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Home My WebLink AboutTrussac :SCi'-R• 21'-4' 4'-4" 39'-8' NOTE. DO NOT CUT OR ALTER TRUSSES WITHOUT CONSENT OF THIS OFFICE BACK CHARGES Total Truss Quantity = 72 DEPARNTOMENT AATCCCARPMM CONTRACTOREPTED WITHOUT PRIOR S OF INC. 77-293 944e8APPROVAL BY OUR 7 THIS IS A TRUSS PLACEMENT PLAN. ITS INTENDED TO AID IN THE INSTALLATION OF TRUSSES. ENGINEERED TRUSS DRAWINGS AND ARCHITECTURALS SUPERCEDE THIS DOCUMENT. RFFIIC TO EN PACK FOR C ONNEC110N. - TYPICAL.7' SETBACK CORNERSET LABEUNG' AND SPACING • s PLUM SHINGLE Reviewed for Code Compliance Universal Engineering In Sciences i%4)'IjA-4L-e-( Ad-4� a eL Labeled End Mark ROOF 0 General Notes' 1).N puaXl fiord butte. Sot bused -gad flat (aotdn hm Un taw diold'P Y Odn� 9n� . b iu0dtd 9� 2) Nhtepsa to be, Sinpaiu M1528 utimt alhaalt, tabd. 9) AN t ywny ti 24. 0.6 unlw dh.tri., .4) pttmm�t � m� Plab i'elihib OG9-61 natrtn�dotloo X�mdnq,d.* b, wlao,d at a " "ntaidntatt yadty 15' O.C:-aama lM nptn, (0 ba-t,p,ald at a tnam,an-d. YO' 6tbrt ,qdt X-trm, lhtav¢nut tha thucb Pl,aeti t,for m t1U9�1 Tar crW od6Tb buen9 drrloh- PSF BCDLIL. _ •D PSSFF BCDL, = 10 .PSF TOTAL = 37 PSF DURATION _' -1.25 X WIND SPD/TYPEF�`160 ENCLOSED BLDG EXPOSURE = C USAGE — RESIDENTIAL CAT II WIND IMPORTANCE FACTOR— 1 UPLIFTS BASED ON= 9.2 ' PSF DESIGN- CRITERIA FBC 2020 TPI 2014 Tms member desi6: &comedor plates arcdesiyymmed forASCE 7-1E and maximmn 'tomes fmm'both mmpooents and claddings and mail %ind fm_ m istln$ SYStenLS. • 7hesc muses hive been my i- ro carty`I eddit .6 IUfl psfnoa<oncmmnt bottom chord live load. FLOOR LOADING SCHEDUL TCLL _ — PSF TCDL PSF BCDL PSF TOTAL m PSF' ROOF DESIGNED FOR SHINGLE ALL REAUnONNS`AND UPLIFTS ARE SHOWN ON' ENGnfl= NG WALL ® 0 DESCRIPTION INIr. DATE atm am - not "M .� rrs mt uiara DESCRIPTION INTT. DATE JuAlm CARPENTER 1-- CONTRACTORS OF AMERICA 3900 AVENUE G N. V. WINTER HAVEN FLDRIDA-33880 PHDND (800) 959-8806 FA76 C863) 294-2488 BUILDER D.R. HORTON STATEWIDE PROJECTCREEKSME MODEL 1828/CAU/4EBB CCA PROJ/MODEL/ALT 7A5/ 182EC,E/ 02 ALT DESC OTC LOT 115 BLOCK 'DESIGNER PAGE RFS 1 DATE 3 17 IN NN334501L SCALE,,p30 1 4 "=1' 12 lit ENGINEERING PACKAGE Builder: JDR HORTON / STATEWIDE Project: L7A5/320.CREEKSID.E Model/Building: 182EC,E Lot Alt: 02 H Lot:Block: Address: ......................... -.......... -_......_............. -......................... ............................ JobNumber: N334501 ....................................................................................................... . Unit: O Revision Date: New Load #: CARPENTER CONTRACTORS OF AMERICA, INC 3900 AVENUE G. N.W. WINTER HAVEN, FLORIDA 33880 PH (800) 959-8806 FAX (941) 294-7934 ffi March 13.2Yl S Mr. Bob Michaelis Re: Alternative insit4ilations.-for 6 sin;'16 ply darri6d truss with a width.less than the hangqr width, � ` Ooar.Bob'. o be- -- same -----�~-�r------- '- itl Icuss -shall have af reaction of and �~�~�~ rn.ir))r.n�u.m.pit6h.:of,51-12., The single ply carried _-_-__._----W-- 61. or more -~_,~°�_-'^ _--` ~...~-'`information:. _ � Figure I han k face of the .g.Rr.s attach one wood. block tq#j!e bac single: ply -gi, -der with the.same sizei. and PQ 6T60ForumD.rive,�oitr�05,.FL�3p�l�o�n0\ ALPINE single ply .girder face; With. an additional 0,1:2$74 , 0 Gun:N8i!s at. .each- pan6ip 'if pp ; . .. . : ... - . . . pin. applied to'the, wood. blo'ck-fabe (See FigdrW 2 WO.W.Pleasei refer to tho.:Si'mps&h Steohg-Tie:c6t4loo C-C.'20.1.9., -page 216,. 'Figure. 1'for more irifdftnatioh. Figure %2:�' . .. ..... ... .... .. ...... ... .. ...... .. .. ................................... The application * of - prefabricated jack ` *scab truss for wood filler " blocki hgbf wood .blocking - to; achieve full. design load'va!ue for face-mounte'd hangers Must be approved by thehardware manufacturer: All edge .and blind distances, and". " pacing fbr all nail dbnnedtibris, must be sufficient fficient to oeeVb' �t ittirig of preventsplitting "Wood. If I can.be. of any further.assistance,.o.r if you have any:qpestion.s. please -give me a cal . I Wilfiai.n H. KrickP.E. 'Chief Engineer i Alpine -an ITW-Com"' ...pany Engineering Department. Orlando; FL Le ZC), No.-10801: Or -F STATE di Lv� 6750' Forum Drive: Su-it6.'306',;O"riand6,..FL (800).-521-.9790 - (863) 422-8685 v - jai .W __W pinpi*-Opm 6. ALPINEM"COMP" April 261,2019' Mr. Bob Michaelis d Carpe�ter Contractors -of Nne rida-, Inc. .39. Northwest A . �ep ue �G, No th .west Winter Haven, FL 33880-6201 Dear Bob,. R6' Stronoback bridgihg. on tb6ftru§$6$. I understand -ther'eJs some. concern over -our recommendations for strongback bridging on, roof trusses: '8trongback bhdgingjPr roof trusses. is not. a -requirement. of 2014 nor is it are uirement.ofthe. - ..- '.. "' - - "'.*"r . .. . ... . . E. . . ... . - q BLiiIdiqg Coffip6rlont -Safety Information (BCSI), Ejvt strongback bridohg* on roof:trusses is recommended m by Cahtef Co'htMctors of.. -America". -Strohqbbbk bridoihg se'' rv&s functio"n.s; a PP One, bridging aligns the bottom -chords �after. they re-setso-tbey, r ceiling ...... uniform along the i line and h6lot:-�'Afith, -CeilingsorviOabiljty. T.Woj bridging reduces e6lativ6 d6fle.cti6n .of adjabdfittruss6g:: Strongbackbridg'ing'.does not: prevent or reduceoverallindividual d0flectian, especially any �.66ftriii�96s�. ny . Oefle .. .. ....... ........ __ _...q _— _ __ . ...... ....... ............ ... ..... Strongback bridging in roof. - tr4sses does not servle.6s.terho.6r"a'r:y..'o-e g6hnandnJ::bracihgand is not. .intended to .distribute. otshato. d - esign I - oads bet . �trusses. 8sqs. Consequently, -no . design - 1il . bl6ad' have` - . $ been accounted for -With this. detail and continuous strdhgback'bddgihg _EihdUId'hotbd:Atta c*hed b6tw6en, common And :girder trusses-. The.. use of stron k - bridging � shall not. `interfere ..gbac re with other design considerati6h's A�, specified :by. the Erigih-eer'of Record or the. Building: Designer. Th6 outer efidsofthei stron&-ack bridgingshall be-attached.to a wall -; r ano hersecure end. restraint? or a.s..specified'bythe'' Engineer of R66otd 6r*.thd Bd iIdind.D6§jjh&r, Strongback bridging shall. be ti. minimum 24 norhihaf lumber. oriented h t' h. de 0. - 9with e depth vOrticAl'.. Attach withM I' d :common. nails (0.16Tx3 .51 nails at. each intersecting 'ternb&. When -extending the - .strdn back bridging overlap by at. : . a.minirrigm 'of two The ..Iocatipp: of. the: .5trpng6ack.- bridging maybe specified Truss Mahuff.A.6tut.6r,. Engineer of Record,. or Building Designer: refer -to bb- 81 "Stron lbacking'Proviisions .' Orto Al in' p e:,STROqjBRT.014 deidil for more. information. The. graphic thoWh -(FjgUre_A) is for generic ji!.u&Atf4e: purpose only. Forum DriveS . uite305,QriAndo,.FL32821'-(800)521-9790:-(863)422" 8685 www-.41Pin&itVV..cOM, ALPINE 11, VV.., U L. 1. .112 1- `It . I .:. ') ) Fiqurej� If Lcahbe of any further assistance` or -if you -have :any questions please; give. me a call. Willi a'it, H,,Knck- Krz. Chief Engineer Alpine an 11TW(CoMpany EQgineerin.g'Depattmient FL.3282 676.0. - Forum Drive Sbite.-366, C06n'd6, FL 32821 -; MO. 521-9.790 - (8153)-4224685* W"'alpirieltw.com -STRONGBACK :BRIDGING BUTT .STRONGBACK :BRIDGING TOGETHER 4, 'ATTACH SCAB WITH'10d;BDX/,GUN Zi 6. 0429'0.00. WAILS w'-.9 Rnws,.AT ;SCAB* .61 U.C. NOTES -.IN LIEU OF SPLICING AS'SHIIWN, LAP STRONSBACK'gRIAGING HEMBERS- FOR:AT LEAST 13HE -TR=,,SPArING S.T.REING33ACK, * BRIDGING ':SPLICE DETAIL t STRONGN.ck D.k1bQ1NQ- ATTACHMENT ALT.ERNATIVVES Ahlryw.com*w txt�LLatbe� L. beaeFip et, mum. ,cove'wr PC U *Q ,*AVrka A�=)tw M_ stmn: The &At&" andusa xLftb pw.ANW71.1 fetghts, MO 83043 V!2.7v rLAlL _J!d� =n, � -Y" Mt web RECOMMENDATIONS III Al l scab7-.on blocks shaLl: be: .-a minimum. 2*x4- 'stress @t7AOed ,umber' aam-All. -strongback bridging .an d bracing shall be::.a. ess gr,q,61 d, minimum x.s-:.tr,. ►T.I�e 7P4rp.ose of strondbaCk- brldblhg.ls, -..t.o. develop load sharing I?e'twe?O.'IndNId`( trusses,: . res'uUtlnb Ir 'an'-b,�*raL.� In&6aq?- In -the st10Ln'-ss .:of 'the: system; stVpingback bridging;pQsI-tlohdd . 'h in cWt&lls, is recommended .at 101 =01*.o.c. .(max:} :are sometimes ke.rms. sometimes m s,'Eakenly: used: -'Interchangtabty.. 'Bracing'` hg'` Is. an Important structural F;equire �:- ,, , " ment of any. f. [oar Qr roof-sys.tom. Refer to' the Truss. DesIgh e., brQtInb ".quW`6m nt - s for (TDD� f e each IndIvIdIC40.1, -truss component, 'Bridging' particUtaHy `strongbqdk!:b.rIqIg!ng' :Is -,a:.. rec6mm4ndo:-.tJdh- f ar a truss- system -to help c 'on-tro vibra-Hor). I n: addition: tb-aldrig in th4L . distr1b.0tIon of pbInt toads b6tw.e66 adjacent -truss, -stron ac k�rldglnq - toi r gb k serves educe NG ors n Mitts) 0 MW C: pchw bounce. Or re-sictual v1brQtIom.re:siA1Inb from I - f...t . r . . . .... Moving pQ.n.. IdqLd9j--:5qch as footsteps. steps. The. performance of all floor -.systems -are. enhanced by. the. Int.;t-allati.60 of :s+rdngldack bric.1gInd and ther6fore:ls. stroingity recommended by -Alpine. For additional bridging, refer to Its! {BUIIOIIng Component Safety' Information). A -'b-. L L: PSr REF Nb. %0861 TADL. PSF DATE IIRWG A C bL PV- n . STATEqF - I A D. PSF J 11 l r . NCT ' > XkL ray : ONs:TOUC�:: ar '4A:�`€ , w r t'R NG �+�� 1 too d3 iLt�G"Il•<Qt 1=!}Q€�. FC#SSGw.r.E11] tLf ... '�..�.�: t�t�,.7'�� P :4;��`:Q�J�'.: `:Tt�;::l3F'b?�'�': •t,��?C�C�� :f�•'.gt��:'i�C��'t`'itX�! �fr�T�EfI'J'sl... �di s��VAMf YatyKf r�T P>~N .�.. wT T. fib• t �. i��';''fW�ft:��' �'�Ti�1:1�a�3:�•.•' . :..... t t i se'z 1� FiQaFf A ' 4: ,i 1l ::.a1 ' (I :.1"URIMS, PLAM.8 AND.: 7 uIldFme'��r�fl# ��[�' J. �1�x�.:: s:Ha�kt a., RArLR ,L OM ;C.-AaQR: ntnt l�fi,: � � � ps�'� �}�►� ia�*4c� • '�' • fdA7�q�� '.�•.' '' 74�: �� 5�tr�15i:x�p� y 'FHA�1Xf1'oA.. 1� ........ ..:. ...., Is • .: ' y:: ..l _ :' ... .. ._:.. .. ..•��yp y4 1 CLE PXT 'ice. it ';�3060:7.. l , 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 2x6 broken members. No more than one break per chord panel and no more than two breaks per truss are allowed. Contact the truss manufacturer for any repairs that do not comply with this detail. (B) = Damaged area, 12' max length of damaged section (L) - Minimum malting 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) = C2)(L) + (B) Scab member length (S) must be within the broken panel, Nail Into 2x4 members using two (2) rows at 4' o.c., rows staggered, Nalt Into 2x6 members using three (3) rows at 4' o,c„ rows staggered. Noll using 10d box or gun nails (0.1281x3', min) Into each side member. The maximum permitted lumber grade for -use with this detail Is limited to Visual grade 41 'and MSR grade 1650f. This repair detail may be used for broken connector plate at mid -panel splices. This repair detail may not be used for damaged chord or web sections occurring within the connector plate area. Broken chord may not support any tie -In loads, S• L L 4' o c �Typlcal + o + o + o + 0 0 + 0 + 0 + o + e Stagger + = Back Face 10d Box (0.128' x 3', min) Nallsl O = Front Face 2x4 Member - Double Row Staggerf 2x6 Member - Tripie Row Stagoere, Nail Seadn(a_ Detail JA6tNg AN r1W MMPANY 13389 LekehonlDAve geAh Dky, MO 53045 wKWI �Tq Twx rV LSI THIdx S�DRAVM ND 11 ALL Meriloer-i Repair Detail Load Duration = 0% Member forces may 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# 8004 Web Only 2x4 18' 975# 1055# 1295# 1415# Web or Chord 2x4 .24 975# 1 1055# 1495# 1745# Web or Cord 2x6 1465# 1585# 2245# 2620# Web or Chord 2x4 30i 1910# 19600 2315# 2555# Web or Chord 2x6 2230# 2365# 3125# 3575# Web or Chord 2x4 36, 2470# 2530# 2930# 3210# Web or Chord 2x6. 3535# 3635# 4295# 4745# Web or Chord 2x4 4 2' 2975# 3045# 3505# 3835# Web or C ordi 2x6 43954 4500# 5225# 5725# Web or Chord 2x4 48 3460# 3540# 4070# 4445# Web or Chord 2x6 5165# 5280# 6095# 6660# to ,he, a dWon of ITV hod eomwnenis drew Inc, shall not be responsible Fora devlatl, drawMa. any, /allure to blAld the Truss h eonfornance with ANSI/TPf 1, r for hendd go shlpi "I'll n 4.lbcrracing of kruFm sen�lt�'+gm tFL drarb.p or gover. Pa Dotting ihis dmvs -* hdeates oeeepianee of profess{ae.el anY s'v' Wi trMilvsrn`Y *pat�l ty ofTheDJWfg Doft"x1nown. The r per AbIlty NSYfI�'t I SEC& drawing for more Wornailoo see this Jobs general notes pear AM these web sites, i fUNnur, i-L � L Dlcionea B SPACING Nln,= L bb:tnnee 8 l REF MEMBER REPAIR DATE 10/01/14 DRWG REPCHRD1014 &SRAOING Lumber Size and Qirade--Mlnumjjm Requirpmqrits. -1.4ak M- 4.. wxsovtjmim P140,4e ar Purnhs%Late . 'iia . 1pam4'29v;i[fih. I i)-splif0de baiiir Material ... .... .. .. . RIDGE BOARD (2Xi) 9" H6.19fiv. 01 vajjIzy * V4-.MAXSPA"CIHG COLLAR BEAM, EVERY 7WRCk FAIR -OF RAFTERS 4: . I I + 4wfill'o 7RVt*,S- TOLItR UNDER VALLEY -FRAMiNG VALLO RAFTSROR RIDGE cm +4jAt0,PLE +CrJp0leb'-4'-M`ldr-3d psf iTtiand 26 pof (TD) Mfx. Spaaeoecrip Jfr" pe WrAWOn lhd-%rQgysbvsloepQm p P�l_ -indV'crk*("nV.L*n'�6't'd"t"o"W' itatocations are R., I Slaq'6Gt08*klGItw6.a'p !77\—kl eox:m�) V x 0 A; 6 LE *' � AA R. I C-0)rO OP n P"6clu""rem j. YI Attachmenfl' a r th ro 4 *g* ti':' 9 SpL qlRQ(le*l2v0 by:cth—) . UNSL&K' 4 - - - .. .. - - -1 - qraqea:iumpqr,,ta-.Dox oT curnmun-nuits. -Into'purl n trilnirqum,of..q0'pdftr pp(eijaftfiici eld&Wlrafter, 4el6ng.asb04prqpe6, utumtier?fnpla are raftar Irs(lagpers'are'nol "qd,. TftJ94rkWjgI;:gppjjes to-'valiaysWkh:tho:*tciifd.wltjg;..'ndlit.as: . 6iaging griller or t,tripplaslelt WwaAn. less -lq f�j-yallay'Qght; 14'-'b' ND!9 u6mmis; -Max[mum n'rdfif height; 3,0.tueL ia." 1, P* Or M 'Of Xkl'7-16 A"Ph glu. de'diradtlV 4X6ftd-nails '416duenallt �"* ; - . �athinq 3. Ci$0le.'tcif.af&f' ch 16 stteathlng 4+. l6d.fatanalls Rafter td.two-20 -sleepeo;.* 425dtae4alk 5. -SldLpdi tb�bldi* 4'1:ed td&rids IWO a 260 td&.rAU$..e2.ch 6. :lUdge:bobrd.•ta roof bldck 4 16d toe -nails RF90.FOR P[TCN .7. ..R'jdje-.b0.2ir)d fotru5sr 4XGd.td,Yi*.ts S. --ftuffiri to (T"j. A16.01de-nails. 4 -16d.toe:WD SAREUSSD) .13. '1;611iplbeM tb;M*ftdt 4 l6dtole-nalls. N0TE;:16aI(0.1,62"4-*)-d0MMbN NAILS L k-rVM*CMPw WJ)i tM; IliLaWl, 104 T 01.6 '.Sb 46 54 Pt P -P��llwlle -wHt'w4bm* mwsw rm DpAvM m. 7 DAM 10/Q'�JI-4 TC DL 1.0 ZO 7 'Fkv. 0&.vcr ..f-cpo- k Ad 00 Or-'dvW' .0 0 DRW'G V�A pr6c ng •bd b d BC ILL 0 c V1801015 j hare , , I �_. Z�" ' W- --- 0 .0 '0 0 ;3 loW BT Ll, ww.,m *-6.j. rzt;2 A &�ON of P.47 Ptah 4i;s: dvWn FM C,-;o k-e- vhou rat. I;* r.c#- tm t- MT. W, =QD 47 61 RU tr., vKWs, 11 ocinfac:h4mir wft 'AMI/M.L.'or Fir, m rfw A, D U-epi- ABOI L 6 7 j Face -Mount . . . .Hangers - I -Joists, Glulam and SCL ,w a sc :t ........................................................ _.......__...........__....._...._......._........ -....... _....... _..._...._._............. _........................................................ These products are available with additional corrosion protection. For more information, see p.15. Codes: See p.12 for Code Reference Key Chart. I 21h x 20 I MIU2.56/20 tarried Aem6er Dimensions (m }" Min / Fasteners {in) Alloinrable Loads Code' Ref.' =o Web;`Species Stiff, Reqd. W H B Face Joist DF/SP Header -- SPF/4 , Species.Headern Uplift (160}: floor` (to4) Snow, _(115}„ Roof (125) Floor (100) Snow. (115) Roof i (125) • - 2% 16 2 Min. (14) 0.148 x 3 - 70 1,660 1,805 1,805 1,425 1,555 1,555 Max. (16) 0.148 x 3 - 70 1,805 1,805 1,805 1,555 1,555 1,555 • - 29A6 15316 21/z - (24) 0.162 x 31h (2) 0.148 x 11h 230 3,455 3,920 4,045 2,970 3,370 3,480 • ✓ 29AB 101h 2 - (16) 0.162 x 31/z" (6) 0.148 x 11/z" 970 1,945 2,205 2,375 1,675 11,895 2,045 • ✓ 129A6 14% 21h - (20) 0.162 x 31/2 (8) 0.148 x 11h 1,515 2,975 3,360 3,610 2,565 2,895 3,110 IBC, ;:(26) 0.162 x 31Iz ' (2)0.148x 11Iz ' ;.',:2W 3,745 4,045=1, 4,04, 5,'3,22D j,3,48Q: 3,480 LA �> 77, 29/+6, ' 14�1�' 21h, - (20) 0.162;x`31/z"., ',(8} 0.148 x 1 IN;:1515 s 2 975� 3;360° !.3;610 ,2 565 2,895 , 3,110' • - 21/16 19316 21/z -1 (28) 0.162 x 31/z (2) 0.148 x 11h 1 230 14,030 4,060 4,060 13,465 13,495 3,495 ?I k1 !1 29ti6 X 91/4 21A6" wide joists use the same hangers as 21/z" wide joists and have the same bads. to 26 MIU3.1279. - 31/6 2 1h,- (16) 0162, x 31/2', ; (2)'0.14$ x.1?Iz . , 230 2,305 2,615,ilz820.11,080 i 2,245 2,425 n MIU3.12/11 3x1176 HU212-2 / HUC212-2 HU3 25/12 / HUC3.25i -HU3 25/16;1 7, fV . V /t",<<- 4 14, gA..11 );V. AJ/< 1IV)W. VA Q, :�,1.'.v L,VVV J,VLVJjLJV :G,JVJ L,VVJ`1L,OVV IBC, • - 31/a 111/a *21/2 (20) 0.162 x 31h (2) 0.148 x.11/z 230 2,880 3,135 3,135 2,475 2,695 2,695 FL, • ✓ 31/6' -100/6 (22) 0.162 x 3'1/z " -(10) O'.148 x 3- -1,7G5 3,275 3,695 3;970 2,820 3,180 3,425 LA 3'7a ' .1131a: 24 '0162x 31/z-- 12 �0.1' x 3", 11,795 ( ) ( } 3,570 4 030' 4;335 1 3,075 ,.3,4703,735' Max '1/z .3702)Al2 x 35 4,3654,695" 3,330-3,Z55I4,040 ;) 317a,( 9' ' 3„ (12)1/a'": 21/z"SDS (6} la" X".2Uz"SDS 2,a15 =,531",' 4, �1 ' 3,600 3.710 i,710FL i 3114 85/s: 4 - (46} 0762 x 31/z (16} 0.1fi2 x 31Iz ;4,095 9,100 9,,160'' 9,100 7,825") 7,825 7,825 IBC, A . IS A 199 Y"11b, ,I .19nOlr9.v 41G IRMAA I Q Ahn I Q dnn'.1i Q;dtlni.R:f1A�<A nR�1`.h nA6FL LGU3.Z5 5pS • - 1,3Y41 8 to'30;, 41h, -" ;(16)1/4' x 211z"SDS 1 (12) Ya'x'21/i' 5D8:'5,555 6;720' 7:310+' i31i?,"1,4;840 4 '265"15 2 3 HHUS46 • - 35/6 51/a 3 - (14) 0.162 x 31/z (6) 0.162 x 31/z 1,320 2,785 3,155 3,405 2,395 2,715 2,930 31/z x 51/4 HGUS46 - 35/s 0 4 - (20) 0.162 x 31/z (8) 0.162 x 31/z 2,155 4,360 4,885 5,230 3,750 4,200 4,500 'HUS48 - •" • = 3sf e )''' 6'346 ' 2 ;- ,{6):0.162 x S "' : (6) 0.162 x 31/z 1 3L'0 1595 1,815' 1,960 1;365 1;555 1,680" IUS3.56/9.5 MIU3.56/9 U410 HUS410 HHUS410 31/z x 91/z HU410/HUC410 HUCQ410-SDS HGUS410 LGU3.63-SDS MGU3.63-SDS HUCQ412-SDS -�1GUS4.12 ` >LGU3.63-SDS -; MGU3.63=SOS HGU3,63-SDS • - 3% 91/z 2 1 - I (10)O.148x3 - '70 1,185 11,34511,455 1,020 11,160 11,250 • - 139/is I 8t3/i6 21h - (16) 0.162 x 31h (2) 0.148 x 11/z 210 2,305 2,615 2,820 1,980 2,245 2,425 • ✓ 39h6 83/a 2 - (14) 0.162 x 31/z (6) 0.148 x 3 970 2.015 2,285 2,465 1,735 11,965 12,120 • - 39A6 81-1AG 2 - (8) 0.162 x 31/z (8) 0.162 x 31/z 2,990 2,125 2,420 2,615 1,82012,070 12,240 • - 35/6 9 3 - (30) 0.162 x 31/z (10) 0.162 x 31/z 3,565 5,635 67380 6,445 4,845 5,486 5,545 • ✓ 36i56 8% 21h - (36) 0.162 x 31h (12) 0.162 x 31/z 3,235 7,460 7,460 17,460 6,415 6,415 6,415 • - 39/6 9 3 - (12)1/4" x 21/z" SDS (6)1/4" x 21/z" SDS 2,265 4,500 4,500 4:500 3,240 3,240 3,240 • - 3% 9 h6 4 - (46) 0.162 x 31h (16) 0.162 x 31/z 4,095 9,100 9,100 9,100 7,825 � 7,825 7,825 Be,I • - 3% 8 to 30 41h - (16)1/4" x 21/z" SDS (12)1/4" x 21/2" SDS 5,555 6,720 6,720 6,720 4,840 4,840 4,840 LA • - i 35/e 9%to 30 41/z - (24)1/4" x 21h" SDS (16)1/4" x 21/z" SDS 7,260 9,450 9,450 ( 9,450 6,805 6,805 6,805 410 See footnotes on p.150. Simpson Strong-TieO Wood Construction Connectors THA/THAG Adjustable Truss Hangers rG��EERfp W �j E This product is preferable to similar connectors because of (a) easier installation, (b) higher loads, (c) lower installed cost, of a combination of these features. The THA series have extra long straps that can be field -formed to give height adjustability and top -flange hanger convenience. THA hangers can be installed as top -flange or face -mount hangers. THA4x and THA2x-2 models feature a dense nail pattern in the straps, which provides more installation options and allows for easy top -flange installation. Material: See table Finish: Galvanized. Some products available in ZMAX® coating.. See Corrosion Information; pp.13-15. Installation: • Use all specified fasteners; see General Notes. The following installation methods may be used: • Top -Flange Installation — The straps must be field formed over the header — see table for minimum top -flange requirements. 