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HomeMy WebLinkAboutTrussIs '{0'—A" 14'-0. 4'-4' 21'-4' 39'—B" Total Truss Quantity = 72 0 i� a I cV N N NOTE: DO NOT CUT OR ALTER TRUSSES WITHOUT CONSENT OF THIS OFFICE. BACK CHARGES WILL NOT BE ACCEPTED WITHOUT PRIOR WRnTEN APPROVAL BY OUR SERVICE DEPARTMENT AT CARPENTER CONTRACTORS OF AMERICA. INC. 877-293-9467 THIS IS A TRUSS PLACEMENT PLAN. ITS INTENDED TO AID IN THE INSTALLATION OF TRUSSES. ENGINEERED TRUSS DRAWINGS AND ARCHITECTURALS SUPERCEDE THIS DOCUMENT. ---------- - — REFER TO B PACK FOR CON ECTIML PLUM TYPICAL 7' SETBACK CORNERSET LABELING AND SPACING r ! 1 F-1- (-1 i- cs a i'i30 Labeled End Mark SHINGLE ill •• General Notes.:' 1) N P.W dtcnl Iraww, fiat bu - ad flat hm the bpda ��,� z)botper, to tvb@I IN Srp,on H�uscd utl® alhr,he 8) N bm Rodmg Iv 2V QC, Wm noted. 4) Pw Tram Pq6 ket'hd, OCR -Ell r,mmnrtdoVon Pad X-welt AwA b. Ooed at a mmdmun ,pocinq 15' 0.11 avow the W^ to W np,atd A a maorm,n of 20' Wmm each Pl,w fonder .0 6odOw d Wo iq a.ma. ROOF LOADING SCHEDULE TCOL a 70 PSF PSF BCLL = • PSF BCDL _ 10 PSF TOTAL T= 37 25 % DURATION WIND SPD/TY'PT= 160 ENCLOSED 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 desiggn� & connector plates u d.rcd for ASCO7-I6 and maximum forces Gam bh nrnu and claddings and—,nwoet,.,, systems. • These wsses have been revieuxd to tarty an additional 1 OP psf nnnconcurtent twttom chord live load. FLOOR LOADING SCHEDUL TCLL = PSF TCDL = PSF BCDL = PSF TOTAL = PSF ROOF DESIGNED FOR SHINGLE ALL REACTIONS AND UPLIFTS ARE SHOWN ON ENGINEERING WALL KEY DESCRIPTION INIr. DATE wwe LOAD% DESCRIPTION MIT. OATS = sane, tmt van, Im tt.1 Jm Uwe 01 99--CARPENTER CONTRACTORS OF AMERICA 3900 AVENUE G N. W. WINTER HAVEN FLDRIDA 33880 PHOND (8oW 959-8806 FAXt (863) 294-2488 BUILDER D.R. HORTON STATEWIDE PROJECTCREEESIDE MODEL 1828/CAU/4EBB CCA PROJ/MODEL/ALT 7A5/ 182EC,E/ 02 ALT DESC OTC dwo-(, 181QtTia' Cdit O0v L04 LOT 21 BLOCK DESIGNER EPAGERFS DATE 3 30 17�N&334501RLEE Builder: Project: Model/Building: Lot Alt: ENGINEERING PACKAGE ,DR HORTON /STATEWIDE �7A5/320 CREEKS IDE 182EC,E Lot: E21 �) Address: ................... _ .............. ­ ........... ................................. ........................... JobNumber: N334501.. Block: Unit:__._ Revision Date: New Load #: R101 i CARPENTER CONTRACTORS OF AMERICA, INC 3900 AVENUE G. N.W. WINTER HAVEN, FLORIDA 33880 PH (800) 959-8806 FAX (941) 294-7934 ALPINE March 1.3,20.19 AN IT . W . CO . NIPANY Mr. bob.Mldhaelis Carpenter' Contractors bfAm&ricia,Jn'd_ -39op Avenue G.. Northwest Winter Haven, FL 33860-6201 Re: Alternative 1hSAAllations.. for a single 019. carried truss with a width Jess than the hanger width, and. wood.blocking to: achieve full de d Oce..rn un' sign load f 0 . tod. hanger attachment .supporting girder (Reference detail WMM2)... Dear Bob,. Fora single Ply carried truss ''with 'a width less than the ha'inger. width -you. can install prefabricated jack k) blocking:. ord.gTades, �b or sbabtruss�C for i ckihgi.- The, chord: sites ch and Alpirfe.."Odhh*6 t ... . . C. ..". ` � .% pl�ife(s) to .be-th*e'.seirrie�asthi�sirig.lia: y -carried truss. The prefabricated jack -scab truss - (-);Will have a.:minirn .mu jppgthqf 4V' and will.have a it6h.:of 5112.. The single ply carried'., truss shall hav6g reac'on of 3,500#orless. Attath.. orefgbricat6d,jack:scab.tr.wit two rows 4 `0.128"x&O�"GUn Nails at'.2, I -O.C. per row, -staggete d I ":(Se%e*FidUe6 1 -the Slim . Catalog _ps_qn.Stron.9:7 eC- -.-at . 09 C7C 201%. ppgq 216. Figure :3 for more informa it; om Figure -1 Fora single , I' ' ltd,�that requires Wood'blocking ' to,*dchle'vefull design load Value for face -mounted g e, p y,,,g. 1 9 hangers -attach: one wood.. block M tothe back face of the single ply girder with the same size. and grade-asthebottom. bhbtd, Of the. single ply girder.. Thevood: block length to., be. sUdh th�itthewbod blocking, ..extend§ to each adjacent . points ;(webs and bqUom'ch&d inte.rsectjon.s­),::. Attach wood. rows.-Qf, 0.128,,.� x3..vi oun N6ils per4row,. staggered 3. 0" applied to., the www.alpineitw.,com ALPINE ANAWCOI-VAW single p 0 J! - ply -girder fbce�; With an additional (.2* 0, 128N&O Gun.Nai.ls at each: panef point applied to 'the, Wood No*& -face ('See Fig uleb'2 b-e'Ib.W).._Pieas6 t6W'to the Simpson Strong -Tie Catalog Ct**l - '20.19 C -pade 216,. Fio.urd-I for more irifdftnatioh. Figure 2l' The -application of pr6fabdcated ja dk"s'cab truss for wood fille blocking' :or wood .blockipg to: achieve fUll. design load value for face=rno.unt 6d h4ngprs Must be :approved by the. hardware manufacturer: All dddie' -and end: distances, and'. spacing: f . br* all nail 6bnnedtidh8'MU8t, be sufficient to 'OreVeht-.8plitting of If I can.be of any further assistance,.or if you have anyquestions, pleaselive -me a 'call.. Williani H. Kriq'kzjP.E.. Chief Engineer* Alpine. ah.*I-rw Company Engineering Department. Orlando; -FL of 6750'Fb'r'um: - Dfi\(e. Suite =305, :Oilando, FL 32821 - (800.)5.21 -.9790 - (863) 422- - 8685 O-W . I. vl ALPINE' *j HWCOMTAW A.pdl 2%,2019- Mr. Bob Mich'6611s Carpenter* Coritradtort -of Arnen' da, Inc. Avenue ONorthwest Writer Haven, FL 33880-6201 Dear Bob,. .Rd*- Stron'Obaick bridging. 6h tbbf trusses. I understand -there. is -sothd concern over oUr'feddfntnendat16ns f6r.'strdfidbaick. bridging on r'oof�trusisses, Sfi-on . gback bridging for roof trusses isnot.a.requirement'ofANSI-�!'PI:ZQ14nor,isi.t.a i mentof*.the Building . . . .,Co . Component �66�6 1. reciure. briont Safety, Information But strongback. bridging' '66 roof. :trusses is recommendod by, Carpenter Co'W46tom ojjf . Smerica. :Str_pnigbadk bridging ser'V'&_'5' the.1._folIpwipg..jW,.Q,_ functibb.s;' - One, bridging aligns the bottom -chords after they: are- set so.. they are upif.orm, along the ceiling M6 and hilio-i- -Twoi bridging reduces d6flectibn adjacent of adjab ht -trUssds:, d Strongback bridgAng".doe' s: dot...-Or6Vent. or reduces -overall individual d6fiectiah, especially -ahy. fi4 rn rq. y �Ijnch. roof trusses ._.q in 1/4 .... .. .. ...... ­ ... .. .... . .... .. �*Pg_, .. . . ........... ... ... ... . ... ......... .. ....... ............ ... ..... trusses does 'not serve ­.Asteffi. - ra oe permanent manIcint: bracih %and is not rongbaqk bOd'9fp9 i - n roof. 0 - of trusses 15.6 , F.Y.. .. bracing _. . :; . .intended to . distrfbUid. or design loads. between itutses. Consequently, no design load"$ hAVJ�v been accounted for -Aft this. detail and i�bhHhUbLis- strohgback.bHdgihg should . . ; hotbd Attkiliedbetween- cot . nMon . and girder trusses. The. use :of strongback . bridging shall . not. '.intarfere With other* design - cbnsidefati6h's as specified :by the, En gh6br'.cif R6cdircl or the Building: Designer. The outer ends of the bridging shall I be attoched.10 a wall or another secure end. restraint; or aP.sppdf11ed'.by the 5ngiheeit of R660fd6(thd Bu'ildinq.Dasj&&r. Strofi b6ck- bridging'shall. be -'a. minimum 2X6 norbinai lurOb6r. oriented -Ah 'the depth A .9 . Attach with Po nails 4tr e�ich intersecting rhemb&. *.When -ext ndidg the. 1 (3) 1:6d - mmon. nails (0J62!!.x3*.5") e back bridging overlap by Af a.minimpm p twof .strong. trusses.. The Jocatim of be: strongback- bridgin maybe specified :by'the Tru'§s Manufacturer,. Eh&e& of Reidord, or Building Designer.- Pleiase refde-:to. BCSI "Strangbackihg'Provision.s" or -to Ajp!n6::STR8Rj8.R1..O1,4 detal) for more. information. The graphic ecl) is for shoWh (FidUr'- n Jllu&Ove piirpbse only. 10 .6760 F.6rurn Drive: Suite 305, QrlMclo, FL 32821- (800).521-9 . 79G.- (863). 422-8685 VVww .Ipineitw ..com ALPINE Figured. If L.a in b6 of any futffilbr assistance` or -if you have: any questions; please; giveme a call. Willi6th.H.-Mck O-r-. Chief Engineer Alpine an ITW.' - Go - mpany Engineerind'D605rtrriebt Orlando;. FL 3282T 6750 . Forum Drive Sulte:W5, Orl6n'db,- FL 32821 (800).5211-9790* - (8153).422-18685' ..:,CQM :BRIDGING TOGETHER ..ATTACH SCAB WITH 10d;BIIX/ NOM 'IN LIEU.'OF SPLICING AS ' SHOWN, LAW HEMBERS- FOk:AT LEAST ONE TRUSS,;SPACING REMMENDATIOUS i ! - -- . '--. -- -'r---_- or roof ,system. Re�er +.he: Truss. Design each IndMdUat truss component, ' -- 6-truts- system to help | ^' / In: adolt tb-aidirig ',In tbads hetnei6 adjacent 'STRON68A.tk DATMTNG ATTA ' , ^mrTW4MMmW web bounce. or ressiqual vibration. -r0sUVtIn0: from Joor Uenhanced uy +ne Inuqt --�- by Alpine. For adckionatbu�h | i `�-�-' --__, _____`=Component . / -..~`r ^..~~^...~ r4 _ �0/2-b[N AM I'i7i .•.,bF14t!-L'F Iy.S■' H6�.PNCM4... ... .... .. .... 'MIMIT61 IF' #�r.CE -S "Of' _�#�rs:����rzat4 44AI " -XAL A-14HING MORE .. `d : htF t TEq• LO Q�l��.iTC{ IDjF 'F'-fin 1Q U i iCD1 'Iryig1�ll,tS�i I7kL.- QY DE'r.' it ���y'Atit3: [�!':Q{-wl .44 !til„i ,•.';:+idtili�l 6r.Pc :' •�.�b cl I73 NNW 'BOY' i1 IF., �5f; PA���3_�`i�r�; .gib: Si��.' �,�AUi. �L1�:�#w` A -OTHE4 DATA Uzi#'irre `ratdta -"-s J• .�l4ST•dLL At E5.TO. - V�M(�Yfi: it 'doll.. Al fit, blot 66-'�kff;:�"� •ib4s.o �.t ri k t . a ' 1. `.'.� f rye :..• : cam i :::... aq • .1 •.F >z��•x � "aa,,,,,.. � � :,�RT:�,;,; °�..Ii�:'..r:r.-r-�•,:;,_ °..w—,: ....aa.�..;_:-� �:�.. - , . �--�.r-_._;, • .,;4-"rc-W-:.;.;•'.,••` '-:• .:: is , HIREAWA .,. Rb .. MV- of ewom$ ;.w.jr- Cracked.or Broken This drawing specifies repairs for a truss with broken chord or web member. This design Is valid only for single ply trusses with 2x4 or 24 broken members. No more. than one break per chord panel I and no more -than two breaks per truss are allowed, Contact the truss manufacturer for any repairs that do not i comply with this detail, (B) = Damnged area, 12' max length of damaged section u U a Minimum rlalling 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 lengths) = (2)(L) + (B) Scab member length (S) must be within the broken panel, I, Nall Into 2x4 members using two (2) rows at 4' 'o,c., rows staggereq, Nall Into 2x6 members using three (3) rows at 4' oz., rows sttagger'.ed, Nail using 10d box or gun naps (0.128'x3', min) Into each side member. The maximum permitted lumber grade for -use with this detail Is limited to Visual grade #1 and MSR grade 1650f. This repair detail may be used for broken connector plate at mid -panel splices, This repair detall may not be used for damaged chord or web sections occurring within -the connector plats? area. Broken chord may not support any tle-In loads, s Member-: Repair Detal.l Load Duration = 07 Member forces clay be Increased for Duration of Load Maximum Member Axial Force . Memberi Size L SPF-C HF DF-L SYP Web Only ' 2x4 12' 620# 635# 730# 8001t Web Only ' 2x4 18' 975# 1055# 1295# 14150 Web or Chord 2x4 24 975# 1055# 1495# 1745# Web or Chord_ 2x6 1465# 1565# 2245# 2620# Web or Chhard 2x4 30i 1910# 1960# 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 2975# 3045# 3505# 3835# Web or Chord 2x6 439541 4500# 52254 5725# Web or Chord 2x4 48 3460# 3540# 4070# 4445# Web or Chord 2x6 5165# 5280# 6095# 6660# s• j Nlnlnun L nktnnce i, L -2W L L 4' o,c s �Typlcal -- L i O 4 O + O + O Ithbun L HIMIM nce n s Stagger = Back Face llMoci Box (0,128'b x 3', min) Nallsl o = Front Face 2x6 Member - Trl lee Row Staggered Nail Spacing Detail ' L Dlcianee E L saVANNaIss READ AND ro1.LCV ALL WTU oN tNis naAvlNal REF MEMBER REPAIR wwwotTANTo ru NIsN Tint mAvoa Tn ALL eaNTWDRs Il1CL Lllar TtE INSTALLERS, Trusses nqulra ewtrenr earn h fshrleatMC, halWlho, a9JppFw, lovialll and hraehla. Refer to and DATE 10/01/14 follow the laiast W141. of RCSI GAdkV C-rowwnt Safety infrornotbay'6y TPl and SBCA) for sefety practices prior -to perforn1np ihese funetlama Installers shall provide :tanporory �hraeNp per )CSL uMiaa noted otherwise, top chord shop hava properly attached etruetWal sheathYlp antl bottom Chord DRWG REPCHRD1014 �„ shag have a properly attaclkd rr.��oW er3lhn�a,, Loeatlona shorn For perm -,ant lateral rastraht of webs r1 �� "K have broel19 installed per HCSI seeifar+s )S. 77 or 710. aY appatablf, VY plates to each face Q11 I U 1� of trues and position an shown above and on ihs ant Ifataas, wiles 14etedd �W"rriso Ll.�r� Refer to drawings IUA-Z for standard plat. poslid" , 1 Alpha, a dNlslon at ITV nd%o Components areup Ina shaLL gat b rsaporolble for o deviation iron AN 11W MPANY iNs drawing, any tollur,t is bulltl iha truss h con/ornance rhh M$ /TPn 1, ar for bond p, shhlPDha. ' hstailatlon 1. •yadtp of irusses. A aaal'an this droetnp or qover poppes I1reYp iNs drorhp. 4rsmtes acceptance of profrsrWnd .rphrarb ns fb1 able for ilia 4sgn shorn. The adtabllty antl use of INS draahp 173ap Lakeftonl DAva for my sle•uet+rr Is the raxoWO Aky oP Ante 8J4Mp Desgner .per ANSIRPl I seed. r EnrlhaakeftotDAve for non hfornailon she thbr Job�r general notes page AM ihese web rites, SPACING 24,0 MAX ALP ww,al neltw,eanl TPL vve,tpinatorpi SDCN wwobelndustrgarp, ICG rrvJecsafs,arp I Lumber size a r.ft?x ions Purons ./Latatmi I . iialp4m.4, IZIOGE BOARD RXG) WIRY SPACING bli battar -&lfierq BEAM.AVERY MR06 RAFTERS TRVMS- ' VALLEY-FRAWNG VALLF—YRAFTEP,.OR MOGE cm 1pPleb--4'-V`ldr-36 psf t:rL)'s.nd -26 Nf (.TD) Mak. pe So m w .. 4-".. 11 ... 1. 1 lb, . . . - r - ork(ny.ki id ollfbl , ild§o- Wtimbthat _rl�pfe focatlons are §GnFd,bqtw"p rows'. Ty P) VAk LE" `K(� i OV P"LAR - COrl-66ii - ti4n [k*6q.d!,rem.eq(-NqLes 4 Nald&-49114' 3. cfj00le.,t&ftfibi. -416dloemallt 4. Piftit(d.t.1dipaedb1bWht. 5 MtOla..two ZX6 *lcepers.* 415dtoeI-hallls S. -slelepd? tdAndi* 4'16d td&ftlli T.wW.*.2Ws14EkTVWfi7Ll" 3 .10,0 t6&.n9Us..ea.ch slaeper.jktruss .6. .:Mdge:bobrdti3-t.00f black 4 16d toe-ngtls .7, -.R7jd's`e-.bc(.2id fo.tr.Wes- 4 l6d.Wleiiwlts 3 --Fruffld tq (T)i- Als.oua-nails- .10, Trussld;tr*Phf� 414dtoVrtail5 Tril'" iJpple 4.1G.a-t0evtMft #pTKERy, IFSLEEPEPSARF USED) .13. '4bllirbeikllo tb Y-81W 4 l6dlwle-nalls. AcklRd xdttg- NAILS kbt,;;rl'�b(q,0aW.f;ici eldt(eWirafter, f; 0,il-11" 57) c .04. RKM i., f r.o d . ld s ;6(616 aslong asithqpropefmumtier ctfnzuls are h ri�nsfallHW.rldge.. 6�r rafter if u Md§:co'ndl9onS. q.:�knOrra. F . w, bi '26'rV br" &Y . I - "t m 4 , e..•t mn u6miirkis; T 30-fact. 6the I . . .. . . . . . -Max[mum wfio.A i". W� 11. U�10,.igted Me. .'rl*rdbf height. 'YL -4 -0 mphlIndbsed, Cat It, .KA.MExtmum DfAX E 710,18U mph;rndiot.d,-Exp,D; wHaatxar.-wA Am, T L4 PIUMING 9t'.36 46 54 REI` k'fAW*,!L MOM IT= WAVM M WX t TAMM law-ut-ffALL TC Mr I ZO 7 DAM 10/q�/14 -, MG lvw� -&f.. L. !;Xr •- fam. Iuw milest id IL p W� �_g pr— -fd psrf-w-j' _x -pq.- k)rw fied 0 .0 0 0 ORW.G %%-9NVl80l0l5 60gk I .8TATS, nt Zh&lt Mif .As#HkViI "fx�� IT— =1 0 -trW -4 1 11 - LL .0 Owl! A3j:*37-,'.0 qpp&;Wt- -,AdW.4lr-c(= f BC 0 0. Rq..r %* dr.g-waff 164L,-Z, lrdr Lndwd pAatc pos 14nw 5i) 47 61 C2,,�tr P,,Id Ismu. r�. *4 r—c# t—.. devic U 1'. OWrAW 4.t� & Msion -P VV tte hl=. fzh4mi, wfih _0QMVT?l -Lor to M Trw, MY rku-66 IT. "-hW bTj _AB:0v 4— t 'Simpson Strong-Ti6.0••• Constniction Connectors• Face -Mount Hangers - I -Joists, Glulam and SCL s These products are available with additional corrosion protection. For more information, see p.15. Codes: See p.12 for Code Reference Key Chart. 0-1 m 1 IUS2.56/16 21/2 x 16 MIU2.56/16 U314 HU316 / HUC316 "�MII19.riR/1R 21h x 20 MIU2.56/20 21/2 x 22. to 26 ,MIU2.56/20 29/16 x 91/4 to 26 .fiAu1319/9:..: 3 x 11MIU3.12/11 7/6 HU212-2 / I tIU325/12 , HU3.25%16 HUC3.25/1 nuuoo.a f NGU"S3,1 CGU3.25 HHUS46 31/z x 51/a HGUS46 HUS48 ( 31/2 x 71/4 HHUS48. ( iunnc �o IUS3.56/9.5 MIU3.56/9 U410 HUS410 HHUS410 31/z x 91h HU410/HUC410 HUC0410-SDS HGUS410 L603.63-SDS MGU3.63-SDS • - 2% 16 2 Min. (14) 0.148 x 3 - 70 1,660 1,805 I1,805 1,425 5155 1 a5 Max. (16) 0.148 x 3 - 70 1,805 1,805 1,805 1,555 1,555 1,555 • - 29/r6 15716 21h •- (24) 0.162 x 31/z (2) 0.148 x 11h 230 3,455 3,920 4,045 2,970 3,370 3,480 6 ✓ 29/16 101h 2 - (16) 0.162 x 31/2" (6) 0.148 x 11h" 9,10 1,945 2,205 2,375 1,675 1,895 2,045 • ✓ 29fi6 141/a 21/z - (20) 0.162 x 31h (8) 0.148 x 11h 1,515 2,975 3,36013,610 2,565 2,895 3,110 IBC, FL, •' -: 2��6. 177h6` 21h= 1 {26)" 05162 x=3ls,', 1 , (2) 0:148 x 1 J2" ; , 2. '3,745 4;045'g 4,045;f 3 220 3,480 3,480i LA t ✓;" 2* _ 14"la, 21/z'.-; (20) Q:162 x 31h"..' ; (8) 0.148 x 11h, .� F1515: �2,975 3,360I'3,610" 2 565'1 i2 9S" 3;110� • - 29A6 197/i6 21h - (28) 0.162 x 31/z (2) 0J48 x 11/z 230 4,030 4,060 4,060 3,465 i 3,495 31495 • ✓„- 2946 191A' 21h; - (28) 0162 x 31/z (2) 0,148 x 11/z "' °230 4,030 4,060 4,06013 465 3 495 3 495" 29/16" wide joists use the same hangers as 21/2" wide joists and have the same loads. 3 (a E ,t3'�16 1'lz Nlax. ,- (10) U.10Z X.5 %2 (W) Mel%TX 6: € r ,t qou 3,u4u; .?,cau c'OuP c,o�� c,ov_v. IBC, • - 31/a 111A 21h - (20) 0.162 x 31/2 (2) 0.148 x 11/2 230 2,880 3,135 3,135 2,475 2,695 2,695 FL, • ✓° {^s1/6' t{l9/6 21h Max: (22) 0.162 x 31/z (10)-0.148 x3'-" .,7a513275 3,695 3,970 2;820 3l 0-� ?