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HomeMy WebLinkAboutTruss39'-8" W11, Ile 11 Io �1 IF 'II 11 o11------ -- _ __ IF 11MIN 1�.11MIN I 11 21'-4" 4'-4" 14'-0" 39'-8" Total Truss Quantity = 57 u0 REFER ro PACK FOR CONNECTION. 1'- I ,-O' TYPICAL 77''{ SETBA Reviewed for Code Compliance Universal Engineering [a Sciences 01 CkLq,,e,( Av1A 1evL FZ L t v Af -0 u I-7 3 D S- nas 1E A RACCMJrACf9.AµN M 10 Am 71arA OF M S T17A Ala] i T76M=M ATjWTTRALS S1r� 000IaM. jrif111hItlA End Marie N PLAN TSTE 6 IN RAN LE to TRAITS. E P A L)TO AM PARR AruLPR EN LA DeSTALA= ]IE 1131SSFS LM R MrA M y EN LA &ACC LImIJLS Y ARtLRFLTIFAS aE IrCd�lilA IIE SlpeitAN ES7E LOCIaEe `Labeled war�r marl mMErv{ NL aas =«t,. s rASlmm ,arsRan m,:. Nena, Nm m cave m1O1Olm aR al N.m tao¢s vrlinR Ntr R Tlds fII7b mar atNeu vnr_ ,or a Afffiln lanmr Hess vmrea ARICVAL n ILL' 1�1a VA= N6r E A1mNlEir R$Im m GAII TI[ Ldar rttmi m MTNATmI Nm iand u,r lLrm Ada ARt7m sa Y,C 31RLm eeamme ami mtY>Q r>y�Rnmlr AT oaRlereR cuRRAelna 6 N.=& aC en�rwa YA>tnim T, M lidos 61 �otds. Nm 1rRr >E aaYA¢ Alm p AITIM 7rE TWA= NM iLY IN.2ID AV® prlMLG 'moan le vcrw A ITIM Y00AY LAS as Ai aRp RiPID11S AIRAS mAVO Y -MIL-W = =M M ¢ toemmo®aR S MA �- IAr PAR,Zu i< famAl®RL nest tan Ie>i>NiMi AoaMDN[1af: S ACEPTA N CARMS NIIFSrffia2 m, AV ell PIa1IG PQI nOQla PMM •V AS Pmi Les ®1 W. Nan s u a6rALAma1 r ANIn a NSTM urnA saw F6ai 6 dtiJQ6aA idmairRAaV. Na=rtm aowrNtaaR la aarvram d ctvvrtm tarRAnm ll._ MI W fJFGAt pPESr TYlii a 19�. Y nTNt ref ILCAII r ea >insrt® Nan ¢ aE rm ReRYFs ¢ to aC Bn-ElY91HJ PMM [VRMI lAY IaP/RAm6'.t F General Notes 1) H pardd deed trusses, U bumm ad riot 9n �h"W �) Pd ted gun 2) M Wqn fo M paan KW Ldma oft 3) N Gam epackq Is W O.C. mime otlrratA erered 4) PYr Tinues Plat Mh'Wa 8G9-81 nmmnr"en 1. tan ,t X bradng d,aW be placed at n DO&M. spackv 15' O.C. tam ttA epm, to b n, I at a atmlawn ef 2V beden 9.h X-Maoe lhrougliout am ebucbeL p68�od. refer m OM-W for my adMiand ku* ROOF LOADING SCHEDULE TCLL = 20 PSF BC LL = PSF BCDL 10 PSF TO TAL lON 37 25 %F NAND SPD/TYPE= IGO ENCLOSED BLDG EXPOSURE = C USAGE — RESIDENTIAL CAT H WIND IMPORTANCE FACTOR= 1 UPLIFTS BASED ON= 9.2 PSF DESIGN CRITERIA FEIC 2020 TPI 2014 T.. member desi€n & connector plates areJesibmeJ for ASCE 7-ItI and marzmrum Corces 6om both components and claddings and main wind force resisting systems. • These trusses have been mviacarry wed to an additional 10h psfnon-con m bottom chord live load FLOOR LOADING SCHEDUL TCLL = PSF TCDL = PSF BCDL = PSF TOTAL = PSF 01 ROOF DESIGNED FOR SHINGLE ALL REACIYON3 AND UPLIFTS ARE MOWN ON ENGINEERING WALL KEY DES=FnON Mr. DATE rw oa rev .m AVI, e/il/H 111a � YAL,At ltv vm lrtr anvo race aces a dVlt Y 4 lm tar YR IMN lcv vnm 1r" 74a rm We rerr t>/nac Me to W —M rR In W ef/K/u m an rmwaa>o>esr.e m asrn as lxlmm rmv rowan tAtel a>P LOADf I)MMIFi10N INIr. DATE Me Ira rn vmne r m a . rot A®eaaa tee, slum am NIAu MCL=r aR rule dLa LU Jnt IL Wet CARPENTER CONTRACTORS OF AMERICA 3900 AVENUE G. 9 Y. VINTER HAVEN FLORIDA 33SOO PHONEd (800) 959-6806 FAX, (863) 294-2486 BUILDER D.R. HORTON STATEIPIDE PROJECTCREEIWE MODEL 1828/CAIS/4EBB CCA PROJ/MODEL/ALT 7A6/ S20/182EC,E ALT DESC OTC 9804 CREEBSIDE LOT 122 BLOCK DESIGNER RFS PAGE 1 3 17 INN 334496L SCALE#30 14 "=1l Builder: Project: Model/Building: Lot Alt: Lot: [::l:T Address: .............................. I ....................... I., ........... I ................. JobNumber: �N334496 1................................................................................................... . ............................ Revision Date: ENGINEERING PACKAGE IDR HORTON / STATEWIDE 7A5/320 CREEKS IDE , 182EC,E Unit: Block: New Load #: R101 CARPENTER CONTRACTORS OF AMERICA, INC 3900 AVENUE G. N.W. WINTER HAVEN, FLORIDA 33880 PH (800) 959-8806 FAX (941) 294-7934 . t ALPINE' March 13,20.19 ANMWC6MPAW Mir. Bob: Michaelis Carpenter`Cantractors of America,: lnc: -3KQ Avenue G.. Northwest vvihtdt Hpv6h,FL 33880-6201 Re: Alte.rnat.JV6 ihsAdIlations-Jor a single 01y carried truss with a width Jess than the -hanger width, .arid wood, .b I oqk" ..!jng,to:qch.ievO f6l.l design lop 'VaIu6f0r'Ace rn uhtod.hanger'-atta4hmont " a-ofie' ply , Q - . ... 0. on. Supporting girder (Reference detail WMM2)... Dear Bob,: :For asifigle ply carried truss with' aWidth lest than "the hanger.width you ­.cap ihs!qlI�:p.prqfabricated jack.. scab.truss: truss: (*)for wQod..filler blocking:. -The, chord- sizes; .:-q'hord..gracles, and Al pirw;c6hn0btor.plpfe(s) to. be -the. same as the si 1 ­ ca ifig e1y : p.. med truss. The prefabricated. jack cab truss Will have a: minimum length, of 48Y and w4i.havep- The single ply. carded - truss -shall ha vo:.O reaction of 3,500# or - less. Attach prefabricated ia6k:scab:truss. with: two. (2')rows: of 0.1 28"XIO"' GUn Nails at2' O.C. per- row, -staggered 1 ":(See Fi&r6 I MOM. P16as&.refbr to the Simpson Sfrong*�Tie Catalog C'-'C'' 9 Q1;, 91. lipp 216 Figgre1for more information; Figare'l Fora sirIgle-pl'y'', Mer'thatreqUire"s woo d'blocking to,dchid.ve:Aill design load Value for face -mounted hangers :attach: one wood.- block tq't..h.e backface of - the -singie:ply girder with the: same size acid grade as"thei bottom. 6.hbtd. of the. single. -ply girder. The.Vood: block length to be such thatthe`w6od blocking -extends to each adj#entpahol Ooints:(�vbbs-.Afid bottom -chord intersections): Attach wood. r 0. block: (*),:w with ti` 0, x . 0" Gun �iails at .0, O.b.. per two. (2) -rows -qf .-128. .3., OW, staggefed 3.0" applied t': the 676o Forum Drive Suite 305, brhndo., FL 32*821 , (80O)*-62i-9190 mwmalpineitm,com ALPINE el pint app d . � _ --........ ......... ... -......... .... __......... __... '... ... .... ............... ___--_-....... ___ ___--... ... ...... ...... ......... ___'-____^_____--'_--_-__-'-_-� - The aoƒ '�o��n�ht��oform�u�d�U�r3�oc�|' design koad'V.!kueforh.angers Must 6vthe. hardware m4nufactu'lrer. ' � -and ah� '_mU��| �n1U�t�� tU of -_-_"- -������ ._�� .~. �� ��� ^ ''','-__ If\c$nbe.Cfany. furtber ifyoohavoanyq ' nea' i� Chief EngineFer, .Alpine -an ITN. Com*pOny Orlando, FL 6750PorUnrOdvd.8dity'30G{}Unbdd`�L32821' 79790-(863)422-n685 V-W.��p��b��m iN ALPINE WWCOWIPMY April 261-:2019' Mr. Bob Michaelis Carpshter'Contractors of.Atnerida, Ind. :3900 Avenue G.;. Npr(fivVe-st Writet Haven,FL 33880,6201� Dear. Bob,. .R6'- Strdn*0154ck brid.gihq. on fbbf-truss0- I understand -there is dothd. concern over our recommendations f6r:strohgback bridging on r'o'ofetrus**ses, '8frongb,jck bridging -for roof trusses is not -a -requireme o :ANSIjPI 2.014 nor! !..;a re uirementof the q ... Building Component -Safety, Information- .(BCSI), .But str.ongback- bridging' 'brY roof :trusses is r6 . rves recommended by Caroqhlef Contractors ht' o.-America". -S1robgIJ4dk bridging functions:' One, bridging aligns the bottom -chords .after they; are- set so. they arp uniform, along the ceiling line and heiOis'w:iith­`r,`e­Hi inj-'sorvi0ability. Two, bridging reduces f6lativd deflection .of. adjacent tr'ussdg:, Strongback bOdgind'.doeiss ftotiprbVentor reduce -overall indiVidual d6flectlan, especially any r6oif"trussest .... .. .. ....... ........ ... deflect p�_mqrqjha:n....1W in ch. ......... .... . ..... Si bridging in roof. does not serve . as temporary. or permanent bracing .and fs not �ongOaqk- brid intended to. Aisi-tribUi6. or share. design loads. -be(W.eeii trusses. Consequently, no design loads have' been n accounted for with this. detail and continuous strdhgback.bridgirig between common and g:irder trusses-.. The. use :of strqngbaqK bridging sfiafl not. `interfere with other, design cbrisidetati6b's as specified :by the Engineer ;of Record or the Building, Design,6r. The outer -ends offhe strorgf%clk- bridging shall I be attached. to a wall or anotherzecure end._restraint; or a.s.sppcifie6by the Engineer of Record or.the Building.Dosijbdr, .Sfrdn'gb'ack bridging 'shall. boa. minimum :of 2X6 -nomihai jUrnb6r. oriented with the depth -vOitica(.:. Attach l-:c ommon. nails .(Pj'�Z�x&.59 nails at. each intdrs6�cting 'memb&. When -extending the- :strongbabk bridging overlap by . - At. a.minimum "o'f two trusses. rusae.s. he:locatioq of. s..trQn -gbackbridging maybe specified Trus ManUfactvrer,. Engineer of R66ord, or Building De�i90&Hease referto . .:- BCSI "Stran 'Pr.Qvi*' ions" Or.to Npine-..' gbackiog s 8TRORJORT014 detail for more. information. The. graphic shown ,(FidUe 1) is forvgehierid:illu&ati V6 purpose only. .6760 Fbrum'Drive:Suite 305, Qrl6ndo, FL 32821.- (800) 521"-9790i.- (863) 422-8685 www-.WPAneitw,.00m.,. ALPINE Fig4rej. If L•can be Of any fludhbfassistance' or if you 'have :any ciuestiions, please; give. me a call. Williadi, H..,Knck- 0.1=— Chief'Engiheer Alpine an 1TW:.Cqmpany En .gin . genn epattiment -Orlando; . FL. 3282 6760 Forum Drive Suite:30-5-. Gria. Mo., FL 32821(800) 521'-9.790 - (893)4224685 www.blpin6ttwcciffi V STRONGBACK IRIDGING RECOMMENDATIONS NUTT.§TNGBACK I All scab. -.on blocks shall: be: cx minimum.84 'stress GROTOGETHER :BRIDGIN graded lumbet- mo-All strongloack bridging .and bracing -shalt :be :a. minimum 2x'o.stress, grade H Iiii-The ipurpose of stronbb.ack TTACH SCAB WITH'I0d:BOX4GUN develop 'load ssharingetween: indl�l :4f —V 2J�6- (0,1213!x3-015. WAILS IN'�R ROWSAf O.C. re:E�.Utilno In 'an p-�,dra[L ln&ea!E�e- In, --ths'. CAB' .6' N OT'E, -1N LIEU. OF. SPLICING AS SHOWN, :STRUNGBACK StIf fnessr Of' :the., floor systemi -2x6 LAP 'BRIDGING HEMBlERS. FaR:AT LEAST ONE.TRUSS;,SPACING g strongback bridgin,posItIbhddAs - % :!�.h"O)Y.h' In S.T.RIJNG]3AcK'1�RjDG1NG-:SPLICE DETAIL detalls, Is' recommended at 10, =ci, o'.c. (max;> terms. 'brI.db1nb' :and 'bracing` are. sometimes NOTEi Details J. and .2.-arO the ;preferred' ATTACH -.STRONGBACK 10 N mls,�akenly: used: -Interchangeably. ' "1rqdIhg" Is an WEB " Ca COM 10d'COMKON :(0,148?kV) NAILS OR importantstructural 'eq t bf r stl �.4t1y floor . I or roof sy ste m. Refer o- Athe Truss. Design Drq;wlng (T.M. T Ot.4. ents for each Individual truss component. 'Bridging;' particutaHy rec6mmehdatJoh fo tt,�uss !E�te!n to. help r a control. vlloratlon In: adok to ri the: tiob. - aldi g �In d1strIbution of p6ln.t tbacls Iq0-tW.66n adjacent truss, -s trongloack bridging, serves to; reduce STRONGWK Ei.RIDGING- ATTACHMENT ALTERNATIVES A i N MODMPAWhw I — V.4davan t. A:zftt*cwv-tW'*&*Q- w,co~ PM ift drawbip.. hd=*w'ampt&n j3713AW*dtUwVa SLA a 200 Js_ x*$j=VftAft.cf DA*V-Dqzv� P- Miszrm-f M rylandHeT&,M 62043 :n-4 oouncL:1. Or resiclual vwrci;-rtoh� q.:5tuV.cInb: from .. .. . f-A . . moving po.n.. 4-5 foots.teps. The performance of all floor systems -are enhanced 'by. the. Inttall*atlon of -str6ng4a'cjk bridging and ther'4Fore:Is. s;troingity. recommended by Alpine, For -a&clltional inforho:tioh i4ebqr�dlhg -strongbapk I?j-IcI Ing, refer to' ,.BcS1*(Bu,ILdI�g' Component Safety Information). Psr REF NO, 70661. TeS DL- RSF DATE. - 11CIDL PSF DRWG PSIF ITATPSF .r A .............. ;�E-W-AL A-16MING. MORE IF' go "A - - R, H A TH-AN-"U00# ARE -TO' k-'RLA0fE-.U­d 'F 001.4'. C INTRATEto q 'dA. C09-STAUtf HAT 0, -P - I Jo W ICIN C-SIAL.- .410F4Y& A AT" UT SV' -PLAT15.8 A -OTHER 00TA T �l R; T� Xjt AL ANO L-AEIQP,' u it d fmiz 48 lam. Rat i AID. - � 117 !,.I psr./, 112,11 I.P. "ev . . I It glUtt]�q, TO. VE 10 OIL 11- W, m2 ­5f4u.. — I . .9. p,�f / , , , y NO .3p, ztk go.'Orl'S IM i..G 1-H E'N 8-FLO-0 R NDS ....... ..... PZZ 77`7 8-ADV. -2 -X4 mot -J� A -SH E8,:-:�14H OR N.: I. IS TS -13, -CALE ALPT�E: 5 NONE mj 2 r= am t IZI -74' _;tMO jwng O.M: R -CIM :D -R,IN,-'-G- ETAIL E M* SHO Cracked or Broken Member: Repair Detail Load Duration = 0% This drawing specifies repairs for a truss with broken chord Member forces May be Increased for Duration of Load or web Member. This design is vatld 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 detall, ` (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 j species as damaged member, Applyy one scab per face, Minimum side member length(s) = (2)(L) + (3) Scab member length (S) must be within the broken panel, Nall 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. Nail using 104 box or gun nalls (0.12814', min) Into each side member. The maximum permitted lumber, ggradR 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 detall may not be used for damaged chord or web sections occurring within the connector plate area. Broken chord may not support any tle-ln loads. S. L L 4' o c Typical S2' tagger + = Back Face 10d Box (0.128' x 3', min) Nallsl o = Front Face 2x4 Member - Dou)ple Row S-toggere 2x6 Member - Triple . Row Staggere, Nail Sbadin4 Detail JA6tNE; AN RW 13OMPANY 13380 Lakefront DAVO Eadh cNy, MO 63045 r.HARHIH®ds READ AND FOLLOW ALL NOTES DH m WMkTANTww fIMtWSH THIS WAVM TO ALL CONTRACTORS Maximum Member Axial Force Member Size L SPF-C HF DF-L SYP Web ❑nly 2x4 12' 620# 635# 730# 800# Web Only 2x4 18' 975# 1055# 1295# 1415# Web or Chord 2x4 24 975# 10551t 1495# 1745# Web or Chord 2x6 1465# 1585# 2245# 2620# Web or Chhord 2x4 30+ 1910# 1960# 2315# 2555# Web or Chord 2x6 2230# 2365# 3125# 3575# Web or Chord 2x4 36, 2470# 2530# 2930# 3210# Web or Chord 2x6 3535# 3635# 4295# 4745# Web or Chord 2x4 42 2975# 3045# 3505## 3835# Web or Chord 2x6 43954 4500# 5225# 5725# Web or Chord. 2x4 4 8. . 3460# 3540# 4070# 4445# Web or Chord 2x6 5165# 5280# 6095# 6660# INSTALLERS. to .Mt. a ovislan of ITV IUAdM Components Oro Inc, shall not be responsible for arry deviWon f drawing, Any loAwrr to blol*ht truss h cOmfOrnanee with ANSI/TPI I, or for hand Q, shIPPMO, dlatlan L •IoJ'odn0 of irussts. SO.L'm trn draft or eoVIr po 11stMg0n ibis drotMg, Mdcatrs acceptance of pewfesskntl anThd y slru~c -e AUAADnly fpat At�y oPs41+t DirWShaWFUp Wsgnt bpM ANS PL Of rcts drasY+C yew wer•t Inlarnailon see this Job'r central notts oror dhd these web sltty HlnMnt L D}stanc. a L S L U.M.Mh+un E L lNNnur H L L Dlstonee ACING 24,0' M L F MEMBER REPAIR TE 10/01/14 WG REPCHRD1014 11�s I _umber. Size as ' lilakwsql ami_ RIDGE BOARD axi) ui 9EAm,evmy 714P.D. i:TD'S 1/2 H610v- ! 01 v Ir . 4; of ina witti a m)niritlirFjfec(s.'of'r of*p.r.o)1 ditigshei(h nbUIOW X-OMY-id -in if Saw* I vaiiYaK44 Trils:drAwing.a'pplies tovaliay -maximum tfi+ An*tq"of height, 40;Ipqt . 146 rnph,.Endblad, Cat H'. ER*0.';6jA.0.J(A-1-0 fTucn-cfASCE.-TAd,M-P.h;F . "410kdr Expch P.XA'4E Im"a 6 TRVS- -FRAMING Vol—, LLEY VALLlfY RAMP —OR MDGE +Cr1p0Ieb,-4?-01!'1dr.30 Psf (TL)and -26 p4f (.TD) Max Spatq't(iwcrip.?.:(9tea(ch W�%tWirtkn§ from.,thll valleys br-6100POM k'it*d"t"o-^['Ka'.'r'['d'§'a'b 6-ard'so 'that crtpOfe locations are slay,a1w"L rams,. t 6'. '...,T, r Ir -VALLE lkGJPV k El AttachMent-i 4L. by:*�icm) -do iriiqon -nails. 6r-v,Mce` jmUerqf-npj1s are 3fLar If s(capers,am.not tused,.46 ces i4 i,'�pwxalf t4w�in' d!"0.IdwrA btidiqg u:ri& Iliad, 04ente46-durrant NDS, rl qu6m� - h , 0' 0— stalls urilassriblad'bfheiyvise. cbr­n Ion Kkudlmme Lt _N qte 4 glu. de, retly 7- crlppli�tcv ridge 4 Q&nmls 3. it-tIlzcrig, rh 36 Sheathing516citce-calls Mftjrt&two.W sleepers.' 42%toe-dalr4 5. -Sleiepdi Witrwi, 4*Y,6dtd&ftils W&Mlls..ea.ch slaeper-gk !CrUSs 6. ::PAd4e:bohrdAi3-roof bldck 4 1154 toe-Twus LO.F.(>FL PITCH .7. --R-,dg_e-bq.afM tor-trAYS." S. 4ruilid Voo- (T"1- 10. ' Truzs-td;�rlppti. Trus9to Wo"Olp- ;.ARE USED) 4 16dtot-nalls. NOTE-,-.16a+OAS:E�4-!k COMM6N. NAIL§ ww'mi AM; Nb.086 T(" L� SO 46 54 RBI` NitttY -PA"ING D9Tg 109114 // TKS WAMM M AV 04vomn,00�ty ruy jPl:1m(,S:Pw. P A. TC DL. I ti 2*0 7 7 DRWG tCNV180101S poctces, prior tof n. "0-�Wk- brQ:per- . thm? and b haim' o;— tt..;W'r c�� vow;*j;,3 .2rA —'a. figp M.4.r.ers. '4 7 '�*i_ cl� ='PEV_. TAT Qr c Bc. u, 0 .0 0 0 .0 0 0 1w xg� .16wz PAtr mnw aot�� wi�- %V fq� IMLMi-d po"SltloWis� ,,,au. ig rm :�kp- gk.A"m of vv wbLe. er t ­cr�-b cworZhc�mv eVAt95VTjPX -1, Or F1w' . cv, am C� �o tv 0 R VD 'Tb'T LD Aor L A'Rf)Vr Simpson,.. ... Construction Connectors• Face -Mount Hangers - I -Joists, Glulam and SCL _......._.._._.......................................................__._....--- _..........__._..... __............ _.......... _....................... __...................................... _... __........ __...__.......... -- .......... __.-._................................................. ...._.._......... _.......... lb These products are available with additional corrosion protection. For more information, see p.15. Codes: See p.12 for Code Reference Key Chart. barred a . . Dimensions Fasteners . Allowable Loads Member (in.) (m ) Actual :;DFISP SPF/HF joist° " Modet- Mint Code Size No. E �, y Web Max Species Header ; , Species Header Ref: Sbff - Regd °W H B face Joist Uplift' Floor Snow Roof {Floor Snow Roof P w' ('160); (100). ) (115), (125) 3�:,(100) . (115). {125}.. 