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HomeMy WebLinkAboutTruss4'-4' Total Truss Quantity = 72 REYER ro EN X PACIC FOR CONNECTION. TYPICAL 7' SETBACK CORNERSET LABELING AND SPACING REVIEWED wc- >FiiLo�17'OT NOTE: DO NOT CUT OR ALTER TRUSSES WITHOUT CONSENT OF THIS OFFICE BACK CHARGES WILL NOT BE ACCEPTED WITHOUT PRIOR WRITTEN APPROVAL BY OUR SERVICE DEPARTMENT AT CARPENTER CONTRACTORS OF AMERICA& INC. 877-283-B487 THIS IS A TRUSS PLACEMENT PLAN. ITS INTENDED TO AID IN THE INSTALLATION OF TRUSSES. ENGINEERED TRUSS DRAWINGS AND ARCHITECTURALS SUPERCEDE THIS DOCUMENT. PLUMB Labeled End Mark SHINGL_E8 ROOF 6 I Reviewed for Codo Compliance Universal ErWo*g Scamms General Notes 1} A0 pv¢� dived bl.=6 fid bum mA ad pin na. Bn mP w+�r a*W gm.m ba Mdbd gttxn e7ee �q. 2) --dom b 5� m j- dhmim 8) tm sgor]g Is 2V aG Whn dbmW 4) Psr r— Pkb Wtdtb BC9-B1 mmmerddbn pa -ma X-htaYg dvid be ghmd at a m:dw- .poelg 1S Dt avor Va .pm, m I,EP�d .m s& edREll md� dA.1% rda m BCSFBI for mW oddi0dd brocbV ROOF LOADING SCHEDUEE TOLL = 20 PPPSF BCLL = PSF SF BCDL 10 PSF TOTAL = 37 PSF DURATION = 1.25 X WIND SPD/TYPE- 160 ENCLOSED BLDG EXPOSURE = C USAGE=RESMENTIA CAT R WIND IMPORTANCE FACTOR= 1 UPLIFTS BASED ON= 8.2 PSF DESIGN CRITERIA FBc 2017 TPI 2014 T=member desiCCnn &connector plates are deli edfor ASCE 7-10nndmaximmn forces tmbotb components and eladdings and nwn wind force resisting systems • Them tnuses Lave been mviewed w Ivry m additioml 109psfnon-con anentbottomc}wrd,,- load FLOOR LOADING SCHEDUL TCLL = PSF TCDL = PSF BCDL = PSF TOTAL = PSF ROOF DEBEGNED FOR SHINGLE Ail. REACPIONB AND UPLUM A13E SHOWN ON E CRIEM NG PALL KEY � B-8gem - ® 0 DESCRIPTION INrr. DATE K sKc Itn- ldV1Dt DESCRIPTION INIT. DATE r u mao ttvw wn CARPENTER CONTRACTORS OF AMERICA 3900 AVENUE G. N. V. WINTER HAVEN FLCRIDA 33880 PHUM (800) 959-BOOS FAX- C8ra3) 294-2488 BUILDER D.B. HORTON 87ATMME PROJECTCRffiCBIDE MODEL 1828/CALL/4SBB CCA PROJ/MODEL/ALT 7A5/ 1B2EC E/ 02 ALT DESC OTC SM04X'ft%W e&ft 4 IAIM LOT 39 BLOCK DESIGNER PAGE RFS 1 S 17 #30 AN# 334501R SCALE1/4 =1 PLUM TYPICAL 7' SETBACK CORNERSET LABELING AND SPACING 0 i� r- 0 I N N O I co 14'-0" 4'-4' 21'-4' 39'—W Labeled End Mork Total Truss Quantity = 72 NOTE DO NOT CUT OR ALTER TRUSSES WITHOUT CONSENT OF THIS OFFICE BACK CHARGES WILL NOT BE ACCEPTED WITHOUT PRIOR WRITTEN APPROVAL BY OUR SERVICE DEPARTMENT AT CARPENTER CONTRACTORS OF AMERICA. INC. 877-293-9487 THIS IS A TRUSS PLACEMENT PLAN. ITS INTENDED TO AID IN THE INSTALLATION OF TRUSSES. ENGINEERED TRUSS DRAWINGS AND ARCHITECTURALS SUPERCEDE THIS DOCUMENT. SHINGLE Reviewed for C.adO Compliance Universal ETlglneennp SCIames -d 0 General Notes 1) Al parallel drnd lru a not coma and fld ¢den have the fop lord part,* p-dW yam to be inlded gum Tide r¢ 2) A Au,9ae to be Snpem Ft1526 uses Wlreaee naled. 3) it tnm spacing a 24' = uim aUvr in 'And. 4) Pv Tnm Pies Inando W -M reonnrerdalim pamme t X-tracing stwtd be plorad at a mminm Haag 15' OZ. anus tM apm to be repmtee at d nm:nm of 2O' be�em axA %-tron tlraap at O e strmta e. Planes ,der to SCSIOe for &V oddliad bracing dear ROOF LOADING SCHEDULE TCLL = 20 PSF TCDL = 7 PSF BCLL = • PSF BCDL = 10 PSF TOTAL = 37 PSF DURATION = 1.25 % NAND SPD/TYPE 160 ENCLOSED BLDG EXPOSURE = C USAGE = RESEDENTLAL CAT H NAND IMPORTANCE FACTOR= 1 UPLIFTS BASED ON= 9.2 PSF DESIGN CRITERIA FBC 2017 TPI 2014 Truss member desiASl:ggnn &. warrectorpLdes are desired for E7-10 and madnarm forces lromboth tompocents, noel cladding and main wind force resistrgy s}•slena. •Thc:tns have beenrer od 10 arty an additional 10# psf no a botmo cMrd live FLOOR LOADING SCHEJULTCDL = PSF BCDL = PSF TOTAL = PSF ROOF DESIGNED FOR SHINGLE ALL REACTIONS AND IIPLIFTS ARE SHOWN ON ENGHQMU TG WALL KEY ® i DESCRIPDON UNIT. DATE ere r>z aar awrf PRO CARPENTER CONTRACTORS OF AMERICA 3900 AVENUE O. N. Y. WINTER HAVEN FLORIDA 33880 PHONE, (800) 959-8806 FAX, C86W 294-2488 BUILDER D.R. HORTON STATEWIDE PROJECT CREEKSD)E MODEL 1828/CALI/4EBH CCA PROJ/MODEL/ALT 7A5/ 182EC,E/ 02 ALT DFQ$£ tz LR a/ 10' : e COW. L4" OTC 3338 TRINITY CBI LOT 39 BLOCK DESIGNER CARPENTER CONTRACTORS OF AMERICA 3900 AVENUE O. N. Y. WINTER HAVEN FLORIDA 33880 PHONE, (800) 959-8806 FAX, C86W 294-2488 BUILDER D.R. HORTON STATEWIDE PROJECT CREEKSD)E MODEL 1828/CALI/4EBH CCA PROJ/MODEL/ALT 7A5/ 182EC,E/ 02 ALT DFQ$£ tz LR a/ 10' : e COW. L4" OTC 3338 TRINITY CBI LOT 39 BLOCK DESIGNER PAGE RFS 1 DATE 3 30 17 LAN//x 334501R 1 4 "=1 r Builder: ENGINEERING PACKAGE )R HORTON / STATEWIDE Project: [7K5/320 CREEKS IDE Model/Building: �182EC,E Lot Alt: 02G Lot: [::3 9�:-� Address: 3338 TRINITY CIR ............................. _..... _................................. _....................._.......... ................. ..... JobNumber: 'N334501 .............................................................................................................I.................... Revision Date: Block:_ Unit: New Load #: RH01 CARPENTER CONTRACTORS OF AMERICA, INC Reviewed for Code Compliance 3900 AVENUE G . N.W. universal Engineering 91 saerwes WINTER HAVEN, FLORIDA 33880 PH (800) 959-8806 FAX (941) 294-7934 I 11 I ALPINE March 13,20.19 AN rTW C6MA;N'Y Mr. Bob. Michaelis C.a,rp6ht6r:*C0ritraictbit of America,: Ind. 3900 Ave G' Avenue ,. Nojihwest- . Wintet Haven, FL 33880-6201 Re: AlternatiV6. 1hS't4llation,§-Jbr 6 single pl�. carried truss with a width than the hangerwidth,and.. . * Alternative load value . ' ­­: - ... .. width, h J , I '. . r face!-MoUntod.hangeratta6hi-hEintbi -o' '' I wood, blocking achieve fUl design loaion nepy .supporting girder.* (Rdf&bn`b6 detail WA37-02)... qeclr.Bob,. Fora single ply carried truss 'with a width les!g than the hanger. Width you'can. prefabricated jack scab truss: -for wood'.filler blockjogi. The chord:sizes;;-.:-c . . ord,grpcles .,h . , and -Al pirTe:tdhhedtor.plafe(s) to. .be - the. same 'a:§the single: ply'.carriodtr.d§s.The prefabricated lack :.sdib*trUss.(*):Willhav6a.minimur-n Jength of 481' and will.have a minimum pit6h-:of-,5/12, The single ply-carribdi us sh all all haveo reaction of 3, 500# or less. Mad prefaloricatod,ja6k:'scab, truss. with: th' _h two 2) rfts�'of 0.128"Aff?'GUn Nails at,2' O.C. perybW, staggered 1 ":(See Figure I belbW). P16ase-.r6f&16 thd Simpson 8frong�mTie Catalog C-C, 201,9. ;549p 216:. Figpre:'S,for more informationi, Figure I Forp single' p I'y` * Me"r1hat requires wood to,bdhiovelfb I design load Value for face-mourited g. 9 . 1 1, .. I ...- .... ... hangers -attach- one wood. block ?Ito the face of the single :ply girder with the same size: an :attach- one .. wood. - � : * ;t­.. . ­11. y d gr ade. as the bottom, bhbtd., of the. single. -ply girder. The:-Wo6d: block le'Og.th to., 4e such that .-the "wood blocki * hg-.extends to each � adjacent: pan'e:l p'oirItS:(W6btafid bottom. chord inters,ectjops):. Attach wood blockof 28'�x&O"O'Unl�6ilsatO' r Wo.* (2) rows .1 per: QW,staggpfeO 3.0"* applied W the 6760'Forurn DdveSuitq 905, Orlando, PL 32821 - (000)*-621-9106 mwmalpineft.corn ~ AN ftv(COMP�w single ply -girder fqce� withman additional (20) 01-26N10'! Gun..Nails at -each- pan el point applied tothe. ALPINE ........ _......... .... ...... ... '__ _____---_'_--_-__-'--' -� - The of kabk"soabtuj�mfbrmn�nd �tmxqmd ' __ - to; achieve fUU design loadvAkueforhangers Muat be.apprpveO by the. hardware manufacturer., All edoe -and end: distances, mn6 |riai| md8t be sufficient tU of If|can�e.ofany fprther if Yop'have anyquesfions. Dleasqgivernea ' William I'liKO&P.E.. Chief Engineer MOW Odando, FL G75OPbrUn-Dhv� 'Odnbd¢R32821- -979O-(863)422�8686 0��a�m��z�M ALPINE WWCOMPMle April 26;:2019, Mr, Bob Michaelis Carpenter Contractors of Atnerida+, Ind. -3 6.o Avenue ' Northwest 9. pG..; Kpr.ftipst -Wintet Httv6n, FL 33880-6201: Dear Bob,. R6' Stron'Oback bridging: on fbbf. trusses: I understand -there. is some. concern over our recommendations for strorigback bridging on to oftrusises, 'Sftonaback bridgingh -for roof trusses. is q9t.a.r.equi * rementof:ANSkTPI 2014 nor ' or is i ' t a, requirementoft 'e. Building Component -Safety, Information sf'ro'n*gb'ac*k-' brid&g, 66 roof trisset is recommended; by Corp'phtef CO'htr6ttbr8 of. America: -Strbhgba'ck bridging :serves the following two. functions: One, bridging aligns the bottom -chords after they are- set iso they are uniform along the ceiling line and :ceiling sorvMea I I y Twoj bridging reduces e6lativd deflection' of adjab6htlrUss6g:, Strongback bOdging".doe's: not: prevent or reduce overall individual deflection, especially any ebdf trusses, 4pf [eqt in gpqrq_ an IM" inch. Sir.ongback- bridging in roof trusses doe's 'not serve as terhp�biary-oe permanent mairietit: brapidg and Is not. intended to .distribute. or share design loads, beNveen frusise.s. Consequently, no desigh lbad's'have' been , n accounted t , ed for'With thig.detWl and 6.OhtihubLis-'str6hgback'bHdgiho sh6u1d'hotbd-.ttttac'hed between common and girder '.trusses-. The. use :of strongbacK brioging% shall not. `interfere with other- design, cbrisidetati6ris as specified the Engiiebr'of Record 6cotd or ihe Building: Designer. The outer ends pithe stroqg'.tiac1kbridging shall be. -attached. ..10 awa wall .:or anothersecure end..rpstrdin . t, -or a.s.sppcified'.by th6 Engineer of R66otd or.the BUi1djn4.D6s'jj*he'r. Strong back- bridging shall. be �a- minimum of 2X6 hoilriihai lurnbOr. oriented with the depth voit;ical'. A - Attach fS 0 -62!�xl.59 nails at:. each intersecting membet. When W1 :common, nails �(Pj extending the. gbadk bridging overlap by at. a.minimumpf two. r.usr he. strongback- bridging stron es. The location of. f.. _IJ ease 6 6 -t ma d 1'' ru's Manufacturer,: Ehgihe&r of , Record, or Building -r f e-: o. y0q: specified Y the TDesigner.- I BCSI "Strangbacking P _ .Tovisions" or to Alpine::Mi-.oi: detail for more. infor mation. rmqtion. The grapbic ,§hoiki (FidUee', 1) isf6rgehier1c:iI uttrgWe pUrpose only. 6750 Forum Drive:Suite305, Orldrido, FL32821.- (800)-521:-979G-(863j422-8686 t -, V -% J.... U L:- V.: 411 L_ `.j N . I -J Figurej If [Can, be of anyJu�hbf assistance` or -if you have any questions; please; se give Me a call.. William. H.,Kdck- 01H. Chief *E:n ' Engineer Alpirve an ltW�.Cqmpany -Orlando;. FL V821 6760 - Forum Drive Suite.366, Orlando; FL 2�2821 -; (800�. 5212-9.790'- (8153)422-�8685 WW1,a W1Pirteitvv..cOrTi 1. 1 STRONG -BACK :BRIDGING RZEDMENDATIDNS MUTT STRONGBACK bw- All scab -.on blacks shall; bey. (x minimum­8x4� RID B GiNG TOGETHER 'Stress gradedgradedlumber,.' No -AU s�trqngback bridging anol bracing -shdtt .be :a. 2X6 61 d, WHbeir.." minimum '.stress g!-% .41 lo-Th :br1d6IhU • e p�4rpose of strondba,c'k 1s. to -6- ATTACH SCAB WITH'I0d;BQVGUN devetap load sharing 66twee6 i�nrNiduot tru sses,W 2z6- 6'1O8x30') WAILS IN- ROWSAf .. resUltino In qjl Ih&Odsp- In, the;SCAB NOTE, -*IN LIEU.DF. SPLICING AS SHOWN, LAP 1TRONGBACK-:0RIDGING MEMBERS- s- of, the. floor systemi 2x(> st?%ongback bridging, in FOR:AT* LEAST ONE -TRUMSPACING STREINGBACK'BRIDGIN15 :*SPLICE DETAIL .positioned details, is recommended .at 101 �01.O.c. Kmax> NOTE, Details J. and 2. are the ;p?ef.err'ei d' dttathMer't Me-thods. 'brl�lblridf and :'b'rQcih­" bo-ThLi- -.t g �are - someilmes ATTACH ONGBACK 70 WEB VI ST7 '.C3) . S,�akenly: lus'eci.-'-'I''nt'or'*c'*hangeobty..'' "Traelh s Omi 10d COHMON :(014afk3l). NAILS,OR fmpq�-,tant: structural r;equIre Ft' , ment of Any. oar, M�10d tBOW6UN 2W.*3,0'),. NAILSO roof' -'sys.. em. Refer a. or r ikg: Tt-uss.'Ve,81gh I)rq;*Ing (.TPD), for the; ,bracing e`L,.quIt;­`&m.'ents Tbr 'h In edc. truss component, 'Brldgl6g particularly 'strongbadk.`;brIdgIng1 Q: 'is. . s . rec6mmL-.hdatIoh- for bL -truss system -bo help control Vibration. in: aojojktion -qId1hg.Jn the: distribution of point tbads between adjacent truss, gfoack bridging serves% -stron to reduce STRON15BACk BRIDGING A . TT' t ALTERNATIVES E.S AN ffWWMMW 1374 RWrpbjt M*a 80's 2W M.FiLUA Wghfs, MO 63043. w 16 RPM bounce. or residua.l YAo 10h�'r0su `resulting, fro m point lqqcsj:5uch as footsteps: T-He Performance of all floor systems. -are '16h bl� I ng6ad enhanced* by the. Instattat... str6 k. Iorldgln and therefore :is. strongly, recomme . nclect by Alpine, For additional Information i-ebar�dMg strongba ­ t_.'jjCSj (D'Itdj�' ** , ' Jorldbing,. refer p (Building Component Safety Information), A -IC PSF REF N6. M.61 I T eS DL. PSF ... -g - DATE DRWC :.7 TA" I I 4.FF 1441t .6 CM PSF- z MLLPSF f D" PSF /L FAC.. Rik Loo e s i .. . .'�. ...,..: , . C. NT da} 1 ':�? J. .: 'TO :':Up tq, •�1,ddA, .�'09 '�iCD a-N �.Sr��'MSIJ'sL.. Y.. _..........W [� .' 1 C{� -A .1'.,p� � A�,�, ST1� .4��:'J!�:-P�k�, r. I��Xi•M�fM I i i7 PA . � �, fib.:: �'�. ���id:�U�A t � P3� C?PR A-01THE4 DATA 7 ' :t Pt�N fl���ii �`�A:.�.UR�O�A. PL�t'�5S AND.: +�` Sd k . irsfdfrre' ' :�Ycrr #•wl4 N � :.. S�Ytlmfo` dK.Axm--IA �tlBgR jilk I � • a u • F� ! 'd etc � • .. •: At r��y��yy�5� PLIM W. i. 1R. , .....:.. um - :: .. :Y..:. �, ,� s•:�r_r ' ; :, . n;�6 "',. eii-, -�-..�:,neq.4�..r:' ,--i_-::n..`a?,= '.�k:•%,l:i•wi;.1�..•.�%s n:.:�%.w :'f.�'. Mc:._."`'.r"..,..•'^�'C":";� _ 77 •nu', • �:: •'- ry 1�j 0-4 RUS _ : •� - PO8 A'; ' '+ @• .s ?+,k '..�''�'. I R81; ° i. • . : �.•S. �y( ... .. _ . .. 4. ii ? Ltd Ptl . - :! •• .. � C .t 1 rf7 Cracked or Broken This drawing specifies repairs for a truss with broken chord or web member, This design Is valid only for single ply trusses with 2x4 or 2x6 broken members, No more than one break per chord panel and no more than two breaks per truss are allowed, Contact the truss manufacturer for any repairs that do not comply with this de -tall. (B) = Damaged area, 12' max length of damaged section (L) = Minimum nailing distance on each side of damaged area (B) (S) = Two 2x4 or two 2x6 side members, same size, grade, and species as damaged member. Apply one scab per face. Minimum side member lengths) = (2)(L) + (B) Scab member length (S) must be within the broken panel. Nall Into 2x4 Members using two (2) rows at 4' o,c., rows sta gered, Nall Into 2x6 members using three (3) rows at 4' oz., rows Nmggered. Nail using 10d box or gun nails (0.1291x3', min) Into each side member. The maximum permitted lumber grade for -use with this detail Is limited to Visual grade 91 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 tie -In loads. S. L 20 go L 4' o c �Typlcai ~ + 0 + 0 + o' + 0 0 + 0 + o + 0 + Stagger agger + = Back Face LOCI Box (0.128' x 31, min) Nallsi o = Front Face 2x6 Member - Trlpblee Row tagaerei Member Repair Detall Load Duration = OY Member forces may be Increased for Duration of Load Maximum Member Axial Force . Memberi Size L SPF-C HF DF-L SYP Web Only ' 2x4 12, 620# 635# 730# B004 Web Only ' 2x4 18, 975# 1055# 1295# 14150 Web or Chord 2x4 24 975# 10551t 1495# 1 1745# Web or Ci7ord 2x6 1465# 15B5# 2245# 2620# Web or Chord 2x4 30' 1910# 19600 2315# 2555# Web or Chord 2x6 2230# 2365# 3125# 3575# Web or Chord 2x4 36, 2470# 2530# 2930# 1 3210# Web or Chord 2x6 3535# 3635# 4295# 4745# Web or Chord 2x4 42 2975# 3045# 3505# 3B35# Web or Chord 2x6 43954 4500# 5225# 5725# Web or Chord 2x4 8r . 