{25 • 31/4 ' 131 Ar Max; ,` (26) Q.162 x 31h' (2).0148 x 3, ,;I , b5 3;870 4 365`j 4,695 3 330: 3;755 4;040 - • "- 31/a , 9 •` 3. =, (12)/a-" x,21/z'.SDS {6} 1/a rX21/z_ SDS;; 2 a'.i , tz3.i5 i.?15, 1,31 ', 3f3U01 `!.:?14,71r3 FL h. • 3a 85/sr" 4_- , •(96) 0,162 �'h�„ (16) 0.162 z 311z , 4,095 9,100, 9,100,9,i00" 78251 7,825: "7;825, IBC, •. 3?/a " 105/6` , . 4 - (56) 0162 x 31h':. (20) 0.162 x 3'1h : 5;044 9,4"00I 9,400' 9 400 8 085E 8,085 8,085, FL •' " = " 8td 0' 4= , "z; /x I3�1a '" 5'555 6720 731i, 265h • - 3% 5Ya 3 -.(14)0 .162 x 31h (6) 0.162 x 31/z 1,320 2,785 3,155 3,405 2,395 2,715 2,930 • - 3% 06 4 - (20) 0.162 x 31/2 (8) 0.162 x 31/z 2,155 4,360 4,885I 5,230 3,750 4,200 4,500 • i," = 36 si '61�y6. , 2"` '- . {6}�Oi162:x31h _ "`(6p0.162 x31h,i 1 320, 71 595 1,815 a1,9fi0- 1;365 ,1,55''S, 1,680 rnnN. Icn .:�Ur fol ni'ao„414 .35d Ct":1M1r1 A7.7r1�,I�G idn'>Q Al 9; dnCl�i.I d`d75= • - 35/e 91/2 2 1-1 (10) 0.148 x 3 - 70 1,185 11,34511,455 1,020 11,160 11,250 • • - 39A6 81% 21h - (16) 0.162 x 31/2 (2) 0.148 x 11/z 210 2,305 2,615 2,820 1,980 2,245 1 2,425 • • ✓ 39/16 81/6 2 - (14) 0.162 x 31/2 (6) 0.148 x 3 970 2,015 2,285 2,465 1,735 1,965 2,120 • - 39/16 1 815/16 2 - (8) 0.162 x 31/2 (8) 0.162 x 31/z 2,990 2,125 2,420 2,615 1,820 2,070 2,240 • - 3% 9 3 - (30) 0.162 x 31/2 (10) 0.162 x 31/2 3,565 5,635 6,380 6,445 4,845 5,486 5,545 • ✓ 39A6 8% 21h - (36) 0.162 x 31h (12) 0.162 x 31/2 3,235 7,460 7,460 7,460 6,415 6,415 6,415 • - 39/i6 9 3 - (12)114" x 21/2" SDS (6) Ya" x 21/z" SDS 2,2t9,1 4:500 4,500 3,240 3,240 3,240 • - 3% 91A6 4 - (46) 0.162 x 31/2 (16) 0.162 x 31/2 4,0 9,100 9,100 7,825 7,825 7,825 I3C, • �-3 8 to 30 41/2 - (16)1/4" x 21/2" SDS (12)'A" x 21/2" SDS 5,5 6,720 6,720 4,840 4,840 4,840 LA 91/4 to 30 41h - (24)1/4" x 21/z" SDS (16)1/4" x 21/2" SDS 7,2 9,450I 9,450 16,805 6,805 6,805 El r SUE® U z z a 0 0 z 0 F- (n z 0 U) m N O N U U 46 See footnotes on p.150. THA/THAC Adjustable Truss Hangers �j 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 adjusta6ility 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 y Finish: Galvanized. Some products available in.ZMAX® coating. C See Corrosion Information, pp.13-15. v Installation: 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 1/4" from the edge of the top -flange members. For - »­th2 THA2x; nails used -for joist attachment must be,clriven at -art = - a. .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, THA21.8 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 35/8" (except THA413) and larger, with no load reduction= order THAC hanger. Codes: See p.12 for Code Reference Key Chart 13/i for THAC422 for {22-2 126-2 EVA THAC422 1Yi typical 2'h' for THA422.2 and THA426-2 THA418 Double 42— 2 face nails Use fulltablevalue (total) Single 4x2—_1\ 4 top nails See (total) lIs e nailertable } 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 head4 ® i Double -Shear Doubla Nailing Dome Double -Shear Shear Side View; Nailing Side view NailingDo not (Available on Top View bend tab some models) Typical THA422 Top Flange Installation on a 4x2 Floor Truss THA44 Face -Mount (Min.) Installation ryNicai 1 n„ca Top Flange Installation 'or to tnote 5 p.187 86 Simpson Strong -Tie® Wood Construction Connectors N y ; w Adjustable Truss Hangers (cont.) These products are available with additional corrosion protection. For more information, see p.15. 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. 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 11/2" min. top flange are based on a single 2x carrying member; all other top -flange installation loads 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 11/2" nails 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 naiing requirements (see drawing on p. 186) and, achieve full tabulated top -flange installation loads. 6. Refer to installation instructions regarding fastener installation into carried Ooist) 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. 217-22 for fastener information. 18 0 LUS/MUS/HUS/HHUS/HGUS Face -Mount Joist Hangers ��EERfp �* 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. b' The double -shear hanger series, ranging from the light -capacity LUS hangers to the highest -capacity HGUS hangers, feature Innovative double -shear railing that distributes the load through two 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 1'or we1-dd ed or nailer applications 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 Do not bend tab Dome Double -Shear Nailing Side View (Available on some models) 1' for 2)es 1'1Ae for 4)es� 3 � a rc Le i0111 N �w B LUS28 VJ HHUS210-2 W HGUS28-2 MUS28 Typical HUS26 Installation with Reduced Heel Height (multiple member fastening by Designer) 19 LUS/M US/H US/H H US/HGUS Face -Mount Joist Hangers (cont.) Q Q Q 1. See table below for allowable loads. Model No. in -,Dimensions Heel Height (in. Ga _ -.H B Fasteners Car rymg- _ Member., -`, Carried " 'Member, ". Single 2x Sizes LUS24',:z J '27 18. a .. 1146 " 31/e 13/4" (4)614& 3',;' '` (2}"0.148x3 _,: LUS26 "";" '.41/4,; 1916 43/i " 1`4 °` {4}©.148-x3 (410148x3';'. MUS26 4111A6 18 1 9/6 53Ar 2 (6) 0.148 x 3 (6) 0.148 x 3 HUS26 4§4B 16 15/s 53/s 3 (14) 0.162 x 31/2 (6) 0.162 x 31/2 HGUS261; LUS28'. - 4OAi r � ; 4 46�'` ' ,12' 18 , 1 S/8,, ` •1 sha " ,5s/s ` =6% " 5 , ` 13/4 (20) 0.162 x`31/a: (6j"b 148 x 3 ' (8)'_0.16.2 x 31Jz a'. .. (4) 0J48 x 3,," MUS28 65A6 18 1 B/ie 673A6 2 (8) 0.148 x 3 (8) 0.148 x 3 HUS28 61/2 16 1 5/6 7 3 (22) 0.162 x 31/2 (8) 0.162 x 31/2 HGUS28 6946 12 16/6 71/s 5 (36) 0.162 x 31/2 (12) 0.162 x 31/2 LUS216 % 41/4 = ' , 18 1 s/B" 7t3N 1�3'4 , '(8) 0.148 x 3'� (A). 0448 x 3 HUS240 ', MA, - 16 715/a . 19 3 q a (30) 0.162 x'31/2, (10),0162 x 31/2 v^ HGUS210 ' .8shs., 12` 1"s%. ^ r',g'le ' •;.5 . ` " (46),,0a62 z 3112 (1,6) 0.162 x 3'/z;' These products are available with additional corrosion protection. For more information, see p.15. For stainless -steel fasteners, see p.21. Many of these products are approved for installation S with Strong -Drive® SD Connector screws. See pp.•335-337 for more information. DF Allowable -loads SP Allowable Loads SPF/HF Allowable loads ° Code Mode( Uplif1 ,Floo (100) (115}:: RooSowNo. (125). " (i6d}` , (160),-, floor (100) Snow {115} ''Roof (125} Wmd (160} " Upliftl; , (160), Floor . {10'0} Snaw (115) Roof (i25) Wind; (160) Ref " -' Single'LxSizes` ` LUS24; ` 4 ;, fi70,' 765' 820_, )' 1,045 w '( 35 . '_ 725 825 890 . •�112D "`495 565 645° r770." LUS26 1,165 865 990 1,070 1,355 1,165. 935 1,070 1,150 1,475 865 635 725 785 1,000 IBC, FL, MUS26' 930 1;295' 1480 1 560 ' 1 o6S". 930, 1405 „ """1 560, „' f 503 1 00 81r. -955 �1090, . 1,1$0 1 0" LA HUS26 1,320 2,735 3,095 3,235 3,235 1,320 2,960 3,280 3,280 3,280 i,150 2,350 2,6E30 2:780 2,780 HGUS26 Via. '. 4,340` . 4,850 ' 5;170 s ° 5,390 8f a - t ` 4,690 5,220, 5'390 - 5,390 7430 , .3,225 3,61p ° 3,87fl 3,965'''. IBC, FL LUS28 1,165 1,100 1,260 1,350 1725 1165 1,195 1360 1465 1,730 865 810 925 1,000 1,270 MUS28' 1 1,730• 1,975'" °':2,125 2,�5� < 132 ,, 1815. -7� 135 °;,,2,255 � ;25o s,�{�[?C e1;270 _ "1"�45,5 ,•1;5�5 1,955 IBC, FL, LA HUS28 1,760 4,095 4,095 4,095 4,095 1,760 4,095 4;095 4,095 4,095 1,48D 3,520 3,520 3,520 3,520 ,HGUS2$ 1f6at3,.: ia2'S ..' 7,235': ,:7,275 7,275 1,G 0 ; „ +,2x"o, " ; s,275 7,275 7,275 . ., 35 5?0: 3;820 3;915". -4,250^' 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 1 113C, FL, HUS210, 2,6s„ 5,450 �£ is- 5y833 5,530 2,635 '5,395 .-5,71Q. _5$30" 5z10` ..2.22t7.; ,s3 245. 253 2,825;. LA HG11j211i 2,090 9,100 9,100 9,100 9,100...:. 2,090 9,100 9,100 9,100 9,100 ,525 6,340 6,730 61730 6,730 1 IBC, =L 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 94 Acute 'side , bpeciry angie Top View HHUS Hanger Skewed Right hoist must be bevel cut) All joist nails installed on the outside angle (non -acute side). Simpson . . -" Wood Construction. - . LUS/M US/H US/H H US/H G US • These products are available with For stainless Many of these products are approved for installation additional corrosion protection. steel fasteners, B with Strong -Drive° SD Connector screws. For more information, see p.15. see p. 21. See pp. 335-337 for more information. Double 2x Sizes 2/d'; 18 3/' 3'/. `2 (4}.0.162x3'Iz 1X'h, �, 80f" 0 8620. 1,245 355.. 690 , ,7$0 , • 8,45` ,1,070° HHUS26-2 4-54s . 14 ..3?!a 3-%, 4?le, 5a/s -2 3 {4}=Q:162 x 3Yz . (14) 0.162 x 3'/z (4} 0162X 3yli (6) 0.162 x 3"/z ,1;Eor a 1,320 ,1,03D'+ 2,830 1,17q , 3,190 1y265 3,415 1,,595 4,250 914 1,135 885. 2,435 1005 2,745 1, 09p 2,935 ,1,370 3,655 HGU526-2 ' 4s/is 12 . 3-516 5346 " 4 (20) 0.162 x 31/z " (8) 0.162 k 31%z 2,155 4,340 4,850 5,170 5,575 1,855 3,730 4,170 4,445 4,795 ® :LUS28 2 > •`w 49hs " 18 " 3'Ta` 7 2 ; (6)°0.162 x 3"Iz : (4) 01s2 x 3?/a fiG 1,3i5 149D 1 610, Z;030 914..,, 1130 ,1;280, 1385. 1;745' IBC, F MHUS28 2:; ( 69h6.R ',° 14 35�i6 7?/4 6 (22j 0.162 x311z, (8),Q.162 z 3'h , _`<0 `4,265. ,4,810 3,i55. 'S,9$0 '1,515+ 3,67,0. 4135 .4,435 '5;1'451 LA ILIK104 '.6M6 .18 31/s 1 9 2 (8) 0.162 x 3'/z 1 (6) 0.162 x 3'/z 1,445 1,830 2,075 2,245 2,830 1,245 1,575 1,785 1,930 2,435 ® HHUS210-2 .83/a 14 3-A,, 81A 3 (30) 0.162 x 3'h (10).0.162 x 3'h 3,550 5,705 6,435 6,485 6,485 3,335 4,905 5,340 51060 5,190 HGUS210-2 1 8s/6 12 3-'Ar 9% 4 1 (46) 0.162 x 3'/z (16) 0.162 x 3'/z 4,095 9,100 9,100 9,100 9,100 3,520 7,460 7,825 7,825 7,825 Triple 2x'Sizes HGUS26 3 4'3tis "''.12" '41$fis 5'lz1 (20j=0 762 x 31h; :: (8) 0 762.`X 3?/i 2,js5 4 340' 4 850 ,5170b 5,5Z5' 1;855 3 730 9,170. 4;445: ;4,795', IBC, FL, HGUS28 3 616 " 12 4151ib 7'/a Q " {3b�:0162 x 31z {12) 0.162',x3'fi 3j235 7460'', 7460"7460, . _ 7,45Q 2,780'' 6 415 '6;415 6,41 6,415 _. LA HHUS210-3 83/e 14 417tie . 87/e 3 (30) 0.162 x 31/z (10) 0.162 x 3'/z 3,405 5,630 6,375 6,485 6,485 2,930 4,840 15,485 5,575 5,575 FL HGUS210-3 813A6 12 '415/6 91/4 4 (46) 0.162 x 3Jz (16) 0.162 x31h 4,095 9,100 9,100 9,100 9,100 3,520 7,825 7,825 7,825 7,825 HOiUS212 3 a 10 % ^ ,`,12 , rie iO3/a `=4 - 1 •(56) 0.'162:x3h.; a {20} 0.162'x 3 h r' r eu cr ', 9 L?4 ..� D4� 0, 45 ,. , 9DD' r 720 7E) 80 �.' t t8, LA „HGUS214 3 725/s :' 12 ; -415h6. 123/a ;4 (66) 0,162 x 3?h ('22) Q,,162 x 31h 695 1Q,125 10,125 1p 125" 1Q,y25 4;90D .8,190 ,;8,19D 8,790 $,19oF; Quadruple 2x Sizes N8US26 4"s; _ 5?h 12, 6slib 57%d `4 (20}"0162x3'h,', 8}0,162X3'�Zr ,2,155. 4,34D 4,850 517D 5;575 1 855: 3730 4170 4,445 4795 IBC, FL, HGU928-4 71/4 12 6e/i6 73/i6 4 (36) 0.162 x 3'h (12) 0.162 x 31h 3,235 7,460 1 7,460 1 7,460 7,460 1 2,780 6,415N 6,415 6,415 6,415 LA HHUS210 4 I 83A 14 61A 87/a 3 (30) 0.162 x 3'h 1 (10) 0.162 x 3'/z 3,405 5,630 6,375 6,485 6,485 2,930 4,840 5,485 5,575 5,575 FL IBC, FL, LA 4x Sizes .LUS46 - , A%-. ' 18 39/ , 43/4 „ 2 (4),0:1,62 x 3'h', (4) 0.162 z 3'Iz %((ra0 1;030 1170 1,265: 7,595' ; 91D:` 885" a;1,005 1,090..1,370,! IBC, FL 0. " HHUS46 Oii6 ' ;:14' 351s 53lis :3 04) 0, 62 x 31 iz , (6) 6.162 is 31h 10 2 830, 3190 '3,415"" 4;250 i 1". 2 435` 2,745: 2,935 3,855 LUS48 44 18 39Ar, 63/a 2. 1 (6) 0.162 x 3'/z (4) 0.162'x 31/z ' ,060 1,315 1,490 1,610 2,030 910 1,130 1,280 1,385 1,745 IBC, FL, HUS48 61A 14 3s/16 7 2 (6) 0.162 x 31h (6) 0.162 x 31h 1,320 1,580 1,790 1,930 2,415 1:135 1,360 11,540 1,660 2,075 LA HHUS48 61h .14 35A 7% 3 (22) 0.162 z 31/z (8) 0.162 x 3'/2 i 760 4,265 4,810 5,155 5,980 1,515 3,670 4,135 4,435 5,145 HGUS48 6716 12 35/a 711A6 4 (36) 0.162 x 3'/z (12) 0.162 x 31h 3,235 7,460 7,460 7,460 7,460 2,780 6,4151 6,415 6,415 6,415 ` 1 83/a •:2 62 x3'I ,, 0 2z ;83 1t.44�1,830 , ;785US410 ;1;930 2,435 ® •HNUS410 831s 14 35Ca; 9 : 0 (3,0� 0 7fi2 x 3'lz ,: (10) 0162x 3'fz �. D 5 7Q5 6 435 481 fi 4? 3,265;':4,905, 5;535 lot' ?, a o7�1 HGUS410 v: 8hs ',12 35ls' 911c : 4 .(46)Q762X3%z `{16)0162x3?h' G,095 91D0 9,100 _ .._ ,9.,1D0„9,100, 3,52017,825'-7,825 7;825 7,825 IBC FL, LA HGUS412 107/i6 12 35/a 107tis 4 (56) 0.162 x 3'/z (20) 0.162 x 31/z 5,695 9,0.45 9,045 9,045 9:045 4:900 7,780 7,780 7,780 7,780 HGUS414 117/t6 12 35/a .127/6 4 (66) 0:162 x 31h (22) 0.162 x 31h 5,695 10,125 10,125 10,125 10,125 4,900 8,190 8,190 8,190 8,190 Double.4x.Sizes FL 1. Uprift 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 loads. 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 ANSI/TPI 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. • 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 31h° in the joist, with no load 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 fisted diameter by length. See pp. 21-22 for fastener information. a it 19 HTU a Face -Mount Truss Hanger The HTU face -mount truss hanger has nail patterns designed specifically for shallow heel heights, so that full allowable bads (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 1/z" 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 w Finish: Galvanized s. ice., Installation: V d • Use all specked fasteners; see General Notes C. C • Can be installed filling round holes only, or filling V round and triangle holes for maximum values U) • • 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 0. HTU may be skewed up to'671/z°. 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 HTU26 truss and carrying mE HTU Installation for Standard Allowable Loads (for 1h" maximum gap, use Altemate Allowable Loads.) t Many of these products are approved for installation with Strong -Drive® SD Connector screws. See pp. 335-337 for more information. Standard Allowable Loads (1/8" Maximum Hanger Gap) 2x Sizes HTU28 (Min.) 1 37/s 1 15/a 171% 31/z 1 (26) 0.162 x 31/z 1 (14) 0.148 x 11/z 1 1,235 13,820 HTU28 (Max.) 1 71/a 1 15/a 71fis 31h I (26)0.162x31/2J(26)0.148x1'/2J 2,020 13,820 Double 2x Sizes HTU28-2 (Min.) 1 37/s 1 3-516 71/ts 1 31/x 1 (26).0.162 x 31h (14) 0.148 x 3 1 1,530 3 HTU28-2 (Max.) 1 71/4 1 35A6 I 71/is 31/2 1 (26) 0.162 x 31/z (26) 0.148 x 3 13,485 13 Typical HTU26 Minimum Nailing Installation Alternate Installation - HTU28 Installed on 2x6 Carrying Member (HTU210 similar) •i :s ':u �:�,? c,��u- w2cc ? x ": 3ffoc ;� IBC, B95 3,895 3,895 1,060 12,865 2,920 2,920 2,920 1 FL, 315 4,655 5,435 -1,735 1 3,285 3,710 4,005 4,675 1 LA 0 4,310 14,310 1 1,315 1 2,865 1 3,235 1 3,235 1 3,235 IBC, 5 14,655 5.825 12,995 13,285 3'?,1,f , 4,,�,,5 .:5,61-- 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. Upfift bads have been increased for earthquake or wind loading with no further increase allowed. Reduce where other bads govem. 4. Wind (160) is a download rating. 5. For hanger gaps between 1/e" and 1h", use the Alternate Allowable Loads. 6. Truss chord cross -grain tension may limit allowable bads in accordance with ANSUTPI 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 fisted diameter by length. See pp. 21-22 for fastener information. 96 Simpson Strong-Tiee Wood Construction Connectors 6 Face-Mount Truss Hanger (cont.) Many of these products are approved for installation with Strong -Drive® SD Connector screws. See pp. 335-337 for more information. Alternate Installation lable Tor 2x4 and 2x6 Larrying Member Min.Fasteners m:� DFISPAIIowableLo'ads Model TAeel Height Minimum Carrying Carrying: Carried,, Uplift I- floor "Snow Roof t�tind , Uplifl m ( ) Member Member p Member �" {160) `{100} "{T15} {ei25) , 1 `�( 60}e'- (160) HTU26 (Min.) 37/a (2) 2x4 (10) 0.162 x 31/z (14) 0.148 x 11/z 925 1,470 1,660 1,790 1,875 795 HTU26 (Max.) 5Yz (2) 2x4 (10) 0.162 x 31/z (20) 0.148 x 11/z 1,240 ( 1,470 1,660 1,790 2,220 1065 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 (112" Maximum Han A, Dimensions (m ) Fasteners {In) B Single 2x Sizes 1,265 1,430 1 1,540 1 1,615 1,265 1,430 1, 540 1,910 IBC, FL, LA HTU26 (Max:) 5'/z 7.1a " 57/+6 - 31h (20) 2 0A62 ><,3'/z (20)'0148 x 1 �h 1215 940 20 3,63v 1,045� -- j,850 .2 E0Y( .2,285_ �2,285 IBC, HTU28 (Min.) 37/a 15/a 1 7'A 31/z (26) 0.162 x 3% 1 (14) 0.148 x 1'/z 1,110 3,770 1 3,770 3,770 3,770 955 2,825 2,825 2,825 2,825 FL, HTU28 (Max.) 71/4 1 15/a 1 711As 1 31/z (26) 0.162 x 31/z (26) 0.148 x 11h 1,920 13,820 1 4,315 14,655 5,015 1,695 2,865 3.235 3,490 3,765 1 LA Double 2x Sizes HTU28-2 (Min.) 37/a 3-516 711A6 1 3% 1 (26) 0.162 x 31/z (14) 0.148 x 3 1,490 3,820 3,980 3,980 3,980 1,280 2,865 2,985 12,985 2,985 IBC, FL, HTU28-2 (Max.) 71/4 3%, 71/ia 1 31/z (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 HTU210-2'(Min:) 37/s 3 a ' 9Ye 31h ° (32) 0.162 x 3'lz (14)-(1.148 x 3-.1,755 , <A 255 4,255 9255 4,255 .1,51Q 3,190 `.3;190,: `3,190 3090` 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. Lipfift loads 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/V and W, use the Alternate Allowable Loads. 6. Truss chord cross -grain tension may Emit allowable bads in accordance with ANSI/TPI 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/z" 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. HU/HUC/HSUR/L 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. 1 4-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 25/16" 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 17N2-25134H) for concrete and 1/<° r. 21/4" Titen 2 screws (Model TTN2-25234H) for GFCMU. Follow all. installation instructions and use the loads from the sawn lumber or RVP sect`'Ons. 