0 Min. (14) 0.148 x 3 - 70 1,660 1,805 1,805 1,425 5 t v IUS2.56/16 - 25/6 16 2 Max. (16) 0.148 x 3 - 70 11,805 11,805 1,805 1 555 i 1,555 1,555 C 21/z x 16 MIU2.56/16 • - 29/16 157/6 21/z - (24) 0.162 x 31/z (2) 0.148 x 11/z 230 3,455 3,920 4,045 2,970 13,370 3,480 O O U314 ✓ 29A6 101h 2 - (16) 0.162 x 31/2" (6) 0.148 x 11/2" 970 11,945 2,205 12,375 11,675 1,895 12,045 U L HU316 / HUC316 ✓ 29/16 141/a 21/z - (20) 0.162 x 31/z (8) 0.148 x 11h 1,515 2,975 3,360 3,610 2,565 2,895 3,110 IBC, O MIU2 56/16 • "- e 21h6 ,177/1g_ 21h "- ` (26j 0162 x.3N (2) 0.148 x 1'/z' ` 230 3.745 4 045 4 P45� �3,220 3,480 � 3,480- LA 21/z x 18 HU316 / HUC316 ✓ �28/1 14 21h "-' (20) 0162 x 31h" (8) 0148 x 11h" 1515 2 975 3 360' 3 610 12 565 i 2`895 3110 O J n C O U - 21h x 20 MIU2.56/20 21/zx22 ''MIU256/20 to 26 " 29/16 x 91/4 to 26 "3 x 9'/z 2 MIU3.12/9' HU210-21 HUC210 2 3 x 117/a MIU3.12/11 HU212-2 / HUC212=2 31/8glUlam HU3.25/12/HUC3.25i HU3'25/16 / HUC3 25/16 HUCO210-2-SDS' " HGUS3.25Y10 " HGUS3.25/12 LGU3.25-SDS1; 31/2 x 51/4 HHUS46 HGUS46 .314 x 71/a ;=.HHUS48 HUS48 �"" HGUS48;3"" 31/2x 91/z IUS3.56/9.5 MIU3.56/9 U410 HUS410 HHUS410 HU410/HUC410 HUC0410-SDS HGUS410 LG03.63-SDS MGU3.63-SDS - 29/16 19346 21h - (28) 0.162 x 31/z (2) 0.148 x 11h 230 4,030 4,060 4,060 3,465 3,495 3,495 I . • ✓ 2'hfi 197/16' 21/z = (28} 0162 x 3%z t (2) 0.748 x 11/z " 230 4;030 4 060; 4 060 3,465 3,495. 3;495 29/16" wide joists use the same hangers as 21/z" wide joists and have the same bads. 'w 1"3'411 0716 472'IVIGX."t'.0)U.1OLX�O72: t1U)U.I'OX0 ,d"J L;VOV J,`10,LJU IBC, • - ( 31/e 111A 21/2 - (20) 0.162 x 31/2 (2) 0.148 x 11/z 230 12,880 3,135 13,135 2,475 2,695 2,695 FL, - o ✓' `/a""'P(1°Is 21h Max. (22) 0.162 x 31/i" "" (10)'0.148 x13 1,7^225' 3,275 3,695 3,970 2,820 3;180 3,426 ' LA. • "- 311a 113Ja' 2'/z '- (24}0162.x 3'lz;' ' , (12) 0148 x 3 az±w 3570 4;030 4,335 3075I 3,470 } 3;736`. • 3t/a 131316, .21h Mm . (20);0162 x 31/2 (8)1J.148 x 3" ` 1 515 2;975 3,360= 3,"610 2,560 2;890"13,-105' - • Max. `(26)`0162"x 3'/2,` ,, (12) 0148 x 3 _'_ e ,r" ,5 3,870. 4,365 4;695 3;330 �3,755 4,040' • 3?/a ;."'9'!. 3 - `(12)•/V'i21/z"SDS (6)1/a"x2Yz"SDS; 2 a 1.a1a; #,"1$' E, 1c 3;;EiO .710 0;716 FL • 3'/a 85/6`" ,`4,' = .(46)`0162X3'%z`";(16)0 ,162x`31/z'" 4095'19'100, 9,100 9100�:7825 7,8 �7,825 IBC, • l 3'I4 " 1051 -0 =" (56);0362 x 31/2 �20) 0.162 x 31h - 5,040 9,400 9,400 9,400 i 8 085� 8,085 8,085: FL -"1`3?/a "8"t030, 41/2 �"" (16) 'A" x21/z''SDS (12)"17a'-z211z,'•SDS "5,555. 6,720 733 ' ?,MT 4840"�5;2fi5�5,�e:5 • - 135/6 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 • - 135/6 06 4 - 1 (20) 0.162 x 31/2 (8) 0.162 x 31/z 2,155 4,360 4,88515,23013,750 14,200 4,500 • - 13% 91/z 1 2 1 - (10) 0.148 x 3 - 70 11,18511,345 1,455 11,020 11,160 1,250 • • - 39/16 811A6 21/z - (16) 0.162 x 31h (2) 0.148 x 11/z 210 2,305 2,615 2,820 1,980 2,245 2,425 • ✓ 39/16 81/6 2 - (14) 0.162 x 31/z (6) 0.148 x 3 - 970 2,015 2,285 2,465 1,735 1,965 12,120 • • - 39/16 815/is 2 - (8) 0.162 x 31/2 (8) 0.162 x 31/z 2,990 2,125 2,420 2,615 '1,820 2,070 2,240 • • - 35/6 9 3 - (30) 0.162 x 31/z (10) 0.162 x 316 3,565 5,635 6,380 6,445 4,845 5,486 5,545 • ✓ 39/16 8% 21/2 - (36) 0.162 x 31/z (12) 0.162 x 31/2 3,235 7.460 7,460 7,460 6,415 i 6,415 6.415 • - 39/{6 9 3 - (12)1/4" x 21/z" SDS (6) 1/a" x 21/2" SDS 2,265 4,500 4,500 4:500 3,24013,240 j 3,240 • • - 3% 91/16 4 - (46) 0.162 x 31/z (16) 0.162 x 31/2 4.095 91100 9,100 9,100 7,825 7,825 7,825 IBC, • - 3% 8 to 30 41/z = (16)1/a" x 21/z" SDS (12)1/4" x 21/z" SDS 5,555 6,720 6,720 6,720 14,840 4,840 4,840 LA • - 35/a 191/a to 30 41/z - (24)'A" x 21/2" SDS (16)1/4" x 21/2" SDS 7,260 9,450 9,450 9,450 6,805 6.80 5 16,805 2 . - {12) 0148`x 3;y - " 70 1,420 1,615 1 ]45', 1220 1,390r 1,485 • . -" i39ti61 " 111/s 21h '"- (20) 0.162 x 3'/i (2h0.1 d8 x 11/z ' 210 , 2,886 3,135 13;135 ") z475 2,695 j 2,695 Simpson Strong-Tiee1 Wood Construction Connectors THA/THAC Adjustable Truss Hangers �j E This product is preferable to similar connectors because of (a) easier installation, (b) higher loads, (c) lower installed cost, or a combination of these features. The THA series have extra long straps that can be field -formed to give height adjustability and top -flange hanger convenience. THA hangers can be installed as top -flange or face -mount hangers. THA4x and THA2x-2 models feature a dense nail pattern in the straps, which provides more installation options and allows for easy top -flange installation. Material: See table NFinish: Galvanized. Some products available in ZMAX® coating. . C See Corrosion Information, pp.13-15. v Installation: W _ Use all specified fasteners; see General Notes. C C The following installation methods may be used: 0 W • Top -Flange Installation — The straps must be field formed 3 over the header — see table for minimum top -flange requirements. H 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 — _theTHA29--nails• used for joist attachmentmust-be-driven-at-an— a angle so that they penetrate through the corner of the joist and into the header. For all other top -flange installations, straighten the double -shear nailing tabs and install the nails straight into the joist. • Face -Mount (Min.) Installation — Install face nails according to the table, with at least half of the required fasteners in the top half of the header. Not all nail holes in the straps will be filled. Nails must have a minimum 1/2" edge distance. Straighten the . double -shear nailing tabs and install the joist nails straight into the joist. The face -mount (min.) installation option accommodates conditions where the supported member hangs either partially or entirely below the header. Face -Mount (Max.) Installation — Install face nails according to the table. Not all nail holes in the straps will be filled except for the following models: THA29, THA213, THA218 and THA413. For all other models with more nail holes than required, the straps may be installed straight or wrapped over the header, witti 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 3s/s" (except THA413) and larger,. with no load reduction — order THAC hanger. Codes: See p.12 for Code Reference Key Chart 13/4 for THAT 422 for 422.2 426.2 THAC422 Face nails Top nails per table per table 13/i typical 21/2' for THA422-2 andTHA426-2 THA418 _Double 4x2 — Use full table value Single 4x2—� See �C nailer table %' 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 heade Double -Shear Double- Nai�ng Dome Double -Shear Shear Side View; Nai6ng Side View Nai6ng Do not (Available on Top View .«� some models) bend tab 2 face nails (total) 4 top nails (tota4 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 lyN,.a, , Top Flange Installation er to tnote 5 p.187 86 THA/THAC Adjustable Truss Hangers (cont.) ED These products are available with additional corrosion protection. For more information, see p.15. 1. Uplift bads 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 1'h° 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 1 Ys" 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 Qoist) member. Based on the installation condition, nails will be installed either straight with straighted double -shear nailing tabs or slanted. 7. Fasteners: Nail dimensions in the table are listed diameter by length. See pp. 21-22 for fastener information. '•w 18 Simpson Strong -Tie® Wood Construction Connectors Face -Mount Joist Hangers �1EERF0 This product is preferable to similar connectors because L+ of a) easier installation, b) higher loads, c) lower installed cost, or a combination of these features. 9� b The double -shear hanger series, ranging from the fight -capacity LJS hangers to the highest -capacity HGUS i?angers, feature innovative double -shear nailing that distributes the load through t�avo points on each -ioist nail for greater strength. This allows for fewer nails, faster installation and the use of all common nails for the same connection. For medium -load truss applications, the MUS offers a lower -cost alternative and easier installation than the HUS or THA hangers, while providing greater load capacity and bearing than the LUS. Material: See tables on pp. 194-195 Finish: Galvanized. Some products available in stainless steel or ZMAX® coating. See Corrosion Information, pp.13-15. Installation: • Use all specified fasteners; see General Notes. • Nails must be driven at an angle through the joist or truss into the header to achieve the table loads. • Not designed "for wefded-or neil6.F applicatiors. - y Options: • LUS and MUS hangers cannot be modified • Concealed flanges are not available for HGUS and HHUS • Other sizes available; consult your Simpson Strong -Tie representative Codes: See p.12 for Code Reference Key Chart Double -Shear Nailing Top View Double -Shear Nailing Side View Do not bend tab Dome Double -Shear E Nailing Side View (Available on some models) 1' for 2x's Ve" for 4x's m � O H G�w B LUS28 HHUS210-2 MUS28 HUS210 (HUS26, HUS28, and HHUS similar) HGUS28-2 Typical HUS26 Installation with Reduced Heel Height (multiple member fastening by Designer) 19 LUS/M US/H US/H H US/HGUS Face -Mount Joist Hangers (cont.) No. ; Mm:" Heel Height:" Ga Dimensions (in:j Fasteners Carrying Member , Darned Member< Single 2x Sizes •LUS24 `" LUS26 26/a < 41/4,1 18 " i %i6 ": 31/s j 3/a (4�,,0.1 48 0, (2) O,148 x 3 I,A, 43/4 13/4 (4) 0.148 x 3 ; (4} 0148 x 3 MUS26 411/i6 18 19A6 5-M6 2 (6) 0.148 x 3 (6) 0.148 x 3 HUS26 46/i6 16 1 % 53/e 3 (14) 0.162 x 31/2 (6) 0.162 x 31/2 HGUS26'. 4afc '" 12 16/e "'S3le "" 6" "(20)'0.162x3' -1,(8)O.'62x31h "t LUS28' a' ' ° 4�1a',', 18� ' , 1 "Fis ' _ 66/s a �1�/a " "„ (6)-"014$ x `3 "- (4) O'.148 x 3'` MUS28 66/i6 18 1 IN 613/6 2 (8) 0.148 x 3 (8) 0.148 x 3 HUS28 61/2 16 15/a 7 3 (22) 0.162 x 31/2 (8) 0.162 x 31/2 HGUS28 69A6 12 16/e 71/s 5 (36) 0.162 x 31/2 (12) 0.162 x 31/2 'LUS210`18- "1'6 713i6;'.1,?la, ° (8):0.14$x3 `,° (4j,F048X3':i HUS21Q,-,"� r."83/a: : 166'•- 15/s ° 3F (30)0.162x31Fz (10)0162X3?/2 HGUS2ID `�8afi6� ' % "12 "` "i ri 1, 91/6 J " I'• 5 ` ":, (46) ;0.162 x 31/2,,,jl6);0:762 x:3%z O 1. See table below for allowable loads. U N N ll- d N a Single 2x Sizes " 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 6 with Strong -Drive® SD Connector screws. See pp. 335-337 for more information. a LUS26 1,165 865 1 990 1,070 1 1,355 1,165 935 1 1,070 1,150 1 1,475 865 635 1 725 785 1,000 IBC, FL, MUS26' 933 1 ' 1,296 ` 1,480 1,566-,' `:1,560': ..930 ' 1,405 - 1;560 1 r�0 ; 7F560 t315 955 I',090",. 1;180 LA HUS26 1,320 2,735 3,095 3,735 2,960 3,280 3,28E 3,280 1,150 2,350 2;660 2,780 2,780 F(GUS26 �r"3 A,340 4 850 , ar,170,. �„• 4,690 . ; y5,220, ;5,390 , 3390 .< 7�80 > , 3,225 `,3,610 , °3,870"' '3,98a ; IBC, FL LUS28 1,165 1,100 1,260 1,350 T4:0951,760 1,195 1,360 1,465 1,730 865 810 925 1,000 1,270 MU528('. 1,32f� `a1,730 1,975: "2,125 - ' 1,875 -2135 6 :'2,255 " 2'255 f;150 1;270, .: 1,455 " 1;575 __ gw' , IBC, FL, LA HUS28 1,760 4,095 4,095 4,095 4,095 4,095 4,095 1 4,095 1480 1 3,520 3,520 1 3,520 3,520 HGUS28, , ;1,650 ?. 7a, ;7,27S 7.275= 7;275 „ 16 i0 275, "-' 275" ,7275 :7,N5' 1 25 ; "07 3,820 , • 3,875 . :'4,250 IBC, FL LUS210 1,165 1,335 1,530 1,640 2,090 1,165 . 1,450 1,655 1,775 2,270 865 985 1,120 1,215 1,500 113C, FL, HllS210 ," '2,635 a,450 5,'y5' ,83D 830- 2 c 35" '.: a9 " 57'0 " a 830 " .5 830" '-Z220- 2;b3 " `2c455 2,535 2°825 LA H-SUS210 2,090 1 9100 9,100 9,100 9,100 2,090 9 00 9, 4. 30 9,100 9,100 01.. "5 6,340 6,730 6,730 6,730 IK; 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 Acute side bpeclly angle Top View HHUS Hanger Skewed Right Qoist must be bevel cut) All joist nails installed on the outside angle (non -acute side). 94 LUS/M US/H US/H H US/H G US 'SS SS 77-1 SS' 1` Irf 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 4-5is 14 3-516 5% 1 3 1 (14) 0.162 x 31/2 1 (6) 0.162 x 31h 1,320 1 2,830 1 3,190 13,415 1 4,250 1 1,135 2,435 1 2,745 1 2,935 3,655 HGUS26-2 I 49A6 1 12 1 35/is 57/is 1 4' 1 (20) 0.162 x 31/z (8) 0.162 x 31/z 2,155 14,34014,850 15,170 15,575 11,855 13,730 14,170 14,445 4,795 IBC, FL, LA LUS210-2 06 18 31A 9 2 (8) 0.162 x 31/2 (6) 0.162 x 31/2 11,445 11,830 12,075 12,245 12,830 1;245 11,575 11,785 11,930 12,435 HHUS210-2 8% 14 W,, 87A 3 (30) 0.162 x 31/z (10) 0.162 x 3'/z 3:350 1 5,705 1 6,435 1 6,485 1 6;485 1 3,335 1 4,905 1 5,340. 5,060 5,190 HGUS210-2 89/is 12 3516 93/is 4 (46) 0.162 x 31/z (16) 0.162 x 31/z 1 4,095' 9,100 9,100 1 9,100 9,100 1 3,520 1 7,460 1 7,825 1 7,825 7,825 Triple 2x Sizes ,1.p.. 4"`si„..s ,;%W "{ZU),U0.:1I6L2Xx,351'//2z 2, loo !I jd ?f'OoU �i(U- 4"Ilu 4440 4,lao_IBC,FL, HGU28, 613A62-415hc 711 (36) '�(12}0162;x31h 3235 7460 746D„7;460 7460 2780?; 64i5 6;415 ;8,415 6415 LA HHUS210-3 83/8 14 41t/ts 87/a 3 (30) 0.162 x 31/z (10) 0.162 x 31/2 3,405 5,630 6,375 6,485 6,485 2,930 4,840 5,485 5,575 5,575 FL HGUS210-3 813/is 12 415/is 91/a 4 (46) 0.162 x 31/z (16) 0.162 x 31/2 4,095 9,100 %100 9,100 9,100 3,520 7,825 7,825 7,825 7,825 HGUS212 3 :. ,105/a% 12 " :4,1.5/is IO�ia z t3b) 0.'io2X3'h s(20) 0.162'x311z, "r;s 55 04 ,0 3 l a f3 latlti. "J7P-a ,1 8u -,7;7 (J, t;dSO' 1flC,.FL, LA ,`HGUS214-3 125/a - 12 4?SX16 123/a �o A {66) 0.162 X 31/z" '(22)°0.162'x 3?lz 5,695 10125 10;125 7Q,25 10125 4 900-; $,19D, 8k19D $18Q 8190 Quadruple 2x Sizes HGUS26 4 ,_� 5'h ;'' 12 69A 5Ths , �4 , {2Q) 0. 62 x 3'h '.85 0,162 X 31h ' 21,55 4 340 4 850, ,5,170 , 5,57.5 �1,855 3,730 `070. -4;445 4 795's IBC, FL, HGUS28-4 71/a 12 &X/ 73hs 4 (36) 0.162 x 31/2 (12) 0.162 x 31h 3,235 7,460 7,460 7,460 7,460 2,780 6,415 6,415 6,415 6,415 LA HHUS210-4 83/s 14 61A 87/s 3 (30) 0.162 x 31/z (10) 0.162 x 31/z 3,405 15,630 6,375 6,485 16,485 2,930 14,840 15,485 5,575 5,575 FL 4x Sizes IBC, FL LA IBC, FL LUS48 43/e 18 3afs 63/a 2 (6) 0.162 x 31/z (4) 0.162 x 31h 1 060 1,315 1,490 1,610 2,030 910 1,130 1,280 1,385 1,745 IBC, FL,' HUS48 6'/a 14 39/6 7 2 (6) 0.162 x 31h (6) 0.162 x 31/2 1,320 1,580 1,790 1,930 2,415 1135 1,360 1,540 1,660 2,075 LA HHUS48 61/2 14 3% 71/s 3 (22) 0.162 x 3Y2 (8) 0.162 x 31h 1,760 4,265 4,810 5,155 5,980 1,5'15 3,670 4,135 4,435 5,145 HGUS48 67/s 12 35/e 71tis 4 (36) 0.162 x 3Yz (12) 0.162 x 3'/z 3,235 7,460 7,460 7,460 7,460 2,780 6,415 6,415 6,415 6,415 HGUS412 10346 12 1 3% 103i64 (56) 0.162.x 3'/z (20) 0.162 x 31/z 1 5,695 9:045 9,045 1 9;045 1 9,045 1 4:900 1 7,780 1 7,780 1 7,780 1 7,780 HGUS414 1 11346 1 12 35/e 127tis 4 1 (66) 0.162 x 31/z (22) 0.162 x 31/z 1 5,695 10,125 10,125 10,125 10,125 4,900 8,190 18,190 18,190 18,190 Double 4x Sizes IBC, FL LA FL 1. Uplift bads have been increased for earthquake or wind loading with no further increase allowed. Reduce where other bads govern. 2. Wind (160) is a download rating. 3. Minimum heel height shown is required to achieve full table loads. For less than minimum heel height, see technical bulletin T-C-REDHEEL at strongtie.com. 4. Truss chord cross -grain tension may limit allowable loads in accordance with ANSI/TPI 1-2014. Simpson Strong -Tie® Connector Selector® software includes the evaluation of cross -grain tension in its hanger allowable 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 21/2" nails in the header and 0.162" x 31h" in the joist, with no bad reduction. With single 2x carrying members, use 0.148" x 11h" nails in the header and 0.148" x 3" in the joist, and reduce the load to 0.64 of the table value. 6. Fasteners: Nail dimensions in the table are listed diameter by length. See pp. 21-22 for fastener information. Simpson Strong -Tie® Wood Construction Connectors 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 hailing) apply to heel heights as low as 37/8". Minimum and -maximum nailing options provide solutions for varying heel heights and end conditions. Alternate allowable loads are provided for gaps between the end of the truss and the carrying member up to 1/z" max. to allow for greater construction tolerances (maximum gap for standard allowable loads is 1/a" per ASTM D1761 and D7147). See technical bulletin T-C-HANGERGAP At strongtie.com for more information. Material: 16 gauge of Finish: Galvanized L 0 Installation:, C� _ Use all specified fasteners; see General Notes C Can be installed filling round holes only, or filling Vround and triangle holes for maximum values N See alternate installation for applications. using the HTU26 on a 2x4 carrying member or F= HTU28 or HTU210 on a 2x6 carving member for additional uplift capacity Options. p. • HTU may be skewed up to 671/z°. See Hanger. Options on pp. 98-99 for allowable loads. • See engineering letter L-C-HTUSD at strongtie.com for installation with Strong-Driv& SD fasteners. Codes: See p.12 for Code Reference Key Chart Min. heel height pertable 9 Many of these products are approved for installation with Strong -Drive SD Connector screws. See pp. 335-337 for more information. HTU26 truss and carrying member HTU Installation for Standard Allowable Loads (for 1/z" maximum gap, use Alternate Allowable Loads.) Standard Allowable Loads (1/8" Maximum Hanger Gap) Motlel"= No. HTU26" HTU26,(Min.) HTU26 HTU28 (Min.) . HTU28 (Max.) HTU28-2 HTU28-2 2x Sizes . Typical HTU26 Minimum Nailing Installation Alternate Installation - HTU28 Installed on 2x6 Carrying Member (HTU210 similar) 0 9 /2- I %a a=hs ., h ;;,(GU).U.IbLx 3/2 - (LU) VJ14r1 x ,I. /z 1,00q , L,J' 9u %U M • i,aaa 1, c,cOY,, ?,Vru - ,v�y a IBC, 37/a 15/a 71fie 31h (26) 0.162 x 31/z (14) 0.148 x 11h 1,235 3,820 3,895 3,895 3,895 1,060 2,865 2,920 2,920 2,920 FL, 71/4 15/s 71ti6 31/z (26) 0.162 x 31/z 1 (26) 0.148 x 11/z 2,020 3,820 4,315 4,655 5,435 1,735 3,285 3,710 4,005 4,675 LA 3Ja 1$la" 9y/ta 31/i : (32)-0.162 x,3'li (14),0.1'48,x 11/2'. 