV, any Mum io but A)w truss M confornu rkh ANSI/TPI 1, or for 1-ndh2. shlpl 11otlan o •t�radts of irusses. sodi',om tYds dravikrpy or eoV�r po ustMgpn'1Ns dr*vF* Indcetes acceptann of proieseknal eny siruejwr k tM'rnty *panes iFky of the D'�i W" DeTMftmeier puAtaper ANSty LIPI i Seca. dresfnp rOr no" Inforrailon set this Job's general notes rp end 'these web sites, ALP1Na wwmilowltw,eent TPb wre.tpint�orpl SDCN rww�sbelnduetryArp, Wri wwwJCesafs,erg HlNnun H L L Dlcinnee HIM,- L HkSnnee 8 REF MEMBER REPAIR DATE 10/01/14 DRWG REPCHRD1014 24,0' MAX 1 4 Purlfn,V L.aftral "dq4.,, RIDGE BOARD (2xi) 1/2 0i Valley Li -EL 1b, VALLEY RAFTER .CqU.AR BEAK -EVERY MRA .,/FAIR -OF RAFTERS of V,.khb rtAjf_liVvi[inls4hfdug1Vbfi6athlft Into*Purtin with 4 ' -Malloy, tisight; 14'-*b* -.maximum idoAn . mifholaht; !A-tppt D� YaN1.0 A'.M um rn, i!XP gx*41. ICKINcr S. TRW�S- T0U`i§S- UNDER VALLEY FRAMING VXLLEf� RAFrEP..OR MDqE CEO sf (T .pp?.16t exch m . thaL 1�\ workinV.ln tdtc'[Wj1d§c. 6afd crlplils locations are I & 1 11 "'11 147. -VAL JMV LAB ioti oorf� ton k4qu .qmq%.'_Rqte:g 4 loalt&-] 01141 3. Cil'Pole.1diA64 I eafF►irigF-h f6 sheathlpg 4. .5 -16d toe -mils Mfzdh,�.two-W sicePers.' 4 2 Od t0643 111i 4*16d tdd-rialls a i6d tdd,njUs,ea.ch .6. ::jUdge:bohrd:tia.roof bldck 4 16d toe-TilillS RF4'D.FOR PITCH .7. --R71d'g*e-b6.zfiU to.tr*sS- 4 Ifid. W(i�Vls 32. LCrl0pjot6-l34lln 316d•tge nulls ;ARF-; USED) .13. . r,6 1 tzkv �earn t0.4.-,,'jWt 4 Igcrtola-nalls. NOTE -,:I NAIL-4 .; .4,11010'W'l 4n, 6fcr1Wj6hgjtL 'tress jY U g.d'.Sb 46 54 Rt- VitLEY WAY= ATE DL. VJ ZO 7 7 D. 10/91JI:4 ;RAO -NV 801015 pr6edits prior. bittikar."k 0 .0 0 0 Ay DRW.G VAI; 1 �4. fi6v fu, 46, hgY vt;�)f *.bpm� I ha mtt_*;6d *too. U'C.'h* -$TXT1 BC - Q 01 -0 0 stc -Uhl W'W. ri.0 t" - .42 Abb.�Vbb.* -,t' . LZA %Cxzx;r� itLhdmi-d '*kf POSIOCAe Qj 5b 4.-? ei. de. or Trw X- L &BOVr Simpso• • ••• Construction Connectors• Face -Mount Hangers - I -Joists, Glulam and SCL ® } ---..._.- . .............__._.. .... •N These products are available with additional corrosion protection. For more information, see p.15. Codes: See p.12 for Code Reference Key Chart. Il A Carried 1 Dlmenslons fasteners Allowable Loads Member.. (in:) m ) DFISP : _ SPF%HF Joist Modei Min 1 Coda Size No 8 w Web Max �; Species Header Species Header, .Ref: FaceJotst RegdUplift _Floor Snow Roof Floor: Snow. Roof ., , , .,. �' . _ . -e- . { 16tl ) '( 1btl) {115) (120) (100) " (115)` {125} Min. (14) 0.148 x 3 - 70 1,660 1,805 1,805 1,425 1,555 1,555 IUS2.56/16 • - 2% 16 2 Max. (16) 0.148 x 3 - �f 1,805 yr F i,805 /� 6805 1,555 5 1 55 5 1,555 21/2 x 16 MIU2.56/16 - 29/6 157/6 21/z - (24) 0.162 x 31/2 (2) 0.148 x 11/z 230 3,455 3.920 4,045 2,970 3,370 3,480 U314 • ✓ 29/6 101h 2 - (16) 0.162 x 31/z" (6) 0.148 x 11/z" 970 11,945 2,205 2,375 1,675 1,895 2,045 HU316 / HUC316 ✓ 29/6 141/s 21h - (20) 0.162 x 31/z (8) 0.148 x 11/z 1,515 2.975 3,360 3,610 2,565 2,895 3,110 IBC, ''MIU2.56I1S � `- 29f 6 17%s',� 21h _-o (26) 0162-z 31/z (2)�.148 x 1112' " 230.� �3;7A5 4,045� 4,645 3,220 `3,480 3,480' LA .21/2x18" "HU316fHUG316 �F .' ` '2A6, ✓ 141/6 211z '=1(20} 0:962 s( 31h" °(8) 0148,x 11h"<<"-1515 2;975 3,360� :3,610'1'2565 �2;895" 3,1101 21h x 20 M11.12.56/20 - 29/6 197/6 21/z - 1 (28) 0.162 x 31/z 1 (2) 0.148 x 11/z 230 4,0301 4,060 14,06013,465 13,495 I3,495 29/16 X 91/4 29/6' wide joists use the same hangers as 21/z" wide joists and have the same bads. to 26 1MIU312/9z - .3 9,Yc, 2'h .:, (ifr} 0162 x 31h; (2) 0148 x 11/z ° : 230 2,05° 2,615 2 820` 1,980 2,245 21425 3 x 9 /z ' ,,HU2102 /:HUC21D "2� ✓ 3?h , 813fi6 21h° Max. ,(18) 0.162'x 31h (1D) 0148 x 3 , , to , 2,680 3,020'' 3 25D 2,305 (2;605 2,800 IBC, MIU3.12/11 - 31/6 1 11 'A 21h - (20) 0.162 x 31/2 (2) 0.148 x 11/z 230 2,880 3,135 3,135 2,475 2,695 2,695 FL, 3 x 117/6 - HU212-2 / HUC212-2 •'I" ' 3'At -1NG 21/2 Max. (22) 0.162 x 31/z' -,-VO)'0.148 x'3-- 1,795 3,275 3,695 3,970 2,820 3,180 3,425 -LA. LGU9.25iJUJ-" • - J V1 I , bJ0 6U` 1F 9h -(Ib) %4 X CY2 DUJ (i1) 'A X G %2, 31/2 x 51/a HHUS46 - 35/6 51/6 3 - (14) 0.162 x 31/2 (6) 0.162 x 31/z 1,320 2,785 3,155 3,405 2,395 2,715 2,930 HGUS46 - 35/e 47/6 1 4 1-1 (20) 0.162 x 31/z 1 (8) 0.162 x 31/z 12,155 14,360 14,88515,230 3,750 14,200 14,500 HGUS48'. - �- = . "35/a , T/6 , 4 r-; ;. (36) 6162 x 3'h (12} 0.162 x-31h°� 3 2351:7�460 -7,460< 7,46016 415� 6,415 ,6,415. IUS3.56/9.5 - 3M. 91/2 2 - (10) 0.148 x 3 - 70 1,185 1,345 1,455 1,020 1,160 11,250 MIU3.56/9 - 39/6 813A6 21/2 - (16) 0.162 x 31h (2) 0.148 x 11/z 210 2,305 2,615 2,820 1,980 2,245 2,425 U410 ✓ 39/6 83/6 2 - (14) 0.162 x 31h (6) 0.148 x 3 970 2,015 2,285 2,465 1,735 1,965 2,120 HUS410 - 39/6 81-546 2 - (8) 0.162 x 31/z (8) 0.162 x 31/2 2,990 2,125 2,420 2,615 1,820 2,070 2,240 HHUS410 - 36/6 9 3 - (30) 0.162 x 31h (10) 0.162 x 31/23,565 5,635 6,380 6,445 4,845 5,486 5,545 31/2 x 9Yz HU410/HUC410 • • • ✓ 3% 8% 21h - (36) 0.162 x 31/z (12) 0.162 x 31/2 3,235 7,460 7,460 7,460 6,415 i 6,415 6,415 HUC0410-SDS - 3% 9 3 - (12)1/4" x 21/z" SDS (6) 114" x 21/z" SDS 2,265 4,500 1:500 4:500 3,240 3,240 3,240 HGUS410 - 3% 91/6 4 - (46) 0.162 X 31/2 (16) 0.162 x 31/z 4,095 9,100 9,100 9,100 7,825 17,825 7,825 IBC, FL, LGU3.63-SDS - Ni 8 to 30 41/z - (16)1/4" x 21/2" SDS (12)1/4" x 21/2" SDS 5,555 6,720 6,720 6,720 4,840 4,840 4,840 LA MGU3.63-SDS - 35/6 91/4 to 30 41h I - (24)1/4" x 21/2" SDS (16)1/4" x 21/z" SDS .7,260 9,450 9,450 9,450 6,80516,805 6,805 U414 _; 'v ' =HUS412 31/z x i17/a HU412J HUC412- ,HGUS412�= LGU3.63-SDS. �° ' M,GU3.63-SDS ..HGU3,63-SDS U Z_} Z a 2 0 0 LU cz z 0 F 0 z 0 CD N m N U U 46 See footnotes on p.150. Simpson Strong-TieO Wood Construction Connectors Adjustable Truss Hangers This product is preferable to similar connectors because of (a) easier installation, (b) higher loads, (c) lower installed cost, or a combination of these features. The THA series have extra long straps that can be field -formed to give height adjustability and top -flange hanger convenience. THA hangers can be installed as top -flange. or face -mount hangers. THA4x and THA2x-2 models feature a dense nail pattern in the straps, which provides more installation options and allows for easy top -flange installation. Material: See table N Finish: Galvanized. Some products available in ZMAX® coating. C See Corrosion Information; pp.13-15. v Installation: d . Use all specified fasteners; see General Notes. C The following installation methods may be used: U N Top -Flange Installation — The straps must be field formed over.the header — see table for minimum top -flange requirements. F= Install top and face nails according to the table. Top nails shall not be within'/4" from the edge of the top -flange members. For -- -tha TI-1A2fl;=nails used for joist attachments ,-t be-driveprat an-< C. angle so that they penetrate through the corner of the joist and into the header. For all other top -flange installations, straighten the double -shear nailing tabs and install the nails straight into the joist. • Face -Mount (Min.) Installation — Install face nails according to the table, with at least half of the required fasteners in the top half of the header. Not all nail holes in the straps will be filled. Nails must have a minimum 1/2" edge distance. Straighten the double -shear nailing tabs and install the joist nails straight into the joist. The face -mount (min.) installation option accommodates conditions where the supported member hangs either partially or entirely below the header. • Face -Mount (Max.) Installation — Install face nails according to the table. Not all nail holes in the straps will be filled except for the following models: THA29, THA213, THA218 and THA413. For all other models with more nail holes than required, the straps may be installed straight or wrapped over the header, with the tabulated quantity of face nails installed into the face and top of the header. The lowest four face -holes must be filled. Nails used for the joist attachment must be driven at an angle so that they penetrate through the corner of the joist into the header. • Uplift — Lowest face nails must be filled to achieve uplift loads. Options: • THA hangers available with the header flanges turned in for 3W (except THA413) and larger, with no load reduction — order THAC hanger. Codes: See p.12 for Code Reference Key Chart 13/4' for THAC422 for 122-2 426-2 0111"TH'AC422 13/i typical 2V2' for THA422-2 andTHA426-2 THA418 f 2� le 0 ��• C W THA29 40 Double42— 2iacenails Use full table value (total) ' Single 42—�, (o nails See total Straighten the double shear nailing tabs and install nails straight into the joist Typical THA Top Flange installation on a Nailer (except THA29) THA422 Face -Mount (Max.) Installation Straps may be installed straight or wrapped over with tabulated face nails installed into top and face of hea6 ® Double -Shear Naiin Double Dome Double Shear g Shear Nailing Side View " Side View; Nailing (Available on Do not Top View bend tab some models) Typical THA422 Top Flange Installation on a 4x2 Floor Truss THA44 Face -Mount (Min.) Installation iyNwai I "n u Top Flange Installation er to Mote 5 p.187 -86 ti z } aa 0 U W F z z 0 cc U) 0 CO CO rn 0 N rn 0 N U cU Simpson Strong-TeO Wood Construction Connectors THA/THAC s o Adjustable Truss Hangers (cont.) These products are available with additional corrosion protection. For more information, see p.15. 0 0 THA29 18 1% 911tis 5Ye 1'/z — (2) 0,148 x 3 (6) 0.148 x 3 (4) 0.148 x 3 525 1,750 1,750 4,750 450 1,330 1,330 1,330 27/is — (4) 0.148 x 3 (6) 0.148 x 3 (4)(3.1480 525 610 2.610 2,61E 450 1,985 1,985 1,985 THA213 . 16 1$%a'; 13 4s 51/2 2 — (4)9t7'148 x 3 ;' (2 0148 X 3 (4} 0.148 x 1 Ih - i 4f� 7 "v� 1 46D `I,*1t 0 1 "=1 ;, 1 t If . THA218 18 15/a 1734s 51/z 2 — (4) 0.148 x 3 (2) 0.148 x 3 (4) 0.148 x 11/z — 1,46U 1.460 1,460 — 1,110 1,i 1G 110 IBC, THA218-2 , :16 3Ya 1a11hs 8 2. ; — (4) 0 {62 x31/z -;(2} 0 762 x 31h (6) 0148 x 3 — I,981i 1 5 1 996'' _� � 0 ( T _ 1.51a FL, THA222-2 16 3Ya 223/1s 8 2 — (4) 0,162 x 31/2 (2) 0.162 x 31/z (6) 0.148 x 3 — 1,960 1:995 1,995 — 1:490 1,515 1,515 THA418 116 1 35/a 1171/z 1 77/a 1 2 1 - 1(4) 0.162 x 31h1 (2) 0.162 x 31/z 1 (6) 0.148 x 3 — 1,980 1 119951 1,995 1 - 1 1:4901 1,515 1 1,515 1 THA426 14 3% 1 26 7% 1 2 — (4) 0.162 x 31h (4) 0.162 x 31/z (6) 0.162 x 31h 1 2,435 1 2,435 2,435 — 2,095 2,095 2,095 TNA422 2�; 14 >.�71/a 221'fs 9a/a 2'. , — „ (4) 0.762 x 3ih (4) 0162.X_ ?/a, (6) Q.1.62 x 31h ---.' 3,3$0 8 330 > 3,330 — 2,86 12,865; , 2,865 = FL THA426-2 14 1 71/a 261/s 9a/a 2 1— (4) 0.162 x 31/zl (4) 0.162 x 31/z (6) 0.162 x 31hl 13,330 13,3301 3,330 1— 12,865 1-?,865"1 2,865 THA29 1 18 1 15/a 191%61 51/a I — 1911As I — 1 (16) 0.148 x 3 1 (4) 0.148 x 3 ) 525 12,26512,2651 2,265 1 450 11950 11950 1 1950 THA218 18 I I I17a/is 51/z 1 173A6 1 (18) 0.148 x 3 (4) 0.148 x 3 1 855 12,45012,4501 2,450 1 735 12105 12105 2105 THA218 2 `. "1& 3�/a ` 17?Ys 8 1f4hs (22} D.162-x 31h (6) 0.162 x 31h 1 855- ,3 f1 310 -r 3 u T, 95 ,234 7 845 845 IBC, THA222-2 16 3Ya 22�s 8 141A. 22 0.162 x 31/z 6 0. _ �., FL _a — I( ) O 162x3Yz 1,855 3;31G 13,310 1 3310 11,5952,845 12,845 2,845 LA THA418 116 1 35/a 1171/z 1 77/a I — 1 141/e 1 — 1(22) 0.162 x 31/z1(6) 0.162 x 31h11,85513;1-1013,3101 3,310 11595 12,845 12,845 I 2,845 1 THA426 114 1 35/a 1 26 1 77/a I — 1 161/a 1 — 1(30) 0.162 x 3Yz1(6) 0.162 x 31h11,85514,415 14,4801 4,480 11,59513,79513,8551 3,855 THA426-2 14 1 71/a 261/s 9a/a 1 — 1 18 1 (38) 0.162 x 3Yz (6) 0.162 x 3Yz 1,855 5,520 5,520 5,520 1,595 4,745 4,745 4,745 1. Uplift loads have been increased for earthquake or wind loading with no further increase allowed. Reduce where other bads govern. 2. Wind (160) is a downbad rating. 3. Min. top flange refers to the minimum length of strap that must be field -formed over the header. The tabulated bads for the THA29 with 11h° min. top flange are based on a single 2x carrying member; all other top -flange installation bads are based on a minimum 2-ply 2x carrying member. For 4x2 truss carrying members with double top chords, use the specified fasteners for full tabulated values. For single 4x2 top chord or nailer applications, refer to the Nailer Table. 4. Face -mount installation bads are based on a two-ply 2x carrying member minimum. For single 2x carrying members, use 0.148" x 11h° naib in the carrying member and tabulated fasteners in the carried member, and use 0.80 of the table value for 18 gauge, and 0.68 of the table value for 16 gauge and 14 gauge. 5. For the THA 2x models, one strap may be installed vertically according to the face -mount nailing requirements and the other strap wrapped over the truss chord according to the top -flange nailing requirements (see drawing on p. 186) and achieve full tabulated top -flange installation loads. 6. Refer to installation instructions regarding fastener installation into carried hoist) member. Based on the installation condition, nails will be installed either straight with straighted double -shear nailing tabs or slanted. 7. Fasteners: Nail dimensions in the table are listed diameter by length. See pp. 21-22 for fastener information. FL Simpson Strong -Tie® Wood Construction Connectors Face -Mount Joist Hangers ��`�EERBp W ® ` 9J G This product is preferable to similar connectors because of a) easier installation, b) higher loads, c) lower installed cost, or a combination of these features. The daub€e-shear hanger series, ranging from the light -capacity LUS hangers to the highest -capacity HGUS hangers, feature innovative'double-shear nailing that distributes the load through bwo points on each Joist nail for greater strength. This allows for fewer nails, faster installation and the use of all common nails for the same connection. For medium -load truss applications, the MUS offers a lower -cost alternative and easier installation than the HUS or THA hangers, while providing greater load capacity and bearing than the LUS_ Material: See tables on pp. 194-195 Finish: Galvanized. Some products available in stainless steel or ZMAX® coating. See Corrosion Information, pp.13-15. Installation: • Use all specified fasteners; see General Notes. • Nails must be driven at an angle through the joist or truss into the header -to achieve the table loads. • Notdesigned for wefded-o`r naileF applicati6h§. — - - Options: • LUS and MUS hangers cannot be modified • Concealed flanges are not available for HGUS and HHUS • Other sizes available; consult your Simpson Strong -Tie representative Codes: See p.12 for Code Reference Key Chart Double -Shear Nailing Top View Double -Shear Nailing Side View p Do not bend tab Double -Shear CDome Nailing Side View (Available on some models) HHUS210-2 MUS28 0111"HILIS21 (HUS26, HUS28, and HHUS similar) Typical HUS26 Installation with Reduced Heel Height (multiple member fastening by Designer) 19 Simpson Strong -Tie® Wood Construction Connectors Face -Mount Joist Hangers (cont.) Model No° Min. _ Heel ' Height Ga a - Dlineristons (in.),as H B Carrying Member Gamed �Member ° ° Single 2x Sizes 31/8 13/a x3 L•'US26 - 4�/a. 7j91s A3/4 : 1,3/a. °T {4};0148x3 j (4),0.148x3--' MUS26 4111A6 18 19AG 53A6 2 (6) 0.148 x 3 (6) 0.148 x 3 HUS26 45/ie 16 15/a 53/s 3 (14) 0.162 x 31/2 (6) 0.162 x 31/2 HGUS26. .'4 e 12°) ,:15/e. 53A 5 . ,_ (20)'0162,x 3'�2 ; ,'(8) 0162 x 3'h. z tUS28 _ 43ie '. 18," • :19/a ; 65% 1 3/4 (6) MUS28 6-A6 18 1 s/ie 613/1e 2 (8) 0.148 x 3 (8) 0.148 x 3 HUS28 61/2 16 15/a 7 3 (22) 0.162 x 31/2 (8) 0.162 x 31/2 HGUS28 69AG 12 1 % 71/a 5 (36) 0.162 x 31h (12) 0.162 x 31/2 WS210° ` 41/a s 1$s '„',18/6 E 13/ie; 1i3/a °„(8)4.148'x°3� . ,(4):,0;1'd8X'3t HUS210., 83/e ,16' ' 1„sls �'�.9, 3 ';(30)Q1(32' 3,N (10)-,0.162x3'h'' HGUS210 I,, 8r44 12 ;,1513- -g,,�;`_ ` >° -:(46).0162x31hR. (16)4,102.x31/z 1. See table below for allowable loads. These products are available with additional corrosion protection, For more information, see p.15. tag For stainless -steel fasteners, see p. 21. Many of these products are approved for installation ! with Strong -Drive* SD Connector screws. See pp. 335-337 for more information. Single 2x Sizes LUS26 1,165 1 865 990 1 1,070 1,355 1 1,165 1 935 1,070 1 1,150 1,475 1 865 635 1 725 785 1,000 113C, FL, 1,090.` 1;180, 35 .I LA HUS26 1,320 2,735 3,095 3,235 3,235 1,320 2,960 3:280 3,280 3,280 i,15C 2,350 2,660 2:780 2,780 HGUS26 ' _ 875 4�0` 7TWI.' 3 V0 5,396' ` 8ia> ' '4 690;` .'5,220'; `5' 390'' 5,396 '" �30' : °3;225 ' : 3,610 " 3;870 " 3,985 IBC, FL LUS28 1,165 1,100 1260 1,350 1,725 1165 1195 1,360 1465 1,730 865 810 925 1,000 1,270 MU528 1;32€1 '1;730. ,.1,575', ""2,125.: Z,255 1323.. 1,875, 2,135 `-2,255°� 2;2ao' i�T 1,270 -1,455 ' :1,575; , 1,955l IBC, L. LA HUS28 1,760 4,095 4,095 ti95 4,095 1,760 4,095 4,C:95 4,095 4,095 MIN 3,520 3,520 3,520 3,520 HGUS2$. 1,654 a2?5, 7;275 7,27a`'• 7,275.',1,,5 7275 >',.7,27', 7,275 . :7,275 „ 1;325 ,67C , 3,820; 3,915"IBC, FL LUS210 1,165 1,335 1,530 1,640 2,090 1,165 1,450 1,655 1,775 2,270 865 985 1,120 1,215 1,500 IBC, FL, HUS210 `" 2.63 � s, (i t 5' 5,t130 r <, S "', , 2 630"; s , 957 „�,7$0 „0„8» U,a30' 2;220 2,a?