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 (1/4" x 13/4" — Model TTN2-2513414) are not provided with the hangers. • Drill the 3/16"-diameter hole to the specified embedment depth plus 1/2". • Akematively, 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 will reduce or eliminate the mechanical interlock of the threads with the base material and will reduce the anchor's load capacity. • Titen Installation Tool Kts are available. They include a 3/i6" drill bit and hex -head driver bit (Model TTNT01-RC); a 3/16" x 41/2" drill bit is also available (Model MDB18412). • A minimum edge distance of 11/2" and minimum end distance of 37/3" is required as shown in Figure 1 for full Uplift load. • Where no uplift load is requlred, a minimum end distance Of 11h" is Permitted. Codes: See p.12 for Code Reference Key Chart • Concealed flanges HUC410 er1..yz° m,. 5 d �.;�r.�a �_gym �.. HU214 Figure 1 — HUC410 Installed on Masonry Block End Wall Figure 2 — HUC410 Installed on Masonry Block End Wall 23 •Simpson Strong-TieO.o HU/HUC/HSUR/L Medium -Duty Face -Mount Hangers (cont.) These products are available with additional corrosion protection. For more information, see p.15. i F2 HU26 HU26X (4)1/4 x 2V4 1 (4)1/4 x 13/4 (2) 0.148 x 11/2 335 1,000 335 1,545 t �150Ua0(6} 17X 2314 (4) 0$xi1 7f0 s 2 4aQ h 54528X.„ HU24-2 HUC24.2 (4)1/4 x 23/4 I (4)1/4 x 13/a (2) 0.148 x 3 380 1,000 1 380 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.) HUC26-3 (Max.) (12)114 x 23/4 (12)1/4 x. 13/4 (6) 0.148 x 3 1,135 3,000 1,135 3,950 HU28 2 (Min } :`; HUC28 2 (Mm } (`10j 1f4 x 2'/+ 77 (10)1/4 X 131a760 77 2 500_' 760 3 725 ,E } HU282 (Max) .,', HUC2$ 2 (MaX.) - ,'- (14) Jax 2%a; ' .' {14} 1/ x 13Ia (6) 0148 x 3 _1,i35 3 500', 1,135 4 920 , HU210 HU21 OX (8)1/4 x 23/4- I (8)1/4 x 13/4 (4) 0.148 x 11/2 545 2,000 760 2,415 HU210-3 (Min.) HUC210-3 (Min.) (14)114 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)1/4 x 23/4 (18)1/4 x 13/4 (10) 0.148 x 3 1,800 4,500 1,800 5,085 HU212 NU212X "' (10)°?/a x 231a (10)1/a X 13/a (6) 0148 X,71h 1135 2;500 1,135 . - 2 665 HU212-2 (Min.) HUC212-2 (Min.) (16)1/4 x 23/4 (16)1/a x 13/4 (6) 0.148 x 3 1,135 4,000 1,135 4,920 HU212-2 (Max.) HUC212-2 (Max.) 1 (2 2) 1/4 x 23/4 (2 2) 1/4 x 13/4 1 (10) 0.148 x 3 1,350 5,085 1,350 5,085 HU212 3.IMm.1 .: -HUC214 3 (Mm.), - . _ 116) 1/4 x 23/4 `.� (16)'la7(1 la-'" (6) 0 �48�X 3 .� 1;335 4,DDOy_ :1,t35 _' 4,920 �. HU214 HU214X (12)1/4 x 23/4 (12)114 x 13/4 (6) 0.148 x 11/2 1,135 2,665 1,135 2,665 HU214=2(Min) ', HUC2142(Min.}>`', '` '(_I 1/4x231a {1$)'1/az13/a J-(8}0148X3 t s !31515 4,504t" 1,$i5 ';5085 HU214 2 {Max) HUC214 2 (Max.) ,'' Y ; . (24)1/ x 23fa , 1 ; (24} •l<;x 13/4 ;':{12) 0148 085 2 015 ,5 085 HU214-3 (Min.) HUC214-3 (Min.) (18)114 x 23/4 (18)114 x 13/4 (8) 0.148 x 3 1,515 4,500 1,515 5,085 HU214-3 (Max.) HUC214-3 (Max.) (24) 1/4 x 23/4 (24)114 x 13/4 (12) 0.148 x 3 2,015 5,085. 2,015 5,085 H13216` °` HU216X {18}`1/4 x A{18} ?la°X-13/a :(8) 0148 x<11h e :t1,k5 , °� . 2;920- 1;515 2 920 HU216-2 (Min.) HUC216-2 (Min.) (20)114 x 23/4 (20)1/4 x 13/4 (8) 0.148 x.3 1,515 4,920 1,515 4,920 HU216-2 (Max.) HUC216-2 (Max.) (26)1/4 x 23/4 (26)1/4 x 13/4 (12) 0.148 x 3 2,015 5,085 2,015 5,085 HU216 3 (Min.) ! 'NUC216 3 (Mm.): ` (20)'7a x 23/a (20) i/a x 131a 0.148 z 3 1 515 4,920 , 1',"515 HU216 3 (Max) -HDC216 3 (Max} _ (26}?%a x 23/a {26}Tla z 13%< `,(12}.0;t�18 X 3 2 015 41"5 085 2075 HU7 (Min.) (Not available) .(12) 1/x 23/4 (12)114 x 13/4 (4) 0.148 x 11/2 545 2,980 760 2,980 HU7 (Max.) (Not available) (16)1/4 x 23/a (16)1/a x 13/4 (8) 0.148 x 11/, 1,085 . 3,485 1,085 3,485 HU11 (Min.) (Not available) (2 2) 1/4 x 23/4 (22)1/4 x 13/4 1 (6) 0.148 x 1112 1,135 1 3,230 1 1,135 1 3,230 HU11 (Max.) (Not available) (30)1/4 x 23/4 I (30)1/4 x 13/4 1 (10) 0.148 x 11/2 1,445 1 3,735 1 1,445 1 3,735 0 z z d 2 0 W z z 0 U3 z 0 cn a 2 rn 0 m N U CU 38 f. STAGGER JOINTS - TYPA RAISED HEEL ROOF TRU55ES B/5KI� �SFF PI AN z Lu Z wTO-- q UPLIFT/5HEAR ANCHOR — EACH TRUSS - SEE 5/SKIP PLAN NOTE: ADD'L FRAMING NOT SHOWN FOR CLARITY RAISED HEEL TRUSS BEARING A SCALE, NTS SKI 1155ON BOARD- SEE CHEDULE FOR SPACING t ASTENING TO TRUSSES —MASONRY WALL - SEE PLAN ROOF SHEATHING- SEE f SOFFIT/FASCIA- SEE ARCH. RAISED HEEL ROOF TRUSSES -SEE PLAN wm O � RIBBON BOARD- U Q Q 3 SEE SCHEDULE , U z LL FOR SPACING a Z E2 0 z FASTENING TO w N L) i Q TRUSSES Q w = o rz O R'� WALL SHEATHING -SEE PLAN z MIN. 15/32' CDX PLYWOOD OR CL d 3 De VIE,' 055 WITH 8d GUN NAILS T I < U (0.131' X 2 112') 9 V O.G. TO UPLIFT/SHEAR GYP. CEILING- RIBBON BOARDS ANCHOR EACH SEE PLAN a TRUSS- SEE PLAN SCHEDULE , DO NOT FASTEN RIBBON BOARD END GRAIN OF ROOF TRUSS MASONRY WALL - BOTTOM BOTTOM CHORD SEE PLAN v �•�REVISION: RAISED HEEL TRU55 BEARING B SCALE NTS SKI RIBBON 5CHEDULE DESIGN CRITERIA RIBBON MATERIAL RIBBON SPACING RIBBON ATTAGHMENT Vult=165 MPH } (2) 12d GUN (0.131' X 39 (Vas�XP 2 f 4 5PF-2 24' TO EACH TRUSS, (4) BMPH) NAILS AT JOINTS ENCLOSED Vult=180 MPH (2) 12d GUN (0.131' X 3') (Vasd=139 MPH) 2X4 5PF02 Ib' TO EACH TRUSS, (4) EXP. C, NAILS AT JOINTS ENCLOSED SXEEf IRSE: meson onda FOF xusEo HEEL aoa ImluEs SHEET INFORMATION: IOB NO. MIIId aeusuEEr. u.ae.ld JReNM BT: AENEWEDBY: M SK.1 ALPINE , ANP W. COMMO January 10;, 2 U2 0, Carpenter Cori'CractoTs of ericd, Inc... 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MPA' HZO' 3'03Z8L' OZ£/Sd1' :uQg uoSapgor LO KM ,.jagwnN qor eouawy;o saoloeiluooaluadjeO :aawolsn 3 , �y�lilitltp� P ;�o MOL 'ON lzoz/so/€o . i,.,• �, 8LZ 0# HOJ H woo-mpau dle mmm kNVdWO3NLLINV 4"+`agmuom 1009-99L(008) :auNd N -UOMMA300.t1."ISUIGP08 Buls#tPGK*A LZBZE l9 'opueli0 9Qrm orvxOls pi tut uo potW s a SO£ al!nS 'aA aQ wnjo3 OSL9 pool -s r� 16 a o!i>Psrt "Os pw AuedwoO Ml! ue 'ou!dly phi + ti�8t #i i�' till33t�3 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. ora. 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: 249671 / COMN Ply: 1 Job Number: N334501 Cust: R8975 JRef:1X3G89750041 T10 / FROM: RWM Qly: 11 ,7A5l320 ,182EC,E ,02H ,R101 / 1828/CALI/4EBB ELEV.C,E DrwNo: 064.21.1100.21231 Truss Label: Al SSB / YK 03/05/2021 6'1"7 i 12'11"15 1910" 39'8" r' s'1"7 r 6'10"8 -� 6'10"1 I 6'10"1 6'10"8 6'1"7 =5X5 E 39'8" 10' 9'10" 10' 19,10" Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA BCDL: 10.00 Risk Category: II Snow Duration: NA EXP: C Kzt: NA Des Ld: 37.00 Mean Height: 15.00 ft NCBCLL: 10.00 TCDL: 4.2 psf Building Code: Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Load Duration: 1.25 MWFRS Parallel Dist: h to 2h TPI Std: 2014 Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Fac: Yes Loc. from endwall: not in 9.00 ft FTIRT:20(0)/10(0) GCpi: 0.18 Plate Type(s): Wind Duration: 1.60 WAVE 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(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. 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. 9' 10" 29'8" Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): 0.222 K 999 360 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 EW Ver: 20.02.00A.1020.20 10, 39'8" ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 1711 /- !- /961 /309 /444 H 1711 /- /- /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 03/05/2021 "WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! "IMPORTANT * FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS quire extreme care in fabricating, handling,shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary, r BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly )ld ceiling. Locations shown for permanent lateral restraint of webs shall have bracinq installed per BCSI sections B3, B7 or B10, e. ADD V Dlates to each face of truss and Dosition as shown above and on the Joinf-Details, unless noted otherwise. efer to Is 16OA-Z for standard plate positions. Refer to lob's General Notes page for additional imormatlon. a division of ITW BuildinQQComponents Group Inc. shall not be responsible for any deviation from this drawing, any, failure to build the conformance with ANSI/TPI 1, or for handling, shipping,. Installation and bracing of trusses. A seal on this drawing or cover page lis drawing indicates acceptance of professional engineering responsibility solely -for the design shown. The suitability and use of this for any s ructure is the responsibility of the Building -Designer per ANSIlT 11 Sec.2. infnrmatinn see these weh sites* Aloine: aloineitw.com: TPI, tninst.oro: SBCA: sbcindusW.com: ICC: iccsafe.ora: AWC: awc.ora ALPINE AN -COMPANY 6750 Forum Drive Suite 305 Orlando FL, 32821 SEQN: 249704 / COMN Ply: 1 Job Number: N334501 Cust: R 8975 JRef:1X3G89750041 T25 / FROM: ALS Qty: 1 , A5/320 ,182EC,E ,02H ,RI01 / 1828/CALI/4EBB ELEV.C,E DrwNo: 064.21.1100.22731 Truss Label: AlA SSB / WHK 03/05/2021 7'1r'2 + 12' 1T1"12 '1 1910+ 23'8" 7'11"2 4'0"14 5'1"12 2'8"4 Tl0" =6X6 F 39'8" 31'814 39'8" 9014 + T11"2 39"3 2'1"1,2 3' 6'8" 8'0"11 T11"5 1' i T 1 1 1110"4I 14' 1T 23'8" {' 31'811 Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Sid: 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; T1 2x4 SP #1; Bot chord: 2x4 SP #2 N; Webs: 2x4 SP #3; W3,W6,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"x2ff%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. (1) - plates so marked were sized using 0% Fabrication Tolerance, 0 degrees Rotational Tolerance, and/or zero Positioning Tolerance. 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. 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)/l 0(0) Plate Type(s): Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): 0.386 0 999 360 VERT(CL): 0.669 0 706 240 HORZ(LL): 0.168 K - - HORZ(TL): 0.314 K Creep Factor: 2.0 Max TC CSI: 0.791 Max BC CSI: 0.896 Max Web CSI: 0.765 VIEW Ver: 20.02.00A.1020.20 03/05/2021 n 0 �8'8" ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 1556 /- /- /961 /309 /444 1 1556 /- /- /961 /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 1410 - 2745 F - G 1410 - 2068 C - D 2144 - 4245 G - H 1218 - 2103 D - E 1499 - 2794 H - 1 1423 - 2777 E - F 1658 - 2771 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - S 2371 -1107 L - K 2402 -1107 Q - M 3738 -1614 K - 1 2405 -1106 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp C - S 814 -1523 M - F 2007 -1008 C - Q 1476 - 551 M - L 1864 - 604 S - Q 2850 -1327 F - L 492 - 506 Q - D 1271 - 562 L - G 452 - 368 D - M 825 -1539 L - H 475 - 688 **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 BCSL 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 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 Building Components Group Inc. shall notbe responsible for any deviation from this drawing, anyfailure to build the RNOMCOMMNY truss in conformance with ANSI/TPI 1, or for handling, shipping,i . nstallation and bracing of trusses. A seal on this drawing or cover page 6750 Forum Drive listing this drawing indicates acceptance of professional en sneering responsibility solely -for the design shown. The suitability and use of this Suite 305 drawing for any sgr'ucture is the responsibility of the BuildingUesrgner per ANSINI 1 Sec.2. For more information see these web sites: Alpine: alpineitw.com; TPI: t insl.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 249705! HIPS Ply: 1 Job Number: N334501 Cust: R 8975 JRef:1X3G89750041 T9 / FROM: RWM Qty: 1 ,7A5/320 ,182EC,E ,02H ,R101 / 1828/CAL1/4EBB ELEV.C,E DrwNo: 064.21.1100.20652 Truss Label: A2 SSB / WHK 03/05/2021 6'1"7 6'1"7 12'615 + 19' 12 $ 271 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,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. 5X5� 5X5 E F 39'8" 91101, 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): 9'10" 29'8" 33'6"9 39'8" 66"8 6'17 Deft/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): 0.172 L 999 360 VERT(CL): 0.321 L 999 240 HORZ(LL): 0.066 K - - HORZ(TL): 0.123 K Creep Factor: 2.0 Max TC CSI: 0.480 Max BC CSI: 0.747 Max Web CSI: 0.625 Ve r: 20.02.00A.1020.20 fi��._A ri t.j * •yr�h ° i • • COA li f t �NAt. 03/05/2021 10, 1' 39'8"+ ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 1556 /- /- /963 /310 /427 1 1556 /- /- /963 /310 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.8 1 Brg Width = 8.0 Min Req = 1.8 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 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 *'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 ri id 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 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 AN OV COMPANY truss in conformance with ANSIrTPI 1, or for handling, shipping,. installation. and bracing of trusses. A seal on this drawing or cover pa gpe 6750 Forum Drive listing this drawing indicates acceptance of professional en meering responsibilityry 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: t insl.or ; SBCA: sbcindust .coin; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 FROM: RWM 6 / HIPS Qty 1 I Truss Labe82EC3,E402H ,RI01 / 1828/CALI/4EBB ELEV.C,E Drw o/8 64 21 11100105 20211 T22 / �SSB 6'1"7 12'015 18'0"1 21'7"15 27'7"1 33'6"9 39'8" 6'1"7 5'11"9 5'11"2 3'7"14 5'11"2 5'11"9 1a T 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,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 CUR 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. .5X5 ;5X5 E F 39'8" 91101, 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)/l 0(0) Plate Type(s): 91101. 29'8" Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): 0.171 L 999 360 VERT(CL): 0.319 L 999 240 HORZ(LL): 0.066 K - - HORZ(TL): 0.124 K Creep Factor: 2.0 Max TC CSI: 0.408 Max BC CSI: 0.748 Max Web CSI: 0.485 VIEW Ver: 20.02.00A.1020.20 ,�`� 9's� � • ,I r�`�4'�i jE •a SAT ,e coA �tDNA 03/05/2021 10, 1' 39'8"� ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 1556 /- /- /965 /312 /407 1 1556 /- /- /965 /312 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.8 1 Brg Width = 8.0 Min Req = 1.8 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 1608 - 2796 F - G 1252 -1794 C - D 1497 - 2523 G - H 1498 - 2523 D - E 1252 -1794 H - 1 1609 - 2796 E - F 1245 -1635 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - M 2439 -1329 L - K 2064 -1027 M - L 2064 -1048 K - 1 2439 - 1308 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. M - D 495 -106 L - F 523 - 300 D - L 497 - 674 L - G 497 - 674 E - L 523 - 300 G - K 495 -106 **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 BCSL 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 53, B7 or 1310, as applicable. Apply Oates to each face oT 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 Buildin$QComponents Group Inc. shall not be respponsible for any deviation from this drawing, any, failure to build the AN TWcoMVANV truss in conformance with ANSI 1, or for handling, shipping,, not. and bracing of trusses. A seal on this drawing or cover page 6750 Forum Drive listing this drawing indicates acceptance of professional engineering responsibili((�� 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 ANSVTPI 1 Sec.2. For more information see these web sites: Alpine: al ineitw.com; TPI: t insl.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 249707 / HIPS Ply: 1 Job Number: N334501 Cust: R 8975 JRef:1X3G89750041 T8 / FROM: RWM Qty: 1 7A5/320 ,182EC,E ,02H ,RI01 / 1828/CALI/4EBB ELEV.C,E DrwNo: 064.21.1100.21262 Truss Label: A4 SSB / WHK 03/05/2021 7'10"14 17' 31'9"2 39'8" 7'1014 9'1"2 i 5'8" 1 9'1"2 i 7'10"14 :5X5 =5X5 D E 39'8" �1. 10' 9'10" 9.10" 10' 1 10' 19,101, 29'8" 39'8" 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; T2,T4 2x4 SP 2400f-2.OE; Bot chord: 2x4 SP #1; Webs: 2x4 SP #2 N; W1,W6 2x4 SP #3; 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. 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 Stoll: 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): 0.149 J 999 360 VERT(CL): 0.279 J 999 240 HORZ(LL): 0.060 1 - - HORZ(TL): 0.112 1 Creep Factor: 2.0 Max TC CSI: 0.760 Max BC CSI: 0.755 Max Web CSI: 0.989 VIEW Ver: 20.02.00A.1020.20 � ®011.0•I f oo Ado. Z0 11 03/05/2021 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 1552 /- /- /965 /318 /386 G 1552 /- /- /965 /318 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.8 G Brg Width = 8.0 Min Req = 1.8 Bearings B & G are a rigid surface. Bearings B & G 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 1673 - 2755 E - F 1699 - 2561 C - D 1698 - 2561 F - G 1674 - 2755 D - E 1362 -1728 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - K 2393 -1373 J - 1 1695 - 842 K - J 1695 - 863 1 - G 2393 -1352 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. C - K 498 -448 E - 1 770 -435 K - D 770 -435 1 - F 498 -448 **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)Y attached structural sheathing and bottom chord shall have a properly attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracininstalled per BCSI sections B3, B7 or B10, as applicable. Apply lates to each face otruss 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 jobs General Notes page for additional information. Alpine, a division of ITW Buildinc Components Group Inc. shall not. be responsible for any deviation from this drawing, any, failure to build the ANrtwcoNwAry truss in conformance with ANSI 1, or for handling, shipping,. installation and bracinq of trusses. A seal on this draw(nq or cover pa 4e 6750 Forum Drive listing this drawing indicates acceptance of professional engineering responsibilittyv 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: t insl.