3460# 3540# 4070# 44454 Web or Chord 2x6 5165# 5280# 1 60950 6660# Mlninum L Distance NaDetail— il Spacing Detar "' L nlaw+.e e L OXW&1NGINK MAP AND TDL44V ALL Nora 0M nil: DR %001 REF MEMBER REPAIR mWORTANTss FLMSH THIS DRAVING TD ALL CDNTRACTDRS INCLLMING THE INSTALLERS, Trusses re ulre slltrrne care In PsbrleaiMO. handlhp, shipp�yo Insiall and braclno. Refer to and DATE ►allow the latest radon of Bcsl G%Adho Conporrnt Safety In(orcotlon, by TPI and SBCM for safriy LATL 10/01 /14 pprrnetkes prior -to perfornIng ibex* funrllans. Installers shall provlols tsnpororyy hraeNp Per 7CS1. IkiNss noted othereits, top chord shall have praptrly attac}»d structural sheaihKaO and bottom chord DRWG REPCHRD1014 .. shall have a properly ai•tacllyd skid eellno. Locations shown For permanent lateral rsstroht of rebt than have braclnp Installed per B I ss 33, I7 or 330, ac aPpucablr, Folly plates to sash face QI uJ� of truss and poslilan as shown above and on the Jalni Dtiats, unless noted,oihervlse, L_ Refer io dratlnps 1{nA-S ►er standard plot. position.. Alpht, a aWlslon of ITV Wd,1, components Ore Inc, shall not b rtsponslhle for . deviation Iron AN RW DJMPAlIY iNs drawhp, any fallurs is bull �tht truss In con�ornance with AHS�/TPI 1, — for hondd o. shlpp)v 9taOailon L •brotblg of irussss. A stal'on this drowlnp x cover peppse lletln0 ibis dra■hy VAcnies acceptance of pffoxw1anal ` .rphrerNo responaU solely for the design shown. Tha s.stabelty and use of 1Ns draping S 1338E Lahahonl Odve for any sls'uctnre Is i . rrx*&mV Rlty of Vw ]Wcft Daftmer per ANSI/IPI I Sect. EedhCity, MO63045 for more Infornailon sift thlr job'r general notes eprgps and these retr tlt►si SPACING 24,Of MAX ALPINE esw,sl neltw,eanl TPL wre,tpkrt,orol SDCA. www,sbevlductryerQl 700 rwrJeeuft,erg LEY F-RAWIN01. &.RR-A01N'11-G(` 10.8-T'Af� purwits .ji�qmf brill .ia'. RPQm4 RIMid.F_ BOARD axi) Oattar .OqLLAR SEAM,AVERY 7t11RA FAIR -OF RAFTERS 7% TTO'S Hb1gfit--! I' 1K . . Ktfftr!; Valley vw.wx * V,0' TYPICAL nA!f­Upwards: thydUgWhfieQthfft joto,purtin with a Common y4m oo* this4rawwSzoplies to-ValiaysWkh.-tho:'tolfd.vAd§;condlitoLls- .Spans.Yi3istanca;bQ.tweeq•heersy;•10':4"•.or less -Max[MuM rfiOATfig,'ef height; 3,0juet. A-.M m bf;k5 `T-10- 10 m AX441L, ICKINIT I/- ..G. TRUSS TRL!S.a UNDER VALLEY -FRAMING VAL,LR.Y RAFTF-R.OR RIDGE CFO +Crfp01eb,+41-T`1dr-3d psf JTL)'And -20 i, sf (.TD) Mafx. Spa I:Ll. val 9 :irsloepare -Ind lmrkfnV.��" ' t TfkrTd§a- Wd so Pt t1ons are d to Mated 11 staii'derio'bow"'P rows.. V O.C.,(TyP) Ok :Fkoo-v P 1D r thr.6 4 *g* HIP A.L. A, .Jgaft'Aice e dge br tafter, ,tjumtier 9f nails are r rafter itsicapemare.not v;oko.. r ot . t4tWiiin- .1s.not ad, ..6�4 . I Lj U A i$ork or xw tr c� be r.c#-txbLm. e.urly de — AH ITW J�. w qhEmi, Tm WNSVVI •I., or fvr- =0.. )W"A D *Mr. i. ursw fii1Fiio:0a o 4 16a'tdi-491W' Oe ',di ;;TIppIetdAdj4:. 4.2.6d1to&0 nr i,,,,reqt1y 7.iri_q 3. wo.. ole. t&f.wk -4'16duenalft . . qh Iri sheathln9 ... 4. mft&t6.two 2X64cepers.* 4 2 6d toenalri 5. 31dep6i tt=blai- 4*1:6dtdd-r%a11A 3 16d tdd-'MUs,ea.ch sleeppr.Aitruss 6. Wdge:bobrd:ti3 roof bjdck 4 164 tee-TIM � 11d" 024U IIaA.0957 4164W�i�*s i .7. ge-,b S. .-Fruffid to (TY6 .g. Trimfo.; 6 Iii64-e 10. Trusrtdiolopti. rramudmpIlp_ 4-16d.We7h41b ;.ARE USED) .13. A441bk1-*aT*A tb T-3'ftdt 4 lGdIoe-rialfs. NA11.24 ,I1qkfldd.1ii , iiss 9.ift '-3b 46 54 RJV Nitt U. rc DL- In ZO 7 -r DATE 10/91j B.C. a 01 .0 ri 0 IDRW.G' VACO tTA BT U, 0 .0 0 0 Pei• '%'T. 1,D 47 61. tT 'SRXCIN,G OX ABOVE Simpson• • 'O Wood Construction Connectors Face -Mount Hangers - I -Joists, Glularn and SCL .... ........................................... _._........................................................._............................................... _.._........................... These products are available with additional corrosion protection. For more information, see p.15. Codes: See p.12 for Code Reference Key Chart. W, EM IN1 IUS2.56/16 21h x 16 MIU2.56/16 U314 HU316/HUC316 MIU2.56/18 21/208 HU316 / HUC316 21h x 20 MIU2.56/20 Allowable Load's DF/SP SPF/HF • - 25/6 16 j 2 Min. (14) 0.148 x 3 - 70 1,660 1,805 1,SC5 1,425 ' S55 1,555 Max. (16) 0.148 x 3 - 70 1,805 1,8005 "805 1,555 1,555 1,555 • - 29/16 j 15'/6 21h - (24) 0.162 x 31/z (2) 0.148 x 11/z 230 3,455 3,920 4,045 2,970 3,370 3,480 • ✓ 29ti6 101h 2 - (16) 0.162 x 31/z" (6) 0.148 x 11/2" 970 1,945 2,205 2,375 1,675 1,895 2,045 • ✓ 29ti6 141/6 21/z - (20) 0.162 x 31/2 (8) 0.148 x 11h 1,515 2,975 3,360 3,610 2,565 2,895 3,110 IBC, - 20/i6 ( VYi/ = . 21h - 26 0.162 X 31/z' ( ) L (2)0.18 x1 h 230 3�745 4,045" 4A45 ( 3,220 3,480 3,480 FL, LA �' : ✓ � 29J+6 " 1411a 21/z, - °(20) 0.162431N"' (8)_0.148 x VNI `1515 2,975 3,360 3,610,,, Z565 2 896;' 3110' • - 129/6 19'/6 21/z -1 (28) 0.162 x 31h (2) 0.148 x 11/z 230 4,030 4,060 14,06013,465 3,495 3,495 29ti6 x 91/4 29A6" wide joists use the same hangers as 21h" wide joists and have the same loads. to 26 . , HU210-2 / RUG210 2 x 11MIU3.12/11 3 '/6 HU212-2 / HUG212-2 HU3.25/12 / HUC3.25 WIN IBC, • - 31/6 11 Ya 21/z (20) 0,162 x 31/z (2) 0.148 x 11/z 230 2,880 3,135 3,135 2,475 2,695 2,695 FL, 10% 21/zMax.(22)0.162x31/z (10)0.148x31,753,2753,6953,9702,82013,180• ✓ 31/a 3,425 LA HGUS3.25/10 e �: 3'Za .85/6 4-..-='(46) 0.162 x 31/z : (16) 0.162,x 31/i =4 9,00 00 :,095 9,1 9.1007,825 7,825 7.825 HGUS3.25'!12 • 3'/4. ;, ;105/6 = 4 - „� . . , (56) 0.162 x 31h< (20)A.1.62 x 3'h 5,040 9 q00 9,400 '9 400I8,085 8;085 $,085. LGU3,25 SDS _. ,� - `31/b 1: 8 to 3Q, , 41h = {16)1!<'; X 211e' SDS ,(12)'l4' x 2Ya," SDS �`,55fi 6,720, 71,310_�'* t�v 4,840 5- Ei517,285' 31/z 5Ya HHUS46 - 35/6 51/6 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 x HGUS46 - 3% 06 4 - (20) 0.162 x 31h (8) 0.162 x 31/z 2,155 4,360 4,885 5,230 3,750 4,200 4,500 HGUS48->• IUS3.56/9.5 MIU3.56/9 U410 HUS410 HHUS410 31/z x 91/z HU410/HUC410 H000410-SDS HGUS410 LGU3.63-SDS MGU3.63-SDS JC • - 35/6 91/z 2 1 - I (10)0.148x3 - 70 1,185 1,345 1,455 1,020 11,160 11,250 • - 39A6 81Yii6 21h - (16) 0.162 x 31/z (2) 0.148 x 11/z 210 2,305 2,615 2,820 1,980 2,245 2,425 • • • ✓ 39A6 8% 2 - (14) 0.162 x 31h (6) 0.148 x 3 970 2,015 2,285 2,465 1,735 1,965 2,120 • - 39A6 815AB 2 - (8) 0.162 x 31/z (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 31h (10) 0.162 x 31/z 3,565 5,635 6,380 61445 4,845 5,486 5,545 • • ✓ 3% 85/6 21/z - (36) 0.162 x 31/z (12) 0.162 x 31/z 3,235 7,460 7,460 7,460 6,415 6,415 6,415 • - 39A6l 9 3 - (12)114" x 21/z" SDS (6)1/4" x 21/z" SDS 2,265 4,500 4,500 143500 3,240 3,240 3,240 • - 3% 911A6 4 - 1 (46) 0.162 x 31/2 (16) 0.162 x 31/z 4,095 9,100 9,100 9,100 7,825 7,825 7,825 IBC, • - 3% 8 to 30 41h - (16)1/4" x 21/z" SDS (12)1/4" x 21/2" SDS 5,555 6,720 6,720 6,720 14,840 4,840 4,FL 840 LA • - 35/6 91/4 to 30 41/z - (24)1/4" x 21h" SDS (16)1/4" x 21/z" SDS 7,260 9,450 9,450 9,450 6,805 6,805 6,805 •' -;,36h '1l`l/a =� 2 _ - (12}0.198x3 ' - Y?1 1,420 1,615`�'1,745,1;�220 1,390 1,4$5' }Z Z a i 0 U w H z 0 F z 0 a 0 m N U U 46 THA/THAC Adjustable Truss Hangers v`�EERFp W o, d 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 Finish: Galvanized. Some products available in ZMAXO coating. See Corrosion Information, pp.13-15. Installation: • Use all specified fasteners; see General Notes. The following installation methods may be used: • Top -Flange Installation — The straps must be field formed over the header — see table for minimum top -flange requirements. Install top and face nails according to the table. Top nails shall not be within 1/4" from the edge of the top -flange members. For the THA29, nails used for joist attachment must be driven at an angle so that they penetrate through the corner of the joist and into the header. For all other top -flange installations, straighten the double -shear nailing tabs and install the nails straight into the joist. • Face -Mount (Min.) Installation — Install face nails according to the table, with at least half of the required fasteners in the top half of the header. Not all nail holes in the straps will be filled. Nails must have a minimum 1/2" edge distance. Straighten the double -shear nailing tabs and install the joist nails straight into the joist. The face -mount (min.) installation option accommodates conditions where the supported member hangs either partially or entirely below the header. • Face -Mount (Max.) Installation — Install face nails according to the table. Not all nail holes in the straps will be filled except for the following models: THA29, THA213, THA218 and THA413. For all other models with more nail holes than required, the straps may be installed straight or wrapped over the header, with the tabulated quantity of face nails installed into the face and top of the header. The lowest four face holes must be filled. Nails used for the joist attachment must be driven at an angle so that they penetrate through the corner of the joist into the header. • Uplift — Lowest face nails must be filled to achieve uplift loads. Options: • THA hangers available with the header flanges turned in for 35/s" (except THA413) and larger, with no load reduction — order THAC hanger. Codes: See p.12 for Code Reference Key Chart 13/4 for THAC422 for 122-2 126-2 THAC422 13/i typical 21h' for THA422-2 and THA426-2 UIP"THA418 Double 4x2— 2face nails Use full table value (total) Single4x2—� 4topnails Face nails Top nails nailertable See(totaQ pertable per table's ,'' 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 i Double Dome Double Shear Nailing Shear Side View; i , Nailing Side View Nailing Do not (Available on Top View V, ' bend tab some. models) Straighten the double shear nailing tabs and install nails straight Typical THA422 Top Flange Installation on a 4x2 Floor Truss THA44 Face -Mount (Min.) Installation lypluctl r nracV Top Flange Installation :er to tnote 5 p.187 86 THA/THAC Adjustable Truss Hangers (cont.) IS These products are available with additional corrosion protection. For more information, see p.15. 0 1 robe � b THA29 18 1s/a 911/16 5Ys 11/z — (2)0.148x3 (6)0.148x3 (4)0.148x3 1 525 11,75,311,7501 1,750 1450 11,33011,3301 1,330 27/s — (4)0.148x3 (6)0.148x3 (4)0.148x3 1 525 12,61012,C'.101 2.,6111 1 450 11,98511,9851 1,985 THA218 18 15/a 173A6 5'/z 1 2 1 (4) 0.148 x 3 (2) 0.148 x 3 (4) 0.148 x 11/z — 11,460 1:460 1 1,460 11,1110 1 ',110 "10 IBC, THA218-2 16,13'/a' 171' ,, 8 2 — ; (4) 0162 x 31h A... Z2) 0.162�(311z .., (6) 0,148 X 3-- 9z38a t �2a5 1 4 � �....„ — 1,490 1 � 1, J 515 FL, THA222-2 16 31/s 22Y,s 8 2 — (4) 0.162 x 3'/z (2) 0.162 x 31/z (6) 0.148 x 3 — 1,960 1:995 1,995 — 1:490 1,515 1,515 LA THA418 - J8 3s/a=;133s'4?/z,. 2 .- (4)6148x3 '•'{2)0148it3 (4)0148x3 1�31 i 1'v^a t,531? — 1,165 1,165 ):165 THA418 16 35/a 171/z 77/a 2 — (4) 0.162 x 3'/z (2) 0.162 x 31/z (6) 0.148 x 3 — 1,960 1,995 1,995 — 1:490 1,515 1:516 1 HAg22 16 35/a . t22 ' 7?la' 2 .. 4 0.162 x3ih 2 0.162 x 3y/z 6 0'148 x 3 9<Of(a` t,9.a5 n 1,9 r ., 90 THA426 14 35/s 26 77A 2 — (4) 0.162 x 3'h (4) 0.162 x 3'/z (6) 0'.162 x 3'h — 2,435 2,435 2,435 — 2,095 2,095 2,095 FL THA426-2 114 1 71/4 I26'/sl 9-1/4 1 2 1 — 1(4) 0.162 x 31/z1 (4) 0.162 x 31/z 1(6) 0.162 x 3'hl — 13,330 13,330 1 3,330 1 — 12,865 12,865 1 2,865 THA29 118 1 15/a 1911/61 51/a I- 1 91'/6 1 — 1 (16) 0.148 x 3 1 (4) 0.148 x 3 1525 12,265 12,265 1 2,265 1 450 1 '1950 11950 1 1950 THA218 18 1 15/e 1171Ai65'/z 1 1173i6 1 (18) 0.148 x 3 1 (4) 0.148 x 3 1 855 12,450 2,450 2,450 1 735 2105 2105 1 2105 THA218,2•,:..i66 3'{ 17'%s -$' — 141/s (22)'0.162x3'h(6j0.162X3'h 1;855 3,31U a,310' wt0 1595 "2;^5 284v, r8 w`' IBC, ".w FL THA222-2 16 1 31/e 2211.1 8 1 — 141/s 1 (22) 0.162 x 3'/z (6) 0.162 x 3'/z 1,855 3,310 3,31011 3,310 1,595 2:845 2,84,91 2,845 LA THA418 116 1 35/a 1171/z 1 77/a I — 1 14'/6 1 — 1(22) 0.162 x 3'/z1(6) 0.162 x 3'hI 1,85513,31013,3101 3,310 1 1595 12:84512,8451 2,845 I THA426 114 1 3% 1 26 1 77/a 1 — 116'/s I — 1(30) 0.162 x 31/z1(6) 0.162 x 31hl 1,85514,415 14,4801 4,480 11,59513,79513,8551 3,855 THA426-2 14 71/4 261/s 93/a — 1 18 1 — (38) 0.162 x 3'/z (6) 0.162 x 3'h 1,855 5,520 5,520 5,520 1,595 4,745 4,745 4,745 1. Uplift bads have been increased for earthquake or wind leading with no further increase allowed. Reduce where other bads govern. 2. Wind (160) is a download rating. 3. Min. top flange refers to the minimum length of strap that must be field -formed over the header. The tabulated bads for the THA29 with 11h" min. top flange are based on a single 2x carrying member; all other top -flange installation loads are based on a minimum 2-ply 2x carrying member. For 4x2 truss carrying members with double top chords, use the specified fasteners for full tabulated values. For single 4x2 top chord or nailer applications, refer to the Nailer Table. 4. Face -mount installation bads are based on a two-ply 2x carrying member minimum. For single 2x carrying members, use 0.148" x 11h° nails in the carrying member and tabulated fasteners in the carried member, and use 0.80 of the table value for 18 gauge, and 0.68 of the table value for 16 gauge and 14 gauge. 5. For the THA 2x models, one strap may be installed vertically according to the face -mount nailing requirements and the other strap wrapped over the truss chord according to the top -flange nailing requirements (see drawing on p. 186) and achieve full tabulated top -flange installation loads. 