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 - the THA29; nails=used for joist attachment -must be -driven at ar 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 cf the header. Not all nail holes in the straps will be filled. Nails must have a minimum 1/2" edge distance. Straighten the _. double -shear nailing tabs and install the joist nails straight into the joist. The face -mount (min.) installation option accommodates conditions where the supported member hangs either partially or entirely below the header. Face -Mount (Max.) Installation — Install face nails according to the table. Not all nail holes in the straps will be filled except for the following models: THA29, THA213, THA218 and THA413. For all other models with more nail holes than required, the straps may be installed straight or wrapped over the header, with the tabulated quantity of face nails installed into the face and top of the header. The lowest four face holes must be filled. Nails used for the joist attachment must be driven at an angle so that they penetrate through the corner of the joist into the header. • Uplift — Lowest face nails must be filled to achieve uplift loads. Options: • THA hangers available with the header flanges turned in for 35/a" (except THA413) and larger, with no load reduction — order THAC hanger. Codes: See p.12 for Code Reference Key Chart Double - Shear Nailing Top View Nailing QDoubb-Shear Side View; Do not bend tab 13/a' for THAc422 for 422-2 426.2 THAC422 Face nails Top nails per table per table 13/4' typical 21h' tar THA422.2 and THA426-2 THA418 2�� /a `i c . hw 214� . UIV/ THA29 Double 4x2—. 2 face nails Use full table value (total) Single 4x2—tea ,, 4 top nails See;:. (total) nailertable �" Straighten the double shear nailing tabs and install nails straight into the joist Typical THA Top Flange Installation on a Nailer (except THA29) THA422 Face -Mount (Max.) Installation Straps may be installed straight or wrapped over with tabulated face nails installed into top and face of hea6 a,, Dome Double Shear Nailing Side View (Available on " some models) Straighten the double shear nailing tabs and install nails straight Typical,THA422 Top Flange Installation on a 4x2 Floor Truss THA44 Face -Mount (Min.) Installation lyp, . Top Flange Installation or to tnote 5 p.187 ;6 U z z a 0 0 U F7 C7 z. 0 F z 0 CO CO CO rn 0 N rn 0 N U U Simpson Strong-TeO Wood Construction Connectors THA/TH.AC............_._................ _...... _......... _............... __.................................... _......... _........................... ...................... _............................................ _................................................ _.............. _.............. ......_................. _......... _......... . Adjustable Truss Hangers (cont.) These products are available with additional corrosion protection. For more information, see p.15. I `i THA29 18 15/s 9"ti6 5'/s 11/z - (2)0.148x3 (6) 0.148 x 3 (4)0.148x3 1 525 1,750 1,750 1,750 1 450 1,330 1,330 1,330 27/s - (4)0.148x3 (6)(1.1480 (4)0.148x3 1 525 2:610 2,610 2,610 450 -1,985 1,985 1,985 THA218 1 18 1 VIA 17 A6 51/z 1 2 - (4) 0.148 x 3 (2) 0.148 x 3 (4) 0.148 x 1'/z 1,460 1 460 1,460 1 1110 1 110 1110 IBC, THA218-2 18 3% j71% ' 8" .. 2 - s- (4) O E62 X 3l/z `(2)'0162-x 3lh : (6) 6.148 X 3 " - ;1.: 60 1_9115 105 1. =1490 'f ,51 • 1;515,= FL, THA222-2 16 31/a 22M6 8 2 - (4) 0.162 x 31/2 (2) 0.162 x 31/2 (6) 0.148 x 3 - 1,960 1,995 1,995 - 1,490 1,515 11515 LA THA413, 18 ; 3s/a- 13%i 4'/z 2 "" = - (4)"0148 x 3 - _ (2) 6:148 3 (4)"Oi198 x 3. : - 1 ?'3 1 0 .t 1, 30 - ' 1,165 1,165 1,16 3 THA418 16 3% 171/2 77/a 2 - (4) 0.162 x 31h (2) 0.162 x 3'/z (6) 0.148 x 3 - 1.960 1,995 1,995 - 1:490 1,515 1,515 THA422 ' ' W 16 , 35%a ' 22` - " 7'/a`' 2 - (4) 0162 X 9'h (2) ti:162 x 3?h (6) 0;148 x 3 - 1.9?s 7 i a9 . ` 9 096 4J0 I ,a 15 1. �1 �: THA426 14 35/a 26 77/a 2 - (4) 0.162 x 31/2 (4) 0.162 x 3Yz (6) 0.162 x 3'/z - 2,435 2,435 2,435 - 2,095 2,095 2,095 THA422 2`' " 14 `7Y4 &1/1s ' 6-Yi' .2 > - ' (4) 0162 x 31/z .(4)°0.162 x 31/P (6) GA 62 x 31h - " '3,330 3,330 ;e' 3,330 -,., 2,865° 2,865 2,865' ` FL THA426-2 14 71/4 261/s 9a/4 2 1- (4) 0.162 x 31h (4) 0.162 x 31/2 (6) 0.162 x 31/2 - 3,330 3,330 1 3,330 - 2,865 2,865 2,865 THA29 118 15/s 1911/16 5% 1 191146 1 (16) 0.148 x 3 (4) 0.148 x 3 1 525 2,265 2,265 1 2,265 1 450 11950 11950 1 1950 HA213 . " 18 1 s/a 13�ia 511z i'0148 k THA218 18 15/a 17a/is 51/z - 17Yis - (18) 0.148 x 3 (4) 0.148 x 3 1 855 12,45012,4550 1 2,450 1 735 1 2105 2105 1 2105 T A218 2 `71'6 3% 171hs ... '8 T41/s 4 (22) 0162,x 3'/z a (6)z0,162 k 31/21 855 t1T ;3i0 , :Ci , ' 11,595 " �"5 2,8A r845 IBC, THA222-2 16 31/a 223/1s 8 - 141/16 - (22) 0.162 x 31/z (6) 0.162 x 31/2 1,855 3,310 3,310 3,310 1,595 2:845 2,845 2,845 LA THA413 .1$ 35/a 1854s "4'/z 133/a (1d} 0.148 x 3 (4):0:14$ x3 8 2,045 i 340 2450 35 1 tC5 .' THA418 16 35/a 17'/2 77/a - 141/16 -. (22) 0.162 x 3Yz (6) 0.162 x 31/2 1,855 3:310 3.310 3,310 1595 21845 2,845 2,845 THA422 ., 16 35%a 22 77/a_ 141A (22) 0,162 x,3'/z (6) O:y62 x 3'h 1 855 3 ?i( 3,310 -' 3,310' 4,590 , 2845 2 n,."5' � 5 THA426 14 35/a 26 77/a - 161/s - (30) 0.162 x 31/z (6) 0.162 x 31/z 1,855 4,415 4,480 4,480 1,595 3,795 3,855 3,855 THA422 2, 14 1 7 /4 , 11 22 /, 93/a , lfsfa i 1 1,855 5170 3,520 ' S 520 �1;595 4,445 4,745> 4,745 �� FL THA426-2 14 71/a 26'/s ' 9a/4 - 18 - (38) 0.162 x 31/2 (6) 0.162 x 3'/z 1,855 5,520 5,520 5,520 1,595 4,745 4,745 4,745 1. Uplift loads have been increased for earthquake or wind loading with no further increase allowed. Reduce where other bads govern. 2. Wind (160) is a 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 11h" 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 11h° 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 nailing requirements (see drawing on p. 186) and achieve full tabulated top -flange installation loads. 6. Refer to installation instructions regarding fastener installation into carried 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 fisted diameter by length. See pp. 21-22 for fastener information. Simpson Strong -Tie® Wood Construction Connectors U Z Z Z a 0 O U w z 0 cc F- a) Z U) co co N m O N U U Face -Mount Joist Hangers �G�dEERfO O.ma„ 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 double -shear hanger series, ranging from the fight -capacity LUS hangers to the highest -capacity HGUS hangers, feature :nnovafive double -shear nailing that distributes the load through two points on each joist nail for Brea ar str .ngth. 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 oh 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. Not designed for welded 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 -Shear Nailing Side View CcDouble Do not bend tab Dome Double -Shear Naiing Side View CIV(Available on some models) 1. for 2x's 1'/,6for 4x's �W B LUS28 HHUS210-2 HGUS28-2 MUS28 a Typical HUS26 Installation with Reduced Heel Height (multiple member fastening by Designer) 19 Simpson Strong -Tie° Wood Construction Connectors Face -Mount Joist Hangers (cont.) Min: . Model'; Heel No Height Ga ' Dimensions (in:), Fasteners W H B' Carrying Member" ,a Carried ,� ,Member ° Single 2x Sizes LUS24' ; } 2516'�; 18 1 gle - 31/s ; " 13/, (4) 0148 x 3 {2) 0:148 x 3 ,�: LUS26' 4'Ia " ° 161ie " 43/a �` 1 �4 " (4f;0148-x 3" , (4) 0.148 X 3 MUS26 41ti6 18 13/6 5�6 2 (6) 0.148 x 3 (6) 0.148 x 3 HUS26 45/i6 16 15/e 53/a 3 (14) 0.162 x 31/2 (6) 0.162 x 31/2 HG11S26 4�ia1. 12 1 15/6 53/6 5 (20)Q�162z3?h 52x31h " LUS28 , % 4Mi6 = 18 ; ,'Al?/6 ° ^65/8 13Ia, ,• ' (4) 0s19$ MUS28 65A6 18 1.3/i6 613/16 2 (8) 0.148 x 3 (8) 0.148 x 3 HUS28 61/2 16 15/a 7 3 1 (22) 0.162 x 31/2 (8) 0.162 x 31/2 HGUS28 66/,6 12 15/a 71/s 5 (36) 0.162 x 31/2 (12) 0.162 x 31/2 LUS2101"' 4Ya 18 "7t3/6" 1*4 .,"(8);0:148X3•"P =,(4)z 0.14$X"3 HUS210'=: ; 83/3 • ',. ," 16 h , 1 Va' '9, 3: (30) 0162 X 31/2.' "" (t)"0.162 x 31/2 HGUS210 , $6I+6 ', .= 12. E "`'1"5 91/s" "`° "5' (46)'s0162x 3 2"- .. (16)'0,(62x 311/2 O 1. See table below for allowable loads. V N N O H 'a N R EL m 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 B with Strong -Drive® SD Connector screws. See pp. 335-337 for more information. Model DF�Allawable Loads SP,Allowable Loads SPF/HFAllowable Loads Code -` No: ' I Uphfti - (160) Floor (100), `Snow °" (115)(125): -Roof . Wind (160 �- Upllftl , 160 ( ).. ,Floor •c'(100) _ Snow . (115) ., � Roof (125) 'Wind ` (160) = Upllftl - 60) : (1,.. Floor , (100). ,° Snow ' (115) Roof: (125):� Wind" • (160) . Ref: " - Single 2x Sizes LllS24,e;. 435' --"57fJ_ 765 ,.820',., 1,045`, ` '3a, ,`725 825 890 'I,��. .'360 495 565•; _ 605=. 770' 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 " -y1,295 _ 1,480 -, 1;566, I, 1,060, 940' '1,405 .] 560 a 1; na ,-1,560 8%u 955 , 1,090" " 1,180': ,-0 : LA HUS26 1,320 2,735 31095 3,235 3,235 1,320 2,960 3,280 3:280 3,280 i,150 2,350 2,,660 2,780 . 2,780 HGUS26. 5; 4,34Q` 4,850 5,170 5,390„ ksf g4690 " 5,220 ; .8390, 5,390 ?€#{i ?;3,225. a.3,610- 3,870E'- _3,985 IBC, FL LUS28 1,165 1,100 1,260 1,350 1,725 1165 1,195 1360 1,465 1,730 865 810 925 1,000 1270 MUS28 „1,320" ,1,73q- 975 2�1'2 2,25, _20'',87 135 ,25 ; � 1 12"145P,57.195� IBC, L, HUS28 1,760 4,095 1 4,095 4,095 4,095 1,760 4,095 4,095 4.095 4,095 1,480 3,520 3,520 3,520 3,520 HGUS28- 1,65p ? 5 _, - 7,275; - 7,275- 7,275 ;7,' -f5 7,275 - 7275` ,�7,275 73 3�,670 3,820- : &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 IBC, FL, HU5210 263s 5 450'; v;i 95" 830 „� `a G .`. "i, �,Ef 1- '."5 �s'.: 7tIQ ' J 33`u.. •58 N 2,22C7 943 h 2446 i5 S2 t1,500 ' LA HGUS210 2,090 9,100 9,100 9,100 9,100 ' 2,090 9j00 9:10.0 9,100 9,100 1,545 6,34-0 6,730 6:730 30 130, FL 1. For dimensions and fastener information, see table above. See table footnotes on p. 195. HHUS/HGUS See Hanger Options information on pp. 98-99. HHUS - Sloped and/or Skewed Seat • HHUS hangers can be skewed to a maximum of 45' and/or sloped to a maximum of 45' • For skew only, maximum allowable download is 0.85 of the table load • For sloped only or sloped and skewed hangers, the maximum allowable download is 0.65 of the table load • Uplift loads for sloped/skewed conditions are 0.72 of the table load, not to exceed 2,475 lb. • The joist must be bevel -cut to allow for double shear nailing HGUS - Skewed Seat • HGUS hangers can be skewed only to a maximum of 45°. 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 Q4 Acute 'side bpecny angle Top View HHUS Hanger Skewed Right (joist must be bevel cut) All joist nails installed on the outside angle (non -acute side). z a 2 0 0 w F ci 0 0 cc U) Z 0 a U) C, m 0 m N d 0 Simpson Strong -Tie® Wood Construction Connectors SSA. These products are available with For stainless Many of these products are approved for installation additional corrosion protection. steel fasteners, 6 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 HHUS26-2 45/6 14 35/6 53/s 3 (14) 0.162 x 31/2 (6) 0.162 x 31/2 11,320 12,83013,190 13,415 14,250 11,135 2,435 2,745 12,93513,655 HGUS26-2 49/6 12 35/6 57/s 4 (20) 0.162 x 31/2 (8) 0.162 x 3% 12,155 14,340 14,850 15,170 5,575. 1,855 13,730 14,170 14,445 4,795 FL LA LUS210-2 67/16 18 31/a 9 2 (8) 0.162 x 31/z (6) 0.162 x 31/z 11,445 11,830 12,075 12,245 2,830 1;245 11,575 11,785 11,930 12,4351 HHUS210-2 83/8 14 35/6 81A 3 (30) 0.162 x 31/z (10) 0.162 x 31h 3,550 5,705 6,435 6,485 6,485 3,335 4,905 5,340 5,060 5,190. HGUS210-2 89/s 12 35/s 93/s 4 (46) 0.162 x 31/2 (16) 0.162 x 31h 4,095 9,100 9,100 9,100 9,100 3,520 7,460 7,825 7,825 7,825 Triple 2x Sizes HGtJS2643 � 413311 , ,12 4!% 51/z 4 (20) 0.762 x 3Yz (8) 0.162 X 3'lz 2,T55 4 3A6" 4 850� 547D 5;SZ5 1,855 3;730 4,110. 4,445 4,795` IBC, FL, HGUS28 3 ,j 6'�6 ,12,- 4>si16 71/4 41 (36)0�62x;3Yz `(12),0.162z31h 3,235 7,460' 7460 7460 7;46p 2,780 '6,415 -6,415 6,415 6,415 LA HHUS210-3 83/e 14 411/6 87/s 3 (30).0.162 x 31/2 (10) 0.162 x 31h 3,405 5,630 6,375 6,485 6,485 2,930 4,840 5,485 5,575 5,575 FL HGUS210-3 81/6 12 415/e 91/4 4 (46) 0.162 x 31/2 (16) 0.162 x 31h 4,095 9,100 9,100 9,100 9,100 3,520 7,825 7,825 7,825 7,825 t GUS212=3 ' 105/a `: " 12'" 4154s 103fa ' 4 (`s'6} f).g62•x 31h "(20},0.162 X.31Iz �;6 r _ .fJ45 _. A' 45. u' 04� -9,v4" 4:900' 7 780 ` 780 7, 80 7,'7 IBC EL, LA HGUS214-3 1251a '12 -. 415 is 123/a 4 (66) 0 162 X 31h (22) 0.162'X 31h 5,695 10,125 10)125 `1,0125 10,125 4,900 8,190 8,190 8,190 8',190' Quadruple 2x Sizes HGUS26.4' 51/r ,12; 69A6r 5346, , ,4 (20} 0.162 x 31/2" 8) 0.162 x31h 2,155, 4;340r 4,850 5(1,70 5,575 1,855 3,730 4,170« 4;445 4,795. IBC, FL, HGUS28-4 71/4 12 69/6 73/6 4 (36) 0.162 x 31/z (12) 0.162 x 31h 3,235 7,460 7,460 1 7,460 1 7,460 2,780 6,415 6,415 6,415 6,415 LA HHUS210-4 83/a 14 61/e 87/a 3 (30)(0.16201h (10) 0.162 x 31h 3,405 5,630 6,375 16,485 16,485 2,930 14,840 15,485 5,575 15,575 FL 4x Sizes IBC, FL, LA IBC, FL I LUS48 43/8 18 1 39/s 63/a 1 2 (6) 0.162 x 31/z 1 (4) 0.162 x 31/z 11,06011,315 11,490 11,610 12,030 1 -010 11,130 11,280 11,385 1,745 IBC, FL, HUS48 61/a 14 39/6 7 2 (6) 0.162 x 31/2 (6) 0.162 x 31h 11320 1,580 1,790 1,930 2,415 11135 1,360 11,540 11,660 2,075 LA HHUS48 I 61/2 14 3% 71/a 3 (22) 0.162 x 31/2 (8) 0.162 x 31/z 1;760 4,265 4,810 5,155 5,980 1,515 3,670 4,135 4,435 5,145 HGUS48 67/s 12 35/s 71/s 4 (36) 0.162 x 31/2 (12) 0.162 x 31/2 3,235 7,460 17,460 7,460 7,460 2,780 6,415 6,415 1 6,415 6,415 HGUS412 107/6 12 13% 1107/64 1 (56) 0.162 x 31h (20) 0.162 x 31h 15,695 9:045 19,045 19,045 9,045 1 4:900 1 7,780 17,780 17,780 17,780 HGUS414 117/6 12 1 35/a 127/s 4 1 (66) 0.162 x 31/2 (22) 0.162 x Th 1 5,695 10,125 10,125 10,125 10,125 4,900 18,190 18,190 1 8,190 1 8,190 Double 4x Sizes IBC, FL, LA FL 1. Uplift loads have been increased for earthquake or wind loading with no further increase allowed. Reduce where other bads govern. 2. Wind (160) is a download rating. 3. Minimum heel height shown is required to achieve full table bads. For less than minimum heel height, see technical bulletin T-C-REDHEEL at strongtie.com. 4. Truss chord cross -grain tension may limit allowable loads in accordance with ANSVTPI 1-2014. Simpson Strong -Tie" Connector Selector® software includes the evaluation of cross -grain tension in its hanger allowable loads. For additional information, contact Simpson Strong -Tie. 5. Loads shown are based on a two-ply 2x carrying member minimum for nailed hangers. With 3x carrying members, use 0.162" x 21h" nails in the header and 0.162" x 31/2" in the joist, with no bad reduction. With single 2x carrying members, use 0.148" x 11/2" nails in the header and 0.148" x 3" in the joist, and reduce the load to 0.64 of the table value. 6. Fasteners: Nail dimensions in the table are listed diameter by length. See pp. 21-22 for fastener information. 26 HTU Face -Mount Truss Hanger The HTU face -mount truss hanger has nail patterns designed specifically for shallow heel heights, so that full allowable loads (with minimum nailing) apply to heel heights as low as 37/8 Minimum and maximum nailing options provide solutions for varying heel j heights and end conditions. i Alternate allowable loads are provided for gaps between the end.of the truss and the carrying member j up to 1/z" max. to allow for greater construction tolerances (maximum gap for standard allowable loads is 1/e" per ASTM D1761 and D7147). See technical bulletin T C-HANGERGAP at strongtie.com for l more information. Material: 16 gauge Finish: Galvanized Installation: • Use all specified fasteners; see General Notes i • Can be installed filling round holes only, or filling round and triangle holes for maximum values • 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 Options:.._... • HTU may be skewed up to 671/2o. See Hanger i Options on pp. 98-99 for allowable loads. [ • See engineering letter L-C-HTUSD at strongtie.com i for installation with Strong -Drive® SD fasteners. Codes: See p.12 for Code Reference Key Chart Min. heel height per table l Many of these products are approved for installation with Strong -Drive" SD Connector screws. See pp. 335-337 for more information. 13r HTU26 Typical HTU26 Minimum Nailing Installation max. gap between end "of' --' truss and carrying member HTU Installation for Standard Allowable Loads (for 1/2" maximum gap, use Alternate Allowable Loads.) Standard Allowable Loads (1/8" Maximum Hanger Gap) 2x Sizes Alternate Installation - HTU28 Installed on 2x6 Carrying Member (HTU210 similar) .`�- I6V L,JJV l;i.lcT :2l tf_ ,1r Jr`JIBC, ViV 3,JJ0 2,865 2,920 2,920 2,92FL,N420V 3,795 3,895 9C tiJ�' GJU TV 1(Mn)J/.15/a;J 301U62Gx J3/z 0148 x1/1I,235 LAHTU28, (Max.) 71/4 171/16 31/z (26) 0.162 x 31h (26) 0.148 x 11h 2,020 3,820 4,315 4,655 5,435 1,735 3,285 3,710 4,05 4,67 Double 2x Sizes HTU28-2 (Min.) 37Aa 35/1e 71&, 31/z 1 (26) 0.162 x 31/2 1 (14) 0.148 x 3 11,530 1 3,820 14,310 1 4,310 14,310 i 1,315 12,865 1 3,235 3 235 i 3,235 IFL, HTU28-2 (Max.) 71/a 3-A6 71/ie 31/z (26) 0.162 x 31/z (26)0.148x3 3,485 3,820 4,315 4,655 5,825 1 2,995 3,285 (i 7l0 4 �J5 . 5,�a10LA 1. The maximum hanger gap is measured between the joist (or truss) end and the carrying member. 2. Minimum heel heights required for full table bads are based on a minimum 2:12 pitch. 3. Uplift bads have been increased for earthquake or wind loading with no further increase allowed. Reduce where other bads govern. 4. Wind (160) is a download rating. 5. For hanger gaps between %" and 1h", use the Alternate Allowable Loads. 6. Truss chord cross -grain tension may limit allowable bads in accordance with ANSVTPI 1-2014. Simpson Strong -Tie® Connector Selectors 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. Simpson Strong -Tie® Wood Construction Connectors 0 z. r z a 2 0 0 f- Z z it CO 0 a w CY 0 N 0 rn 0 U 0 Face -Mount. Truss Hanger (cont.) i " Many of these products are approved for installation with Strong-Drivee SD Connector screws. See pp. 335-337 for more information. Alternate Installation lable for 2x4 and 2xb Larrvina Member (m)"` Member'- . ' Member _,',(160) (160) 'a(1100) ` -(115)' -, (125) s (160) = (16l)) . "(100) (115)'- (125) (160) s a =% HTU26 (Min.) 37/a (2) 2x4 (10) 0.162 x 31h (14) 0.148 x 11/2 925 1,470 1,660 1,790 1,875 795 1,265 1,430 1,540 1,615 HTU26 (Max.) 51/2 (2) 2x4 (10) 0.162 x 31h (20) 0.148 x 11/2 4,240 1,470 2,220 1065 1,265 1,430 1,540 1,910 IBC, IlO 70.A....l `71A. MI 7.,Q ° 7-7�L1TI P)M nil20 -- MLA .MGI"n AQ..1Y/- `; `i=nMh }} t Jn An" ""']x3`J ;: '1�T kt1' ('� nAG.