^ 2,455 2;535 ',2,82-Z ' LA HGUS210 2,C9C 9,100 9,1{iC 900 9,100 2,090 9,100 9?100 9,10 9:100 1;545 6,340 6,73i1 6:730 6,730 IBC; FL 1. For dimensions and fastener information, see table above. See table footnotes on p. 195. HHUS/HGUS See Hanger Options information on pp.98-99. HHUS - Sloped and/or Skewed Seat • HHUS hangers can be skewed to a maximum of 45' and/or sloped to a maximum of 45' • For skew only, maximum allowable download is 0.85 of the table load • For sloped only or sloped and skewed hangers, the maximum allowable download is 0.65 of.the table load • Uplift loads for sloped/skewed conditions are 0.72 of the table load, not to exceed 2,475 lb. • The joist must be bevel -cut to allow for double shear nailing HGUS - Skewed Seat • HGUS hangers can be skewed only to a maximum of 450. Allowable loads are: HGUS Seat Width Joist Down Load Uplift W < 2" Square cut 0.62 of table load 0.46 of table load W < 2" Bevel cut 0.72 of table load 0.46 of table load 2" < W < 6" Bevel cut 0.85 of table load 0.41 of table load 2" < W < 6",, Square cut 0.46 of table load 0.41 of table load W > 6" Bevel cut 0.85 of table load 0.41 of table load Acute ' side bpecny angle Top View HHUS Hanger Skewed Right hoist must be bevel cut) All joist nails installed on the outside angle (non -acute side). ti �Z n< 0 U w H ('3 Z O U) Z 0 U3 C0 m 0 N o� N U U ,94 Simpson Strong -Tie® Wood Construction Connectors `': These products are available with For stainless Many of these products are approved for installation additional corrosion protection. steel fasteners, I with Strong-Driv& SD Connector screws. For more information, see p.15. see p. 21. See pp. 335-337 for more information. Double 2x Sizes 1US24-2 °'- 21/a 18 3xls 3'/e • 2 "(4)_4.162 x 3'h (2) 0:162X 3yh _410 ; A00 : 905 980 1,245 'fr355, 690,.., 780.`845° 1,070 LUS26-2 ., 41Ar,' ', 18 3W, ;47/s 2 "1170, ,1 265" 1'595.., 9i0 ,' `$85 1;005; 1.;090 1;370 HHUS26-2 45fi6 14 3-A6 53/a 3 (14) 0.162 x 31/z (6) 0.162 x 31h 1,320 2,830 3,190 3,415 4,250 1,135 2,435 2,745 2,935 3,655 HGUS26-2 49A6 12 3-A6 57A6 4 (20) 0.162 x 31/z (8) 0.162 x 31/z 2,155 4,340 4,850 5,170 5,575 1,855 3,730 4,170 4,445 4,795 :-LUS282 4f6 �18 1 ,3aYs, 7r.� 2 1 (fi�0.t62 3/i f {4)0.162:X3fi z 2i' i IaG 13a5 �,490'�1610 2,030 910`', 1;130 1,280 1j �1,385 1;745' HHUS28 2 I 69/c '. 14 , 3N/6 T/a. =: 3 (22) 0.162 x.3'%z' ' (8) 0.162;z 3'h . 60 4;265 4,810„ `5155 .5;980, 1,5i5 ;3,670, 4,135 4,435 5,145 0 LUS210-2 I 06 18 31/a 9 2 (8) 0.162 x 3'/z (6) 0.162 x 3'/z 1 i,44511,83012,07512,24512,83011;245 1,575 1,785 11,93012,435 15 HHUS210-2 8% 14 35/i6 87/s 3 (30) 0.162 x 31/z (10) 0.162 x 31h 3:550 5,705 6,435 6,485 6 485 3,335 4,905 5,340 5,060 5,190 HGUS210-2 89/i6 12 35As 93Ar 4 (46) 0,162 x 31/z (16) 0.162 x 31/z 4,095 9,100 9,100 9,100 9,100 3,520 7,460 7,825 7,825 7,825 Triple 2x Sizes 60 IBC, F LA hbUSLb-3,, . ` 4'5'16 ,1"L;,I 41 A, '49 "= U.Ibl+X 6 /2h 444ut4'boU 13, I fu 5;3I--0 I,S3b >'d'f du' 4, U,U ,4,44 4,1.y5.I IBC, I 6, , 41 , 4 ,. (360162 x3'/z,(12 , Oi62X 33 h 3,23576HGUS28 7460. 7460 ,7,460 2,780 -: 6 4l5 "6;415 6,41 6,415a LA HHUS210-3 83/s 14 4171As 87/e 3 (30) 0.162 x 31/z (10) 0.162 x 31h 3,405 5,630 6,375 6,485 1,6,485 2,930 4,840 1 5,485 5,575 5,575 FL HGUS210-3 1813A6 12 1 415A6 91/4 4 1 (46) 0.162 x 31/z (16) 0.162 x 31/z 4,095 9,100 9.100 9,100 19,100 3,520 7,825 17,825 7,825 7,825 Quadruple 2x Sizes r1UUOL0;4 r,<. J72 4a IG �,.'/16'. 8'118., y, tLU}U.lDLXO%2 bf, UzIOG XJ Y2',-L,),DJ 4,J4U 40JU; ,�}IrU J,J'(,J, I,,BJ�,: S,%3U 4,1lU4,1 yJ IBC, FL, HGUS28-4 71/a 12 69A6 73fi6 4 (36) 0.162 x 31/2 (12) 0.162 x 31h 3,235 7,460 7,460 7,460 7,460 2,780 6,415 6,415 6,415 6,415 LA HHUS210-4 1 83/a 1 14 61/a 87/s 1 3 1 (30) 0.162 x 31/z (10) 0.162 x 31/z 13,405 15,630 16,375 16,485 16,485 12,930 14,840 5,485 15,575 15,575 1 FL 'HHUS46 LUS48 HUS48 HHUS48 HGUS48 -,LUS410 HHUS41 4x Sizes IBC, FL, LA IBC, FL 43/s 18 3s/16 63/a 1 2 (6) 0.162 x 31/2 1 (4) 0.162 x 31/z 1 1,060 1,315 11,49011,610 12,0301 910 11,130 11,280 11,385 1,745 IBC, FL, 61/a 14 31A6 7 2 (6) 0.162 x 31h (6) 0.162 x 31/z 1,320 1,580 1,790 1,930 2,415 1,135 1,360 1 1,540 1,660 2,075 LA 61h 14 3% 71A 3 (22) 0.162 x 31/z (8) 0.162 x 31h 1,760 1 4,265 4,810 5,155 5,980 11515 3,670 4,135 4,435 5,145 67/1s 12 35/a 71/,. 4 (36) 0.162 x 31h (12) 0.162 x 3'h 3,235 7,460 7,460 7,460 7,460 12,780 6,415 16,415 16,415 6,415 HGUS412 1 10 6 1 12 1 35/s 110316l 4 (56) 0.162 x 31h 1 (20) 0.162 x 31/z 15,695 19,045 1 9,045 19,045 1 9,045 141POO 1 7,780 7,780 17,780 17,780 HGUS414 ( 117/16 1 12 1 35/e 127/16 4 (66) 0.162 x 31/z (22) 0.162 x 31h 1.5,695 10,125 10,125 10,125 10,125 4,900 8,190 8,190 18,190 18,190 Double 4x Sizes IBC, FL, LA FL 1. Uplift loads have been increased for earthquake or wind loading with no further increase allowed. Reduce where other bads govern. 2. Wind (160) is a download rating. 3. Minimum heel height shown is required to achieve full table bads. For less than minimum heel height, see technical bulletin T-C-REDHEEL at strongtie.com. 4. Truss chord cross -grain tension may limit allowable loads in accordance with ANSUTPI 1-2014. Simpson Strong -Tie® Connector Selector® software includes the evaluation of cross -grain tension in its hanger allowable loads. For additional information, contact Simpson Strong Tie. 5. Loads shown are based on a two-ply 2x carrying member minimum for nailed hangers. With 3x carrying members, use 0.162" x 21h" nails in the header and 0.162' x 31/2" in the joist, with no bad reduction. With single 2x carrying members, use 0.148" x 11h" nails in the header and 0.148" x 3" in the joist, and reduce the load to 0.64 of the table value. 6. Fasteners: Nail dimensions in the table are listed diameter by length. See pp. 21-22 for fastener information. H I � 19 a HTU Face -Mount Truss Hanger The HTU face -mount truss hanger has nail patterns designed specifically for shallow heel heights, so that full allowable loads (with minimum nailing) apply to heel heights as low as 37/e". Minimum and maximum nailing options provide solutions for varying heel heights and end conditions. Alternate allowable loads are provided for gaps .between the end of the truss and the carrying member up to 1h" max. to allow for greater construction tolerances (maximum gap for standard allowable loads is 1/a" per ASTM D1761 and D7147). See technical bulletin T-C-HANGERGAP at strongtie.com•for more information. Material: 16 gauge N Finish: Galvanized - L 0 Installation: V Use all specified fasteners; see General Notes C• Can be installed filling round holes onh, or filling round and triangle holes for maximum values N See alternate installation for applications using the HTU26 on a 2x4 carrying member or HTU28 or HTU210 on a 2x6 carrying member for additional uplift capacity d R do HTU may be skewed up to 671/2'. See.Hanger Options on pp. 98-99 for allowable loads. • See engineering letter L-C-HTUSD at strongtie.com for installation with Strong -Drive® SD fasteners. Codes: See p.12 for Code Reference Key Chart Min. heel height per table L Many of these products are approved for installation with Strong-Drivee SD Connector screws. See pp. 335-337 for -more information. 1Im HTU26 Typical HTU26 Minimum Nailing Installation y.r. , truss and carrying member HTU Installation for Standard Allowable Loads (for 1/2" maximum gap, use Alternate Allowable Loads.) OLdI IU&IU HIIUW'dUld L-UdUS k78 IVIdAII I I1_11 I l I-ldi llydf fact[)) 2x Sizes Alternate Installation - HTU28 Installed on 2x6 Carrying Member (HTU210 similar) 1 '7 I 'e,a4u 0,,,Q4u. , uu .lt,U1u 1"300 „-e,�ayj -ejMA). ;,�;VQV 1, O&OV IBC, HTU28 (Min.). 7 3 /a 5 1 Is 1 As 3 h 1 (26) 0.162 X 3 /2 1 t14) 0.148 x 1 h 1,2gO, 35 3,820 3,895 3,895 3,895 1,060 2,865 2,920 2,920 2,920 FL, HTU28 (Max.) 71/4. 1 % 71As 31h (26) 0.162 x 31/2 (26) 0.148 x 11/2 2,020 3,820 4,315 4,655 5,435 1,735 3,285 3,710 4,005 4,675 LA i HTU210'{INih) .3?/s'" 15/a" ,9'Mi °,31h ` (32).0;162X:31Iz. {14) 0.14$ I(11hx .1,330 UQ, 4, 0 - 300,.`4; v ' 1,145 ' 33:225. a, uS., .3;225 `1 25 'H71.1210 (Max;). , . 91/4 .151a 91/16,, , 31, ' (32) 0.162 x`31A ' _(32) 014$x,11h, Double 2x Sizes ;HTtU26-2 (Min),.,' 3?/a ' "35Iie; .51s" .31h (20} 0162ix 9, i2tt 3, a$f7 -� %910 - .1,3Q5 1,850 2;090;, -2 255`; .2 A65;; HTU26 -'2 (Max.) ' „ 51/i <. . I 5?/+a' 3'h I`(20) 0.162x 31/2 . (20) 0.148 x 3 _ 2,175 , 2,940 . �.�2u` = r80'E 4;45 1 1,870 ;2,530 2,855 :3,083 3,855 HTU28-2 (Min.) 37/a 35A6 71/6 31/2 (26) 0.162 x 31/2 (14) 0.148 x 3 1,530 3,820 4,310 4,310 4,310 1,315 2,865 3,235 3,235 3,235 IBL HTU28-2 (Max.) 71/4 35As 71As 31/z (26) 0.162 x 31/2 (26) 0.148 x 3 3,485 3.820 4,315 4,655 5,825 2,995 3,285 371.0,. A .ri5 5,01ia . LA 1. The maximum hanger gap is measured between the joist (or truss) end and the carrying member. 2. Minimum heel heights required for full table bads are based on a minimum 2:12 pitch. 3. Uplift bads have been increased for earthquake or wind loading with no further increase allowed. Reduce where other bads govern. 4. Wind (160) is a download rating. 5. For hanger gaps between 1/a" and 1h", use the Alternate Allowable Loads. 6. Truss chord cross -grain tension may Omit allowable bads in accordance with ANSVTPI 1-2014. Simpson Strong -Tie® Connector Selector® software includes the evaluation of cross -grain tension in its hanger allowable bads. For additional information, contact Simpson Strong -Tie. 7. Loads shown are based on a minimum two-ply 2x carrying member. For single 2x carrying members, use 0.148" x 11h" nails in the header and reduce the allowable download to 0.70 of the table value. The allowable uplift is 100% of the table bad. 8. Fasteners: Nail dimensions in the table are listed diameter by length. See pp. 21-22 for fastener information. 9*1 Double 2x Sizes HTU28-2 (Min.) 37/a 35/16 7Y1a 31/2 (26) 0.162 x 31/2 (14)0.148x3 1,490 3,820 3,980 3,980 3,980 1,280 2,865 2,985 2,985 2,985 IBC, FL, HTU28-2 (Max.) 71/4 3-546 71/s 31h (26) 0.162 x 31/2 .(26) 0.148 x 3 3,035 3,820 4,315 4,655 5,520 2,610 2,865 3,235 3,490 4.,140 LA HT02 E0 21Min.1 3 /a 3a` - 915a 3 /� 13210.i62 x� _ 7 1 3�h (1410.1A8x3 1,755 :4,255' .4;255 .4,�55 4;255 = 1,51p` 3,194 1 3,190 3,190 31190 . Simpson Strong -Tie® Wood Construction Connectors HangerHTU Face -Mount Truss 9 Many of these products are approved for installation with Strong -Drive® SD Connector screws. See pp. 335-337 for more information. Alternate Installation Table for 2x4 and 2x6 Carrying Member Fasteners {inJ_ �'` DF/SP Allowable I Loads SPF/HF.Altowable Loads 11601 '1.." > HTU26 (Min.) 37/a 1 (2) 2x4: (10) 0,162 x 31h (14) 0.148 x 11/2 1 925 1,470 1 1,660 1 1,790 1 1,875 1 795 1 1,265 1 1,430 1 1,540 1 615 HTU26 (Max.) 51/2 (2) 2x4 (10) 0.162 x 31/2 (20) 0.148 x 11/2 1,240 1,470. 1,660 1,790 2,220 1065 1,265 1,430 1,540 1,910 IBC, NTU2$ {Max.) " '7"/4 , -(2).2W {20) 0.162 01' 2 (26) 0_ 48 x 111 _` 1,970; 2 940 „ 3�3 a 50 3�905 1,69 2,530 5z' ° %080.' 3,360 FL, LA 1. See table above for dimensions and additional footnotes. 2. Maximum hanger gap for the alternative installation is 1h". 3. Wind (160) is a download rating. 4. Fasteners: Nail dimensions in the table are listed diameter by length. See pp. 21-22 for fastener information. Alternative Allowable Loads (1/2" Maximum Hanger Uap) Fasteners (in) , ] 4F/SPAIIowable-L'oads ._ ;SPF/HF-Allourable°Loads Single 2% Sizes . --- - - - -- - - - - - IBC, HTU28 (Min.) 37/e 15/a 7M6 31/2 (26) 0.162 x 31/2 (14) 0.148 x 11/2 11110 3,770 3,770 3,770 3,770 955 2,825 2,825 2,825 2,825 FL, LA HTU28 (Max.) 71/4 15/s 711A6 31/2 (26) 0.162 x 31/2 (26) 0.148 x 11h 1,920 3,820 4,315 4,655 5,015 1,695 2,865 t 3,235 3,490 3,765 uriAsn n,i:�1 ..`gin •^ �'v nv onr i�nlnaco.. �1/_ ltnvhi<Ao .. iYG slocncnn..��'Cnn4 Fah iFnn-1 n7F •�7nri:�P'a7rin '7`7nn 77nn 0 z z. a 0 0 W H U'� 0 U z CO CO 0 0 1. The maximum hanger gap is, measured between the joist (or truss) end and the carrying member. 0 2. Minimum heel heights required for full table bads are based on a minimum 2:12 pitch. 3. Uplift loads have been increased for earthquake or wind loading with no further increase allowed. Reduce where other bads govern. 0 4. Wind (160) is a download rating. 5. For hanger gaps between 'A" and 112", use the Alternate Allowable Loads. 6. Truss chord cross -grain tension may Emit allowable bads in accordance with ANSVTPI 1-2014. Simpson Strong -Tie® Connector Selector" software includes the evaluation of cross -grain tension in its hanger allowable bads. For additional information, contact Simpson Strong -Tie. 7. Loads shown are based on a minimum two-ply 2x carrying member. For single 2x carrying members, use 0.148" x 11/2" nails in the header and reduce the allowable download to 0.70 of the table value. The allowable uplift is 100% of the table bad.' ' 8. Fasteners: Nail dimensions in the table are listed diameter by length. See pp. 21-22 for fastener information. V Simpson Strong -Tie® Wood Construction Connectors Medium -Duty Face -Mount Hangers HU/HUC hangers may be installed on a masonry/concrete wall as described below. Additionally, HU hangers with one flange concealed may be installed similarly. HU and HUC products are heavy-duty face -mount joist hangers made from 14-gauge galvanized steel. • The HUC is a concealed flange (face flanges turned in) version of the HU. • HU is available with both flanges concealed, provided the W dimension is 26/16" or greater, at 100% of the table load. Specify HUC. • HU is available with one flange concealed when the W dimension is less than 25/16" at 100% of the table load. Specify as an 'X' version and specify flange to conceal. • For any HU or HUC shown in this catalog, the user may substitute all face nails with 1/4" x 13/4" Titen" 2 screws (Model TTN2-25134H) for concrete arld A' x 23i4° Titen 2 screws (Model T1 TN2-25234H) for GFCMU. Follow all installation instructions and use the loads from the sawn lumber or EVt1P sections. Material: 14 gauge Finish: Galvanized; ZMAX® and stainless steel available Installation: ._.... • Attach the hangers to concrete or GFCMU walls using hex -head Titen 2 screws. Titen screws for GFCMU (1/4" x 23/4" — Model TTN2-25234H) and for concrete 0/4" x 13/4" — Model TTN2-25134H) are not provided with the hangers. • Drill the 3/16"-diameter hole to the specified embedment s depth plus 1/2". • Altematively, drill the 3/i6"-diameter hole to the specified embedment depth and blow it clean using compressed air. • Caution: Oversized -diameter holes in the base material ci will reduce or eliminate the mechanical interlock of the Z z threads with the base material and will reduce the anchor's a load capacity. • Titen Installation Tool Kits are available. They include a 3/16" drill bit and hex -head driver bit (Model TTNT01-RC); a 3/16" x 41h" drill bit is also available (Model MDB18412). • A minimum edge distance of 11/2" and minimum end distance of 37/a" is required as shown in Figure 1 for fc It uplift load. • Where no uplift load is required, a minimum end distance of l 1/2" is oem;itted. Codes: See p.12 for Code Reference Key Chart Concealed flanges HUC410 ae_ye mc_ HU214 Figure 1 — HUC410 Installed on Masonry Block End Wall Figure 2 — HUC410 Installed on Masonry Block End Wall a 23 HU/HUC/HSUR/L ......................................... ... . .......................... .................................. .................... . ................. . ............... . . . ................... . ............... .... w ............................................... I ..................................... .................. . ...... Medium -Duty Face -Mount Hangers (cont.) 1% These products are available with additional corrosion protection. For more information, see p. 15. 00 4 �`X MY& RIEPIN H.U26 HU26X (4) 1/4 x 23/4 (4) 1/4 x 13/4 (2)0.14801/2 335 1,000 335 1,545 ` (6) 4L (4)0148,x1h 545 11 7 0 6 00 HU24-2 HUC24-2 (4)1/4 x 23/4 I (4) 1/4 x 13/4 (2) 0.148 X 3 380 1,000 380 1,545 HU26-3 (Min.) HUC26-3 (Min.) (8) 1/4 x 23/4 (8) 1/4 x 13/4 (4) 0.148 x 3 760 2,000 760 3,200 HU26-3 (Max.) HUG26-3 (Max.) (12) 114 x 23/4 (12) 1/4 x 11/4 (6) 0.148 x 3 1,135 3,000 1,135 3,950 HU28 72, H%28�2:(Min.) z (10) 114 x 23/4' J1 (4)'014� x �� 760, "'�,500�, ' i' 7 3,725 __' 4U 'j 28_ H x 4 3, 4,920 HU210 HU21OX (8) 1/4 x 23/4 (8) 114 x 13/4 (4) 0.148 x 11/2 545 2,000 760 2,415 HU210-3 (Min.) HUG210-3 (Min.) (14) 1/4 x 23/4 (14) 1/4 x 13/4 (6) 0.148 x 3 1,135 3,500 1,135 4,920 HU210-3 (Max.) HUC210-3 (Max.) (18) 114 x 23/4 (18).1/4 x 11/4 (10) 0.148 x 3 1,800 4,500 1,800 5,085 U jilii 21 [4,8, 11 '250 HU212-2 (Min.) HUC212-2 (Min.) (16) 1/4 x 23/4 (16) 1/4 x 13/4 (6) 0.148 x 3 1,135 4,000 1,135 4,920 HU212-2 (Max.) �IJC21 a x 23/4 (2 2) 1/4 x 13/4 (10) 0.148 x 3 1,L50 5,0851 1,350 5,085 7_ HU 12-3 (M 114 X 2Y �1�4r Ylf gp q85 W HU214 HU214X (12) 114 x 23/4 (12) 114 X 11/4 (6) 0.148 X 1 % 1,135 2,665 1,135 2,665 -HU2.14-2,(Min.) 214-2 �11 n.) �I 8) 1/ 40 0. 48'x�. C,, '515 J�. I , , '500 ': 1 :5j I (Max . , .,HUG2,14-2 (Mav) (24)',1/4 � 23/4, 4 v, HU214-3 (Min.) HUC214-3 (Min.) (18) 1/4 x 23/4 (18) 1/4 X 13/4 (8) 0.148 x 3 1,515 4,500 1,515 5,085 HU214-3 (Max.) HUG214-3 (Max.) (24) 1/4 x 23/4 (24) 1/4 x 11/4 (12) 0.148 x 3 2,015 5,085 2,015 5,085 6 :�X -:� ;�, ! X 4 Z,4 X? 4 2920, HU216-2 (Min.) HUC216-2 (Min.) (20) 114 x 23/4 (2 0) 1/4 x 13/4 (8) 0.148 x 3 1,515 4,920 1,515 4,920 HU216.2 (Max.) HUC216-2 (Max.) (2 6) I/A x 23/4 (2 6) 1/4 x 13/4 (12) 0.148 X 3 2,015 5,085 2,015 5,085 HU7 (Min.) (Not available) (12) 1/4 x 23/4 1 (12) 114 x 13/4 1 (4) 0.148 x 11/2 545 1 2,980 760 2,980 (Not available) 01 HU7 (Max.) 1 (16) 1/4 x 2 �/4 1 (16) 1/4 x 1 -14 1 (8) 0.148 x 11/2 1,085 1 3,485 1,085 3,485 HU11 (Min.) (Not available) (2 2) 114 x 23/4 (2 2) 114 x 13/4 (6) 0.148 x 11/2 1,135 3,230 1,135 3,230 HU11 (Max.) (Not available) (3 0) 1/4 x 23/4 (3 0) 1/4 x 1114 (10) 0.148 x 11/2 1,445 3,735 1,445 3,735 �HuU (min, r, otav -, ' available) 1-1 1 �(�b),1/4 X 7 -7 14'-' 0,3 (8 0.1 4 8 1 -1 Ih 5 1515 ",,3A85 flU14 '(Maqt� {Not , '/41 2.4� I x I , I 1 99 A 245,-, , 2jO15 438 STAGGER JOINTS - TYP� RAISED HEEL ROOF TRU ,SES B/SKIS PLAN ` ' ■I�I■�I.I UPLIFT/SHEAR ANC _ EACH TRUSS - SEE PLAN B/5KI f' NOTE: ADD'L FRAMING NOT SHOWN FOR CLARITY R'.AI5ED HEEL TRUSS BEARING A SCALE, NTS SKI i IBBON BOARD- SEE GHEDULE FOR SPACING t ASTENING TO TRUSSES —MASONRY WALL - SEE PLAN ROOF SHEATHING- SEE F SOFFIT/FASCIA- SEE ARCH. RAISED HEEL ROOF TRUSSES -SEE PLAN O W N RIBBON BOARD- < Q 3 SEE SCHEDULE U z LL FOR SPACING t p w W w FASTENING TO w N U f Q Q TRUSSES w < o z0�W WALL SHEATHING -SEE PLAN Z 3 MIN. 15/32' CDX PLYWOOD OR I 1/16' 055 WITH Sd GUN NAILS U (0.131' X 2 1/2') 6 6' O.G. TO UPLIFT/SHEAR GYP. CEILING - RIBBON BOARDS ANCHOR EACH SEE PLAN t TRU55- SEE PLAN SCHEDULE DO NOT FASTEN RIBBON BOARD - INTO END GRAIN OF ROOF TRUSS MA50NRT WALL- BOTTOM CHORD SEE PLAN e _ MAIM: RAISED HEEL TRUSS BEARING E3 SCALE. NTS SKI RIBBON SCHEDULE DE51GN CRITERIA RIBBON MATERIAL RIBBON SPACING RIBBON ATTACHMENT Vult=165 MPH (2) 12d GUN (0.131' X 3') lVasXP. MPH) 2X4 SPF02 24' TO EACH TRUSS, (4) E EXP. B, NAILS AT JOINTS ENCLOSED VUIt=180 MPH (2) 12d GUN (0.131' k 3') (VasXMPH) 2X4 SPF'2 16' TO EACH TRUSS, (4) EXP. EXP. C, NAILS AT JOINTS ENCLOSED `I W iy �q is �a W ❑ ❑ SHEET' aeean oEu BARED NFEL XOOFIi SHEET INFORMAT ioe no. AIE ISSUED: II OPAYM BY: REYIEWFD BY; SK.1 t• 6 jdnuary,l,0,,,2]Y20. .C.at.p:eritet',C,,o'n'-tract,,ior-s of America, Inc... -8:0,0Avenue G.; N.W Winter Haven; PL'38,;,980.