6. Refer to installation instructions regarding fastener installation into carried (Joist) member. Based on the installation condition, nails will be installed either straight with straighted double -shear nailing tabs or slanted. 7. Fasteners- Nail dimensions in the table are listed diameter by length. See pp. 21-22 for fastener information. FL I 18 LUS/MUS/H US/H H US/H G US Face -Mount Joist Hangers 9> 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 double -shear hanger series, ranging from the light -capacity LUS hangors to the highest -capacity HGUS hangers, feature Innovati:re double -shear nailing that distributes the load through two ridrlts on each Joist rail 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 welded or nailer applications. Options: • LUS and MUS hangers cannot be modified • Concealed flanges are not available for HGUS and HHUS • Other sizes available; consult your Simpson Strong -Tie representative Codes: See p.12 for Code Reference Key Chart Double -Shear Nailing Top View Double -Shear Nailing Side View S Do not bend tab Dome Double -Shear Nailing Side View (Available on some models) 1"for 2Xs t'tic for4x's� t H m G�W B LUS28 HHUS210-2 13. IiMUS28 b J m e 4, m s F: 9f s Y- HUS210 (HUS26, HUS28, and HHUS similar) HGUS28-2 Typical HUS26 Installation with Reduced Heel Height (multiple member fastening by Designer) 19 Simpson Strong-TieO Wood Construction Connectors Face -Mount Joist Hangers (cont.) 5S; S�S 00, SS Model Mrn. D�menslons°(in.)� Fasteners No , , Heel Ga Carrying Carried Height B' Member Mertiber- y, k= Single 2x Sizes LUS24 25Ja'3%a/4 f' lsha4 (4)"(i.1`48x3 (4)'4$)C3...:(4)0.19$x3 .{2)°b:198x3. LUS26 ': -9y/a"';1B MUS26 4"fie 18 1 �e 5M6 2 (6) 0.148 x 3 3 (6) 0.1480 HUS26 45tie 16 15/a 53/a 3 (14) 0.162 x 31/2 (6) 0.162 x 31/2 HGUS26 „4afe'�_ 15fa,; 53/e ►`' '5.p (20)0,162x3Yz, (8y0'6' x31h LUS28 ' �' 43N .� - '18,.- 1 ahe .� •- 65/a `13/4 ' ' (6) 0148 X"3:: MUS28 6-Ae 1 a/ie 61% 2 (8) 0.148 x 3 (8) 0.148 x 3 HUS28 61/2 15/a 7 3 (22) 0.162 x 31/2 (8) 0.162 x 31/2 HGUS28 6ati5 15/a 71/a 5 (36) 0.162 x 31/2 (12) 0.162 x 31/2 LUS210 _ d1/4'; P 1�e „ %71Yie'x3„; HUS210 83%s , i s/a 9 .. 3; ` ` (30) "Q.162 x 31/z ° (10) 0:162 x 31f2NGUS210 15fa• -!�91W 5;' (46)Q162'x3'/i;' "(96)Q,1B2x3'lz�, 1. See table below for allowable loads. Single 2x Sizes t� 2,00 bT1e 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 with Strong -Drive•' SD Connector screws. See pp. 335-337 for more information. 1,165 865 990 1,070 1,355 1165 935 1,070 1 1,150 1,475 865 635 725 1 785 1 000 IBC, FL, 3 3'; 1;295 1;480 1,560 1 Cl . ;r 5 .' .�',1,405 '` 1,560 1 S&7 1, 0 81u ` 95'5 .. 1;090 �1-,18R° . ,,,,5v <,' LA 1,320 2,735 3,09,5 3 235 3,235 1,320 2,960 3 280 3.280 3,280 1,150 2,350 2,660 2:780 2,780 875, 4340,=, 4,850 . 5170, �, 75,390 875 .. ,.4,690: °5,220. 5390 5,390 780 ',3,225 '31610 3,870 ,3,985, IBC, FL 1,165 1100 1260 1,350 1,725 1165 1195 1360 1,465 1,730 865 810 925 1,000 1,270 i,°2fJ 1,730 1975 2,125; 2,255 4 • 1,32 • ,Y i1,875> • .- 2135 - 2,255 2 2 �-= -„1,150 7,27�'' 1,455 1,575 . ,:3, i55 ' IBC, FL, LA 1,760 4,095 4,095 4,095 4,095 1,760 4,095 4 095 4,095 4,095 1,480 3,520 3,520 3,520 3,520 1,65E 7,275 7;275 7,275 ! 7,275, ' 1,,650 . 7,27 ' 7.275 = 7,275 . 7,275 1„ 325 "=Z 670 3,82Q � 3,915' 4,250 .' IBC, FL 1,165 1,335 1,530 1,640 2,090 1,165 1,450 1,655 1,775 2,270 865 985 1,120 1,215 1.500 IBC, FL, 2,635" S,45O -5,;G5 S,83ti;'; ,8s : 635 ; 5 s9 ,78C'. 1333 , ,0. ; 2.220 f,33' ' 2,4 5 z.534 , 2825: LA 2,090 9,100 9,100 9,100 9,100 2,090 9:.00 9'0^u n 00 9,100 1,545 6,340 6,730 6:730 6,730 1130: 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). 0 z z ii 2 0 O W H C7 Z O F CO 0 u, m 0 N m 0 N U 0 94 LUS/M US/H US/H H US/H G US SS SS< These products are available with For stainless Many of these products are approved for installation additional corrosion protection. steel fasteners, l 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-'AG 14 35/is 53/8 3 (14) 0.162 x 31/2 (6) 0.162 x 31h 1,320 2,830 3,190 3,415 4,250 1,135 2,435 2,745 2,935 3,655 HGUS26-2 49/I6 12 35/16 57A6 4 (20) 0.162 x 31/2 (8) 0.162 x 31/2 2,155 4,340 4,850 5,170 5,575 1,855 3,730 4,170 4,445 4,795 IBC, FL, LA HGUS28-2 66/is `�'12 �35/iii 7Yi6 4" (36)0.162x3Y2 '(12)�0:162x3'h 3,2,35 I'll 0'-7,460 "7,460. 7,46`0 2,780 6,415� 6,A15 ,6,415 :6,415 LUS210-2 06 18 31/s 9 2 (8) 0.162 x 31/2' (6) 0.162 x 31/2 1,445 1,830 2,075 2,245 2,830 1;245 1,575 1,785 1,930 2,435 HHUS210-2 83/6 14 36Ar 87/a 3 (30) 0.162 x 31/2 (10) 0.162 x 31/2 3,550 5,705 6,435 6,485 6:485 3,335 4,905 5,340 51060 5,190 HGUS210-2 89A6 12 35/16 93/i6 4 (46) 0.162 x 31/2 (16) 0.162 x 3Y2 4,095 9,100 9,100 9,100 9,100 3,520 7,460 7,825 7,825 7,825 Triple 2x Sizes Flu C O 3", 'f*r6 - _ IL 3Y2 1 4 (LU)U.,IPZ X.'S/2 k,�(tSfU. IbL X' 0 Y2 4133 �4,J4U•' 403u 1,U,=1fu 0,310 I,ITJJ. ;S/JU y IYU 4,44J, 4,";k IBC, FL, HGUS28 3„ 61i6 , (12:" �415fi6I , 7Ya , 4 (36) 0.162 x 31/z �(12) 0:162 z31h3,235 7460,E 7460 7,460 7,46q 2,780, 6 415. 6,415 6,415'' 6;415' LA HHUS210-3 83/a 14 411/6 87/s 3 (30) 0.162 x 31/2 (10) 0.162 x 3'/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 415A6 91/4 4 (46) 0.162 x 31/2 (16) 0.162 x 31/2 4,095 9,100 9,100 9,100 9,100 3,520 7,825 7,825 7,825 7,825 HGUS2123 `� �, ,. •105/s ;,:12 4*� 10314 e`4`; (56)0162x-31- ,(20)0762X31h ,i,E 9;0 5: 0 �, 9tL45, 9,04 4<900 'tI80 /.,'Yi 7t8t1 ,7, ;IBC FL, LA Quadruple 2x Sizes nuubLO,'F , .'J72 -' ': 14', ,O%16`- JA6 P 4 1 VUJ'UiP&b 3%Y .S) YJI34 KOV2 1Z'133" 4,.i4US 9,2fJU 8„IJU' °.7,0/.7I I,bnO I 'Ji/3U' 4,1 tU',l 4,44J 4,/`J"S. IBC, FL, HGUS28-4 71/4 12 06 73/i6 4 (36) 0.162 x 31/2 (12) 0.162 x 31/2 1 3,235 1 7,460 1 7,460 17,460 7,460 1 2,780 1 6,415 6,415 6,415 6,415 LA HHUS210-4 j 83/s 14 6'A 87/s 3 (30) 0.162 x 31/2 (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 1 FL 4x Sizes IBC, FL, LA IBC, FL LUS48 43/e 1 18 39A6 63/a 1 2 1 (6) 0.162 x 31h 1 (4) 0.162 x 31/2 1 1,I)ABO 11,315 11,490 11,610 12,030 1 910 11,130 11,280 11,385 11,745 IBC, FL, HUS48 61/a 14 39/1s 7 2 (6) 0.162 x 31/2 (6) 0.162 x 31h 1,320 1,580 1,790 1,930 2,415 1:135 11,360 11,540 1,660 2,075 LA HHUS48 61/2 14 3% 71h 3 (22) 0.162 x 31/2 (8) 0.162 x 31/2 1:760 4,265 4,810 5,155 5,980 1,5' 5 3,670 4,135 4,435 5,145 HGUS48 6346 12 3% 711A6 4 (36) 0.162 x 31/2 (12) 0.162 x 3'h 3,235 7,460 7,460 7,460 7,460 2,780 6,415 6,415 6,415 6,415 HGUS412 10346 1 12 35/e 1103461 4 1 (56) 0.162 x 31/z (20) 0.162 x 31/2 15,695 9:045 9,045 19,045 1 9;045 1 4,900 1 7,780 1 7,780 1 7,780 1 7,780 HGUS414 117/16 1 12 1 35/6 1234s 4 1 (66) 0,162 x 31h 1 (22) 0.162 x 31h 15,695 10,125 10,125 10,125 10,125 4,900 1 8,190 1 8,190 1 8,190 18,190 Double 4x Sizes IBC, FL, LA FL 1. Uplift loads have been increased for earthquake or wind loading with no further increase allowed. Reduce where other bads govern. 2. Wind (160) is a download rating. 3. Minimum heel height shown is required to achieve full table 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 bads in accordance with ANSI/fPI 1-2014. Simpson Strong -Tie® Connector Selector® software includes the evaluation of cross -grain tension in its hanger allowable bads. For additional information, contact Simpson Strong -Tie. 5. Loads shown are based on a two-ply 2x carrying member minimum for nailed hangers. With 3x carrying members, use 0.162" x 21/2" nails in the header and 0.162" x 31h" in the joist, with no load reduction. With single 2x carrying members, use 0.148" x 11h" nails in the header and 0.148" x 3" in the joist, and reduce the load to 0.64 of the table value. 6. Fasteners: Nail dimensions in the table are risted diameter by length. See pp. 21-22 for fastener information. 19 HTU Face -Mount Truss Hanger The HTU face -mount truss hanger has nail patterns designed specifically for shallow heel heights, so that full allowable loads (with minimum nailing) apply to heel heights as low as 37/a". 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 1/2" max. to allow for greater construction tolerances (maximum gap for standard allowable loads is 1/8" per ASTM D1761 and D7147). See technical bulletin T-C-HANGERGAP at strongtie.com for more information. Material: 16 gauge Finish: Galvanized Installation: • Use all specified fasteners; see General Notes • Can be installed filling round holes only, or filling round and triangle holes for maximum values • See alternate installation for applications using the HTU26 on a 2x4 carrying member or HTU28 or HTU210 on a 2x6 carrying member for additional uplift capacity Options: • HTU may be skewed up to 671/2'. See Hanger Options on pp. 98-99 for allowable loads. • See engineering letter L-C-HTUSD at strongtie.com for installation with Strong -Drive® SD fasteners. Codes: See p.12 for Code Reference Key Chart Min. heel height per table @ Many of these products are approved for installation with Strong -Drive$ SD Connector screws. See pp. 335-337 for more information. 11m HTU26 truss and carrying member HTU Installation for Standard Allowable Loads (for 1/2" maximum gap, use Alternate Allowable Loads.) Standard Allowable Loads (1/8" Maximum Hanger Gap) 2x Sizes tx'on9 W Typical HTU26 Minimum Nailing Installation Alternate Installation - HTU28 Installed on 2x6 Carrying Member (H7U210 similar) -ri I=ULO•(MdX.J;. � a✓2 o`� „I %6' _-aM 1, %2 4U) U.104 X 0'/2 tLUj W.1"tP.X J'!2 ,i3OD0,i L `J i1J,,3:e �.* s`td ' . '�', Ua .4UlU - 1,33� L,.73U t l,,.am) :.5 r3iu, -3;902 e. IBC, HTU28 (Min.) 37/a 1 % 71/ie 31/2 (26) 0.162 x 31h (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, HTU28 (Max.) 71/4 1 % TAB 31/z (26) 0.162 x 3Y2 (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 HTU210 (Min.), 37/s ` .1$/s; 9'/+6 31h ,(32) 0.162X3.12,, (14} Q 148,X',1;?h, '1,33p'' 4, 0 , ,4 3sv. ; 30Q ,.4,3 ra ; i 1;1451 , , 25". ,3;225 "'330' u 225; HTU210 (Max.),, 9Ja 1'S/a 935e 3"/s : (32) 0:162 x 31h {32j 0148 k 1 h 3;315:: 4,705 - :.31t7 ,.a f30 5,995. 2;850 4,045 ?, a r5 i 3„0 ,, 5155 Double 2x Sizes 3?/s ` '3-%6 5346 �31h�� J20) 0.162 x3"/z; , (t4).,Q.148 x 3, ; J,315: 2,9A0 3.32t1 ?,SrQt)- 3;910 , -1;3D5 HTU26 2 (MaX.) �51h 335a= '5 /,� Th - 20) r).162�it 31h w (20) 0.148 x 3` _ 2,175' .2,940: 3.3C0 58Q; Q , ,1,87� 2;530 . 2j855 ^y 8v,' 3,855, , HC. TU28 2 (Min.) 37/s 3�i6 71ti6 3Yz (26) 0.162 x 31h (14) 0.148 x 3 1,530 3,820 4,310 4,310 �4� 10 1,315 2,865 3,235 3,235 3,235 IFL, HTU28 2 (Max.) 71/a 35/is 71Ai6 31/z (26) 0.162 x 31/z (26) 0.148 x 3 3,485 3,820 4,315 4,655 25 2,995 3,285 3'10' "d,OJU ?'t'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. Uplift bads have been increased for earthquake or wind loading with no further increase allowed. Reduce where other bads govern. 4. Wind (160) is a download rating. 5. For hanger gaps between 1/a° and 1h", use the Alternate Allowable Loads. 6. Truss chord cross -grain tension may Emit allowable bads in accordance with ANSUTPI 1-2014. Simpson Strong -Tie® Connector Selector® software includes the evaluation of cross -grain tension in its hanger allowable bads. For additional information, contact Simpson Strong -Tie. 7. Loads shown are based on a minimum two-ply 2x carrying member. For single 2x carrying members, use 0.148" x 11h" nails in the header and reduce the allowable download to 0.70 of the table value. The allowable uplift is 100% of the table bad. 8. Fasteners: Nail dimensions in the table are listed diameter by length. See pp. 21-22 for fastener information. 96 HTU Face -Mount Truss Hanger (cont.) lP 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 HTU26 (Min.) 37A I (2) 2x4 1 (10) 0.162 x 31/z 1 (14) 0.148 x 1'/z 925 1 1,470 1 1,660 1 1,790 1 1,875 1 795 1 1,265 1 1,430 1 1,540 1 1,615 HTU26 (Max.) 51/z (2) 2x4 (10) 0.162 x 31h (20) 0.148 x 11/z 1,240 1,470 4,660 1,790 2,220 1065 1 1,265 1,430 1 1,540 1 1,910 IBC HTU28 tMax.h 71/4,;1, 12120, 0111111R2 x 3?/-(2R1(114R x.11/ -1 47li' i •7 4dn ' q:n9., 4 �Rn .Z nnF i Rar 1 9 Fzrl a r, 1. a 1' r, . a �Fn ! FL, LA 1. See table above for dimensions and additional footnotes. 2. Maximum hanger gap for the alternative installation is 1h". 3. Wind (160) is a download rating. 4. Fasteners: Nail dimensions in the table are listed diameter by length. See pp. 21-22 for fastener information. A 11 _ - 1_ 1 _ 1 _ 1 _ M / 11 r11LG1 I ICLLIVG /-\llUVVCUJIC L-UCIUJ k72 IVIdAII I IUI 1117ldl IYU1 Udp) Single 2x Sizes HTU28 (Min.) 37/a .. 15/a 711A6 31/z (26) 0.162 x 31/z (14) 0.148 x 11/z 1,110 .. 3,770 3,770 ,: 3,770 ,. 3,770 955 2,825 2,825 2,825 .., 2,825 IBC, FL, HTU28 (Max.) 71/4 15/a 71M6 31/2 (26) 0.162 x 31/z (26) 0.148 x 11/21,920 3,820 4,315 41655 5,015 1,695 2,865 3.2 -5 3,490 3,765 LA HTU210I(Mm } 9M6 T31/z (32� 0.162 x 311z (14) 0.148 x"11/z �'1,250 3,600,1 `3 600 '3,600- 3,600 ' 1,075 2700 2,700, 2,700: 2,700' HTU210;i'(Maxj 91/a " 1'BA 9'a 1 ,(2)6i3'3'1 1h 3 ,.5,0 5020 ; 2,800 '3,'S3 3,765' 3;765 3,765 Double 2x Sizes HTU26-2 (Vi' 37/a 3 to 57% 31h-. (20) 0.1'62 x 3'h (14),0;148 X 3 .1515 2,840 3 3,500-° 3,500 ',1,305 2; 205: 2,245 2,205• 2,205 ` .HTU26-2 (Max.) . . 5'h,; ,3%- 57h6, 31/z (20} 0,162 z 31/r - (20) 0148 x3 1;910' 2,940 3,32f . 3?500' `3,500 ; `1,645. 2 205 2,205 2,205- 2,205'. HTU28-2 (Min.) 37/a 35/6 71Iia 31/z (26) 0.162 x 31/2 (14) 0.148 x 3 1,490 3,820 3,980 3,980 3,980 1,280 2,865 2,985 2,985 2,985 IBC, HTU28-2 (Max.) 71/4 TY% 71% 31/z (26) 0.162 x 31h (26) 0.148 x 3 3,035 3,820 4,315 4,655 5,520 2,610 2,865 3,235 3,490 4:140 FL, 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 loading with no further increase allowed. Reduce where other bads govern. 4. Wind (160) is a download rating. 5. For hanger gaps between 1/a° and 1h", use the Alternate Allowable Loads. 6. Truss chord cross -grain tension may limit allowable bads in accordance with ANSVTPI 1-2014. Simpson Strong -Tie® Connector Selector® software includes the evaluation of cross -grain tension in its hanger allowable bads. For additional information, contact Simpson Strong -Tie. 7. Loads shown are based on a minimum two-ply 2x carrying member. For single 2x carrying members, use 0.148" x 11/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. 