` qb'i RAG 7 91' n !'� or F. ' Q, It CM'4 - Q Qan" FL, LA 1. See table above for dimensions and additional footnotes. 2. Maximum hanger gap for the alternative installation is 1/2". 3. Wind (160) is a download rating. 4. Fasteners: Nail dimensions in the table are listed diameter by length. See pp. 21-22 for fastener information. Alternative Allowable Loads (1/2" Maximum Hanger Gap) Single 2x Sizes HTU28 (Min.) 37/a 15/a 711A6 31/2 (26) 0.162 x 31/2 (14) 0.148 x 11/2 11110 3,770 3,770 3,770 3,770 955 2,825 2,825 2,825 2,825 IBC, FL, HTU28 (Max.) 71/a 1 % 7156 31/2 (26) 0.162 x 31/2 (26) 0.148 x 1 % 1,920 3,820 4,315 4,655 5,015 1,695 2,865 3,235 3,490 3,765 LA HTU210 (Min } :; . 37/a., 1 % "91/a ^ 31h (32) 0162 x:31h (14)"0.148 x Vh. 1250 .3;600 - 3,600 ' 3,600 3,600 • 1,075 2,700c „2,700 , ,2,700 -2,700 j 91/a 1 /a 9ya ; 31h , (32) 0162 "z 31/2(32} 014$ x 1'1h" -3,255 4 705 5,020 5 020 5,020 ` 2,800 3,539' 3,765. 3,765 3,765, Double 2x Sizes HTU26=2 (Min) " "' 37/s `3a5>/a '- 31h (20) 0162"x31h `(14) 14$ x,3 ; 1,515 ;2,940 �',"f 3�500 3 500�r- 1,305 2 205 2,205 "'2,2052 205`= HTU26-2 (R4ax.)- 5112' "3 a 5?Js- 31h (20yfl.162 x 31h (20),0.148 x"3 " ' 1910 2',940 3;3 11" 3' 00 3,'500 1,645 ,2,205 .2,205" 2,205 2,205,, HTU28-2 (Min.) 37/a 35/16 71/ia 31/2 (26) 0.162 x 31/2 (14) 0.148 x 3 1,490 3,820 3;980 3,980 3,980 1,280 2,865 2,985 2,985 2,985 IBC, HTU28-2 (Max.) 71/a 35/a 7�/Aa 31/2 (26) 0.162 x 31/2 (26).0.148 x 3 3,035 3,820 4,315 4,655 51520 2,610 2,865 3,235 3,490 -7'40 FL, LA 4,300` 1. The maximum hanger gap is measured'between the joist (or truss) end and the carrying member. 2. Minimum heel heights required for full table bads are based on a minimum 2:12 pitch. 3. Uplift bads have been increased for earthquake or wind loading with no further increase allowed. Reduce where other bads govern. 4. Wind (160) is a download rating. 5. For hanger gaps between 1/a" and 112", use the Alternate Allowable Loads. 6. Truss chord cross -grain tension may limit allowable bads in accordance with ANSVTPI 1-2014. Simpson Strong -Tie® Connector Selector® software includes the evaluation of cross -grain tension in its hanger allowable bads. For additional information, contact Simpson Strong -Tie. 7. Loads shown are based on a minimum two-ply 2x carrying member. For single 2x carrying members, use 0.148" x 11/2" nails in the header and reduce the allowable download to 0.70 of the table value. The allowable uplift is 100% of the table bad. 8. Fasteners: Nail dimensions in the table are listed diameter by length. See pp. 21-22 for fastener information. 19 Simpson Strong -Tie® Wood Construction Connectors SIMPSON ",ter+ z z a 0 0 F 0 z 0 Cn z 0 d 0 0 m s N U CJ Medium -Duty Face -Mount Hangers HU/HUC hangers may be installed on a masonry/concrete wall as described below. Additionally, HU hangers with one flange concealed may be installed similarly. HU and HUC products are heavy-duty face -mount joist hangers made -from 14-gauge galvanized steel. • The HUC is a concealed flange (face flanges turned in) version of the HU. • HU is available with both flanges concealed, provided the W dimension is 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 TTN2-25134H) for concrete and Y4" x 2a/4" Titen 2 screws (Model TTN2-25234H) for G =CMU. Follow all instailation instructions and use the loads from the sawn lumber or E NP sections. Material: 14 gauge Finish: Galvanized; ZMAX® and stainless steel available Installation: • Attach the hangers to concrete or GFCMU walls using hex -head Titen 2 screws. Titen screws for GFCMU (1/4" x 23/4" — Model TTN2-2523411) and for concrete (1/4" x 13/4" — Model TTN2-25134H) are not provided with the hangers. Drill the 3/,6"-diameter hole to the specified embedment depth plus 1/2 • Alternatively, drill the 3/,s"-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 Kits are available. They include a 3/16" drill bit and hex -head driver bit (Model TTNT01=RC); a 3/,6" x 41/2" drill bit is also available (Model MDB18412). • A minimum edge distance of 11/2" and minimum end distance of 37/6" is required as shown in Figure 1 for f II uplift load. • .V%Ihere no uplift load is required, a minimum end distance of 11/2" is pern.itted. Codes: See p.12 for Code Reference Key Chart Concealed flanges HUG410 dis HU214 Figure 1 - HUG410 Installed on Masonry Block End Wall Figure 2 — HUC410 Installed on Masonry Block End Wall 23 Simpson..-TieO Wood ConstructionConnectors HU/HUC/HSUR/L Medium -Duty Face -Mount Hangers (cont.) These Droducts are available with additional corrosion protection. For more information, see D.15. :Model No Fasteners , ; Vie•) - ''Allowable Loads, (DF/SP) , " GFCMU Concrete Code Standard Concealed 6FCMUr Titen� 2 Concrete Titen°2 g Jmst " Uplift (100) "Douro (1001125) Uplift (160) Down" ,(1,00/125)-' Ref. HU26 HU26X (4)1/4 x 23/4 (4)1/4 x 13/4 (2) 0.148 x 11/2 335 1,000 335 1,545 8 " 2/ x 4 13 1 4x h A)(6)1 54 7)1//4 6HU2 " 2,400' HU24-2 HUG24-2 (4)1/4 x 21/4 (4) 1/4 x 13/4 (2) 0.148 x 3 , 380 1,000 380 1,545 HU26.2 (Min.) ? " HUC26-2 (8)1/a R 23/a ;' " : " .(8) lb�(13/a "' {4) 0.148 x $ 760 :2,000 760 3;260 HU26=2 (Max,);. '; .HUC26 2 "(12)1la x 23/4 (12) Ya"X 13/4 °(6) 0.148 x•3' 1,135 31000•'; 1135 HU26-3 (Min.) HUC26-3 (Min.) (8)1/4 x 23/4 (8) 114 x 13/4 (4) 0.148 x 3 760 2,000 760 3,200 HU26-3 (Max.) HU026-3 (Max.) (12)1/4 x 23/4 (12)1/4 x 13/4 (6) 0.148 x 3 1,135 3,000 1,135 3,950 HU2$-2 (Min:). ; i HUC28 2 (Min.) �.. ,{,10)1/g x 2�/4 .. (10) :11a x S3/a (4) 014$ x 3 760 2 500_ HU28- {Max:)^ '' HUC28-2 (Max ), '(14)1la x'2314 , (14) "?/4 x 13/4 " (6) 0.148 x'3" . °" � 1,135 ` "� `3,50,D 1,135 4;920 -- HU210 HU21OX (8)1/4 x 23/4 (8) 1/4 x 11/4 (4) 0.148 x 1112 545 2,000 760 2,415 1HU210 2 (Min:) �' 'HUC210s2a(Min,) (14)23/4 (14),1/4.x 13/4-. '. (6) 0.148 0, � 1 35, 3,500 ;:° .1,t35 � 4920, . r HU210 2 (Max.) HUC210-2 (Max) (18) lax 23/i 1 (1$) /a x 1 (10) 0.148, x 3 1,800 4,500 1800 �5 085 HU210-3 (Min.) HUC210-3 (Min.) _. (14) 114 x 23/4 (14)1/4 x 13/4 (6) 0.148 x 3 1,135 3,500 1,135 4,920 HU210-3 (Max.) HUC210-3 (Max.) (18)1/4 x 23/4 (18)1/4 x 13/4 (10) 0.148 x 3 1,800 4,500 1,800 5,085 HUM'� HU212X_ (10)1/4 x 234" , ' '', . (10)"11a x 1?la (6)014$=X 11/z H ..1135 2 500 �' 1,1352 665 HU212-2 (Min.) HUC212-2 (Min.) (16)114 x 23/4 (16)1/4 x 13/4 (6) 0.148 x 3 1,135 4,000 1,135 4,920 HU212-2 (Max.) HUC212-2 (Max.) (22)1/4 x 23/4 (22)1/4 x 13/4 (10) 0.148 x 3 1,350 5,085 1,350 5,085 HU212-3(Mm.}" _•_HUC212=3(Min.) •-(1Bilk x23/4�e ` (16)?1403/4,: (6)A148.x3 _ 1135 `� 4,000 ' � ' 11,135 "" " �A,920 ' HU212 3 (Max }' HUC212, 3 (Max.) ; (22) i/ x 2314 (22) ilb x 13/4 5,085 1,8d0 5,085 - HU214 HU214X (12)114 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:)_ `° HUC214 2 (bJlin:) = � . (18)1/a x23/4` . �: , {18) �/ x 13/4 (8) 0.148 0 5I5 `" :� 4,500 ' "• - 1,5)5 5,085 HU214, 2 (Max) HOC214 2 (Max.) " . (24) ? 4 x 23/4 (24) x 13/4 : _(12), 0,148X 3 ,, 2,01 " 5 085 2,015 5,085 , a HU214-3 (Min.) HUC214-3 (Min.) (18)1/4 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 HU216__ HU216X (18) 1/4 x 23/a " ' , {18)?Ia X 1''14 " (8) 0.148 x 11h 1 515 , ". ` 2,920 1,515 . 2,920 ' HU216-2 (Min.) HUG216-2 (Min.) (20)114 x 23/4 (20) 114 x 13/a (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 IIUG IU.J �IYIpA.�; IIVVLIV-J t1VInA.J 1GU)l9 AL/6 iGUJ. /4 A'..1 74 11 G) V•.YVA ..1 G,V IJ V,VUJ G,V'IV J,UUV HU7 (Min.) (Not available) (12)114 x 23/4 (12)1/4 x 13/4 (4) 0.148 x 11/2 545 2,980 760 2,980 HU7 (Max.) (Not available) (16)1/4 x 23/4 (16)1/4 x 13/4 (8) 0.148 x 1112 1,085 3,485 1,085 3,485 HU9 (Min) (Not available) • • ; -, " (18)?l x 23'4 { (18)14 x.13/4 t (6) 0.148 x.11/2 -1,135 �3,230 . 1,135 ,� .13,230 " `H09 (Max-,',) (Not available} (24)1/a x 23/a ; %" (24)1/4"x 13/4 " " (1,0)'0.148 x 11/2- " , 1,445 - .,,'3,735 %1,445 .3,735• HU11 (Min.) (Not available) (22)114 x 23/4 (22)1/4 x 11/4 (6) 0.148 x 11/2 1,135 3,230 1,135 3,230 HU11 (Max.) (Not available) (30)1/4 x 23/4 (30)114 x 13/4 (10) 0.148 x 11/2 1,445 3,735 11445 3,735 HU14 (Min.7-7 ) (Not available) " , ., (28)1/4 x 21/4 " �" (28)`?l4 x `I3/4' ° ($) 0 `148 x I"h " 1 515 -= 3 485 i;5}5 "= "" - 3,48b "- HU14 (Max) (Not available) (36�iK, x 2i4 (36) Ya,x i 3/4 (T%) 0148 x 11/z 2 015 4 245: 2,015 - . 4245, V8 d STAGGER JOINTS - TYP. RAISED HEEL ROOF TRUSSES B/SKIfI . SEE PLAN UPLIFT/SHEAR ANC i IBBON BOARD- SEE GHEDULE FOR SPACING ASTENING TO TRUSSES MASONRY WALL - EACH TRUSS - SEE B/SKI SEE PLAN PLAN NOTE: ADVL FRAMING NOT SHOWN FOR CLARITY RAISED HEEL TRUSS BEARINCs A SCALE: NTS SKI T aaa��aaaaaaaaa��a�iaaa�aa aaa�a�aaaaaaa■aaa�aaaaaau ROOF SHEATHING- SEE F SOFFIT/FASCIA- SEE ARCH. RAISED HEEL ROOF TRUSSES -SEE PLAN RIBBON BOARD - SEE SCHEDULE FOR SPACING e FASTENING TO w N TRU55E5 WALL SHEATHING -SEE PLAN MIN. 15/32' CDX PLYWOOD OR 1/16' OSB WITH 8d GUN NAILS X 2 1/2') ® 6' O.C. TO UPLIFT/SHEAR GYP. CEILING - RIBBON RIBBON BOARDS ANCHOR EACH SEE PLAN 1 TRUSS- SEE PLAN SCHEDULE DO NFASTEN RIBBON BOARD INTO END GRAIN OF ROOF TRUSS EN MASONRY WALL - BOTTOM CHORD SEE PLAN RAISED HEEL TRUSS BEARINGB SCALE: NTS SKI RIBBON SCHEDULF DE51GN CRITERIA RIBBON MATERIAL RIBBON SPACING RIBBON ATTACHMENT vult=165 MPH (2) 12d GUN (0.131' X 3') lvasd=128 MPH) 2X4 SPF2 24' TO EACH TRUSS, (4) EXP. B, NAILS AT JOINTS ENCLOSED vultdw MPH (2) 12d GUN (0.131' X 3') (vasd<139 MPH) 2X4 SPF2 16, TO EACH TRU55, (4) EXP. G, NAILS AT JOINTS ENCLOSED — 11 U �Uzd Z 520 0 W E 7-O L p D �z- w Z 04 a 3 U SHEET INTOTIMATION: JDBNO; ]..... D�fE156YF0: I ID]Id FEVIEWEDBY: SK.I ALP J'anuarylff; 292'0.' Cato-efttet",Cbritrktors 6f Affie''rica"', In.b.. 390'0*zA'vpn.'qo'G; NtiV De,arMatt; It',h s come to my attention: thatsome questions were raised concerning hnies drilled tht-lithe: chords ,"(Wid&Face. ;Of'sy,s,4Zgable end." "Allow, , for threaded rods used.for "tie dovun " If these.gableends are overcontnuous support': with or cz face,full sheathed and' .the -holes at,tillbbuft-h6-zentfir e-------- ". , ii .. '" fate no close than 'C.wtboutIdaffiagng.A�y connectorpates'orverticdi °yPbs Men n.o,repair is required The truss only supports .�2,fee tl--;o'.f-A'o';'o"'r-,!"c'y'ad:t�,and '.,no "additional . load. If you ha've:a,4y ease qil&stidh§''* I'' give me: a-. call'. ,T Sincerely _.. , I., " �inc r v'. , ue., 6750.'F6rum Drive, 5ulffe'86% Orlando, FL 32821'-- (409) 521 -':97 '0"(863)-422-8685 WW',W' Th s dxuT n€t ha3 been eie ri7 c* 319ned end #shed using a DOW Signature. Priod copies,wftut an cngjc al sig uro i» 4be Yen iedWnlgV*odgineielecT nicY6 oni. 03/10/2021 • t A. No.7 ON I ; ti R OF. � f ' ; + �i ALPINE ANITWICOMPAW Alpine, an ITW Company 6750 Forum Drive, Suite 305 Orlando, FL 32821 Phone_ (800)755-6001 www.alpineitw.com Sit�nta#t�rtnatlo� Pa a 1: Customer, Carpenter Contractors of America Job Number: N334501 Job Description: 7A5/320 ,182EC;E ,02H ,R101 / 1828/CALI/4EBB ELEV.C,E Address: Job. En i46e 406, Criteria: Design Code. FBC 7.th Ed. 2020 Res InteltiVlEW Version; 20.02.00A JRef#. lX3L89750041 Wind Standard: ASCE.'7-16 Wind Speed (mph),,, 160 Design Loading (pst): 37.00 ,Building Type: Closed This package contains general notes pages, 33 truss drawing(s) and 4 detail(s). 661 Drawing hluer �' mki 4Trus s 1 069.21.1140.50852 Al 3 069.21.,1140.50572 A2 5 069.21.1140,50884 A4 7 069.21.1140.49963 A6 9 069.21.1140.50885 A8 11 069.21.1140.50010 A10 13 069,21.1140 50727 All 1,5 069.21.1.140.52212 A14G 17 069.21 ,l 140.50041 A16 19 069.21.1140.51338 C1GE 21 069.21,1140.51853 D2 23 069.21.1140.51712 V8 25 069.21.1140.50369 EJ7 27 069.21.1140.51055 EJ3 29 069.21.1140.50416 CJ3 31 069.21,1140.50900 CJ1A 33 069,21.1140.51572 HJ3 35 GBLLLTIN011'8 37 VALTN160118 Item'` `` E}ra r+r►g Dumber Trugs � 2 069.21,1140.51557 A1A 4 069.21.1140.49964 A3 6 069.21.1140.50024 A5 8 069,21.1140.50430 A7 10 069.21.1140.50743 A9 12 069.21.1140.50462 Al2 14 069.21.1140:50368 A13 16 069.21.1140.51010 A15 18 069.21.1140.52055 B1GE 20 069.21.1140.51728 D1 22 069.21_.1140.51260 D313 24 OM21,.11.40.51228 V4 26 06921.1140.52149 EJ7A 28 06921 .l 14050696 CJ5 30 069.21.1140 51119 CM 32 069.21.1140.50102 HJ7 34 A16015ENC160118 36 VAL18016011.8' v .Florida Certificate of Product Approval #FL1999 Printed 3/10/2021 12:0522 PM General Notes Truss Design Engineer Scope of Work, Design Assumptions and Design Responsibilities: The design responsibilities assumed in the preparation of these design drawings are those specified in ANSI/TPI 1, Chapter 2; and the National Design Standard for Metal Plate Connected Wood Truss Construction, by the Truss Plate Institute. The truss component designs conform to the applicable provisions of ANSI/TPI 1 and NDS, the National Design Specification for Wood Construction by AWC. The truss component designs are based on the specified loading and dimension information furnished by others to the Truss Design Engineer. The Truss Design Engineer has no duty to independently verify the accuracy or completeness of the information provided by others and may rely on that information without liability. The responsibility for verification of that information remains with others neither employed nor controlled by the Truss Design Engineer. The Truss Design Engineer's seal and signature on the attached drawings, or cover page listing these drawings, indicates acceptance of professional engineering responsibility solely for the truss component designs and not for the technical information furnished by others which technical information and consequences thereof remain their sole responsibility. The suitability and use of these drawings for any particular structure is the responsibility of the Building Designer in accordance with ANSI/TPI 1 Chapter 2. The Building Designer is responsible for determining that the dimensions and loads for each truss component match those required by the plans and by the actual use of the individual component, and for ascertaining that the loads shown on the drawings meet or exceed applicable building code requirements and any additional factors required in the particular application. Truss components using metal connector plates with integral teeth shall not be placed in environments that will cause the moisture content of the wood in which plates are embedded to exceed 19% and/or cause corrosion of connector plates and other metal fasteners. The Truss Design Engineer shall not be responsible for items beyond the specific scope of the agreed contracted work set forth herein, including but not limited to: verifying the dimensions of the truss component, calculation of any of the truss component design loads, inspection of the truss components before or after installation, the design of temporary or. permanent bracing and their attachment required in the roof and/or floor systems, the design of diaphragms or shear walls, the design of load transfer connections to and from diaphragms and shear walls, the design of load transfer to the foundation, the design of connections for truss components to their bearing supports, the design of the bearing supports, installation of the truss components, observation of the truss component installation process, review of truss assembly procedures, sequencing of the truss component installation, construction means and methods, site and/or worker safety in the installation of the truss components and/or its connections. This document may be a high quality facsimile of the original engineering document which is a digitally signed electronic file with third party authentication. A wet or embossed seal copy of this engineering document is available upon request. Temporary Lateral Restraint and Bracing: Temporary lateral restraint and diagonal bracing shall be installed according to the provisions of BCSI chapters B1, B2, B7 and/or B10 (Building Component Safety Information, by TPI and SBCA), or as specified by the Building Designer or other Registered Design Professional. The required locations for lateral restraint and/or bracing depicted on these drawings are only for the permanent lateral support of the truss members to reduce buckling lengths, and do not apply to and may not be relied upon for the temporary stability of the truss components during their installation. Permanent Lateral Restraint and Bracing: The required locations for lateral restraint or bracing depicted on these drawings are for the permanent lateral support of the truss members to reduce buckling lengths. Permanent lateral support shall be installed according to the provisions of BCSI chapters B3, B7 and/or B10, or as specified by the Building Designer or other Registered Design Professional. These drawings do not depict or specify installation/erection bracing, wind bracing, portal bracing or similar building stability bracing which are parts of the overall building design to be specified, designed and detailed by the Building Designer. Connector Plate Information: Alpine connector plates are made of ASTM A653 or ASTM A1063 galvanized steel with the following designations, gauges and grades: W=Wave, 20ga, grade 40; H=High Strength, 20ga, grade 60; S=Super Strength, 18ga, grade 60. Information on model code compliance is contained in the ICC Evaluation Service report ESR-1118, available on-line at www. icc-es.oro. Fire Retardant Treated Lumber: Fire retardant treated lumber must be properly re -dried and maintained below 19% or less moisture level through all stages of construction and usage. Fire retardant treated lumber may be more brittle than untreated lumber. Special handling care must be taken to prevent breakage during all handling activities. Page 1 of 3 General Notes (continued) Key to Terms: Information provided on drawings reflects a summary of the pertinent information required for the truss design. Detailed information on load cases, reactions, member lengths, forces and members requiring permanent lateral support may be found in calculation sheets available upon written request. BCDL = Bottom Chord standard design Dead Load in pounds per square foot. BCLL = Bottom Chord standard design Live Load in pounds per square foot. CL = Certified lumber. Des Ld = total of TCLL, TCDL, BCLL and BCDL Design Load in pounds per square foot. FRT = Fire Retardant Treated lumber. FRT-DB = D-Blaze Fire Retardant Treated lumber. FRT-DC = Dricon Fire Retardant Treated lumber. FRT-FP = FirePRO Fire Retardant Treated lumber. FRT-FL = FlamePRO Fire Retardant Treated lumber. FRT-FT = FlameTech Fire Retardant Treated lumber. FRT-PG = PYRO-GUARD