1,330,. § Qt%° 4,3d� ` 4,300 ��„1,145 3,225-" 22c ;- °'1225 3,225- 91/4 ` 1�aJa,r(32)'0.169 x 31h 1,(q2) 0,148 x 11h' 3 31b P 4,705u' 1310 ;;=1,t 0 ~5"995-; -_2,850 4,045 p5 4 ;30 1155 Double 2x Sizes - 37A' "3M6 06 a-3Yx " ; (20) 0.162 x 31h '"",(14) 0.148,x 3 ' • 1,515 2 940 °' 20, , 'I:'. 3 910,: =1,305 "' 1,850; { Z090 ° 2,255' 2;465 Sa 57/e` 31h k (20) 016 _ 2.x 3?/z ,2,17520 2,940� � z 4$:„ 1,870 2;5306-1/2a: 37/a 3'/1s 71/16 31/z (26) 0.162 x 31/z (14) 0.148 x 3 1,530. 3,820 4,310 4,310 4,310 1,315 2,865 3,235 3,235 3,235 IBC, 71/4 3a516 71A. 1 31/z 1 (26) 0.162 x 31/z (26) 0.148 x 3 3,485 3,820 4,315 4,655 5:825 2,995 3,285 � �1,�. A', v5 "5 10 � LA 1. The maximum hanger gap is measured between the joist (or truss) end and the carrying member. 2. Minimum heel heights required for full table bads are based on a minimum 2:12 pitch. 3. Upfift bads have been increased for earthquake or wind loading with no further increase allowed. Reduce where other bads 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 Emit allowable bads in accordance with ANSVTPI 1-2014. Simpson Strong -Tie® Connector Selector° software includes the evaluation of cross -grain tension in its hanger allowable bads. For additional information, contact Simpson Strong -Tie. 7. Loads shown are based on a minimum two-py 2x carrying member. For single 2x carrying members, use 0.148" x 11/z" nails in the header and reduce the allowable download to 0.70 of the table value. The allowable uplift is 100% of the table bad. 8. Fasteners: Nail dimensions in the table are listed diameter by length. See pp. 21-22 for fastener information. 96 HTU ....................... _.......... __.._.__._-._--__.__.._._._......._._...... _.._____..._.__.____..... __... _._.._._........................_......_.............. _........ _............................. _................................... .......................... _....... _._._.......... _............ __.............. _. 8 Face -Mount Truss Hanger (cont.) f' Many of these products are approved for installation with Strong -Drive® SD Connector screws. See pp. 335-337 for more information. Alternate Installation Table for 2x4 and 2x6 Carrying Member Mm. ur Imllm Fasteners (im) DF/SP Allowable Loads tln.� I )YIGIIIVGI_,y ,IYIGIIIVGI, (IVVJ„y\IVVf 11IJJ 11LVJ- ;=�AVVJ ,11VYJ 11VVJ 111J), 11LJJ 11VVJ HTU26 (Min.) 37/a (2) 2x4 (10) 0.162 x 31/2 (14) 0.148 x 11/z 925 1,470 1060 1,790 1,875 795 1,265 1,430 1,540 1,615 HTU26 (Max.) 51/2 (2) 2x4 (10) 0.162 x 31/2 (20) 0.148 x 11/2 1,240 1,470 1,660 1,790 2,220 1065 1,265 1,430 1,540 1,9`0 IBC, HTU28,(Max) { " 71/4 (2)2x6 " (20) 0162.x 31/z (26).01,48;x 11/2 ' 1970, °j2 940 3L " ` 3,590 3,905 1;695 2.530 2;855 3,090,' 3 360' FL, L 1. See table above for dimensions and additional footnotes. 2. Maximum hanger gap for the alternative installation is 1h". 3. Wind (160) is a download rating. 4. Fasteners: Nail dimensions in the table are listed diameter by length. See pp. 21-22 for fastener information. Alternative. Allowable Loads (1/2" Maximum Hanger Uap) Single 2x Sizes --- - HTU28 (Min.) 37/a - 15/a - 711a 31/2 -- - (26) 0.162 x 31/2 (14) 0.148 x 11/2 1,110 3,770 s 3,770 3,770 3,770 955 2,825 2,825 2,825 2,825 IBC, FL, HTU28 (Max.) 71/4 15/a 71Aa 31/2 (26) 0.162 x 31/2 (26) 0.148 x 11h 1,920 3,820 4,315 4,655 5,015 1,695 2,865 3.235 3,490 3,765 LA HTU210 (Min) ... 37/a , 1% 93�a 31h: (32 0.162 x 31h (14}.0,148 x 1 "/2 1 250 3 600� ;3;600 3,fi00 3600 �', 1,075 ` 2 700 2,700 � 2,700 " 2,700 �. HTU210 (Max} ,, 9?/a.: ] Ja '934a' 31h� ,(3 0162 x1/z (32) 0148x l ler 3 255705 �520 �5,020 �5,020t,- 2,800, 3,530 .360.3,765 3,765'. Double 2x Sizes HTll26 2 (Mm,)', 37/a 3§ia 5?l+e ' 31h.° ;(20)-0.if2x 31h - . (14) Q 148 x3`•` 1 5 _3,5M 3,5W0 1305 , 2 205,E 2,205 .: 2,205. 2,205 HTll26 2 (Max.}°� 5?/z 3 a_ 57/,a 31/2 `(20) 0162; 31/2 � (20)�f! 1d8 x 3 ._ 1910 2 940 5 20 3,50© 3;500 ; ai 645 _2,205 2,205 _2;2135 2 205 HTU28-2'(Mln.) 37/8 35/i6 711A6 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, FL, HTU28-2 (Max.) 71/4 3-1/1a 71Aa 3% (26) 0.162 x 31/2 (26) 0.148 x 3 3,035 3,820 4,315 4,655' 5.520 2,610 2,865 3,235 3,490 d 40 LA 1. The maximum hanger gap is measured between the joist (or truss) end and the carrying member. 2. Minimum heel heights required for full table bads are based on a minimum 2:12 pitch. 3. Uplift loads have been increased for earthquake or wind bading 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 W, use the Alternate Allowable Loads. 6. Truss chord cross -grain tension may Emit allowable bads in accordance with ANSVTPI 1-2014. Simpson Strong -Tie" Connector Selector" software includes the evaluation of cross -grain tension in its hanger allowable bads. For additional information, contact Simpson Strong -Tie. 7. Loads shown are based on a minimum two-ply 2x carrying member. For single 2x carrying members, use 0.148" k 1112" 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 HU/HUC/HSUR/L Medium --Duty Face -Mount Hangers - HU/HUC hangers may be installed on a masonry/concrete wall as described below. Additionally, HU hangers with one flange concealed may be installed similarly. HU and HUC products are heavy-duty face -mount joist hangers made from 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/a" 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'/4" x 13/4" Titen® 2 screws (Model TTN2-25134H) for concrete and'/ti` x 2�44` Titen 2 screws (Itilodel TN2 25234H) for GFCMU. Follow all installation instructions and use the loads from the sawn lumber or RNIP 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 (114" x 23/4" — Model TTN2-25234H) and for concrete 0/4" x 13/4" — Model TTN2-25134H) are not provided with the hangers. •_ Drill the 3/% diameter hole to the specified embedment depth plus'/z°. • Altematively, drill the 3/1e"-diameter hole to the specified embedment depth and blow it clean using compressed air. • Caution: Oversized -diameter holes in fhe 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'lnstallation Tool Kits are available. They include a 3/16" drill bit and hex -head driver bit (Model TTNT01-RC); a 3/1a" x 4'/2" drill bit is also available (Model MDB18412). • A minimum edge distance of 11/2" and minimum end distance of 37/8" is required as shown in Figure 1 for fill uplift load. • Where no uplift load is required, a minimum end distance of 1 ? z" is permitted. Codes: See p.12 for Code Reference Key Chart lam Concealed flanges HUC410 0 enl Yz min Figure 1 — HUC410 Installed on Masonry Block End Wall Figure 2 — HUC410 Installed on Masonry Block End Wall 23 HU/HUC/HSUR/L . .......... _­_ . ....... . . . . ....... . ....... . ....... . ........................... . .......... . . . ..... . .... ....... . .... . .... . ............................. Medium -Duty Face- Mount Hangers (cont.) jD These products are available with additional corrosion protection. For more information, see p. 15. Mod.eU Na epers­ in. A I loads (D.F/SPA l9vva�!e Code - GFCMU' _,,,,Qqqre Standard onceaIpd, ' . GFC U- Titen®2 Conqpt.p�_ TitenO 2 OIS pi , (160) Down. �, Al125 Down (ibOM25)' HU26 HU26X (4)1/4 x 2 3/4 i (4)1/4 x 1114 (2) 0.148 x 11/2 335 .1,000 335 1,545 HU28X 4 '(6) x "'A') 6�6 k"N 545, J', HU24-2 HUC24-2. (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 ��MiRl%" �`HL166 -.2, "'(8) X 3/4 -3, a7 00 760 N 2,200 HU2612°(M] 3',' 14UG26 -2. 35 HU26-3 (Min.) HUC26-3 (Min.) (8) 1/4 x 2 3/4 (8) 1/4 X 13/4 (4) 0148 x 3 760 2,000 760 3,200 HU26-3 (Max.) HU026-3 (Max.) (12) 114 x 23/4 (12) 114 x 13/4 (6) 0.148 x 3 1,135 3,000 1,135 3,950 AU28-2 (Min, I­IUM-2,(Min.), (10) !!a 4 x 2Y 6QO�4*`V�:'11,1.�� ,48 x 3,, 0, 2, 00', �O� 3 725 HU28-2 (Max.) HY028-2,(Max.): 1 YA": .1 4 ^x ,1 5 '1P 5 "1 49 0 , HU210 HU210X '(8) 1/4 x 23/4 (8) 1A x 1314 '(4) 0.148 x 11/2 545 2,000 760 2,415 HU 2 n Z10:r"! HUC210 14 P !14 x '(6) 0.148 x 3 IIJ35 3,500'L '-4,9 0 HU2,10,2 (Max) H"UC210-2,(Max)'. (1 8)1/4 x 1 Y4 -(10)'0.148 x 3,, _1,800 4,500', "8 "W 5085 HU210-3 (Min.) HUC210-3 (Min.) (14) 1/4 x 23/4 (14) 1/4 x 13/4 (6) 0.148 x 3 1,135 3,500 1,135 4,920 HU210-3 (Max.) HUG210-3 (Max.) (118) 114 x 23/4 (18) 1/4 X 13/4 (10) 0.148 x 3 1,800 4,500 1,800 5,085 HU212 H' U2� �X' " _ (16pl 4 X 2�/. (10) 4,Xly X 111/2 1,135 ,E7 Y205 HU212-2 (Min.) IIUC212-2 (Min.) (116) 1/4 x 23/4 (16) 114 x 13/4 (6) 0.148 x 3 1,135 4,000 1,135 4,920 HU212-2 (Max.) HU0212-2 (Max.) (2 2) 1/4 x 23/4 (2 2) 1/4 x 13/4 (10) 0.148 x 3 1,350 5,085 1,350 5,085 HU212-3 (Min.)- (Min.)_ I�ucii2-ioi I/ 16) 4 x 23A' L (16) 1/4 X 13/4 (6) 0.148 X3� JJ3'5 L 4,000 1;1 5 4,920 {Max:) U21 Ma U6212 '3 (Max.') X L (22),1�4LX 1 3�1 Q148 x 3; 1 0),�,QA 4 8 x 3; Q148 x 3; HU214 HU214X (12) 1/4 x 23/4 . .. . . ..... . .. ...... (12) 1/4 x 13/4 (6) 0.148 x 11/2 1,135 2,665 1,135 2,665 HU2144(Min..)`�- 621 U 4-2 (Min.);:'', 4 x 2-3/4 (18),1/4 k 1 4; 515", ax.)," HIJlC21­'-2 (Max.); 4 4) J/ --' 1 (2 4LX _�j 2), 4 x,& _2bll 5, 5,085 121015,� 5;085,­� W214-3 (Min.) HUC214-3 (Min.) (18) 114 x 23/4 (18) 1/4 x 13/4 (8) 0.148 x 3 1,515 4,500 1,515 5,085 HU214-3 (Max.) HUC214-3 (Max.) (24) 1/4 x 23/4 (2 4) 1/4 x 13/4 (12) 0.148 x 3 2,015 5,085 2,015 5,085 HU216X (18) (1,8) 114 x 1 3/4_,,(8),0.14 x 11 2,926 `T,&! 5 2,920­: HU216-2 (Min.) HLJC216-2 (Min.) (20) 1/4 x 2Y4 (2 0) 1/, x 13/4 (8) 0.148 x 3 1,515 4,920 1,515 4,920 HU216-2 (Max.) HUC216-2 (Max.) (26) 1/4 x 23/4 (2 6) 1/4 x 1114 (12) 0.148 x 3 2,015 5,085 2,015 5,085 3 HILIC216-a. N (?P),' x2Y4 0 X13 (2 ),1/4 14 (8) 0148 ?(3IAI�7 9 01' -,H 211/4 q73 (Max(Max, n HUC216-3 (Max.) (�6) X, 2 _k 13' 1/4, 14 2) x, 3 L 2,015 5085.2,015 5,085 HU7 (Min.) (Not available) (12) 1/4 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 11/2 1,085 3,485 1,085 3,485 �HU9'Nin-)` available) ('J�) 4 x 23/4"- X1 3 V 1 �4 /4 TX� 3,2310 1,1355!'t'I'I,'3,'2'3'6.��_] HU11 (Min.) (Not available) (2 2) 1/4 x 23/4 (2 2) 1/4 x 13/4 (6) 0.148 x 11/2 1,135 3,230 1,135 3,230 HU11 (Max.) (Not available) (3 0) 114 x 2 3/4 (3 0) 1/4 x 13/4 (10) 0.148 x 11/2 1,445 3,735 1,445 3,735 in.) Not available) 1/4 A/4 (�8')' x 2 1/ x (�8) U48 1� 1t515 4 3 85 1iU14­(M�ax,)`,,­ {Not available) x AW- (36) 'A X , 1 1 314',, 4) 614 lEl-,il 24b15 '465 -_-4j245 38 STAGGER JOINTS - TYP. RAISED HEEL ROOF TRUSSES 5/SKI S PLAN �f iiml10■l 111 UPLIFT/SHEAR ANC _ EACH TPU55 - SEE PLAN B/SKI-O NOTE: ADD'L FRAMING NOT SHOWN FOR CLARITY (RAISED HEEL TRU65 BEARING/"A SCALE: NTS SKI ROOF SHEATHING- SEE f SOFFIT/FASCIA- SEE ARCH. RAISED HEEL ROOF TRU55E5 -SEE PLAN RIBBON BOARD - SEE SCHEDULE FOR SPACING d 1IBBON BOARD- SEE FASTENING TO w N ICHEDULE FOR SPACING t TRUSSES ASTENING TO TRUSSES WALL SHEATHING -SEE PLAN = MIN. 15/32'.GDX PLYWOOD OR f 1/16' OSB WITH 8d GUN NAILS (0.131' X 2 1/21) a 6' O.C. TO UPLIFT/SHEAR GYP. CEILING- -MA50NRT WALL- RIBBON 50ARD5 ANCHOR EACH SEE PLAN 4 SEE PLAN TRUS5- SEE PLAN SCHEDULE DO NOT FASTEN RIBBON BOARD INTO END GRAIN OF ROOF TRUSS MASONRY WALL - BOTTOM CHORD SEE PLAN it RAISED HEEL TRUSS BEARINGS B i f SCALE: HTS SKI RIBBON 5GHEDULE' DESIGN CRITERIA RIBBON MATERIAL RIBBON SPACING RIBBON ATTACHMENT Vult=165 MPH (2) 12d GUN (0.131' X 39 (VasMPH) 2X4 SPM 24' TO EACH TRUSS, (4) EXP. EXP. B, NAILS AT JOINTS ENCLOSED Vult=IW MPH (2) 12d GUN (0.131' X 3') (Vasd=139 MPH) 2X4 5PFP2 IV TO EACH TRUSS, (4) EXP. C, NAILS AT JOINTS ENCLOSED N O U <<3F3 rUZLL ZW(9z 0 Lu oC<o= Z O m . w Z a 3 U SHEET TME: PI000N OEiM fOR PNSFD XEEI ROOF (BUSSES SHEET INFORMATION: 100 NO. Bdllld D�iE61YFO: IIL8.16 OMwN BY: REVIEWEDBY: M SKA 0 4� ........... AL PIN''E J'anuary:,1%,2020' Carpenter er " Contractors of America,, Inc.. ,8100AVenu6 Gi NW Winter Haven; F'L'-338 8- 0, �-,62,0, Dear Matt: Ithascome to my atten,tion-lh,at:so'me questions were raised concerning 1 'diddLt6r' thtft h6.chofds7(wid&,faCO) pfsys42poleend trusses tqa o* f6f, ww" threaded rods used for ':!"tieA'b 9"Ifth6seigableends-,areover.contlnuous support rt with one<<face fully sheathed and the. holes 'are. drilled about , -- .,-connector, : . . . C face ooitbse-th n4 wthQu. amagngy:pates'orvertic4Wq?A f en no`repar as required. The truss pn.,ys ppor 2; -6 fl6br:;lba,&An-,d,'hd' 'additional 'u-P ts, load,, ify6uhave -za"n'" --tid' ""J'k .. ..... - e me -a,Call. y, ques i ns,-,, p ease give Sincerely; t4,'p, 863-6.7 STATE; OF 4 6760 rbrum briVe. 86fte 30, - ' - I Q. Qrl4pop, FL32821'--(4QQ),521-'W9.0,- 863},422-.8685 w".plpjneitw,.,qqm; Ths doctrter4 has been eiecil• c* signed and seeled aging a Digffii sf gnaUs. Phtlted copies wilt ut an arigind sigma nwstbo ved edusingthe original eiearariscyersion. l^. GOA #0 278 1, .. 03/10/2021 No. 70NI � T ATE £lL � S f�H A! ALPINE AN TTW COMPANY Alpine, an ITW Company 6750 Forum Drive, Suite 305 Orlando, FL 32821 Phone: (800)755-6001 www.alpineitw.com Sise,ina�r►ixatlion; _ ` '�,. , Ra a '# ;= Custorner. Contractors of America Job Number. N334496 _C.arpentAr fob Description 7A5/320 ,182EC,E ,Rl0l / l828/CALl/4EBB ELEV.C/E ;Address: .Yob eri ineerjp Criteria: Design Code: FBC 7th Ed. 2020 Res' lntelfiVlEW Version: 20.02.00A JRef#: 1X31-89750042 Wind Standard: ASCE 7-18 Wind Speed (mph): 160 Design Loading (psi): 37.00 Building Type:, Closed This package contains general notes pages, 24 truss drawing(s) and 4 detail(s). ltom Drawing Numbbr Trdss 1 069.21.1140.51009 A l _ 3 069.21.1140.50728 A2 5 069.21.1140.51040 A4 7 069.21.1140.50165 A6 _Y 9 069.21.1140.51.041 A8 11 069.21.1140,50180 A10 13 069.21.1140.50602 _ Al4G 15 069.21.1140.50493 A13 17 069.21,1140.50212 A16 19 069.21.1140.50352 C 1 GE. 21 069.21.1140.50494 CJ5 23 069.21.1140.51261 CJ1 25 A16015ENC160118 27 VAL180160118 tterrt ' Drayliin Number, Truss .; 2 069.21,1140.50790 A1A 4 069.21.1140.50118 A3 6 069.21.1140.50181 A5 _ 069.21.1140.50573 A7 10 069.21.1140.50899 A9 12 069,21.1140.50603 ` Al2 14 069.21.1140.50869 All '16 069.21.1140.51118 A15' 18 069.21.1140.50040 B1'GE. 20 069.21.1140.50524 E.17 22 069.21.1140.50290 CJ3 24 069.21 . 1140.50275 HJ7 26 GBLLETIN0118 28 VALTN160118 Florida Certificate of Product Approval #FL1999 Printed 3/10/2021 12:05A4 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 1310 (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.org. Fire Retardant Treated Lumber: Fire retardant treated lumber must be properly re -dried and maintained below 19% or less moisture level through all stages of construction and usage. Fire retardant treated lumber may be more brittle than untreated lumber. Special handling care must be taken to prevent breakage during all handling activities. Page 1 of 3 General Notes (continued) Key to Terms: Information provided on drawings reflects a summary of the pertinent information required for the truss design. Detailed information on load cases, reactions, member lengths, forces and members requiring permanent lateral support may be found in calculation sheets available upon written request. BCDL = Bottom Chord standard design Dead Load in pounds per square foot. BCLL = Bottom Chord standard design Live Load in pounds per square foot. CL = Certified lumber. Des Ld = total of TCLL, TCDL, BCLL and BCDL Design Load in pounds per square foot. FRT = Fire Retardant Treated lumber. FRT-DB = D-Blaze Fire Retardant Treated lumber. FRT-DC = Dricon Fire Retardant Treated lumber. FRT-FP = FirePRO Fire Retardant Treated lumber. FRT-FL = FlamePRO Fire Retardant Treated lumber. FRT-FT = FlameTech Fire Retardant Treated lumber. FRT-PG = PYRO-GUARD Fire Retardant Treated lumber. g = green lumber. HORZ(LL) = maximum Horizontal panel point deflection due to Live Load, in inches. HORZ(TL) = maximum Horizontal panel point long term deflection in inches, due to Total Load, including creep adjustment. HPL = additional Horizontal Load added to a truss Piece in pounds per linear foot or pounds. Ic = Incised lumber. FJ = Finger Jointed lumber. L/# = user specified divisor for limiting span/deflection ratio for evaluation of actual L/defl value. L/defl = ratio of Length between bearings, in inches, divided by the vertical Deflection due to creep, in inches, at the referenced panel point. Reported as 999 if greater than or equal to 999. Loc = Location, starting location of left end of bearing or panel point (joint) location of deflection. Max BC CSI = Maximum bending and axial Combined Stress Index for Bottom Chords for of all load cases. Max TC CSI = Maximum bending and axial Combined Stress Index for Top Chords for of all load cases. Max Web CSI= Maximum bending and axial Combined Stress Index for Webs for of all load cases. NCBCLL = Non -Concurrent Bottom Chord design Live Load in pounds per square foot. PL = additional Load applied at a user specified angle on a truss Piece in pounds per linear foot or pounds. PLB = additional vertical load added to a Bottom chord Piece of a truss in pounds per linear foot or pounds PLT = additional vertical load added to a Top chord Piece of a truss in pounds per linear foot or pounds. PP = Panel Point. R = maximum downward design Reaction, in pounds, from all specified gravity load cases, at the indicated location (Loc). -R = maximum upward design Reaction, in pounds, from all specified gravity load cases, at the identified location (Loc). Rh = maximum horizontal design Reaction in either direction, in pounds, from all specified gravity load cases, at the indicated location (Loc). RL = maximum horizontal design Reaction in either direction, in pounds, from all specified non -gravity (wind or seismic) load cases, at the indicated location (Loc). Rw = maximum downward design Reaction, in pounds, from all specified non -gravity (wind or seismic) load cases, at the identified location (Loc). TCDL = Top Chord standard design Dead Load in pounds per square foot. TCLL = Top Chord standard design Live Load in pounds per square foot. U = maximum Upward design reaction, in pounds, from all specified non -gravity (wind or seismic) load cases, at the indicated location (Loc). VERT(CL) = maximum Vertical panel point deflection in inches due to Live Load and Creep Component of Dead Load in inches. VERT(CTL) = maximum Vertical panel point deflection ratios due to Live Load and Creep Component of Dead Load, and maximum long term Vertical panel point deflection in inches due to Total load, including creep adjustment. VERT(LL) = maximum Vertical panel point deflection in inches due to Live Load. VERT(TL) = maximum Vertical panel point long term deflection in inches due to Total load, including creep adjustment. W = Width of non -hanger bearing, in inches. Refer to ASCE-7 for Wind and Seismic abbreviations. Uppercase Acronyms not explained above are as defined in TPI 1 Page 2 of 3 References: 1. AWC: American Wood Council; 222 Catoctin Circle SE, Suite 201; Leesburg, VA 20175; www.awc.org. 2. ICC: International Code Council; www.iccsafe.org. 3. Alpine, a division of ITW Building Components Group Inc.: 514 Earth City Expressway, Suite 242, Earth City, MO 63045; www.alpineitw.com. 4. TPI: Truss Plate Institute, 2670 Crain Highway, Suite 203, Waldorf, MD 20601; www.tpinst.org. 5. SBCA: Wood Truss Council of America, 6300 Enterprise Lane, Madison, WI 53719; www.sbcindustry.com. Page 3 of 3 SEQN: 249564 / COMN Ply: 1 Job Number: N334496 Cust: R 8975 JRef:1X3L89750042 T10 FROM: RWM Qty: 11 ,7A5/320 ,182EC,E ,R101 / 1828/CALI/4EBB ELEV.C/E DrwNo: 069.21.1140.51009 Truss Label: Al SSB / YK 03/10/2021 6'1"7 1'! it 19'10" 26'e"1 33'6"9 39'8" 6'1"7 6'10"8 6'10"1 6'10"1 6'10"8 6'1"7 5X5 E 39'8" 10' 9'10" 10 1� 10' 19'10" 29'8 39'8" Loading Criteria (psi) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# Gravity Non -Gravity TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.222 K 999 360 Loc R+ / R- ! Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.385 K 999 240 B 1711 !- /- /961 /309 /444 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.081 J - - H 1711 /- /- /961 /309 /- EXP: C Kzt: NA Des Ld: 37.00 Mean Height: 15.00 ft HORZ(TL): 0.140 J Wind reactions based on MWFRS NCBCLL: 10.00 Building Code: Creep Factor: 2.0 B Brg Width = 8.0 Min Req = 2.0 TCDL: 5.0 psf H Br Width = 8.0 Min Re 2.0 Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.617 g q = Load Duration: 1.25 MWFRS Parallel Dist: h to 2h TPI Std: 2014 Max BC CSI: 0.882 Bearings B & H are a rigid surface. Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Fac: Yes Max Web CSI: 0.457 Bearings B & H require a seat plate.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 1490 -3155 E - F 1130 -2029 C - D 1366 - 2875 F - G 1366 - 2875 Top chord: 2x4 SP #2 N; D - E 1130 -2029 G - H 1490 - 3155 Bot chord: 2x4 SP #1; Webs: 2x4 SP #3; W3,W4,W5 2x4 SP #2 N; Maximum Bot Chord Forces Per Ply (Ibs) Bracing Chords Tens.Comp. Chords Tens. Comp. (a) 1X4 #3SRB or better continuous lateral restraint to B - L 2759 -1207 K - J 2278 - 858 be equally spaced. Attach with (2) 8d Box or Gun L - K 2278 -879 J - H 2759 -1186 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 541 -134 K - F 530 -745 for (2) CLR'S where shown. Scab reinforcement to be same size, species, grade, and 80% length of web D - K 530 -745 F - J 541 -134 member. Attach with 0.128x3" gun nails @ 6" oc. �f3ttet0lArNtfdlE - K 1362 -605 Loading g ffrr.,i Truss passed check for 20 psf additional bottom chord live load in areas with 42"-high x 24"-wide clearance. s`�, ••�\Ja •, ,'r' • o Wind `s ' Wind loads based on MWFRS with additional C&C o Q. 70$ 9` member design. Wind loading based on both gable and hip roof types. ® T 0 ° f e e A% ®eebemaoua°�®ds°�,'�' COA fi �N ALyV a00 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 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 position as shown above and on the Joinf9Details, 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 notbe responsible for any deviation from this drawing, any failure to build the truss in conformance with ANSVTPI 1, or for handling, shipping,installation and bracinq of trusses. A seal on this drawing or cover pa a listing this drawing indicates acceptance of professional engineering responsibilit�yr solely -for the design shown. The suitability and use of this 6750 Forum Drive 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: alpineitw.com; TPI: tpinst.orq: SBCA: sbcindustrv.com: ICC: iccsafe.orq: AWC: awc.ono Orlando FL, 32821 SEQN: 249588 / COMN Ply: 1 Job Number: N334496 Cust: R 8975 JRef:1X3L89750042 T25 / FROM: RWM Qty: 1 ,7A5/320 ,182EC,E ,Rl01 / 1828/CALl14EBB ELEV.C/E DrwNo: 069.21,1140.50790 Truss Label: A1A SSB / WHK 03110/2021 7'112 13' 17'1"12 19'10' 23'8" 31'8"14 -{- i' 39'8" 7.112 5'0"14 4'P'12 T 2'8"4 i- 3'10" 8'0"14 T11"2 =5X5 F E G ,-4X4 w D 12 6 F7- (a) "o6X6 a6X6 c Fi W9 T1 (a) w1 T Q M N B 1 3'1 A + =4SX8=SS0514 PQ =-8X8 =-8X10 K=4X6(A2) 39'8" 8'1"9 4'8"11 2'0"1 8'0"11 7'11"5 +1'� 8'1"9 12'10"4 14'1 23'8" 31'8"11 39'8" 17' 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): 0.280 P 999 360 Loc R+ ! R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.522 P 905 240 B 1555 /- /- /960 /309 /444 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.120 K - - 1 1555 /- /- /961 /309 /- EXP: C Kzt: NA Des Ld: 37.00 HORZ(TL): 0.225 K 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 = 2.2 Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.790 1 Br Width = 8.0 Min Re 2.2 g q = Load Duration: 1.25 MWFRS Parallel Dist: h to 2h TPI Std: 2014 Max BC CSI: 0.859 Bearings B & I are a rigid surface. Bearings B & I require a seat plate. Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Fac: Yes Max Web CSI: 0.964 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 18SS VIEW Ver: 20.02.00A.1020.20 Lumber B-C 1413 -2747 F-G 1409 -2067 C - D 1715 - 3278 G - H 1217 - 2103 Top chord: 2x4 SP #2 N; T1 2x4 SP #1; D - E 1437 -2551 H - 1 1424 -2775 Bot chord: 2x4 SP #2 N; E - F 1565 - 2527 Webs: 2x4 SP #3; W6,W8,W9,W11 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 - S 2374 -1111 L - K 2401 -1108 nails(0.113"x2.5",min.). Restraint material to be supplied and attached at both ends to a suitable support by Q - M 2867 -1216 K - I 2404 -1107 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 C - S 508 -838 M - F 1684 - 892 same size, species, grade, and 80% length of web member. Attach with 0.128x3" gun nails @ 6" oc. C - Q 637 -122 M - L 1745 - 573 ;�ltS4alPllfpfrgfttj�'l S - Q 2530 -1181 F - L 559 -464 Plating Notes NO > 'ff°+r r<n,� Q - D 744 -323 L - G 450 -365 D M 533 912 All plates are 2X4 except as noted. �a� rasma•,g - - L - H 477 691 o®+� •rs P Wind Wind loads based on MWFRS with additional C&C* member design. ro A08 Wind loading based on both gable and hip roof types. $ W + Bottom Chord section between vertcials may m be removed. •. �. • r COA` �ONAAL 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 and SBCA) r to these functions. Installers safety practices prior performing shall provide bracing per BCSI. Unless noted otherwise, top. chord shall have proper)Y attached structural sheathing and bottom chord shall temporary have a properly attached ri id ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, as applicable. Apply plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. 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$QComponents 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 bracin trusses. A this drawing and of seal on or cover pa a 6750 Forum Drive listing this drawing indicates acceptance of professional engineering responsibilit�, solely -for the design shown. The suitability and use of this Suite Fos drawing for -Designer any structure is the responsibility of the Building per ANSItWI 1 Sec.2. 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: 249589 / HIPS Ply: 1 Job Number: N334496 Cust: R 8975 JRef:1X3L89750042 T9 I FROM: RWM Qty: 1 7A5/320 ,182EC,E ,RI01 / 1828/CALI/4EBB ELEV.C/E DrwNo: 069.21.1140.50728 Truss Label: A2 �SSB / WHK 03/10/2021 Vl"7 6'1 "7 1' i 1100' i" ' , 126"15 + 19, 6'5"8 6'51 Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-16 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Kzt: NA Des Ld: 37.00 Mean Height: 15.00 ft NCBCLL: 10.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: h to 2h Spacing: 24.0 " C&C Dist a: 3.97 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #1; Webs: 2x4 SP #3; W3,W4,W5,W6 2x4 SP #2 N; Bracing (a) 1X4 #3SRB or better continuous lateral restraint to be equally spaced. Attach with (2) 8d Box or Gun nails(0.113"x2.5",min.). Restraint material to be supplied and attached at both ends to a suitable support by erection contractor. (a) or scab reinforcement may be used in lieu of CLR restraint. substitute (1) scab for (1) CLR and (2) scabs for (2) CLR'S where shown. Scab reinforcement to be same size, species, grade, and 80% length of web member. Attach with 0.128x3" gun nails @ 6" oc. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types s5X5=5x5 E F 39'8" 9'10" 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): K1"l 33'6"9 39'8" "1 6'5"8 61"7 9'10" 29'8" Defl/CSI Criteria PP Deflection in loc L/defl L/# 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 03/10/2021 V e r: 20.02.00A.1020.20 10, 1' 39'8"+ ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ /R- /Rh /Rw /U /RL B 1556 /- /- /963 /310 /427 1 1556 /- /- /963 /310 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.8 1 Brg Width = 8.0 Min Req = 1.8 Bearings B & I are a rigid surface. Bearings B & I require a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - C 1542 - 2800 F - G 1182 -1779 C - D 1425 - 2521 G - H 1425 - 2521 D - E 1182 -1779 H - 1 1542 - 2800 E - F 1159 -1559 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - M 2444 -1262 L - K 2030 - 937 M - L 2030 - 957 K - 1 2444 -1241 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. M - D 508 -119 L - F 548 - 356 D - L 521 - 683 L - G 521 - 683 E - L 548 - 356 G - K 508 -119 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS'DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, 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 applicab�Ie. Apply plates to each face of truss and position as shown above and on the Join i 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 BuildinQQComponents 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 pa a 6750 Forum Drive listing this drawing indicates acceptance of professional engineering responsibility solely -for the design shown. The suitabilify and use of this drawing for any s9ructure 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: sbcindusl .com; ICC: iccsafe.or ; AWC:awc.org Orlando FL, 32821 SEQN: 2495901 HIPS I Ply: 1 1 Job Number: N334496 Cust: R 8975 JRef:1X3L89750042 T22 / FROM: RWM Qty: , A51320 ,182EC,E ,RIM / 1828/CALI/4EBB ELEV.C/E DrwNo: 069.21.1140.50118 Truss Label: A3 SSB / WHK 03/1012021 6'1"7 12'0"15 18'0"1 21'7"15 27'7"1 6'1"7 5'11"9 5'112 3'7"14 5-1V2 1' i � 100' 1'f 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 Des Ld: 37.00 EXP: C Kzt: NA Mean Height: 15.00 ft NCBCLL: 10.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: h to 2h Spacing: 24.0 " C&C Dist a: 3.97 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #1; Webs: 2x4 SP #3; W3,W4,W5,W6 2x4 SP #2 N; Bracing (a) 1X4 #3SRB or better continuous lateral restraint to be equally spaced. Attach with (2) 8d Box or Gun nails(0.113"x2.5",min.). Restraint material to be supplied and attached at both ends to a suitable support by erection contractor. (a) or scab reinforcement may be used in lieu of CLR restraint. substitute (1) scab for (1) CLR and (2) scabs for (2) CLR'S where shown. Scab reinforcement to be same size, species, grade, and 80% length of web member. Attach with 0.128x3" gun nails @ 6" oc. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types �5X5 =5X5 E F 39'8" 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 L/defl U# VERT(LL): 0.171 L 999 360 VERT(CL): 0.319 L 999 240 HORZ(LL): 0.066 K - - HORZ(TL): 0.124 K Creep Factor: 2.0 Max TC CSI: 0.408 Max BC CSI: 0.748 Max Web CSI: 0.485 VIEW Ver: 20.02.00A.1020.20 r b� g o.7.08 1 co /ONAL o s a v 0 � utw0 03/10/2021 33'6"9 + 39'8" 5'11"9 6'1"7 10' 1' 39'8" ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 1556 /- /- /965 /312 /407 1 1556 /- /- /965 /312 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.8 1 Brg Width = 8.0 Min Req = 1.8 Bearings B & I are a rigid surface. Bearings B & I require a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - C 1608 - 2796 F - G 1252 -1794 C - D 1497 - 2523 G - H 1498 - 2523 D - E 1252 -1794 H - 1 1609 - 2796 E - F 1245 -1635 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - M 2439 -1329 L - K 2064 -1027 M - L 2064 -1048 K - 1 2439 -1308 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. M - D 495 -106 L - F 523 - 300 D - L 497 - 674 L - G 497 - 674 E - L 523 - 300 G - K 495 -106 **WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlingshipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have proper!Y attached structural sheathing and bottom chord shall have a properly attached r!pid ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, as applicable. Apply plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to drawings 16OA-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Building Components Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the truss in conformance with ANSI Q PI 1, or for handling, shipping,. installation and bracin44 of trusses. A seal on this drawing or cover pa a 6750 Forum Drive listing -this drawing indicates acceptance of professional en sneering responsibili((�� 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: 249591 / HIPS Ply: 1 Job Number: N334496 Cust: R 8975 JRef:1X3L89750042 T8 / FROM: RWM Qty: 1 ,7A,' 20 ,182EC,E ,R101 / 1828/CALI/4EBB ELEV.C/E DrwNo: 069.21.1140.51040 Truss Label: A4 SSB / WHK 03/10/2021 7'10 "14 1722'8" 7'10"14 9'1'"2 + 518" =5X5 =5X5 D E 39'8" 10' + 9.10" T 10' 19,10" Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA BCDL: 10.00 Risk Category: II Snow Duration: NA Des EXP: C Kzt: NA Building Code: .00 NCBCLL: 10.00 Mean Height: 15.00 ft TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Load Duration: 1.25 MWFRS Parallel Dist: h to 2h TPI Std: 2014 Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Fac: Yes Loc. from endwall: not in 9.00 ft 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. a 31'9"2 39'8" 9' 1 "2 T1014 9'10 10 1 29'8" 39'8" Defl/CSI Criteria ♦ Maximum Reactions (Ibs) PP Deflection in loc L/defl U# Gravity Non -Gravity VERT(LL): 0.149 J 999 360 Loc R+ / R- / Rh / Rw / U / RL B 1552 /- /- /965 /318 /386 VERT(CL): 0.279 J 999 240 HORZ(LL): 0.060 1 - - G 1552 /- !- /965 /318 /- HORZ(TL): 0.112 1 Wind reactions based on MWFRS Creep Factor: 2.0 B Brg Width = 8.0 Min Req = 1.8 Max TC CSI: 0.760 G Brg Width = 8.0 Min Req = 1.8 Max BC CSI: 0.755 Bearings B & G are a rigid surface. Max Web CSI: 0.989 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. VIEW Ver: 20.02.00A.1020.20 B - C 1673 - 2755 E - F 1699 - 2561 C - D 1698 - 2561 F - G 1674 - 2755 D - E 1352 -1728 t ••��A�1$j �® ttr yA fi,Yi t s m • �ASiar4:E3S7te:{i�` 03/10/2021 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! )RTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS xtreme care in fabricating handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building y Information, by TPI an fabricating, for sa shipping, practices prior to performing these functions. Installers shall provide temporary Unless noted otherwise, top chord shall have proper)% attached structural sheathing and bottom chord shall have a properly in Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or B10, 3pTy plates to each face oT truss and position as shown above and on the Joint Details, unless noted otherwise. Refer to for standard plate positions. Refer to job's General Notes page for additional information. of ITW Buildingg�Components Group Inc. shall not.be responsible for any deviation from this drawing, any, failure to build the nce with ANSI�fPI 1, or for handling, shipping,, installation and bracin4of trusses. A seal on this drawing or cover page indicates acceptance of professional engineering responsibility solely -for the design shown. The suitability and use of This Ning for any structure is the responsibility of the Building -Designer per ANSI/TP1 1 Sec.2. more information see these web 6750 Forum Drive Suite 305 Orlando FL, 32821 SEQN: 249592 / HIPS Ply: 1 Job Number: N334496 R 8975 JRef:1X3L89750042 T24 / FROM: RWM Qty: 1 7A5/320 ,182EC,E ,RI01 / 1828/CALI/4EBB ELEV.C/E �DN.:069.21.1140.50181 Truss Label: A5 / WHK 03/10/2021 16'0"1 237'15 33'6"9 39'B" 9'10"10 77"14 91101,10 :6X6 ; 6X6 D E T2 6 12 T4 m -, 5X5 EO 50 5CX5 F m M W W1 B r, A 15 H e-w =4X6(A2) -5X5 -5X5 =5X5=4X6(A2) 39'8" 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 Udell U# Gravity Non -Gravity TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.156 J 999 360 Loc R+ / R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.292 J 999 240 B 1556 A /- /964 /713 /366 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.064 1 - - G 1556 /- A /964 f713 A EXP: C Kzt: NA Des Ld: 37.00 HORZ(TL): 0.119 I 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: 4.0 psf G Br Width = 8.0 Min Re 1.8 Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.799 g q = Bearings B & G are a rigid surface. TPI Std: 2014 Max BC CSI: 0.745 Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h Bearings B & G require a seat plate. Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Fac: Yes Max Web CSI: 0.485 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 I - F 512 - 469 !!ltslstrtort/raate/E °°n,, atl� momwas r � i ypyp q M o .a. 9g S goo 00 "✓.,�yy. �BA�3i8��r14'&� 1 3/10/2021 **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) and 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 Locations for lateral ceilingg shown permanent 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 notbe responsible for any deviation from this drawing, any failure to build the truss in ANSI 1, conformance with PI PI or for handling, shipping,, installation and bracinctof trusses: A seal on this drawing or cover pane 6750 Forum Drive listing this drawing indicates acceptance of professional engineering 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/TP1 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 SEQN: 249593 / HIPS Ply: 1 Job Number: N334496 Cust: R 8975 JRef:1X3LB9750042 T7 / FROM: RWM Qty: 1 7A5/320 ,182EC,E ,RI01 / 1828/CALI/4EBB ELEV.C/E DrwNo: 069.21.1140.50165 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 g'8" 7' 1 "2 7' 10" 14 6X6 ; 6X6 D T3 E 12 6 ' 5 \5X5 rr C o '2 W -00 W1 B Ga^a A H e,8,, 4X6(A2) =-5X5 =5X5 =5X5=4X6(A2) 3g,8" 10' 9'101, 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 Udef! 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 1 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 G Br Width = 8.0 Min Re 1.8 Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.913 g q = Load Duration: 1.25 MWFRS Parallel Dist: h to 2h TPI Std: 2014 Max BC CSI: 0.760 Bearings B & G are rigid at plate. Bearings B & li require a seat pl Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Fac: Yes Max Web CSI: 0.474 Members not listed have forces less than Loc. from endwall: not in 9.00 ft FT/RT:20(0)/10(0) Maximum Top Chord Forces Per Ply (Ibs) GCpi: 0.18 Plate Type(s): Chords Tens.Comp. Chords Tens. Comp. Wind Duration: 1.60 WAVE VIEW Ver: 20.02.00A.1020.20 Lumber B - C 1807 - 2729 E - F 1827 - 2537 C - D 1826 -2538 F - G 1807 -2729 Top chord: 2x4 SP #2 N; T3 2x4 SP 2400f-2.OE; D - E 1539 -1910 Bot chord: 2x4 SP #1; Webs: 2x4 SP #2 N; W1,W6 2x4 SP #3; Maximum Bot Chord Forces Per Ply (Ibs) Wind Chords Tens.Comp. Chords Tens. Comp. Wind loads based on MWFRS with additional C&C B - K 2363 -1483 J -1 1847 -1110 member design. K - J 1847 -1131 1 - G 2363 -1462 Wind loading based on both gable and hip roof types. Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. C - K 394 - 358 E - 1 628 - 300 K - D 628 - 300 1 - F 394 - 358 agiii;essauuatrrfatrfp} Jaarr *q (gyp ® s ye (9 08 1 a a � 0 a a4,. f r d . y0® f 8 �48 agti ® aHm �/ �G\ilJ,lia L COA b R ONAL 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 sa�ety 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 rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or 1310 Apply ' as applicable. plates to each face of truss and position as shown above and on the Join i 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 ANSI/TPI PI 1, conformance with or for handling, shipping,. installation and bracingof trusses. A seal on this drawing or cover page 675o Forum Drive listing this drawing indicates acceptance of professional engineering responsibili(� solelyor the design shown. The suitability and use of This Suite Fos drawing for is the the Building any structure responsibility of Designer, per ANSI/TP1 1 Sec.2. For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 249594! HIPS Ply: 1 Job Number: N334496 Cust: R8975 JRef:1X3L89750042 T23 / FROM: RWM Qty: 1 7A5/320 ,182EC,E ,R101 / 1828/CALI/4EBB ELEV.C/E DrwNo: 069.21.1140.50573 Truss Label: A7 SSB / WHK 03/10/2021 6'1"7 14'0"1 19'10" 25'7"15 33'6"9 39'8" 6'1"7 T10"10 5'9"15 5'9"15 7'10"10 6'1"7 ,5X5 1112X4 =5X5 D E F T2 6 12 F___1 W T4 5CX5 5X5 12 G i� W3 Q1 B Af, H T I =4X6(A2) =5X5 -5X8 =5X5=4X6(A2) 39,8" 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 L/defl 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 Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.743 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: 0.748 Bearings B & H are 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; 0.434 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 tgyl4f 4t1ltf6ljtt iltlj�B�p r �+t sa e o.09 h g943 q 2 i o e s $O4 T 0 a COA AIL y fune"Im's, 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 an � SBCA) for sa�ety practices Prior to performing these functions. Installers shall provide temporary bracing Unless top per_BCSI. noted otherwise, 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 bracing installed per BCSI sections B3, B7 or B10, as applicable. Apply Oates to each face of truss and position as shown above and on the Joint Details, unless noted otherwise. drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Refer to Alpine, a division of ITW Build incQLComponents 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 bracingof trusses. A seal on this drawing or cover pa a 675o Forum Drive listing this drawing indicates.acceptance of professional enciineering responsibilittyv solely -for the design shown. The suitability and use of This Suite For drawing for any structure is the responsibility of the Building -Designer perANSUTPI 1 Sec.2.305 For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.orq Orlando FL, 32821 SEQN: 249595 / HIPS Ply: 1 Job Number: N334496 Cust: R e975 JRei:1X3L89750042 T6 / FROM: RWM Qty: 1 7A5/320 ,182EC,E ,RI01 / 1828/CALI/4EBB ELEV.C/E DrwNo: 069.21.1140.51041 Truss Label: A8 SSB / WHK 03/10/2021 6'9"4 13 19,10" 268" 32'10"12 6'9"4 6'2"12 6'10" 6'10" 62"12 6'9"4 5X5 1112X4 e 5X5 D E F 12 6 F:�' 2X4 C �2X4 co o_ G u� co W3 Z n B 1 A H 9 a I 8,8„ 4X6(A2) =--5X5 -5X8 =5X5=4X6(A2) 39'8" 10' 91101, 9'10" 10, 1� 10' 19, 0" 29.8" 39'8" Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# Gravity Non -Gravity TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.191 E 999 360 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 1716 /- 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 TCDL: 4.2 psf Building Code: Creep Factor: 2.0 B Brg Width = 8.0 Min Req = 1.8 Soffit: 0.00 FBC 7th Ed. 2020 Res. Max TC CSI: 0.543 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: 0.754 Bearings B & H are a rigid surface. Bearings B & li require a seat plate. Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Fac: Yes Max Web CSI: 0.687 Members not listed have forces less than Loc. from endwall: not in 9.00 ft FT/RT:20(0)/10(0) Maximum Top Chord Forces Per Ply (Ibs) GCpi: 0.18 Plate Type(s): Chords Tens.Comp. Chords Tens. Comp. Wind Duration: 1.60 WAVE VIEW Ver: 20.02.00A.1020.20 Lumber B - C 2014 - 2780 E - F 1973 - 2289 Top chord: 2x4 SP #2 N; C - D 1925 - 2523 F - G 1925 - 2523 Bot chord: 2x4 SP #1; D - E 1973 -2289 G - H 2O14 -2780 Webs: 2x4 SP #3; W3,W5 2x4 SP #2 N; Maximum Bot Chord Forces Per Ply (Ibs) Wind Chords Tens.Comp. Chords Tens. Comp. Wind loads based on MWFRS with additional C&C B - L 2421 -1686 K - J 1982 -1323 member design. L - K 1982 -1344 J - H 2421 -1665 Wind loading based on both gable and hip roof types. Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. C - L 381 -339 K - F 425 -401 L - D 535 -183 F - J 535 -183 D - K 425 - 401 J - G 381 - 339 yaaaitilrpFr E - K 585 - 391 a 0�q8 q 1 m � a ° w P sa P X 0 i • °aaa g ' y°fie s aao;oa �oinme®@ai k COA AL al"OH1 4 11 (3/10/2021 **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 Information, of BCSI {Building by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide bracing per BCSI. Unless noted otherwise, top chord shall have proper)y attached structural sheathing and bottom chord shall attached ri id ceilin Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections temporary -have a properly B3, B7 or B10, as applicabgle. App7gy plates to each face oT truss and position as shown above and on the Join Details, unless noted otherwise. I#efer to drawings 16OA-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 tr ss in conformance.with ANSI 1, for handling, installation or shipping,. and bracin of trusses. A seal on this drawin listing this drawin indicates acceptance of professional en sneering responsibility solely -for the design shown. The suitabiliffy drawing for any structure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2. or cover pa e- 6750 Forum Drive and use of This 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: 249596 / HIPS Ply: 1 Job Number: N334496 C. 8975 JRef: 1X3L89750042 T21 / FROM: RWM Qty: 1 7A5/320 ,182EC,E ,RI01 / 1828/CALI/4EBB ELEV.C/E : 069.21.1140.50899 Truss Label: A9 WHK 03/10/2021 6'3"4 12'01 19'10" 2T7"15 33'4"12 39'8" 6'3"4 5'8"12 7'9"15 7'9"15 r 5'8"12 6'3"5 5X5 1112X4 = 5X5 D E F 12 T 6 k2C4 W i2G M N v <° W3 a, zo B 1 H A = I 8'8" =4X6(A2) __ 5X5 = 5X8 =5X5 = 4X6(A2) 39'8" 1' 10' 9'10" 9'10" 10, 1' 10' 19,10" I` 29'8" 39,8" Loading Criteria (psi) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc L/defl L/# Gravity Non -Gravity TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.206 E 999 360 Loc R+ / R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.385 E 999 240 B 1556 /- A /947 /717 /284 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.066 J - - H 1556 A A /947 /717 A EXP: C Kzt: NA Des Ld: 37.00 HORZ(TL): 0.124 J Wind reactions based on MWFRS Mean Height: 15.00 It NCBCLL: 10.00 Building Code: Creep Factor: 2.0 B Br Width = 8.0 Min Re 9 q = 1.8 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.748 H Brg Width = Min = 1.8 Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Max BC CSI: 0.753 re8. Bearings B & H are i rigid surface. e. Bearings B & H require a seat plate. Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Fac: Yes Max Web CSI: 0.999 Members not listed have forces less than 375# Loc. from endwall: not in 9.00 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 tiiltTti6tN3idtatt E - K 685 -462 G s �r a ° 1 0. # 08 ■ ■ e ■ ■ iT a 10 SAL COA 9MOMOV1011, 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 and SBCA) r safety practices prior to performing these functions. Installers shall provide temporary bracing BCSI. Unless per noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached rigid ceiling Locations shown for lateral restraint of webs shall have bracingg BCSI B3, B7 B10 permanent installed per sections as applicable. Apply plates to each face. of truss and as shown above and on the Joint Details, unless noted otherwise. or Refer to ' position 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 ANSI/TPI 1, or for handling, bracin trusses. A this drawing shipping,, Installation and of seal on or cover pa a 6750 Forum Drive listing this drawing indicates acceptance of professional enQneenng responsibility solely -for the design shown. The suitability and use of this Suite Fos drawing for the the Building -Designer ANSI/TPI 1 Sec.2. any structure is responsibility of 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: 249597 / HIPS Ply: 1 Job Number: N334496 R 8975 JRef:1X3L89750042 T5 ! FROM: RWM Qty: 1 7A5/320 ,182EC,E ,RI01 / 1828/CALI/4EBB ELEV.C/E rrs,No: 069.21.1140.50180 Truss Label: A10 / WHK 03/10/2021 5'9"4 11' 19, 28'8" 33'10"12 39'8" 5'9"4 5'2"12 8' 9'8" 62"12 5'9"4 5X5 = 5X5 __5X5 D E T3 F 12 6 � �2X4 W �2X4 o C (a) (a) G n W3 in io B A H 4..3 l 4X6(A2) =5X5 -5X8 =5X5 =4X6(A2) � 39'8" 10' 9'10"" 9'10" 10,J. 10' 19'1029'8" 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 Loc 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: 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: 0.934 5.0 H Br Width = 8.0 Min Re 9 q = 1.8 Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Max BC CSI: 0.752 Bearings B & H are a rigid surface. Bearings B & H require a seat plate. Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Fac: Yes Max Web CSI: 0.751 Members not listed have forces less than 375# Loc. from endwall: not in 9.00 ft FT/RT:20(0)/10(0) Maximum Top Chord Forces Per Ply (Ibs) GCpi: 0.18 Plate Type(s): Chords Tens.Comp. Chords Tens. Comp. Wind Duration: 1.60 WAVE VIEW Ver: 20.02.00A.1020.20 Lumber B - C 2194 -2804 E - F 2386 -2693 C - D 2057 - 2533 F - G 2066 - 2539 Top chord: 2x4 SP #2 N; T3 2x4 SP 2400f-2.OE; D - E 2502 -2773 G - H 2184 -2797 Bot chord: 2x4 SP #1; Webs: 2x4 SP #3; W3,W5 2x4 SP #2 N; Maximum Bot Chord Forces Per Ply (Ibs) Bracing Chords Tens.Comp. Chords Tens. Comp. (a) 1X4 #3SRB or better continuous lateral restraint to B - L 2448 -1855 K - J 2163 -1578 be equally spaced. Attach with (2) 8d Box or Gun L - K 2147 -1575 J - H 2440 -1822 nails(0.113"x2.5",min.). Restraint material to be supplied and attached at both ends to a suitable support by erection contractor. Maximum Web Forces Per Ply (Ibs) (a) or scab reinforcement may be used in lieu of CLR Webs Tens.Comp. Webs Tens. Comp. restraint. substitute (1) scab for (1) CLR and (2) scabs L - D 470 -71 K - F 626 -612 for (2) CLR'S where shown. Scab reinforcement to be D - K 739 -778 F - J 466 - 52 same size, species, grade, and 80% length of web member. Attach with 0.128x3" gun nails @ 6" oc. E - K 789 - 534 4tga83#I frpstattot€ Wind°vim Wind loads based MWFRS 1 on with additional C&C �, sa�s�+� � member design. ®��+ p �• 'r �r. Wind loading based on both gable and hip roof types. ;' .Qa�`• �: ,�'� 14 08 1, ° a COA�b tL 6101pe '31ta"A 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 Information, of BCSI (Building 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 rigqid ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections as applicable. Apply to each face of truss and position as shown above and on the Join Details, unless noted otherwise. B3, B7 or B10, Pefer to Oates drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Build in/$c�Components Group Inc. shall not be responsible for any deviation from this drawing, any failure to build -the truss in ANSI PI 1, for handling, conformance with or shipping,. installation and bracing of trusses. A seal on this drawinqq or cover page 6750 Forum Drive listing this drawing indicates acceptance of professional en'r,eenng 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/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: 249598 / HIPS Ply: 1 Job Number: N334496 Cust: R 8975 JRef1X3L89750042 T4 / FROM: RWM Qty: 1 7A5/320 ,182EC,E ,RI01 / 1828/CALI/4EBB ELEV.C/E DrwNo: 069.21.1140.50603 Truss Label: Al2 SSB / WHK 03/10/2021 9' 17' 22'8" 30'8" 39 8„ 91 8' 8' 9' �6C6 5X5 =6F6 T2 DET3 12 6T Tv W b (a) (a)W5� M G n l A H 8,8„ =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 Udefl U# Gravity Non -Gravity TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.251 J 999 360 Loc R+ / R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.469 J 999 240 B 1556 /- /- /921 [720 /223 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.081 1 - - G 1556 /- /- /921 /720 /- Des Ld: 37.00 EXP: C Kzt: NA HORZ(TL): 0.150 1 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 G Br Width = 8.0 Min Re 1.8 Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.939 g q = 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 Loc. from endwall: not in 9.00 ft FT/RT:20(0)/l0(0) Maximum Top Chord Forces Per Ply (Ibs) GCpi: 0.18 Plate Type(s): Chords Tens.Comp. Chords Tens. Comp. Wind Duration: 1.60 WAVE VIEW Ver: 20.02.00A.1020.20 Lumber B - C 2250 -2705 E - F 2239 -2478 C - D 2238 - 2478 F - G 2250 - 2704 Top chord: 2x4 SP #1; T2,T3 2x4 SP #2 N; D - E 2906 -3233 Bot chord: 2x4 SP #1; Webs: 2x4 SP #3; W2,W5 2x4 SP #2 N; Maximum Bot Chord Forces Per Ply (Ibs) Bracing Chords Tens.Comp. Chords Tens. Comp. (a) 1 X4 #3SRB or better continuous lateral restraint to B - K 2330 -1856 J - 1 3176 - 2629 be equally spaced. Attach with (2) 8d Box or Gun K - J 3174 - 2647 I - G 2329 -1835 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 - 1 944 -834 for (2) CLR'S where shown. Scab reinforcement to be K - D 940 - 832 1- F 718 -430 same size, species, grade, and 80% length of web member. Attach with 0.128x3" gun nails @ 6" oc. lt9i£tttt7tildt Wind Wind loads based on MWFRS with additional C&C design. member Wind loading based on both gable and hip roof types. ° rM a 0. 