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC:awc.org Orlando FL, 32821 SEQN: 249708 / HIPS Ply: 1 Job Number: N334501 Cusi: R 8975 JRef:1X3G89750041 T24 / FROM: RWM Qty: 1 ,7A, 20 ,182EC,E ,02H ,RI01 / 1828/CALI/4EBB ELEV.C,E DrwNo: 064.21.1100.19669 Truss Label: A5 SSB / WHK 03/05/2021 6' 1 "7 16'0"'1 23'7"15 33'6"9 39'S" 6'1"7 i 9'10"10 + 7'7"14 + 91101,10 + 6'1"7 :6X6 = 6X6 D E T2 6 12 T4 cr 5X5 EO � 5X5 F m C EO W t:�D W1 B G A 11 H �8'8" =4X6(A2) -5X5 =5X5 =5X5 =4X6(A2) 39'8" �1' + 10' 9'10" 10, +11 10' 19,10" 29'8" 39'8" Loading Criteria (psq Wind Criteria Snow Criteria (Pg,Pf in PSF) Deft/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): 0.156 J 999 360 Loc R+ ! R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.292 J 999 240 B 1556 /- /- /964 7713 /366 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.064 1 - - G 1556 !- P /964 /713 /- EXP: C Kzt: NA HORZ(TL): 0.119 I Wind reactions based on MWFRS Des Ld: 37.00 Mean Height: 15.00 ft NCBCLL: 10.00 Building Code: Creep Factor: 2.0 B Brg Width = 8.0 Min Req = 1.8 TCDL: 4.2 psf G Br Width = 8.0 Min Re = 1.8 Soffit: 0.00 BCDL: 5.0 sf FBC 7th Ed. 2020 Res. Max TC CSI: 0.799 g q p Load Duration: 1.25 MWFRS Parallel Dist: hl2 to h TPI Std: 2014 Max BC CSI: 0.745 Bearings B & G 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: 0.485 Members not listed have forces less than 375# FT/RT:20 0 /10 0 Loc. from endwall: not in 9.00 ft () () 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 1841 - 2852 E - F 1665 - 2513 C - D 1665 - 2513 F - G 1841 - 2852 Top chord: 2x4 SP #2 N; T2,T4 2x4 SP 2400f-2.6E; D - E 1456 -1829 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 2505 -1555 J - 1 1780 -984 member design. K - J 1780 -1005 I - G 2505 -1535 Wind loading based on both gable and hip roof types. Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. C-K 511 -469 E - 1 617 -249 K - D 617 - 248 I - F 512 - 469 ��ti�►rrauua/+ru � �4 qq `�J�ee®rs •e•ee��jy/,///h e0 � ° e O. _Z • ° I • Z • ° SAT e so e° iV A�u►� 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, 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 BCSI.. Unless noted otherwise, top chord shall have proper)v attached structural sheathing and bottom chord shall have a properly attached rigid ceiltn 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 drawings 160A-Z for standard plate positions. Refer to jobs General Notes page for additional information. ALPINE Alpine, a division of ITW BuildingComponents Group Inc. shall not,be resp, onsible for any deviation from this drawing, any.failure to build the ANMCOWAW bracingof A this drawing truss in conformance with ANSI/PI 1, or for handling, shipping,, installation and trusses. seal on or cover page 6750 Forum Drive listing this drawing indicates acceptance of professional encc��sneering responsibility solely -for the design shown. The suitability and use of this Suite 305 drawing for any sgructure is the responsibility of the BuildingUesigner per ANSI/TPI 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 SEON: 249709 / HIPS Ply: 1 umber: N334501 Cust: R 8975 JRef:1X3G89750041 T7 / FROM: RWM Oty: 1 r�71A,5120 ,162EC,E,02H,RI01 / 1828/CALI/4EBB ELEV.C,E DrwNo: 064.21.1100.19512 Label: A6 SSB / WHK 03/05/2021 7'1014 15, 24'8" 31'9"2 39'8" 7' 10" 14 7' 1 "2 9'8" 7-1-2 7' 10" 14 6X6 ; 6X6 D T3 E 12 6 5 5X5 F C o � i� r0 W 00 W1 B G A H8'8" 4X6(A2) _— SXS = 5X5 = 5X5 =4X6(A2) 39'8" 10' 9'10" 9'10" 10, 1' T 10' r 19,101, + 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): 0.159 J 999 360 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 /- !- /962 /328 /346 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.061 1 - - G 1552 /- 1- /962 /328 /- EXP: C Kzt: NA HORZ( TL) : 0.115 1 Wind reactions based on MWFRS Des Ld: 37.00 Mean Height: 15.00 ft NCBCLL: 10.00 Building Code: Creep Factor: 2.0 B Brg Width = 8.0 Min Req = 1.8 TCDL: 4.2 psf G Br Width = 8.0 Min Re 1.8 Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TIC CSI: 0.913 g q = Load Duration: 1.25 TPI Std: 2014 Max BC CSI: 0.760 Bearings B & G are i rigid surface. MWFRS Parallel Dist: h to 2h Bearings B & G require a seat plate. Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Fac: Yes Max Web CSI: 0.474 Members not listed have forces less than 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 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 1 - 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 �t11t1Hltiptip4t/r �r •e $ , 0. • s • ° S AT 0 ' •o . 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 of BCSI (Building functions. Installers temporary Component Safety Information, by TPI an SBCA) fo'r safety practices prior to performing these shall provide bracing BCSI. Unless top chord shall have attached structural sheathing and bottom chord shall have a per noted otherwise, properly 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 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 TVCOMPANY bracing trusses. A this drawing truss in conformance with ANSI 1, or for handling, shipping,, installation and of seal on or cover page 6750 Forum Drive listing this drawing indicates acceptance of professional engtneenng responsibilitty� 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 ANSI/TP1 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: 249710 / HIPS Ply: 1 Job Number: N334501 Cust: R 8975 JRef:1X3G89750041 T23 ! FROM: RWM Qty: 1 7A51320 ,182EC,E ,02H ,RI01 / 1828/CALI/4EBB ELEV.C,E DrwNo: 064.21.1100.20418 Truss Label: A7 SSB ! WHK 03/05/2021 6'1"7 14'0"1 19'10" 25'7"15 33'6"9 39'8" 6'1"7 7'10"10 5'9"15 r 5'9"15 '1 7'10"10 + 6-1"7 F55X5 1112X4 =5X5 D E F T2 6 12 W � T4 C 5 o5X5 G r W3 B H ttev. A M I 4X6(A2) -5X5 =5X8 =5X5=4X6(A2) 39'6" 10' 9'10" 9'10" 10 + 10' 19'10" 29'8" 39'8" +1� 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): 0.176 E 999 360 Loc R+ / R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.329 E 999 240 B 1556 /- /- /958 815 /325 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.065 J - - H 1556 /- /- /958 /715 P EXP: C Kzt: NA HORZ( TL): 0.121 J Des Ld: 37.00 Wind reactions based on MWFRS Mean Height: 15.00 ft NCBCLL: 10.00 Building Code: Creep Factor: 2.0 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: 0.743 H Brg Width = 8.0 Min Re 1.8 q = Load Duration: 1.25 TPI Std: 2014 Max BC CSI: 0.748 MWFRS Parallel Dist: h/2 to h Bearings B & H are i rigid surface. Bearings B & H require a seat plate. Spacing: 24.0 " C&C Dist a: 3.97 it Rep Fac: Yes Max Web CSI: 0.434 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 1975 -2822 E - F 1780 -2112 C - D 1821 - 2515 F - G 1821 - 2515 Top chord: 2x4 SP #2 N; T2,T4 2x4 SP #1; D - E 1780 -2112 G - H 1975 -2822 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 2470 -1666 K - J 1912 -1210 member design. L - K 1912 -1231 J - H 2470 -1645 Wind loading based on both gable and hip roof types. Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. C - L 439 - 395 F - J 556 -182 L - D 556 -182 J- G 439 - 395 E - K 440 - 281 �'Sttif ltftil�Uhlo// s 0.7108 1 w ry • • r ry ♦p ii 9 0 • PL COA������`` ►aew 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) fo'r satPety practices prior to performing these functions. shall provide temporary bracing BCSI. Unless top have attached structural sheathing and bottom chord shall have a per noted otherwise, chord shall proper)% attached ri id ceilin Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections properly B3, B7 or B10 Refer as applicabgle. App�y plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. to 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 AN CQWANY bracing trusses. A this drawing truss in conformance with ANSI/TPI 1, or for handling, shipping,. installation. and of seal on listing this drawing indicates acceptance of professional engmeering responsibili((�� solely -for the design shown. The suitabili -Designer or cover page 6750 Forum Drive y and use of this Suite 305 drawing for any structure is the responsibility of the Building 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: 249711 / HIPS Ply: 1 Job Number: N334501 Cust: R 8975 JRef:1X3G8s750041 Ts / FROM: RWM Qty: 1 7A5/320 ,182EC,E ,02H ,RI01 ! 1828/CAL114EBB ELEV.C,E DZNo: 064.21.1100.21387 Truss Label: A8 SSB ! WHK 03/05/2021 6'9"4 13' 19,101, 26'8" 32'10"12 39'8" + 6'9"4 6'2"12 6'10" 6'10" T 6'2"12 69"4 e 5X5 1112X4 = 5X5 D E F 12 6 k2X4 C 2X4 o G 2 io W3 ZW r` B H 1A 9� 4X6(A2) =5X5 =5X8 =5X5=4X6(A2) 39,8" 10' 9110" 91101. 10, 10' 19,10" 29'8" +1'� 39'8" Loading Criteria (psi) 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 999 360 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 Des Ld: 37.00 HORZ(TL): 0.121 J - - Wind reactions based on MWFRS Mean Height: 15.00 ft NCBCLL: 10.00 Building Code: Creep Factor: 2.0 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 TC CSI: 0.543 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: 0.754 Bearings B & H are a rigid surface. Bearings B & H 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)/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 2014 -2780 E - F 1973 -2289 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 g1t1►t1tPl11Attlre kfgf�� D - K 425 - 401 J - G 381 - 339 �` �• E - K 585 -391 s :4 o.708 1 SAT 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 functions. Installers of BCSI (Building temporary Component Safety Information, by TPI and SBCA) fo'r safety practices prior to performing these shall provide bracing BCSI. Unless top have structural sheathing and bottom chord shall have a per noted otherwise, chord shall proper)v attached properly attached rigid ceilin Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or 1310, as applicab-Ie. 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 Building Components Group Inc. shall not be responsible for any deviation from this drawing, any. failure to build the ANMCOWAW installation A this drawing truss in conformance with ANSIrTPI 1, or for handling, shipping,, and bracing of trusses. seal on or cover pa 4e 6750 Forum Drive listing this drawing indicates acceptance of professional en sneering responsibilitty�/ solely- or the design shown. The suitability and use of this -Designer Suite 305 drawing for any structure is the responsibility of the Building 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: 249712 / HIPS Ply: 1 Job Number: N334501 Cust: R 8975 JR&AX3G89750041 T21 / FROM: RWM City: 1 7A5/320 ,182EC,E ,02H ,RI01 / 1828/CALI/4EBB ELEV.C,E DrwNo: 064.21.1100.20982 Truss Label: A9 SSB / WHK 03/05/2021 6'3"4 1201 19,10" 27'7"15 33'4"12 39'8" 6'3"4 5'8"12 7'9"15 7'9"15 5'8"12 6'35 .5X5 1112X4 =` 5X5 D E F 12 T 6 @2C4 W i G4 I N v <° W3 9) B H A I E3 ew. 4X6(A2) —_5X5= 5X8 = 5X5 = 4X6(A2) 39'8" 10' 10, 1' �1'T 10' 19,10" 29'8" i 39'8" Loading Criteria (psi) 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): 0.206 E 999 360 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 A P /947 /717 /284 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.066 J - - H 1556 /- /- /947 f717 /- EXP: C Kzt: NA Des Ld: 37.00 HORZ(TL): 0.124 J Wind reactions based on MWFRS Mean Height: 15.00 ft B Br Width = 8.0 Min Re 1.8 NCBCLL: 10.00 Building Code: Creep Factor: 2.0 9 q = TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.748 H Brg Width = 8.0 Min Req = 1.8 Load Duration: 1.25 TPI Std: 2014 Max BC CSI: 0.753 Bearings B & H are a rigid surface. MWFRS Parallel Dist: h/2 to h Bearings B & H require a seat plate. Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Fac: Yes Max Web CSI: 0.999 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 Lumber B - C 2102 -2791 E - F 2189 -2492 C - D 1987 - 2524 F - G 1987 - 2524 Top chord: 2x4 SP #2 N; D - E 2189 -2492 G - H 2103 -2791 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 2434 -1769 K - J 2065 -1444 member design. L - K 2065 -1465 J - H 2434 -1748 Wind loading based on both gable and hip roof types. Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. L-D 498 -118 K-F 539 -531 D - K 539 - 531 F - J 498 -118 E - K 685 -462 ;{t11tllU�81ff►l► ►` ►► �f f 1 • 6•.e••m•e• 0. 7.08 1 2 i • • r qT !s 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, handling shipping, installing and bracing. , Refer to and follow the latest edition of BCSI (Building r Component Safety Information, by TPI and SBCA) safety 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 propq)j 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 Oates to each face off truss and position as shown above and on the Join Details, unless noted otherwise. ffefer 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 to build the aNnwco vnry truss in ANSI PI 1, for handling, bracincl trusses. A seal on this drawing or cover a conformance with or shipping,, installation and of pa 6750 Forum Drive listing this drawing indicates acceptance of professional en sneering responsibilitty� solely -for the design shown. The suitability and use of this Suite 305 drawing for any s9ructure is the responsibility of the BuildingUesigner per ANSIITPI 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: 249713 / HIPS Ply: 1 Job Number: N334501 Cust: R 8975 JRef:1X3GS9750041 T5 / FROM: RWM Qty: 1 7A51320 ,182EC,E ,02H ,RI01 / 1828/CALIAEBB ELEV.C,E DrwNo: 064.21.1100.19621 Truss Label: A10 SSB / WHK 03/05/2021 5'9"4 11' 19, 28'8" 33'10"12 39'8" 5'9"4 5'2"12 8' 9'8" 5'2"12 5'9"4 5X5 = 5X5 x 5X5 D E T3 F T 12 6 Zl� 2X4 W 2X4 o C (a) (a) G n n W3 l B Hco A I I 2D ew, 1 4X6(A2) =5X5 =5X8 =5X5=4X6(A2) 39'8" 10' 9.10" 10, 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 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 Ft. NA Ce: NA VERT(LL): 0.213 E 999 360 Lac R+ / R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.399 E 999 240 B 1556 /- /- /940 [718 /264 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.068 J - - H 1556 /- /- /940 l718 /- EXP: C Kzt: NA TL : 0.127 J Des Ld: 37.00 HORZ ( ) Wind reactions based on MWFRS Mean Height: 15.00 ft Buildin Code: Cree Factor: 2.0 NCBCLL: 10.00 g p B Brg Width = 8.0 Min Req = 1.8 TCDL: 4.2 psf Soffit: 0.00 FBC 7th Ed. 2020 Res. Max TC CSI: 0.934 BCDL: 5.0 psf 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 & H require a seat plate. Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Fac: Yes Max Web CSI: 0.751 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 2194 -2804 E - F 2386 - 2693 C - D 2057 - 2533 F - G 2066 - 2539 Top chord: 2x4 SP #2 N; T3 2x4 SP 2400f-2.OE; D - E 2502 -2773 G - H 2184 -2797 Bot chord: 2x4 SP #1; Webs: 2x4 SP #3; W3,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 - L 2448 -1855 K - J 2163 -1578 be equally spaced. Attach with (2) 8d Box or Gun L - K 2147 -1575 J - H 2440 -1822 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 L - D 470 -71 K - F 626 -612 for (2) CLR'S where shown. Scab reinforcement to be D - K 739 -778 F - J 466 -52 same size, species, grade, and 80% length of web E - K 789 - 534 member. Attach with 0.128x3" gun nails @ 6" oc. �1:111Uttnbplltlryz Wind �,,.••••...•: Wind loads based on MWFRS with additional C&C S� design. °• �� .�, member S�`•••�( j S : ' Wind loading based on both gable and hip roof types. �' • ':� d • Q. 708 1 ' • S AT O •, COA s` NAt. � �!M nttttVAI 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, 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 BCSI. Unless top have attached structural sheathing and bottom chord shall have a per noted otherwise, chord shall proper)v P attached rigqid ceiling Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections the Join Details, properly B3, B7 or B10, Refer to as applicable. Apply plates to each face of truss and position as shown above and on i unless noted otherwise. drawings 16OA-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 res .onsible for any deviation from this drawing, any. failure installation bracin4 trusses. A this drawing to build the aNnwCouvar truss in conformance with ANSIrI PI 1, or for handling, shipping,, and of seal on or cover pa gqe 6750 Forum Drive listing this drawing indicates acceptance of professional encLmeenng responsibilityy solely -for the design shown. The suitability and use ofKils Suite 305 -Designer drawing for any structure is the responsibility of the Building 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 SEON: 2497141 HIPS Ply: 1 Job Number. N334501 t: R 8975 JRef:1X3G89750041 T4 / FROM: RWM Oty: 1 7A5/320 ,182EC,E ,02H ,RI01 / 1828/CALI/4EBB ELEV.C,E No: 064.21.1100.20481 Fs Truss Label: Al2 B / WHK 03/05l2021 9' 17' 228" 30,8„ 9, '�' 8, 't %, 1 8, :6X6 =5X5 =4X4 =6X6 C T2 D E T3 F 12 6 T T (a) W (a) _o W5 7 1T3 A H I�8,8„ 1 4X6(A2) =6X6 =6X6 =6X6=4X6(A2) 39,8„ 10' 9'10" 9'10" 10, �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 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): 0.251 J 999 360 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 /- /- 1921 f720 /223 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.081 1 - - G 1556 /- /- /921 1720 /- EXP: C Kzt: NA TL : 0.150 1 - Wind reactions based on MWFRS HORZ Des Ld: 7.00 ( ) 3 Mean Height: 15.00 ft NCBCLL: 10.00 BuildingCade: Creep Factor: 2.0 B Brg Width = 8.0 Min Req = 1.8 p TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 sf FBC 7th Ed. 2020 Res. Max TC CSI: 0.939 G Brg Width = 8.0 Min Req = 1.8 p TPI Std2014 Max CSI0834 Bearings B & G are a rigid surface. : ax : . 