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 25/1e" at 100% of the table load. Specify as an 'X' version and specify flange to conceal. • For any HU or HUC shown in this catalog, the user may substitute all face nails with 1/4" x 13/4" Titen® 2 screws (Model TTN2-25134H) for concrete and 114' x 2Y4" Titen 2 screws (Model TTN2-25234H,, for GFCMU. Follow all installation instructions and use the loads from the sawn lumber or Et/VP sections. Material: 14 gauge Finish: Galvanized; ZMAX® and stainless steel available Installation: • Attach the hangers to concrete or GFCMU walls using hex -head Titen 2 screws. Titen screws for GFCMU (1/4" x 23/4" — Model TTN2-25234H) and for concrete (1/4" x 13/4" — Model TTN2-25134H) are not provided with the hangers. • Drill the 3/1e"-diameter hole to the specified embedment depth plus 1/2". • Alternatively, drill the 3/1e°-diameter hole to the specified embedment depth and blow it clean using compressed air. • Caution: Oversized -diameter holes in the base material will reduce or eliminate the mechanical interlock of the threads with the base material and will reduce the anchor's load capacity. • Titen Installation Tool IGts are available. They include a Y11e" drill bit and hex -head driver bit (Model TTNT01-RC); a 3/1a" x 41/2" drill bit is also available (Model MDB18412). • A minimum edge distance of 11/2' and minimum end distance of 37/a" is required as shown in Figure 1 for full uplift load. • Where no uplift load is required, a minimum end distance of 11/2" is permitted. Codes: See p.12 for Code Reference Key Chart Concealed flanges HUC410 HU214 Figure 1 — HUG410 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.) These products are available with additional corrosion protection. For more information, see p.15. 1ft "o HU26 HU26X (4)1/4 x 23/4 (4) 1/4 x 13/4 (2) 0.148 x 11/2 335 1,000 335 1,545 HU28 '' HU28X '- {6)?/4 x 23/a (6) Tl4 x=13J (4) QY48 x 1''h 545 1500 + , 76:Q 2,400' HU24-2 HUC24-2 (4)1/4 x 23/4 (4) 1/2 x 13/a (2) 0.148 x 3 380 1,000 380 1,545 HUC26 2 j$)1laX 23/a (8)yfl4 x 13fa (4),0.148.x 3 76Q 2,Q00" 760 3 200. HU26 2Max. 2)✓ ' , ,000 1135 3,9501 HU26-3 (Min.) HUC26-3 (Min.) (8)1/4 x 23/4 (8) 1/4 x 13/4 (4) 0.148 x 3 760 2,000 760 3,200 HU26-3 (Max.) HUC26-3 (Max.) (12) 1/4 x 23/4 (12)114 x 13/4 (6) 0.148 x 3 1,135 3,000 1,135 3,950 HU210 I HU21 OX I (8)1/4 x 23/4 I (8) 1/4 x 1 3/4 (4) 0.148 x 1'/z I 545 2,000 I 760 I 2,415 HU210-3 (Min.) HUC210-3 (Min.) (14)114 x 23/4 (14)1/4 x 13/4 (6) 0.148 x 3 1,135 3,500 1,135 4,920 HU210-3 (Max.) HUC210-3 (Max.) (18) 1/4 x 23/4 (18)1/4 x 13/4 (10) 0.148 x 3 1,800 4,500 1,800 5,085 HU212`; HU212X= (10} 14 x 2314 . •- ' {10)1fa x la j6) 0148X 1'h [ 135" ' "2,50D " 1,135 2,665 HU212-2 (Min.) HUC212-2 (Min.) (16)1/4 x 23/4 (16)1/4 x 13/4 (6) 0.148 x 3 1,135 4,000 1,135 4,920 HU212-2 (Max.) HUG212-2 (Max.) (22)1/4 x 23/4 (22)1/4 x 13/4 (10) 0.148 x 3 1,350 5,085 1,350 5,085 HUCs3 " a _ (6).048,xHU212=3 3 35 000 135 -0;920!3 HU212-3 (Max) y HUC212'-3 (MaX) a ; (22) la7c 23'a (22}'fa;13/4 (10) 0.14$ X,3 1 800 5 085 ".. 1,800 5,085 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 HU214-2 (Min:) ",' HUC214-2 (Min.) (18};"1l4 < 23la s (18)'!4"xI' 4 .; (8} p 148 X 3 1 515 4 500 °' i,515 , 5,085 HU214-2 (Max) °,_ R0214-2 (Max.) (24}•�/a x 23fa (24) �a X 13/4 (12) 0148.x 3 y i -2�01b ',• 1 b,085 , 2 015 5;085 HU214-3 (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.) (2 4) 1/4 x 23/4 (24)114 x 13/4 (12) 0.148 x 3 2,015 5,085 2,015 5,085 HU216 HU216X'` (18)1la x 23%4 (18)1la iC1314 , {8) 0.148 x 1?h 2,920" 2,920 HU216-2 (Min.) HUC216-2 (Min.) (20)1/4 x 23/4 (20)1/4 x 13/4 (8) 0.148 x 3 1,515 4,920 1,515 4,920 HU216-2 (Max.) HUC216-2 (Max.) (26)114 x 23/4 (26)1/4 x 13/4 (12) 0.148 x 3 2,015 5,085 2,015 5,085 4U216 3 (Min:)" . NUG2163 (20)'14x 23/a; (20)'f4"x 1314 j8) 0148x`3 1 515 �4,920, , 1,515 4;920; NU2163{Max) ` HUC216";3,(Mex. }y. {26)"11a;x23/a " > (26)Yax;7/a, 3 (12)0.148x3 :2015 ":' , ,5085 ;i `,°." 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)114 x 13/4 (8) 0.148 x 11J2 1,085 3,485 1,085 3,485 HU9{Min) _ {Not available} :; (18)lbl,x23/a :'; j18)11aX-13/4,` {6)01d8x�t%z ;1135 3230=r 1,i35 .�,3,23Q HU9 (Max) (Not available} „ (24)'ld;x 23/a (24}'/4 x 1 _'4 (10) 0148 x 11/z 1445 .e 3,735" 1 "445 3,735 HU11 (Min.) (Not available) (2 2) 1/4 x 23/4 (22)1/4 x 13/4 (6) 0.148 x 11/z 1,135 3,230 1,135 3,230 HU11 (Max.) (Not available) (3 0) 1/4 x 23/4 (3 0) 1/4 x 13/4 (10) 0.148 x 11/2 1,445 3,735 1,445 3,735 HU14"(Mm) (l {28} 11 08 h _ � ,51a/a . 5 "3;4,85Notale 1 IU14 (Max) " " (Not avai fable) (36} 7!a x 23%a "" "" (36)1J4 x 13l4 (14) 0148'x 11h 2 015 4 245 2,015 U Z Z a 0 w F7 0 z 0 SC z 0 a U) 0 m N U U 38 STAGGER JOINTS - TYP. \ R /0.1CIL I�LI aaa��aaaaaaaa��a�iaaa�a� ; "KIN■f�� aaa�a�aaaaa�aaa�aaaaaau - �j UPLIFT/SHEAR ANC _ EACH TRUSS - SEE PLAN B/5KI-. NOTE: ADD'L FRAMING NOT SHOLLN FOR CLARITY R'.AISED HEEL TRUSS BEARING A SCALE. NTS SKI RAISED HEEL ROOF TRUSSES LAN ROOF SHEATHING- SEE SOFFIT/FASCIA- SEE ARCH, RAISED HEEL ROOF TRUSSES -SEE PLAN u' O 1 RIBBON BOARD- ¢ < 3 SEE SCHEDULE U z LL FOR SPACING a 0 w O wre Lj IBBON BOARD- SEE FASTENING TO w a U i Q Q �HEDULE FOR SPACING ! TRUSSES w Lai o O NSTENING TO TRUSSES WALL SHEATHING -SEE PLAN - Z L z MIN. 15/32' CDX PLYWOOD OR ; Q 3 111ro' OSB WITH 8d GUN NAILS I U (0.131' X 2 1/2') ® W O.G. TO UPLIFT/SHEAR GYP. CEILING- -MASONRY WALL- RIBBON BOARDS ANCHOR EACH SEE PLAN a SEE PLAN ?BUSS -SEE PLAN SCHEDULE DO NOT FASTEN RIBBON BOARD INTO END GRAIN OF ROOF TRUSS MASONRY WALL - BOTTOM CHORD SEE PLAN _ �REVISI RAISED HEEL TRUSS BEARING B SCALE, HTS SKI RIBBON 5GHEDULE DESIGN CRITERIA RIBBON MATERIAL RIBBON SPACING RIBBON ATTACHMENT Vult=165 MPH (2) 12d GUN (0.131' X 39 (Vasd=128 MPH) 2X4 5PF'2 24' TO EACH TRUSS, (4) EXP. B, NAILS AT JOINTS ENCLOSED Vult=180 MPH (2) 12d GUN (0.131' X 3') (Vasd=139 MPH) 2X4 SPF02 I6' TO EACH TRUSS, (4) EXP. G, ENCLOSED NAILS AT JOINTS SHEET TITLE: ae6on onia EO'V RUSEO XFEI ROOFtRU55E] SHEET INFORMATION: JOB NO -- ME HSVED: I I.BB.16 DMYM BY: REVIEWED BY: SK.I ALPINE AWMVC6IMPAM"'Y Januaiyl,O,ZU20' Cai pehter­ ' Contraictoirs o' f America 8900 Avenue G, KW W. inter Haven. FL3U86.-62,ol- De.ar Matt: It come. to . myattention."ihat:somequestions were raised o i poilpprmilig 5/8,," diameter' hbl'es.-drilled thfti,the: chords �(Wid&face] qf'sy.,s42 gable.,endi.,,rug threaded foods -'u-s-edfor '*"ti6:d".bWhg'.-" If.:tht,se,gableends�areiovqr continuous sgpgort, with one; are :ldrilled .',about "th6,,,Cent hne,, of the. Wide face #W.o� then amagingany connector plates Ar vertic norepairis poq*e�d, The truss oysuppor feet floor lbad§,a ,a rid additional load., If you have, 'gy_:qiie.sti6. § please " i me -,a -.call'.,. a questions; give P. Siriterely, ,. . --aA010i0li 4 8 '6 36.7 Sl STATE, OF • 6760 forum Drive; 400e 305. Orlando, IFL 328. 21- (OQQ) 521-97 `8685 wwmploinoJ I twcom. .". , " Wffrtrv100 ,,a w 44 ®� STATE OF 20 ORIV i Nis document has boon elochonicttdy signed and soWod ushg.a Digitoi SignsMo. Punted copies wkhout an c60W *%Mature must be verifted using the od*W eiectrordc vvmlon. ALPINE AN Iiw co m y FL REG# 278, Yoonhwak Kim, FL PE #i86367 Alpine, an ITW Company 6750 Forum Drive, Suite 305 Orlando, FL 32821' Phone:(800)755-6001 www.alpineitw.com Site trlformatfon: Pa' a 4 Customer: Carpenter Contractors of America Job Number. N334501 Job Descri tion: 7A5/320 ,182EC,E ,02G ,RH01 7 1828/CALI/4EBB ELEV.C,E Address: Job Engineerll >~rlteria ° Design Goole: FBC 6th Edition (2017) IntelliVlEW Version: 17,02.02A through 18.02.01A JRef #: 1 WXQ89750101 Wind Standard: ASCE 7-10 Wind Speed (mph). 160 Roof Load (pso: 20.00 7.00- 0.00-10.00 Building Type: Closed Floor Load s : None This package contains general notes pages, 33 truss drawing(s) and 5 detail(s). Item tirawltiiber Truss - 1 224.20.1538.23296 Al 3 224.20.1538.23124 A2 5 224.20.1538.23125 A4 7 224.20.1538.23173 A6 9 224.20.153823170 A8 11 224.20.1538.23171 A10 13 224.20.1538:23172 All 15 224.20.1538.2292,1 Al4G 17 224.20.1538.23327 A16 19 224.20.1538.22890 C1GE 21 224.20.1538..25962 D2 23 224.20.153825854 V8 25 224.20.1538.25542 ER 27 224.20.1538.25901 EJ3 29 22420.1538,.23201 CJ3 31 224:20.1538.26149 CJ1A 33 224.20.1538.25947 HJ3 35 A18015ENC101014 37 GBLLETIN101,4 itiem ©rawEr g NuM1*r . Truss., , 2 224.20.1538.23297 AIA 4 224,20.1538.22937 A3 6 224.20.1538.23174 A5 8 224.20.1538.23077 A7 10 224.20.1538,22936 A9 12 224.20.1538.22999 Al2 14 224.20.1538.23062 A13 116 224.20.1538.22984 A15 18 224.20.1538.22891 B1 GE 20 224.20,1538.26227 D1 22 224.20.1538.25963 MG 24 224.20.1538.'25807 V4 26 224.20.1538.25543 EJ7A 28 224.20,1538.23045 CJ5 30 224.20.1538.25915 CJ 1 32 224.20.i53822873 HJ7 34 A16015ENC101014 36 GBLLETIN011.8 38 VAL1601.01014 Flo, ida Cedificate of Product Approval xFL1.999 Printed 8fl1/2020 4:01.54 PM General Notes Truss Design Engineer Scope of Work, Design Assumptions and Design Responsibilities: The design responsibilities assumed in the preparation of these design drawings are those specified in ANSI/TPI 1, Chapter 2; and the National Design Standard for Metal Plate Connected Wood Truss Construction, by the Truss Plate Institute. The truss component designs conform to the applicable provisions of ANSI/TPI 1 and NDS, the National Design Specification for Wood Construction by AWC. The truss component designs are based on the specified loading and dimension information furnished by others to the Truss Design Engineer. The Truss Design Engineer has no duty to independently verify the accuracy or completeness of the information provided by others and may rely on that information without liability. The responsibility for verification of that information remains with others neither employed nor controlled by the Truss Design Engineer. The Truss Design Engineer's seal and signature on the attached drawings, or cover page listing these drawings, indicates acceptance of professional engineering responsibility solely for the truss component designs and not for the technical information furnished by others which technical information and consequences thereof remain their sole responsibility. The suitability and use of these drawings for any particular structure is the responsibility of the Building Designer in accordance with ANSI/TPI 1 Chapter 2. The Building Designer is responsible for determining that the dimensions and loads for each truss component match those required by the plans and by the actual use of the individual component, and for ascertaining that the loads shown on the drawings meet or exceed applicable building code requirements and any additional factors required in the particular application. Truss components using metal connector plates with integral teeth shall not be placed in environments that will cause the moisture content of the wood in which plates are embedded to exceed 19% and/or cause corrosion of connector plates and other metal fasteners. The Truss Design Engineer shall not be responsible for items beyond the specific scope of the agreed contracted work set forth herein, including but not limited to: verifying the dimensions of the truss component, calculation of any of the truss component design loads, inspection of the truss components before or after installation, the design of temporary or permanent bracing and their attachment required in the roof and/or floor systems, the design of diaphragms or shear walls, the design of load transfer connections to and from diaphragms and shear walls, the design of load transfer to the foundation, the design of connections for truss components to their bearing supports, the design of the bearing supports, installation of the truss components, observation of the truss component installation process, review of truss assembly procedures, sequencing of the truss component installation, construction means and methods, site and/or worker safety in the installation of the truss components and/or its connections. This document may be a high quality facsimile of the original engineering document which is a digitally signed electronic file with third party authentication. A wet or embossed seal copy of this engineering document is available upon request. Temporary Lateral Restraint and Bracing: Temporary lateral restraint and diagonal bracing shall be installed according to the provisions of BCSI chapters B1, B2, B7 and/or B10 (Building Component Safety Information, by TPI and SBCA), or as specified by the Building Designer or other Registered Design Professional. The required locations for lateral restraint and/or bracing depicted on these drawings are only for the permanent lateral support of the truss members to reduce buckling lengths, and do not apply to and may not be relied upon for the temporary stability of the truss components during their installation. Permanent Lateral Restraint and Bracing: The required locations for lateral restraint or bracing depicted on these drawings are for the permanent lateral support of the truss members to reduce buckling lengths. Permanent lateral support shall be installed according to the provisions of BCSI chapters B3, B7 and/or B10, or as specified by the Building Designer or other Registered Design Professional. These drawings do not depict or specify installation/erection bracing, wind bracing, portal bracing or similar building stability bracing which are parts of the overall building design to be specified, designed and detailed by the Building Designer. Connector Plate Information: Alpine connector plates are made of ASTM A653 or ASTM A1063 galvanized steel with the following designations, gauges and grades: W=Wave, 20ga, grade 40; H=High Strength, 20ga, grade 60; S=Super Strength, 18ga, grade 60. Information on model code compliance is contained in the ICC Evaluation Service report ESR-1118, available on-line at www.icc-es.oro. Fire Retardant Treated Lumber: Fire retardant treated lumber must be properly re -dried and maintained below 19% or less moisture level through all stages of construction and usage. Fire retardant treated lumber may be more brittle than untreated lumber. Special handling care must