08 1" a z � a � a � 0 ® ffi°A�i 1 0 COA` £t2ALL "Iftim 1 3/10/2021 **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 SCSI (Building Component r Safety Information, by TPI and SBCA) 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 ermanent 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 Building Components Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the truss in ANSI/TPI 1, for handling, bracin trusses. A seal on this drawing or conformance with or shipping,, installation. and of 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 Suite 305 drawing for any structure is the responsibility of the Building�esigner per ANSI/TPI 1 Sec.2. For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 249610 / HIPS Ply: 1 Job Number: N334496 8975 JRef: 1X3L89750042 T28 / FROM: LPM Qty: 1 7A5/320 ,182EC,E ,RI01 / 1828/CALI/4EBB ELEV.C/E rD,�N: 069.21.1140.50602 Truss Label: A14G / WHK 03/10/2021 7' 13' 19' 28'4"39'8" 9'4" 4'4" 7' 1116X6 =4X4 =8X10 =H1014 �z6X6 12 C D T2 E T3 F T4 G T 6� (a) W m ih Cl) I B A H v 1 5X5(A2) =H0510 =-4X4 =6X8 1115X5K B3 =4X6=3X6(A1) 28'4" i11'4" 10'10"4 5'1"12 4'4" 4'4" 7' 8' 18'10"4 24' 28'4" 32'8" 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): 0.179 D 999 360 Loc R+ / R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.338 D 999 240 B 1922 /- /- /- /884 /- BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.048 L - - K 4268 /- /- /- /1911 /- EXP: C Kzt: NA Des Ld: 37.00 HORZ(TL): 0.091 L H 80 A A /- /60 /- Mean Height: 10.51 ft BuildingWind NCBCLL: 0.00 TCDL: 4.2 psf Code: Creep Factor: 2.0 reactions based on MWFRS Soffit: 0.00 FBC 7th Ed. 2020 Res. Max TC CSI: 0.846 BCDL: 5.0 psf B Brg Width = 8.0 Min Req = 1.6 Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 TPI Std: 2014 Max BC CSI: 0.785 K Brg Width = 8.0 Min Req = 5.9 H Brg Width = 8.0 Min Req = 1.5 Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Fac: No Max Web CSI: 0.819 Bearings B, K, & H are a rigid surface. Loc. from endwall: NA FT/RT:20(0)/l0(0) Bearings B, K, & H require a seat plate. GCpi: 0.18 Plate Type(s): Members not listed have forces less than 375# Wind Duration: 1.60 WAVE, HS 1VIEW Ver: 20.02.00A.1020.20 Maximum Top Chord Forces Per Ply (Ibs) Lumber Chords Tens.Comp. Chords Tens. Comp. Top chord: 2x4 SP #2 N; T2,T3 2x6 SP #2 N; B - C 1596 - 3565 E - F 169 - 505 T4 2x6 SP SS; Bot chord: 2x4 SP 2400f-2.OE; B3 2x4 SP #2 N; C - D 1465 - 3467 F - G 400 -180 Webs: 2x4 SP #3; W6 2x4 SP #2 N; D - E 1332 -3056 G - H 538 269 Bracing Maximum Bot Chord Forces Per Ply (Ibs) (a) 1X4 #3SRB or better continuous lateral restraint to Chords Tens.Comp. Chords Tens. Comp. be equally spaced. Attach with (2) 8d Box or Gun B - N 3126 -1377 L - K 786 -1874 nails(0.113"x2.5",min.). Restraint material to be supplied and attached at both ends to a suitable support by N - M 3815 -1821 K - J 786 -1874 erection contractor. M - L 2986 -1327 J - H 179 -399 (a) or scab reinforcement may be used in lieu of CLR restraint. substitute (1) scab for (1) CLR and (2) scabs Maximum Web Forces Per Ply (Ibs) for (2) CLR'S where shown. Scab reinforcement to be Webs Tens.Comp. Webs Tens. Comp. same size, species, grade, and 80% length of web 4Q1itf5f9nrd71JtFo member. Attach with 0.128x3" gun nails @ 6" oc. ij�fgJiryo 089 C - N 1089 -274 L - F 3047 -1224 3047 -1224 -274 F - K N - D 4053 Loading ° 1 sg•a®4ama�p #1 hip supports 7-0-0 D-M 568 -883 F -J 1889 -778 M - E 834 67 G - J 344 528 jacks with no webs. F roy` ®o°« Qxl�® ` E - L 1423 -3051 Wind +� •° • Wind loads and reactions based on MWFRS. Wind loading based on both gable and hip roof types. WARNING! This truss is not symmetric, but its exterior geometry makes erection error more ° probable. It is imperative that this truss be installed ,,r 4 p ; properly. • Aa % °v°e Ott• vo •®tl'aomtruc*gib � A� /0NAL COA o` ' Iniplee68183 W 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 Information, by SBCA) for of BCSI (Building TPI an 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 as applicabgle. Apply plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. B3, B7 or B10, 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 bracin trusses. A this drawing and of seal on or cover pa a 6750 Forum Drive listing this drawing indicates acceptance of professional engineering responsibilit 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: -AI ine: al ineilw.com; TPI: t inst.or ; SBCA: sbcindusl .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 249599 / SPEC Ply: 1 Job Number: N334496 Cust: R 8975 JRef:1X3L89750042 T2 / FROM: RWM Qty: 1 7A5/320 ,182EC,E ,R101 / 1828/CALI/4EBB ELEV.C/E DrwNo: 069.21.1140.50869 Truss Label: All SSB / WHK 03/1012021 5'7"4 5'7"4 T EO zo 1= 10 10, 10'B" 11'3"15 16'0"1 237'15 50"12 ��5 4'8"2 7714 7'7"15 + 39'8" 10'0"1 5X5 D F5 =4F4 =5X5 Z5H5 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/2 to h Spacing: 24.0 " C&C Dist a: 3.97 ft Loc. from endwall: not in 4.50 ft GCpi: 0.18 Wind Duration: 1.60 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. 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): 0.229 L 999 360 VERT(CL): 0.427 L 999 240 HORZ(LL): 0.076 K - - HORZ(TL): 0.142 K Creep Factor: 2.0 Max TC CSI: 0.820 Max BC CSI: 0.802 Max Web CSI: 0.811 Ver: 20.02.00A.1020.20 .,f 0.7.08 S •0P a ° COA��f ,ONAL � i� 03/10/2021 10, 1' 39'8" ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 1556 /- /- /932 /716 /257 1 1556 /- A /930 /718 P 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 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 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 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 tr ss in conformance with ANSI/l Pl 1, or for handling, shipping,, Installation and bracinQof trusses. A seal on this drawing or cover page - 6750 Forum Drive listing this drawin indicates acceptance of professional en Ineering responsibili� solely -for the design shown. The suitability and use of this Suite 305 drawing for any structur is the responsibility of the BuildingUesigner per ANSI/TPI 1 Sec.2. For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust :com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEON: 249600 / COMNI Ply: 1 Job Number: N334496 Cust: R8975 JRef:1X3L89750042 720 / FROM: RWM 1 7A5/3 Oty: 20 ,182EC,E ,RI01 / 1828/CALI/4EBB ELEV.C/E DrwNo: 069.21.1140.50493 Truss Label: A13 SSB / WHK 03/10/2021 a 5'7"4 10'8" 13'3"1 217'15 5'7"4 5'012 2'71 8'4" 5X5 D 317'15 39'8" 10, { 8101.1 12 �5E5 T3 =HOF10 T4 G 2X4 =6 6 -7- C T�2 (a) W 7TZo A 1 B H v 11�8,8„ =3X6(A1) 81 =3X8 =5X5 N =4X6 =5X5=3X6(A7) 10,8" 10'8" 20'8" Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-16 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Kzt: NA Des Ld: 37.00 Mean Height: 15.00 ft NCBCLL: 10.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 Spacing: 24.0 " C&C Dist a: 3.97 ft Loc. from endwall: not in 4.50 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; T3 2x4 SP #1; T4 2x4 SP 2400f-2.0E; Bot chord: 2x4 SP #2 N; 131 2x4 SP #1; Webs: 2x4 SP #3; W7 2x4 SP #2 N; Bracing (a) 1X4 #3SRB or better continuous lateral restraint to be equally spaced. Attach with (2) 8d Box or Gun nails(0.113"x2.5",min.). Restraint material to be supplied and attached at both ends to a suitable support by erection contractor. (a) or scab reinforcement may be used in lieu of CLR restraint. substitute (1) scab for (1) CLR and (2) scabs for (2) CLR'S where shown. Scab reinforcement to be same size, species, grade, and 80% length of web member. Attach with 0.128x3" gun nails @ 6" oc. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types U," 7' 10" 1623'10" 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): 5'8„ T10" 31'8" Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): 0.043 M 999 360 VERT(CL): 0.080 M 999 240 HORZ(LL): 0.017 J - - HORZ(TL): 0.028 J Creep Factor: 2.0 Max TC CSI: 0.957 Max BC CSI: 0.647 Max Web CSI: 0.546 Ver: 20.02.00A.1020.20 v ;..-- i! J "fglrb 1 i+' o.708 0 r r CO 03/10/2021 13'4" B. 39'8" ♦ Maximum Reactions (Ibs), or *=PLF Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 840 /- 1- /551 /397 /257 N* 315 /- /- /159 /140 /- H 585 /- /- /436 /242 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 N Brg Width = 68.0 Min Req = - H Brg Width = 8.0 Min Req = 1.5 Bearings B, N, & H are a rigid surface. Bearings B, N, & 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 959 -1265 E - F 645 - 628 C - D 755 - 932 F - G 648 - 471 D - E 808 - 911 G - H 324 - 611 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - M 1088 - 733 K - J 924 - 213 M - L 931 - 620 J - H 455 -107 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp C - M 396 - 367 L - F 903 - 565 D - M 619 -454 F - K 1390 -1254 M - E 442 - 299 K - G 854 -1043 E - L 449 - 564 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlingshipping, installingand bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached rigid ceiling Locations shown for ermanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or B10 as applicable. Apply Oates to each face of truss and position as shown above and on the Join -Details, unless noted otherwise. Pefer 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/TPI 1, or for handling, shipping,, installation and bracin4of trusses. A seal on this drawing or cover page 675o Forum Drive listing this drawing indicates acceptance ;of professional engineering responsibili�tvv solely -for the design shown. The suitabiligy and use of this Suite For drawing for any structure is the responsibility of the Building -Designer per ANSIffPI 1 Sec.2.305 For more information see these web sites: Alpine: alpineitw.com; TPI: tvinst.orq: SBCA: sbcindustrv.com: ICC: iccsafe.oro: AWC: awc.orc Orlando FL, 32821 SEQN: 249601 / COMN Ply: 1 Job Number: N334496 Cust: R 8975 JRef:1X3L89750042 T19 / FROM: RWM Qty: 1 7A5/320 ,182EC,E ,RI01 / 1828/CALI/4EBB ELEV.C/E DrwNo: 069.21.1140.51118 Truss Label: A15 SSB / WHK 03/10/2021 5'7"4 10'8" 15'3"15 23'3"15 31'8"l 32'8" 39'8" 57"4 5'0"12 4'7"15 8' 8'4"2 11 '15 7' =5X5 D 12 T 6 2X4 �5XE4 =HOF10 5X10(SRS) H T � C T3 T4 G ro rl) �(a) o T i2 v B I a a A J I—I-5XO8 3X6(A1) -5X5 =4X6 =4X4L =5X5 =3X6(A1) 21' 5' 13'8" 8. 5' 5 W" 8' 1 8' 16' 21' 26' 31'8" 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): 0.038 O 999 360 Loc R+ / R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.072 O 999 240 B 745 /- /- /497 /341 /276 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.017 K - - M 1429 /- /- /726 /654 /- Des Ld: 37.00 EXP: C Kzt: NA HORZ(TL): 0.031 K L 629 /- /- /238 1218 !- NCBCLL: 10.00 Mean Height: 15.00 It TCDL: .2 psf Building Code: Creep Factor: 2.0 1 534 A /- /399 /245 /- Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.701 Wind reactions based on MWFRS Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 TPI Std: 2014 Max BC CSI: 0.635 B Brg Width = 8.0 Min Req = 1.5 Spacing: 24.0 " C&C Dist a: 3.97 ft Re Fac: Yes p Max Web CSI; 0.703 M Brg Width = 8.0 Min Req = 2.0 Loc. from endwall: Any FT/RT:20(0)/l0(0) L Brg Width = 8.0 Min Req = 1.5 I Brg Width = 8.0 Min Req = 1.5 GCpi: 0.18 Plate Type(s): Bearings B, M, L, & I are a rigid surface. Wind Duration: 1.60 WAVE HS VIEW Ver: 20.02.o0A.1020.20 Bearings B, M, L, & I require a seat plate. Lumber Members not listed have forces less than 375# Top chord: 2x4 SP #2 N; T3,T4 2x4 SP #1; Maximum Top Chord Forces Per Ply (Ibs) Bot chord: 2x4 SP #2 N; Chords Tens.Comp. Chords Tens. Comp. Webs: 2x4 SP #3; B - C 1109 -1100 E - F 800 -732 Bracing C - D 1003 -901 G - H 766 -618 (a) 1X4 #3SRB or better continuous lateral restraint to D - E 835 - 674 H - 1 595 - 577 be equally spaced. Attach with (2) 8d Box or Gun nails(0.113"x2.5",min.). Restraint material to be supplied Maximum Bot Chord Forces Per Ply (Ibs) and attached at both ends to a suitable support by Chords Tens.Comp. Chords Tens. Comp. erection contractor. (a) or scab reinforcement may be used in lieu of CLR B - 0 936 - 827 M - L 464 - 410 restraint. substitute (1) scab for (1) CLR and (2) scabs O - N 570 -442 L - K 530 -367 for (2) CLR'S where shown. Scab reinforcement to be N - M 598 -426 K - I 451 326 same size, species, grade, and 80% length of web member. Attach with 0.128x3" gun nails @ 6" oc. ggtt€attl��iq�p/rtr a''�+y�� Maximum Web Forces Per Ply (Ibs) �` Webs Tens.Comp. Webs Tens. Comp. Wind Wind loads based on MWFRS with additional C&C` member design. ®°°p`°°.���®�, 'tea° ,3 'p, C - 0 502 -291 M - F 909 -732 O - D 469 -387 L - G 947 - 898 Wind loading based on both gable and hip roof types. ®� o°�° • «„ a • E - M 1635 -1574 o* t 08 ICOA ° t8iffi�1� 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, handiin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have proper)Y attached structural sheathing and bottom chord shall have a properly attached ri id 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. 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$4Components 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 bracinq of trusses. A seal on this drawingor cover pa a 6750 Forum Drive listing this drawing indicates acceptance of professional en sneering responsibili solely -for the design shown. The suitabilitand use of this Suite For drawing for any structure is the responsibility of the Building -Designer per ANSI/T�1 1 Sec.2.305 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: 249602 / SPEC Ply: 1 Job Number: N334496 Cust: R 8975 JRef:1X3L89750042 T18 1 FROM: RWM Qty: 1 7A5/320 ,182EC,E ,RI01 / 1828/CALI/4EBB ELEV.C/E DrwNo: 069.21.1140.50212 Truss Label: A16 SSB / WHK 03/10/2021 5'74 10'8" 17'3"15 23'6" 29'8"1 32'8" 39'8" 5'74 5'0"12 6'7"15 6'2"1 6'2"1 2'11"1 7' 19'3"15 6 12 —5L5 I M C =8X8 =8X8 ;5X10(SRS T 5o E F G H I J K _ E. o jp B Z AB AE M _k A N 3X6(A1) Y X W V U T S R Q P O =_3X6(A1) 1 =5X5 =5X5 =4X6 1112X4(**) =5X5 21' 5' 13'8" 1' 8' 8' 1'3"15 5' 36"5 8' 1' 17' "15 26' 29'6"5 2'1" 11 21 21' i 31'8' Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in ]cc L/defl L/# Gravity Non -Gravity TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.037 Y 999 360 Loc R+ / R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.069 Y 999 240 B 774 /- /- /508 /355 1317 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.016 0 - - U 1323 /- /- /633 /586 /- Des Ld: 37.00 EXP: C Kzt: NA HORZ(TL): 0.030 0 R 711 /- /- /257 /237 /- NCBCLL: 10.00 Mean Height: 15.00 ft Building Code: Creep Factor: 2.0 M 531 /- /- /381 /247 /- Soffit: 0.00 TCDL: 4.2 psf BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.948 Wind reactions based on MWFRS Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 TPI Std: 2014 Max BC CSI: 0.636 B Brg Width = 8.0 Min Req = 1.5 U Brg Width = 8.0 Min Req = 1.8 Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Fac: Yes Max Web CSI: 0.584 R Brg Width = 8.0 Min Req = 1.5 Loc. from endwall: Any FT/RT:20(0)/10(0) M Brg Width = 8.0 Min Req = 1.5 GCpi: 0.18 Plate Type(s): Bearings B, U, R, & M are a rigid surface. Wind Duration: 1.60 WAVE VIEW Ver: 20.02.00A.1020.20 Bearings B, U, R. & M require a seat plate. Lumber Members not listed have forces less than 375# Top chord: 2x4 SP #2 N; Maximum Top Chord Forces Per Ply (Ibs) Bot chord: 2x4 SP #2 N; Chords Tens.Comp. Chords Tens. Comp. Webs: 2x4 SP #3; B - C 1118 -1151 F - G 823 - 776 Plating Notes C - D 1027 -960 G - H 834 -791 D - E 791 -7K - L 681 - 5 48 All plates are 2X4 except as noted. E - F 823 - 777 L - M 628 - 571 (**) 1 plate(s) require special positioning. Refer to scaled plate plot details for special positioning requirements. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. 03/10/2021 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 W - V 462 - 350 Q - P 424 - 355 V - U 462 - 350 P - 0 424 - 356 U - T 589 - 490 O - M 446 - 354 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. C - Y 445 - 257 U -AB 611 - 605 Y - D 453 - 285 AB- H 504 - 522 E - Z 1516 -1447 R -AE 930 - 847 Z - U 1536 -1466 AE- K 910 - 826 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT*' FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handling shipping, installing and bracing. , Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have proper)% attached structural sheathing and bottom chord shall have a properly attached ri id ceilin Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or B10 as applicable. App�y 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 BuildincL Components Group Inc. shall not. g 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 bracinof trusses. A seal on this drawing or cover page listing this drawingg indicates acceptance of professional encillneenng responsibilit solely -for 6750 Forum Drive or the design shown. The suitability and use of this drawing for any structure is the responsibility of the Building -Designer per ANSI/TA 1 Sec:2. Suite Fos 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: 249603 / GABL Ply: 1 Job Number: N334496 Cust: R 8975 JRef:1X3L89750042 T3 / FROM: HMT Qty: 1 ,7A5/320 ,182EC,E ,RI01 / 1828/CALI/4EBB ELEV.C/E DrwNo: 069.21.1140.50040 Truss Label: B1GE SSB / WHK 03110/2021 1018.1i 21.4" 10,8" 1018" 4'8" 1 2--1 (TYP) =4F4 M co LN C'3 Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37. 