Fire Retardant Treated lumber. g = green lumber. HORZ(LL) = maximum Horizontal panel point deflection due to Live Load, in inches. HORZ(TL) = maximum Horizontal panel point long term deflection in inches, due to Total Load, including creep adjustment. HPL = additional Horizontal Load added to a truss Piece in pounds per linear foot or pounds. Ic = Incised lumber. FJ = Finger Jointed lumber. L/# = user specified divisor for limiting span/deflection ratio for evaluation of actual L/defl value. L/defl = ratio of Length between bearings, in inches, divided by the vertical Deflection due to creep, in inches, at the referenced panel point. Reported as 999 if greater than or equal to 999. Loc = Location, starting location of left end of bearing or panel point (joint) location of deflection. Max BC CSI = Maximum bending and axial Combined Stress Index for Bottom Chords for of all load cases. Max TC CSI = Maximum bending and axial Combined Stress Index for Top Chords for of all load cases. Max Web CSI= Maximum bending and axial Combined Stress Index for Webs for of all load cases. NCBCLL = Non -Concurrent Bottom Chord design Live Load in pounds per square foot. PL = additional Load applied at a user specified angle on a truss Piece in pounds per linear foot or pounds. PLB = additional vertical load added to a Bottom chord Piece of a truss in pounds per linear foot or pounds PLT = additional vertical load added to a Top chord Piece of a truss in pounds per linear foot or pounds. PP = Panel Point. R = maximum downward design Reaction, in pounds, from all specified gravity load cases, at the indicated location (Loc). -R = maximum upward design Reaction, in pounds, from all specified gravity load cases, at the identified location (Loc). Rh = maximum horizontal design Reaction in either direction, in pounds, from all specified gravity load cases, at the indicated location (Loc). RL = maximum horizontal design Reaction in either direction, in pounds, from all specified non -gravity (wind or seismic) load cases, at the indicated location (Loc). Rw = maximum downward design Reaction, in pounds, from all specified non -gravity (wind or seismic) load cases, at the identified location (Loc). TCDL = Top Chord standard design Dead Load in pounds per square foot. TCLL = Top Chord standard design Live Load in pounds per square foot. U = maximum Upward design reaction, in pounds, from all specified non -gravity (wind or seismic) load cases, at the indicated location (Loc). VERT(CL) = maximum Vertical panel point deflection in inches due to Live Load and Creep Component of Dead Load in inches. VERT(CTL) = maximum Vertical panel point deflection ratios due to Live Load and Creep Component of Dead Load, and maximum long term Vertical panel point deflection in inches due to Total load, including creep adjustment. VERT(LL) = maximum Vertical panel point deflection in inches due to Live Load. VERT(TL) = maximum Vertical panel point long term deflection in inches due to Total load, including creep adjustment. W = Width of non -hanger bearing, in inches. Refer to ASCE-7 for Wind and Seismic abbreviations. Uppercase Acronyms not explained above are as defined in TPI 1 Page 2 of 3 References: 1. AWC: American Wood Council; 222 Catoctin Circle SE, Suite 201; Leesburg, VA 20175; www.awc.org. 2. ICC: International Code Council; www.iccsafe.orq. 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; wvvw.tpinst.org. 5. SBCA: Wood Truss Council of America, 6300 Enterprise Lane, Madison, WI 53719; www.sbcindust[y.com. Page 3 of 3 SEQN: 249671 / COMN Ply: 1 FROM: RWM Qty: 11 6'1"7 6'1"7 Job Number: N334501 ,7A5/320 ,182EC,E ,02H ,RI01 / 1828/CALI/4EBB ELEV.C,E Truss Label: Al 12'11"15 19'10" 26'81 6'10"8 6'10"1 6'10"1 =5X5 E 1' i _ 10' 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 21) Spacing: 24.0 " C&C Dist a: 3.97 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #1; Webs: 2x4 SP #3; W3,W4,W5 2x4 SP #2 N; Bracing (a) 1X4 #3SRB or better continuous lateral restraint to be equally spaced. Attach with (2) 8d Box or Gun nails(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. 39'8" 9'10" 19,10" Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): 9'10" Cust: R 8975 JRef:1X3L89750041 T10 DrwNo: 069.21.1140.50852 SSB / YK 03/10/2021 33'6"9 + 39'8" 6'108 6'17 Defl/CSI Criteria PP Deflection in loc Udef! 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 Ver: 20.02.00A.1020.20 •.- .�rfFPf \+tY �) ppk04W 9, fdi� b 708 1 a s o n 0 ePJ'0A ape ��4 03/10/2021 "WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS a division of any to 0 10, 1' 39'8"+ ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 1711 /- A /961 /309 /444 H 1711 /- /- /961 1309 A 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 ,/ Components Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the il/l PI 1, or for handling, shipping,, installation and bracing of trusses. A seal on this drawing or cover page cceptance of professional engineering responsibilitX solely for the design shown. The suitability and use of this 6750 Forum Drive Suite 305 Orlando FL, 32821 TPI: SEQN: 249704 / FROM: ALS M 0 T io L-4-3 COMN Ply: 1 Qty: 1 T11"2 T11 "2 Job Number: N334501 ,7A5/320 ,182EC,E ,02H ,RI01 / 1828/CALI/4EBB ELEV.C,E Truss Label: AtA A17'1"12 19'10" 23'8" 5'1"12 2V'4 i 3-10" =6X6 F �'i 88'111 T "1 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; 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"x2.5",min.). Restraint material to be supplied and attached at both ends to a suitable support by erection contractor. (a) or scab reinforcement may be used in lieu of CLR restraint. substitute (1) scab for (1) CLR and (2) scabs for (2) CLR'S where shown. Scab reinforcement to be same size, species, grade, and 80% length of web member. Attach with 0.128x3" gun nails @ 6" oc. Plating Notes All plates are 2X4 except as noted. (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. Cusl: R8975 JRef:1X3L89750041 T25 / DrwNo: 069.21.1140.51557 SSB / WHK 03/10/2021 31'8"14 39'V. 8'0"14 7'11"2 39'8" 3'9"3 2'11.1,2 36'8" 8'0"11 7'11"5 1' 11'10 44 14' 17' 238" 31'8"11 39'8" Snow Criteria (Pg.Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# Gravity Non -Gravity Pf: NA Ce: NA VERT(LL): 0.386 0 999 360 Loc R+ / R- / Rh / Rw / U / RL B 1556 /- A /961 /309 /444 Lu: NA Cs: NA VERT(CL): 0.669 O 706 240 Snow Duration: NA HORZ(LL): 0.168 K - - 1 1556 /- /- /961 /309 /- HORZ(TL): 0.314 K Creep Factor: 2.0 Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 2.2 Building Code: FBC 7th Ed. 2020 Res. Max TC CSI: 0.791 I Brg Width = 8.0 Min Req = 2.2 TPI Std: 2014 Max BC CSI: 0.896 Bearings B & I are a rigid surface. Rep Fac: Yes Max Web CSI: 0.765 Bearings B & I require a seat plate. Members not listed have forces less than 375# FT/RT:20(0)/10(0) Maximum Top Chord Forces Per Ply (Ibs) Plate Type(s): Chords Tens.Comp. Chords Tens. Comp. VIEW Ver: 20.02.00A.1020.20 WAVE HS 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 ®. a s � c i a e r s � ® �. COA �6+Vl�,s � A1. 03/10/2021 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 2406 -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, 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)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 1310, as applicable. Apply plates to each face o 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, a division of ITW Buildin Components Group Inc. shall not, be responsible for any deviation from this drawing, any failure to build the truss in conformance with ANSI PI 1, or for handling, shipping,, installation and bracin4of trusses. A seal on this drawin or cover pag listing this drawingp indicates acceptance of professional engineering responsibilittyv solely -for the design shown. The suitability and use of this drawing for any sTructure is the responsibility of the Building -Designer per ANSI/TP1 1 Sec.2. For more information see these web sites: Alpine: alpineitw.com; TPI: tpinst.org; SBCA: sbcinduslry.com; ICC: iccsafe.org; AWC: awc.org 6750 Forum Drive Suite 305 Orlando FL, 32821 SEQN: 249705 / HIPS Ply: 1 Job Number: N334501 Cust: R 8975 JRef:1X3L89750041 T9 / FROM: RWM Qty: 1 7A5/320 ,182EC,E ,02H ,RI01 / 1828/CALI14E8B ELEV.C,E DrwNo: 069.21.1140.50572 Truss Label: A2 SSB / WHK 03,10/2021 6'1"7 6'1"7 12'6"15 + 19' 20'9" 27'1"1 6'5"8 6'5"1 1�'8' ' 6'S"1 1' 10' -i 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) Sd 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" 9'10" 19'10" Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): 9'10" 29'8" Defl/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 VIEW Ver: 20.02.00A.1020.20 03/10/2021 33'6119 39'8" 6'5"8 6'17 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 A 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 - I 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, handlingshipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise; top chord shall have properly attached structural sheathing and bottom chord shall have a properly — attached ri id ceiling Locations shown for permanent lateral restraint of webs shall have bracinq installed per BCSI sections B3, B7 or B10 as applicabgle. Apply plates to each face. of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to drawings 16OA-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Buildin$c�Components Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the truss in conformance with ANSI/TPI 1, or for handling, shipping,. installation and bracin of trusses. A seal on this drawingor cover pa a 6750 Forum Drive listing this drawing indicates acceptance of professional en meenng responsibility solely -for the design shown. The suitability and use of This drawing for any sgructure is the responsibility of the Building -Designer per ANSI/TP1 1 Sec.2. Suite 305 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: 249706 / HIPS Ply: 1 Job Number: N334501 Cust: R 8975 JRef.AX3L89750041 T22 / FROM: RWM Qty: 1 ,7A5/320 ,182EC,E ,02H ,R101 / 1828/CALI/4EBB ELEV.C,E DrwNo: 069.21.1140.49964 Truss Label: A3 SSB / WHK 03110/2021 6'1"7 12'0"15 18'0"1 21'7"15 27'7"1 6'5'11 "9 5'11 .14 5' 11 "2 � 10 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 It 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. 55X5 5X5 E F 39'8" 9.101. 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): 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 03/10/2021 Ver: 20.02.00A.1020.20 33'6"9 39'8" 5'11"9 6'17 10, 1' 398" ♦ 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, 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 bracin installed per BCSI sections B3, B7 or B10 as applicabgle. Apply plates -to each face. of truss and position as shown above and on the Joint Details, unless noted otherwise. Refer to drawings 160A-Z for standard plate positrons. 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 truss in conformance with ANSI PI 1, or for handling, shipping,, installation and bracincl of trusses. A seal on this drawing or -cover pa a 675o Forum Drive listing thisdrawinq indicates acceptance of professional engineering responsibility solely -for the design shown. The suitability and -use of this drawing for any structure is the responsibility of the Building -Designer per ANSIRI 1 Sec.2. Suite 305 For more information see these web sites: AI ine:-al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; [CC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 249707 / HIPS Ply: 1 Job Number: N334501 Cusl: R 8975 JRef:1X3L89750041 TS / FROM: RWM Qly: 1 7A5/320 ,182EC,E ,02H ,RI01 / 1828/CALI/4EBB ELEV.C,E DrwNo: 069.21.1140.50884 Truss Label: A4 SSB / WHK 03/10/2021 a) b Q) 73 7'1014 11' 22'8" 31'9"2 39'8" 7,10"14 -� 9'1"2 5'8" T 9'1"2 i 7'10"14 ,5X5 =5X5 D E 39'8" 1, 10, 9'10" r 10, r 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 It Rep Fac: Yes Loc. from endwall: not in 9.00 ft FT/RT:20(0)/10(0) GCpi: 0.18 Plate Type(s): Wind Duration: 1.60 WAVE 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. 9'10" 29'8" Defl/CSI Criteria PP Deflection in loc Udefl U# 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 03/10/2021 Ver: 20.02.00A.1020.20 10, 39'8" ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 1552 /- /- /965 /318 /386 G 1552 A /- /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 1352 -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, 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)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. AppTgy plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Defer to drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Buildin Components Group Inc. shall not, be responsible for any deviation from this drawing, any failure to build the truss in conformance with ANSI/ PI 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 inegring responsibility solely -for the design shown. The suitability and use of This drawing for any structure is the responsibility of the Building -Designer per ANSI/TP! 1 Sec.2. Suite 305 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: 2497081 HIPS Ply: 1 ob mber: N334501 Cust: R8975 JRef:1X3L89750041 T24 / FROM: RWM Qty: 1 1,7A5/,Iu 0 182EC,E,02H,RI01 ! 18281CALIMEBB ELEV.C,E DrwNo: 069.21.1140.50024 russ Label: A5 SSB / WHK 03/10/2021 6'1"7 16'0"1 23'7'15 33'6"9 39'8" + + + 6' 1 "7 91101,10 7'7"14 91101,10 6' 1 "7 :6X6 =6X6 D E T2 12 6 T4 5X5 r' EO �C5 F m io W W1 B G A =4X6(A2) -5X5 =5X5 =5X5 =4X6(A2) 39'8" 10' 9'10" 9'10" 10, +1'� 10' T 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): 0.156 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 [713 /366 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.064 1 - - G 1556 /- /- /964 /713 /- EXP: C Kzt: NA Des Ld: 37.00 HORZ(TL): 0.119 I - Wind reactions based on MWFRS Mean Height: 15.00 ft BuildingB Br Width = 8.0 Min Re = 1.8 NCBCLL: 10.00 TCDL: 4.2 psf Code: Creep Factor: 2.0 9 q — Soffit: 0.00 FBC 7th Ed. 2020 Res. Max TC CSI: 0.799 G Brg Width = 8.0 Min Req = 1.8 BCDL: 5.0 psf Bearings B & G are a rigid surface. Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Max BC CSI: 0.745 Bearings B & G 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# 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 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.OE; 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 1 - F 512 - 469 _,�t@39��gq1tf6ti1tSA3tJilPrlP1 a}`" a• pa!!!a a! Pi a n 4-6 4 p• r ae. �1,iQ t M .� yf°• i ® � • • w 0P $ 1 V ; • Aw i•. ! ! COA`/jj+�3ti pfffif 03/10/2021 **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 SBCA) r and 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 id Locations for lateral attached ri ceiling shown permanent restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10 as applicabgle. Apply plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to r 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 truss in ANSIrI PI 1, for handling, conformance with or shipping,, installation and bracing of trusses. A seal on this drawing or cover page 675o Forum Drive listing this drawing indicates acceptance of professional encLineering responsibili��r solely -for the design shown. The suitability and use of This drawing for any structure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2. Suite 305 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: 2497091 HIPS Ply: 1 Job Number: N334501 Cust: R8975 JRef:1X3L89750041 T7 / FROM: RWM Qty..1 7A5/320 ,182EC,E ,02H ,RI01 / 1828/CALI/4EBB ELEV.C,E DrwNo: 069.21.1140.49963 Truss Label: A6 SSB / WHK 03/10/2021 7'10"14 15' 24'8" 31'9"2 39'8" 7' 10"14 7' 1 "2 9'8" 7-1-2 7' 1014 :6X6 =6X6 D T3 E 12 6 ,5X5 z5F5 M C N n W m W1 B A Ga^9 H �88, 4X6(A2) =5X5 =5X5 =5X5=4X6(A2) 39'8" 9110 10' 19'10" 29'8" 39'8" Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Sid: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# Gravity Non -Gravity TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.159 J 999 360 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 /- /- /962 /328 /- EXP: C Kzt: NA Des Ld: 37.00 HORZ(TL): 0.115 I Wind reactions based on MWFRS Mean Height: 15.00 ft NCBCLL: 10.00 Building Code: Creep Factor: 2.0 TCDL: psf B Br Width g = 8.0 Min Req = 1.8 Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.913 5.0 G Br Width = 8.0 Min Re 1.8 g q = Load Duration: 1.25 MWFRS Parallel Dist: h to 2h TPI Std: 2014 Max BC CSI: 0.760 Bearings B & G are a rigid surface. Bearings B & G require a seat plate. Spacing: 24.0 " C&C Dist a: 3.97 It Rep Fac: Yes Max Web CSI: 0.474 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): I Chords Tens.Comp. Chords Tens. Comp. Wind Duration: 1.60 WAVE VIEW Ver: 20.02.00A.1020.20 Lumber B - C 1807 - 2729 E - F 1827 - 2537 C - D 1826 - 2538 F - G 1807 - 2729 Top chord: 2x4 SP #2 N; T3 2x4 SP 2400f-2.OE; D - E 1539 -1910 Bot chord: 2x4 SP #1; Webs: 2x4 SP #2 N; W1,W6 2x4 SP #3; Maximum Bot Chord Forces Per Ply (Ibs) Wind Chords Tens.Comp. Chords Tens. Comp. Wind loads based on MWFRS with additional C&C B - K 2363 -1483 J - 1 1847 -1110 member design. K - J 1847 -1131 I - G 2363 -1462 Wind loading based on both gable and hip roof types. Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. C - K 394 - 358 E - 1 628 - 300 K - D 628 - 300 1 - F 394 - 358 _.�St$ttitkt91198f1Jt�0 4 g�� • t>ti' 'fir D S� s w tea® COA all, 03/10/2021 **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 SBCA) fo'r and safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSL Unless noted otherwise, top chord shall have groper) attached structural sheathing and bottom chord shall have a properly attached rigid ceiling Locations for lateral shown permanent restraint olYwebs 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. f�efer to ' -- 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 truss in to build the conformance with ANSI/ PI 1, or for handling, shipping,, installation and bracin of trusses. A seal on this drawing listing this drawing indicates acceptance of professional enpsneering responsibilitty�r solely -for the design shown: The suitability drawing for any sQI.ucture is the responsibility of the Building0 ANSI/TPI 1 Sec.2. or cover pa a 6750 Forum Drive and use of this Suite 305 esigner per For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 2497101 HIPS Ply: 1 Job Number: N334501 Cust: R 8975 JRef:lX3L89750041 T23 / FROM: RWM Qty: 1 7A5/320 ,182EC,E ,02H ,RI01 / 1828/CALI/4EBB ELEV.C,E DrwNo: 069.21.1140.50430 Truss Label: A7 SSB / WHK 03/10/2021 6'1"7 14'0"1 19'10" 25'7"15 33'6"9 39'6" r 6'1"7 r 7'10"10 59"15 5'9"15 7'10"10 6177 5X5 1112X4 =5X5 D E F T2 12 T4 6 W C 5 5X5 G W3 B H A I A"9 -8'8" 4X6(A2) =5X5 =5X8 =5X5=4X6(A2) 39'8" 1' 10' 9'10" 9'10" 10, 1' 10' 19110" 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): 0.176 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 [715 /325 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.065 J - - H 1556 /- !