-62=0- Dear-M'atf- ltlas come to my'attentlory1h.atspMe qqq�stiopswwerp.ralsed- concerning d hoks,' ilIed tlifrii-the .,.chords ,"(wide .face) -Qf-,'SY,s.4Zgq Ieen,dtrw�Os'w-4,l I'low'' for .s are=overcontnuous support;. -with 6fib cofully?sheathed anti the holy s aro drilled about tihecenterl�ne.Q`f the vide - - - -� face, no close, than 4' Q C ittf0tit;d;a,,-�m",a;g�ing,.-a-.p,,y. donh-ec-t6f.p. I ve c atesAr rd then Ar ispoq n.6-,,rep d, The truss only 8100.orts2 feet,,Of , tlb.btlbaCU� hdhd. addftiona'l _i_4(r, e Ify-bil, hAVO any questions, 016A§6 give m,e.,,.a,.call.l., sincerely 61760 rbrum brive; $uife 305 Orlando, 32�821' (OQO) �?l=9790 422-8685 W,W,W.aIpi eitw,.,com ThsdQLI><7wthas 1 nela oric*siAlpine, an ITW Company Wd $9" W99 8 a S17WM$, F11fftd 6750 Forum Drive, Suite 305 ro&s wMxXt W od g! rvd siowbX01Estb0 100MIN411 Orlando, FL32821 Vented Wing t o WOW 610MOFICYM510fi. ALPINE Phone: (800)755-6001 , ,W*nnhiow,, MITWCCOMPANv www•alpineitw.com t H. {�.. COA #0278 Ste' iJ%� 03/05/2021 STATE !` •� A (+A`'` ems„` IoUwl�,; Pa 4 -"4 Customer 'Carpenter Contractors of America Job Number: N334502 Job Description: 7A5/320 ,182ED,F ,R101 / 1828/CALI/4EBB ELEV.D/F Address," �l Qtj°Ent iileerlll CCrtdtr .� Design Code: FBC 7th Ed. 2020 Res IntelliVIEW Version: 20,02.00A JRef#` 1X3G89750069 Wind Standard., ASC'E 7-16 Wind Speed (mpN: 160 Design Loading (psO: 37.00 Building Type: Closed This package contains general notes pages, 21 truss drawing(s) and 5 detall(s). IYerrr` ;,`iaf�WlHt Nutrrbe Trust E n .', .Aft,10¢ - 1 064.21.1307.56490 Al 3 064.21.1307.57256 A2 5 064.21,1307.56131 A4 7 064.21.1307.57444 A6 9 064.21.1307.57288 A10. 11 064.21,1307.57396 A14G 13 064,21.1307.57053 B2GE 15 064.21.1307.57100 C2GE 17 064.21.1307.56303 EJ2 19 06411.1307.56209 CJ3 21 064.21.1307:57475 HJ7 23 GBLLETIN0118 25 VAL180160118 Y i\ 2 064,21.1307.56882 A1A 4 064.21'.1'307.56381' A3 6 064.21.1307.57240 A5GE 8 064-21.1307.55865 A8 10 064.21.1'307.57741 Al2 12 064:21.1307,56600 131 14 064.21.1307.56631 C1 16 084.21.1307.57818 EJ7 18 064.21.1307.56818 CJ5 20 064.21,1307.57693 CJ 1 22 A1,6015ENC160118 24 CNNAILSP1014 26 VALTN160118 a Florida Ce4tificate of Product Approval 4FL1999 Printed 3/5/2021 1:11:20 PM General Notes Truss Design Engineer Scope of Work, Design Assumptions and Design Responsibilities: The design responsibilities assumed in the preparation of these design drawings are those specified in ANSI/TPI 1, Chapter 2; and the National Design Standard for Metal Plate Connected Wood Truss Construction, by the Truss Plate Institute. The truss component designs conform to the applicable provisions of ANSI/TPI 1 and NDS, the National Design Specification for Wood Construction by AWC. The truss component designs are based on the specified loading and dimension information furnished by others to the Truss Design Engineer. The Truss Design Engineer has no duty to independently verify the accuracy or completeness of the information provided by others and may rely on that information without liability. The responsibility for verification of that information remains with others neither employed nor controlled by the Truss Design Engineer. The Truss Design Engineer's seal and signature on the attached drawings, or cover page listing these drawings, indicates acceptance of professional engineering responsibility solely for the truss component designs and not for the technical information furnished by others which technical information and consequences thereof remain their sole responsibility. The suitability and use of these drawings for any particular structure is the responsibility of the Building Designer in accordance with ANSI/TPI 1 Chapter 2. The Building Designer is responsible for determining that the dimensions and loads for each truss component match those required by the plans and by the actual use of the individual component, and for ascertaining that the loads shown on the drawings meet or exceed applicable building code requirements and any additional factors required in the particular application. Truss components using metal connector plates with integral teeth shall not be placed in environments that will cause the moisture content of the wood in which plates are embedded to exceed 19% and/or cause corrosion of connector plates and other metal fasteners. The Truss Design Engineer shall not be responsible for items beyond the specific scope of the agreed contracted work set forth herein, including but not limited to: verifying the dimensions of the truss component, calculation of any of the truss component design loads, inspection of the truss components before or after installation, the design of temporary or permanent bracing and their attachment required in the roof and/or floor systems, the design of diaphragms or shear walls, the design of load transfer connections to and from diaphragms and shear walls, the design of load transfer to the foundation, the design of connections for truss components to their bearing supports, the design of the bearing supports, installation of the truss components, observation of the truss component installation process, review of truss assembly procedures, sequencing of the truss component installation, construction means and methods, site and/or worker safety in the installation of the truss components and/or its connections. This document may be a high quality facsimile of the original engineering document which is a digitally signed electronic file with third party authentication. A wet or embossed seal copy of this engineering document is available upon request. Temporary Lateral Restraint and Bracing: Temporary lateral restraint and diagonal bracing shall be installed according to the provisions of BCSI chapters B1, B2, B7 and/or B10 (Building Component Safety Information, by TPI and SBCA), or as specified by the Building Designer or other Registered Design Professional. The required locations for lateral restraint and/or bracing depicted on these drawings are only for the permanent lateral support of the truss members to reduce buckling lengths, and do not apply to and may not be relied upon for the temporary stability of the truss components during their installation. Permanent Lateral Restraint and Bracing: The required locations for lateral restraint or bracing depicted on these drawings are for the permanent lateral support of the truss members to reduce buckling lengths. Permanent lateral support shall be installed according to the provisions of BCSI chapters B3, B7 and/or B10, or as specified by the Building Designer or other Registered Design Professional. These drawings do not depict or specify installation/erection bracing, wind bracing, portal bracing or similar building stability bracing which are parts of the overall building design to be specified, designed and detailed by the Building Designer. Connector Plate Information: Alpine connector plates are made of ASTM A653 or ASTM A1063 galvanized steel with the following designations, gauges and grades: W=Wave, 20ga, grade 40; H=High Strength, 20ga, grade 60; S=Super Strength, 18ga, grade 60. Information on model code compliance is contained in the ICC Evaluation Service report ESR-1118, available on-line at www. icc-es. oro. Fire Retardant Treated Lumber: Fire retardant treated lumber must be properly re -dried and maintained below 19% or less moisture level through all stages of construction and usage. Fire retardant treated lumber may be more brittle than untreated lumber. Special handling care must be taken to prevent breakage during all handling activities. Page 1 of 3 General Notes (continued) Key to Terms: Information provided on drawings reflects a summary of the pertinent information required for the truss design. Detailed information on load cases, reactions, member lengths, forces and members requiring permanent lateral support may be found in calculation sheets available upon written request. BCDL = Bottom Chord standard design Dead Load in pounds per square foot. BCLL = Bottom Chord standard design Live Load in pounds per square foot. CL = Certified lumber. Des Ld = total of TCLL, TCDL, BCLL and BCDL Design Load in pounds per square foot. FRT = Fire Retardant Treated lumber. FRT-DB = D-Blaze Fire Retardant Treated lumber. FRT-DC = Dricon Fire Retardant Treated lumber. FRT-FP = FirePRO Fire Retardant Treated lumber. FRT-FL = FlamePRO Fire Retardant Treated lumber. FRT-FT = FlameTech Fire Retardant Treated lumber. FRT-PG = PYRO-GUARD Fire Retardant Treated lumber. g = green lumber. HORZ(LL) = maximum Horizontal panel point deflection due to Live Load, in inches. HORZ(TL) = maximum Horizontal panel point long term deflection in inches, due to Total Load, including creep adjustment. HPL = additional Horizontal Load added to a truss Piece in pounds per linear foot or pounds. Ic = Incised lumber. FJ = Finger Jointed lumber. L/# = user specified divisor for limiting span/deflection ratio for evaluation of actual L/defl value. L/defl = ratio of Length between bearings, in inches, divided by the vertical Deflection due to creep, in inches, at the referenced panel point. Reported as 999 if greater than or equal to 999. Loc = Location, starting location of left end of bearing or panel point (joint) location of deflection. Max BC CSI = Maximum bending and axial Combined Stress Index for Bottom Chords for of all load cases. Max TC CSI = Maximum bending and axial Combined Stress Index for Top Chords for of all load cases. Max Web CSI= Maximum bending and axial Combined Stress Index for Webs for of all load cases. NCBCLL = Non -Concurrent Bottom Chord design Live Load in pounds per square foot. PL = additional Load applied at a user specified angle on a truss Piece in pounds per linear foot or pounds. PLB = additional vertical load added to a Bottom chord Piece of a truss in pounds per linear foot or pounds PLT = additional vertical load added to a Top chord Piece of a truss in pounds per linear foot or pounds. PP = Panel Point. R = maximum downward design Reaction, in pounds, from all specified gravity load cases, at the indicated location (Loc). -R = maximum upward design Reaction, in pounds, from all specified gravity load cases, at the identified location (Loc). Rh = maximum horizontal design Reaction in either direction, in pounds, from all specified gravity load cases, at the indicated location (Loc). RL = maximum horizontal design Reaction in either direction, in pounds, from all specified non -gravity (wind or seismic) load cases, at the indicated location (Loc). Rw = maximum downward design Reaction, in pounds, from all specified non -gravity (wind or seismic) load cases, at the identified location (Loc). TCDL = Top Chord standard design Dead Load in pounds per square foot. TCLL = Top Chord standard design Live Load in pounds per square foot. U = maximum Upward design reaction, in pounds, from all specified non -gravity (wind or seismic) load cases, at the indicated location (Loc). VERT(CL) = maximum Vertical panel point deflection in inches due to Live Load and Creep Component of Dead Load in inches. VERT(CTL) = maximum Vertical panel point deflection ratios due to Live Load and Creep Component of Dead Load, and maximum long term Vertical panel point deflection in inches due to Total load, including creep adjustment. VERT(LL) = maximum Vertical panel point deflection in inches due to Live Load. VERT(TL) = maximum Vertical panel point long term deflection in inches due to Total load, including creep adjustment. W = Width of non -hanger bearing, in inches. Refer to ASCE-7 for Wind and Seismic abbreviations. Uppercase Acronyms not explained above are as defined in TPI 1. Page 2 of 3 References: 1. AWC: American Wood Council; 222 Catoctin Circle SE, Suite 201; Leesburg, VA 20175; www.awc.org. 2. ICC: International Code Council; www.iccsafe.org. 3. Alpine, a division of ITW Building Components Group Inc.: 514 Earth City Expressway, Suite 242, Earth City, MO 63045; www.alpineitw.com. 4. TPI: Truss Plate Institute, 2670 Crain Highway, Suite 203, Waldorf, MD 20601; www.tpinst.org. 5. SBCA: Wood Truss Council of America, 6300 Enterprise Lane, Madison, WI 53719; www.sbcindustry.com. Page 3 of 3 SEQN: 249741 / COMN Ply: 1 Job Number: N334502 Cust: R 8975 JRef:1X3G89750069 T10 FROM: RWM Qty: 16 7A5/320 ,182ED,F ,RI01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 064.21.1307.66490 Truss Label: Al �TCE / YK 03/05/2021 6'1"7 6'1'7 12'11"15 19'10" 26'8"1 6'10"8 1 6'10"1 i 610"1 � 0 1 10' Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-16 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Kzt: NA Des.Ld: 37.00 Mean Height: 15.00 ft NCBCLL: 10.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: h to 2h Spacing: 24.0 " C&C Dist a: 3.97 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #1; Webs: 2x4 SP #3; W3,W4,W5 2x4 SP #2 N; Bracing (a) 1X4 #3SRB or better continuous lateral restraint to be equally spaced. Attach with (2) 8d Box or Gun nails(o.113"x2.5",min.). Restraint material to be supplied and attached at both ends to a suitable support by erection contractor. (a) or scab reinforcement may be used in lieu of CLR restraint. substitute (1) scab for (1) CLR and (2) scabs for (2) CLR'S where shown. Scab reinforcement to be same size, species, grade, and 80% length of web member. Attach with 0.128x3" gun nails @ 6" oc. Loading Truss passed check for 20 psf additional bottom chord live load in areas with 42"-high x 24"-wide clearance. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. 5X5 E 39'8" 9'10" 19,10" Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf. NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): WAVE 33'6"9 39'8" 6-17 9101, Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): 0.222 K 999 240 VERT(CL): 0.385 K 999 240 HORZ(LL): 0.081 J - - HORZ(TL): 0.140 J Creep Factor: 2.0 Max TC CSI: 0.617 Max BC CSI: 0.882 Max Web CSI: 0.457 VIEW Ver: 20.02.00A.1020.20 03/05/2021 po 0 1T1 39'8' ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 1711 /- !- /961 /309 /444 H 1711 1- 1- /961 /309 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 2.0 H Brg Width = 8.0 Min Req = 2.0 Bearings B & H are a rigid surface. Bearings B & H require a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - C 1490 - 3155 E - F 1130 - 2029 C - D 1366 - 2875 F - G 1366 - 2875 D - E 1130 - 2029 G - H 1490 - 3155 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - L 2759 -1207 K - J 2278 - 858 L - K 2278 - 879 J - H 2759 -1186 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. L - D 541 -134 K - F 530 - 745 D - K 530 - 745 F - J 541 -134 E - K 1362 - 605 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. , Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) for sa shipping, practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached rigid ceilin Locations shown for permanent lateral restraint of webs shall have bracin9 installed per BCSI sections B3, B7 or B10, as applicable. Apply plates to each face of truss and position as shown above and on the Joint Details, unless noted otherwise. Refer to ALPINE drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Building Components Group Inc. shall not be responsible for any deviation from this drawing, any, failure to build the n—CO.M. truss in conformance with ANSI/TPI 1, or for handling, shipping,. installation and bracinq of trusses. A seal on this draw(nq or cover pa 6750 Forum Drive listing this drawing indicates acceptance of professional en sneering responsibilityy solely -for the design shown. The suitability and use Nis Suite 305 drawing for any structure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2. Tor more information see these web sites: Alpine: alpineitw.com; TPI: t inst.or ; SBCA: sbcindust .cam; ]CC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 249762 / COMN Ply: 1 Job Number: N334502 Cust: R 8975 JRef:lX3G69750069 T25 / FROM: RWM Qty: 1 7A51320 ,182ED,F ,Ri01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 064.21.1307.56882 Truss Label: A1A SSB / YK 0310512021 7'112 13' + 17'1"12+ 19'10+ 23'8" + 31'8"14 39'8" i 7'112 5'0"14 4'1"12 T 4 3'10" 8'0"14 7'11"2 5X5 F 39'8" 2113p 6'8" T9 11"31'8"118"80 11 2'0' 17' Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.304 P 999 240 BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.568 P 831 240 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.131 K - - Des Ld: 37.00 EXP: C Kzt: NA HORZ(TL): 0.244 K g Code: NCBCLL: 10.00 Mean Height: 15.00 ItBuildin Creep Factor: 2.0 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.790 Load Duration: 1.25 MWFRS Parallel Dist: h to 2h TPI Std: 2014 Max BC CSI: 0.859 Spacing: 24.0 " C&C Dist a: 3.97 It Rep Fac: Yes Max Web CSI: 0.988 Loc. from endwall: not in 9.00 ft FT/RT:20(0)/10(0) GCpi: 0.18 Plate Type(s): VIEW Ver: 20.02.00A.1020.20 Wind Duration: 1.60 WAVE. HS Lumber Top chord: 2x4 SP #2 N; T1 2x4 SP #1; Bot chord: 2x4 SP #2 N; Webs: 2x4 SP #3; W6,W8,W9,W11 2x4 SP #2 N; Bracing (a) 1X4 #3SRB or better continuous lateral restraint to be equally spaced. Attach with (2) 8d Box or Gun nails(0.113"x2.5",min.). Restraint material to be supplied and attached at both ends to a suitable support by erection contractor. (a) or scab reinforcement may be used in lieu of CLR restraint. substitute (1) scab for (1) CLR and (2) scabs for (2) CLR'S where shown. Scab reinforcement to be same size, species, grade, and 80% length of web member. Attach with 0.128x3" gun nails @ 6" oc. Plating Notes All plates are 2X4 except as noted. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. + Bottom Chord section between vertcials may be removed. 03/05/2021 "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS the latest edition of BCSI (Building Installers shall provide temporary bottom chord shall have a properly ter BCSI sections B3, B7 or B10, iless noted otherwise. Pefer to ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 1556 /- /- /961 /309 1444 1 1556 !- /- l961 /309 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 2.2 1 Brg Width = 8.0 Min Req = 2.2 Bearings B & I are a rigid surface. Bearings B & I require a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - C 1412 - 2748 F - G 1408 - 2068 C - D 1815 - 3524 G - H 1217 - 2104 D - E 1436 - 2553 H - 1 1424 - 2776 E - F 1564 - 2530 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - S 2376 -1110 L - K 2402 -1108 Q - M 3095 -1305 K - 1 2405 -1106 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp C - S 579 - 993 M - F 1687 - 892 C-Q 818 -217 M-L 1746 -572 S - Q 2594 -1210 F - L 559 - 464 Q - D 1079 - 462 L - G 450 - 365 D - M 662 -1221 L - H 477 - 691 a division of ITW Buildin Components Group Inc. shall not,be responsible for any deviation from this drawing, any failure to build the conformance with ANSIl� PI 1, or for handling, shipping,, installation and bracingq of trusses. A seal on this drawing or cover pa e ,is drawinfq indicates acceptance of professional enNeering responsibility solely -for the design shown. The suitability and use of This 1 for any s ructure is the responsibility of the Building DDesigner per ANSVTPI 1 Sec.2. information see these web sites: Alpine: alpineitw.com; TPI: tpinst.org' SBCA: sbcinduslry.com; [CC: iccsafe.org; AWC: awc.org ALPINE ANMCOMPANY 6750 Forum Drive - Suite 305 Orlando FL, 32821 SEQN: 249763 / HIPS Ply: 1 Job Number: N334502 Cust: R 8975 JRef:1X3G89750069 T9 ! FROM: RWM Qty: 1 7A51320 ,182ED,F ,RI01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 064.21.1307.57256 Truss Label: A2 SSB / WHK 03/05/2021 6-1 "7 6'1 "7 m 0 m 12'6"15 19, 6'5"8 6'51 ;5X5=5X5 E F 39'8" 27'11 336"9 1 39'8" 6'5"1 65"8 6'1"7 1' 10' 10, 1' - 10' + 19'10" 29'8„ T 39,6„ 'i Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udell U# Gravity Non -Gravity TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.172 L 999 240 Loc R+ / R- / Rh / Rw / U / RL B 1556 /- /- /963 /310 /427 BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.321 L 999 240 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.066 K - - 1 1556 /- /- /963 /310 /- Des Ld37.00 : EXP: C Kzt: NA HORZ (TL )� 0.123 K - - Wind reactions based on MWFRS Building Code: NCBCLL: 10.00 Mean Height: 15.00 ft Creep Factor: 2.0 B Br Width = 8.0 Min Re 1.8 9 q = Soffit: 0.00 TCDL: 4.2 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.480 1 Brg Width = 8.0 Min Req = 1.8 Load Duration: 1.25 BCDL: 5.0 psf MWFRS Parallel Dist: h to 2h TPI Sid: 2014 Max BC CSI: 0.747 Bearings B & I are a rigid surface. Bearings B & I require a seat plate. Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Fac: Yes Max Web CSI: 0.625 Members not listed have forces less than 375# Loc. from endwall: not in 9.00 ft FT/RT:20(0)/10(0) Maximum Top Chord Forces Per Ply (Ibs) GCpi: 0.18 Plate Type(s): Chords Tens.Comp. Chords Tens. Comp. VIEW Ver: 20.02.00A.1020.20 Wind Duration: 1.60 WAVE Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #1; Webs: 2x4 SP #3; W3,W4,W5,W6 2x4 SP #2 N; Bracing (a) 1X4 #3SRB or better continuous lateral restraint to be equally spaced. Attach with (2) 8d Box or Gun nails(0.113"x2.5",min.). Restraint material to be supplied and attached at both ends to a suitable support by erection contractor. (a) or scab reinforcement may be used in lieu of CLR restraint. substitute (1) scab for (1) CLR and (2) scabs for (2) CLR'S where shown. Scab reinforcement to be same size, species, grade, and 80% length of web member. Attach with 0.128x3" gun nails @ 6" oc. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. NIP"" p� �•�� f'�,..•»®■■gyp 1/Q F `/ SF .;{ 7.Q8 1 • .•�s SAT � :.�` COA ft( !ONA w 1„��, 03/05/2021 "WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS B - C 1542 - 2800 F - G 1182 -1779 C - D 1425 - 2521 G - H 1425 - 2521 D - E 1182 -1779 H - 1 1542 - 2800 E - F 1159 -1559 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - M 2444 -1262 L - K 2030 - 937 M - L 2030 - 957 K - 1 2444 -1241 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. M - D 508 -119 L - F 548 - 356 D - L 521 - 683 L - G 521 - 683 E - L 548 - 356 G - K 508 -119 aviation from this drawing, any failure to build the i trusses. A seal on this drawinqq or cover page the design shown. The suitability and use of this ALPINE ANO COMPANY 6750 Forum Drive Suite 305 Orlando FL, 32821 SEQN: 249785 / COMN Ply: 1 Job Number: N334502 Cust: R 8975 JRef:1X3G89750069 T2 / FROM: RWM Qty: 1 7A5/320 ,182ED,F ,R101 / 1828/CALI/4EBB ELEV.D/F DrwNo: 064.21.1307.56381 Truss Label: A3 SSB / WHK 03105/2021 i 6'1'7 12'11"15 19'10" 244" i 3ST9 39'8" i r- 6'1:7 6'10"8 + 6'10"1 4'6" 9'2"9 -r 6'17 5X5 E Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Lumber F,1 Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: h to 2h C&C Dist a: 3.97 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #1; 133,134 2x4 SP #2 N; Webs: 2x4 SP #3; W3,W4,W5,W7 2x4 SP #2 N; Bracing (a) 1X4 #3SRB or better continuous lateral restraint to be equally spaced. Attach with (2) 8d Box or Gun nails(0.113"x2.5",min.). Restraint material to be supplied and attached at both ends to a suitable support by erection contractor. (a) or scab reinforcement may be used in lieu of CLR restraint. substitute (1) scab for (1) CLR and (2) scabs for (2) CLR'S where shown. Scab reinforcement to be same size, species, grade, and 80% length of web member. Attach with 0.128x3" gun nails @ 6" cc. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. B3 1114X4 20'8" 1 5'8" i13'4" 9'10" 19,10" Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): 4'6" 5'4" 24,4" 29,8„ Defl/CSI Criteria PP Deflection in ]cc Udefl U# VERT(LL): 0.042 M 999 240 VERT(CL): 0.082 M 999 240 HORZ(LL): 0.013 C - - HORZ(TL): 0.024 C Creep Factor: 2.0 Max TC CSI: 0.968 Max BC CSI: 0.737 Max Web CSI: 0.550 VIEW Ver: 20.02.00A.1020.20 w^ •"Z .' ' Ile T'� e • • • r r � S AT 0 •• �. s F ••`•�rru anr`C•• �i � NAL COA ff�,h1t>�1t4is`^t� 03/05/2021 �1 � ♦ Maximum Reactions (Ibs), or*=PLF Gravity Non -Gravity Loc R+ / R- / Rh ! Rw / U / RL B 871 /- /- /610 /172 /444 N* 323 /- /- /156 /73 A H 508 A /- /427 /147 A Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 N Brg Width = 68.0 Min Req = - H Brg Width = 8.0 Min Req = 1.5 Bearings B, N, & H are a rigid surface. Bearings B & H require a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - C 606 -1330 G - H 246 - 579 C - D 479 -1037 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp B - M 1138 - 532 K - J 952 - 668 M - L 691 - 320 J - H 484 -143 L - K 967 - 695 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. C - M 375 - 360 K - F 885 -1602 M - D 558 -150 F - J 573 - 255 D - L 559 - 723 J - G 495 - 484 L - F 785 -272 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlingshipping, installing and bracing. , Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI an c7 SBCA) r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or 1310, as applicable. Apply plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to ALPINE drawings 160A-Z for standard plate positions. -Refer to job's General Notes page for additional information. Alpine, a division of ITW BuildinccLLComponents Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the pN lWcoMVpNV truss in conformance with ANSI/TPI 1, or for handling, shipping,, Installation_ and bracin of trusses. A seal on this drawing or cover page 6750 Forum Drive listing this drawing indicates acceptance of professional en Ineering responslblli_%t�r solely -for the design shown. The suitability and use of this Suite 305 drawing for any structure is the responsibility of the Building�esigner per ANSI/TP1 1 Sec.2. For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindusl .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 2497651 HIPS Ply: 1 Job Number: N334502 Cust: R 8975 JRef:1X3G89760069 Te / FROM: RWM Qty: 1 7A5/320 ,182ED,F ,R101 / 1828/CALI/4EBB ELEV.D/F DrwNo: 064.21.1307.56131 Truss Label: A4 SSB / WHK 03/05/2021 7'1010"14 17' 22'8" 31'9"2 39'8" 7'"14 9' 1 "2 5'8" 9' 1 "2 7'10"14 5X5 =5X5 D E 39'8" 1' 10' 9'10" 9'10" 10, + 1' i' T 10' + 19,101, i` 29,8" F 39'8" Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc L/defl L/# Gravity Non -Gravity TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.149 J 999 240 Loc R+ / R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.279 J 999 240 g 1552 /- /- /965 /318 /386 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.060 1 - - G 1552 /- !- /965 /318 /- EXP: C Kzt: NA Des Ld: 37.00 ( ) HORZ TL : 0.112 1 Wind reactions based on MWFRS Mean Height: 15.00 ft BuildingCode: Creep Factor: 2.0 B Brg Width = 8.0 Min Req = 1.8 NCBCLL: 0. 00 TCDL: 4.2 psf p G Brg Width = 8.0 Min Req = 1.8 Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.760 Load Duration: 1.25 MWFRS Parallel Dist: h to 2h TPI Std: 2014 Max BC CSI: 0.755 Bearings B & G are rigid surface. Bearings B & G require a seat plate. Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Fac: Yes Max Web CSI: 0.989 Members not listed have forces less than 375# Loc. from endwall: not in 9.00 ft FT/RT:20(0)/10(0) Maximum Top Chord Forces Per Ply (Ibs) GCpi: 0.18 Plate Type(s): Chords Tens.Comp. Chords Tens. Comp. Wind Duration: 1.60 WAVE VIEW Ver: 20.02.00A.1020.20 Lumber B - C 1673 -2755 E - F 1699 - 2561 C - D 1698 - 2561 F - G 1674 - 2755 Top chord: 2x4 SP #2 N; T2,T4 2x4 SP 2400f-2.OE; D - E 1352 -1728 Bot chord: 2x4 SP #1; Webs: 2x4 SP #2 N; W1,W6 2x4 SP #3; Maximum Bot Chord Forces Per Ply (Ibs) Bracing Chords Tens.Comp. Chords Tens. Comp. (a) 1X4 #3SRB or better continuous lateral restraint to B - K 2393 -1373 J - 1 1695 - 842 be equally spaced. Attach with (2) 8d Box or Gun K - J 1695 -863 1 - G 2393 -1352 nails(0.113"x2.5",min.). Restraint material to be supplied and attached at both ends to a suitable support by erection contractor. Maximum Web Forces Per Ply (Ibs) (a) or scab reinforcement may be used in lieu of CLR Webs Tens.Comp. Webs Tens. Comp. restraint. substitute (1) scab for (1) CLR and (2) scabs C - K 498 -448 E - I 770 -435 for (2) CLR'S where shown. Scab reinforcement to be K - D 770 -435 I - F 498 -448 same size, species, grade, and 80% length of web member. Attach with 0.128x3" gun nails @ 6" oc.�iriittlllurgr�rrj� Wind ��••m•.•....+" 1/�f�'�t�. Wind loads based on MWFRS with additional C&C°/ E member design. �� 0 ,� ��G `.•� Wind loading based on both gable and hip roof types.;® i $ 4. 708 1 s a • 1 i SAT coA ON 03/05/2021 **WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. , Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, as applicable. Apply plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to ALPINE drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Building Components Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the AN RWCC-ANY truss in conformance with ANSI/TPI Pl 1, or for handling, shipping,. installation and bracin4 of trusses. A seal on this drawing or cover pa a 6750 Forum Drive listing this drawing indicates acceptance of professional en sneering responsibility solely -for the design shown. The suitability and use of Phis Suite 305 drawing for any structure is the responsibility of the Buildinguesigner per ANSVTPI 1 Sec.2. For more information see these web sites: Alpine: alpineitw.com; TPI: 1pinst.org; SBCA: sbcindustry_.com; ]CC: iccsafe.org; AWC: awc.org Orlando FL, 32821 SEQN: 249766 / COMN Ply: 1 Job Number: N334502 Cust: R 8975 JRef:1X3G89750069 T11 / FROM: RDP Qty: 1 7A5/320 ,182ED,F ,RI01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 064.21.1307.57240 Truss Label: A5GE SSB / WHK 03/05/2021 Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Lumber _ 1'15 ' 23'15 1'4 4 6'1'719'10' 21'1 26' 376' 6'9 39'6' 6'1'7 I 3 1�' 6'10'1 I 7 7 F1 9 X, -� a5K A 21' iS i 13'6' 5 T I 3 10' 21' 26' 29'6' 3211 39'6' Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: h to 2h C&C Dist a: 3.97 ft Loc. from endwall: NA GCpi: 0.18 Wind Duration: 1.60 Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; B1 2x4 SP #1; Webs: 2x4 SP #3; W7,W14,W15,W16 2x4 SP #2 N; Bracing (a) 1X4 #3SRB or better continuous lateral restraint to be equally spaced. Attach with (2) 8d Box or Gun nails(0.113"x2.5",min.). Restraint material to be supplied and attached at both ends to a suitable support by erection contractor. (a) or scab reinforcement may be used in lieu of CLR restraint. substitute (1) scab for (1) CLR and (2) scabs for (2) CLR'S where shown. Scab reinforcement to be same size, species, grade, and 80% length of web member. Attach with 0.128x3" gun nails @ 6" oc. Special Loads ------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC: From 56 pit at -1.00 to 56 plf at 10.67 TC: From 76 pit at 10.67 to 76 pit at 32.67 TC: From 56 plf at 32.67 to 56 pif at 40.67 BC: From 20 pit at 0.00 to 20 pit at 39.67 BC: 128 lb Conc. Load at 23.21,23.79 PL: 136 lb Conc. Load at (23.27, 9.98), (23.80,9.98) Plating Notes All plates are 2X4 except as noted. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. 21'11'12 1 3'10'a -1 13712 � Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: No FT/RT:20(0)/l 0(0) Plate Type(s): Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): 0.114 AE 999 2, VERT(CL): 0.228 AE 999 2, HORZ(LL): 0.0491 - - HORZ(TL): 0.097 1 Creep Factor: 2.0 Max TC CSI: 0.679 Max BC CSI: 0.825 Max Web CSI: 0.970 VIEW Ver: 20.02.00A.1020.20 Laterally brace chord above/ below filler at 24" OC (or as designed) including a lateral brace on chord directly below both ends of filler (if no rigid diaphragm exists at that point) H. 1•�°°swo.o.a N oe* GE o. 7,08 i e SJ AT COA Qc SyolVAL 03/05/2021 ♦ Maximum Reactions (Ibs)' Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 768 /- /- /501 /331 /444 AB 2335 /- /- /955 /1010 /- Z 1089 /- A /488 /358 /- T 516 A /- /401 /224 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 AB Brg Width = 8.0 Min Req = 3.2 Z Brg Width = 8.0 Min Req = 1.5 T Brg Width = 8.0 Min Req = 1.5 Bearings B, AB, Z, & T are a rigid surface. Bearings B, AB, Z, & T require a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - C 476 -1085 I - J 395 - 201 C - D 345 - 809 J - K 395 - 206 D - E 408 - 753 K - L 545 - 272 E - F 420 -751 L - M 613 - 304 F - G 406 - 669 M - N 511 - 252 H - I 377 -189 S - T 231 - 600 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp B -AH 918 -475 AD -AC 480 -256 AH-AG 480 -256 AC -AB 471 -327 AG-AF 480 -256 X - W 483 -157 AF-AE 480 -256 W - V 483 -157 AE-AD 480 -256 V - T 483 -157 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp AH-AI 508 -256 AB -AR 325 -523 AI-AJ 546 -274 AR -AS 450 -561 AJ- G 506 - 266 AW- Z 277 - 756 G -AL 519 -941 AW- N 241 -683 AL -AN 499 -922 N -AX 678 -358 AN -AP 521 - 959 AX- X 687 - 352 AP -AC 546 - 995 X -AZ 298 - 477 AC- K 794 -498 AZ -BB 271 -470 K -AB 570 -1384 BB- S 321 - 454 **WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlingshipping, installing and bracing. , Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or B10, as applicable. Apply plates to each face. o truss and position as shown above and on the Join Details, unless noted otherwise. Refer to ALPINE drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Building Components Group Inc. shall not be responsible for any deviation from this drawing, any. failure to build the AN RW COMPANY truss in conformance with ANSI/) PI 1, or for handling, shipping,, installation and bracing of trusses. A seal on this drawing or cover page 6750 Forum Drive listing this drawing indicates acceptance of professional engineering responsibilittyy solely -for the design shown. The suitability and use of This Suite Fos drawing for any structure is the responsibility of the Building -Designer per ANSI/ $ 1 Sec.2. Por more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 2497671 HIPS Ply: 1 Job Number: N334502 Cust: R8975 JR&AX3G89750069 T7 / FROM: RWM Qty: 1 7A5/320 ,182ED,F ,R101 / 1828/CALI/4EBB ELEV.D/F DrwNo: 064.21.1307.57444 Truss Label: A6 SSB / WHK 03/05/2021 T1014 15' 24'8" 31'9"2 39'0"8" r 710"14 i 7,1"2 r 9'8" 7,1"2 7'114 6X6 = 6X6 D T3 E 12 6 C 5 0 5X5 F 10 co W co W1 B G tt8'8" A H a� H 4X6(A2) = 5X5 = 5X5 =5X5 = 4X6(A2) 39'8" 10' 9'10" 9.10" T 10, i 1 �1'_T + 10' 19,10" 29'8" 39'8" Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Sid: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# Gravity Non -Gravity TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.159 J 999 240 Loc R+ / R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.298 J 999 240 B 1552 A /- /962 /328 /346 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.061 1 - - G 1552 /- /- /962 /328 A EXP: C Kzt: NA HORZ TL 0.115 1 Des Ld: 37.00 ( )� Wind reactions based on MWFRS Mean Height: 15.00 ft BuildingCode: Creep Factor: 2.0 NCBCLL: 00 p B Brg Width = 8.0 Min Req = 1.8 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 sf FBC 7th Ed. 2020 Res. Max TIC CSI: 0.913 0. P G Br Width = 8.0 Min Re 1.8 g q = Load Duration: 1.25 MWFRS Parallel Dist: h to 21) TPI Sid: 2014 Max BC CSI: 0.760 Bearings B & G are a rigid surface. Bearings B & li require a seat plate. Re Fac: Yes Max Web CSI: 0.474 Spacing: 24.0 " C&C Dist a: 3.97 ft p Members not listed have forces less than 375# Loc. from endwall: not in 9.00 it FT/RT:20(0)/l0(0) Maximum Top Chord Forces Per Ply (Ibs) GCpi: 0.18 Plate Type(s): Chords Tens.Comp. Chords Tens. Comp. Wind Duration: 1.60 WAVE VIEW Ver: 20.02.00A.1020.20 Lumber B - C 1807 -2729 E - F 1827 -2537 C - D 1826 - 2538 F - G 1807 - 2729 Top chord: 2x4 SP #2 N; T3 2x4 SP 2400f-2.OE; D - E 1539 -1910 Bot chord: 2x4 SP #1; Webs: 2x4 SP #2 N; W1,W6 2x4 SP #3; Maximum Bot Chord Forces Per Ply (Ibs) Wind Chords Tens.Comp. Chords Tens. Comp. Wind loads based on MWFRS with additional C&C B - K 2363 -1483 J - 1 1847 -1110 member design. K - J 1847 -1131 I - G 2363 -1462 Wind loading based on both gable and hip roof types. Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. C - K 394 - 358 E - I 628 - 300 K - D 628 - 300 1 - F 394 - 358 W7S{tlidittl t rgt111i1i��' • lr • • e e o. 7a8 1 s � m % SAT O - 0��,w: COA ONAI. 03/05/2021 "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing.. Refer to and follow the latest edition Installers of BCSI (Building Component Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have proper)y attached structural sheathing and bottom chord shall have a properly attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, Apply to face truss the Join Details, Refer to as applicable. plates each of and position as shown above and on unless noted otherwise. drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. ALPINE Alpine, a division of ITW Building Components Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the ANR COMPAW truss in ANSI/TPI 1, for handling, installation bracin trusses. A on this drawin conformance with or shipping,, and of seal listing this drawing indicates acceptance of professional en ineering responsibility solely -for the design shown. The suitability drawing for any structure is the responsibility of the Bwldinggesigner ANSI/TPI 1 Sec.2. or cover pa a 6750 Forum Drive and use of this Suite 305 per For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 249768 / HIPS Ply: 1 Job Number: N334502 Cust: R 8975 JRef:1X3G89750069 T6 / FROM: RWM Qty: 1 7A5/320 ,182ED,F ,R101 / 1828/CALI/4EBB ELEV.D/F DrwNo: 064.21.1307.55865 Truss Label: A8 SSB / WHK 03/05/2021 6'9"4 13' 19,101, 26'8" 32'10"12 398" r 6'9"4 6'2"12 6-10" r 6'10" 6'2"12 6'9"4 e5X5 1112X4 =5X5 D E F 12 6 k2X4 W C o_ N W3 I t24 B H A 4X6(A2) =5X5 =5X8 =5X5=4X6(A2) 39'8" 10' 9'10" 91101, 10, _ 1 �1'+ I 10' 19,10" 29,8" 39'8" Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# Gravity Non -Gravity TCDL: 7.00 Speed: 160 mph Pf. NA Ce: NA VERT(LL): 0.191 E 999 240 Loc R+ / R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.357 E 999 240 B 1556 /- /- /953 /716 /305 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.065 J - - H 1556 /- /- /953 /716 /- EXP: C Kzt: NA HORZ TL : 0.121 J - - Des Ld: 37.00 ( ) Wind reactions based on MWFRS Mean Height: 15.00 ft BuildingCode: Creep Factor: 2.0 NCBCLL: 00 P B Brg Width = 8.0 Min Req = 1.8 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 sf FBC 7th Ed. 2020 Res. Max TC CSI: 0.543 0. P H Br Width = 8.0 Min Re 1.8 g q = Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Max BC CSI: 0.754 Bearings B & H are a rigid surface. Bearings B & li require a seat plate. Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Fac: Yes Max Web CSI: 0.687 Members not listed have forces less than 375# Loc. from endwall: not in 9.00 ft FT/RT:20(0)/l0(0) Maximum Top Chord Forces Per Ply (Ibs) GCpi: 0.18 Plate Type(s): Chords Tens.Comp. Chords Tens. Comp. Wind Duration: 1.60 WAVE VIEW Ver: 20.02.00A.1020.20 B - C 2014 -2780 E - F 1973 -2289 Lumber C - D 1925 - 2523 F - G 1925 - 2523 Top chord: 2x4 SP #2 N; D - E 1973 -2289 G - H 2O14 -2780 Bot chord: 2x4 SP #1; Webs: 2x4 SP #3; W3,W5 2x4 SP #2 N; Maximum Bot Chord Forces Per Ply (Ibs) Wind Chords Tens.Comp. Chords Tens. Comp. Wind loads based on MWFRS with additional C&C B - L 2421 -1686 K - J 1982 -1323 member design. L - K 1982 -1344 J - H 2421 -1665 Wind loading based on both gable and hip roof types. Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. C - L 381 - 339 K - F 425 - 401 L - D 535 -183 F - J 535 -183 D - K 425 - 401 J - G 381 - 339 9tErtingl�It��r�� E - K 585 -391 • G • �v V1 $ i ©. / 08 1 r i SAT O r Q• ,,ate t7�+ (INAL� COA tr 03/05/2021 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition � of BCSI (Building Component Safety Information, by TPI an SBCA) fo'r safPety practices prior to performing these functions. Installers shall provide temporary bracing BCSI. Unless top have structural sheathing and bottom chord shall have a per noted otherwise, chord shall proper) attached attached r! id ceilin Locations shown for ermanent lateral restraint ofYwebs shall have bracing installed per BCSI sections truss QDetails, properly B3, B7 or B10 as applicable. Apply plates to each face of and positron as shown above and on the Join unless noted otherwise. Ffefer to drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. ALPINE Aline, a division of ITW BuildingComponents Group Inc. shall not,be responsible for any deviation from this drawing, any failure to build the ANr CCWAW tr ss in conformance with ANSI/PI 1, or for handling, shipping,. mstalla ion and bracingof trusses. A seal on this drawing or cover page 6750 Forum Drive listing this drawing indicates acceptance of professional en sneering responsibilityy solelyor the design shown. The suitability and use of this Suite 305 -Designer drawing for any s9ructure is the responsibility of the Building per ANSIRI 1 Sec.2. For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindusl .com; [CC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 249769 / HIPS Ply: 1 Job Number: N334502 Cust: R 8975 JRef:1X3G89750069 T5 / FROM: RWM Qty: 1 7A5/320 ,182ED,F ,RI01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 064.21.1307.57288 Truss Label: A10 SSB / YK 03/05/2021 5'94 11' 19' 28'8" 33'10"12 39'8" f 5,9„4 S,2„12 8 9,8„ i' 5'2"12 5'9"4 :5X5 = 5X5 '= 5X5 D T2 E T3 F T 12 T 6 2X4 W �2 G o C (a) (a) n W3 ifl g H A � 1 4X6(A2) =5X5 =5X8 =5X5 =4X6(A2) 39'8" 9'10" 91101. 10, 1' + 19,10" 29.81. 39,81. Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc L/defl L/# Gravity Non -Gravity TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.206 E 999 240 Loc R+ / R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.385 E 999 240 B 1556 /- /- /940 1718 /264 BCDL: 10.00 Risk Category: 11 Snow Duration: NA HORZ(LL): 0.068 J - - H 1556 /- /- /940 /718 /- EXP: C Kzt: NA TL : 0.127 J Des Ld: 37.00 ( ) HORZBuildin Wind reactions based on MWFRS Mean Height: 15.00 ft Code: Creep Factor: 2.0 NCBCLL: 00 g p B Brg Width = 8.0 Min Req = 1.8 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TIC CSI: 0.670 0. H Brg Width = 8.0 Min Req = 1.8 Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Max BC CSI: 0.752 Bearings B & H are a rigid surface. Bearings B & li require a seat plate. Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Fac: Yes Max Web CSI: 0.758 Members not listed have forces less than 375# Loc. from endwall: not in 9.00 itFT/RT:20(0)/10(0) Maximum Top Chord Forces Per Ply (Ibs) GCpi: 0.18 Plate Type(s): Chords Tens.Comp. Chords Tens. Comp. Wind Duration: 1.60 WAVE VIEW Ver: 20.02.00A.1020.20 B - C 2194 -2804 E - F 2388 -2695 Lumber C - D 2056 - 2533 F - G 2066 - 2539 Top chord: 2x4 SP #2 N; T2 2x4 SP #1; D - E 2506 -2775 G - H 2184 -2797 T3 2x4 SP 2400f-2.OE; Bot chord: 2x4 SP #1; Webs: 2x4 SP #3; W3,W5 2x4 SP #2 N; Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. Bracing B - L 2449 -1856 K - J 2163 -1578 (a) 1X4 #3SRB or better continuous lateral restraint to L - K 2146 -1573 J - H 2440 -1822 be equally spaced. Attach with (2) 8d Box or Gun nails(0.113"x2.5",min.). Restraint material to be supplied and attached at both ends to a suitable support by Maximum Web Forces Per Ply (Ibs) erection contractor. Webs Tens.Comp. Webs Tens. Comp. (a) or scab reinforcement may be used in lieu of CLR L - D 470 -72 K - F 628 -616 restraint. substitute (1) scab for (1) CLR and (2) scabs D - K 743 -785 F - J 466 -52 for (2) CLR'S where shown. Scab reinforcement to be pttuttrtturrp1�rrr, E - K 794 -538 same size, species, grade, and 80% length of web member. Attach with 0.128x3" gun nails @ 6" oc. •��>tiA j�L�'�f�R,f ��. Wind �•�`T:••, •.,••�' t 1 �, Wind loads based on MWFRS with additional C&C®: •�� s�. '.�� member design. ; ®.� •�1 Wind loading based on both gable and hip roof types. O •. ,� 03/05/2021 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. , Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary bracing BCSI. Unless top chord have attached structural sheathing and bottom chord have a per noted otherwise, shall proper)Y shall properly attached ri ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections 83, B7 or B10, lid as applicae. Apply plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. ALPINE Alpine, a division of ITW BuildingComponents Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the ANMCOMPANY truss in conformance with ANSI/PI 1, or for handling, shipping,, installation and bracing of trusses. A seal on this drawing or cover page 6750 Forum Drive listing this drawing indicates acceptance of professional engineering responsibili�y solely -for the design shown. The suitability and use of this Suite 305 -Designer drawing for any structure is the responsibility of the Building per ANSIlrP1 1 Sec.2. For more information see these web sites: Alpine: al ineitw.com; TPI: t insl.or ; SBCA: sbcindusl .com; ]CC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 249770 / HIPS Ply: 1 Job Number: N334502 Cust: R 8975 JRef:1X3G89750069 T4 / FROM: RWM Qty: 1 7A5/320 ,182ED,F ,RI01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 064.21.1307.57741 Truss Label: Al2 SSB / WHK 03/05/2021 9' 1T 22'8" 30'8" 39'8.. T 9' 8' 5'8" 8' 9' 6X6 =5X5 =4X4 =6X6 C T2 D E T3 F T (a) W(a) ;6F,-,-T W5 G H I�8,8„ A 1 4X6(A2) =6X6 =6X6 =6X6=4X6(A2) 39'8" 1' 10' 9.10" 9110.. 10, 1' 10' 19,10" 29'8" 39'8" Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in ]cc Udefl U# Gravity Non -Gravity TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.251 J 999 240 Loc R+ / R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.469 J 999 240 B 1556 /- /- /921 f720 /223 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.081 1 - - G 1556 /- /- /921 f720 /- EXP: C Kzt: NA L : 0.150 1 - Wind reactions based on MWFRS Des Ld: 37.00 HORZ(T ) Mean Height: 15.00 ft Building Code: CreepFactor: 2.0 B Brg Width = 8.0 Min Req = 1.8 NCBCLL: 00 TCDL: 4.2 psf G Brg Width = 8.0 Min Req = 1.8 Soffit: 0.00 BCDL: 5.0 sf FBC 7th Ed. 202b Res. Max TC CSI: 0.939 0. p TPI Std: 2014 Max BC CSI: 0834 Bearings B & G are rigid surface. . Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h Bearings B & G require a seat plate. Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Fac: Yes Max Web CSI: 0.306 Members not listed have forces less than 375# Loc. from endwall: not in 9.00 ft FT/RT:20(0)/10(0) Maximum Top Chord Forces Per Ply (Ibs) GCpi: 0.18 Plate Type(s): Chords Tens.Comp. Chords Tens. Comp. Wind Duration: 1.60 WAVE VIEW Ver: 20.02.00A.1020.20 B - C 2250 - 2705 E - F 2239 - 2478 Lumber C - D 2238 -2478 F - G 2250 -2704 Top chord: 2x4 SP #1; T2,T3 2x4 SP #2 N; D - E 2906 -3233 Bot chord: 2x4 SP #1; Webs: 2x4 SP #3; W2,W5 2x4 SP #2 N; Maximum Bot Chord Forces Per Ply (Ibs) Bracing Chords Tens.Comp. Chords Tens. Comp. (a) 1X4 #3SRB or better continuous lateral restraint to B - K 2330 -1856 J - 1 3176 -2629 be equally spaced. Attach with (2) 8d Box or Gun K - J 3174 -2647 I - G 2329 -1835 naiis(0.113"x2.5",min.). Restraint material to be supplied and attached at both ends to a suitable support by erection contractor. Maximum Web Forces Per Ply (Ibs) (a) or scab reinforcement may be used in lieu of CLR Webs Tens.Comp. Webs Tens. Comp. restraint. substitute (1) scab for (1) CLR and (2) scabs C - K 718 -428 E - 1 944 -834 for (2) CLR'S where shown. Scab reinforcement to be K - D 940 -832 I - F 718 -430 same size, species, grade, and 80% length of web member. Attach with 0.128x3" gun nails @ 6" cc. �1ittlttfttftlrlrlirrf� Wind Al •d•••es. Wind loads based on MWFRS with additional C&C �+$ s�/��foes design. �� E Si % member , Wind loading based on both gable and hip roof types. ' SAT O .•a9. � .,�. ONAL COAL 1194� 03/05/2021 **WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. , Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing BCSI. Unless top have sheathing and bottom chord shall have a per noted otherwise, chord shall proper)Y attached structural properly attached ri id ceilm Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, App�y face truss the Join Details, refer to as applicab)e. plates to each of and position as shown above and on unless noted otherwise. drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. ALPINE Alpine, a division of ITW Buildin Components Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the AN WCOMVANY A this drawing truss in conformance with ANSIf� PI 1, or for handling, shipping,, installation and bracinclof trusses. seal on or cover page 6750 Forum Drive listing this drawing indicates acceptance of professional engqineering responsibili((�� solely -for the design shown. The suitabili y and use of this Suite 305 -Designer drawing for any structure is the responsibility of the Building per ANSIfrPI 1 Sec.2. For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .cam; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 249781 / HIPS Ply: 1 Job Number: N334502 Cust: R 8975 JRef:1X3G89750069 T31 / FROM: LPM Qty: 1 7A5/320 ,182ED,F ,R101 / 1828/CALI/4EBB ELEV.D/F DrwNo: 064.21.1307.57396 Truss Label: A14G SSB / YK 03/05/2021 7' 13' 19' 28'4" 32'8" 398" 7' 6' 6' 9'4" 4'4" 7' �z6X6 \U6X6 =4X4 =8X10 =H1014 12 C D T2 E T3 F T4 G T 6� T (a) W (a) B H 5X5(A2) =H0510 =4X4 =6X8 1115X5K B3 -4X6=3X6(A1) 284" i 11'4" 1' 8' 1010"4 1 5'112 46 4'4" 7' 1' + 39,8" 18'10"4 24' 28'4" 32'8" Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc L/defl L/# Gravity Non -Gravity TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.179 D 999 240 Loc R+ / R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.338 D 999 240 B 1922 /- /- /- /884 /- BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.048 L - - K 4268 /- A A /1911 P EXP: C Kzt: NA HORZ TL 0.091 L Des Ld: 37.00 ( ) H 80 A A A /60 /- Mean Height: 10.51 It NCBCLL: 0.00 Building Code: Cree Factor: 2.0 Wind reactions based on MWFRS TCDL: 4.2 psf Soffit: 0.00 FBC 7th Ed. 2020 Res. Max TC CSI: 0.846 B Brg Width = 8.0 Min Req = 1.6 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 TPI Std: 2014 Max BC CSI: 0.785 K Brg Width = 8.0 Min Req = 5.9 H Brg Width = 8.0 Min Req = 1.5 Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Fac: No Max Web CSI: 0.819 Bearings B, K, & H are a rigid surface. Loc. from endwall: NA FT/RT:20(0)/10(0) Bearings B, K, & H require a seat plate. GCpi: 0.18 Plate Type(s): Members not listed have forces less than 375# Wind Duration: 1.60 IWAVE, HS VIEW Ver: 20.02.00A.1020.20 Maximum Top Chord Forces Per Ply (Ibs) Lumber Chords Tens.Comp. Chords Tens. Comp. Top chord: 2x4 SP #2 N; T2,T3 2x6 SP #2 N; B - C 1596 - 3565 E - F 169 - 605 T4 2x6 SP SS; C - D 1465 - 3467 F - G 400 -180 Bot chord: 2x4 SP 2400f-2.OE; B3 2x4 SP #2 N; D - E 1332 -3056 G - H 538 -269 Webs: 2x4 SP #3; W6 2x4 SP #2 N; Bracing Maximum Bot Chord Forces Per Ply (Ibs) (a) 1X4 #3SRB or better continuous lateral restraint to Chords Tens.Comp. Chords Tens. Comp. be equally spaced. Attach with (2) 8d Box or Gun B - N 3126 -1377 L - K 786 -1874 nails(0.113"x2.5",min.). Restraint material to be supplied N - M 3815 -1821 K - J 786 -1874 and attached at both ends to a suitable support by M - L 2986 -1327 J - H 179 - 399 erection contractor. (a) or scab reinforcement may be used in lieu of CLR restraint. substitute (1) scab for.(1) CLR and (2) scabs Maximum Web Forces Per Ply (Ibs) for (2) CLR'S where shown. Scab reinforcement to be Webs Tens.Comp. Webs Tens. Comp. same size, species, grade, and 80% length of web �tto�rrrrrtjt/r Attach 0.128X3" nails @ 6" oc. qr C - N 1089 -274 L - F 3047 -1224 member. with gun 3�NON a H N - D 440 -430 F - K 2007 -4053 D M 568 F J 1889 Loading - -883 - -778 #1 hip supports 7-0-0 jacks with no webs. ��'`�•°•�'O• , • S� •° M - E 834 67 G - J 344 528 E - L 1423 - 3051 4��J Wind • �' Wind loads and reactions based on MWFRS. Q. 7Q$ Wind loading based on both gable and hip roof types. r a WARNING! This truss is not symmetric, but its exterior geometry makes erection error more : r probable. It is imperative that this truss be installed SAT Q e Z . properly. , e ; p. t ANAL !