00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Lumber Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Webs: 2x4 SP #3; Plating Notes All plates are 2X4 except as noted. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Additional Notes See DWGS Al6015ENC160118 & GBLLETIN0118 for gable wind bracing and other requirements. =bxb 21'4" 21'4" 21'4" Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): Deft/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): 0.004 R 999 360 VERT(CL): 0.007 R 999 240 HORZ(LL): 0.005 L - - HORZ(TL): 0.006 L Creep Factor: 2.0 Max TC CSI: 0.196 Max BC CSI: 0.164 Max Web CSI: 0.069 Ver: 20.02.00A.1020.20 Z COA t�4F/LO�iAL V; 4c."' ` "gio vst"Al 03/10/2021 ♦ Maximum Reactions (lbs), or *=PLF Gravity Non -Gravity Loc R+ /R- 1Rh /Rw /U /RL B 245 A /- /134 /103 1243 J* 72 A /- /35 /33 !- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 J Brg Width = 248 Min Req = - Bearings B & B are a rigid surface. Bearings B & B require a seat plate. Members not listed have forces less than 375# **WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating handling shipping, installing and bracing. , Refer to and follow the latest edition of BCSI (Building Component Safety Information, bV TPI and SBCA) r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have proper)Y attached structural sheathing and bottom chord shall have a properly attachetl 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. Refer to drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITV 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 bracing of trusses. A seal on this drawing or cover pa a 675o Forum Drive listing this drawing indicates acceptance of professional engiineering responsibility solely -for the design shown. The suitability and use of this Suite For drawing for any s9ructure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2.305 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: 249604 / GABL Ply: 1 Job Number: N334496 Cust: R 8975 JRef:1X3L89750042 T1 / FROM: RWM Qty: 1 ,7A5/320 ,182EC,E ,RI01 / 1828/CALI/4EBB ELEV.C/E DrwNo: 069.21.1140.50352 Truss Label: C1GE 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 " T 7' r5' �{-- 2' (TYP) Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 15.00 it TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 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. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Additional Notes See DWGS Al 6015ENC1601 18 & GBLLETIN0118 for gable wind bracing and other requirements. =4X4 D 14' 14' 14, Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): 14' 7' Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.005 J 999 360 VERT(CL): 0.008 J 999 240 HORZ(LL): 0.004 H - - HORZ(TL): 0.006 J Creep Factor: 2.0 Max TC CSI: 0.308 Max BC CSI: 0.177 Max Web CSI: 0.142 VIEW Ver: 20.02.00A.1020.20 H. � ®��tl4�AQ6p®p* �✓ram+ ;» o.7,08 1 e o a M 0 qo* S g V COA �N X. ♦Maximum Reactions (Ibs), or*=PLF Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B* 68 /- /- /38 130 /13 F 268 /- /- /206 /134 /- Wind reactions based on MWFRS B Brg Width = 159 Min Req = - F Brg Width = 8.0 Min Req = 1.5 Bearings B & F are a rigid surface. Bearings B & F require a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. C - D 377 -129 D - E 376 -129 Maximum Gable Forces Per Ply (Ibs) Gables Tens.Comp. Gables Tens. Comp. C - J 511 - 238 H - E 511 - 238 03/10/2021, **WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS t require extreme are in fabricating, hand shipping, installing and bracing. , Refer to and follow the latest edition of BCSI (Building Went Safety Information, by TPI and SBCA) fo'r safety practices prior to pertormmg these functions. Installers shall provide temporary erBCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly cainnid ceiling Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or B10, cable. Apply plates to each face. of truss and position as shown above and on the Joint Details, unless noted otherwise. F1efer to is 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. a division of ITW Buildin Components Group Inc. shall not,be responsible for any deviation from this drawing, any. failure to build the conformance with ANSI/ PI 1, or for handling, shipping,, installation and bracinlof trusses. A seal on this drawing or cover pa4e us drawing indicates acceptance of professional enc�sneering responsibili((�� solely for the design shown. The suitability and use Nis for any structure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2. 6750 Forum Drive Suite 305 Orlando FL, 32821 SEQN: 249616 / EJAC Ply: 1 Job Number: N334496 Cust: R 8975 JRef:1X3L89750042 T15 / FROM: RWM Qty: 14 7A5/320 ,182EC,E ,RI01 / 1828/CALI/4EBB ELEV.C/E DrwNo: 069.21.1140.50524 Truss Label: EJ7 SSB / WHK 03/101202' Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " C 12'2"11 12 6 cn o � ih B q 8,8„ D Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.00 ft Loc. from endwall: not in 4.50 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #1; Bot chord: 2x4 SP #2 N; Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Additional Notes Provide (2) 0.131"x3.0", min. toe -nails at top chord. Provide (2) 0.131"x3.0", min. toe -nails at bottom chord. 7' 7' Snow Criteria (Pg,Pf in PSF) Pg:'NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): NA VERT(CL): NA HORZ(LL): 0.015 D HORZ(TL): 0.028 D Creep Factor: 2.0 Max TC CSI: 0.720 Max BC CSI: 0.507 Max Web CSI: 0.000 Ver: 20.02.00A.1020.20 • { /y o* 708 I i r p f Y Sqy Tii 0 s , � Y o w ? fAs y C/$00N OA 6 03/10/2021 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 331 /- !- /249 - /108 /208 D 125 /- /- /73 /- /- C 174 /- /- /128 /169 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Members not listed have forces less than 375# —WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS quire extreme care in fabricating, handling shipping, installing and bracing. , Refer to and follow the latest edition of BCSI (Building t Safety Information, by TPI and SBCA) r safety practices prior to performing these functions. Installers shall provide temporary. BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly id ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or 610 e. ADR elates to each face of truss and Dosition as shown above and on the Join Details. unless noted otherwise. Refer to IS 16OA-L for standard plate positions. Keter t0 job's General Notes page for additional Information. a division of ITW Buildin jComponents Group Inc. shall not,be responsible for any deviation from this drawing, any failure to build the conformance with ANSI PI PI 1, or for handling, shipping,. Installation. and bracin or trusses. A seal on this drawingor cover page is drawing indicates acceptance of professional engcLpeering responsibilittyy solely -for the design shown. The suitabiliy and use of [rlis 1 for any structure is the responsibility of the Buildingl7esigner per ANSI/TPI 1 Sec.2. 6750 Forum Drive Suite 305 Orlando FL, 32821 SEQN: 249606 / JACK Ply: 1 1 Job Number: N334496 Cust: R 8975 JRef:1X3L89750042 T11 / FROM: LPM Qty: 4 7A5/320 ,182EC,E ,RI01 / 1828/CALI/4EBB ELEV.C/E DrwNo: 069.21.1140.50494 Truss Label: CJ5 KD / YK 03/10/2021 Loading Criteria (psi) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " C 11'2"5 12 6 Cl) r (V M M B A $,$„ D �— 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: not in 4.50 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Additional Notes Provide (2) 0.131"x3.0", min. toe -nails at top chord. Provide (2) 0.131 "x3.0", min. toe -nails at bottom chord. 4' 11 "4 4' 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): Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): NA VERT(CL): NA HORZ(LL): 0.005 D HORZ(TL): 0.010 D Creep Factor: 2.0 Max TC CSI: 0.549 Max BC CSI: 0.257 Max Web CSI: 0.000 VIEW Ver: 20.02.00A.1020.20 t ®�gYwamao my 6• `f��Ze. 4. 70$ 0 � 0 �qg 8 Ai 0 i 0qj(, ' iO@n1411% ov 03/10/2021 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 256 /- /- /200 /88 /152 D 89 /- /- /51 /- /- C 118 /- A /85 /116 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# **WARNING- READ AND FOLLOW ALL NOTES ON THIS DRAWING! —IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. , Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI an SBCA) for safety practices prior to performing these functions. Installers shall provide temporary, bracing per BCSI. Unless noted otherwise, top chord shall have proper)Y attached structural sheathing and bottom chord shall have a properly attached rigid ceiling Locations shown for permanent laterel_restraint of webs shall have bracin(] installed per BCSI sections B3, B7 or B10, as applicable. Apply Oates to each face of truss and positron 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 BuildinQQComponents 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 bracin4 of trusses. A seal on this drawing or cover pa a 675o Forum Drive listing this drawing indicates acceptance of professional en ineering responsibilityy solely -for the design shown. The suitability and use of this drawing for any structure is the responsibiliV of the Building Designer per ANSI/TPI 1 Sec.2. Suite 305 For more information see these web sites: Alpine: al ineilw.com; TPI: t insLorg; SBCA: sbcindustry.com; ICC: iccsafe.org; AWC: awc.org Orlando FL, 32821 SEQN: 249607 / JACK Ply: 1 Job Number: N334496 Cust: R 8975 JR&AX3L89750042 T26 ! FROM: LPM City: 4 ,7A5/320 ,182EC,E ,RI01 / 1828/CALI/4EBB ELEV.C/E DrwNo: 069.21.1140.50290 Truss Label: CJ3 SSB / WHK 03/10/2021 �— 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: 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; 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. 2' 11 "4 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): 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 Ve r: 20.02.00A.1020.20 P P y 6 y k 's A,COA Al. PPP�OPOa� PP.P9 N�ffi` moittul 03/10/2021 10'2"5 rn c� CV 81811 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 185 /- /- /156 771 /99 D 50 /- /- /27 A A C 63 /- A /44 /64 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# **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-andSBCA) r saty 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 oT 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 BuildincLComponents Group Inc. shall not be respponsible for any deviation from this drawing, any. failure to build the truss in conformance with ANSI 1,- or for handling, shipping,. Installatlon and bracin of trusses. A seal on this drawing or cover page 6750 Forum Drive listing this drawing indicates acceptance of professional en sneering responsibility solely or the design shown. The suitability and use of This Suite 305 drawing for any structure is the responsibility of the Building�esigner per ANSI/TPI 1 Sec.2. For more information see these web sites: Alpine: alpineitw.com; TPI: tpinst.org; SBCA: sbcindustry.com; ICC: iccsafe.org; AWC: awc.org Orlando FL, 32821 SEQN: 249608 / JACK FROM: LPM Ply: 1 Qty: 4 Job Number: N334496 ,7A5/320 ,182EC,E ,RI01 ! 1828/CALI/4EBB ELEV.C/E Truss Label: CA Cust: R 8975 JRef:1x3L89750042 T27 I DrwNo: 069.21.1140.51261 KD / WHK 03/10/2021 12 6 � C B 9'2"5 M rn 3 M $r$rr A D Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 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. X4(A1) 1, 11 "4 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 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 Ver: 20.02.00A.1020.20 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ /R- /Rh /Rw /U /RL B 143 /- /- /145 f76 ME D 11 /-2 /- /14 /10 A C - /-15 A /29 /33 A Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. 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 rigid ceilin Locations shown for permanent later@[ restraint of webs shall have bracing installed per BCSI sections B3, B7 or 1310, as applicab-le. Applgy plates to each face of truss and positron 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 1, or for handling, shipping,, installation and bracin4 of trusses. A seal on this drawing or cover pa a s75o Forum Drive listing this drawing indicates acceptance of professional engineering responsibility solely -for the design shown. The suitability and use of this Suite Fos drawing for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ]CC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 249609 / HIP_ Ply: 1 Job Number: N334496 Cust: R 8975 JRef:1X3L89750042 T16 / FROM: HMT Qty: 2 7A5/320 ,182EC,E ,RI01 / 182B/CALI/4EBB ELEV.C/E DrwNo: 069.21.1140.50275 Truss Label: HJ7 KD / WHK 03/10/202' 5'3"5 5'3"5 9'10"1 4'6"l 1 L91 12'2"3 12 4.24 Z 2X4 C v v B T 4i A 6,8„ FE 2X4(A1) =4X4 Loading Criteria (psi) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 0.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " �^— 1,5„ 9'2"2 17..14 9'2"2 1 9'10'1 Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: NA GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP 2400f-2.0E; Webs: 2x4 SP #3; Loading Hipjack supports 6-11-8 setback jacks with no webs. Wind Wind loads and reactions based on MWFRS. Wind loading based on both gable and hip roof types. (3) 16d common (0.162"x3.5") nails at top chord (3) 16d common (0.162"x3.5") 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: No FT/RT:20(0)/10(0) Plate Type(s): Defl/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 A ea8°, �ae COAs 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 A A /177 A Wind reactions based on MWFRS B Brg Width = 10.6 Min Req = 1.5 E Brg Width = 1.5 Min Req = - D Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. B - C 394 - 562 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. B - F 531 - 358 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. C - F 394 - 583 "`WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS s require extreme care in fabricating handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Went Safety Information, by TPI and'SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary per BCSI. Unless noted otherwise, top chord shall have proper)Y attached structural sheathing and bottom chord shall have a properly p rigid ceilin Locations shown for ermanent lateral restraint of webs shall have bracin installed per BCSI sections B3, 67 or 610, cabge. Apply prates to each face. oltruss and positron as shown above and on the J o int9Datails, unless noted otherwise. Refer to Is 160A-Z for standard plate positrons. Refer to job's General Notes page for additional information. a division of ITW Buildin Components Group Inc. shall not be responsible for any deviation from this drawing, any, failure to build the conformance with ANSI/TPI 1, or for handling, shipping,. installapon and bracin4of trusses. A seal on this drawing or cover pa e ,is drawing indicates acceptance of professional englneering responsibility solely for the design shown. The suitabilify and use of this 1 for any s ructure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. 6750 Forum Drive Suite 305 Orlando FL, 32821 Gable Stud Reinf orcement Detail ASCE 7-16: 160 mph Wind Speed, 15' Mean Height, Enc(osed, Exposure C, Kzt = 1,00 Or, 140 mph Wind Speed, 15' Mean Height, Partla(ly Enclosed, Exposure C, Kzt = 1,00 Or, 140 mph Wind Speed, 15' Mean Height, Enclosed, Exposure D, Kzt = 1.00 nrl 1;)n mnh Wier! Cnoo,J 1S' Meng. W-1.,M+ Pn +I,,l1. r- -l---A P.......