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)/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 2250 -2705 E - F 2239 -2478 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 1 - G 2329 -1835 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) ` Webs Tens.Comp. Webs Tens. Comp. (a) or scab reinforcement may be used in lieu of CLR restraint. substitute (1) scab for (1) CLR and (2) scabs C - K 718 -428 E - I 944 -834 for (2) CLR'S where shown. Scab reinforcement to be K - D 940 -832 1 - F 718 -430 same size, species, grade, and 80% length of web member. Attach with 0.128x3" gun nails @ 6" oc. 011111truu11111"111 Wind 1��1•' �• lr��y�¢ii Wind loads based on MWFRS with additional C&C T{m, i*a•a'E +°++o'.i� ��i,' member design. Wind loading based on both gable and hip roof types. '. 0.708 1 • r SAT 0 so s�0 1. E�,,•,' NA coA /tt 03/15/2021 "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 a SBCA) fo'r safety 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 proper)Y properly attached rigid ceilin 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 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 Building Components Group Inc. shall not. be responsible for any deviation from this drawing, any, failure to build the MN COWAW for bracing trusses. A this drawing truss in conformance with ANSI/TPI 1, or handling, shipping,. installation and of seal on or cover pa a 6750 Forum Drive listing this drawing indicates acceptance of professional en rneering responsibilitrvy solely for the design shown. The suitability and use of This Suite 305 drawing for any structure is the responsibility of the BuildingUesigner per ANSI/TPl 1 Sec.2. For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; [CC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 249715 / SPEC Ply: 1 Job Number: N334501 Cust: R 8975 JRef1X3G89750041 T2 / FROM: RWM Qty. 1 ,7A5/320 ,182EC,E ,02H ,RI01 / 1828/CALI/4EBB ELEV.C,E DrwNo: 064.21.1100.20871 Truss Label: All SSB / WHK 03/OS/2021 5'74 108" 11'3"15 16'0"1 23'7"15 29'7"15 39'8" i' 5'0.12 7._ 4'8"2 + 7'7"14 6' 1010"1 5X5 DD X5 =4X4 =5X5 5X5 E F G H 1' 10, 10, 91101, 19,10" 39'8" 9'10" 29'8" 10' 1 39'8" TT 11 �D 1—*8'8" 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): 0.229 L 999 360 Loc R+ / R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.427 L 999 240 B 1556 /- /- /932 f716 /257 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.076 K - - 1 1556 /- /- /930 f718 /- Des Ld: 37.00 EXP: C Kzt: NA HORZ(TL): 0.142 K - - Wind reactions based on MWFRS NCBCLL: 10.00 Mean Height: 15.00 ft Building Code: Creep Factor: 2.0 B Brg Width = 8.0 Min Req = 1.8 Soffit: 0.00 TCDL: 4.2 psf BCDL: 5.psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.820 1 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: 0.802 Bearings B & I are 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: 0.811 Members not listed have forces less than 375# Loc. from endwall: not in 4.50 ft FT/RT:20 /10 0 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 18SS VIEW Ver: 20.02.00A.1020.20 Lumber B - C 2225 -2806 F - G 2509 -2878 C - D 2062 - 2521 G - H 2O44 - 2305 Top chord: 2x4 SP #2 N; T5 2x4 SP 2400f-2.OE; D - E 1917 -2214 H - I 2093 -2649 Bot chord: 2x4 SP #1; E - F 1976 -2258 Webs: 2x4 SP #3; Wind Maximum Bot Chord Forces Per Ply (ibs) Wind loads based on MWFRS with additional C&C Chords Tens.Comp. Chords Tens. Comp. member design. B - M 2452 -1880 L - K 2805 - 2204 Wind loading based on both gable and hip roof types. M - L 2814 -2230 K - 1 2266 -1674 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. M - D 1699 -1345 G - K 774 - 669 M - E 760 - 872 K - H 693 - 431 tyttrintrllHlfrup, M - F 856 -742 101, h *600*00 Is F. lis . 0.708 i 41 z SAT O .: , COA ,g�ONAt. �dSam"# i (3/05/2021 **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 u 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 bracing 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 JoinCDetails, 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 Buildinc_ Components Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the truss in ANSIITPI 1, for handling, bracing trusses. A this drawing ANMCOWANY conformance with or shipping,, installation and of seal on or cover page listing this drawing indicates acceptance of professional enccLLmeenng responsibility solely -for the design shown. The suitability and use of this -Designer 6750 Forum Drive Suite 305 drawing for any structure is the responsibility of the Building per ANS11TPI 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: 249716 / COMN Ply: 1 Job Number: N334501 Cust: R 8975 JRef:1X3G89750041 T20 / FROM: RWM Qty: 1 ,7A5/320 ,182EC,E ,02H ,RI01 / 1828/CALI/4EBB ELEV.C,E DrwNo: 064.21.1100.20277 Truss Label: A13 SSB / WHK 03/05/2021 i 5'7"4 10'8" 13'3"1 217'15 317'15 39'8" 5'7"4 5'0"12 2'7"1 8'4" 10, 8'0"l 5X5 D T 5X5 12 E 6 �2X4 I bo 1 B A 3X6(A1) B1 M 3X8 1 20'8" �1' 10.8" 10.8" 5'4" 16' i TT3 =HOF10 T4 —6G I W T (a) = v � H I� =5X5 N —AV. =5X5=3X6(A1) 5'8" 13'4" 7'10" 7-10" 23' 10" 31-8" 8. +1 39'6" Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs), or `=PLF 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): 0.043 M 999 360 Loc R+ / R- / Rh / Rw / U / RL B 840 A /- /551 /397 /257 BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.080 M 999 240 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.017 J - - N' 315 /- /- /159 /140 A Des Ld: 37.00 EXP: C Kzt: NA HORZ(TL): 0.028 J H 585 A A /436 /242 !- Buildin g Code: NCBCLL: 10.00 Mean Height: 15.00 ft Creep Factor: 2.0 Wind reactions based on MWFRS Soffit: 0.00 TCDL: 4.2 psf BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.957 B Brg Width = 8.0 Min Req = 1.5 Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 TPI Std: 2014 Max BC CSI: 0.647 N Brg Width = 68.0 Min Req = - H Brg Width Min Req 1.5 Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Fac: Yes Max Web CSI: 0.546 H8. Bearings B, N, & H are a rigid surface. Loc. from endwall: not in 4.50 ft FT/RT:20 /10 0 0 () () Bearings B, N, & H require a seat plate. GCpi: 0.18 Plate Type(s): Members not listed have forces less than 375# VIEW Ver: 20.02.00A.1020.20 Wind Duration: 1.60 WAVE HS Maximum Top Chord Forces Per Ply (Ibs) Lumber Top chord: 2x4 SP #2 N; T3 2x4 SP #1; T4 2x4 SP 2400f-2.OE; Bot chord: 2x4 SP #2 N; B1 2x4 SP #1; Webs: 2x4 SP #3; 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" oc. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Chords Tens.Comp. Chords Tens. Comp. B - C 959 -1265 E - F 645 - 628 C - D 755 - 932 F - G 648 - 471 D - E 808 - 911 G - H 324 - 611 H. .iq,J�Ji o.7Q� 1 S AT O r �G/ r 0 03/05/2021 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - M 1088 - 733 K - J 924 - 213 M - L 931 - 620 J - H 455 -107 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. C - M 396 - 367 L - F 903 - 565 D - M 619 - 454 F - K 1390 -1254 M - E 442 - 299 K - G 854 -1043 E - L 449 - 564 "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 proper1r attached structural sheathing and bottom chord shall have a properly attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have braginq 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. Defer to ALPINE drawings 16OA-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 notbe responsible for any deviation from this drawing, any, failure to build the ANC,., -CO — truss in conformance with ANSI/TPI 1, or for handling, shipping,installation and bracincl of trusses. A seal on this drawing or cover page 6750 Forum Drive listing this drawing indicates acceptance of professional emmQneering responsibilitty� solely -for the design shown. The suitability and use of this drawing for any sgructure is the responsibility of the Building -Designer per ANSI/T 11 Sec.2. Suite 305 For more information see these web sites: Alpine: alpLneitw.com; TPI: t inst.or ; SBCA: sbcindusl .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 249734 / HIPS Ply: 2 Job Number: N334501 Cust R 8975 JRef:1X3G89750041 T12 / FROM: JRH Qty: 1 7A5/320 ,182EC,E ,02H ,RI01 / 1828/CALI/4EBB ELEV.C,E DrwNo: 064.21.1100.24027 Truss Label: A14G SSB / WHK 03/05/2021 •� 2 Complete Trusses Required 7' 17' 22'8" 32'8" 39'8" 7' 10, 5'8" 10, 7' =6X6 =8X8 =8X8 =6X6 12 C T2 D T3 E T4 F 6 T � T 0 N B G 1 A H 4X6(A1) =8X8 =8X8 =8X8=4X6(A1) 1 39'8" 10' 9'10" 9'10" 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 loc Udell U# Gravity Non -Gravity TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.295 J 999 360 Loc R+ / R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.555 J 850 240 B 3135 /- /- /- /1427 /- BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.064 1 - - G 3136 /- /- /- /1428 /- EXP: C Kzt: NA Des Ld: 37.00 )� HORZ(TL 0.121 1 - - Wind reactions based on MWFRS Mean Height: 10.51 ft NCBCLL: 0.00 Building Code: Creep Factor: 2.0 B Brg Width = 8.0 Min Req = 1.8 TCDL: 4.2 psf Soffit: 0.00 TCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.676 G Brg Width = 8.0 Min Req = 1.8 P Bearings B & G are a rigid surface. Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 TPI Std: 2014 Max BC CSI: 0.507 Bearings B & G require a seat plate. Spacing: 24.0 " C&C Dist a: 3.97 it Rep Fac: No Max Web CSI: 0.760 Members not listed have forces less than 375# Loc. from endwall: NA 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 IVIEW Ver: 20.02.00A.1020.20 Lumber B - C 1424 - 3094 E - F 1534 - 3602 C - D 1533 - 3601 F - G 1425 - 3094 Top chord: 2x4 SP #2 N; T2,T4 2x6 SP SS; D - E 2128 -4831 T3 2x6 SP #2 N; Botchord: 2x6 SS; We Maximum Bot Chord Forces Per PI Ibs Webs: 2x4 SP #3; Y (Ibs) 3; Chords Tens.Comp. Chords Tens. Comp. Nailnote B - K 2752 -1257 J - I 4769 - 2187 Nail Schedule:0.128"x3" nails K - J 4768 -2187 I - G 2753 -1258 Top Chord: 1 Row @12.00" o.c. Bot Chord: 1 Row @12.00" o.c. Webs : 1 Row @ 4" o.c. Maximum Web Forces Per Ply (Ibs) Use equal spacing between rows and stagger nails Webs Tens.Comp. Webs Tens. Comp. in each row to avoid splitting. C - K 1287 -417 E - I 727 -1297 Loading K - D 727 -1298 I - F 1287 -417 #1 hip supports 7-0-0 jacks with no webs.�tturtttttpe4ril� it Wind Wind loads and reactions based on MWFRS. tt� 1/ ,a•`'� °°°•..•�� err, S4$� Wind loading based on both gable and hip roof types. ••� ��� % a 0. 7108 1 , 0 , $ZONAL COA ftwo:lZflf4711P 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, handling shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building shipping, r Component Safety Information, by TPI an SBCA) sa 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 rigid ceilin 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 of truss and position as shown above and on the Joint 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 Building Components Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the MMCC-V truss in ANSIITPI 1, for handling, and bracin4 of trusses. A seal on this drawing or cover conformance with or shipping,installation page 6750 Forum Drive listing this drawing indicates acceptance of professional encgsneering responsibilitty�r 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 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:249717/ COMN Ply: 1 Job Number: N334501 CusCR8975 JRef:1X3G89750041 T19 / FROM: RWM Qty: 1 ,7A5/320 ,182EC,E ,02H ,RI01 / 1828/CALI/4EBB ELEV.C,E DrwNo: 064.21.1100.21450 Truss Label: A15 SSB / WHK 03/05/2021 5'7"4 10'8" 15'3"15 5'7"4 5'0"12 4'7"15 5X5 D T 12 2X4 =5XE 6 4 P C ED B A 3X6(A1) 0 N 5X8 = 5X5 21' 8. 8' 16' 23'3"15 8' 31'8"l 32'8" 39'8" 8'4"2 i11 1 5 7' T3 -H0510 T4=5X10(C'SRH) T (a) o o J 111�6,6„ =4X6 =4X41. =5X5=3X6(A1) �— 5' 13'8" 5 5 58 8 1� 21' 26' 31'8" 39'8" Loading Criteria (psi) Wind Criteria Snow Criteria (Pg,Pf in PSF) Deft/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): 0.038 O 999 360 Loc R+ / R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.072 0 999 240 B 745 /- !- /497 /341 /276 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.017 K - - M 1429 /- !- l726 /654 /- Des Ld: 37.00 EXP: C Kzt: NA 0.031 K - L 629 /- /- /238 /218 /- NCBCLL: 10.00 Mean Height: 15.00 ItHORZ(TL): Building Code: Creep Factor: 2.0 1 534 /399 /245 /- /- /- Soffit: 0.00 TCDL: 4.2 psf BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.701 Wind reactions based on MWFRS Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 TPI Std: 2014 Max BC CSI: 0.635 B Brg Width = 8.0 Min Req = 1.5 M Brg Width = 8.0 Min Req = Spacing: 24.0 " C&C Dist a: 3.97 ft Re Fac: Yes p Max Web CSI: 0.703 1.5 L Brg Width = 8.0 Min Req = 1.5 Loc. from endwall: Any FT/RT:20(0)/10(0) I Brg Width = 8.0 Min Req = 1.5 GCpi: 0.18 Plate Type(s): Bearings B, M, L, & I are a rigid surface. Wind Duration: 1.60 WAVE HS VIEW Ver: 20.02.00A.1020.20 Bearings B, M, L, & I require a seat plate. Lumber Members not listed have forces less than 375# Top chord: 2x4 SP #2 N; T3,T4 2x4 SP #1; Maximum Top Chord Forces Per Ply (Ibs) Bot chord: 2x4 SP #2 N; Chords Tens.Comp. Chords Tens. Comp. Webs: 2x4 SP #3; B - C 1109 -1100 E - F 800 -732 Bracing C - D 1003 -901 G - H 766 -618 D - E 835 -674 H - 1 595 -577 (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 Maximum Bot Chord Forces Per Ply (Ibs) and attached at both ends to a suitable support by Chords Tens.Comp. Chords Tens. Comp. erection contractor. B - 0 936 -827 M - L 464 -410 (a) or scab reinforcement may be used in lieu of CLR O - N 570 -442 L - K 530 -367 restraint. substitute (1) scab for (1) CLR and (2) scabs N - M 598 -426 K - I 451 -326 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. 01111111t1"111,'�r 0 Maximum Web Forces Per Ply (Ibs) Wind �� �. �zrr � Webs Tens.Comp. Webs Tens. Comp. Wind loads based on MWFRS with additional C&C ® ••r••••• •• -'%) E •"• X 'f� C - 0 502 -291 M - F 909 -732 O - D 469 -387 L - G 947 - 898 member design. �S''�� •�• ��^ S ti k, -• E - M 1635 -1574 Wind loading based on both gable and hip roof types. 3 • � ,. i p. 708 1 • r • • /• �' V,,,���yfff COA H17#t7ftfllp� 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 rigid ceiling. Locations shown for permanent lateral restraint of webs shall have bracinginstalled per BCSI sections B3, B7 or B10, as applicable. Applgy plates to each face of truss and position as shown above and on the JoinFDetails, 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 nxmvco.p— truss in conformance with ANSI/TPI 1, or for handling, shipping,, Installation and bracingof trusses. A seal on this drawing or cover page 675o Forum Drive listing this drawing indicates acceptance of professional encLlneenng responsibilitty�r solelyor the design shown. The suitability and use of This Suite Fos drawing for any sQr'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: 249718 / SPEC Ply: 1 Job Number: N334501 Cust: R as75 JRef:1X3G89750041 T18 / FROM: RWM city: 1 7A5/320 ,182EC,E ,02H ,RI01 / 1828/CALI/4EBB ELEV.C,E DrwNo: 064.21.1100.19762 Truss Label: A16 SSB / WHK 03/05/2021 10'8" 17'3"15 23'6" 5'7"4 5'0"12 6'7"15 6'21 19'3"15 i =SD 1 32'8" 39'8" 2' 1111 7' T6 12 =_5L5 m C BEB F G —8H8 I J 5X10K RS u> B AB AE M y!3 A N Y X W V u T S R Q P O 3X6(A1) =5X5 =5X5 =4X6 1112X4((Q =5X5 =3X6(A1) T 21' 5' 13'8" 1' 8' 8' 1'3"15 5' 3'6"5 i 8' 1' F 8' 16' 17' 15 26' 29'6"5 r 39'8" 1 ��1 21' 31'8' 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): 0.037 Y 999 360 Loc R+ / R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.069 Y 999 240 g 774 /- /- /508 /355 /317 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.016 O - - U 1323 /- !