- /958 /715 /- 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 H Brg Width = 8.0 Min Req = 1.8 Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.743 Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Max BC CSI: 0.748 Bearings B & H are rigid surface. Bearings B & li require a seaattplate. 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 �titfitP81r7flll� I/ II on • �.. 4i x.• �i '. 's • L: a° i o.7,08 I e m 'T COA 03/10/2021 **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 shipping, Component Information, Safety by TPI an SBCA) for 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 Locations attached rigid ceiling shown for ermanent 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 Join 9Details, unless noted otherwise. Refer to 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 truss in conformance with ANSVTPI 1, for handling, installapon.and bracing trusses. A this drawing or shipping,. of seal on or cover pa a 675o Forum Drive listing this -drawing indicates acceptance of professional enprneenng responsibili solely -for the design shown. The suitability and use of this Suite Fos drawing for is the Building any sgr'ucture responsibility of the Designer per ANSI/T 11 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: 249711 / HIPS Ply: 1 Job Number: N334501 Cust: R 8975 JRef:1X3L89750041 T6 / FROM: RWM Qty: 1 7A5/320 ,182EC,E ,02H ,RI01 / 1828/CALI/4EBB ELEV.C,E DrwNo: 069.21.1140.50885 Truss Label: A8 SSB / WHK 03/10/2021 6'9"4 13' 19,101, 26'8" 32'10"12 39'8" 6'9"4 6'2"12 6'10" i 6'10" 6'2"12 6'9"4 5X5 1112X4 = 5X5 D E F 12 6 2X4 W C 12X4 G W3 B H A I aj 4X6(A2) -5X5 =5X8 =5X5=4X6(A2) 39,8" 91101, 9'10" 10, 10' 19,10" 29'8" +1'� + 39'8" Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# Gravity Non -Gravity TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.191 E 999 360 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 f716 A 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 TCDL: 4.2 psf B Br Width = 8.0 Min Re 1.8 9 q = Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.543 H Br Width = 8.0 Min Re 1.8 g q = Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Max BC CSI: 0.754 Bearings B & H are a rigid surface. Bearings B & 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: o.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 1tilOtf6[i42fpip®fi��tj D - K 425 -401 J - G 381 -339 E K 585 391 ! 4 - - ,f 1+ a ' r a w p s 9 s ® 6 t (f�i' ONAL R��4A•i COA , crecan 03/10/2021 **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, 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)V attached structural sheathing and bottom chord shall have a properly attached rigid ceilin Locations for lateral -webs have bracin installed BCSI shown permanent restrainto shall per sections as applicable. App�y plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. B3, B7 or B10, Refer to 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 truss in ANSI 1, for conformance with or handling, shipping,, installation and bracing4 of trusses. A seal on this drawing or cover page 6750 Forum Drive listing -this drawing indicates acceptance of professional en ineenng responsibility solely -for the design shown. The suitability use of this drawing for any structure is the responsibility of the Buildingtesigner per ANSI/T 11 Sec.2. -and Suite 305 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 JRef:1X3L89750041 T21 / FROM: RWM Qty: 1 7A5/320 ,182EC,E ,02H ,RIO1 / 1828/CALI/4EBB ELEV.C,E DrwNo: 069.21.1140.50743 Truss Label: A9 SSB / WHK 03/10/2021 6'3"4 12'0"1 19,10" 2T 15 334"l2 39'8" 6'3"4 5'8"12 7'9"15 7.9"15 5'8"12 6'35 5X5 1112X4 a 5X5 D E F T12 T 6 �2C4 �2G t2 C io W3 Z B H A I148-81. 22 =4X6(A2) =5X5 =_ 5X8 =5X5 =4X6(A2) 39'8" 1' 10' 9.101, 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 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 /- /- /947 f717 /284 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.066 J - - H 1556 /- /- /947 1717 /- EXP: C Kzt: NA Des Ld: 37.00 HORZ(TL): 0.124 J Wind reactions based on MWFRS Mean Height: 15.00 ft NCBCLL: 10.00 Building Code: Creep Factor: 2.0 B Br Width = 8.0 Min Re 9 q = 1.8 TCDL: 4.2 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.748 Soffit: 0.00 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: 0.753 Bearings B & H are 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: 0.999 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 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 �gyyltseatatttaaadrad E - K 685 -462 P+��4 �� `aaeaeAOPada S3 8 4.•V�/ ar P a m � � s P P M iIw a. p �P®®PaPapP•®' �'t 1 %TZIMIJIN 03/10/2021 **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 Component Safety TPI of BCSI (Building Information, by and SBCA) for safety practices prior to performing these functions. Installers shall provide bracing BCSI. Unless noted otherwise, top chord shall have attached bottom temporary have per properly structural sheathing and chord shall a properly attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10 truss ' as applicable. Apply plates to each face; of 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, a division of ITW Buildin Components Group Inc. shall not. be responsible for any deviation from this drawing, any, failure to build the — truss in conformance ANSI/ PI 1, for handling, bracin trusses. A this drawin with or shipping, • installation and of seal on or cover page 6750 Forum Drive listing this drawing indicates acceptance of professional.engineering responsibili�v solely -for the design -shown. The suitability and use of leis Suite Fos drawing for is the the Building -Designer ANSI/TP1 1 Sec.2. any structure responsibility of per For more information see these web sites: Alpine: al ine!tw.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 b Cust: R 8975 JRef:1X3L89750041 T5 / FROM: RWM Qty: 1 7A5/320 82EC,E ,02H ,R101 / 1828/CALI/4EBB ELEV.C,E DrwNo: 069.21.1140.50010 Truss Label: A10 SSB / WHK 03/10/2021 928'8" 3510"12 35'9'8 9'89 5 212 945 55 5X5 = 5X5 5X5 D E T3 F 12 6 F_1 � 2X4 W a 2X4 o C (a) (a) G n W3 h iIo 1 B H A a s 11�a's" 4X6(A2) -5X5 =5X8 =5X5=4X6(A2) 39'8" 10' 9'10" 9'10" 10, 1'� �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 Udefl U# Gravity Non -Gravity TCDL: 7.00 Speed: 160 mph Pf: 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 /718 /- EXP: C Kzt: NA Des Ld: 37.00 HORZ(TL): 0.127 J Wind reactions based on MWFRS Mean Height: 15.00 ft NCBCLL: 10.00 Building Code: Creep Factor: 2.0 TCDL: 4.2 psf B Brg Width = 8.0 Min Req = 1.8 FBC 7th Ed. 2020 Res. Max TC CSI: 0.934 Soffit: 0.00 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 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: 0.751 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-2.0E; 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) 1 X4 #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 member. Attach with 0.128x3" gun nails @ 6" oc.Wind ytsftttfp�trftfftrtyy� E - K 789 -534 1 i . 1{, a O6q`aaowaemQtrryt�„''ir� Wind loads based on MWFRS with additional C&C s member design. Wind loading based on both gable and hip roof types. w om COAfi6'+f ataf3xmt 03/10/2021 '"WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! "`IMPORTANT"" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS shipping, Trusses require extreme care in fabricating, handiin shipping, installingandbracing. Refer to and follow the latest edition Component of BCSI (Building Safety Information, by TPI and SBCA) fo'r sa 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 ri4id ceiling Locations shown for permanent lateral restraint of webs shall have bracinq installed per BCSI sections B3, B7 or B10 as applicable. Apply Oates to each face of truss and position as shown above and on the 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, a division of ITW Buildi ncL Components Group Inc. shall not.be responsible for any deviation from this drawing, any failure to build the truss in conformance ANSIfTPI 1, for handling, bracing trusses. A this drawinq with or shipping,installation and of seal on or cover pa a listing this drawing indicates acceptance of professional engineering responsibilit� solely -for the design shown. The suitability and use of q is 6750 Forum Drive -Designer Suite 305 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: 249714 / HIPS Ply: 1 Job Number: N334501 Cust: R 8975 JRef:1X3L89750041 T4 / FROM: RWM Qty: 1 7A5/320 ,182EC,E ,02H ,RI01 / 1828/CALI/4EBB ELEV.C,E DrwNo: 069.21.1140.50462 Truss Label: Al2 SSB / WHK 03/1012021 9' 17' 30,8„ 39'8" 9. 8. �6C6 =5XD5 =4E4 =6F6 T2 T3 T12 ;6��_,- o (a) W (a) v W5 LID GI A H =4X6(A2) __ 6X6 =6X6 =6X6=4X6(A2) 39'8" �1' 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 L/defl L!# 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 /- !- /921 1720 /223 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.081 1 - - G 1556 /- /- /921 /720 /- EXP: C Kzt: NA Des Ld: 37.00 HORZ(TL): 0.150 I Wind reactions based on MWFRS Mean Height: 15.00 ft NCBCLL: 10.00 TCDL: 4.2 psf Building Code: Creep Factor: 2.0 B Brg Width = 8.0 Min Req = 1.8 Soffit: 0.00 BCDL: 50 f FBC 7th Ed. 2020 Res. Max TICG psf CSI: 0.939 Brg Width = 8.0 Min Re q = 1.8 . Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Max BC CSI: 0.834 Bearings B & G are 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: 0.306 Members not listed have forces less than 375# Loc. from endwall: not in 9.00 ft FT/RT:20(0)/10(0) Maximum Top Chord Forces Per Ply (Ibs) GCpi: 0.18 Plate Type(s): I 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) (a) or scab reinforcement may be used in lieu of CLR Webs Tens.Comp. Webs Tens. Comp. restraint. substitute (1) scab for (1) CLR and (2) scabs C - K 718 -428 E - I 944 -834 for (2) CLR'S where shown. Scab reinforcement to be K - D 940 - 832 I - F 718 -430 same size, species, grade, and 80% length of web member. Attach with 0.128x3" gun nails @ 6" oc.'tiit6ftltSit<tuaraJ 1 Wind o4®�da®edeaa,�a i�' `tom'' Wind loads based on MWFRS with additional C&C No,N, member design. < .� �\ �C` _, 1 .a Wind loading based on both gable and hip roof types. o" m v a A 0 ffibo e, !+'p .a d,fz irtL��7f 11` 1 COA f °"tea. �f�3ti'd8764'Ni� 03/10/2021 —WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT"* FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition shipping, Component Safety Information, of BCSI (Building by TPI an SBCA) for sa practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted. otherwise, top chord shall have �roper)Y attached structural sheathing and bottom chord shall have a attached ri id ceilin Locations shown for permanent lateral restraint of webs shall have bracin installed BCSI sections properly B3, B7 or 1310 per as applicable. Applgy 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, a division of ITW Buildin$Components Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the truss in ANSI 4PI 1, for handling, conformance with or shipping,, installation and bracin4 of trusses. A seal on this drawing or cover pa a 6750 Forum Drive listing this drawin indicates acceptance of professional engineering responsibili�y solely -for the design shown. The suitability and use of this drawing for any sfructure is the responsibility of the Building -Designer per ANSI/TP1 1 Sec.2. Suite 305 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: 249715 / SPEC Ply: 1 Job Number: N334501 Cust: R 8975 JRef:1X3L89750041 T2 / FROM: RWM Qty: 1 7A5/320 ,l82EC,E ,02H ,RI0l / 1828/CALI/4EBB ELEV.C,E DrwNo: 069.21.1140.50727 Truss Label: All SSB / WHK 03/10/2021 5'7"4 10'8" 11'3"15 16'0"1 23'7"15 29'7"15 39'8" r 5'7"4 5'0"12 7' 15 4'8"2 + T7"14 6' I 1010"1 i I M m N 1 43 5X5 Z—z p5E5 =4F4 =5G5 �5H5 39'8" 10' 9'10" 9'10" 10' 19,10" + 29'8" Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) DefI/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): 0.229 L 999 360 BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.427 L 999 240 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.076 K - - Des Ld: 37.00 EXP: C Kzt: NA HORZ(TL): 0.142 K Building Code: NCBCLL: 10.00 Mean Height: 15.00 ft TCDL: 4.2 psf Creep Factor: 2.0 Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.820 Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Max BC CSI: 0.802 Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Fac: Yes Max Web CSI: 0.811 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. 18SS Lumber Top chord: 2x4 SP #2 N; T5 2x4 SP 2400f-2.OE; Bot chord: 2x4 SP #1; 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 Ctlapa,p* F *G R d T ® C0A fl( ,8.. NA _.* ANO 03/10/2021 10, 39'8" 1� ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ /R- /Rh /Rw /U /RL B 1556 /- /- /932 /716 /257 1 1556 /- /- /930 /718 /- 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 area 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 2225 - 2806 F - G 2509 - 2878 C - D 2062 - 2521 G - H 2O44 - 2305 D - E 1917 - 2214 H - 1 2093 - 2649 E - F 1976 - 2258 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - M 2452 -1880 L - K 2805 - 2204 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 M - F 856 - 742 **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 rib id ceiling. Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10 as applicable. AppT4ji plates to each face of truss and position as shown above and on the Joinf9Details, unless noted otherwise. Defer to 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 truss in conformance with ANSI/1 PI 1, or for handling, shipping,. installation. and bracing of trusses; A seal on this drawing or cover page 675o Forum Drive listing this drawing Indicates acceptance of professional -en Ineering responsibility solely -for the design shown. The suitability and use of This drawing for any structure is the responsibility of the Build ingI esigner per ANSI/T�l 1 Sec.2. Suite 305 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: 249716 / COMN Ply: 1 Job Number: N334501 Cust: R 8975 JRef:1X3L89750041 T211 / FROM: RWM Qty.. 1 7A5/320 ,182EC,E ,02H ,R101 / 1828/CALI/4EBB ELEV.C,E DrwNo: 069.21.1140.50368 Truss Label: A13 SSB / WHK 03/1012021 5'7"4 10'8" 13'3"1�5 217'15 317'15 39'8" 5'7"4 T 5'0"12 2'7"1 8'4" 10, 8 0"1 i 5X5 D 12 =5E5 =HOF10 =6 6 F7' T T3 T4 G 2C T r, C I -u°°i (a) W ,2 1 B v Co Hi 3X6(A1) B1 -3X8 =5X5 N =4X6 =5X5 =3X6(A1) 20'8" 5'8" 13,4„ �1' 10,81, 5'4" 7-10" 7'10"" 8, 10,8" 16' 23'10" 31'8 39'8" Loading Criteria (psi) 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 loc 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 BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.080 M 999 240 B 840 /- /- /551 /397 /257 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.017 J - - N* 315 /- /- /159 /140 /- Des Ld: 37.00 EXP: C Kzt: NA HORZ(TL): 0.028 J H 585 /- /- /436 /242 /- NCBCLL: 10.00 Mean Height: 15.00 ft TCDL: 4.2 psf Building Code: Creep Factor: 2.0 Wind reactions based on MWFRS Soffit: 0.00 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 = 8.0 Min Req 1.5 Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Fac: Yes Max Web CSI: 0.546 Bearings B, N, & H are rigid surface. Loc. from endwall: not in 4.50 ft FT/RT:20(0)/10(0) Bearings B, N, & H require a seat plate. GCpi: 0.18 Plate Type(s): Members not listed have forces less than 375# Wind Duration: 1.60 WAVE HS VIEW Ver: 20.02.00A.1020.20 Maximum Top Chord Forces Per Ply (Ibs) Lumber Chords Tens.Comp. Chords Tens. Comp. Top chord: 2x4 SP #2 N; T3 2x4 SP #1; B - C 959 -1265 E - F 645 -628 T4 2x4 SP 2400f-2.OE; C - D 755 -932 F - G 648 -471 Bot chord: 2x4 SP #2 N; B1 2x4 SP #1; D - E 808 -911 G - H 324 -611 Webs: 2x4 SP #3; W7 2x4 SP #2 N; Bracing Maximum Bot Chord Forces Per Ply (Ibs) (a) 1X4 #3SRB or better continuous lateral restraint to Chords Tens.Comp. Chords Tens. Comp. be equally spaced. Attach with (2) 8d Box or Gun B - M 1088 -733 K - J 924 -213 nails(0.113"x2.5",min.). Restraint material to be supplied and attached at both ends to a suitable support by M - L 931 -620 J - H 455 107 erection contractor. (a) or scab reinforcement may be used in lieu of CLR Maximum Web Forces Per Ply (Ibs) restraint. substitute (1) scab for (1) CLR and (2) scabs Webs Tens.Comp. Webs Tens. Comp. for (2) CLR'S where shown. Scab reinforcement to be same size, species, grade, and 80% length of web ;1t4ltrlt9A/(tp/rr! i frrr C - M 396 -367 L - F 903 565 D - M 619 -454 F - K 1390 -1254 member. Attach with 0.128x3" gun nails @ 6" oc. t ' f M - E 442 - 299 K - G 854 -1043 Wind Ao-°rrr, 4 o�ma e�moabr � �* , E - L 449 -564 Wind loads based on MWFRS with additional C&C' member design. ��`W ra ��r ej` . �,> ''•. Wind loading based on both gable and hip roof types. (0. TU0 1 m a m s e 8 T f� 00~44 ga®®'®CrO et��MP"®tl®•��''� COAmutt 03/10/2021 **WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) for safPety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have proper)v attached structural sheathing and bottom chord -shall have a properly attached ri id ceiling Locations shown for permanent lateral restraint of -webs shall have bracin installed per BCSI sections B3, B7 or B10, as applicabgle. Apply plates to each face, of truss and position as shown above and on the Join Details, unless noted otherwise. Defer to drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Buildingg Components Group Inc. shall not be responsible for any deviation from this drawing, any, failure to build the truss in conformance with ANSI PI 1, or for handling, shipping,, installation and bracing of trusses. A seal on this drawing or cover pa a 675o Forum Drive listing this drawing indicates acceptance pf professional engineering responsibility solely -for the design shown. The suitability and use of )his drawing for any structure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2. Suite 305 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: 249734 / HIPS Ply: 2 Job Number: N334501 Cust: R 8975 JRef:1X3L89750041 T12 / FROM: JRH Qty: 1 7A5/320 ,182EC,E ,02H ,RI01 1 1828/CALIMEBB ELEV.C,E DrwNo: 069.21.1140.52212 Truss Label: A14G SSB / WHK 03/10/2021 2 Complete Trusses Required 7' 17' 22'8" 32'8" 39'8" 7' 10, 5'8" 10, 7' 12 —6C6 T2 —8X8 T3 =8ET48 =6X6 F T 6� o W) e G v X3 A H 1�8.8,. 4X6(A1) - 8X8 = 8X8 = 8X8 =4X6(A 1) 39'8" �1' 10' 9.10" 9.10" 10, 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): 0.295 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 /- Des Ld: 37.00 EXP: C Kzt: NA HORZ(TL): 0.121 1 Wind reactions based on MWFRS Mean Height: 10.51 ft NCBCLL: 0.00 Building Code: Creep Factor: 2.0 TCDL: 4.2 psf B Brg Width = 8.0 Min Req = 1.8 Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.676 G Br Width = 8.0 Min Re 1.8 g q = Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 TPI Sid: 2014 Max BC CSI: 0.507 Bearings B & G are rigid surface. Bearings B & li require a seat plate. Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Fac: No Max Web CSI: 0.760 Members not listed have forces less than 375# Loc. from endwall: NA 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 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; Bot chord: 2x6 SP SS; Webs: 2x4 SP #3; Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. Nailnote Nail Schedule:0.128"x3" nails B - K 2752 -1257 J - 1 4769 - 2187 Top Chord: 1 Row @12.00" o.c. K - J 4768 -2187 1 - G 2753 -1258 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. gglrttsiaitra�trt1�tJJr Wind > �• Ar Fl��jP Wind loads and reactions based on MWFRS.°°o*°pr9q°rrrq•p+°'q� Wind loading based on both gable and hip roof types. � �,, GE S •4®� e r o° /� gy r Q. 7,08 I a � a ° Q S p T COA`#b� t?s�osta»+a 03/10/,' **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, tap chord shall have properly attached structural sheathing and bottom chord shall have a properly attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, as applicable. Apply plates to each face oT truss -and as shown above and on the Join Details, unless noted Refer to position otherwise. drawings 160A-Z for standard plate positions. Refer to job's 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 - truss in conformance with ANSI 1, or for handling, shipping,. installation and bracing of trusses. A seal on this drawing or cover pope listing this drawing indicates acceptance of professional engineering responsibili solely -for the design shown. The suitability and use of )his 675o Forum Drive drawing for any structure is the responsibility of the Building -Designer ANSI/T�l 1 Sec.2. Suite 305 per For more information see these web sites: Alpine: aI ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 2497171 COMN Ply: 1 Job Number: N334501 Cust: R 8975 JRef:1X3L89750041 T19 I FROM: RWM Qty: 1 , A5/320 ,182EC,E ,02H ,RI01 / 1828/CALI/4EBB ELEV.C,E DrwNo: 069.21.1140.51010 Truss Label: A15 SSB / WHK 03110/2021 5'7"4 10'8" 15'3"15 2TY15 5'7"4 1 5'0"12 8' 5X5 D 12 6 2X4 =5X14 -H0510 C E T3 F EO B � A =3X6(A1) -5XO8 =5X5 =4X6 21' 5' - 8' 5' 5' 8' 16' 21' 26' Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-16 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Kzt: NA Des Ld: 37.00 Mean Height: 15.00 ft NCBCLL: 10.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 Spacing: 24.0 " C&C Dist a: 3.97 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; T3,T4 2x4 SP #1; Bot chord: 2x4 SP #2 N; Webs: 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. 4X4 31'8"l 32'8" 39'8" 8'4"2 r 11 15 7' =5X5 :5X10(SRS) T4 G H Tj � b "' p J 1188, =5X5 =3X6(A1) 13'8" 5'8" 8' 1' Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# Gravity Non -Gravity Pf: NA Ce: NA VERT(LL): 0.038 0 999 360 Loc R+ / R- ! Rh / Rw / U / RL Lu: NA Cs: NA VERT(CL): 0.072 0 999 240 B 745 /- /- /497 /341 /276 Snow Duration: NA HORZ(LL): 0.017 K - - M 1429 /- /- /726 1654 /- HORZ(TL): 0.031 K L 629 /- /- /238 /218 /- Building Code: Creep Factor: 2.0 1 534 /- /- /399 /245 /- FBC 7th Ed. 2020 Res. Max TC CSI: 0.701 Wind reactions based on MWFRS TPI Std: 2014 Max BC CSI: 0.635 B Brg Width = 8.0 Min Req = 1.5 Rep Fac: Yes Max Web CSI: 0.703 M Brg Width = 8.0 Min Req = 2.0L Brg Width = 8.0 Min Req = 1.5 FT/RT:20(0)/10(0) I Brg Width = 8.0 Min Req = 1.5 Plate Type(s): Bearings B, M, L, & I are a rigid surface. WAVE HS VIEW Ver: 20.02.o0A.1020.20 Bearings B, M. L, & 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 1109 -1100 E - F 800 - 732 C - D 1003 - 901 G - H 766 - 618 D - E 835 - 674 H - 1 595 - 577 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - O 936 - 827 M - L 464 - 410 O - N 570 -442 L - K 530 - 367 N - M 598 - 426 K - 1 451 - 326 itt8itl€fTpftattUp r�jrtfJ�.t Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. + C-0 502 -291 M-F 909 -732 0 - D 469 - 387 L G 947 898 e° +*� i• - - E - M 1635 -1574 og s o. 708 1 � 8 ® 6 P @ f P 4 (. ", ; COAr � AL '�i�tTSlkHftrlff�� 03/10/2021 "WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached riq!d 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 of truss and position as shown above and on the Join Details, unless noted otherwise. Defer to drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Buildingg Components Group Inc. shall not. be responsible for any deviation from this drawing, any. failure to build the truss in conformance with ANSI/TPI 1, or for handling, shipping,, installation and bracin44 of trusses. A seal on this drawing or cover pa a 675o Forum Drive listing this drawingg indicates acceptance of professional engineering responsibility solely -for the design shown. The suitability and use of this drawing for any sfructure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. Suite 305 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: 249718 / FROM: RWM 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 " SPEC Ply: 1 Job Number: N334501 Qty: 1 7A5/320 ,182EC,E ,02H ,RI01 / 1828/CALI/4EBB ELEV.C,E Truss Label: A16 5'7"4 10'8" 17'3"15 33'6" 5'7"4 50"12 6'7"15 6'2"1 19'3"15 =5p5 21' 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: 3.97 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; Plating Notes All plates are 2X4 except as noted. (**) 1 plate(s) require special positioning. Refer to scaled plate plot details for special positioning requirements. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Cust:R8975 JRef:1X3L89750041 T18 / DrwNo: 069.21.1140.50041 SSB / WHK 03/10/2021 29'8"1 32'8" 39'8" 6'2"1 2'11"1 7' 8' 11''3�"15 16' 1T4115 i 3,81 r1' 5' 5' 329'66"5 r 26' "5 2111 W 13'8" 8' +1'� Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) Pg: NA Ct: NA CAT: NA PP Deflection in loc L/defl U# Gravity Non -Gravity Pf: NA Ce: NA VERT(LL): 0.037 Y 999 360 Loc R+ / R- / Rh / Rw / U / RL Lu: NA Cs: NA VERT(CL): 0.069 Y 999 240 B 774 /- /- /508 /355 /317 Snow Duration: NA HORZ(LL): 0.016 0 - - U 1323 /- /- /633 /586 /- HORZ(TL): 0.030 0 R 711 /- /- /257 /237 /- Building Code: Creep Factor: 2.0 M 531 /- /- /381 /247 /- FBC 7th Ed. 2020 Res. Max TC CSI: 0.948 Wind reactions based on MWFRS TPI Std: 2014 Max BC CSI: 0.636 B Brg Width = 8.0 Min Req = 1.5 Rep Fac: Yes Max Web CSI: 0.584 U Brg Width = 8.0 Min Req = 1.8 R Brg Width = 8.0 Min Req = 1.5 FT/RT:20(0)/10(0) M Brg Width = 8.0 Min Req = 1.5 Plate Type(s): Bearings B, U, R, & M are a rigid surface. WAVE VIEW Ver: 20.02.o0A.1020.20 Bearings B, U, R, & M 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 1118-1151 F-G 823 -776 C - D 1027 - 960 G - H 834 - 791 D - E 791 - 722 K - L 681 - 548 E - F 823 - 777 L - M 628 - 571 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - Y 978 - 830 T - S 585 - 491 Y - X 627 -411 S - R 584 -491 X - W 462 - 350 R - Q 424 - 356 qtt;tslttlF iptttp'�t W - V V- U 462 - 350 462 Q - P P 0 424 424 - 355 ff fl�Ii U-T -350 589 -490 - O-M 445 -356 -354 o®wmanvp r� G 8 •, Maximum Web Forces Per Ply (Ibs) '=M o� M Webs Tens.Comp. Webs Tens. Comp. 4 C - Y 445 - 257 U -AB 611 - 605 s - D 453 - 285 AB- H 504 - 522 0 E - Z 1516 -1447 R -AE 930 - 847 i Z - U 1536 -1466 AE- K 910 - 826 ®O'�vauwvOv�' {v..� ♦L iq COAMgt mal 03/10/2021 **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)v attached structural sheathing and bottom chord shall have a properly attacheU rigid ceilm -Locations shown for Permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, as applrcab3 App y 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, a division of ITW Buildinc�Components Group Inc. shall not be res onsible for any deviation from this drawing, any failure to build the truss in conformance with ANSI 1, or for handling, shipping,, installavion and bracin44of trusses. A seal on this drawing or cover pa a 675o Forum Drive listing this drawing indicates acceptance of professional -en sneering responsibilittyy solely -for the design shown. The suitability and use of this drawing for any structure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2. Suite 305 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: 249739 / GABL Ply: 1 Job Number: N334501 Cust: R 8975 JRef:1X3L89750041 T3 ! FROM: HMT Qty: 1 7A5/320 ,182EC,E ,02H ,RI01 / 1828/CALI/4EB8 ELEV.C,E DnvNo: 069.21.1140.52055 Truss Label: B1GE SSB / WHK 03/10/2021 Loading Criteria (p 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 " 198" 10,8" r^ 4'8" 2' — (TYP) =4F4 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; 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. 21'4" 21'4" Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf. NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: No FT/RT:20(0)/10(0) Plate Type(s): 21'4" 10'8" Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): 0.005 R 999 360 VERT(CL): 0.011 R 999 240 HORZ(LL): 0.004 L - - HORZ(TL): 0.006 R Creep Factor: 2.0 Max TC CSI: 0.323 Max BC CSI: 0.197 Max Web CSI: 0.091 03/10/2021 Ver: 20.02.00A.1020.20 t2 ro ♦ Maximum Reactions (lbs), or *=PLF Gravity Non -Gravity Loc R+ /R- /Rh /Rw /U /RL B* 125 /- A /39 /48 /11 Wind reactions based on MWFRS B Brg Width = 256 Min Req = - Bearing B is a rigid surface. Members not listed have forces less than 375# **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handling shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI an 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 attached rigpid ceiling Locations shown for permanent lateral restraint of webs shall have bracingq installed per BCSI sections 63, B7 or B10, as appllcab�Ie. Apply plates to each face of truss and position as shown above and on the Joint Details, unless noted otherwise. Defer to drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Buildin Components Group Inc. shall not, be respponsible for any deviation from this drawing, any failure to build the truss in conformance with ANSI/ PI 1, or for handling, shipping,. installation. and bracin4 of trusses. A seai on this drawin or cover paga 6750 Forum Drive listing this drawingg indicates acceptance of professional engineering responsibilitty� solely for the design shown. The suitability and use Nis drawing for any structure is the responsibility of the Building Designer per ANSI/TP1 1 Sec.2. Suite 305 For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.org; AWC: awc.or_ Orlando FL, 32821 SEQN: 2497371 GABL Ply: 1 Job Number: N334501 Cust: R 8975 JRef:1X3L89750041 T1 / FROM: RWM Qty: 1 7A5/320 ,182EC,E ,02H ,RI01 / 1828/CALI/4EBB ELEV.C,E DrwNo: 069.21.1140.51338 Truss Label: C1GE SSB / WHK 03/10/2021 T 7' f5' ,i 2' (TYP) 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 15.00 BC: From 20 plf at 0.00 to 20 plf 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 A16015ENC160118 & GBLLETIN0118 for gable wind bracing and other requirements. =4X4 D 14' 14' 14' :)w Criteria (Pg,Pf in PSF) NA Ct: NA CAT: NA NA Ce: NA NA Cs: NA )w Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: No FT/RT:20(0)/10(0) Plate Type(s): 14' 7' Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): 0.007 J 999 360 VERT(CL): 0.014 J 999 240 HORZ(LL): -0.004 H - - HORZ(TL): 0.009 H Creep Factor: 2.0 Max TC CSI: 0.392 Max BC CSI: 0.242 Max Web CSI: 0.142 ♦ Maximum Reactions (Ibs), or *=PLF Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B* 129 /- /- /40 /50 /12 Wind reactions based on MWFRS B Brg Width = 168 Min Req = - Bearing B 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. C - D 376 -199 D - E 377 -199 VIEW Ver: 20.02.o0A.1020.20 I Maximum Gable Forces Per Ply (Ibs) Gables Tens.Comp. Gables Tens. Comp. C - J 511 -403 H - E 511 -403 03/10/2021 **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 an 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 ce!lin Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10 as applicable. App�y 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, a division of ITW BuildincL Components Group Inc. shall not, be responsible for any deviation from this drawing, any. failure to build the truss in conformance with ANSUTPI 1, or for handling, shipping,, installation and bracing of trusses. A seal on this drawing or cover pa a 6750 Forum Drive listing this drawing indicates acceptance of professional en sneering responsibility solely -for the design shown. The suitability and use of This drawing for any sgr'ucture is the responsibility of the BuildingUesigner per ANSI/TPI 1 Sec.2. Suite 305 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: 249721 / COMN Ply: 1 Job Number: N334501 Cust: R 8975 JRef:1X3L89750041 T13 / FROM: JRH City: 1 , A5/320 ,182EC,E ,02H ,R101 / 1828/CALI/4EBB ELEV.C,E DrwNo: 069.21.1140.51728 Truss Label: D1 KD / WHK 03I10/2021 T M O N 1 43 5' 5' =4X4 C 10, 5' 12 6 u) M B D io 4 E 88 F 2X4(A1) 1112X4 = 2X4(A1) 10, 5' 5' "� 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 Code: NCBCLL: 10.00 Mean Height: 15.00 ft TCDL: 4.2 psf Creep Factor: 2.0 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): Ver: 20.02.00A.1020.20 Wind Duration: 1.60 WAVE IVIEW 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 41. '1 apaameeoap® f0 4 Y o ►08 a 0 COAbeslO 03/10/2021 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 434 /- /- /286 /202 /134 D 434 /- A /286 /202 A 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 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 Joint Details, unless noted otherwise.- Defer to drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Buildin Components Group Inc. shall not, be responsible for any deviation from this drawing, any failure to build the truss in conformance with ANSI/ PI 1, or for handling, shipping,, installation and bracincl of trusses. A seal on this drawing or cover pa a 6750 Forum Drive listing this drawing indicates acceptance of professional en sneering responsibilit�yr solely -for -the design shown. The suitability and use of This drawing for any structure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2. Suite 305 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: 249722 / COMN Ply: 1 Job Number: N334501 Cust: R 8975 JRef1X3L89750041 T14 / FROM: JRH Qty: 1 ,7A5/320 ,182EC,E ,02H ,R101 / 1828/CALI/4EBB ELEV.C,E DrwNo: 069.21.1140.51853 Truss Label: D2 KD / WHK 03/10/2021 5' 10, i 5' =4X4 C 12 6 co B D 4 E 88 F 2X4(A1) III 2X4 = 2X4(A1) 10, 1' 5' 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 It 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: 0 to h/2 TPI Std: 2014 Spacing: 24.0 " C&C Dist a: 3.00 ft Rep Fac: Yes Loc. from endwall: not in 4.50 ft FT/RT: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 #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 5' 10, Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.007 F 999 360 VERT(CL): 0.013 F 999 240 HORZ(LL): 0.003 F - - HORZ(TL): 0.006 F Creep Factor: 2.0 Max TC CSI: 0.345 Max BC CSI: 0.257 Max Web CSI: 0.081 Ver: 20.02.00A.1020.20 `a a go � ��aa e®•b��*a Pates+��®� COA K%TSIONAI. 03/10/2021 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 434 /- /- /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 an c7 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 bracing installed per BCSI sections B3, B7 or 610, as applicabl9e. 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, a division of ITW Building Components Group Inc. shall not be responsible for any deviation from this drawing; any. failure to build the truss in conformance with ANSIfTPI 1, or for handling, shipping,. installation. and bracin4 of trusses. A seal on this drawing or cover pa a 6750 Forum Drive listing this drawing indicates acceptance of professional engineering responsibili�v solely -for the design shown. The su!tabilify and use of This drawing for any structure is the responsibility of the Building Designer per ANSI/TP1 1 Sec.2. Suite 305 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:2497351 HIPS Ply: 1 Job Number: N334501 Cust:R8975 JRef:1X3L89750041 T17 /I FROM: JRH Qty: 1 7P5/320 ,182EC,E ,02H ,R101 / 1828/CALI/4EBB ELEV.C,E DrwNo: 069.21.1140.51260 Truss Label: D3G KD / WHK 03/10/2021 1� 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 " 3 I 7 10 3' 4' 3' 4X6 4X6 12 C D 6 LO B E M A F �8'8" 1112X4 1112X4 1 2X4(A1) = 2X4(A1) 10, 1 3'1"12 3'8"8 3'1 "12 6'10"4 Wind Criteria Snow Criteria (Pg,Pf in PSF) Wind Sid: 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 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 Wnd 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 pif 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 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): 3'1"12 1 10, Defl/CSI Criteria ♦ Maximum Reactions (Ibs) PP Deflection in loc Udefl U# Gravity Non -Gravity VERT(LL): 0.022 H 999 360 Loc R+ / R- ! Rh / Rw / U / RL VERT(CL): 0.044 H 999 240 B 625 /- /- /- 1316 /- HORZ(LL): 0.008 C - - E 625 /- A /- /316 /- HORZ(TL): 0.016 C Wind reactions based on MWFRS Creep Factor: 2.0 B Brg Width = 8.0 Min Req = 1.5 Max TC CSI: 0.288 E Brg Width = 8.0 Min Req = 1.5 Max BC CSI: 0.365 Bearings B & E are a rigid surface. Max Web CSI: 0.059 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. VIEW Ver: 20.02.00A.1020.20 B - C 467 - 962 D - E 467 - 962 C - D 389 - 842 s � sa r g �j q s a D Sin COA 9 a a o 0 pj� Aa•eoo e•ioes+"+� C�t '#g9i43&;464'46i5� 03/10/2021 **WARNING- READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Alpine, a division of ITW Build truss in conformance with AN listing this drawing indicates drawing for any structure is the respon • For more information see these web sites: 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 in Components Group Inc. shall not.be res p.onsible for any deviation from this drawing, any. failure to build the SI/�PI 1, or for handling, shipping,, mstallatron.and bracin of trusses. A seal on this drawing or cover page acceptance of professional-englneering responsibilitx solelyor the design shown. The suitability and use of this TPI: 6750 Forum Drive Suite 305 Orlando FL, 32821 SEQN: 249723 / VAL Ply: 1 Job Number: N334501 Cust: R 8975 JRef:1X3L89750041 T33 / FROM: RWM Qty: 1 ,7A5/320 ,182EC,E ,02H ,RI01 / 1828/CALI/4EBB ELEV.C,E DrwNo: 069.21.1140.51712 Truss Label: VS KD / WHK 03/10/2021 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 Spacinq: 24.0 " 12 6 A X4(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 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 7-11" 7'11" 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" 3'11 "8 4X4(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 Ver: 20.02.00A.1020.20 js ,�'`Tw. Q$pr {Pir�iAiio+o4 f/'r\�rls S® i a�.70� 1 • ® f O i a i %°p m ' ; 03/10/2021 �9'6"3 D ♦ Maximum Reactions (lbsy, or "=PLF Gravity Non -Gravity Loc R+ ! R- / Rh / Rw / U / RL D' 75 /- A /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 require extreme care in fabricating, handlin9 shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Went Safety Information, by TPI ana SBCA) foF safety practices prior to performing these functions. Installers shall provide temporary c�er BCSI. Unless noted otherwise, top chord shall have proper)v attached structural sheathing and bottom chord shall have a properly rinid ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, 87 or B10, cable. Apply plates to each face oT truss and position as shown above and on the Join�DetaiIs, 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 respponsible for any deviation from this drawing, any. failure to build the conformance with ANSIl� PI 1, or for handling, shipping,, instailation and bracin4 of trusses. A seal on this drawing or cover page ns drawing indicates acceptance of professional engineering responsibility solely -for the design shown. The suitability and use of This I for any s r'ucture is the responsibility of the Building Designer per ANSIIfFI 1 Sec.2. 