-. .._., n v - S 2x4 Brace Gable Vertical Spacing Species Grade No Braces (1) lx4 'L' Brace w (1) 2x4 'L' Brace w (2) 2x4 'L' Brace ww (1) 2x6 'L' Brace w (2) 2x6 'L' Brace N31 Group A Group B Group A Group B Group A Group B Group A Group B Group A Group B #1 / #2 U S P P #3 3' 8' 5' 9' 6' 2' 7' 8' 7' 11' 9' 1'' 9' 6' 12' 0' 12' 6' 14' 0' 14' 0' Hr Stud 3' 8' 5' 9' 6' 1' 7' 8' 7' 11' 9' 1' 9' 6' 12, 0' 12' 6' 14' 0' 14' 0' o r Standard 3' 8' 4' 11' 5' 3' 6' 7' 7' 1' 8' IS' 9' 6' 1V 4' 11' 1' 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' d P Stud 3' 9' 5' 3' 5' 7' 6' 11' 7' S' 9' 2' 9' 7' 10, ill 11' 8' 14' 0' 14' 0' Standard 3' 6' 4' 7' 4' 11' 6' 2' 6' 7' 8' 4' 811 ' ' 9' 8' 10' 4' 13' 1' 14' 0' U #1 / #2 4' 5' 7' 6' 7' 9' 8' 10, 9' 3' 10' 7' Ill 0' 13' 11' 14' 0' 14' 0' 14' 0' _ S[- P f #3 4' 2' 7' 1' 7' 9' 8' 9' 9' 1' 10' 5' 10' 10' 1 13' 9' 14' 0' 14' 0' 14' 0' U H 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' B' Ill 1' 14' 0' 14' 0' 14' 0' 14' 0' S P #2 4' 5' 7' 6' 7' 9' 8' 10, 9' 3' 10' 7' 11' 0' 13' 11' 14' 0' 14' 0' 14' 0' #3 4' 4' 6' S' 6' 10, 8' 6' 9' 1' 10' 6' 10, 11' 13' 4' 14' 0' 14' 0' 14' 0' Q) D P L Stud 4' 4' 6' 5' 6' 10, 8' 6' 9' 1' 10' 6' 10, 11' 13' 4' 14' 0' 14' 0' 14' 0' Standard 4' 2' 5' 8' 6' 0' 7' 6' 8' 0' 10' 2' 10' 10' 11' 10, 12' 7' 14' 0' 14' 0' #1 / #2 4' 10' 8' 3' 8' 7' 9' 9' 10' 2' 10' 7' 12' 1' 14' 0' 14' 0' 14' V 14' 0' d _ S P F #3 4' 7' 8' 2' 6' 5' 9' 8' 10, 0' 11' 6' 12' 0' 14' 0' 14' 0' 14' 0' 14' 0' U I I F Stud 4' 7' 8' 2' 8' 5' 9' 8' 10, 0' 11' 6' 12, 0' 14' 0' 14' 0' 14' 0' 14' 0' O Ill Standard 4' 7' 7' 0' 7' 5' 9' 4' 10, 0' 11' 6' 12' 0' 14' 0' 14' 0' 14' 0' 14' 0' X #1 5' 1' 8' 5' 8' 8' 9' 11' 10' 3' 11' 9' 12' 3' 14' 0' 14' 0' 14' 0' 14' 0' CS S P #2 4' 10' 8' 3' 8' 7' 1 9' 9' 10' 2'_T 11' 7' 12' 1' 14' 0' 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' 14' 0' r-I D P L Stud 4' 9' 7' 4' 7' 10' 9' 8' 10' 1' 11' 7' 12' 0' 14' 0' 14' 0' 14' 0' 14' 0' Standard 4' 7' 6' 6' 6' 11' 1 88' 9' 3' 1 11' 6' 1 12' 0' 13' 7' 14' 0' 14' 0' 14' 0' b Aout able Truss Diagonal brace option, vertical length may be doubled when dlagonal 18' brace Is used, Connect diagonal brace for 600# at each end. Max' web 'L' Brace End total length Is � 14', 4 Zones, typ, 2x6 DF-L #2 or better dlagonal T_ Vertical length shown brace) single B, In table above. or double cut 45' (as shown) at iupper end. Connect diagonal at I I .1 / 11 / % midpoint of vertical web, 41 41 Refer to chart _Abor wwVARNINGI— READ AND FDLLDV ALL NDTES ON THIS DRAWING! ..WMTANra FURNISH THIS DRAVDIG To ALL CM IRACTURS DULUDING THE INSTALLM Trusses require extreme core In fabricating, handling, shipping, InstnlUng and bracing, Refe{g tp}�r follow the latest edition of SCSI (Building Component Safety Information, by TPI and SBCA) fa�sd0iel practices prior to performing these functions. Installers shall provide temporary bracing pe BCSL Unless noted otherwise, top chord shall have properly attached structural sheathing and bo m ct shall have a properly attached rigid ceiling. Locations shown for permanent lateral restralnt'�f shall have bracing Installed per BCSI sections B3, B7 or B10, as applicable. Apply plates to ena w of truss and position as shown above and on the Joint Detafts, unless noted otherwise. PI Refer to drawings 16OA-Z for standard plate positions. Alpine, a 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, shippl , AN ITW COMPANY Installatlon 6 bracing of trusses. A seal on this drawing or cover page listing this drawing, Indicates acceptance of professional 11514\Earth\ City\ Expressway engineering responsibility solely for the design shown The sultnbatty and use of this drawing IISuite\242 for any structure is the responsbIllty of the Building Designer per ANSI/TPI 1 SecB \\Earth\City,\MO\63045 For more Information see this Job's general notes page and these web sites - ALPINE, wvalpineitw,coml TPD rwr, Inst,.rgl SBCA, wvw.sbclndustry.orgl ICC, vwlccsafeorg r Bracing Group Species and Grades) Group AI S ruce-Pine-Fir Hen -Fir #i / #2 Stnndard #2 Stud #3 Stud #3 Standard Doucilas Flr-Larch Southern Plnewww #3 #3 Stud Stud Standard I Standard Group BI Hen -Fir #1 & Btr #1 Do ins Flr-Larch Southern Plnewww #1 #1 #2 #2 El Ix4 Braces shall be SRB (Stress -Rated Board). wwFor Ix4 So. Pine use only Industrial 55 or Industrial 45 Stress -Rated Boards. Group B values may be used with these rades, Gable Truss Detail Notes) Wind Load deflection criterion Is L/240, Provide uplift connections for 75 plf over continuous bearing (5 psf TC Dead Load), Gable end supports load from 4' 0' outlookers with 2' 0' overhang, or 12' plywood overhang. Attach 'L' braces with 10d (0.128'x3.0' min) nails. )K For (1) 'L' brace, space nalls at 2' o.c. In IS' end zones and 4' o.c. between zones. iK)KFor (2) 'L' braces) space malls at 3' o.c. In 18' end zones and 6' o.c. between zones. 'L' bracing must be a minimum of 807 of web member length. Gable Vertical Plate Sizes Ult"11 0 fill", Vertical Len th No S lice Less than 4' 0' 2X3 Greater than 4' 0', but less than 11' 6' 3X4 Greater than 11' 6' 4X4 I %� ,"'-- + Refer to common truss design for nrl o• ;u rlzj peak, splice, and heel plates. • o Refer to the Building Designer for conditions qajeye tl` lef th, not addressed by this detail. flu REF ASCE7-16-GAB16015 r DATE 01/26/2018 NT (0w� � DRWG A16015ENC160118 woo �C? MAX. TOT, LD, 60 PSF ewwn, eaaw l�AttflJ�10/2021 MAX, SPACING 24V 'T Relnfol Memb Gn Tr Gable Detail For Let -in Vertic-als Plate Sizes pproprlate Alpine gable detail for e sizes for vertical studs. Engineered truss design for peak, b, and heel plates. vertical plates overlap, use a •te that covers the total area of lapped plates to span the web, z, 2*2X4 2X8 Provide connections for uplift specified on the engineered truss design. Attach each 'T' reinforcing member with End Driven Nallsi IOd Common (0,148'x 3,',min) Nails at 4' o.c. plus (4) nails In the top and bottom chords. Toenalled Nalls- 10d Common (0,148'x3',m1n) Toenails at 4' o,c, plus (4) toenails In the top and bottom chords. This detall to be used with the appropriate Alpine gable detail for ASCE wind load. ASCE 7-05 Gable Detail Drawings A13015051014, A12015051014, A11015051014, A10015051014, A14015051014, A13030051014, A12030051014, A11030051014, A10030051014, A14030051014 ASCE 7-10 & ASCE 7-16 Gable Detail Drawings A11515ENC100118, A12015ENC100118, A14015ENC100118, A16015ENC100118, A18015ENC100118, A20015ENC100118, A20015END100118, A20015PED100118, A11530ENC100118, A12030ENC100118, A14030ENC100118, A16030ENC100118, A18030ENC100118, A20030ENC100118, A20030END100118, A2003OPED100118, S11515ENC100118, S12015ENC100118, S14015ENC100118, S16015ENC100118, S18015ENC100118, S20015ENC100118, S20015END10011 V81 6QiQj S11530ENC100118, S12030ENC100118, S14030ENC 30K,1001 8,/A/4, S18030ENC100118, S20030ENC100118, S20030 O1 �• q�laPbaO See appropriate Alpine gable detail for maxi y� a e�F1''4r{c's&C ; dvr-0 'T' Reinforcement Attachment Detail 'T' Reinforcing 'T' Relnforcing Member Member Toe -null - Or - End -nail To convert from 'L' to 'T' reinforcing members, multiply 'T' Increase by length (based on appropriate Alpine gable detail). Maximum allowable 'T' reinforced gable vertical length Is 14' from top to bottom chord. 'T' reinforcing member material must match size, specie, and grade of the 'L' reinforcing member, eb Length Increase w/ °T' Brace 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) = 30% = 1.30 (1) 2x4 'L' Brace Length = 8' 7' Maximum 'T' Reinforced Gable Vertical Length 1.30 x 8' 7' = 11' 2' 'T' Relnf. Mbr, Size 'T' Increase 2x4 30 2x6 20 A-WAMW- READ AND F'®1DV ALL WITS IN TIUS DRAWMGI g ® 0. �V0 f REF LET -IN VERT -11V RTMIT•. FURNISH THIS DRAWING TO ALL COKIRACT�2S MCLUJIM THE INSTALLMSG • Trusses require extreme care In fabricating, hand(Ing, shipping, Installing and bracing, Ref -W4 S DATE 01/02/2018 follow the latest edition of BCSI (Bulding Component SafetyInformation, by TPI nntl SBCA) fa sddFFaa practices prior to performing these functions. Installers shall provide tenparnry bracing pe BLSL • S Unless noted otherwise, top chord shall have properly attached structural sheathing off m chol,0 shall have a properly attached rigid celling. Locations shown for permanent lateral restraint f s• C�� 0 DRWG GBLLETIN0118 C shall have bracing Installed per BCSI sections B3, B7 or B10, as applicable. Apply plates to ena&, A PI G of truss and position -Z shown above and an the Joint DetnRs, unless noted otherwise, ,� • fi • w , Refer to drawings 160A-Z for standard plate positions. � Alpine, n division of ITV Building Components Group Inc shall not be responsible for an yy deviatto r ••••. •°°+ this drawing, any failure to build the truss In conformance with ANSI/TPI 1, or for hnndUng, shippin Q•wnr•a,. d�`1 AN ITW COMPANY Installation & bracing of trusses. MAX. T❑T, LD, 60 PSF A seal on this drawing or cover page Usthg this drawing, Indicates acceptance of professional l \\514\Earth\ City\ Expressway engineering responsibility solely for the design shown. The suitability and use of this drawing 4 ��v'9�3/ 10/2021 DUR, FAC, ANY \\Suite\242 for any Structure Is the responsibility of the Building Designer per ANSI/TPI 1 Sec2. \\Earth\City\MO\63045 For more Information see this Job's general notes page and these web sites MAX, SPACING 24,0° ALPINE.-Alpineltw.coml TPI, www.tpinstorgl SBCA, www,sbcindustry.org) ICO wwwkcsafeorg 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, shall be permitted in lieu of fabricating from separate 2x4 members, All plates shown are Alpine Wave Plates. 3X4 12 12 Max. 2X4 X4 i— 8-0-0 max 4X4 20-0-0 (++) Supporting trusses at 24' o.c, maximum spacing, Unless specified otherwise on engineer's sealed design, for vertical valley webs taller than 7-9' apply 2x4 'T' reinforcement, 80Y length of web, sane 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, WAIN Note that the purlin spacing for bracing the top chord of the truss beneath the valley Is measured along the slope of the top chord, ++ Larger spans may be built as long as the vertical height does not exceed 14'-0'. Pitched Cut Bottom Chord Valley Valle Spacing Square Cut Bottom Chord Vallev SQO•G\�Sb1tiHTlEN08� -VARrmmo READ AND FIHJJIV ALL NITTES Iw THIS DRAWINII g �. ■RWMTANT■■ FURNISH THIS DRAWING M ALL CONTRACTORS INCLUDING THE INSTALLERS. = i Trusses requlre extreme care In fnbrlc¢ting, handling, shipping, InstalUng and brncing. Refer ..mo�dd w fall.• the latest edition of SCSI CBuRtling Component Safety Information, by TPI and SHCA, for fd'Cy v practices prior to performing these functions. Installers shall provide temporary brnclng per SL Unless noted otherwise, top chord shall have properly attached structural sheathing and bolt chordA shall have a properly attached rigid ceiling. Locations shown for permanent lateral restraint o •r�q •V P w shall have bracing Installed per SCSI sections 113, B7 or B10, as applicable, Apply plates to ed9vo0F�' of truss and position as shown above and on the Joint Detafts, unless noted otherwise. •ems ep I Refer to drawings 160A-Z for standard plate positions, s $jjj Alpine, a division of ITV Bullding Components Group Inc shall not be responsible for any deviation m this drawing, any failure to build the truss In conformance with ANSI/TPI 1, or for hnndUng, shipping, AN Rw COMPANY Installation 6 binding of trusses. Page listing this drawing, pp In4cates acceptance of professional A seal on this droving ar cover Ci 514\ Earth\ City\ Expressway englneering responsRdllty solely far the design sham. The suitability and use of this dr¢wing l�.dpyff I'llSuitel242 for any structure Is the resporrs6Rlty of the BuRd4g Designer per ANSVTPI I Sect. BI 1 \Earth\ Cily,1 MO\ 63045 For more Information see this Job's general notes page and these web sites ALPIND www.nlpineitw.conl TPD www.tpinst.org) SBCA, www,sbclndustrv.oror ICG wwwJccsafeoro ffPX awP 2X4 Stubbed Valley End Detail 4X4 ❑Ptional Hip Joint Detail T- on Tf usses Partial Framing It 24' O.C. Plan s LL 30 TC DL 20 BC DL 10 BC LL 0 TOT. LD. 60 30 15 10 0 40PSF 7 PSF 10 PSF 0 PSF 57PSF REF VALLEY DETi DATE 01/26/2018 DRWG VAL180160118 55 DUR,FAC.1.25/1.33 1.15 11.15 SPACING 24.0' Valley Detail - ASCE 7-16: 30' Mean Height, Enclosed, Exp, C, Kzt=1,00 Top Chord 2x4 SP #2N, SPF #1/#2, DF-L #2 or better. Bot Chord 2x4 SP #2N or SPF #1/#2 or better, Webs 2x4 SP #3, SPF #1/#2, DF-L #2 or better, �X 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 CG = 0.42, min,). Maximum top chord pitch is 10/12 for supporting trusses below valley trusses, Bottom chord of valley trusses may be square or pitched cut as shown, Valleys short enough to be cut as solid triangular members from a single 2x6, or larger as required, shall be permitted in lieu of fabricating from separate 2x4 members, All plates shown are Alpine Wave Plates, 3X4 12 12 Max. I 2X4 X4 �--- 8-0-0 Max 4X4 12 12 Max. I 1X3 IX3 1X3 5X4/SPL 3 (Max Spacing) _1X3 20-0-0 (++) Supporting trusses at 24' o.c. maximum spacing. Unless specified otherwise on engineer's sealed design, for vertical valley webs taller than 7-9' apply 2x4 'T' reinforcement, 80% length of web, same species and grade or better, attached with lOd box (0.128' x 3,0') nails at 6' o.c, In lieu of 'T' reinforcement, 2x4 Continuous Lateral Restraint applied at mid -length of web is permitted with diagonal bracing as shown in DRWG BRCLBANC1014. Top chord of truss beneath valley set must be braced with: properly attached, rated sheathing applied prior to valley truss Installation. Or Purlins at 24' o.c. or as otherwise specified on engineer's sealed design Or By valley trusses used in lieu of purlin spacing as specified on Engineer's sealed design. 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'. Valle Spacing Pitched Cut Square Cut Bottom Chord Bottom Chord Valley Valle Toe -nailed / y 12 10 Max, 2X4 0 J.' "WARNMU" READ An FELLOW ALL NOTES RI THIS DRAWIW ' ■wWMTANT.10 FURNISH THIS DRAVM TD ALL CWTRACTORS INCLUDING THE INSTALLER Trusses require extreme care In fabricating, handling, shipping, Installing and bracing, Re folio. the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) practices prior to performing these functions. Installers shall provide temporary bracingJ B Unless noted otherwise, top chord shall have properly attached structural sheathing and oshall have a properly attached rigid ceiling. Locations shown for permanent lateral restraof shall have bracing Installed per BCSI sectlons 13, 17 or 111, as applicable. Apply plates to e�li of truss and position as shown above and on the Joint Details, unless noted otherwise. �I Refer to drawings 160A-Z for standard plate positions. Alpine, n division of ITV Building Components Group Inc shall not be responsible for any devlatF this drawing, any failure to build the truss In conformance with ANSI/TPI 1, or for handUng, shipF AN ITW COMPANY Installation &bracing of trusses. 11514\ Earth%Ci \ Expressway engineeat on this ering responses sole: for or cover p� de this drawing, Indicates acceptance of professional oral b P Y Y sign stem The sultnblUty and use of this drawing \ 1 Suile\ 242 for anY structure Is the responsibility of the Building Designer per ANSI/TPI 1 Sec2. 1\Earih\City.%MO\63045 For more Information see this Job's general notes page and these web sites, S i tiT tie% Rip ' � sow��0 p'p�,ae(,y,♦ 2X4 4X4 Stubbed Valley Optional Hip End Detail Joint Detail olmat Tr lO, mmon 1 r usses Partial Framing at' 24' o,c. Plan r LL 30 30 40PSF REF VALLEY DET TC DL 20 15 7 PSF DATE 01/26/2018 BC DL 10 10 10 PSF DRWG VALTN160118 BC LL 0 0 0 PSF TOT. LD. 60 55 57PSF ]I DUR.FAC.1,25/1.331.151.1' SPACING 24.0' R BC 1/z of VALLEY FRAMING & BRACING DETAIL 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 lm +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) nnection Requirement Notes 2x6 rafters to ridge 416d toe -nails Cripple to ridge 416d toe -nails Cripple to rafter 416d toe -nails (••) 816d face -nails Rafter to sleeper or blocking 5 16d toe -nails Rafter to two 2x6 sleepers 416d toe -nails Sleeper to truss 416d toe -nails Two 2x6 sleepers to truss 316d toe -nails each sleeper & truss Ridge board to roof block 416d toe -nails Ridge board to truss 416d toe -nails Purlin to (Typ) 316d toe -nails Truss to blocking 416d toe -nails Truss to cripple 416d toe -nails Truss to cripple 416d toe -nails rrinnln to m n" 2 t ed •..e_....n. lnu Nen{UIKEU Ir SLEEPERS ARE IISED) 13. Collar beam to rafter 416d toe -nails CRIPPLE, BRACING, & BLOCKING NOTES NOTE:l6d (0.162"x3.5") COMMON NAILS -2x4 continuous lateral restraint (CLR) min. is required for cripples 5'-0" to 10'-a" long nailed w/ 2 -10d (0.148"x3") nails. Or 2x4 "T" or scab reinforcement nailed to flat edge of cripple with 10d 50.128"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 i -Install blocking under rafter if sleepers are not used. -Install blocking under cripples If cripples fall between lower truss top chords and lateral bracing is not used. Apply all nailing in accordance to current NDS requiremen�T Nails are common wire nails unless noted otherwise. N- aVARralxias RFAB A1lD F17LLW ALL tlOrES ON TWS BRAWM r AMa FliaasN iFrts BRAVaG 7i1 ALL CLttIRACTOLS Na mm TW tItn&u3tS. Trusses requl-e extrene care in fabricating, handling, shipping, Inztallkg and bracing. •Refer to.:nn folios the latest edition of BCSI ahAA+g CW%Mrro t Safety Lnformtlon. by TPI and SBC/J for m �yyt Practices prior to perfornhg these functions. Installers shall provide tewporary brnnynp Per llc unless noted otM•eke, top chord shall have property Attached structi t sheathing and bottonyh r� stall have a properly attached rigid eelknp. Locations shorn for pernnnent laterol restraint of stall have and posi 6nstol s per abo sections the j nt U as applicable. MWy plates to each f truss d�•a position as shornm above and an the joint Betels, unless noted otherelce. Refrings 16OA-Z for standard plate postttons. Alpine. a otvlslon of ITV BiAdlno Conponents rraup Inc. shall not be responsible for arty deviation f AN ITWC>,IktP,wy this d-aha, any falure to build the truss In conformance with ANSI/rPI L or for handing, shipping, Installation t. brodng of trusses. A seal an this`d'•aat'g or cover page listing this d` whl;. indicates a¢eptance of professional f—17'alcy solely for the desfan sho— The siitohslky ord use of this draving 13389 LaWwt Drive �ct++'e Fe tl ' rec --Mtty of itx 1LLdYg Ilestgrrr• Per AHSI/Tp1 1 see2 Earth City. MO 63045 Far' wore knfornatim see this Job's gerarol notes Page and these eeb dies ALPM eeeatpkneltvcowl TPB—Apknstorol S13M enn.sbdndustrvoror IM sse.lasafe a r :• STATE OF P ?01. (A) (B) ("*) LL 20 30 40 54 REF VALLEY FRAMING DL 10 20 7 7 DATE 10/01/14 DL 0 0 0 0 DRWG VACNVI801015 BC LL 01 0 0 0 TOT. LD.301 50 47 61 DUR. FAC. 1.25/1.15 SPACING SEE ABOVE