- /633 /586 /- Des Ld: 37.00 EXP: C Kzt: NA HORZ(TL): 0.030 O - R 711 /- /- /257 1237 /- Mean Height: 15.00 ft Building Code: Creep Factor: 2.0 M 531 /- /- /381 /247 /- NCBCLL: 10.00 TCDL: 4.2 psf Wind reactions based on MWFRS Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.948 g Brg Width = 8.0 Min Req = 1.5 Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 TPI Std: 2014 Max BC CSI: 0.636 Re Fac: Yes Max Web CSI: 0.584 U Brg Width = 8.0 Min Req = 1.8 Spacing: 24.0 " C&C Dist a: 3.97 ft p R Brg Width = 8.0 Min Req = 1.5 Loc. from endwall: Any FT/RT:20(0)/10(0) M Brg Width = 8.0 Min Req = 1.5 GCpi: 0.18 Plate Type(s): Bearings B, U, R, & M are a rigid surface. Wind Duration: 1.60 WAVE VIEW Ver: 20.02.o0A.1020.20 Bearings B, U, R, & M require a seat plate. Lumber Members not listed have forces less than 375# Top chord: 2x4 SP #2 N; Maximum Top Chord Forces Per Ply (Ibs) Bot chord: 2x4 SP #2 N; Chords Tens.Comp. Chords Tens. Comp. Webs: 2x4 SP #3; B - C 1118 -1151 F - G 823 -776 Plating Notes C - D 1027 -960 G - H 834 -791 D - E 791 - 722 K - L 681 - 548 All plates are 2X4 except as noted. E - F 823 - 777 L - M 628 - 571 (") 1 plate(s) require special positioning. Refer to scaled plate plot details for special positioning Maximum Bot Chord Forces Per Ply (Ibs) requirements. Chords Tens.Comp. Chords Tens. Comp. Wind B-Y 978 -830 T-S 585 -491 Wind loads based on MWFRS with additional C&C Y - X 627 -411 S - R 584 -491 member design. X - W 462 -350 R - Q 424 -356 Wind loading based on both gable and hip roof types. W - V 462 -350 Q - P 424 -355 y�ttttttrluplp���„�', V - U 462 -350 P - O 424 - 356 U -T 589 -490 O - M 445 -354 i .���` `�jE • ��} '� Maximum Web Forces Per Ply (Ibs) Zt •e• •• •L Webs Tens.Comp. Webs Tens. Comp. Q ��8 C - Y 445 -257 U -AB 611 -605 Y - D 453 -285 AB- H 504 -522 * • x E - Z 1516 -1447 R -AE 930 - 847 ° - Z - U 1536 -1466 AE- K 910 - 826 ,,$t SAT O fir►^ , COAI�f Q�JAL Vt��F �EW@t/►1ttN1N 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 c7 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 n id cenin Locations shown for permanent lateral restraint of webs shall have bracln installed per BCSI sections B3, B7 or B10, as applicaMe. Apply plates to each face otruss 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 nHmvcoMvnry 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 drawin Indicates acceptance of professional en Ineering responsibilit�yy solely -for the design shown. The suitability and use Nis Suite 305 drawing for any structure is the responsibility of the Buildingtsigner per ANSI/TPI 1 Sec.2. Suite 3 FL, 32821 For more information see these web sites: Alpine: alpineitw.com• TPI: tpinst.org; SBCA: sbcindustry.com; ICC: iccsafe.org; AWC: awc.org Orlando SEQN: 2497391 GABL Ply: 1 Job Number. N334501 Cust: R 8s75 JRef:1X3G89750041 T3 I FROM: HMT Qty: 1 7A5/320 ,182EC,E ,02H ,RI01 / 1828/CALI/4EBB ELEV.C,E DrwNo: 064.21.1100.23716 Truss Label: B1GE SSB / WHK 03/05/2021 10'8" 10,8" 4'8" 2, � (TYP) =4F4 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 it 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; Special Loads ------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC: From 96 plf at -1.00 to 96 plf at 22.33 BC: From 20 plf at 0.00 to 20 plf at 21.33 Plating Notes All plates are 2X4 except as noted. Wind Wind loads based on MWFRS. Wind loading based on both gable and hip roof types. Additional Notes See DWGS A16015ENC160118 & GBLLETIN0118 for gable wind bracing and other requirements. ^ atfac as at draw Alpin truss listin( draw For n 21'4" 21'4" 21'4" 0w 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: No FT/RT:20(0)/10(0) Plate Type(s): 21'4" 10,8" Defl/CSI Criteria ♦ Maximum Reactions (lbs), or "=PLF PP Deflection in loc L/defl L/# Gravity Non -Gravity VERT(LL): 0.005 R 999 360 Loc R+ / R- / Rh / Rw / U / RL VERT(CL): 0.011 R 999 240 B' 125 /- A /39 /48 /11 HORZ(LL): 0.004 L - - Wind reactions based on MWFRS HORZ(TL): 0.006 R B Brg Width = 256 Min Req = - Creep Factor: 2.0 Bearing B is a rigid surface. Max TC CSI: 0.323 Members not listed have forces less than 375# Max BC CSI: 0.197 Max Web CSI: 0.091 EW Ver: 20.02.00A.1020.20 0. 7.08 a i ,mot SAT O C���AO smn� �Y 01 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, handlin shipping, installing,and bracing.. Refer to and follow the latest edition of BCSI (Building nent Safety Information, by TPI and SBCA) fo'r safety practices pnor to performing these functions. Installers shall provide temporary. per BCSI.. Unless noted o"thenvise, top chord shall have proper)Y attached structural sheathing and bottom chord shall have a properly d ri id ceiling Locations shown for permanent lateral restraint of webs shall have bracingg installed per BCSI sections B3, B7 or B10 icable. Apply plates to each face of truss and position as shown above and on the Joinf-Details, unless noted otherwise. Refer to ALPINE Is 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. a division of ITW Buildinq Components Group Inc. shall not. be responsible for any deviation from this drawing, any, failure to build the ANMCCWAW conformance with ANSI/TPI 1, or for handling, shipping,. installation. and bracing of trusses. A seal on this drawng or cover pa a 6750 Forum Drive vs drawing indicates acceptance of professional engineering responsibilityy solely -for the design shown. The suitability and use of This Suite 305 I for any structure is the responsibility of the Building esigner per ANSI/TPI 1 Sec.2. e information see these web sites: Alpine: al ineilw.com; TPI: t inst.or ; SBCA: sbcindusl .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 249737 / GABL Ply: 1 Job Number: N334501 Cust: R 8975 JRef:1X3G89750041 T1 ! FROM: RWM Qty: 1 7A5/320 ,182EC,E ,02H ,13101 / 1828/CALI/4EBB ELEV.C,E DrwNo: 064.21.1100.22277 Truss Label: C1GE 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 " 7' 7' 2' ^i (TYP) =4X4 D 14' 1, 14 14' Wind Criteria Snow Criteria (Pg,Pf in PSF) Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA Speed: 160 mph Pf., NA Ce: NA Enclosure: Closed Lu: NA Cs: NA Risk Category: II Snow Duration: NA EXP: C Kzt: NA Mean Height: 15.00 It Building Code: TCDL: 4.2 psf BCDL: 5.0 psf FBC 7th Ed. 2020 Res. MWFRS Parallel Dist: 0 to h/2 TPI Std: 2014 C&C Dist a: 3.00 ft Rep Fac: No Loc. from endwall: Any FT/RT:20(0)/10(0) GCpi: 0.18 Plate Type(s): Wind Duration: 1.60 1N4\/F Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Webs: 2x4 SP #3; Special Loads ------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC: From 96 pif at -1.00 to 96 pif at 15.00 BC: From 20 plf at 0.00 to 20 pif at 14.00 Plating Notes All plates are 2X4 except as noted. Wind Wind loads based on MWFRS. Wind loading based on both gable and hip roof types. Additional Notes See DWGS At 6015ENC160118 & GBLLETIN0118 for gable wind bracing and other requirements. attacl as ar. drawl Alpin truss listinc drawl • For m 14' 7' Defl/CSI Criteria ♦ Maximum Reactions (Ibs), or'=PLF PP Deflection in loc Udefl U# Gravity Non -Gravity VERT(LL): 0.007 J 999 360 Loc R+ / R- / Rh / Rw / U / RL VERT(CL): 0.014 J 999 240 B* 129 /- /- /40 /50 /12 HORZ(LL): -0.004 H - - Wind reactions based on MWFRS HORZ(TL): 0.009 H B Brg Width = 168 Min Req = - Creep Factor: 2.0 Bearing B is a rigid surface. Max TC CSI: 0.392 Members not listed have forces less than 375# Max BC CSI: 0.242 Maximum Top Chord Forces Per Ply (Ibs) Max Web CSI: 0.142 Chords Tens.Comp. Chords Tens. Comp. C - D 376 -199 D - E 377 -199 VIEW Ver: 20.02.00A.1020.20 I Maximum Gable Forces Per Ply (Ibs) Gables Tens.Comp. Gables Tens. Comp. C - J 511 - 403 H - E 511 - 403 03/05/2021 "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS o require extreme care in fabricating, handling shipping, installing.and bracing. Refer to and follow the latest edition of BCS] (Building lent Safety Information, by TPI and'SBCA) r safety practices pnor to performing these functions. Installers shall provide temporary per BCSI.. Unless noted otherwise, top chord shall have proper)v attached structural sheathing and bottom chord shall have a properly 9 h4!d ceiling Locations shown for permanent lateral restraint of webs shall have bracing installed per BCS! sections B3, B7 or B10, cable. Apply plates to each face, of 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 PI 1, or for handling, shipping,. mstallation.and bracin44 of trusses. A seal on this drawing or cover pagpe ,is drawing Indicates acceptance of professional engineering responsibility solely Tor the design shown. The suitability and use of this I for any structure is the responsibility of the Building�-DDesigner per ANSI/TPI 1 Sec.2. information see these web sites: Alpine: alpineitw.com• TPI: tpinst.org; SBCA: sbcindustry.com; ]CC: iccsafe.org; AWC: awc.org AL NE nN m '("Aw 6750 Forum Drive Suite 305 Orlando FL, 32821 SEQN: 249721 / COMN Ply: 1 Job Number: N334501 Cust: R 8975 JRef:1X3G89750041 T13 / FROM: JRH City: 1 7A5/320 ,182EC,E ,02H ,RI01 / 1828/CALI/4EBB ELEV.C,E DrwNo: 064.21.1100.23496 Truss Label: D1 KD / WHK 03/05l2021 5' 5' 4X4 C 10, 5' 12 6 N i+M B D 4 E 88 F 2X4(A1) 1112X4 - 2X4(A1) 10, 5 1 5' 10, 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): 0.007 F 999 360 BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.013 F 999 240 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.003 F - - Des Ld: 37.00 EXP: C Kzt: NA HORZ(TL): 0.006 F Building g Code: NCBCLL: 10.00 Mean Height: 15.00 ft Creep Factor: 2.0 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.345 Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 TPI Std: 2014 Max BC CSI: 0.257 Spacing: 24.0 " C&C Dist a: 3.00 ft Rep Fac: Yes Max Web CSI: 0.081 Loc. from endwall: not in 4.50 ft FT/RT:20(0)/10(0) GCpi: 0.18 Plate Type(s): IVIEW Ver: 20.02.00A.1020.20 Wind Duration: 1.60 WAVE 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 03/05/2021 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 434 /- 7- /286 /202 /134 D 434 /- /- /286 /202 /- 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 522 -494 C - D 521 -494 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - F 396 - 293 F - D 396 - 293 "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 ri4td 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 oT 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 COMvn 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 engqsneering responsibilit 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/TA 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 SEON:249722/ COMN Ply: 1 Job Number: N334501 Cust:R8975 JRef:1X3G89750041 T14 /I FROM: JRH Oty: 1 , A5/320 ,182EC,E ,02H ,R101 / 1828/CALI/4EBB ELEV.C,E DrwNo: 064.21.1100.23184 Truss Label: D2 KID / WHK 03/05/2021 5' 5' 4X4 C 10, 5' 12 6 N io B D E8.8 F 2X4(A1) 1112X4 =2X4(A1) 10, 5' 5' 5' 10, Loading Criteria (psi) 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 lac Udefl U# TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.007 F 999 360 BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.013 F 999 240 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.003 F - - Des Ld: 37.00 EXP: C Kzt: NA HORZ(TL): 0.006 F Building Code: NCBCLL: 10.00 Mean Height: 15.00 ft Creep Factor: 2.0 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.345 Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 TPI Std: 2014 Max BC CSI: 0.257 Spacing: 24.0 " C&C Dist a: 3.00 it Rep Fac: Yes Max Web CSI: 0.081 Loc. from endwall: not in 4.50 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 Lumber Top chord: 2x4 SP #2 N; Sot 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 S°A ' • ,�'; SAT O •' COA(.s�ONAI. 03/05/2021 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 434 /- A /286 /202 /134 D 434 /- A /286 /202 /- 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 522 - 494 C - D 521 - 494 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - F 396 - 293 F - D 396 - 293 **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, installingand 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 properly 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 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 Buildin Components Group Inc. shall not,be responsible for any deviation from this drawing, any failure to build the ANrtwco vANv truss in conformance with ANSI/ PI 1, or for handling, shipping,, installation and bracingof trusses. A seal on this drawing or cover pa a 6750 Forum Drive listing this drawing indicates acceptance of professional enWeenng responsibility 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: 249735 / HIPS Ply: 1 Job Number: N334501 Cust: R 8975 JRef:1X3G89750041 T17 / FROM: JRH Qty: 1 ,7A5/320 ,182EC,E ,02H ,RI01 / 1828/CALI/4EBB ELEV.C,E DrwNo: 064.21.1100.22012 Truss Label: D3G KD / WHK 03/05/2021 T 0 '3 4"3 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 " 3' T 10, 3' 4' 3' 4X6 = 4X6 12 C D 6F:7- _ T B E M a F N 88 �,, 2X4(A1) 1112X4 1112X4=2X4(A1) 10, 3'1"12 3'8"8 3'1'12 1 3'1 '12 6'10"4 10, 1 Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 15.00 It TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 It 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; Special Loads -----(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC: From 56 plf at -1.00 to 56 plf at 3.00 TC: From 28 plf at 3.00 to 28 plf at 7.00 TC: From 56 plf at 7.00 to 56 plf at 11.00 BC: From 20 plf at 0.00 to 20 plf at 3.03 BC: From 10 plf at 3.03 to 10 plf at 6.97 BC: From 20 plf at 6.97 to 20 plf at 10.00 TC: 129 lb Conc. Load at 3.03, 6.97 TC: 65 lb Conc. Load at 5.00 BC: 80 lb Conc. Load at 3.03, 6.97 BC: 52 lb Conc. Load at 5.00 Wind Wind loads and reactions based on MWFRS. Wind loading based on both gable and hip roof types. 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: Varies by Ld Case FT/RT:20(0)/10(0) Plate Type(s): Defl/CSI Criteria PP Deflection in loc Udell U# VERT(LL): 0.022 H 999 360 VERT(CL): 0.044 H 999 240 HORZ(LL): 0.008 C - - HORZ(TL): 0.016 C Creep Factor: 2.0 Max TC CSI: 0.288 Max BC CSI: 0.365 Max Web CSI: 0.059 03/05/2021 Ve r: 20.02.00A.1020.20 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 625 /- /- /- /316 A E 625 /- /- /- /316 A Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 E Brg Width = 8.0 Min Req = 1.5 Bearings B & E are a rigid surface. Bearings B & E 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 467 - 962 D - E 467 - 962 C - D 389 - 842 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - H 829 - 394 G - E 829 - 394 H - G 842 - 389 '•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 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 ri id ceilin Locations shown for ermanent lateral restraint of webs shall have bracin installed per BCSI s ctions B3, B7 or B10 as applicab)e. Apply plates to each face of truss and position as shown above and on the Join Details, unless note otherwise. Defer to ALPINE drawings 160A-Z for standard plate positions. Refer to jobs General Notes page for additional information. Alpine, a division of ITW BuildinccttComponents Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the MMCOWAW truss in conformance with ANSI/TPI 1, or for handling, shipping,. installation, and bracingof trusses: A seal on this drawing or cover page 6750 Forum Drive listing this drawing indicates acceptance of professional engineering responsibili_$t� 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/TP1 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.or Orlando FL, 32821 SEQN: 249723 J VAL Ply: 1 Job Number: N334501 Cust: R 8975 JRef:1X3G89750041 T33 FROM: RWM Qty: 1 7A5/320 ,182EC,E ,02H ,R101 / 1828/CALI/4EBB ELEV.C,E DrwNo: 064.21.1100.23106 Truss Label: V8 KD / 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 Soacina: 24.0 " 12 6 -4X4(D1 j 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 9.00 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 Valley truss connection to truss below shall be designed and furnished by others. 3'11 "8 3'11 "8 4X4 B T11" T11" 7'11" 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): 7'11" 311 "8 \ 4(D1)C Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): 0.028 999 360 VERT(CL): 0.051 999 240 HORZ(LL): -0.010 - - HORZ(TL): 0.019 Creep Factor: 2.0 Max TC CSI: 0.321 Max BC CSI: 0.374 Max Web CSI: 0.000 VIEW Ver: 20.02.00A.1020.20 ,....•..••k�-., 1}'.•�GE s�• • e i • o. 708 1 SAT 03/05/2021 9 6'3 D ♦ Maximum Reactions (Ibs), or "=PLF Gravity Non -Gravity Loc R+ /R- /Rh /Rw /U /RL D' 75 /- /- /35 /26 /8 Wind reactions based on MWFRS D Brg Width = 95.0 Min Req = - Bearing A is a rigid surface. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A - B 506 - 366 B - C 503 - 366 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. A - C 330 - 393 "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 proper)Y attached structural sheathing and bottom chord shall have a properly attach Ii 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 Buildin Components Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the ANMCC-AW truss in conformance with ANSI 1, or for handling, shipping,. Installation. and bracinnof trusses. A seal on this drawing or cover pa a 6750 Forum Drive listing this drawing indicates acceptance of professional engineering responslbi!itYy solely �or 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 ineilw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEON: 249724 / VAL Ply: 1 Job Number: N334501 Cust: R 8975 JRef:1X3G89750041 T16 / FROM: RWM Oty: 1 7A5/320 ,182EC,E ,02H ,RI01 / 1828/CALI/4EBB ELEV.C,E DfwNo: 064.21.1100.21809 Truss Label: V4 KD / 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 " 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 9.00 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 Valley truss connection to truss below shall be designed and furnished by others. 