\•1_1Nv�, COA� 03/05/2021 "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. , Refer to and follow the latest edition shipping, of BCSI (Building Component Safety Information, by TPI and SBCA) for sa practices prior to performing these functions. Installers shall provide temporary bracing BCSI. Unless top have attached structural sheathing and bottom chord shall have a per noted otherwise, chord shall properly attached ri id ceilin Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections properly B3, B7 or B10, as applicabgle. AppTgy plates to each face of truss and position as shown above and on the Join Details, unless noted' otherwise. Refer to drawings 160A-Z for standard plate positions. Refer to jobs General Notes page for additional information. ALPINE Alpine, a division of ITW Building Components Group Inc. shall not. be responsible for any deviation from this drawing, any failure drawing to build the pN TW[OMpANY truss in conformance with ANSI/) PI 1, or for handling, shipping,. installation and bracing of trusses. A seal on this or cover page 6750 Forum Drive listing this drawing indicates acceptance of professional engcLyeering responsibility solely -for the design shown. The suitability and use of This Suite 305 drawing for any structure is the responsibility of the BuildinglJesigner per ANSI/TPI 1 Sec.2. For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 249771 / COMN Ply: 1 Job Number: N334502 Cust: R 8975 JRef:1X3G89750069 T20 ! FROM: RWM Qty: 1 7A5/320 ,182ED,F ,RI01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 064.21.1307.56600 Truss Label: B1 SSB / WHK 03/05/2021 67'4 5'7"4 8' 8' Loading Criteria (psf) Wind Criteria TOLL: 20.00 Wind Std: ASCE 7-16 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Kzt: NA Des Ld: 37.00 Mean Height: 15.00 ft NCBCLL: 10.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 Spacing: 24.0 " C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Webs: 2x4 SP #3; Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. 10'8" 60"12 =4X4 D 21'4" 157 12 + 21'4" 5'0"12 57"4 5'4" 13'4" Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# Pf: NA Ce: NA VERT(LL): 0.047 H 999 240 Lu: NA Cs: NA VERT(CL): 0.088 H 999 240 Snow Duration: NA HORZ(LL): 0.020 G - - HORZ(TL): 0.037 G - Building Code: Creep Factor: 2.0 FBC 7th Ed. 2020 Res. Max TC CSI: 0.371 TPI Std: 2014 Max BC CSI: 0.611 Rep Fac: Yes Max Web CSI: 0.232 FT/RT:20(0)/10(0) Plate Type(s): IVIEW Ver: 20.02.00A.1020.20 MIAX/r ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ /R- /Rh /Rw /U /RL B 864 /- /- /529 /397 /229 F 805 /- /- /464 /361 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 F Brg Width = 8.0 Min Req = 1.5 Bearings B & F are a rigid surface. Bearings B & F require a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B-C 1190 -1344 D-E 1113 -1152 C-D 1104 -1146 E-F 1201 -1351 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - H 1152 - 993 G - F 1161 - 955 H - G 795 - 539 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. C - H 471 - 284 D - G 394 - 335 H - D 383 - 322 G - E 479 - 289 03/05/2021 **WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT*" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS require extreme care in fabricating, handling shipping, installing.and bracing. Refer to and follow the latest edition of BCSI (Building vent Safety Information, by TPI an SBCA) r safety practices pnor to performing these functions. Installers shall provide temporary. per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly tl rigid ceilin Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or 1310, cable. Apply plates to each face oT truss and position as shown above and on the Join Details, unless noted otherwise. Refer to Is 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. a division of ITW Buildin Components Group Inc. shall not,be responsible for any deviation from this drawing, any failure to build the conformance with ANSI 1, or for handling, shipping,, installation and bracingg of trusses. A seal on this drawing or cover pa e ,is drawing indicates acceptance of professional engineering responsibility solely -for the design shown. The suitability and use of this 1 for any structure is the responsibility of the Building -Designer per ANSYRI 1 Sec.2. ALPINE ANR CC-AW 6750 Forum Drive Suite 305 Orlando FL, 32821 SEQN: 2497721 GABL Ply: 1 Job Number: N334502 Cust: R 8975 JRef:1X3G89750069 T3 / FROM: RWM Qty: 1 7A5/320 ,182ED,F ,RI01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 064.21.1307.57053 Truss Label: B2GE SSB / YK 03/05/2021 1018" 21'4" 10.8.1 �"-- 4,8" 2' (TYP) --4F4 N zo 73 Loading Criteria (pst) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-16 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Kzt: NA Des Ld: 37.00 Mean Height: 15.00 ft NCBCLL: 10.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 Spacing: 24.0 " C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 =ana 21'4" 21'4" 21'4" Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): Defl/CSI Criteria ♦ Maximum Reactions (lbs), or *=PLF PP Deflection in loc Udefl U# Gravity Non -Gravity VERT(LL): 0.004 R 999 240 Loc R+ / R- / Rh / Rw / U / RL VERT(CL): 0.007 R 999 240 B 245 /- /- /134 /103 /243 HORZ(LL): 0.005 L - - J* 72 /- /- /35 /33 /- HORZ(TL): 0.006 L - - Wind reactions based on MWFRS Creep Factor: 2.0 B Brg Width = 8.0 Min Req = 1.5 Max TC CSI: 0.196 J Brg Width = 248 Min Req = - Max BC CSI: 0.164 Bearings B & B are a rigid surface. Bearings B &•B require a seat plate. Max Web CSI: 0.069 Members not listed have forces less than 375# VIEW Ver: 20.02.00A.1020.20 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Webs: 2x4 SP #3; Plating Notes All plates are 2X4 except as noted. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Additional Notes See DWGS Al6015ENC160118 & GBLLETIN0118 for t3ltotltritrl7 lfti/ gable wind bracing and other requirements. ;>+ ' ° A � = s O. %8 i SAT 0 ° 1 • COA /0NAL 03/05/2021 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have proper)Y attached structural sheathing and bottom chord shall have a properly attached ri id ceilin Locations shown for pfermanent lateral restraint of webs shall have braan� installed per BCSI sections B3, B7 or 610, as applicabgle. App�y plates to each face.o truss and positron as shown above and on the Join Details, unless noted otherwise. Refer to ALPINE drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Buildin Components Group Inc. shall not, be responsible for any deviation from this drawing, any, failure to build the ANMCOMPA truss in conformance with ANSI/TPI 1, or for handling, shipping,. installation and bracinggof trusses. A seal on this drawin or cover page 6750 Forum Drive listing this drawing indicates acceptance of professional en meenng responsibili((�� solely for the design shown. The suitability and use of this Suite 305 drawing for any structure is the responsibility of the Buildingges!gner per ANSI/TPI 1 Sec.2. For more information see these web sites: Alpine: alpineitw.com• TPI: 1pinst.org; SBCA: sbcindustry.com; ICC: iccsafe.org; AWC: awc.org Orlando FL, 32821 SEQN: 249773 / COMN Ply: 1 Job Number: N334502 Cust: R 8975 JRef.'1X3G89750069 T19 / FROM: RWM Qty: 1 7A5/320 ,182ED,F ,RI01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 064.21.1307.56631 Truss Label: C1 SSB / WHK 03/05/2021 Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-16 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Kzt: NA Des Ld: 37.00 Mean Height: 15.00 ft NCBCLL: 10.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 Spacing: 24.0 " C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Webs: 2x4 SP #3; Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. T 7' =5X5 C 14' 7' 7' Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf. NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): T 14' Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.014 E 999 240 VERT(CL): 0.025 E 999 240 HORZ(LL): 0.008 E - - HORZ(TL): 0.013 E Creep Factor: 2.0 Max TC CSI: 0.767 Max BC CSI: 0.503 Max Web CSI: 0.119 VIEW Ver: 20.02.00A.1020.20 Awso - - 0.7108 4 • C. COA #� .9 �NAL 03/05/2021 1E ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 588 /- /- /371 /272 /158 D 527 /- /- /305 /234 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 D Brg Width = 8.0 Min Req = 1.5 Bearings B & D are a rigid surface. Bearings B & D require a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - C 805 - 740 C - D 807 - 739 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - E 598 - 542 E - D 598 - 542 "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! "IMPORTANT"' FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handling shipping, installing and bracing. , Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) r safety practices poor to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have proper)v attached structural sheathing and bottom chord shall have a properly attached ri id ceilin Locations shown for permanent lateral restraint of webs shall have bracm installed per BCSI sections B3, B7 or B10, as applicable. Applgy plates to each face of truss and position as shown above and on the Joint9Details, unless noted otherwise. Refer to ALPINE drawings 160A-Z for standard plate positions. Refer to job's General Notes, page for additional information. Alpine, a division of ITW BuildincLComponents Group Inc. shall not,be responsible for any deviation from this drawing, any, failure to build the pNmvcoNwpry truss in conformance with ANSI 1, or for handling, shipping,, installation and bracing of trusses. A seal on this drawing or cover papa 6760 Forum Drive listing this drawing indicates acceptance of professional en meenng responsibilittyv solely -for the design shown. The suitability and use of this Suite 305 drawing for any sgructure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2. for more information see these web sites: Alpine: al ineilw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 249774 / GABL Ply: 1 Job Number. N334502 Cust: R 8975 JRef:1X3G89750069 T1 / FROM: RWM Qty: 1 7A5/320 ,182ED,F ,RI01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 064.21.1307.57100 Truss Label: C2GE SSB / WHK 03/05/2021 Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BOLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Lumber Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Webs: 2x4 SP #3; Plating Notes All plates are 2X4 except as noted. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Additional Notes See DWGS A16015ENC160118 & GBLLETIN0118 for gable wind bracing and other requirements. 5' '(' 2' (TYP) =4X4 D 14' 14' 14' Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf. NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): 14' 7' Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): 0.005 J 999 240 VERT(CL): 0.008 J 999 240 HORZ(LL): 0.004 H - - HORZ(TL): 0.006 J Creep Factor: 2.0 Max TC CSI: 0.308 Max BC CSI: 0.177 Max Web CSI: 0.142 VIEW Ver: 20.02.00A.1020.20 GE 3 • o. 708 1 ' ,a t SAT O A 4 ,a' &MA COA�j#� S.��ONAL ,rv�• 03/05/2021 ♦ Maximum Reactions (Ibs), or "=PLF Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B` 68 /- /- /38 /30 /13 F 268 /- /- /206 /134 /- Wind reactions based on MWFRS B Brg Width = 159 Min Req = - F Brg Width = 8.0 Min Req = 1.5 Bearings B & F are a rigid surface. Bearings B & F require a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. C - D 377 -129 D - E 376 -129 Maximum Gable Forces Per Ply (Ibs) Gables Tens.Comp. Gables Tens. Comp. C - J 511 - 238 H - E 511 - 238 '"WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing.. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI an � SBCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, as applicable. Apply plates to each face. otruss and position as shown above and on the Join f Details, unless noted otherwise. Refer to ALPINE drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW BuildincLComponents Group Inc. shall not,be resp, onsible for any deviation from this drawing, any failure to build the ANrtwcovaANv truss in conformance with ANSI 1, or for handling, shipping,. installapon.and bracingof trusses. A seal on this drawing or cover page 6750 Forum Drive listing this drawing indicates acceptance of professional engineering responsibilityy solelyor the design shown. The suitability and use of this Suite 305 drawing for any structure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2. For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 249783 / EJAC Ply: 1 Job Number: N334502 Cust: R 8975 JRef1X3G89750069 T15 / FROM: RWM Qly: 14 7A5/320 ,182ED,F ,RI01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 064.21.1307.57818 Truss Label: EJ7 �JB / WHK 03105/2021 Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Soacina: 24.0 " C 12711 12 6 M O_ In CM M tt B A D 1 71 7' Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.00 ft Loc. from endwall: not in 4.50 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #1; Bot chord: 2x4 SP #2 N; Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Additional Notes Provide (2) 0.131 "x3.0", min. toe -nails at top chord. Provide (2) 0.131 "x3.0", min. toe -nails at bottom chord. Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): NA VERT(CL): NA HORZ(LL): 0.015 D HORZ(TL): 0.028 D - Creep Factor: 2.0 Max TC CSI: 0.720 Max BC CSI: 0.507 Max Web CSI: 0.000 VIEW Ver: 20.02.00A.1020.20 ••®ammo••• " {ZkZA o. 708 1 s m S AT COA c s�ONAL EN 03/05/2021 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 331 /- /- /249 /108 /208 D 125 /- /- /73 A /- C 174 /- /- /128 /169 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Members not listed have forces less than 375# "WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI an SBCA) fo'r sa shipping, practices pnor to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached ri id ceilin Locations shown for permanent lateral restraint of webs shall have bracm installed per BCSI sections B3, B7 or B10, as applicable. App�y Oates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to ALPINE drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Building Components Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the ANm MWA. truss in conformance with ANSI/TPI 1, or for handling, shipping,, installation and bracing of trusses. A seal on this drawing or cover pacle 6750 Forum Drive listing this drawing indicates acceptance of professional engpineering responsibility solely -for the design shown. The suitability and use of this Suite 305 drawing for any structure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2. For more information see these web sites: Alpine: alpineitw.com; TPI: tpinst.org; SBCA: sbcindustry.com; ICC: iccsafe.org; AWC: awc.org Orlando FL, 32821 SEQN: 249776 / JACK Ply: 1 Job Number: N334502 Cust: R 8975 JRef:1X3G89750069 T23 ! FROM: RWM City: 2 7A5/320 ,182ED,F ,RI01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 064.21.1307.56303 Truss Label: EJ2 KD / WHK 03/0512021 Loading Criteria (psi) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " 12 C T11 rk 918114 co 13 'IT to 33 81$1 1 -L A D Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 15.00 ft TCDL: 4.2 psf BCDL:'5.0 psf MWFRS Parallel Dist: h to 2h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 It GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Additional Notes Provide (2) 0.131"x3.0", min. toe -nails at top chord. Provide (2) 0.131 "x3.0", min. toe -nails at bottom chord. 2X4(A1) Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Sid: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc Udef! U# VERT(LL): NA VERT(CL): NA HORZ(LL): 0.000 D - HORZ(TL): 0.001 D Creep Factor: 2.0 Max TC CSI: 0.137 Max BC CSI: 0.026 Max Web CSI: 0.000 VIEW Ver: 20.02.00A.1020.20 1 0.708 4 GN . COA tii.$. ANAL• _ a►��° 03/05/2021 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 157 /- /- /140 /54 /52 D 32 /- P /18 /- /- C 34 /- /- /20 /26 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Bearings B, D, & C require a seat plate. Members not listed have forces less than 375# "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS ases require extreme care in fabricating, handling shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building nponent Safety Information, by TPI an SBCA) r sa shipping, practices prior to performing these functions. Installers shall provide temporary ;ing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly ched r'i id ceilin Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or 810 rpplicable. Applgy plates to each face off truss and position as shown above and on the Join Details, unless noted, otherwise. f�efer to vings 16OA-Z for standard plate positions. Refer to jobs General Notes page for additional information. ne, a division of ITW Building Components Group Inc. shall not be responsible for any deviation from this drawing, any. failure to build the s in conformance with ANSIfTPI 1, or for handling, shipping,, installation. and bracin of trusses. A seal on this drawing or cover pa e ig this drawing indicates acceptance of professional en meering responsibilitS( solely -for the design shown. The suitability and use of This ving for any structure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2. more information see these web sites: Alpine., alpineitw.com; TPI: tpinst.org- SBCA: sbcindustry.com; ICC: iccsafe.org; AWC: awc.org ALPINE pNfR'/[OAI W 6750 Forum Drive Suite 305 Odando FL, 32821 SEQN: 249777 / JACK Ply: 1 Job Number: N334502 Cust: R 8975 JRef:1X3G89750069 T18 / FROM: Qty: 4 ,7A5/320 ,182ED,F ,RI01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 064.21.1307.56818 Truss Label: CJ5 KD / YK 03/05/2021 Loading Criteria (psf) TOLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Aw 11'2"5 12 6 M CV M C'M TTT B T A 8'8" D 1'min 4'11"4 411 "4 Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 4.50 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Additional Notes Provide (2) 0.131"x3.0", min. toe -nails at top chord. Provide (2) 0.131"x3.0", min. toe -nails at bottom chord. Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Sid: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): NA VERT(CL): NA HORZ(LL): 0.005 D - HORZ(TL): 0.010 D - Creep Factor: 2.0 Max TC CSI: 0.549 Max BC CSI: 0.257 Max Web CSI: 0.000 EW Ver: 20.02.00A.1020.20 VA .v % • o. 708 1 a i � �,n �� Psi © .• �, �V s COA #� VS ONA1. 03/05/2021 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 256 /- /- /200 /88 /152 D 89 A A /51 /- /- C 118 /- /- /85 /116 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Members not listed have forces less than 375# "WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have proper)v attached structural sheathing and bottom chord shall have a properly attached ri id ceiling Locations shown For permanent lateral restraint of webs shall have bracin installed per BCSI sections 83, B7 or B10, as applicabgle. Apply plates to each face of truss and position as shown above and on the Join f Details, unless noted otherwise. Refer to ALPINE drawings 16OA-Z for standard plate positions. Refer to jobs General Notes page for additional information. Alpine, a division of ITW BuildingComponents Group Inc. shall not, be responsible for any deviation from this drawing, any. failure to build the ANR COMPA truss in conformance with ANSI/PI 1, or for handling, shipping,. installation and bracin of trusses. A seal on this drawmq or cover pa a 6750 Forum Drive listing this drawing indicates acceptance of professional en sneering responsibilityV solely -for the design shown. The suitability and use of this Suite 305 drawing for any structure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2. For more information see these web sites: Alpine: alpineilw.com; TPI: tpinsl.org; SBCA: sbcindustry.com; [CC: iccsafe.org; AWC: awc.org Orlando FL, 32821 SEQN: 249778 / JACK Ply: 1 Job Number: N334502 Cust: R 8975 JRef:1X3G89750069 T21 / FROM: Qty: 4 7A5/320 ,182ED,F ,RI01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 064.21.1307.56209 Truss Label: CJ3 SSB / WHK 03/05/2021 C 2'11"4 ai T 211 "4 Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Additional Notes Provide (2) 0.131"x3.0", min. toe -nails at top chord. Provide (2) 0.131 "x3.0", min. toe -nails at bottom chord. Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): NA VERT(CL): NA HORZ(LL): -0.001 D HORZ(TL): 0.001 D Creep Factor: 2.0 Max TC CSI: 0.234 Max BC CSI: 0.105 Max Web CSI: 0.000 VIEW Ver: 20.02.00A.1020.20 03/05/2021 10'2"5 0) CV 81811 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 185 /- /- /156 /71 /99 D 50 /- /= /27 /- /- C 63 /- /- /44 /64 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Members not listed have forces less than 375# **WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handling shipping, installing and bracing. , Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSL Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached rigid ceilin Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or B10, as applicable. Apply Oates to each face of truss and position as shown above and on the Joint Details, unless noted otherwise. Refer to ALPINE drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW BuildincLComponents Group Inc. shall not, be responsible for any deviation from this drawing, any, failure to build the ANMCOWAW truss in conformance with ANSI ,A-Components 1, or for handling, shipping,. installation and bracing4 of trusses. A seal on this drawin or cover pa a 6750 Forum Drive listing this drawing indicates acceptance of professional engineering responsibilittyy solely for the design shown. The suitabilit9y and use of this Suite 305 drawing for any sgr'ucture is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2. For more information see these web sites: Alpine: alpineitw.com; TPI: tpinst.org; SBCA: sbcindustry.com; ICC: iccsafe.org; AWC: awc.org Orlando FL, 32821 SEQN: 249779 / JACK Ply: 1 Job Number: N334502 Cust: R 8975 JRef:1X3G69750069 T22 / FROM: Qty: 4 ,7A5l320 ,182ED,F ,R101 / 1828/CALI/4EBB ELEV.D/F DrwNo: 064.21.1307.57693 Truss Label: CA SSB / WHK 03/05/2021 Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " 12 6 � C 4"3 V Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Additional Notes Provide (2) 0.131 "x3.0", min. toe -nails at top chord. Provide (2) 0.131 "x3.0", min. toe -nails at bottom chord. 1, 11114 11"4 )w Criteria (Pg,Pf in PSF) NA Ct: NA CAT: NA NA Ce: NA NA Cs: NA )w Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): I'm co M 1 Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): NA VERT(CL): NA HORZ(LL): -0.000 D HORZ(TL): 0.000 D Creep Factor: 2.0 Max TC CSI: 0.183 Max BC CSI: 0.022 Max Web CSI: 0.000 Ve r: 20.02.00A.1020.20 • o. 7+08 4 A 1 • N 9'2"5 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- ! Rh / Rw / U / RL B 143 /- /- /145 /76 /45 D 11 /-2 /- /14 /10 /- C - /-15 A /29 /33 A Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Members not listed have forces less than 375# 03/05/2021 **WARNING*` READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) fo'r sa shipping, practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have proper)Y attached structural sheathing and bottom chord shall have a properly attached ri id ceilin Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, as applicabgle. Apply plates to each face. of truss and position as shown above and on the Join Details, unless noted otherwise. Defer to drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW BuildincLQComponents Group Inc. shall not be responsible for any deviation from this drawing, anyfailure to build the truss in conformance with ANSIITPI 1, or for handling, shipping,installation and bracing of trusses. A seal on this drawing or cover pa e listing this drawing indicates acceptance of professional engineering responsibilitty�r solely -for the design shown. The suitability and use of this drawing for any structure is the responsibility of the Building -Designer per ANSI/TP1 1 Sec.2. A P NE ANMCOMPANY 6750 Forum Drive Suite 305 Orlando FL, 32821 SEQN: 2497801 HIP_ Ply: 1 Job Number: N334502 Cust: R8975 JRef:1X3G89750069 T27 /I FROM: RWM Qty: 2 7A5/320 ,182ED,F ,R101 / 1828/CALI/4EBB ELEV.D/F DrwNo: 064.21.1307.57475 Truss Label: HJ7 KD / WHK 03/05/2021 5'3"5 5'3"5 9'10"1 4'6"l1 IC 12'2"3 12 4.24 S 2X4 C v � M v B a a A 8'8" FE 2X4(A1) =4X4 Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 0.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " �— 1'5" Wind Criteria Wnd Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: NA GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP 2400f-2.0E; Webs: 2x4 SP #3; Loading Hipjack supports 6-11-8 setbackjacks with no webs. Wind Wind loads and reactions based on MWFRS. Wind loading based on both gable and hip roof types. (3) 16d common (0.162"x3.5") nails at top chord (3) 16d common (0. 1 62"x3.5") nails at bottom chord 9'2"2 9'22 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fee: No FT/RT:20(0)/l 0(0) Plate Type(s): 9'1 Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): 0.040 F 999 240 VERT(CL): 0.076 F 999 240 HORZ(LL): 0.010 C - - HORZ(TL): 0.018 C Creep Factor: 2.0 Max TC CSI: 0.546 Max BC CSI: 0.416 Max Web CSI: 0.260 Ver: 20.02.00A.1020.20 �``iy��`�°..ss.-•. ram. ��°•• y i o. 708 1 cooaNAi. �,,• 03/05/2021 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 326 A /- /- /154 /- E 364 /- /0 /- /84 /0 D 214 /- /- /- 1177 /- Wind reactions based on MWFRS B Brg Width = 10.6 Min Req = 1.5 E Brg Width = 1.5 Min Req = - D Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. B - C 394 - 562 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. B - F 531 - 358 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. C - F 394 '- 583 "'WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing.. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) fo'r sa shipping, practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have proper)V attached structural sheathing and bottom chord shall have a properly attached ri id ceiling. Locations shown for permanent lateral restraint of webs shall have bracm installed per BCSI sections B3, B7 or B10, as applicab�ie. Apply plates to each face of truss and position as shown above and on the Joint9Details, unless noted otherwise. Refer to ALPINE drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Buildinq Components Group Inc. shall not. be responsible for any deviation from this drawing, any. failure to build the ANR CCWANY truss in conformance with ANSIfTPI 1, or for handling, shipping,. installation and bracing of trusses. A seal on this drawing or cover page 6750 Forum Drive listing this drawing indicates acceptance of professional en meering responsibilitty�r solely -for the design shown. The suitabili y and use of this Suite 305 drawing for any structure is the responsibility of the Building -Designer per ANSIfrP1 1 Sec.2. For more information see these web sites: Alpine: al ineilw.com; TPI: t inst.or ; SBCA: sbcindust .com; ]CC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 Gable Stud Reinforcement Detail ASCE 7-161 160 mph Wind Speed, 15' Mean Height, Enclosed, Exposure C, Kzt = 1.00 Or, 140 mph Wind Speed, 15' Mean Height, Partially Enclosed, Exposure C, Kzt = 1.00 Ori 140 mph Wind Speed, 15' Mean Height, Enclosed, Exposure D, Kzt = 1.00 Orr 120 mph Wind Speed, 15' Mean Heloht, Partially Enclosed, ExDasure D. Kzt = 1.00 S 2x4 Brace Gable Vertical Spacing Species Grade No Braces (1) lx4 'LBrace iK (1) 2x4 'L' Brace x (2) 2x4 'L' Brace xx (1) 2x6 'L' Brace KK (2) 2x6 'L' Brace 3K31 Group A Group B Group A Group B Group A Group B Group A Group B Group A Group B #1 / #2 3' 10, 6' 7' 6' 1V 7' 9' 8' 1' 9' 3' 9' 7' 12' 2' 12' 8' 14' 0' 14' 0' U S P r[' #3 3' 8' 5' 9' 6' 2' 7' 8' 7' 11' 9' 1' 9' 6' 12' 0' 12' 6' 14' 0' 14' 0' Stud 3' 8' 5' 9' 6' 1' 7' 8' 7' 11' 9' 1' 9' 6' 12' 0' 12' 6' 14' 0' 14' 0' Q Standard 1 3' 8' 4' 11' 5' 3' 6' 7' 7' 1' 8' Ill 9' 6' 10' 4' 11' 1' 14' 0' 14' 0' #1 4' 0' 6' 8' 6' 11' 7' 10' 1 8' 2' 9' 4' 1 9' 8' 12' 4' 12' 9' 14' 0' 14' 0' J S P #2 3' 10, 6' 7' 6' 10, 7' 9' 8' 1' 9' 3' 9' 7' 12' 2' 12' 8' 14' 0' 14' 0' #3 3' 9' 5' 3' 5' 7' 6' 11' 7' 5' 9' 2' 9' 7' 10, 11' 11' 8' 14' 0' 14' 0' r Stud 3' 9' 5' 3' 5' 7' 6' 11' 7' 5' 9' 2' 9' 7' 10, 11' 11' 8' 14' 0' 14' 0' d Standard 3' 6' 4' 7' 4' 11' 6' 2' 6' 7' 8' 4' 6' 11' 9' 8' 10' 4' 13' 1' 14' 0' U #1 / #2 4' 5' 7' 6' 7' 9' 8' 10' 9' 3' 10' 7' 11' 0' 13' 11' 14' 0' 14' 0' 14' 0' - S P P #3 4' 2' 7' 1' 7' 9' 8' 9' 9' 1' 10' 5' 10, 10' 13' 9' 1 14' 0' 14' 0' 14' 0' U I I H Stud 4' 2' 7' 1' 7' 6' 8' 9' 9' 1' 10' 5' 10, 10' 13' 9' 14' 0' 14' 0' 14' 0' O I r Standard 4' 2' 6' 1' 6' 5' 8' 1' 8' 8' 10, 5' 10, 10' 12' 8' 13' 7' 14' 0' 14' 0' #1 4' 7' 7' 7' 7' 11' 9' 0' 9' 4' 10' 8' 11' 1' 14' 0' 14' 0' 14' 0' 14' 0' S P #2 4' 5' 7' 6' 7' 9' 8' 10' 9' 3' 10' 7' 11' 0' 13, 11' 14' 0' 14' 0' 14' 0' #3 4' 4' 6' S' 6' 10' 8' 6' 9' 1' 10, 6' 10, 11' 13' 4' 14' 0' 14' 0' 14' 0' D P L Stud 4' 4' 6' 5' 6' 10' 8' 6' 9' 1' 10, 6' 10, 11' 13' 4' 14' 0' 14' 0' 14' 0' Standard 4' 2' 5' 8' 6' 0' 7' 6' 8' 0' 10' 2' 10, 10' 11' 10' 12' 7' 14' 0' 14' 0' #1 / #2 4' 10' 8' 3' 8' 7' 9' 9' 10' 2' 10' 7' 12' 1' 14' 0' 14' 0' 14' 0' 14' 0' d S P P #3 4' 7' 8' 2' 8' 5' 9' 8' 10, 0' 11' 6' 12, 0' 14' 0' 14' 0' 14' 0' 14' 0' LJ U L_IC Stud 4' 7' 8' 2' 8' 5' 9' 8' 10, 0' 11' 6' 12' 0' 14' 0' 14' 0' 14' 0' 14' 0' O f l l Standard 4' 7' 7' 0' 7' 5' 9' 4' 10, 0' 11' 6' 12, 0' 14' 0' 14' 0' 14' 0' 14' 0' X #1 5' 1' 8' 5' 8' 8' 9' 11' 10' 3' 11' 9' 12' 3' 14' 0' 14' 0' 14' 0' 14' 0' d S P #2 4' 10' 8' 3' 8' 7' 9' 9' 10' 2' 11' 7' 12' 1' 14' 0' 14' 0' 1 14' 0' 14' 0' #3 4' 9' 7' 4' 7' 10' 9' 8' 10' 1' 11' 7' 12' 0' 14' 0' 14' 0' 14' 0' 14' 0' �--I D P L Stud 4' 9' 7' 4' 7' 10' 9' 8' 10, 1' 11' 7' 12, 0' 14' 0' 14' 0' 14' 0' 14' 0' Standard 4' 7' 6' 6' 6' 11' 8' 8' 1 9' 3' 11' 6' 12' 0' 13, 7' 14' 0' 14' 0' 14' 0' aymm About able Truss Diagonal brace option, vertical length may be doubled when diagonal 1$' brace Is used, Connect L diagonal brace_for 600# at each end. Max web 'L' Brace End total length Is 1a', Zones, typ. 2x6 DF-L #2 or better diagonal I Vertical length shown brace: single $, In table above, or double cut I 45' (as shown) at L upper end. Connect diagonal at ' jr midpoint of vertical web. Refer to chart & weVARNwa■■ READ AND FOLLOW ALL NOTES ON THIS DRAVINGI wwntPORTANT" FTIRNISM THIS DRAVD7G TO ALL CONTRACTORS INCLUDING THE INSTALLERSC Trusses require extreme care In fabricating, handling, shipping, Installing and bracing, RefeeQ�tl follow the latest edition of BCSI (Building Component Safety Infornntlon, by TPI and SBCA) fI practices prior to performing these functions. Installers shall provide temporary bracing peg H Unless no, otherwise, top chord shop have properly attached structural sheathing and bo r shot( have a properly attached rigid ceiling, Locations shorn for permanent lateral restraintllf shall have bradng Installed per BCSI sections B3, B7 or B10, as applicable. Apply plater to eac� of truss and position as shorn above and on the Joint Details, unless noted otherwise. &PI Refer to drawings 160A-Z for standard plate positions, Alpine, a division of ITV Building Components Group Inc shall not be responsible for any devlat6 this drawing, any failure to build the truss In conformance with ANSI/TPI 1, or for handling, ship{ AN ITW COMPANY installation S bracing of trusses. A seal on this drawing or cover page llsthg this drawing, Indhcates acceptance of professional 11 514\ Earth\ City\ Expressway engineering responsibility solely for the design sham The suitability and use of this drawing \\Suite\242 for any structure Is the responsibility of the Bu0.ding Designer per ANSI/TPI 1 Sec2. \\Earth\CityA MO\63045 For more Information see this Job's general notes page and these web sites% ALPINE% wwwatpineltw.comi TPL wrw.tpinst.orgl SBCA% wwwsbcindustry.orgN ICO wuwlccsafe.arg Bracing Group Species and Gradesi Group At S ruce-Pine-Fir Hen -Fir #1 / #2 Stann#2 Stud #3 Studrd d1 #3 Standnrd Dou las Fir -Larch Southern Plne)KNIK #3 #3 Stud Stud Standnrd Standard Group Bi Hem -Fir #1 & Btr #I Dou las Fir -Larch Southern Plnem*N #1 #1 #2 #2 Ix4 Braces shall be SRB (Stress -Rated Board). K wFor Ix4 So,. Pine use only Industrial 55 or Industrial 45 Stress -Rated Boards, Group B values may be used with these wades. Gable Truss Detail Notes: Wind Load deflection criterion Is L/240. Provide uplift connections for 75 plf over continuous bearing (5 psf TC Dead Load), Gable end supports load from 4' 0' outlookers with 2' 0' overhang, or 12' plywood overhang. Attach 'L' braces with IOd (0.128'x3,0' min) nails. )K For (1) 'L' bracer space nails at 2' o.c, In IS' end zones and 4' o.c, between zones. )K)KFor (2) 'L' braces, space nails at 3' o.c, In IS' end zones and 6' o.c, between zones. 'L' bracing must be a minimum of 80% of web member length. Gable Vertical Plate Sizes Vertical Len th No Splice Less than 4' 0' 2X3 Greater than 4' but less than 11' 6' 3X4 Iltil 1flili J �, Greater than 11' 6' 4X4 + Refer to common truss design for II w® peak, splice, and heel plates, r. 4� • � '" Refer to the Building Designer for conditions abl ve tl;lei th, not addressed by this detail, REF ASCE7-16-GAB16015 DATE 01/26/2018 T Q DRWG A16015ENC160118 .+�``t� NO'* MAX. TOT, LD, 60 PSF i�Fl� MAX. SPACING 24,0' 'T Relnfoi Memk Gn Tr Gable Detail Far I Pt -in \/Prtirnl Gable Truss Plate Sizes :)proprlate Alpine gable detail for e sizes for vertical studs, Engineered truss design for peak, b, and heel plates, vertical plates overlap, use a to that covers the total area of ,apped plates to span the web, „ 2X4 2X4 *,-2 rrovide connections for uptirt specified on the engineered truss design. Attach each 'T' reinforcing member with End Driven Nallsr Sod Common (0.148'x 3,',min) Nails at 4' o,c, plus (4) nails In the top and bottom chords, Toenalled Nails, IOd Common (0,148'x3',min) Toenails at 4' o.c. plus (4) toenails In the top and bottom chords. This detail to be used with the appropriate Alpine gable detail for ASCE wind load. ASCE 7-05 Gable Detail Drawings A13015051014, A12015051014, A11015051014, A10015051014, A14015051014, A13030051014, A12030051014, A11030051014, A10030051014, A14030051014 ASCE 7-10 8 ASCE 7-16 Gable Detail Drawings A11515ENC100118, A12015ENC100118, A14015ENC100118, A16015ENC100118, A18015ENC100118, A20015ENC100118, A20015END100118, A20015PED100118, A11530ENC100118, A12030ENC100118, A14030ENC100118, A16030ENC100118, A18030ENC100118, A20030ENC100118, A20030END100118, A20030PED100118, S11515ENC100118, S12015ENC100118, S14015ENC100118, S16015ENC100118, S18015ENC100118, S20015ENC100118, S20015END4001lN19nftilQj'S11530ENC100118, S12030ENC100118, S14030ENC30 1001� J//y S18030ENC100118, S20030ENC100118, S20030EQ3QP b1091}8( See appropriate Alpine gable detail for 'T' Reinforcement Attachment Detail 'T' Reinforcing 'T' Reinforcing Member Member Toe-nall - Or - End -null To convert from 'L' to 'T' reinforcing members, multiply 'T' Increase by length (based on appropriate Alpine gable detail), Maximum allowable 'T' reinforced gable vertical Length is 14' from top to bottom chord, 'T' reinforcing member material must match size, specie, and grade of the 'L' reinforcing member. eb Length Increase w/ °T° Brace Exampler ASCE 7-10 Wind Speed = 120 mph Mean Roof Height = 30 ft, Kzt = 1.00 Gable Vertical = 24'o,c. SP #3 'T' Reinforcing Member Size = 2x4 'T' Brace Increase (From Above) = 307 = 1.30 (1) 2x4 'L' Brace Length = 8' 7' Maximum 'T' Reinforced Gable Vertical Length 1.30 x 8' 7' = 11' 2' 'T' Relnf. Mbr, Size 'T'• Increase 2x4 30 2x6 20 "WARNING- READ AND FOLLOW ALL NOTES IN THIS DRAWING[ y ; u. r uv REF LET -IN VERT ■-DO13RTAMT■■ FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE )NSTALLERst • Trusses require extreme care In fabricating, handling, shipping, Installing and bracing. Refeg tt��pp..r4 w follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) fo[yt sdlFet)w • DATE 01/02/2018 practices prior to performing these functions. Installers shall provide temporary bracing pe��{3oBCSI, • y Unless noted otherwise, top chord shall have properly attached structural sheathing and bo m cho �a A�q' DRWG GBLLETIN0118 shall have a properly attached rigid ce0ing. Locations shown for permanent lateral restraint f s S P91 shall have bracing Installed per BCSI sections B3, B7 or BIO, as applicable. Apply plates to ea� of truss and position as shown above and on the Joint Details, unless noted otherwise, �� •• • �V P' Refer to drawings 160A-Z for standard plate positions. Alpine, a division of ITV Building Components Group Inc shall not be responsible for any deviatlo r ••ww 1•w.