6750 Forum Drive Suite 305 Orlando FL, 32821 SEQN: 249724 / VAL Ply: 1 Job Number: N334501 Cust: R 8975 JRef.,1X3L8975OO41 T16 ! FROM: RWM Qty: 1 7A5/320 ,182EC,E ,02H ,RIO1 / 1828/CALI/4EBB ELEV.C,E DrwNo: 069.21.1140.51228 Truss Label: V4 KD / WHK 03/10/2021 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. 111"8 311" 1' 11 "8 1' 11 "8 12 6 =4X4 B 4X4(D1)=4X4(D1) A C 0— 10'6"3 D 3'11" 3'11" 3-11" 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): Defl/CSI Criteria PP Deflection in loc Udefl 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 Ve r: 20.02.00A.1020.20 } . LA 9O0o`��* a 0.708 1 s 0 IV 03/10/2021 ♦ Maximum Reactions (Ibs), 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 3759 **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 �roper)v attached structural sheathing and bottom chord shall have a properly attacheU ri id ceiiin Locations shown for permanent lateral restraint of webs shall have bracm installed per BCSI sections B3, B7 or B10 as applicable. Applgy plates to each face of truss and position as shown above and on the 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, a division of ITW BuildinggComponents Group Inc. shall not,be responsible for any deviation from this drawing, any, failure to build the truss in conformance with ANSI/TPI 1, or for handling, shipping,, installation and bracinclof trusses. A seal on this drawing or cover pa a 675o Forum Drive listing this drawing indicates acceptance of professional en meering responsibilitty� solely -for the design shown. The suitability and use of This drawing for any s9r'ucture is the responsibility of the BuildingUesigner per ANSI/TPI 1 Sec.2. Suite 305 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: 249725 / EJAC Ply: 1 Job Number: N334501 Cust: R 8975 JRef:1X3L897,10011 T15 / FROM: RWM city: 8 ,7A5/320 ,182EC,E ,02H ,RI01 / 1828/CALI/4EBB ELEV.C,E DrwNo: 069.21.1140.50369 Truss Label: EJ7 SSB / WHK 03/10/2021 C 12'2"11 12 6 M (7 '7 B T A 8'8" D Loading Criteria (psf) Wind Criteria TOLL: 20.00 Wind Std: ASCE 7-16 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Kzt: NA Des Ld: 37.00 Mean Height: 15.00 It NCBCLL: 10.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h Spacing: 24.0 " C&C Dist a: 3.00 It 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): WAVE Defl/CSI Criteria PP Deflection in loc L/defl U# VERT(LL): NA VERT(CL): NA HORZ(LL): 0.015 D HORZ(TL): 0.028 D Creep Factor: 2.0 Max TC CSI: 0.720 Max BC CSI: 0.507 Max Web CSI: 0.000 VIEW Ver: 20.02.00A.1020.20 03/10/2021 **WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS the latest edition of BCSI (Building Installers shall provide temporary bottom chord shall have a properly )er BCSI sections B3, B7 or B10 iless noted otherwise. Refer to ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 331 A /- /249 /108 /208 D 125 /- /- /73 A /- C 174 /- /- /128 /169 A Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Members not listed have forces less than 375# Alpine, a division of ITW BuildinQ Components Group Inc. shall not be responsible for any deviation from this drawing, any, failure to build the truss in conformance with ANSI 1, or for handling, shipping,. installation and bracing of trusses. A seal on this drawing or cover pa a 675o Forum Drive listing this drawingg indicates acceptance of professional engmeenng responsibili(� solely -for the design shown. The suitability and use of this drawing for any sfructure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. Suite 305 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: 249726 EJAC Ply: 1 Job Number: N334501 Cust: R 8975 JRef:1X3L89750041 T11 / FROM: LPM Qly: 6 ,7A51320 ,182EC,E ,02H ,RI01 / 18281CALI/4EBB ELEV.C,E DrwNo: 069.21.1140.52149 Truss Label: EJ7A �JB / WHK 03/10/2021 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 " T Wind Criteria Wind Sid: 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. Ir 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): B Deft/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 03/10/2021 V e r: 20.02.00A.1020.20 12'2"11 M O C') 8-8" ♦ Maximum Reactions (lbs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL A 270 /- /- /179 /71 /186 C 126 /- !- /76 /- /- 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 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 BCSL 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-610 as applicabgle. Apply plates to each face otruss and position as shown above and on the Join f Details, unless noted otherwise. Refer.to drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Bui IdincL Components Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the truss in conformance with ANSIITP-I: 1, or for handling, shipping,, installation and bracin4 of trusses. A seal on this drawln or cover pa a 6750 Forum Drive listing this drawln indicates acceptance ;of professional engineering responsibility solely -for the design shown. The suitability and use of This drawing for any sfructure is the responsibility of the Building -Designer per ANSIITPI 1 Sec.2. Suite 305 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: 249727 / EJAC Ply: 1 Job Number: N334501 Cust: R 8975 JRefAX3L89750041 T28 / FROM: JRH Qty: 3 ,7A5/320 ,182EC,E ,02H ,RI01 / 1828/CAL114EBB ELEV.C,E DrwNo: 069.21.1140.51055 Truss Label: EJ3 SSB / WHK 03/10/2021 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 " 4"3 �— 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: 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. 3' 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): C T SO O Defl/CSI Criteria PP Deflection in loc Udefl U# 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 VIEW Ver: 20.02.00A.1020.20 .ffi`yTy • .igt�ff �� eKpdIX0 A4•aq-`�p�yl 4L, coA � ,1 AL ,. 03/10/2021 107-11 LO M N 8'8" ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 188 /- /- /157 f71 /100 D 52 !- /- /28 /- /- C 65 /- /- 145 /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 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) attached structural sheathing and bottom chord shall have a properly attached ri id ceiling Locations shown for permanent lateral restraint otywebs shall have bracing installed per BCSI sections B3, B7 or B10 as appllcabe. -Apply Oates 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, a division of ITW Building�Components Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the truss in conformance with ANSI PI 1, or for handling, shipping,, installation and bracin of trusses. A seal on this drawin or cover pa a 675o Forum Drive listing this drawing indicates acceptance of professional engineering responsibility solely -for the design shown. The suitability and use of Phis drawing for any structure is the responsibility of the Building -Designer per ANSI/T 11 Sec.2. Suite 305 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: 2497281 JACK Ply: 1 Job Number: N334501 Cust: R 8975 JRef:1X3L89750041 T35 / FROM: LPM Qty: 4 ,7A5/320 ,182EC,E ,02H ,13101 / 1828/CALI/4EBB ELEV.C,E DrwNc: 069.21.1140.50696 Truss Label: CJ5 KD / YK 03/10/2021 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 Spac!nq: 24.0 " C 11'2"5 12 6 CV M Cl) B T A 8,$„ D 1 4'11"4 411 "4 Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 4.50 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bat chord: 2x4 SP #2 N; Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Additional Notes Provide (2) 0.131 "x3.0", min. toe -nails at top chord. Provide (2) 0.131"x3.0", min. toe -nails at bottom chord. Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf. NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): Defl/CSI Criteria PP Deflection in Icc L/defl L/# 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 03/10/2021 Ver: 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 /- /- 151 !- !- 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 SCSI (Building Component Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have Proper)v attached structural sheathing and bottom chord shall have a properly attached rigid ceilin Locations shown for ermanent lateral restraint of webs shall -have bracin installed per BCSI sections B3, B7 or B10, as applicabge. Applgy plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Defer to drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Buildin Components Group Inc. shall not.be res .onsible for any deviation from this drawing, any failure to build the truss in -conformance with ANSI 1, or for handling, shipping,, installapion and bracincl of trusses. A seal on this drawing or cover pa a 675o Forum Drive iisting.this drawing indicates acceptance of professional engineering responsibilitty�, solely -for the design shown. The suitability and use of this drawing for any structure is the responsibility of the Building -Designer per ANSUTPI 1 Sec.2. Suite 305 For more information see these web sites: Alpine: al ine!tw.com; TPI: t inst.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.1X3L89750041 T34 / FROM: LPM Qty: 4 ,7A5/320 ,182EC,E ,02H ,RI01 / 1828/CALI/4EBB ELEV.C,E DrwNo: 069.21.1140.50416 Truss Label: CJ3 SSB / WHK 03/10/2021 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 " 4"3 V Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wnd 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. %A`BE 2' 11 "4 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): WAVE 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 03/10/2021 Ver: 20.02.00A.1020.20 10'2"5 d) M CV 8'8" ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 185 /- /- /156 /71 /99 D 50 /- /- /27 /- /- C 63 /- /- /44 /64 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. 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 proper)v attached structural sheathing and bottom chord shall have a properly attached ri id ceilin Locations shown for permanent.lateral-restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, as applicable. App�ji plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to drawings 16OA-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW BuildinggComponents Group Inc. shall not, be responsible for any deviation from this drawing, any failure to build the trTss in conformance with ANSI/TPI 1, or for handling, shipping,. installation and bracingq� of trusses. A seal on this drawin or cover pa a 675o Forum Drive listing this drawing indicates acceptance of professional engineering responsibility solely for the design shown. The suitabilify and use of g is drawing for any structure is the responsibility of the Building Designer per ANSI/TXI 1 Sec.2. Suite 305 For more information see these web sites: Alpine: aloineilw.com: TPI: toinst.ora: SBCA: sbcindustnr.com: ICC- iccsafe nrn• AWC• nwc nrn Orlando FL, 32821 SEQN: 249730 / JACK Ply: 1 Job Number: N334501 Cust: R 8975 JRef:1X3L89750041 T32 / FROM: LPM Qty: 4 7A5/320 ,182EC,E ,02H ,RI01 / 1828/CALI/4EBB ELEV.C,E DrwNo: 069.21.1140.51119 Truss Label: CJ1 KD / WHK 03/10/2021 43 V 12 6 C 2X4(A1) 1, 11 11 di 11 "4 i 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): NA BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): NA BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): -0.000 D - - Des Ld: _V EXP: C Kzt: NA NCBCLL: 10.00 Mean Height: 15.00 It Building Code: TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 TPI Std: 2014 Spacing: 24.0 " C&C Dist a: 3.00 ft Rep Fac: Yes Loc. from endwall: Any FT/RT:20(0)/10(0) GCpi: 0.18 Plate Type(s): Wind Duration: 1.60 WAN/C 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. 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 }`H, arf��r 0 • ®••O qAH qpP®OO iy�l ,� ;1#098t► 03/10/2021 9'2"5 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ /R- !Rh /Rw /U /RL B 143 /- /- /145 [76 /45 D 11 A2 /- /14 /10 /- C - /-15 A /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, 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 propg% attached structural sheathing and bottom chord shall have a properly attached rigqid ceiling Locations shown -for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10 as applicable. Apply plates to each face otruss and position as shown above and on the Join Details, unless noted otherwise. Refer to ' 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 truss in conformance with ANSVTPI 1, or for handling, shipping,. installation. and bracinQ4of trusses. A seal on this drawing or cover pa a _675o Forum Drive listing this drawing indicates acceptance of professional en4sneering responsibilitty�r solely -for the design shown. The suitability and use of this drawing for any structure is the responsibility of the Building -Designer per ANSI/TP1 1 Sec.2. Suite 305 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: 249731 / JACK Ply: 1 Job Number: N334501 Cust: R 8975 JRef:1X3L89750011 T27 / FROM: LPM Qty: 4 ,7A5/320 ,182EC,E ,02H ,R101 / 1828/CALIAEBB ELEV.C,E DrwNo: 069.21.1140.50900 Truss Label: CJ1A KD / WHK 03/10/2021 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 [7- C V Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 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 a} _ 11 „4 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/l 0(0) Plate Type(s): WAVE 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 03/10/2021 Ver: 20.02.00A.1020.20 9'2"5 .* i ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ /R- /Rh /Rw /U /RL B 143 /- /- /145 176 ME 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 ri id ceiling Locations shown for ermanent-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, a division of ITW Buildin Components Group Inc. shall not,be responsible for any deviation from this drawing, any failure to build the truss in conformance with ANSI 1, or for handling, shipping,. installation and bracin of trusses. A seal on this drawin or cover pa a 6750 Forum Drive listing this drawing indicates acceptance of professional en sneering responsibili(� solely or the design shown. The suitability and use of this drawing for any structure is the responsibility of the BuildingUesigner per ANSI/T�l 1 Sec.2. Suite 305 For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: !ccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 2497321 HIP_ Ply: 1 Job Number: N334501 Cust: R 8975 JRef:1X3L89750041 T26 / FROM: HMT Qty: 2 ,7A5/320 ,182EC,E ,02H ,RI01 / 1828/CALI/4EBB ELEV.C,E DrwNo: 069.21.1140.50102 Truss Label: HJ7 KD / WHK 03/10/2021 T 4'3 5'3"5 5'3"5 9'10"1 4'6"11 0 12'2"3 12 4.24 2X4 C 0 M M v B q 8'8" FE 2X4(A1) =4X4 9'2"2 Loading Criteria (psi) 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: If Snow Duration: NA EXP: C Kzt: NA Des Ld: 37.00 Mean Height: 15.00 ft NCBCLL: 0.00 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: 0 to h/2 TPI Std: 2014 Spacing: 24.0 " C&C Dist a: 3.00 ft Rep Fac: No Loc. from endwall: NA FT/RT: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 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. 1 62"x3.5") nails at top chord (3) 16d common (0.162"x3.5") nails at bottom chord 7"1 9'11 Defi/CSI Criteria PP Deflection in loc Udefl U# 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 VIEW Ver: 20.02.00A.1020.20 ' �® m ° o. 7,08 1 00. Pill, COA iaSIONAL 03/10/2021 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 326 /- /- /- /154 /- 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 Pik (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)v attached structural sheathing and bottom chord shall have a 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. App�y Oates to each face oT truss and position as shown above and on the Join Details, unless noted otherwise. Defer to drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Buildin Components Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the truss in conformance with ANSI/ PI 1, or for handling, shipping,. installation and bracin of trusses. A seal on this drawing or cover page 675o Forum Drive listing this drawing indicates acceptance of professional encLmeenng responsibilitty�r solely -for the design shown. The suitability and use of this drawing for any structure is the responsibility of the Building -Designer per ANSIITPI 1 Sec.2. Suite 305 For more information see these web sites: Alpine: aloineitw.com: TPI: toinst.ora: SBCA: sbcindustrv.com: ICC: iccsafe.cra: AWC. awc.oro Orlando FL, 32821 SEQN: 2497331 HIP_ Ply: 1 Job Number: N334501 Cust: R 8975 JR&AX3L89750041 T29 / FROM: JRH Qty: 2 ,7A5/320 ,182EC,E ,02H ,RI01 / 1828/CALI/4EBB ELEV.C,E Dnallo: 069.21.1140.51572 Truss Label: HJ3 SSB / WHK 03/10/2021 C 12 4.24 1 0'2"6 B c� N A 8' 8" �- 1'5" 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: 0.00 It NCBCLL: 0.00 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: 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. Alpine, a truss in c listing IN drawing I For more 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 Udefl U# 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 • 03/10/2021 Ve r: 20.02.00A.1020.20 **WARNING'* READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS the latest edition of BCSI (Building Installers shall provide temporary bottom chord shall have a properly )er BCSI sections 133; B7 or B10, mess noted otherwise. Refer to ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 84 /- /- /- /45 /- D 28 /- /- /7/- C 64 /- /- /- /48 /- 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# of ITW Buildin,$Components Group Inc. shall not.be responsible for any deviation from this drawing, any, failure to build the rice with ANSI/TPI 1, or for handling, shipping,, installation and bracin of trusses. A seal on this drawing or cover paWe 3, indicates acceptance of professional engineering responsibility solely -for the design shown. The suitability and use of this ructure is the responsibility of the Building esigner perANSIITPI 1 Sec.2. see 6750 Forum Drive Suite 305 Orlando FL, 32821 Gable Stud Reinforcement Detail ASCE 7-161 160 mph Wind Speed, 15' Mean Height, Enclosed, Exposure C, Kzt = 1.00 Or, 140 mph Wind Speed, 15' Mean Height, Partially Enclosed, Exposure C, Kzt = 1.00 Or, 140 mph Wind Speed, 15' Mean Height, Enclosed, Exposure D, Kzt = 1.00 n- t7n m k wi—i cz_,4 Ia, m_ u t o+ o.,..