be taken to prevent breakage during all handling activities. Page 1 of 3 General Notes (continued) Key to Terms: Information provided on drawings reflects a summary of the pertinent information required for the truss design. Detailed information on load cases, reactions, member lengths, forces and members requiring permanent lateral support may be found in calculation sheets available upon written request. BCDL = Bottom Chord standard design Dead Load in' pounds per square foot. BCLL = Bottom Chord standard design Live Load in pounds per square foot. CL = Certified lumber. Des Ld = total of TCLL, TCDL, BCLL and BCDL Design Load in pounds per square foot. FRT = Fire Retardant Treated lumber. FRT-DB = D-Blaze Fire Retardant Treated lumber. FRT-DC = Dricon Fire Retardant Treated lumber. FRT-FP = FirePRO Fire Retardant Treated lumber. FRT-FL = FlamePRO Fire Retardant Treated lumber. FRT-FT = FlameTech Fire Retardant Treated lumber. FRT-PG = PYRO-GUARD Fire. Retardant Treated lumber. g = green lumber. HORZ(LL) = maximum Horizontal panel point deflection due to Live Load, in inches. HORZ(TL) = maximum Horizontal panel point long term deflection in inches, due to Total Load, including creep adjustment. HPL = additional Horizontal Load added to a truss Piece in pounds per linear foot or pounds. Ic = Incised lumber. FJ = Finger Jointed lumber. L/# = user specified divisor for limiting span/deflection ratio for evaluation of actual L/defl value. L/defl = ratio of Length between bearings, in inches, divided by the vertical Deflection due to creep, in inches, at the referenced panel point. Reported as 999 if greater than or equal to 999. Loc = Location, starting location of left end of bearing or panel point (joint) location of deflection. Max BC CSI = Maximum bending and axial Combined Stress Index for Bottom Chords for of all load cases. Max TC CSI = Maximum bending and axial Combined Stress Index for Top Chords for of all load cases. Max Web CSI= Maximum bending and axial Combined Stress Index for Webs for of all load cases. NCBCLL = Non -Concurrent Bottom Chord design Live Load in pounds per square foot. PL = additional Load applied at a user specified angle on a truss Piece in pounds per linear foot or pounds. PLB = additional vertical load added to a Bottom chord Piece of a truss in pounds per linear foot or pounds PLT = additional vertical load added to a Top chord Piece of a truss in pounds per linear foot or pounds. PP = Panel Point. R = maximum downward design Reaction, in pounds, from all specified gravity load cases, at the indicated location (Loc). -R = maximum upward design Reaction, in pounds, from all specified gravity load cases, at the identified location (Loc). Rh = maximum horizontal design Reaction in either direction, in pounds, from all specified gravity load cases, at the indicated location (Loc). RL = maximum horizontal design Reaction in either direction, in pounds, from all specified non -gravity (wind or seismic) load cases, at the indicated location (Loc). Rw = maximum downward design Reaction, in pounds, from all specified non -gravity (wind or seismic) load cases, at the identified location (Loc). TCDL = Top Chord standard design Dead Load in pounds per square foot. TCLL = Top Chord standard design Live Load in pounds per square foot. U = maximum Upward design reaction, in pounds, from all specified non -gravity (wind or seismic) load cases, at the indicated location (Loc). VERT(CL) = maximum Vertical panel point deflection in inches due to Live Load and Creep Component of Dead Load in inches. VERT(CTL) = maximum Vertical panel point deflection ratios due to Live Load and Creep Component of Dead Load, and maximum long term Vertical panel point deflection in inches due to Total load, including creep adjustment. VERT(LL) = maximum Vertical panel point deflection in inches due to Live Load. VERT(TL) = maximum Vertical panel point long term deflection in inches due to Total load, including creep adjustment. W = Width of non -hanger bearing, in inches. Refer to ASCE-7 for Wind and Seismic abbreviations. Uppercase Acronyms not explained above are as defined in TPI 1. Page 2 of 3 References: 1. AWC: American Wood Council; 222 Catoctin Circle SE, Suite 201; Leesburg, VA 20175; www.awc.org. 2. ICC: International Code Council; www.iccsafe.oro. 3. Alpine, a division of ITW Building Components Group Inc.: 13723 Riverport Drive, Suite 200, Maryland Heights, MO 63043; 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 Job Number: N334501 ,7A5/320 ,182EC,E ,02G ,RH01 / 1828/CALI/4EBB ELEV.C,E Truss Label: Al 6'1 "7 6'1 "7 12'11"15 610"8 1' i 100' F 1' Loading Criteria (psf) Wind Criteria - TCLL: 20.00 Wind Std: ASCE 7-10 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C 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 Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP #2 N Bot chord 2x4 SP #1 Webs 2x4 SP #3 :W3, W4, W5 2x4 SP #2 N Lumber value set "13B" uses design values approved 1/30/2013 by ALSC Bracing (a) 1X4 #3SRB or better continuous lateral restraint to be equally spaced. Attach with (2) 8d Box or Gun nails(0.113"x2.5",min.). Restraint material to be supplied and attached at both ends to a suitable support by erection contractor. (a) or scab reinforcement may be used in lieu of CLR restraint. substitute (1) scab for (1) CLR and (2) scabs for (2) CLR'S where shown. Scab reinforcement to be same size, species, grade, and 80% length of web member. Attach with 0.128x3" gun nails @ 6" oc. Loading Truss passed check for 20 psf additional bottom chord live load in areas with 42"-high x 24"-wide clearance. Wind Wind loads based on MWFRS with additional C&C member design. Ply: 1 Qty: 11 19,101, 26'8"1 6'10"1 610"1 5X5 E 9'10" 19,10" Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: N/ Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Code / Misc Criteria Bldg Code: FBC 6th.ed TPI Std: 2014 Rep Factors Used: Yes FT/RT:20(0)/10(0) Plate Type(s): WAVE 39'8" SEQN:7603 / T10 FROM: RWM 910" 29'8" Defl/CSI Criteria PP Deflection in loc L/defl U# VERT(LL): 0.222 K 999 360 VERT(TL): 0.547 K 999 240 HORZ(LL): 0.081 J - - HORZ(TL): 0.140 J Creep Factor: 2.0 Max TC CSI: 0.616 Max BC CSI: 0.982 Max Web CSI: 0.527 VIEW Ver: 17.02.02A.1213.21 �'ojIIIIIIfI1011l/ a g NO, 85367 �.qp® SPATE O � �u w Lei 0 33'6"9 6'1WEI Cust: R8975 JRef: 1WXQ89750101 D rwNo: 224.20.1538.23296 SSB / YK 08/11/2020 39'8" 6'1"7 10, 1' 39'8" i A Maximum Reactions (Ibs) _ Loc R /U /Rw /Rh /RL /W B 1709 / 308 / 961 / - / 445 / 8.0 H 1710 1308 /961 /- /- /8.0 Wind reactions based on MWFRS B Min Brg Width Req = 2.0 H Min Brg Width Req = 2.0 Bearings B & H are a rigid surface. Bearings B & H require a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp B - C 1488 - 3151 E - F 1102 - 2027 C - D 1387 - 2871 F , G 1387 - 2872 D - E 1102 - 2027 G - H 1488 - 3153 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - L 2756 -1187 K - J 2276 - 889 L - K 2276 - 863 J- H 2757 -1187 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. L - D 539 - 206 D - K 485 - 744 E - K 1361 - 646 0 R j s�ts p`��i ���llf9fN81S4®>,b FL REG# 278, Yoonhwak Kim, FL PE 486367 08/11/2020 K - F 485 - 745 F - J 540 - 206 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing.Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathingp and bottom chord shall have a propperly attached rigid ceiling Locations shown for ermanent lateral restraint of webs shall have bracin inslailed per BCSI sections B3, B7 or B10. as applicable. Apply plates to each face ofPtruss and position as shown above and on the Joint9Details, unless noted otherwise. kefer to ALPINE drawings 160A-Z for standard plate positions. Alpine, a division of ITW Building Components Group Inc.. shall not be responsible for any deviation from this drawing,any failure to build the ANnw COMPANY truss in conformance with ANSI/TPI 1, or for handling, shipping, installation and bracing of,trussesA seal on this drawing or cover page.. 13723 Riverport Drive . listing this drawingg indicates acceptance of pro essiona engineering responsibility solely for the design shown. The suitability Suite 200 apd use of this drawing for any structure is fhe responsibility of the Building Designer per ANSI/TPI 1 Sec.2. For more information see this job's general notes page and these web sites: ALPINE: www.al ineitw.com; TPI: www.lpinst.org; SBCA: www.sbcindustry.com; ICC: www.iccsafe.org Maryland Heights, MO 6304 N33 SEQ Job Number: C,E ,021 — Ply: 1 FROM: : ALS / T25 / COMN Cust: : 22 J.153 .23297 750101 ,7A5/320 ,182EC,E ,02G ,RH01 / 1828/CALI/4EBB ELEV.C,E Qly: 1 FROM: ALS DrwNo: 224.20.1538.23297 Truss Label: A1A FV / WHK 08/11/2020 7'112 12' 17'1"12 19'10' 23'8 31'8"14 39'8" 7'112 + 4,0"14 } 5'1"12 + 2'8"4+ 3'10" 8'0"14 + 7'1V2 '7 =6X6 / F E - /! G 12 04X6 D (a) 6 o 0 6X8 (a) H 6 so C o W9 T1 (a) W1 T W Q M so N B 1 A -___-_---- J =4X6(A2) =6X6= H0510(I) P—8X8(I) =8X10 K=4X6(A2) SECTION MAY BE REMOVE<�AFTER INSTALLATION. DO NOT CUT PLATES. c 39'8" Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Sid: ASCE 7-10 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C 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 Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP #2 N :T1 2x4 SP #1: Bot chord 2x4 SP #2 N Webs 2x4 SP #3 :W3, W6, W9, W11 2x4 SP #2 N Lumber value set "13B" uses design values approved 1/30/2013 by ALSC Bracing (a) 1X4 #3SRB or better continuous lateral restraint to be equally spaced. Attach with (2) 8d Box or Gun nails(0.113"x2.5",min.). Restraint material to be supplied and attached at both ends to a suitable support by erection contractor. (a) or scab reinforcement may be used in lieu of CLR restraint. substitute (1) scab for (1) CLR and (2) scabs for (2) CLR'S where shown. Scab reinforcement to be same size, species, grade, and 80% length of web member. Attach with 0.128x3" gun nails @ 6" oc. Plating Notes All plates are 2X4 except as noted. (1) - plates so marked were sized using 0% Fabrication Tolerance, 0 degrees Rotational Tolerance, and/or zero Positioning Tolerance. Wind Wind loads based on MWFRS with additional C&C member design. Laterally brace BC above filler @ 24" O.C. (or as designed) Including a brace on BC directly above both ends of filler (if no rigid diaphragm exists at that point). Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: Nf Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Code / Misc Criteria Bldg Code: FBC 6th ed 20 TPI Std: 2014 Rep Factors Used: Yes FT/RT:20(0)/10(0) Plate Type(s): WAVE, HS 7'11"5 1' 23,8" I 31'8"11 39'8" Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): 0.386 0 999 360 VERT(TL): 1.101 0 706 240 HORZ(LL): 0.168 K - - HORZ(TL): 0.314 K Creep Factor: 2.0 Max TC CSI: 0.791 Max BC CSI: 0.993 Max Web CSI: 0.958 VIEW Ver: 17.02.02A.1213.21 i14>A1t,11411 P P II`iopo • o w No.85367 ® e STATE OF ♦ Maximum Reactions (Ibs) Loc R / U / Rw '/ Rh / RL / W B 1556 / 308 / 961 / - / 445 / 8.0 1 1556 / 308 / 961 / - / - / 8.0 Wind reactions based on MWFRS B Min Brg Width Req = 2.2 1 Min Brg Width Req = 2.2 Bearings B & I are a rigid surface. Bearings B & I require a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp B - C 1429 - 2745 F - G 1353 - 2068 C - D 2160 -4245 G - H 1201 -2103 D - E 1504 - 2794 H - 1 1445 - 2777 E - F 1610 - 2771 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - S 2371 -1106 L - K 2402 -1133 Q - M 3738 -1618 K - 1 2406 -1133 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp C - S 753 -1523 M - F 2007 -1002 C - Q 1476 - 556 M - L 1864 - 657 S - Q 2850 -1328 F - L 440 - 454 Q - D 1271 - 597 L - H 458 - 688 D - M 804 -1539 ORI ,r+fie *�� FL REG# 278, Yoonhwak Kim, FL PE #86367 08/11 /2020 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS test edition of BCSI (Building Ilers shall provide temporary n chord shall have a propperly CSI sections B3, B7 or B10, noted otherwise. kefer to Alpine, a division of ITW Buildin,$cLComponents 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 trussesA seal on this drawing or cover pa�e , listing this drawingct indicates acceptance of pro essiona engineering responsibility solely for the desi n shown. The s i abluty aqd use of this drawing for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. For more information see this job's general notes page and these web sites: ALPINE: www.alpineitw_com; TPI: www.tpinst.org; SBCA:.www.sbcindustry.com; ICC: www.iccsaf ALPINE M nw CO-AW 13723 Riverport Drive Suite 200 Maryland Heights, MO 6304: Job Number: N334501 ,7A5/320 ,182EC,E ,02G ,RHO 1 / 1828/CALI/4EBB ELEV.C,E Truss Label: A2 6'1"7 6'1 "7 12'6"l5 6V'8 �,1 . 100.' -r 1 Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-10 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.ob Risk Category: II EXP: C 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 Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP #2 N Bot chord 2x4 SP #1 Webs 2x4 SP #3 :W3, W4, W5, W6 2x4 SP #2 N Lumber value set "1313" uses design values approved 1/30/2013 by ALSC Bracing (a) 1X4 #3SRB or better continuous lateral restraint to be equally spaced. Attach with (2) Bid 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. Ply: 1 Qty: 1 2T1I 651 :5X5=5X5 E F 39'8" SEQN:7605 / T9 / HIPS Cusl:R8975 JRef: 1WXQ89750101 FROM: RWM DrwNo: 224.20.1538.23124 SSB / WHK 08/11/2020 9'10" 29'8" Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# Pf: NA Ce: NA VERT(LL): 0.172 L 999 360 Lu: NA Cs: NA VERT(TL): 0.470 L 999 240 Snow Duration: NA HORZ(LL): 0.066 K - - HORZ(TL): 0.123 K Code / Misc Criteria Creep Factor: 2.0 Bldg Code: FBC 6th ed 201 Max TC CSI: 0.480 TPI Std: 2014 Max BC CSI: 0.856 Rep Factors Used: Yes Max Web CSI: 0.669 FT/RT:20(0)/l 0(0) Plate Type(s): WAVE VIEW Ver: 17.02.02A.1213.21 33'6"9 39'8" 6'5"8 6'1"7 10, 1' 39'8"i ' ♦ Maximum Reactions (Ibs) Loc R /U /Rw /Rh /RL /W B 1556 / 309 / 964 / - / 428 18.0 1 1556 / 309 / 964 / - / - / 8.0 Wind reactions based on MWFRS B Min Brg Width Req = 1.8 1 Min Brg Width 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 1511 - 2800 F - G 1123 -1779 C - D 1415 - 2521 G - H 1415 - 2521 D - E 1123 -1779 H - 1 1511 - 2800 E - F 1093 -1559 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - M 2444 -1206 L - K 2030 - 941 M - L 2030 - 911 K - 1 2444 -1216 ,�`1611l1111l/p!P! Ia-,ti ^w\ � !i f;,.