•• ` this drawing, any failure to build the truss In conformance with ANSI/TPI 1, or for handing. shippin •ww�r•w MAX, TOT, LD, 60 PSF AN ITW COMPANY Installation 4 bracing of trusses, drawing, this 1\514%Eadh\City\Expressway engineering responsA seat on this �B4O.1ty solelyor vfa tter he designg shown The suitabWty and Indicates acceptance of this ddrawkg l f� � �3 /202 IISuite\z42 far *my structure Is the responsibility of the Building Designer per ANSI/TPI I Sect DUR, FAC, ANY \\Earth\City,\MO\63045 For more Information see this Job's general notes page and these web sites MAX, SPACING 24,0' ALPINO www.alpineitw.comi TPI, www.tpinst.orgi SBCAi www.sbc[ndustry.org) ICCj wwwJccsafearg NAIL SPACING DETAIL MINIMUM SPACING FOR SINGLE BLOCK IS SHOWN, DOUBLE NAIL SPACINGS AND STAGGER NAILING FOR TWO BLOCKS. GREATER SPACING MAY BE REQUIRED TO AV❑ID SPLITTING, BLOCK L❑CATI❑N, SIZE, LENGTH,GRADE AND TOTAL NUMBER AND TYPE OF NAILS ARE TO BE SPECIFIED ON SEALED DESIGN REFERENCING THIS DETAIL, LOAD PERPENDICULAR TO GRAIN A - EDGE DISTANCE AND SPACING BETWEEN STAGGERED ROWS OF NAILS (6 NAIL DIAMETERS) B - SPACING OF NAILS IN A ROW (12 NAIL DIAMETERS) C - END DISTANCE (15 NAIL DIAMETERS) LOAD PARALLEL TO GRAIN A - EDGE DISTANCE (6 NAIL DIAMETERS) C - SPACING OF NAILS IN A ROW AND END DISTANCE D - SPACING BETWEEN STAGGERED ROWS OF NAILS C7 IF NAIL HOLES ARE PREB❑RED, SOME SPACING MAY BE REDUCED BY THE AMOUNTS GIVEN BEL❑WI w SPACING MAY BE REDUCED BY 50% wx SPACING MAY BE REDUCED BY 33% DIRECTI❑N OF LOAD AND NAIL ROWS Z W J CI_IAIAI NAIL LINE J w A 1 1 1 1 1 B)K B/2 )K A I C )ESE TRUSS MEMBER LOAD APPLIED PERPENDICULAR TO GRAIN C)K C)K (15 NAIL DIAMETERS) 1/2 NAIL DIAMETERS) A D ' LOAD APPLIED PARALLEL CAW MINIMUM NAIL SPACING DISTANCES DISTANCES NAIL TYPE A B# C)K)K D 8d BOX (0,113"X 2,5°,MIN) 3/4" 1 3/8' 1 3/4' 7/8' 10d BOX (0,128'X 3,",MIN) 7/8" 1 5/8' 2" 1' 12d BOX (0,128'X 3,25",MIN) 7/8" 1 5/8" 2" 1" 16d BOX (0,135'X 3,5",MIN) 7/8' 1 5/8' 2 1/8' 1 1/8' 20d BOX (0,148"X 4,",MIN) 1" 1 7/8" 2 1/4" 11 1/8" 8d COMMON (0,131'X 2,5",MIN) 7/8' 1 5/8' 2" 1 1' 10d COMMON (0,148'X 3,',MIN) 1" 1 7/8' 2 1/4" 11 1/8' 12d COMMON (0,148'X 3,25',MIN) 1' 1 7/8' 2 1/4" 1 1/8' 16d COMMON (0.162'X 3,5',MIN) 1' 2' 2 1/2' 1 1/4' GUN (0,120"X 2,5",MIN) 3/4" 1 1/2' 1 7/8" 1' GUN (0.131'X 2.5',MIN) 7/8' 1 5/8' 2' 1' GUN <0.120'X 3,',MIN) 3/4" 1 1/2' 1 7/8' 1' GUN (0.131'X 3,',MIN) 7/8' 1 5/8' 2' 1" c/2" NAIL LINE H. "VARNINGIM READ AND FOLLOW ALL NOTES ON THIS BRAVING] y U. (vO 1 REF NAIL SPACE r-IMPORTANT v FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTAIA"SC • Trusses require extreme care In fabricating, handling, shipping, Installing and bracing. Ref �{g�, n$, • ~ follow the latest edition of BCSI (Building Component Safety Info rmation, by TPI and SBCA) fo sdFetyw s' � DATE 10/01/14 practices prior to performing these functions. Installers shall provide temporary bradng pe BCSI, • w unless noted otherwise, top chord shall have properly attached structural sheathing and ho n choi�i SAT DRWG CNNAILSP1014 shall have n properly attached rigid telling. Locations shorn for permanent lateral restraint f s• • Q.. m shall have bracing Installed per BCSI sections B3, B7 or BIO, as applicable. Apply plates to en� i of truss and position as shown above and on the Joint Details, unless noted otherwise. • • ��W✓ PI E Refer to drawings 1f IT For standard pints positions. •a,♦�� •�• Zi � Alpine, n division of ITV Building Components Group Inu shall not be responsible for any devlatio r a•ww ••• this drawing, any failure to bulld the truss In conformance with ANSI/TPI 1, or for handling, shlppin •••i�•••• ��+ • �� AN ITW COMPANY Installation & bra of trusses. �(� ////��}� A seal on this drawing or cover page listing this drawing, 4xkates acceptance of professbnal /a "' � 17 ',N �Q5�2�21 \ 1514\ Earth\ City\ Expressway engineering responsibility solely far the design shown, The suttaMity and use of this drnwFg 'off 1 \1Suite\242 for any structure Is the responslb0lty of the Building Designer per ANSI/TPI 1 Sec2, �g pl�yi \ \ EaAh\City,\ M0163045 For more Information see this Job's general notes page and these web sites. ALPINE- rv,nlpineltr.coni WI, wrw,tpinst,orgi SBCA, wwr,sbclndustry.orgi ICG ■wwlccsafearg Valley Detail - ASCE 7-16: 180 mph, 30' Mean Height, Partially Enclosed, Exp, C, Kzt=1,00 Top Chord 2x4 SP #2N, SPF #1/#2, DF-L #2 or better, ,Bot Chord 2x4 SP #2N or SPF #1/#2 or better. Webs 2x4 SP #3, SPF #1/#2, DF-L #2 or better, �W Attach each valley to every supporting truss with, 535# connection or with (1) Simpson H2,5A or equivalent connector for ASCE 7-16 180 mph. 30' Mean Height, Part, Enc, Building, Exp, C, Wind TC DL=5 psf, Kzt = 1.00 Or ASCE 7-16 160 mph, 30' Mean Height, Part, Enc, Building, Exp, D, Wind TC DL=5 psf, Kzt = 1.00 Bottom chord may be square or pitched cut as shown. Valleys short enough to be cut as solid triangular members from a single 2x6, or larger as required, shall be permitted in lieu of fabricating from separate 2x4 members, All plates shown are Alpine Wave Plates 3X4 12 12 Max, 2X4 X4 8-0-0 Max 4X4 20-0-0 (++) Supporting trusses at 24' o,c, maximum spacing, Unless specified otherwise on engineer's sealed design, for vertical valley webs taller than 7-9' apply 2x4 'T' reinforcement, 80% length of web, same species and grade or better, attached with lOd box (0,128' x 3,0') nails at 6' o,c, In lieu of 'T' reinforcement, 2x4 Continuous Lateral Restraint applied at mid -length of web is permitted with diagonal bracing as shown in DRWG BRCLBANC1014, Top chord of truss beneath valley set must be braced with, properly attached, rated sheathing applied prior to valley truss Installation, Or Purlins at 24' o,c, or as otherwise specified on engineer's sealed design Or By valley trusses used in lieu of purlin spacing as specified on Engineer's sealed design, wow Note that the purlin spacing for bracing the top chord of the truss beneath the valley is measured along the slope of the top chord, ++ Larger spans may be built as long as the vertical height does not exceed 14'-0', Pitched Cut Bottom Chord Valley Valle Spacing Square Cut Bottom Chord Vallev SQo ��y�lullnTUl 2X4 Stubbed Valley End Detail m 4X4 Optional Hip Joint Detail T�u _4e� Partial Framing Plan ..WARNma.. READ AND FaLLnv ALL MITES GN THIS DRAWING] = a -WE tTANTAN FURNISH TITS DRAWING III ALL CCNTRACTDRS INCLUDING THE INSTALLERS. • U. luo ILL 30 30 40PSF REF VALLEY DETAIL DATE O1/26/2018 $' �I AN ITW COMPANY 115141 Earth% City% Expressway 11 Suite%242 %\Earth%City,\MO\63045 Trusses require extreme care in Fabricating, handling, shipping, Installing and bracing, ReferTC folio the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) for ff6j • practices prior to performing these functions, Installers shall provide temporary bracing per SL Unless noted otherwise, top chord sholl have properly attached structural sheathing and bott char shall have a properly attached rigid ceiling, Locations shown for permanent lateral restraint o wrry�q shall have bracing Installed per BCSI sections B3, B7 or B10, as applicable. Apply plates to each'�aEuy' of truss and position as shown above and on the Joint Details, unless noted otherwise. �� Refer to drawings 160A-Z For standard plate positions. Alpine, a division of ITV Building Components GroupInc shall not be responsible for an deviation m thlspdrawing, any failure to bulld the truss In conormance with ANSI/TPI 1, or for handling, shipping, installation 6 bracing of trusses. A seal on this drawing or cover page Usti,g this drawng, Indicates acceptance of professional engineering responsibility solely for the design shown The sultoblitty, and use of this drawing For any structure Is the responsibility of the Building Designer per ANSI/TPI 1 Sec2 For more Information see this Job's general notes page and these web sites, ALPINE, www.alpineltw.coni TPI, www,tpinst.orgi SBCA, www.sbcindustry.orgi ICC, wwwlccsafe.org • _ SAT fl -- • • �• i !, _ �1'� •� (��'V �•� �I C �� •� `` •*t••,.•*r•• S/ SUh „•- 1�'t /05/2021 DL 20 BU DL 10 BC LL 0 TOT, LD, 60 15 10 0 7 PSF 10 PSF 0 PSF 57PSF DRWG VAL180160118 55 DUR,FAC, 1,25/1.33 1,15 1.15 SPACING 24,0° Valley Detail - ASCE 7-16: 30' Mean Height, Enclosed, Exp, C, Kzt=1,00 Top Chord 2x4 SP #2N, SPF #1/#2, DF-L #2 or better, Bot Chord 2x4 SP #2N or SPF #1/#2 or better, Webs 2x4 SP #3, SPF #1/#2, DF-L #2 or better, )K)K Attach each valley to every supporting truss with: (2) 16d box (0,135' x 3,5') nails toe -nailed for ASCE 7-16, 30' Mean Height, Enclosed Building, Exp, C, Wind TIC DL=5 psf, Kzt = 1.00, Max, Wind Speed based on supporting truss material at connection location: 170 mph for SP (G = 0.55, min.), 155 mph for DF-L (G = 0.50, min,), or 120 mph for HF & SPF (G = 0.42, min,), Maximum top chord pitch is 10/12 for supporting trusses below valley trusses, Bottom chord of valley trusses may be square or pitched cut as shown. Valleys short enough to be cut as solid triangular members from a single 2x6, or larger as required, shall be permitted in lieu of fabricating from separate 2x4 members, All plates shown are Alpine Wave Plates 3X4 12 12 Max, I- 2X4 X4 12 12 Max, I- 1X3 Unless specified otherwise on engineer's sealed design, for vertical valley webs taller than 7-9' apply 2x4 'T' reinforcement, 80% length of web, same species and grade or better, attached with 10d box (0,128' x 3,0') nails at 6' o,c, In lieu of 'T' reinforcement, 2x4 Continuous Lateral Restraint applied at mid -length of web is permitted with diagonal bracing as shown in DRWG BRCLBANC1014. Top chord of truss beneath valley set must be braced with: properly attached, rated sheathing applied prior to valley truss Installation. Or Purlins at 24' o,c, or as otherwise specified on engineer's sealed design Or By valley trusses used in lieu of purlin spacing as specified on Engineer's sealed design, www Note that the purlin spacing for bracing the top chord of the truss beneath the valley is measured along the slope of the top chord, ++ Larger spans may be built as long as the vertical height does not exceed 14'-0'. Valle Spacing Pitched Cut Square Cut Bottom Chord Bottom Chord Valley Toe-nailed /Valley J12 10 Max, (— �`�� / 5X4/SPL (Max Sparing) �I \�X4 Q`1 G��g a 1X3 1X3 a dens"t° 20-0-0 (++) �s�®�••a G� Supporting trusses at 24' o,c, maximum spacing, a° 8-0-0 max 4X4 9 vVARNINGvw READ AND FDLLUV ALL NaTES OH THIS WAVING "WURTANTv FURNISH THIS DRAWING M ALL CUITRACTURS INCLUDD(G THE INSTALLER • Trusses require extreme care In fabricating, handling, shipping, Installing and bracing. Rea to 1 W. follow the latest edition of BCSI (Building Component Safety Information, by TPI and SHCA) f - e practices prior to performing these functions. Installers shall provide temporary brncing HCSL Unless noted otherwise, top chord shall have properly attached structural sheathing and b tom ch%rd CS q S shall have a properly attached rigid ceiling. Locations shown for permanent lateral restrain of bs P ea shall have bracing Installed per BCSI sections B3, B7 or BIO, as applicable. Apply plates to ekh e v of truss and positton as shown above and on the Joint Detalts, unless noted otherwise. Refer to drawings 160A-Z for standard plate positions. 1� fi ss I �' AN RW COMPANY \ \ 514% Earth\ City\ Expressway \ \ Suite\ 242 Alpine, a division of ITV Hullding Components Group Inc shall not be responsible for any devintl �t' this drawing, any failure to build the truss In conformance with ANSI/TPI 1, or for handling, v1A I Instaltatlon &brncing of trusses. A seal on this droving or cover page listing this drewing, Inxgcates acceptance of professional fI engineering responsibility solely for the design shown. The grbRlty and use of this drawing for any structure is the responsWity, of the BuRding Designer per ANSI/TPI L Sec2. °s• S 1 \ Earth\ City,\ MO\ 63045 For more Information see this Job's general notes page and these web sites, ALPIND www,alpineltw.comi TPI, www,t Inst.orgi SBCAi www.sbcindustry.orgi ICCb •wwdccsafe.org ri �ty 2X4 Stubbed Valley End Detail ❑ptional Hip TJoint Detail 24' I I 24' -""' C.C. Partial Framing Plan T-C TC BC BC LL DL DL LL 30 20 10 0 30 15 10 0 40PSF 7 PSF 10 PSF 0 PSF REF VALLEY DETAIL DATE 01/26/2018 DRWG VALTN160118 TOT. LD, 60 155157PSF 1 DUR,FAC,1.25/1.33 1.15 1.1 SPACING 24,0' • 1 1 9, I VALLEY FRAMING & BRACING DETAIL ti R BC t/2 of Lumber Size and Grade Minumum Requirements GENERAL NOTES Purlins required 2'-0" O.C. in absence of plywood sheathing. Trusses without sheathing applied must be evaluated accordingly. Purlins should overlap sheathing one truss spacing minimum. In cases that this is Impractical, overlap sheathing a minimum of 6", and nail upwards through sheathing into purlin with a minimum of 8-8d (0.131"x2.5") common wire nails. Effects of not providing sheathing below a valley set must be evaluated by the building designer. This drawing applies to valleys with the following conditions: Spans (distance between heels) 40'-0" or less -Maximum valley height: 14'-0" -Maximum mean roof height: 30 feet -ASCE 7-05,140 mph, Enclosed, Cat 11, Exp B, 1=1.0, Kzt=1.0 -Or A Maximum of ASCE 7-10, 180 mph, Enclosed, Exp D, Kzt=1.0 TRUSS TRUSS UNDER VALLEY FRAMING VALLEY RAFTER OR RIDGE ® +CRIPPLE ripples 4'-0" for 30 psf (TL) and 20 psf (TD) Max. ce the crippes for each row starting from the valleys or sleepers working Inward to the ridge board so that cripple locations are gored between rows. (TYp) innection Requirement Notes 2x6 rafters to ridge 416d toe -nails Cripple to ridge 416d toe -nails Cripple to rafter 416d toe -nails (w•) 816d face -nails Rafter to sleeper or blocking 516d toe -nails Rafter to two 2x6 sleepers 416d toe -nails Sleeper to truss 416d toe -nails Two 2x6 sleepers to truss 316d toe -nails each sleeper & truss Ridge board to roof block 416d toe -nails Ridge board to truss 416d toe -nails Purlin to (Typ) 316d toe -nails Truss to blocking 416d toe -nails Truss to cripple 416d toe -nails Truss to cripple 416d toe -nails Cripple to purlin 316d toe -nails _.— ........ ' `"""t 13. Collar beam to rafter 416d toe -nails CRIPPLE, BRACING, & BLOCKING NOTES NOTE: 16d (0.162"x3.5") COMMON NAILS -2x4 continuous lateral restraint (CLR) min. is required for cripples 5'-0" to 10'-0" long nailed w/ 2 -10d (0.148"x3") nails. Or 2x4 "T" or scab reinforcement nailed to flat edge of cripple with 10d 10.128"x3.0") nails at 6" o.c. "T' or scab must.be 90% of cripple length. Cripples over 10'-0' long requre two CLR's or both faces wf "T" or scab. Use stress graded lumber & box or common nails. ,Narrow edge of cripple can face ridge or rafter, as long as the proper number of nails are Installed Into ridge board -Install blocking under rafter if sleepers are not used. -Install blocking under cripples if cripples fall between lower truss top chords and lateral bracing Is not used. -Apply all nailing in accordance to current NDS require Nails are common wire nails unless noted otherwise H. r4L_ GEMS'• >aM1/tWIMe M D VD FDILOV CUll. TRAC RS Tws nRAVlTH W � IVV. f vov ; B TC LL 20 30 40 54 REF VALLEY FRAMING �@•9TTextr• w car N n fa DRAvac Ta ALL , shIppino, In D+cLIaIDIG ttf IHSTA' • `R"" . . y Trusses require extreme cure ti falxkatkq, haMlinp, shipphg, klztal!4p and bro- RefeSi *�td� 76 follow the latast edition of BCSI cawd►o Caponent Safety Wormation,'by tPI and Saau foC cd%tje ; ° TC DL 10 20 7 7 DATE 10/01/14 practices pr1or to perfornirlg these functiom Installers stall provide temporary bracing peg BCSL _ bless noted otherwise, top chord shall have properly attached structural sheathing and boon cFnwi STATE OF BC DL 0 0 0 0 DRWG VACNV1801015 shall have a property attached rlpd eHNg. Locations shown for perronent lateral mtraklt yF • i Q S 11 �� I� r1 ��^^ shall have brackp kut«led per BCSI sections D3, ➢7 v- 1110, as applicable. Apply plates to eaey f d I I 1 U IO I Imo\ III`, of truss and pasnion as shown above and on the Joint Details, unless noted otherwise. 4 •. -/:� BC LL 0 0 0 0 11 I�11 Jr� Illl \VVI111�—' Refer to d-nrkps 160A-Z for -standard plate posRlorts. ��y ••••` O R 1O 9 �t/ �� Alpine, a o Nslon of ITV McIng Components Group Ire- shad not be responsbte for arty, devintlor�j •er•r,e•••• • ra TOT. LD.30 50 47 61 AN iTw C011APANY this drawing, any fmAure to bWld the truss In confornonce with ANSLrTPI 1, or for hnndikq, shppng Installation & bracing of trusses. ot A soan this drawingor cover page Bstkp this drawVo kxkxtes acoeptarc� of proFesstrnl s�ONAL >� np solely for the drsian slum The 13389 Lakefront Drive far ieny sta..eLe-w is relponslAtty of �• DA&V De:p,."� ItyA�I i S.� d'Q'k'g tom° DUR. FAC. 1.25/1.15 Eadh City, MO 63045 For none M'ornatlon see this Job's gwnernl notes page and these web sites' ALPDlEr wewalpineltweonl TPI, eww.tpknstory Baca wrw.sbdndustry.arpl 1Ca wwwJ—safeorg () 0(� SPACING SEE ABOVE