+i_ii. r._-'--- -. ..__ - ,._- _ .- S 2x4 Brace Gable Vertical Spacing Species Grade No Braces (1) ix4 'L' Brace w (1) 2x4 'L' Brace w (2) 2x4 'L' Brace ww (1) 2x6 'L' Brace w (2) 2x6 'L' Brace *31 Group A Group B Group A Group B Group A Group B Group A Group B Group A Group B S P P #1 #2 31 U #3 3' 8', 5' 9' 6' 2' 7' 8' 77' 11' 9' 11,9' 6' 12, 0' 12' 6' 14' 0' 14' 0' HF Stud 3' 8' 5' 9' 6' 1' 7' 8' 7' 11' 9' 1' 9' 6' 12' 0' 12' 6' 14' 0' 14' 0' o Standard 3' 8' 4' 11' 5' 3' 6' 7' 7' 1' 8' 11' 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' Stud 3' 9' 5' 3' 5' 7' 6' 11' 7' 5' 9' 2' 9' 7' 10, 11' 11' 8' 14' 0' 14' 0' CS Standard Standard 3' 6' 4' 7' 4' 11' 1 6' 2' 6' 7' 8' 4' 8' 11' 9' 8' 10' 4' 13' 1' 14' 0' U S #1 / #2 4' 5' 7' 6' 7' 9' 8' 10' 9' 3' 10' 7' 11' 0' 13' 11' 14' 0' 14' 0' 14' 0' _ 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 P Stud 4' 2' 7' 1' 7' 6' 8' 9' 9' 1' 10' 5' 10, 10' 13, 9' 14' 0' 14' 0' 14' 0' QJ o �I Standard 4' 2' 6' 1' 6' 5' 8' 1' 8' 8' 10' 5' 10, 10' 12, 8' 13' 7' 14' 0' 14' 0' #1 4' 7' 7' 7' 7' 11' 9' 0' 9' 4' 10, 8' 11' 1' 14' 0' 14' 0' 14' 0' 14' 0' S P #2 4' 5' 7' 6' 7' 9' 8' 10' 9' 3' 10' 7' 11' 0' 13, 11' 14' 0' 14' 0' 14' 0' #3 4' 4' 6' 5' 6' 10' 8' 6' 9' 1' 10' 6' 10, 11' 13' 4' 14' 0' 14' 0' 14' 0' QJ i D P L Stud 4' 4' 6' 5' 6' 10' 8' 6' 9' 1' 10' 6' 10, 11' 13' 4' 14' 0' 14' 0' 14' 0' Standard 4' 2' 5' 8' 6' 0' 7' 6' 8' 0' 10' 2' 10, 10' 11' 10' 12' 7' 14' 0' 14' 0' 0 #1 / #2 4' 10' 8' 3' 8' 7' 9' 9' 10' 2' 10' 7' 12, 1' 14' 0' 14' 0' 14' 0' 14' 0' d _ S P P #3 4' 7' 8' 2' 8' 5' 9' 8' 10, 0' 11' 6' 12' 0' 14' 0' 14' 0' 14' 0' 14' 0' LD U IJ P Stud 4' 7' 8' 2' 8' 5' 9' 8' 10, 0' 11' 6' 12' 0' 14' 0' 14' 0' 14' 0' 14' 0' O I� Standard 4' 7' 7' 0' 7' S' 9' 4' 10' 0' 11' 6' 12' 0' 14' 0' 14' 0' 14' 0' 14' 0' X #1 5' 1' 8' 5' 8' 8' 9' 11' 10' 3' 11' 9' 12' 3' 14' 0' 14' 0' 14' 0' 14' 0' d S P #2 4' 10' 8' 3' 8' 7' 9' 9' 10' 2' 11' 7' 12' 1' 1 14' 0' 1 14' 0' 14' 0' 14' 0' #3 4' 9' 7' 4' 7' 10' 9' 8' 10' 1' 11' 7' 12, 0' 14' 0' 14' 0' 14' 0' .—i r D f L Stud 4' 9' 7' 4' 7' 10' 9' 8 10' 1' 11' 7' 12' 0' 14' 0' 14' 0' 14' 0' 14' 0' Standard 4' 7' 6' 6' 6' 11' 8' 8' 9' 3' 11' 6' 12' 0' 13' 7' 14' 0' 14' 0' 14' 0' Dla�onal brace optloni vertical length may be doubled when diagonal brace Is used. Connect diagonal brace for 60014 at each end. Max web total length Is 14'. Verticnl length shown In table above. Connect diagonal at midpoint of vertical AN ITW COI \ \ 514\ Earth\ City\ Expressway \ \ Suite\ 242 \ \ Earth\ City,\ MO\ 63045 About 18' L 'L' Brace End Zones, typ, 2x6 DF-L #2 or better diagonal r' brace) single 8, or double cut I (as shown) at L upper end. `tit vlt Refer to chart A wwVAWDGiww READ AND FOLLOV ALL NOTES UN THIS DRAV1N3 oDPMTANTww FURNISH THIS DRAWING TO ALL CONTRACT13RS INCLUDING THE INSTALLERS4 Trusses require extreme core In fabricating, handling, shipping, InstnlUng and bracing. Ref follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) fje practices prior to performing these functions. Installers shall provide temporary hrndng Unless noted otherwise, top chord shall have properly attached structural sheathing and bshall have a properly attached rigid ceiling. Locations shown for permanent lateral restrai shall have bracing Installed per BCSI sections B3, B7 or 1310, as applicable. Apply plates to eau" of truss and Position as shown above and on the Joint Details, unless noted otherwise. Refer to drawings 160A-Z for standard plate positions. Alpine, a division of ITV Bulldlng Components Group Inc shall not be responsible for any devlai this drawing, any follure to bu&d the truss In conformance with ANSI/TPI 1, or for handling, shil Installation & bracing of trusses, A seal on this drawing or cover page Listing this drawing, MxDcates acceptance of professbna F� ony Est the re«yfw the design spons8�ility the Bupm The sWtnP:y nrW use of this drnwFg dlrg Designer per ANSI/iPI I Sect For more Information see this ,lob's general notes Dame and these web sites, BCSL Bracing Group Species and Gradest Group At S ruce-Pine-Fir, Hem -Fir Standard #2 Stud #3 1 Stud 1 #3 Istandard Dou ins Flr-Larch Southern Plnewww #3 #3 Stud Stud Standard Standard Group Bi Hem -Fir #1 & Btr #I Dou ins Fir -Larch Southern Plnewww #1 #1 #2 #2 1x4 Braces shall be SRB (Stress -Rated Board). wwFor 1x4 So. Pine use only Industrial 55 or Industrial 45 Stress -Rated Boards. Group B values maybe used with thesegrades, Gable Truss Detail Notes: Wind Load deflection criterion Is L/240. Provide uplift connections for 75 plf over continuous bearing (5 psf TC Dead Load). Gable end supports load from 4' O' autlookers with 2' 0' overhang, or 12' plywood overhang, Attach 'L' braces with IOd <0,128'x3.0' min) malls. )1( For (1) 'L' brace, space nulls at 2' o.c, In 18' end zones and 4' o.c. between zones, ))K)KFor (2) 'L' braces, space nails at 3' o.c, In 18' end zones and 6' o.c. between zones, 'L' bracing must be a minimum of 80% of web member length. Gable Vertical Plate Sizes Vertical Length No Spill e + Refer to common truss design for peak, splice, and heel plates. Refer to the Building Designer for conditions not addressed by this detall, REF ASCE7-16-CAB16015 DATE 01/26/2018 DRWG A16015ENC160118 Less than 4' 0' 2X3 Greater than 4 MAX, TOT, LD, 60 PSF MAX, SPACING 24,0' 'T Reinfo Memk Go Tr Gable Detail F-nr I Pt -in \/artirnlcz Gable Truss Plate Sizes ppropriate Alpine gable detall for ;e sizes for vertical studs. Engineered truss design for peak, rb, and heel plates. vertical plates overlap, use a rte that covers the total area of lapped plates to span the web. ei 2*2X4 2X8 Provide connections for uplift specified on the engineered truss design. Attach each 'T' reinforcing member with End Driven Nails[ IOd Common (0.148'x V,min) Nalls at 4' o,c. plus (4) nails In the top and bottom chords, Toenalled Nalls- 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 Detall Drawings A13015051014, A12015051014, A11015051014, A10015051014, A14015051014, A13030051014, A12030051014, A11030051014, A10030051014, A14030051014 ASCE 7-10 & ASCE 7-16 Gable Detail Drawings A11515ENCI00118, A12015ENC100118, A14015ENC100118, A16015ENC100118, A18015ENC100118, A20015ENC100118, A20015ENDI00118, A20015PED100118, A11530ENC100118, A12030ENC100118, A14030ENC100118, A16030ENC100118, A18030ENC100118, A20030ENC100118, A20030END100118, A20030PED100118, S11515ENC100118, S12015ENC100118, S14015ENC100118, S16015ENC100118, S18015ENC100118, S20015ENC100118, S20015ENDIOOII tidigmag#Qr S11530ENC100118, S12030ENC100118, S14030ENC 3041001�S,f//4 S18030ENCI00118, S20030ENC100118, S20030E 01 G° 4�tb$00'1'Q{' See appropriate Alpine gable detail for maxlr egrQc$gdgrf 'T' Reinforcement Attachment Detall 'T' Reinforcing 'T' Reinforcing Member Member Toe-nall - Or - End-nall To convert from 'L' to 'T' reinforcing members, multiply 'T' Increa se by length (based on appropriate Alpine gable detail). Maximum allowable 'T' reinforced gable vertical length Is 14' from top to bottom chord. 'T' reinforcing member material must match size, specie, and grade of the 'L' reinforcing member. eb Length Increase w/ °T° Brace 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. Nor. Size 'T' Increase 2x4 30 2x6 20 b WORTANTn nra BAD TO ALL ALL THIS THE INSTa1msG o INO�' ��6 1 REF LET -IN VERT Trusses require extreme core in fabricating, handling, shipping, Installing and bracing. Refe"tn ° e DATE 01/02/2018 follow the latest edition of HCSI (Building Component Safety Information, by TPI and SBCA) fo s t ° practices prior to performing these functions. Installers shall provide temporaryy bracing pe. BCSL Unless noted otherwise, top chord shall have properly attached structural sheathing and bo n chol a shalt have a properly attached rigid calling, Locations shorn for permanent lateral restraint f so 0 �! � ��` DRWG GBLLETIN0118 as shall have bracing Installed per SCSI sections 113, H7 or B11, as oppllcable. Apply plates to ear � e `, �� of truss and position as shorn above and on the Joint Detalls, unless noted otherwise. .'„ a4 �m ® ` 4 1A&P1 Refer to drawings 1f IT for standard plate positions, a Alpine, n division of ITV Building Components Group Inc shall not be responsible for any devintlo this drawing, any failure to build the truss In conformance with ANSI/TPI 1, or for handling, shippin tw°/°wOaa MAX. TUT, LD, 60 PSF AN ITW COMPANY Installation & bracing of trusses. A seal on this drawing or cover page listing this drawing, Indcates acceptance of professional \\514\Earth\ City\ Expressway engineering responsibility solely for the design shown. The suitability on<i use of ttds drawng '��Qj ��10/2021 DUR, FAC, ANY \ \ Suite\ 242 for any structure Is the responsibility of the Building Designer per ANSI/TPI 1 SecZ t3 l l \ Earth\ City.\ MO\ 63045 For more Information see this ,Job's general notes page and these web sitesi ALPINE- www.alptnettw.comt TPA www.tpinst.orgl SBCA- www.sbclndustry.orgl ICG wwwlccsafeorg MAX, SPACING 24,0' 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. 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, shalt be permitted in lieu of fabricating from separate 2x4 members, All plates shown are Alpine Wave Plates. 3X4 12 12 Max 2X4 , X4 12 12 Max. I- 1X3 8-0-0 max 4X4 IX3 (Max Spacing) 5X4/SPL III - 20-0-0 (++) Supporting trusses at 24' o,c, maximum spacing. Unless specified otherwise on engineer's sealed design, for vertical valley webs taller than 7-9' apply 2x4 'T' reinforcement, 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, Aww 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 2X4 Valle Spacing Square Cut Bottom Chord Valeev SQo-G'�m,tr►rttrrorttt Ale- 4wreaa lq p � 2X4 Stubbed Valley End Detail TR-usses 4X4 ❑Ptional Hip Joint Detail Partial Framing Plan --WMTAIT"ESN THIS DRAVM TREAD AND wo °ALL �rnAACTORS MCLUDIaG' THE WSTAl�ts g Q' LL 30 30 40PSF REF VALLEY DETA Trusses require extreme care In fabricating, handling, shipping, Installing and bracing. Refer u,d follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) for f e o TC DL 20 15 7PSF DATE O1/26/2018 practices prior to performing these functions. Installers shall provide temporary bracing per Sr. Unless noted property a top chord shall have properly attached permanent sheathing and bott chord a 0 " BC DL 10 10 10 PSF DRWG VAL180160118 shall have n properly attached rigid telling. Locations shorn for permanent lateral restrelnt o r "gyp a P`i 1 ®+ ro shall have bracing Installed per SCSI sections B3, B7 or, B30, as applicable. Apply plates to each$ac 0+ ® jr of truss and position as shown above and on the Joint Details, unless noted otherwise. s eM e PI Refer to drawings 160A-Z for standard plate positions. �`� BC LL 0 0 0 PSF Alpine, a division of ITW Building Components Group Inc shall not be responsible for any deviation m ease , as®a y this drawing, any falture to build the truss In conformance with ANSL 1 1, or for handling, shipping, wtewr#*aaa (',,`t ,• TOT, LD, 60 55 57PSF AN ITW COMPANY Instaltatlon 3 bracing of trusses. \v? A seal on this drowtrg or cover {age listing this drawing, 4xgcates acceptance of professlonnl t \\514\Earth\City\Expressway engineering responsibility solely for the design sham The '�©��2021 \\suite\242 for any structure Is the responsUtty of the Budding Deslgne AN�SI/i�PI i Sec2. fit) R s� DUR,FAC, 1.25/1.33 1.15 1.15 tdnpt/ttl \ \ Earth\ Cily,\ MO\ 63045 For more Information see this ,Job's general notes page and these web sltesi ALPINE, rwr.alpineitw.coml TPIi wrr.tpinst,orgi SBCAi rww.sbctndustrymrgl IM rww3ccsafeorg SPACING 24, 0' Valley Detail - ASCE 7-16: 30' Mean Height, Enclosed, Exp, C, Kzt=1,00 Top Chord 2x4 SP #2N, SPF #1/#2, DF-L #2 or better, Bot Chord 2x4 SP #2N or SPF #1/#2 or better, Webs 2x4 SP #3, SPF #1/#2, DF-L #2 or better. "Attach each valley to every supporting truss with, (2) 16d box (0,135' x 3,5') nails toe -nailed for ASCE 7-16, 30' Mean Height, Enclosed Building, Exp, C, Wind 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, 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, wwA 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'. All plates shown are Alpine Wave Plates, 2X4 4X4 I 3X4 12 Valle 12 Max, I— Spacing 2X4 X4 Pitched Cut Square Cut Stubbed Valley Optional Hip — 8-0-0 Max Bottom Chord Bottom Chord End Detail Joint Detail Valley Valle 4X4 Toe -nailed / y 12 Aor m n T u ss e 12 Max. F__ z 4N a t 2 o, c, X3 12 ll S t 1X3 6-0-0 1 10 Max, (—\�� , a 4 fl 1X3 <Max Spacing) 2X4 1X3 5X4/SPL 1X3 SQaG�}1iTfltaftnr�t+Nyj� Common T usses 20-0-0 (++) , i o.•�'"'•.e f Partial Framing Supporting trusses at 24' o,c, maximum spacing. 3`4�ee"•�t� `�; $ , at 2 O.C. I Plan ie «; "DFMTMTo READ AND DRAWING TTO`OALL CWM SCTMS DMCLUDDING nE DISTALLm ; 30 30 40PSF REF VALLEY DETAIL Trusses require extreme care in fabricating, handling, shipping, Installing and bracing. Re - . a a - TIC DL 20 15 7 PSF DATE 01/26/2018 follow the latest edition of BCSI ®uftding Component Safety Information, by T it and SBCA) e Practices prior to performing these functions. Installers shall provide temporary bracing BCSL Unless noted otherwise, top chord shall have property attached structural sheathing and b on chard T e shall have a property attached rigid ceiling. -Locations shown for permanent lateral restrain of bs BC DL 10 10 10 PSF DRWG VALTN160118 shall have bracing Installed per BCSI sections B3, B7 or B30, as appllcable. Apply plates to e�h epw a ([' A �I of truss and position as shorn above and on the Joint Details, unless noted otherwise. s �i� BC LL 0 0 0 PSF Refer to drawings 160A-Z for standard plate positions. W Alpine, a division of ITV Building Components Group Inc shall not be responsible for any devintl®�®ww pw"" ~ this drawing, any failure to build the truss In conformance with ANSI/TPI 1, or for hnndung, shippi Is I�•or �� 'ti TOT, LD, 60 55 57PSF AN rrW COMPANY Installation 6 bracing of trusses. \ Ex A seal on this drawing or cover page listing this drawing, indicates acceptance of professi7 onal �I ems` Expressway engineering responsibility shorn The solely for the design shoThe suitability and use of this drawing \ 15141 Eadh\ CiH resswa ® kpQ�'�ytt�i3/10/2021 DUR,FAC.1.25/1.33 1.15 1.15 11 Suite\242 for any structure Is the responsRniltty of the bAding Designer per ANSI/TPI 1 Sec2, 4�+" \\Earth\CilyA MO\63045 For more Information see this Job's general notes page and these web sites SPACING 24,0' ALPINE, www.aipineltw,comi TPI, www.tpinst.orgi SBCAi wrw.sbcindustry.orgl ICG d wrccsafearg 4 � � I VALLEY FRAMING 81 BRACING DETAIL R BC t/2 of Lumber Size and Grade Minumum Requirements GENERAL NOTES Purlins required 2'-0" O.C. in absence of plywood sheathing. Trusses without sheathing applied must be evaluated accordingly. Purlins should overlap sheathing one truss spacing minimum. In cases that this is impractical, overlap sheathing a minimum of 6", and nail upwards through sheathing into purlin with a minimum of 8-8d (0.131"x2.5") common wire nails. Effects of not providing sheathing below a valley set must be evaluated by the building designer. This drawing applies to valleys with the following conditions: Spans (distance between heels) 40'.0" or less -Maximum valley height: 14'-0" -Maximum mean roof height: 30 feet -ASCE 7-05,140 mph, Enclosed, Cat 11, Exp B,1=1.0, Kzt=1.0 -Or A Maximum of ASCE 7-10, 180 mph, Enclosed, Exp D, Kzt=1.0 TRUSS TRUSS UNDER VALLEY FRAMING VALLEY RAFTER OR RIDGE ® +CRIPPLE ripples 4'-0" for 30 psf (TL) and 20 psf (TD) Max. e the crippes for each row starting from the valleys or sleepers working inward to the ridge board so that cripple locations are gered between rows. TYp) innection Requirement Notes 2x6 rafters to ridge 4 16d toe -nails Cripple to ridge 416d toe -nails Cripple to rafter 416d toe -nails (**) 816d face -nails Rafter to sleeper or blocking 516d toe -nails Rafter to two 2x6 sleepers 416d toe -nails Sleeper to truss 4 16d toe -nails Two 2x6 sleepers to truss 3 16d toe -nails each sleeper & truss Ridge board to roof block 416d toe -nails Ridge board to truss 416d toe -nails Purlin to (Typ) 3 16d 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 -""`r"" hn .—) 13. Collar beam to rafter 416d toe -nails CRIPPLE, BRACING, & BLOCKING NOTES NOTE: 16d (0.162"x3.5") COMMON NAILS -2x4 continuous lateral restraint (CLR) min. is required for cripples 5'-0" to 10'-0" long nailed w/ 2 -10d (0.148"4") nails. Or 2x4'T' or scab reinforcement nailed to flat edge of cripple with 10d'0.128"x3.0") nails at 6" o.c. ^T' or scab must be 90% of cripple length. Cripples over 10'-0' long requre two CLR's or both faces 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 requireme !,* Nails are common wire nails unless noted otherwise. (A) (B) (**) 'V T IarAn Aim MUM M AL C AC w DC MAV°'° i : * C LL 20 30 40 54 REF VALLEY FRAMING sn@P6rfANro FllCQSN ilffi DRAYikG Tl1 ALL CiNrRACTDTtS D✓rlIl11W TFE INSTALLERS trusses regJ-e extreme core kh fobrlcathp, hoMltg, tNppkV, Instant„ and brocnp' Refer 4141 ; C DL 10 20 7 7 DATE 10/O1/14 Folio• the toted edon tlm of BCSI MdWkg Cponant safety Weemtlon, by TPI and SBGU for practices prior to perforntg these functlam. Installers shall provide tenporary bmcnD per E • Unless rated other.lse, top chats shoo have properly attached rtrvctval sheathtno and bottaK,c e STATE OF shall have a properly attached rlpld eeting. Locatims sham for perrwe t lateral restrotht of o •; BC DL 0 0 0 0 DRWG VACNV1801015 shalt have bractg 6nstalled per Bell sections B3, B7 or HSO, as nppuaoble. Apply plates to endh kjee ems`.: �� QA •f 0� �` BC LL 0 0 0 0 of truss and osltlon as churn above and on the JoInt Detalls, unless rated othenrtse. •o o f_ Q 9 Refer to dras4gs 16BA-Z for standard plate positions. ✓ O O 1 •(� AN iTlh/CX)AtP/1NY Atp� a alvisim of ITV Bdldo-ne Components G-o,* tnc shoo not be responsible for arty devhtlon f/ �.� •••.ar...•••'• v� TOT. LD.30 50 47 61 •tg, any falture to build the truss In conformance with ANSI/TPI 1, or for hardltg, shlppinD, s V' khstallatlon t bracing off trusses. __ _ __ OR1 RL farA�t six-«r. th solelseat on this dro-ft or y i *w deslon `t— '1'e s,itah °�'� of tMc �sYhp ►•f„� 1Y /"\�Lt„Nt�w�� DUR. FAC. 1.25/1.15 13389 Lakefront Drive my Is n'•sP�y of ifw RIALAV Desfprrr per AlttI/iPI I See'2' Earth City,M063048 For more Wornatlm see tl,ls Job's general rotes papr ord these •eb saes+ 7T5 / � � O!/ SPACING SEE ABOVE ALPM •e•atptxlteconl TPL seetpthst ory SBCN nnrsbdndustryorpl DX}—iccsaFe-0 - V ( l