# Maximum Web Forces Per Ply (Ibs) q`a��V.1•,®fi�e •ger1`�PA,'' Webs Tens.Comp. Webs Tens. Comp. .�� M - D 508 -192 L - F 548 - 381 q • �' p • D - L 482 - 683 L - G 482 - 683 o • No, 86367 0 E-L 548 -381 G-K 508 -192 a, • p w STATE OF a ,. r�iQs h ®� s ON b '!�lG1(likslitb08' '� FL REG# 278, Yoonhwak Kim, FL PE 486367 08/11/2020 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS quire extreme care in fabricating, handling,shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary r BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathinq and bottom chord shall have a proL�erly iid ceiling Locations shown for ermanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or 810, e. AppTy. plates to each face oftrussand position as shown above and on the Join Details, unless noted otherwise. Refer to 60A-Z for standard plate positions. a division of ITW Building Components Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the conformance with ANSUTPI 1, or for handling, shipping, installation and bracing of.trussesA seal on this drawing or cover pafge , this drawing indicates acceptance of pro) essionar engmeer'mq responsibility solely for the design shown. The sui ability e of this yawing for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. ALPINE ANRW COMPANY 13723 Riverport Drive Suite 200 Maryland Heights, MO 5304 Job Number: N334501 Ply: 1 SEQN: 7606 / T22 / HIPS Cust: R8975 JRef: 1WXQ89750101 ,7A5/320 ,182EC,E ,02G ,RH01 / 1828/CALI/4EBB ELEV.C,E Qty: 1 FROM: RWM DrwNc: 224.20.1538.22937 Truss Label: A3 FV / FV 08/11/2020 6'1'7 + 12'0"15 + 180"1 217"151 27'7"l 6'1'7 5'11"9 5'112 3'7"14 5'11"2 ;5X5 =5X5 E F 39'8" 10' 91101, 91101, + + 10' 19,10" 29'8" Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PS F) Defl/CSI Criteria TCLL: 20.00 Wind Std: ASCE 7-10 Pg: NA Ct: NA CAT: NA PP Deflection in loc L/defl L/# TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.171 L 999 360 BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(TL): 0.467 L 999 240 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.066 K - - Des Ld: 37.00 EXP. C HORZ(TL): 0.124 K Code / Misc Criteria NCBCLL: 10.00 Mean Height: 15.00 ft TCDL: 4.2 psf Cree Factor: 2.0 p Soffit: 0.00 BCDL: 5.0 psf Bldg Code: FBC 6th ed 201 Max TC CSI: 0.415 Load Duration: 1.25 MWFRS Parallel Dist: h to 2h TPI Std: 2014 Max BC CSI: 0.857 Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Factors Used: Yes Max Web CSI: 0.541 Loc. from endwall: not in 9.00 ft FT/RT:20(0)/l0(0) GCpi: 0.18 Plate Type(s): VIEW Ver: 17.02.02A.1213.21 Wind Duration: 1.60 WAVE Lumber Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP #2 N Bot chord 2x4 SP #1 Webs 2x4 SP #3 :W3, W4, W5, W6 2x4 SP #2 N Lumber value set "l3B" uses design values approved 1/30/2013 by ALSC 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. 1t,11t14I III fIf H WAk a 9 No.86367 a e vs o� STATE OFF 33'6"9 39'8" 5'11"9 6'17 10' 1' ♦ Maximum Reactions (Ibs) Loc R /U /Rw /Rh /RL /W B 1556 / 312 / 965 / - / 408 / 8.0 1 1556 /312 /965 /- /- /8.0 Wind reactions based on MWFRS B Min Brg Width Req = 1.8 1 Min Brg Width 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 1540 - 2796 F - G 1154 -1794 C - D 1447 - 2523 G - H 1448 - 2523 D - E 1154 -1794 H - 1 1540 - 2796 E - F 1150 -1635 Maximum Bot Chord Forces Per Ply (Ibs) .Chords Tens.Comp. Chords Tens. Comp. B - M 2439 -1231 L - K 2064 -1000 M - L 2064 - 971 K - I 2439 -1252 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. M - D 495 -180 L - F 523 - 335 D - L 470 - 674 L - G 470 - 674 E - L 523 - 335 G - K 495 -180 L � �djAlfV Ai(1i191tttt�, FL REG# 278, Yoonhwak Kim, FL PE #86367 08/11 /2020 —WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS > require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building gent Safety Information, by TPI and SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary per BCSI. Unless noted o"therwise,top chord shall have properly attached structural sheathing and bottom chord shall have a propperly p rigid ceiling Locations shown forpermanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or B10, cable. Apply plates to each face oftrussand position as shown above and on the Join "Details, unless noted otherwise. Refer to is 160A-Z for standard plate positions. a division of ITW Buildinc�Components Group Inc.. shall not be responsible for any deviation from this drawing,any failure to build the conformance with ANSI4PI 1, or for handling, shipping, installation and bracing of,trussesA seal on this drawing or cover page, this drawing indicates acceptance of pro- essrona engineering responsibility solely for the design shown. The suitability ,e of this yawing for any structure is the responsibility of the building Designer per ANSI/TPI 1 Sec.2. ALPINE', AN RW CAMPANY 13723 Riverport Drive Suite 200 Maryland Heights, MO 6304 Job Number: N334501 Ply: 1 SEQN: 7607 / T8 / HIPS Cust: R8975 JRef: 1WXQ89750101 ,7A5/320 ,182EC,E ,02G ,RHO1 / 1828/CAL1/4EBB ELEV.C,E Qly: 1 FROM: RWM DrwNo: 224.20.1538.23125 Truss Label: A4 FV / WHK 08/11/2020 T1014 17' 22'8" 31'9"2 39'8" Tl0"14 9'1"2 5'S" 9'1"2 T1014 M 0 oo 1' i 10. 10. '} Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-10 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP. C 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 Value Set: 13B (Effective 6/1/2013) 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: Lumber value set "1313" uses design values approved 1/30/2013 by ALSC 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. =5X5 5X5 D E 9'10" 19,10" Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: N/ Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Code / Mist; Criteria Bldg Code: FBC 6th ed 201 TPI Sid: 2014 Rep Factors Used: Yes FT/RT:20(0)/10(0) Plate Type(s): WAVE 39'8" 9'10" 29'8" Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.149 J 999 360 VERT(TL): 0.408 J 999 240 HORZ(LL): 0.0601 - - HORZ(TL): 0.112 1 Creep Factor: 2.0 Max TC CSI: 0.760 Max BC CSI: 0.863 Max Web CSI: 0.629 VIEW Ver: 17.02.02A.1213.21 t,,�111111tPiPt1/D10 'to�'p�� a s No. 86367 o e �ry F STATE OF� e N A ' p- `4' % 10, 1' 39'8"r ♦ Maximum Reactions (Ibs) Loc R /U /Rw /Rh /RL /W B 1552 / 318 / 965 / - / 387 / 8.0 G 1552 /318 /965 /- /- /8.0 Wind reactions based on MWFRS B Min Brg Width Req = 1.8 G Min Brg Width Req = 1.8 Bearings B & G are a rigid surface. Bearings B & G require a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp B - C 1532 - 2755 E - F 1559 - 2561 C - D 1559 - 2561 F - G 1532 - 2755 D - E 1205 -1728 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - K 2393 -1221 J - 1 1695 - 768 K - J 1695 - 738 1 - G 2393 -1250 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. C - K 404 - 448 J - E 389 - 234 K - D 770 - 462 E -1 770 - 462 D - J 388 - 234 I - F 403 - 448 e-io 000 Ltd JO Y A L. � � �dedddi0aE0llbl4 FL REG# 278, Yoonhwak Kim, FL PE #86367 08/ 11 /2020 WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! ..IMPORTANT*** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached n id ceiling Locations shown for ermanent lateral restraint of webs shall have bracinA installed per BCSI sections B3, B7 or 610, as applicable. Apply plates to each face ofptruss and position as shown above and on the Joinf9Details, unless noted otherwise. kefer to A LPI N E drawings 160A-Z for standard plate positions. Alpine, a division of ITW Building Components Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the ANmvcoruwr truss in conformance with ANSI/TPI 1, or for handling, shipping, installation and bracing of,trussesA seal on this drawing or cover page, , 13723 Riverport Drive ' (sting this drawing indicates acceptance of pro essiona engineering responsibility solely for the design shown. The suitability Suite 200 )!sting use of this drawing, for any structure is the responsibility of the ouilding Designer per ANSI/TPI 1 Sec.2. For more information see this iob's oenemi notes nacre and these web sites, ALPINE• www.aloineitw_com, TPI: www.loinst.or , SBCA: www.sbcindustmcom: ICC: www.iccsafe.oro Maryland Heights, MO 6304 Job Number: N334501 Ply: 1 SEQN: 7608 / T24 / HIPS Cust: R8975 JRef: 1WXQ89750101 ,7A5/320 ,182EC,E ,02G ,RH01 / 1828/CALI/4EBB ELEV.C,E Qty: 1 FROM: RWM DrwNo: 224.20.1538.23174 Truss Label: A5 FV / WHK 08/11/2020 6'1"7 6-1 "7 160"1 237'15 33'6"9 39'8" 91101,10 7'7"14 91101,10 6' 1 "7 6X6 Z 6X6 D E 39'B" 10' 9'10" 9.10" 10, 10' I 19'10" 29'8" 39'8" Loading Criteria (psf) Wind Criteria Snow Criteria (P9,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-10 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# Loc R / U / Rw / Rh / RL / W TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.156 J 999. 360 B 1556 / 713 / 964 / - / 367 / 8.0 BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(TL): 0.427 J 999 240 G 1556 / 713 / 964 / - /- / 8.0 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.064 1 - - Wind reactions based on MWFRS Des W.37EXP: C.00 Mean Height: 15.00 ft HORZ(TL): 0.119 I - - B Min Brg Width Req = 1.8 NCBCLL: 10.00 TCDL: 4.2 psf Code / Misc Criteria Creep Factor: 2.0 G Min Br Width Re = 1.8 9 q — Soffit: 0.00 BCDL: 5.0 psf Bldg Code: FBC 6th ed 201 Max TC CSI: 0.799 Bearings B & G are a rigid surface. Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Max BC CSI: 0.855 Bearings B & G require a seat plate. Spacing: 24.0 " C&C Dist a: 3.97 It Rep Factors Used: Yes Max Web CSI: 0.614 Members not listed have forces less than 375# Loc. from endwall: not in 9.00 It 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: 17.02.02A.1213.21 Lumber B - C 1622 -2852 E - F 1483 -2513 C - D 1483 - 2513 F - G 1621 - 2852 Value Set: 13B (Effective 6/1/2013) D - E 1254 -1829 Top chord 2x4 SP #2 N :T2, T4 2x4 SP 2400f-2.OE: Bot chord 2x4 SP #1 Maximum Bot Chord Forces Per Ply (Ibs) Webs 2x4 SP #2 N :W1, W6 2x4 SP #3: Chords Tens.Comp. Chords Tens. Comp. Lumber value set "'I 3B" uses design values approved 1/30/2013 by ALSC B - K 2505 -1330 J - 1 1780 - 840 K - J 1780 - 810 1 - G 2505 -1359 Wind Wind loads based on MWFRS with additional C&C {�1®�� Maximum Web Forces Per Ply (Ibs) member design. ��1, W y( �mV®®� +9'10 Webs Tens.Comp. Webs Tens. Comp. �/ P. ' C - K 423 -469 J - E 381 -218 �%EN, 4 0. +� K-D 617 -314 E-I 617 314 ` o D - J 380 - 218 I - F 423 - 469 d b too.8fi367 ae a STA �OR 0 ® (t 0 U fl6 ib 1165 ®®�dl p �� r Y A L �br, Id(Oittdd{60 FL REG# 278, Yoonhwak Kim, FL PE #86367 08/11 /2020 —WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSL Unless noted dttherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a propperly attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bractn installed per BCSI sections B3, B7 or B10, as applicable. Apply plates to each face of russ and position as shown above and on the Joinf Details, unless noted otherwise. Defer to ALPINE drawings 160A-Z for standard plate positions. Alpine, a division of ITW BuildinggComponents Group Inc.. shall not be responsible for any deviation from this drawing,any failure to build the ANMCOWAW truss in conformance with ANSI/TPI 1, or for handling, shipping, installation and bracing of,trussesA seal on this drawing or cover P.M e. , 13723 Riverpon Drive listing this'drawing indicates acceptance of ro) esslonarr engineering responsibility solely for the design shown. The P.Mability Suite 200 apd use of this drawing for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. Maryland Heights, MO 63043 For more information see this job's general notes page and these web sites: ALPINE: www.alpineitw.com; TPI: www.lpiasl.org; SBCA: www.sbcindustry.com; ICC: www.icesafe.org Job Number: N334501 Ply: 1 SEQN: 7609 / T7 / HIPS Cust: R8975 JRef: 1WXQ89750101 ,7A5/320 ,182EC,E ,02G ,RH01 / 1828/CALI/4EBB ELEV.C,E Qty: 1 FROM: RWM DrwNo: 224.20.1538.23173 Truss Label: A6 KD / FV 08/11/2020 7'1014 15' 24'8" 31'9"2 39'8" T10"14 T T1"2 9,8„ T1"2 7'10"14 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 " Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: h to 2h C&C Dist a: 3.97 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP #2 N :T3 2x4 SP 2400f-2.OE: Bot chord 2x4 SP #1 Webs 2x4 SP #2 N :W1, W6 2x4 SP #3: Lumber value set "1313" uses design values approved 1/30/2013 by ALSC Wind Wind loads based on MWFRS with additional C&C member design. :6x6 =6x6 D T3 E 39'8" 9.101, 9.101. 19,10" 29'8" Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria Pg: NA Ct: NA CAT: NA PP Deflection in loc L/defl L/# Pf: NA Ce: NA VERT(LL): 0.159 J 999 360 Lu: NA Cs: NA VERT(TL): 0.436 J 999 240 Snow Duration: NA HORZ(LL): 0.061 1 - - HORZ(TL): 0.115 1 Code / Misc Criteria Creep Factor: 2.0 Bldg Code: FBC 6th ed 201 Max TC CSI: 0.913 TPI Sid: 2014 Max BC CSI: 0.867 Rep Factors Used: Yes Max Web CSI: 0.572 FT/RT:20(0)/10(0) Plate Type(s): VIEW Ver: 17.02.02A.1213.21 WAVE 04111tit 11ll/teo Of n No.86367 b 6 V STATE OF ®w�� a - ®�'� OR1DlOdd ONM. 00 co 1 0 ii 39'8" ♦ Maximum Reactions (Ibs) Loc R /U /Rw /Rh /RL /W B 1552 / 328 / 962 / - / 346 / 8.0 G 1552 / 328 / 962 ! - / - / 8.0 Wind reactions based on MWFRS B Min Brg Width Req = 1.8 G Min Brg Width Req = 1.8 Bearings B & G are a rigid surface. Bearings B & G require a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp B - C - -1547 - 2729 E - F 1668 - 2537 C - D 1568 - 2538 F - G 1547 - 2729 D - E 1287 -1910 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - K 2363 -1228 J - 1 1847 - 899 K - J 1847 - 870 1 - G 2363 -1257 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. K - D 628 - 363 E - 1 628 - 363 FL REG# 278, Yoonhwak Kim, FL PE #86367 08/11/2020 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS quire extreme care in fabricating, handling,shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary r BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathin and bottom chord shall have a properly iid cei!inLocations shown forpermanent lateral restraint of webs shall have bracingg installed per BCSI sections B3, B7 or B10, le. Aopyv plates to each face oftrussand position as shown above and on the Joint -Details. unless noted otherwise. kefer to a division of ince with ANSIn NI 1; or Tor nandlinq, s inccl1 indicates acceptance of proles 5 drawing for any structure is the re! see this job's general notes page and these web this drawing,any failure to build the on this drawing or cover pagqe, he design shown. The suifablllty ALPINE RNMCOWC 13723 Riverport Drive Suite 200 Maryland Heights, MO 6304J more Job Number: N334501 ,7A5/320 ,182EC,E ,02G ,RHO / 1828/CALI/4EBB ELEV.C,E Truss Label: A7 'v a3 6'1"7 6'1"7 14'0"1 7'10"10 Ply: 1 Qty: 1 19'10" 25'7"15 5'9"15 5'9"15 ,5X5 1112X4 D E SEQN: 7610 / T23 / HIPS Cusl: R8975 JRef: 1WXQ89750101 FROM: RWM DrwNo: 224.20.1538.23077 FV / WHK 08/11/2020 5X5 F 33'6"9 39'8" T0"10 6-1-7 4X6(A2) = 5X5 = 5X8 = 5X5=4X6(A2) � 10 10' Loading Criteria (pso Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-10 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C 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 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP #2 N :T2, T4 2x4 SP #1: Bot chord 2x4 SP #1 Webs 2x4 SP #3 :W3, W5 2x4 SP #2 N: Lumber value set "1313" uses design values approved 1/30/2013 by ALSC Wind Wind loads based on MWFRS with additional C&C member design. 