1'11"8 1 3-11" 111"8 T 1'11"8 12 6 =4X4 B 4X4(D1)=4X4(D1) A C 010'6"3 D 3'11" 3-11 " 3-11" ow Criteria (Pg,Pf in PSF) NA Ct: NA CAT: NA NA Ce: NA NA Cs: NA 0w 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 Udef! U# VERT(LL): 0.004 999 360 VERT(CL): 0.007 999 240 HORZ(LL): -0.001 - - HORZ(TL): 0.003 - Creep Factor: 2.0 Max TC CSI: 0.070 Max BC CSI: 0.098 Max Web CSI: 0.000 VIEW Ver: 20.02.00A.1020.20 'y+r. + y F •. o. Z08 1 a � a COA ONAl.'� 03/05/2021 ♦ Maximum Reactions (lbs), or *=PLF Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL D* 75 A /- /32 /18 /6 Wind reactions based on MWFRS D Brg Width = 47.0 Min Req = - Bearing A 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 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 63, B7 or 810, 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 BuildincL Components Group Inc. shall not,be resp, onsible for any deviation from this drawing, any failure to build the ANMCOMPAW truss in conformance with ANSIITPI 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 sneering responsibilitiy 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: al ineitw.com; TPI: t insl.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEON: 249725 / EJAC Ply: 1 Job Number: N334501 Cust: R 8975 JRef:1X3G89750041 T15 / FROM: RWM Qty: 8 7A5/320 ,182EC,E ,02H ,RI01 / 1828/CALIl4EBB ELEV.C,E DrwNo: 064.21.1100.20293 Truss Label: EJ7 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 " C 12'2"11 12 6 M O_ Lo co M B A __48,s„ 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/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. 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): Defl/CSI Criteria PP Deflection in loc L/defl L/# 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 H. i pia `�•••sLawaa�•. �¢�� i o. 708 1 � s a ,� SAT O COA fit' iZ$' ONAL 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 and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have �roper)v attached structural sheathing and bottom chord shall have a properly attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracinginstalled per BCSI sections B3, B7 or B10, as applicable. AppTy plates to each face. of truss and position as shown above and on the JoinfDetails, unless noted otherwise. Refer to ALPINE drawings 160A-Z for standard plate positions. Refer to jobs 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 A —COW — truss in conformance with ANSIITPI 1, or for handling, shipping,. installation. 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 sgructure is the responsibility of the Building -Designer per ANSINI 1 Sec.2. For more information see these web sites: Alpine: al ineitw.com; TPI: t insl.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Odando FL, 32821 SEQN: 249726 EJAC Ply: 1 Job Number: N334501 Cust: R 8975 JRef:1X3G89750041 T11 / FROM: LPM Qty. 6 ,7A5/320 ,182EC,E ,02H ,Rl01 / 1828/CALI/4EBB ELEV.C,E DrwNo: 064.21.1100.23871 Truss Label: EJ7A �JB / WHK 03/05/2021 Loading Criteria (psq 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 " 2X4(A1) 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 GCp!: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SIP #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. 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): Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): NA VERT(CL): NA HORZ(LL): 0.016 C HORZ(TL): 0.030 C Creep Factor: 2.0 Max TC CSI: 0.738 Max BC CSI: 0.513 Max Web CSI: 0.000 Ver: 20.02.00A.1020.20 H. 0. 7,08 1 • �4r�'c COA 03/05/2021 ♦ Maximum Reactions (lbs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL A 270 /- /- /179 /71 /186 C 126 /- /- /76 A /- B 177 /- /- /132 /171 /- Wind reactions based on MWFRS A Brg Width = 8.0 Min Req = 1.5 C Brg Width = 1.5 Min Req = - B Brg Width = 1.5 Min Req = - Bearing A is a rigid surface. Bearing A 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 quire extreme care in fabricating handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Buildim t Safety Information, by TPI an fabricating, fo'r safety practices prior to performing these functions. Installers shall provide temporary' BCSI.. Unless noted otherwise, top chord shall have proper)v attached structural sheathing and bottom chord. shall have a properl id ceiling Locations shown for permanent lateral restraint of webs shall have bracingq installed per BCSI sections B3, B7 or B10, e. AppTy plates to each face of truss and position as shown above and on the Joint Details, unless noted otherwise. Defer to 60A-Z for standard plate positions. Refer to job's General Notes page for additional information. notbe responsible for any deviation from this drawing, any failure to build the i g,. nstallaponand bracing of trusses: A seal on this drawing or cover pa e enng responsibilit solely -for the design shown. The suitability and use of this signer per ANSI/TA 1 Sec.2. ALPINE drawing for any structure Is the re For more information see these web AN RW COW- 6750 Forum Drive Suite 305 Orlando FL, 32821 SEON: 249727 / EJAC Ply: 1 Job Number: N334501 Cust: R 8975 JRef:1X3G89750041 T28 / FROM: JRH Oty: 3 7A5/320 ,182EC,E ,02H ,R101 / 1828/CALI/4EBB ELEV.C,E DrwNo: 064.21.1100.21527 Truss Label: EJ3 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 " V 2X4(A1) 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. N 31 3' 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 M CD Def1/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): NA VERT(CL): NA HORZ(LL): -0.001 D HORZ(TL): 0.002 D Creep Factor: 2.0 Max TC CSI: 0.248 Max BC CSI: 0.112 Max Web CSI: 0.000 EW Ver: 20.02.00A.1020.20 03/05/2021 10r2"11 LO N 81811 ♦ Maximum Reactions (lbs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 188 /- !- /157 /71 /100 D 52 /- A /28 A A C 65 /- A /45 /66 /- 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 c7 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)v 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 BuildinlComponents Group Inc. shall not be responsible for any deviation from this drawing, any, failure to build the .Nrtwco wa r truss in conformance with ANSI/I 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 encLinegring responsibility solelyorthe design shown. The suitability and use of Phis 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; ]CC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 249728/ JACK Ply: 1 Job Number: N334501 Cust: R8975 JRef:1X3G89750041 T35 FROM: LPM Qty: 4 7A5/320 ,182EC,E ,02H ,R101 / 18281CAL1/4EBB ELEV.C,E DrwNo: 064.21.1100.20856 Truss Label: CJ5 KD / YK 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 SDacina: 24.0 " C 11'2"5 12 6 ro 91 rn N co io B A t 8'8" D 1, t 4'11"4 4' 11 "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 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. :)w Criteria (Pg,Pf in PSF) NA Ct: NA CAT: NA NA Ce: NA NA Cs: NA 1w 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): 0.005 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 03/05/2021 Ve r: 20.02.00A.1020.20 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 256 /- /- /200 /88 /152 D 89 /- /- /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. 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 Comfet ponent Say Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing f�er BCSI. Unless noted otherwise, top chord shall have proper)% attached structural sheathing and bottom chord shall have a properly attached r1 id 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, oT 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 Buildin Components Group Inc. shall not. be responsible for any deviation from this drawing, any, failure to build the ANMCOWAW truss in conformance with ANSI 1, or for handling, shipping,, installatlon and bracing of trusses. A seal on this drawing or cover pa a 6750 Forum Drive listing this drawing indicates acceptance of professional en meering responsibility 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/TPI 1 Sec.2. For more information see these web sites: Alpine: al ineitw.com; TPI: t insl.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 249729 / JACK Ply: 1 Job Number: N334501 Cust: R 8975 JRef:1X3G89750041 T34 / FROM: LPM Qty: 4 , A5/320 ,182EC,E ,02H ,RI01 / 1828/CALI/4EBB ELEV.C,E DrwNo: 064.21.1100.19902 Truss Label: CJ3 SSB / WHK 03/05/2021 nJ 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 " �_ 1' Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 15.00 It TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 It 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. PA■i: 2' 11 "4 3w 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): 0 C T Defl/CSI Criteria PP Deflection in loc Udefl U# 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 Ver: 20.02.00A.1020.20 o. AM 0 •: • �. COA ALL 03/05/2021 10'2"5 F M CV 81811 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 185 /- /- /156 171 /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. 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 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 propery 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 B3, B7 or B10. as applicab)e. Apply 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 BuildincL Components Group Inc. shall not,be responsible for any deviation from this drawing, any. failure to build the ANMCOWAW truss in conformance with ANSI/TPI 1, or for handling, shipping,, installation and bracingof trusses. A seal on this drawing or cover pa a 6750 Forum Drive listing this drawing indicates acceptance of professional encLineering responsibilit(y� solelyor the design shown. The suitability and use of this Suite 305 drawing for any structure is the responsibility of the Budding 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 SEON: 249730 / JACK Ply: 1 Job Number: N334501 Cust: R 8975 JRef:1X3G89750041 T32 / FROM: LPM city: 4 , A5/320 ,182EC,E ,02H ,RI01 / 1828/CALI/4EBB ELEV.C,E DrwNo: 064.21.1100.21715 Truss Label: CJ1 KD / 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 T Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 15.00 it TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 it 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 ^� 11114 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA )ding Code: C 7th Ed. 2020 Res. I Std: 2014 p Fac: Yes rRT:20(0)/10(0) 1e Type(s): (y) 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 VIEW Ver: 20.02.00A.1020.20 •• • o. 708 1 SAT O ls_ONAL EN ,�' COA 03/05/2021 9'2"5 Mn ♦ 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 /- /29 /33 /- 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 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)v 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 ?fates 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 BuildincL Components Group Inc. shall not,be responsible for any deviation from this drawing, anyfailure to build the AN"COWAW truss in conformance with ANSI[TPI 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 responsibilitty�r solely -for the design shown. The suitability and use of this Suite 305 drawing for any structure is the responsibility of the Building -Designer perANSI/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 Odando FL, 32821 SEQN: 249731 / JACK Ply: 1 Job Number. N334501 Cust: R8975 JRef:1X3G89750041 T27 / FROM: LPM Qty: 4 ,7A5K20 ,182EC,E ,02H ,Rl01 / 1828/CALI/4EBB ELEV.C,E DrwNo: 064.21.1100.21418 Truss Label: CAA KD / WHK 03/05/2021 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 Soacina: 24.0 " Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; 12 6 C B CO � M A �- D 2X4(A1) 1' 11114 11 "4 t Criteria Snow Criteria (Pg,Pf in PSF) I Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA rd: 160 mph Pf., NA Ce: NA )sure: Closed Lu: NA Cs: NA Category: II Snow Duration: NA C Kzt: NA i Height: 15.00 ft Building Code: L: 4.2 psf L: 5.0 psf FBC 7th Ed. 2020 Res. �RS Parallel Dist: 0 to h/2 TPI Std: 2014 Dist a: 3.00 It Rep Fac: Yes from endwall: Any FT/RT:20(0)/10(0) GCpi: 0.18 Plate Type(s): Duration:1.60 WAVE 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"0.0", min. toe -nails at bottom chord. Defl/CSI Criteria PP Deflection in loc Udef! 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 Ver: 20.02.00A.1020.20 o. 708 1 1 COA (f® s ON 0 03/05/2021 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 /- /29 /33 /- 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 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 rinid ceilin 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. 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 jobs 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 ANMCO-AN truss in conformance with ANSI/TPI 1, or for handling, shipping,, installation. and bracin of trusses: A seal on this drawing or cover pagpe 6750 Forum Drive listing this drawing indicates acceptance of professional en ineenng responsibility solely -for the design shown. The suitability and use of?his Suite 305 drawing for any structure is the responsibility of the BuildingUesigner per ANSI/TPI 1 Sec.2. For more information see these web sites: Alpine: al ineilw.com; TPI: t insl.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 2497321 HIP_ Ply: 1 Job Number. N334501 Cust: R 8975 JRef:1X3G89750041 T26 / FROM: HMT Qty: 2 7A5/320 ,182EC,E ,02H ,RI01 / 1828/CALI/4EBB ELEV.C,E DrwNo: 064.21.1100.20918 Truss Label: HJ7 KD / WHK 03/05/2021 5'3"5 5'3"5 9'10"1 4'6"l 1 C 12'2"3 12 4.24 2X4 C v n v B T 4.3 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 Spacinq: 24.0 " 1,5„ 9,2„2 i _7. 9'2"2 9,10"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: 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.OE; Webs: 2x4 SP #3; Loading Hipjack supports 6-11-8 setback jacks 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 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pt. 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)/10(0) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/def! L/# VERT(LL): 0.040 F 999 360 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 03/05/2021 Ver: 20.02.00A.1020.20 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 326 /- /- /- /154 A E 364 /- /0 /- /84 /0 D 214 A /- /- /177 !- 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) for 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 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 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 Bu ildincc_T Components Group Inc. shall not be responsible for any deviation from this drawing, any. failure to build the ANMCC.PANY truss in conformance with ANSI/TPI 1, or for handling, shipping,, mstalla ion.and bracing of trusses: A seal on this drawing or cover pa a 6750 Forum Drive listing this drawing indicates acceptance of professional engineering responsibili-%�r 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 ineitw.com; TPI: t insl.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SECiN: 2497331 HIP_ Ply: 1 Job Number: N334501 Cust: R 8975 JRef1X3G89750041 T29 / FROM: JRH City: 2 ,7A5/320 ,182EC,E ,02H ,RI01 / 1828/CALI/4EBB ELEV.C,E DrwNo: 064.21.1100.22777 Truss Label: HJ3 SSB / WHK 03/05/2021 C 12 4.24 10'2"6 v ti CV T8rpn A CCII D Loading Criteria (psi) 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 Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 0.00 R 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 #2 N; Loading Hipjack supports 2-11-8 setback jacks with no webs. Wind Wind loads and reactions based on MWFRS. 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. 4'2"3 4'2"3 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)/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): 0.002 D Creep Factor: 2.0 Max TC CSI: 0.120 Max BC CSI: 0.074 Max Web CSI: 0.000 Ver: 20.02.00A.1020.20 ' fa.708 1 s „ "• A1 ®°••.•..