9.10.. 19,10" Snow Criteria (Pg,Pr in PSF) Pg: NA Ct: NA CAT: N/ Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Code / Misc Criteria Bldg Code: FBC 6th ed TPI Sid: 2014 Rep Factors Used: Yes FT/RT:20(0)/10(0) Plate Type(s): WAVE 39'8" 9'10" 29'8" Defi/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.176 E 999 360 VERT(TL): 0.482 E 999 240 HORZ(LL): 0.065 J - - HORZ(TL): 0.121 J Creep Factor: 2.0 Max TC CSI: 0.743 Max BC CSI: 0.859 Max Web CSI: 0.322 Ver: 17.02.02A.1213.21 `e q AHW Ak °r'`"" a. No, 86367 a® STATE 4F m k,Q:` 10, 39'8" ♦ Maximum Reactions (Ibs) Loc R / U / Rw / Rh % RL / W B 1556 / 715 1958 / - / 326 / 8.0 H 1556 / 715 / 958 / - / - / 8.0 Wind reactions based on MWFRS B Min Brg Width Req = 1.8 H Min Brg Width Req = 1.8 Bearings B & H are a rigid surface. Bearings B & H require a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp B - C 1632 - 2822 E - f 1405 - 2112 C-D 1510 -2515 F-G 1510 -2515 D - E 1405 - 2112 G - H 1632 - 2822 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - L 2470 -1332 K - J 1912 - 950 L - K 1912 - 920 J - H 2470 -1362 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. C - L 366 - 395 K - F 383 -177 L - D 556 - 253 F - J 556 - 253 D - K 382 -177 J - G 365 - 395 few d�%Arbldli9l0b�e4 FL REG# 278, Yoonhwak Kim, FL PE #86367 08/11/2020 "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 sheathingg and bottom chord shall have a propperly attached ri41d 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 Joint9Details, unless noted otherwise. F7efer to ALPINE drawings 160A-Z for standard plate positions. Alpine, a division of ITW BuildinccLLComponents Group Inc.•shall not be responsible for any deviation from this drawing any failure to build the ANnWCOWAW truss In conformance with ANSI/TPI 1, or for handlingq, shlppinpp, Installation and bracing of.trussesA seal on this drawing or cover paqe • . 13723 Riverport Drive ' Irsting this drawingq indicates acceptance of pproTesstonai engtneertng responstbility solely for the design shown. The suit�ablllty Suite 200 and use of this drawing for any structure is fhe responsibility of the Building Designer per ANSIITPI 1 Sec.2. For more information see lhis'ob's eneral notes a e and these web sites: ALPINE: www.al ineilw.com; TPI: www.t inst.or SBCA: wavw.sbciitdu�t co-n; ICC- wwa.iccsafe.org Maryland Heights, MO 6304 Job Number: N334501 Ply: 1 SEQN: 7611 / T6 / HIPS Cust: R8975 JRef: 1WXQ89750101 ,7A5/320 ,182EC,E ,02G ,RH01 / 1828/CALI/4EBB ELEV.C,E City: 1 FROM: RWM DnwNo: 224.20.1538.23170 Truss Label: A8 FV / WHK 08/11/2020 6'9"4 13' 19,101, 26'8" 32'10"12 39'8" 6'9"4 'f 6'212 6'1 0" 6'1 0" '{ 6'2"12 6'9"4 i 55 5X5 1112X4 E�E 5X5 D E F 12 6 2X4 2 C o G � io W3 ZX4 M i� B H I s!a 'A =4X6(A2) = 5X5 = 5X8 = 5X5KI = 4X6(A2) 39'8" 10' 9'10" 9'10" 10, 1 �1' 10' 19'10" 29'8" 39'8" Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-10 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# Loc R / U / Rw / Rh / RL / W TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.191 E 999 360 B 1556 / 716 / 953 ! - / 305 / 8.0 BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(TL): 0.523 E 999 240 H 1556 / 716 / 953 / - / - / 8.0 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.065 J - - Wind reactions based on MWFRS EXP: C HORZ L : 0.121 J Des Ld: 37.00 �) B Min Br Width Re 1.8 g q Mean Height: 15.00 ft NCBCLL: 10.00 TCDL: Height: psf Code / Misc Criteria Creep Factor: 2.0 H Min Brg Width Req = 1.8 Soffit: 0.00 Bldg Cade: FBC sth ad 201 Max TC CSI: 0.502 BCDL: 5.0 psf Bearings B & H are a rigid surface. Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Max BC CSI: 0.864 Bearings B & H require a seat plate. Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Factors Used: Yes Max Web CSI: 0.431 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: 17.02.02A.1213.21 Lumber B - C 1617 -2780 E - F 1504 -2289 C - D 1545 - 2523 F - G 1544 - 2523 Value Set: 13B (Effective 6/1/2013) D - E 1504 -2289 G - H 1616 -2780 Top chord 2x4 SP #2 N _ Bot chord 2x4 SP #1 Maximum Bot Chord Forces Per Ply (Ibs) Webs 2x4 SP #3 :W3, W5 2x4 SP #2 N: Chords Tens.Comp. Chords Tens. Comp. Lumber value set "136" uses design values approved 1/30/2013 by ALSC B - L 2421 -1306 K - J 1982 -1003 L - K 1982 - 973 J - H 2421 -1335 Wind mWind emberdesign.based on MWFRS with additional C&C ,,,If�tEVi!iPld///I /� Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp.T WA �j s Comp. -2 5 K - F425 L D535-251 D - K 425 - 251 F - J 535 - 255 y� ° • E - K 306 - 391 o No. 86367 ° v� v STATE OF F ''o °°'0�flRtiQ�` t'a a ISI0°oAr9016e�V' ►tl�t. �Ildddld811� FL REG# 278, Yoonhwak Kim, FL PE #86367 08/11/2020 **WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSL Unless noted o herwise,top chord shall have attached structural sheathing and bottom chord shall have a propperly properly attached ri id ceilin Locations shown for permanent lateral restraint of webs shall have bracin Installed per BCSI sections B3, B7 or 810, Applgy to face trussand the Join�Details, otherwise. Refer to as applicable. plates each ofposition as shown above and on unless noted drawings 160A-Z for standard plate positions. ALPINE Alpine, a division of ITW Building Components Group Inc., shall not be responsible for any deviation from this drawing,any failure to build the A-COAIVANY truss•in ANSIrfPI 1, for handlinct, bracing of.trussesA seal on this drawing or cover conformance with or shipping, Installation and listing this drawing indicates acceptance of pro essiona, engineering responsibility solely for the design shown. 1 Sec.2. page . , 13723 Riverport Drive' The suifability Suite 200 apd use of this drawing for any structure is the responsibility of the Building Designer per ANSI/TPI For more information see this job's general notes page and these web sites: ALPINE: www.aipineilw.com; TPI: www.tpinst.org; SBCA: www.sbcindustry.com_ICC: www.iccsafe.org Maryland Heights, MO 6304 Job Number: N334501 Ply: 1 SEQN: 7612 / T21 / HIPS Cust: R8975 JRef: 1WXQ119750101 ,7A5/320 ,182EC,E ,02G ,RH01 / 1828/CALI/4EBB ELEV.C,E Qty: 1 FROM: RWM DrwNo: 224.20.1538.22936 Truss Label: A9 FV / WHK 08/1112020 6'3"4 6'3"4 12'0"1 5'8"12 19,10" 7'9"15 277'15 7'9"15 5X5 1112X4 =5X5 D E F 39'8" 33'4"12 39'8" 5W. 6'3"5 10' 109'10" 9.10" 10, 10' 191" 29'8" 39'8" Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI-Criteria TCLL: 20.00 Wind Std: ASCE 7-10 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# TCDL: 7.00 Speed: 160 mph Pf. NA Ce: NA VERT(LL): 0.206 E 999 360 BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(TL): 0.564 E 999 240 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.066 J - - Des Ld: 37.00 EXP: C HORZ(TL): 0.124 J - - Code / Misc Criteria NCBCLL: 10.00 Height: 15.00 ft Mean Hei TCDL: ei psf Creep Factor: 2.0 Soffit: 0.00 BCDL: 5.2 psf Bldg Code: FBC 6th ed 201 Max TC CSI: 0.698 Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Max BC CSI: 0.865 Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Factors Used: Yes Max Web CSI: 0.610 Loc. from endwall: not in 9.00 ft FT/RT:20(0)/10(0) GCpi: 0.18 Plate Type(s): VIEW Ver: 17.02.02A.1213.21 Wind Duration: 1.60 WAVE Lumber Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP #2 N Bot chord 2x4 SP #1 Webs 2x4 SP #3 :W3, W5 2x4 SP #2 N: Lumber value set "1313" uses design values approved 1/30/2013 by ALSC Wind Wind loads based on MWFRS with additional C&C member design. ,gq��t11F11o)PP#�I Am CEN 0 w_ No.86367 m v Z •' A � w STATE OF ♦ Maximum Reactions (Ibs) Loc R /U /Rw /Rh /RL /W B 1556 / 717 / 947 / - / 285 / 8.0 H 1556 1717 / 947 / - /- / 8.0 Wind reactions based on MWFRS B Min Brg Width Req = 1.8 H Min Brg Width Req = 1.8 Bearings B & H are a rigid surface. Bearings B & H require a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp B - C 1642 - 2791 E - F 1617 - 2492 C - D 1543 - 2524 F - G 1543 - 2524 D - E 1617 - 2492 G - H 1642 - 2791 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - L 2434 -1333 K - J 2065 -1064 L - K 2065 -1034 J - H 2434 -1362 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. L - D 498 - 203 K - F 539 - 324 D - K 539 - 324 F - J 498 - 203 E - K 361 -462 ''doi AL uni �� ao FL REG# 278, Yoonhwak Kim, FL PE #86367 08/11/2020 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI.. Unless noted otherwise,top chord shall have properly attached structural sheathingand bottom chord shall have a properly attached rigid ceiling Locations shown for ermanent lateral restraint of webs shall have brad' insalled per BCSI sections B3, B7 or 910, as applicable. AppTy plates to each face, of truss and position as shown above and on the Joln�Details, unless noted otherwise. f7efer to drawings 160A-Z for standard plate positions. Alpine, a division of ITW Building Components Group Inc. shall not be responsible for any deviation from this drawing,anv failure to build the truss in conformance with ANSI/TPI 1, or for handling, shipping, installation and bracing of.trussesA seal on this drawing or cover page , . listing this drawing indicates acceptance of pro esslona engineering responsibility solely for the design shown. The sui ability apd use of this grawing for any structure is fhe responsibility of the Building Designer per ANSI/TPI 1 Sec.2. ALPINE ANMCOMPANY 13723 Riverport Drive Suite 200 Maryland Heights, MO 6304 Job Number: N334501 Ply: 1 SEQN: 7613 ! T5 / HIPS Cust: R8975 JRef: 1WXQ89750101 ,7A5/320 ,182EC,E ,02G ,RH01 ! 1828/CALI/4EBB ELEV.C,E City: 1 FROM: RWM DnwNo: 224.20.1538.23171 Truss Label: A10 FV ! WHK 08/11/2020 5'9"4 11' 19, 28'8" 33'10"12 F 5 9„4 T 5 2„12 8' i 9,8., 'i` 5'2„12 5,9„4 .5X5 = 5X5 —z 5X5 D E T3 F 12 6 � �2X4 W G2X4 T C G o n W3 co9�A 1 B H I� 4X6(A2) = 5X5 = SX8 = 5X5 = 4X6(A2) 39'8" 10' 9'10" 9'10" 10, �1' 10' 19'10" 29'8" 39'8" Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-10 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# Loc R / U / Rw / Rh / RL / W TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.213 E - 999 360 B 1556 / 718 / 940 / - / 264 / 8.0 BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(TL): 0.584 E 999 240 H 1556 / 718 / 940 / - / - / 8.0 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.068 J - - Wind reactions based on MWFRS Ld:EXP: C HORZ TL 0.127 J B Min Br Width Re 1.8 Des ( ) g q CL 10.00 Mean Height: 15.00 ft NCBCLL: 10.00 Code / Misc Criteria Creep Factor: 2.0 H Min Brg Width Reg = 1.8 TCDL: 4.2 psf Bearings B & H are a rigid surface. Soffit: 0.00 Bldg Code: FBC 6th ed 201 Max TC CSI: 0.870 g g BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Max BC CSI: 0.865 Bearings B & H require a seat plate. Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Factors Used: Yes Max Web CS 1: 0.969 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) GCis 0.18 Plate T e s : pi: yP () Chords Tens.Comp. Chords Tens. Comp. Wind Duration: 1.60 WAVE VIEW Ver: 17.02.02A.1213.21 Lumber B - C 1669 -2804 E - F 1721 -2693 C - D 1547 - 2533 F - G 1552 - 2539 Value Set: 13B (Effective 6/1/2013) D - E 1783 -2773 G - H 1663 -2797 Top chord 2x4 SP #2 N 73 2x4 SP 2400f-2.OE: Bot chord 2x4 SP #1 Maximum Bot Chord Forces Per Ply (Ibs) Webs 2x4 SP #3 :W3, W5 2x4 SP #2 N: Chords Tens.Comp. Chords Tens. Comp. Lumber value set "13B" uses design values approved 1 /30/2013 by ALSC B - L 2448 -1362 K - J 2163 -1134 L - K 2147 -1091 J - H 2440 -1384 Wind Wind loads based on MWFRS with additional C&C ®���fl/ P (PlpF�►i Maximum Web Forces Per Ply (Ibs) , %` member design. Nlki� WA/1�� Webs Tens.Comp. Webs Tens. Comp. t1 f � ®nL// //�A Pr��s� i ' •%� D - K 739 -462 F - J 466 -151 .. • y E - K 419 - 534 e No, 86367 a • nm STATE OF v Off+ NiA 11� FL REG# 278, Yoonhwak Kim, FL PE #86367 08/11/2020 **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 Installers Component Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. shall provide temporary bracing per BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a propperly attached ri id ceilin Locations shown for permanent lateral restraint of webs shall have bracingInstalled per BCSI sections B3, B7 or B10, as applicable. AppTgy plates to each face of truss and position as shown above and on the JoinDetails, unless noted otherwise. kefer to drawings 160A-Z for standard plate positions. ALPINE Alpine, a division of ITW BuildingQ Components Group Inc.. shall not be responsible for any deviation from this drawing,apy failure to build the AN MCOWANY bracing trussesA this drawing truss in conformance with ANSI 1, or for handling, shipping, installation and of seal on or cover page .. 