• ... COA ,� NA t 03/05/2021 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 84 /- /- A /45 A D 28 P /- /7 P P C 64 /- /- P /48 P Wind reactions based on MWFRS B Brg Width = 10.6 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 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 attach etl ri Id ceilin Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or 1310, 11461111., as applicable. Applgy 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 BuildincL Components Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the ANMCO.PAW truss in conformance with ANSI/TPI 1, or for handling, shipping,installs ion and bracing of trusses. A seal on this drawing or cover page 6750 Forum Drive listing this drawin indicates acceptance of professional encLsneering responsibilittyy 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/TP1 1 Sec.2. For more information see these web sites: Alpine: alpineitw.com; TPI: tpinst.or ; SBCA: sbcindust .com; ]CC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 Gable Stud Reinf orcement Detail ASCE 7-161 160 mph Wind Speed, 15' Mean Height, Enc(osed, Exposure C, Kzt = 1,00 Or, 140 mph Wind Speed, 15' Mean Height, Partially Enclosed, Exposure C, Kzt = 1.00 ❑ri 140 mph Wind Speed, 15' Mean Height, Enclosed, Exposure D, Kzt = 1.00 Orr 120 moh Wind Soeed. 15' Mean Helnht. Partially Fnrinaed. Fxnnaure n. Kest = t.Iln S 2x4 Brace Gable Vertical Spacing Specles Grade No Braces (1) lx4 'L' Brace x (1) 2x4 'L' Brace IK (2) 2x4 'L' Brace xx (1) 2x6 'L' Brace Ill (2) 2x6 'L, Brace N 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' 10, 7' 9' 8' 1' 9' 3' 9' 7' 12' 2' 12' 8' 14' 0' 14' 0' U Sp I F #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' p 1 Standard 3' 8' 4' 11' 5' 3' 6' 7' 7'' V 8' ill 9' 6' 10' 4' 11' 1' 14' 0' 14' 0' #1 4' 0' 6' 8' 6' 11' 7' 10' 8' 2' 9' 4' 9' 8' 12' 4' 12' 9' 14' 0' 14' 0' 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' ai 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' 8' 11' 9' 8' 10' 4' 13' 1' 14' 0' U #1 / #2 4' 5' 7' 6' 7' 9' 8' 10' 9' 3' 10' 7' ill 0' 13' 11' 14' 0' 14' 0' 14' 0' _ S P P #3 4' 2' 7' V 7' 9' 8' 9' 9' 1' 10' 5' 10, 10, 13' 9' 14' 0' 14' 0' 14' 0' U [- H Stud 4' 2' 7' 1' 7' 6' 8' 9' 9' 1' 10' 5' 10, 10, 13' 9' 14' 0' 14' 0' 14' 0' 01 O f 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' 111 1' 14' 0' 14' 0' 14' 0' 14' 0' / S P 412 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' 5' 6' 10, 8' 6' 9' 1' 10' 6' 10, 11' 13' 4' 14' 0' 14' 0' 14' 0' D P LKStatn d 4' 4' 6' 5' 6' 10' 8' 6' 9' 1' 10' 6' 10, 11' 13' 4' 14101 14' 0' 14' 0' ard 4' 2' 5' 8' 6' 0' 7' 6' 8' 0' 10' 2' 10, 10, 11' 10, 12' 7' 14' 0' 14' 0' [-#2 4' 10' 8' 3' 8' 7' 9' 9' 10, 2' 10' 7' 12' 1' 14' 0' 14' 0' 14' 0' 14' 0' SPr 4' 7' 8' 2' 8' 5' 9' 8' 10, 0' 11' 6' 12' 0' 14' 0' 14' 0' 14' 0' 14' 0' U lJCd 4' 7' 8' 2' 8' 5' 9' 8' 10, 0' 11' 6' 12' 0' 14' 0' 14' 0' 14' 0' 14' 0' O �Ir ard 4' 7' 7' 0' 7' 5' 9' 4' 10, 0' 11' 6' 12' 0' 14' 0' 14' 0' 14' 0' 14' 0' 5' 1' 8' 5' 8' B' 9' 11' 10' 3' 11' 9' 12' 3' 14' 0' 14' 0' 14' 0' 14' 0' S P 4' 10' 8' 3' 8' 7' 9'9'10' 2' 11' 7' 12, 1' 14' 0' 14' 0' 14' 0' 14' 0r 4' 9' 7' 4' 7' 10' 9' 8' 10, 1' 11' 7' 12' 0' 14' 0' 14' 0' 14' 0' 14' 0' c-t D f L Stud 4' 9' 7' 4' 7' 10' 1 9' 8 10, 1' 11' 7' 12' 0' 14' 0' 14' V 14' 0' 14' 0' Standard 4' 7' 6' 6' 6' 11' 8' 8' 9' 3' 11' 6' 12' 0' 13' 7' 14' 0' 14' 0' 14' 0' .�ymm About) Diagonal brace optloni vertical length may be doubled when diagonal 18' brace Is used, Connect L diagonal brace for 600# at each end. Max web'L' Brace End total length Is 14'.Zones, lbetter typ. #2 or length showningle In table above. iagonal cutn) at'rl r'Vertical 8, Wit end, ;@7 Connect diagonal at midpoint of vertical web, Refer to chart ak --VARNMma READ AND IFU r nV ALL NaTES IN THIS DRAVING ■■(PDRTANT■■ FURNISH THIS DRAVING TO ALL CGNTRACTCRS INCLUDING THE INSTALLERSC ePINE Trusses require extreme care in fabricating, handling, shipping, Instatling and bracing. Refe 4 follow the latest editlon of BCSI (Building Component Safety Information, by TPI and SBCA) fo sc practices prior to performing these functions. Installers shall provide temporary bracing pe B Unless noted otherwise, top chord shall have properly attached structural sheathing and bo e shall have a properly attached rigid telling. Locations shown for permanent lateral restraint f shall have bracing Installed per BCSI sections B3, B7 or B10, as applicable. Apply plates to eaBj of truss and position as shown above and on the Joint Details, unless noted otherwise. Refer to drawings 160A-Z for standard plate positions. AN ITW COMPANY 1 \ 5141 Earth) Cit l Expressway Y Y 11 Suile1242 1 \ Earth\ City,\ MO\ 63045 Alpine, a division of ITV Building Components Group Inc shall not be responsible for any devlath this drawing, any failure to build the truss In conformance with ANSI/TPI 1, or for handling, ship{ Installation a brncing of trusses. e A seal on this draw4ig or cover page listing this drawing, Indicates acceptance of profesl engineering responsibility solely for the design shown The suitability and use of this drawing for any structure is the responsiblity, of the Bullding Designer per ANSI/TPI I Seca For more Information see this Job's general notes page and these web sites, ALPIND www,alptneitw,comi TPI, www.tpinst.org) SBCAr www.sbclndustry,orgt ICO w►wJccsefe.org ax Bracing Group Species and Grades) Group At S ruce-Pine-Fir Hem -Fir #1 / #2 Stnndard #2 Stud #3 Stud #3 Standard Douglas Fir -Larch Southern Plne-.- #3 #3 Stud Stud Stnndard Standard Group BI Hem -Fir #1 & Btr #1 Douglas Fir -Larch Southern Plneix-3N #1 #1 #2 #2 Ix4 Braces shall be SRB (Stress -Rated Board), -.For lx4 So. Pine use only Industrial 55 or Industrial 45 Stress -Rated Boards. Group B values may be used with these rades. Gable Truss Detail Notesi 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 10d (0,128'x3,0' min) nails, W For (1) 'L' bracer space nails at 2' o.c. In 18' end zones and 4' o,c, between zones, )K)(For (2) 'L' braces, space malls at 3' o.c. In 18' end zones and 6' o.c, between zones. 'L' bracing must be a minimum of 807 of web member length, Gable Vertical Plate Sizes Vertical Len th No Splice Less than 4' 0' 2X3 Greater than 4' 0', but Less less than 11' 6' 3X4 ttttf fill Greater than_ 11' 6' 4X4 + Refer to common truss design for peak, splice, and heel plates. Refer to the Bullding Designer for conditions abl ve tia le~ th, not addressed by this detail. REF ASCE7-16-GAB16015 - DATE 01/26/2018 T fl •��� DRWG A16015ENC160118 MAX, TOT, LD, 60 PSF MAX. SPACING 24,0' 'T Relnfoi Memk Go Tr Gabe Detail For Let -In Verticals Gable Truss Plate Sizes ppropriate 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 lapped plates to span the web, 2*2X4 2X8 rroviae connections for uputt specitiea an the engineered truss aesign. Attach each 'T' reinforcing member with End Driven Nnilsl IOd Common (0,148'x 3',min) Nails at 4' o,c. plus (4) nails In the top and bottom chords, Toenalled Nallsl 10d 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 & 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, S20015END10011 VfflPMftiQj, 511530ENC100118, S12030ENC100118, S14030ENC 30 1001 fA/y S18030ENC100118, S20030ENC100118, S20030 ; O1 •ar 44QP b o*"�'[�', See appropriate Alpine gable detail for maxi-* ejl4fgr(cgg �dgrfi 'T' Reinforcement Attachment Detail 'T' Reinforcing 'T' Reinforcing Member Member Toe -nail - Or - End-nall 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, specle, and grade of the 'L' reinforcing member, eb Length Increase w/ 'T° Brace Example 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 wwvARNIN(2ww READ AND Fm.LDv ALL NOTES a THIS DRAVINGI = 0 1i. Vo REF LET -IN VERT •1IHPMTANTa FlIRtQSH THIS DRAVING TO ALL LGNTRACTDRS INCLUDING THE INSTALLERSC ty�p followTrusses the (.test eed) Ionmofcare BCSIhCHltlng ConponentllSufetyshipping, In orna lolnfnhy TPland bIn and SBCA)efoe{�r$jsdl�ty�i DATE 01/02/2018 practices prior to performing these functions. Installers shall provide temporary bradng pew BCST. • ^ _� Unless noted otherwise, top chord shall have properly attached structural sheathing and bo n chow S AT V DRWG GBLLETIN0118 shall have a properly attached rigid ceRing. Locations sham for permanent lateral restraint f sii Q�. shall have bracing Installed per BCSI sections B3, B7 or B10, as applicable. Apply plates to end , •i of truss and position as shown above and an the Joint Detalls, unless noted otherwise. PI Refer to drawings f IT for standard pints positions. •� j � y t� Alpine, I division of ITV Building Components Group Inc shall not be responsible for any , shIppI r •�•• �•� this drawing, any failure to build the truss N conformance with ANSI/TPI 1, or for handling, shlppin �� �••nn•w�• _tCj+ ,rp�� MAX, TOT. LD. 60 PSF AN ITW COMPANY installation 6 bracing of trusses. //R�r J�t �iVv �t• A seal on this daring or cover page Usttng this drawing, Indicates acceptance of professional I 514\Eanh\City\Expressway engineering responsibility solely for the design sham The suitability and use of this draw" OUR, FAC, ANY \\Suite\242 For any structure Is the responsDdlity of the Bulding Designer per ANSI/TPI 1 Sec2. {R 3/05/202 \1 Earth% City,\ MO\ 63045 For more Information see this Job's general notes page and these web sites MAX, SPACING 24,0° ALPINE, vw.alpineitw.coml TPI, wrw,tpinst.orgl SBCAi www.sbcindustry.orgl IM wwwJccsafe.org 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, �OK 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 12 12 Max, I 1X3 1X3 1X3 5X4/SPL X3 Unless specified otherwise on engineer's sealed design, for vertical valley webs taller than 7-9' apply 2x4 'T' reinforcement, 80Y 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', Pitched Cut Bottom Chord Valley (Max Spacing) Ii 1X3 \\X4 20-0-0 (++) Supporting trusses at 24' o,c, maximum spacing. Valle Spacing Square Cut Bottom Chord Valley �.A! 9 SQpGt��usnrnTuo `��mmo 2X4 Stubbed Valley End Detail 0 4X4 _5�Tf , ❑Ptional Hip Joint Detail n T�,u�_4e� Partial Framing Plan swVARND+a•. READ AND FITLLOV ALL NITIES ON THIS DRAVINGI = 1U. vo LL 30 30 40PSF REF VALLEY DETAIL swIHPORTANTss FURNISH THIS DRAVING TO ALL CCHTRACTORS INCLUDING THE INSTALLERS. 5 • Trusses require extreme care In fabricating, handling, shipping, Installing and bracing. Refer ,mod s TC DL 20 15 7 PSF DATE 01/26/2018 follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) for f v practices prior to performing these functions. Installers shall provide temporary bracing per L Unless noted otherwise, top chord shall have properly attached structural sheathing and bott cho S AT BC DL 10 10 10 PSF DRWG VAL180160118 shall have a properly attached r101d ceiling. Locations shown for permanent lateral restraint o •e� • f'i 1 •. shall have bracing Installed per BCSI sections B3, B7 or B10, as applicable. Apply plates to each V!xv a :r of truss and position as shown above and on the Joint Details, unless noted otherwise. o� �/ �• ��` BC LL 0 0 0 PSF pi Refer to drowings I60A-Z for standard plate positions._` 1 � Alpine, a division of ITV Building Components Group Inc shall not be responsible for any deviation n o•no• s•• �+ this drawing, any fallure to build the truss In conformance with ANSI/TPI 1, or for hnndiing, shipping, t•sb.•sr• TOT. LD, 60 55 57PSF AN ITW COMPANY Ins' s braGng of trusses. 11514\ Eadh1 Cit \ Expressway engineering A sneers on this drawing or cover page llsti ng this drawing, Indicates acceptance of professional fi�4 %� L y p y g ng responsibility solely for the design shown. The suttabUty and use of this drawing if � � 1�v3/OS/2021 DUR.FAC.1,25/1,33 1.15 1,15 \ \ Suite\ 242 for any structure Is the responsibility of the Mcling Designer per ANSI/TPI 1 Sec2. uiaw \\Earth\City,\MO\63045 For more Information see this Job's general notes page and these web sites,SPACING 24,0' ALPIND www,olpineitw,comi TPD www.tpinst.orgi SBCAi wwcsbclndustry,orgi ICCi wwwJccsafe.org Valley Detail - ASCE 7-16: 30' Mean Height, Enclosed, Exp, C, Kzt=1,00 ,I 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)KAttach 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 TC 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, 2X4 X4 i.- 8-0-0 max M 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 'To reinforcement, 80Y 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 'To 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, wAx 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 12 10 Max, I Valle Spacing Square Cut Bottom Chord oe-nailed Valley I r - ..VAr44MG.■ READ AND FaLLOV ALL NOTES ON THIS DRAVD40 ..INP64TANTm FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLER Trusses require extreme care In fabricating, handling, shipping, Installing and bracing. Re .!!. follow the latest edltlon of BCSI (Bullding Component Safety Information, by TPI and SBCA) f 7! to these functions. Installers shall provide temporary bracing B practices prior performing Unless noted otherwise, tap chord shall have properly attached structural sheathing and b for of shall have a properly attached rigid telling. locations shown for permanent lateral restrain B3, B7 or Plo, as applicable. Apply plates to e,9 shall have bracing Installed per BCSI sections truss and as shown above and on the Joint Details, unless noted atherwlse. �I of position Refer to drawings division f IT for standard plate positions, Alpine, a division of ITV Bullding Components Group Inc. shall not be responsible for any devlatl this drawing, any failure to build the truss In conformance with ANSI/TPI 1, or for handling, sHpl AN ITW COMPANY Installatlan & bracing of trusses. A seal on this drawing or cover page listing this draw�'� 1, trxBcates acceptance of professbnal 11514% Earth\ City\ Expressway engineering responsibility solely for the design shown. The sultab0.lty and use of this drawing for any structure Is the responsibility of the Bullding Designer per ANSI/TPI 1 Secz \\Suite\242 For Information this Job's general notes page and these web sites, \ \ Earth\ City,\ MO\ 63045 more i. rp, �.,+..i��r..�m RRM ....bclndustrv.orm Im wwvjccsafearg 2X4 Stubbed Valley End Detail on It Optional Hip Joint Detail t I24' 0 Partial Framing Plan �• aT' Q 4 ' • ••.° �w ..�„,,,..• • �`� TONALEN.3 �YTt��tplp��/OS/2021 LL 30 TC DL 20 BC DL 10 BC LL 0 ITOT. LD, 60 30 15 10 0 40PSF 7 PSF 10 PSF 0 PSF 57PSF REF DATE DRWC 55 DUR,FAC,1,25✓1,33 1,15 1,15 SPACING VALLEY DETAIL 01/26/2018 VALTN160118 0 a R aC VALLEY FRAMING & BRACING DETAIL Lumber Size and Grade Minumum Requirements 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 raw starting from the valleys or sleepers working Inward to the ridge board so that cripple locations are gored between rows. ITYP) innection Requirement Notes 2x6 rafters to ridge 416d toe -nails Cripple to ridge 416d toe -nails Cripple to rafter 416d toe -nails (t°) 816d face -nails Rafter to steeper 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 ' ­ . ­­ .......... �"` ""i 13. Collar beam to rafter 416d toe -nails CRIPPLE, BRACING, & BLOCKING NOTES NOTE:l6d (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 fOA28"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 w/'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 requiremen Ay Nails are common wire nails unless noted otherwise. H. �b 00 r (A) (B) �" ) aVUFMM rTI tS Ahm FDLLw CO TRAC RS rhos u14; T i ' IC LL 20 30 40 54 REF VALLEY FRAMING • TAttro ntreaslr Thta BRAVOG m ALL roh marlin ON TWS ZZr. TFE nsTALLfxr = • Trusses requre extreme core h inbricottrq, hanAho. shlpphp, instal ord brodrg • ReferC DL 10 20 7 7 DATE 10/O1/14 folios the latest edition of BCSI (BLA&V Com xwro t Safety Infornntion, by TPI and SBCN form tT • • pra%ces prior to perferrAV these functloem Installers shall provlde temporary bractna per B s + lLYews rated otherelse,attached tap chxxv( shall have o a do s attached pr r4nent wheothtnp and int on Jhord j BTATE OF e°' � C DL 0 0 0 0 DRWG VACNV1801015 se shall have a property edper rlpld cNkp. Locations whom for pemonent lateral restraint a of • d ri �r� ri� shall have brace loin "ed per BCSI smd on the J or DBID,et as opptss, rioted Applydot plates to each forme L II l� I�1�\`V ill of truss and sitl6 -Z sh�for above and m ti+e Joint netnlls, unless motes other•tce. •• -/C o ,�\(,r BC LL 0 0 0 0 �� V Refer, to drnshps 160A-Z fr stoMord pinto ons, r A • `/�., R 1 • AN iTW CI�MRWY Alpkx, n dvlsson of rn Suldtna Cowponents rx �p Irc shoo not be reap —MA. for or,/ deviation f rr OA�••• �' `:O•°•(`,'\� ,� this a-a+ka. any falure to buRd the truss In conformance with ANSI/TPI 1, or for handit, shoptnp, ! • l TOT. LD.30 50 47 61 ►xt s atlon i bracing of trusses. � �� G\'C A seal on this dw.kp or safely for 'the �0 whom rtThe� k,dcntes a d use o of professloral F' lt{tt 13389 lakefront Dme for my "`t1e'e ms" cet�h' a�" NA&V BeAlywrr •'tiAsNSLITPII i s z �°�'° rptnttt'tt DUR. FAC. 1.25/1.15 Eadh City, MO 63065 Fr mare hPormation see this Job's aercrat notes Be and these seb :stew. 010 O �� ALPM w,.+.atphelt■.taro TPn e—Apirst.0 eh SBCAN •ee.wbdrr k-try, IM •se.keiafrare SPACING SEE ABOVE GENERAL NOTES Purlins required T-O" 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'W.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 II, Exp B,1=1.0, Kzt=1.0 -Or A Maximum of ASCE 7-10, 180 mph, Enclosed, Exp D, Kzt=1.0