13723 Riverport Drive listing this drawing,indicates acceptance of ppro essiona, engineering responsibility solely for the design shown. The suitability Suite 200 ANSI/TPI 1 Sec.2. apd use of this dawing-for any structure is the responsibility of the Building Designer per For more information see this job's general notes page and these web sites: ALPINE: www.al{iineitw.com; TPI: www.l iP nsi•org_S©CA: www.sbcindustry.com; ICC www.iccsafe.org Maryland Heights, MO 6304, Job Number: N334501 Ply: 1 SEQN: 7614 / T4 / HIPS Cust: R8975 JRef: 1WXQ89750101 ,7A5/320 ,182EC,E ,02G ,RH01 / 1828/CALI/4EBB ELEV.C,E Qty: 1 FROM: RWM DrwNo: 224.20.1538.22999 Truss Label: Al2 FV / WHK 08/11/2020 9' f9, 17' 22'8" 30'8" 39'8" 8, S,8„ 8, 9, i :5X5 =5X5 =4X4 =5X5 C T2 D E T3 F 12 6� T T o (a) W (a) W5 B l G n A HT 4X6(A2) = 6X6 = 6X6 = 6X6 = 4X6(A2) 39'8" 1' _ 10' 9'10" 10, 1' 10' 109'10" 19'" + 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 7-10 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# Loc R / U / Rw / Rh / RL / W TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.251 J 999 360 B 1556 / 720 / 921 / - / 223 / 8.0 BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(TL): 0.687 J 999 240 G 1556 / 720 / 921 / - /- / 8.0 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.081 1 - - Wind reactions based on MWFRS Des Ld: 37.00 EXP: C Mean Height: 15.00 ft HORZ(TL): 0.150 I - - B Min Big Width Req = 1.8 NCBCLL: 10.00 TCDL: 4.2 psf 4.0 G Min Br Width Re 1.8 Code / Misc Criteria Creep Factor: 2.0 9 q = Soffit: 0.00 BCDL: p sf Bidg Code: FBC 6th ad 201 Max TC CSI: 0.939 Bearings B & G are a rigid surface. Load Duration: 1.25 MWFRS Parallel Dist: hl2 to h TPI Std: 2014 Max BC CSI: 0.897 Bearings B & G require a seat plate. Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Factors Used: Yes Max Web CSI: 0.306 Members not listed have forces less than 375# Loc. from endwall: not in 9.00 ft FT/RT:20(0)/10(0) Maximum Top Chord Forces Per Ply (Ibs) GCpi: 0.18 Plate Type(s): Chords Tens.Comp. Chords Tens. Camp. Wind Duration: 1.60 WAVE VIEW Ver: 17.02.02A.1213.21 — Lumber B - C 1595 - 2705 E - F 1607 - 2478 C - D 1608 -2478 F - G 1595 -2704 Value Set: 13B (Effective 6/1/2013) D - E 2001 -3233 Top chord 2x4 SP #1 :T2, T3 2x4 SP #2 N: Bot chord 2x4 SP #1 Maximum Bot Chord Forces Per Ply (Ibs) Webs 2x4 SP #3 :W2, W5 2x4 SP #2 N: Chords Tens.Comp. Chords Tens. Comp. Lumber value set "1313" uses design values approved 1/30/2013 by ALSC B - K 2330 -1246 J - 1 3176 -1733 K - J 3174 -1732 I - G 2329 -1275 Bracing (a) 1X4 #3SRB or better continuous lateral restraint �``1j0j If Mpff fr Maximum Web Forces Per Ply (Ibs) ff/� to be equally spaced. Attach with (2) 8d Box or Gun nails(0.113"x2.5",min.). Restraint material to be t1! WA Webs Tens.Comp. Webs Tens. Comp. �O both to /�' Al� �if_�pj� C K 718 E 1 529 834 supplied and attached at ends a suitable support by erection contractor. qt� „�� q� b a - -313 - - 04 ® !.+ ► V ,�a a �K - D 527 -832 1 - F 718 - 314 �' 4, •a �o (a) or scab reinforcement may be used in lieu of CLR q •® p restraint. substitute (1) scab for (1) CLR and (2) a ® N©, Q637 • i 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 • a `°. nails @ 6" oc. Wind i -4 • c T ®� v e.� I o� 7�t/ Wind loads based on MWFRS with additional C&C r g A �s�.ti°� • ® QRIVC� 9 egs member design. o i� • • ®®� ® b FL REG# 278, Yoonhwak Kim, FL PE #86367 08/11 /2020 "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 bracing per BCSI. Unless noted otherwise,top chord shall have attached rigid ceiling Locations shown forpermanent lateral practices prior to performing these functions. Installers shall provide temporary properly attached structural sheathingg and bottom chord shall have a propperly restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, as applicab-le. Apply plates to each face oftrussand position as shown above and on the Joint9Details, unless noted otherwise. kefer to drawings 160A-Z for standard plate positions. ALPINE Alpine, a division of ITW BuildinccLLComponents Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the -COWA. truss in conformance. with ANSI/TPI 1, or for handling, shipping, installation and bracing of.trussesA seal on this drawing or cover page.. 13723 Riverport Drive. . listing this drawing,indicates acceptance of ppro essiona engineeringg responsibility solely for the design shown. The suitability Suite 200' and use of this dawing for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. For more information see this job's general notes page and these web sites: ALPINE: www.alpineitw.com; TPI: www.tpinst.org; SBCA: www.sbcindustry.corn; iCC: www.iccsafe.org Maryland Heights, MO 6304 Job Number: N334501 Ply: , 1 SEQN: 7616 / T2 / SPEC Cust: R8975 JRef: 1 WXQ89750101 ,7A5/320 ,182EC,E ,02G ,RH01 / 1828/CALI/4EBB ELEV.C,E Qly: 1 FROM: RWM DrwNo: 224.20.1538.23172 Truss Label: All FV / WHK 08/11/2020 5'7"4 108" 11'3"15 16'0"l 5'7"4 5'0"12 7' 15 4'8"2 237'15 77'14 297'15 6' 5X5 DD =4X4 =5X5 =5X5 F F r; H 39'8" 1'J 10' 9'10" 9'10" T 10' + 19110" 29'8" 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 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.97 It Loc. from endwall: not in 4.50 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP #2 N :T5 2x4 SP 2400f-2.OE: Bot chord 2x4 SP #1 Webs 2x4 SP #3 Lumber value set "l38" uses design values approved 1/30/2013 by ALSC Wind Wind loads based on MWFRS with additional C&C member design. Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: N/ Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Code / Misc Criteria Bldg Code: FBC 6th ed 201 TPI Std: 2014 Rep Factors Used: Yes FT/RT:20(0)/l 0(0) Plate Type(s): WAVE, 18SS Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.229 L 999 360 VERT(TL): 0.625 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: 0.866 Max Web CSI:, 0.811 VIEW Ver: 17.02.02A.1213.21 ���jIjIerrnjiIffriq "'`Q�HW Ak r`'�> �d ® eo,a�/�aooW/�jrf b N0. 86367 0 w © STATE OF41 39'8" 10'0"1 TT 10, 1 39'8" ♦ Maximum Reactions (Ibs) Loc R /U /Rw /Rh /RL /W B 1556 / 716 / 933 / - / 257 / 8.0 1 1556 /718 /930 /- /- /8.0 Wind reactions based on MWFRS B Min Brg Width Req = 1.8 1 Min Brg Width 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 1690 - 2806 F - G 1810 - 2878 C - D 1552 - 2521 G - H 1529 - 2305 D - E 1443 - 2214 H - 1 1548 - 2649 E - F 1486 - 2258 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - M 2452 -1376 L - K 2805 -1515 M - L 2814 -1517 K - 1 2266 -1220 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. M - D 1699 -1052 G - K 435 - 669 M - E 597 - 872 K - H 693 - 314 M - F 499 -742 0�es�� N A L. , 44l(1849bb1� FL REG# 278, Yoonhwak Kim, FL PE #86367 08/11/2020 **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 sheathingg and bottom chord shall have a pro erly attached rt id ceilin Locations shown forpermanent lateral restraint of webs shall have bracingp installed per BCSI sections B3, B7 or 910, as appllcab�e. App�y plates to each faceoftrussand position as shown above and on the Joint Details, unless noted otherwise. Refer to ALPINE drawings 160A-Z for standard plate positions. Alpine, a division of ITW Bui!Si Components Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the ANmx COWAW truss in conformance with ANSI PI 1, or for handlin shipping, installation and bracing.of,trussesA seal on this drawing or cover pa�e. , 13723 Riverport Drive listing this drawing, indicates acceptance of pro essiona. engmeerm responsibility solely for the design shown. The sul ability Suite 200 apd use of this drawing for any structure is fhe responsibility of the Building Designer per ANSI/TPI 1 Sec.2. For more information see this job's general notes page and these web sites: ALPINE: www.alPineilw.comww.t ; TPI: wpinsLorg; SBCA: www_sbcindus.com; ICCwvrx.icesafa.urg Maryland Heights, MO 6304 ^� r.. Job Number: N334501 Ply: 1 SEQN: 7636 / T20 / COMN Cust: R8975 JRef: 1 WXQ89750101 ,7A5/320 ,182EC,E ,02G ,RH01 / 1828/CALI/4EBB ELEV.C,E Qty: 1 FROM: RWM DrwNo: 224.20.1538.23062 Truss Label: A13 FV / WHK 08/11/2020 5'74 10'8" 13'3"15 21'7"l5 317'15 398" 5'74 5'0"12 2'7"1 8'4" 10, 8'0"1 D 12 E T3 =HOF10 T4 —6G 6 17' �2X4 l C T T20 n (a) � B H I A I I—I 3X6(A1) B1 =3X8 L _ K J=3X6(A1) 20'8" 68" 13'4" 1' 10'8" 5'4" 7'10" 7'10" 8' 1' T 10'8" 16' + 23'10" 'F 31'8" 39'8" Loading Criteria (psq Wind Criteria Snow Criteria (Pg,Pf in PSF) DefIICSI Criteria ♦ Maximum Reactions (Ibs), or'=PLF TCLL: 20.00 Wind Std: ASCE 7-10 Pg: NA Ct: NA CAT: NA PP Deflection in loc L/defl L/# Loc R / U / Rw / Rh / RL / W TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.043 M 999 360 B 840 / 395 / 549 / - / 257 / 8.0 BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(TL): 0.128 M 999 240 N' 315 / 141 / 160 / - / - / 68.0 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.015 J - - H 585 / 240 / 435 / - / - / 8.0 EXP: C Des Ld: 37.00 HORZ(TL): 0.028 J Wind reactions based on MWFRS NCBCLL: 10.00 Mean Height: 15.00 ft TCDL: 4.2 psf Code / Misc Criteria Creep Factor: 2.0 B Min Brg Width Req = 1.5 Soffit: 0.00. BCDL: 5.0 sf P Bldg Code: FBC sth ed 201 Max TC CSI: 0.957 N Min Br Width Re g q = Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 TPI Std: 2014 Max BC CSI: 0.693 H Min Brg Width Req = 1.5 Bearings B, N. & H are a rigid surface. Spacing: 24.0 " C&C Dist a: 3.97 It Rep Factors Used: Yes Max Web CSI: 0.546 Bearings B, N, & H require a seat plate. Loc. from endwall: not in 4.50 ft FT/RT:20(0)/10(0) GCpi: 0.18 Plate Type(s): Members not listed have forces less than 375# Wind Duration: 1.60 WAVE, HS VIEW Ver: 17.02.02A.1213.21 Maximum Top Chord Forces Per Ply (Ibs) Lumber Chords Tens.Comp. Chords Tens. Comp. Value Set: 13B (Effective 6/1/2013) B - C 844 -1265 E - F 541 -628 Top chord 2x4 SP #2 N :T3 2x4 SP #1: C - D 676 -932 F - G 648 -274 :T4 2x4 SP 2400f-2.0E: D - E 709 -911 G - H 258 -611 Bot chord 2x4 SP #2 N :61 2x4 SP #1: Webs 2x4 SP #3 :W7 2x4 SP #2 N: Maximum Bot Chord Forces Per Ply (Ibs) Lumber value set "1313" uses design values Chords Tens.Comp. Chords Tens. Comp. approved 1/30/2013 by ALSC B - M 1088 - 604 K - J 924 -159 Bracing M - L 931 -462 J - H 455 -78 (a) 1X4 #3SRB or better continuous lateral restraint to be equally spaced. Attach with (2) 8d Box or Gun t r'"�� ��Aray x2. Restraint material to be �o`� Maximum Web Forces Per Ply (Ibs) . supplied and attached at both ends to a suitable supplied an attached ©•\^ec A) h ©,`'�%0p Webs Tens.Comp. Webs Tens. Comp. V [. r Y V /�� support by erection contractor. 0 � o D-M 619 -431 F-K 876 -1254 (a) or scab reinforcement may be used in lieu of CLR ! f 0 D�� G 7 6 A 1 f 8 E - L 354 -564 K - G 655 -1043 restraint. substitute (1) scab for (1) CLR and (2) scabs for (2) CLR'S where shown. Scab V e dV ® .mom L - F 903 -493 reinforcement to be same size, species, grade, and * 80% length of web member. Attach with 0.128x3" gun a o ®� nails @ 6" oc. l9 ATEoF Plating Notes 0-0 a ®o��h$ t ® ®°® / ®R All plates are 5X5 except as noted. y� 1V® m t_ Wind Wind loads based on MWFRS with additional C&C �0944111100 member design. FL REG# 278, Yoonhwak Kim, FL PE #86367 08/11 /2020 "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! '"IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing BCSI. Unless have structural sheathing and bottom chord shall have a per noted otherwise,top chord shall attached rigid ceiling Locations shown for permanent lateral properly attached restraint of webs shall have bracinginstalled per BCSI sections propperly B3, B7 or B10, as applicable. Apply to each face oftrussand position as shown above and on the JoinfDetails, unless noted otherwise. Refer to Oates drawings 160A-Z for standard plate positions. ALPINE Alpine, a division of ITW BuildinccLL Components Group Inc.,shall truss ANSI PI 1, for handling not be responsible for any deviation from this drawing,any failure installation bracing seal on this drawing or to build the ANnw CCMPAW cover In conformance with or shipping, and of,trussesA listing this drawingq indicates acceptance of pprd esslonar engineering responstbiltty.solely for the design shown. Designer ANSI/TPI 1 Sec.2. paqa .. 13723 Riverport Drive The suit9ability Suite 200 and use of this drawing for any structure is fhe responsibility of the Building per For more information see this job's general notes page and these web sites: ALPINE: www.al ineitw.com; TPI: www.t inst.org; SggA: www.sbcindustry.corn; ICC: www.iccsafe.org Maryland Heights, MO 6304 Job Number: N334501 Ply: 2 SEQN: 101772/ T12 / HIPS Cust: R8975 JRef: 1WXQ89750101 ,7A5/320 ,182EC,E ,02G ,RH01 / 1828/CALI/4EBB ELEV.C,E Qly: 1 FROM: JRH DrwNo: 224.20.1538.22921 Truss Label: A14G FV 1 WHK 08/11/2020 2 Complete Trusses Required L 7' T 17' �I22V' --II-- 32'8" 39'B.. f 7' 10' T 5,8.E T 10' 7' "1 =6X6 12 C =8X8 =8X8 =6X6 T2 D T3 E T4 F T 6� r� O_ T Cl)C B _ v 1�A H 4X6(A1) =8X8 =8X8 =8X8=4X6(A1) 1 39'8" 10' 9'10" 9'10" 10, �1' 10' + + +1 19'10" 29'8" 39'8" Loading Criteria (psf) Wind Criteria Snow -Criteria (Pg,Pf in PSF) Defl/CSI Criteria A Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-10 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# Loc R / U / Rw / Rh / RL / W TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.295 J 999 360 B 3135 / 1427 / - / - / - / 8.0 BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(TL): 0.816 J 850 240 G 3136 / 1428 / - / - / - / 8.0 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.064 1 - - Wind reactions based on MWFRS EXP: C Des 00 HORZ TL 0.121 1 B Min Brg Width Re 1.8 ( ) q Mean Height: 15.00 ft NCBCLL: 00.0.00 Code / Misc Criteria Creep Factor: 2.0 G Min Brg Width Req = 1.8 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 sf P Bldg Code: FBC 6th ed 201 Max TC CSI: 0.676 Bearings B & G are a rigid surface. Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 TPI Std: 2014 Max BC CSI: 0.507 Bearings B & G require a seat plate. Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Factors Used: No Max Web CSI: 0.760 Members not listed have forces less than Loc. from endwall: NA FT/RT:20(0)/l0(0) Maximum Top Chord Forces Per Ply (Ibs) pi: GCis 0.18 Plate T e yP (s): Chords Tens.Comp. Chords Tens. Comp. Wind Duration: 1.60 WAVE VIEW Ver: 17.02.02A.1213.21 Lumber -` B - C 1424 - 3094 E - F 1534 - 3602 C - D 1533 - 3601 F - G 1425 - 3094 Value Set: 13B (Effective 6/1/2013) D - E 2128 -4831 Top chord 2x4 SP #2 N :T2, T4 2x6 SP SS: :T3 2x6 SP #2 N: Maximum Bot Chord Forces Per Ply (Ibs) Bot chord 2x6 SP SS Chords Tens.Comp. Chords Tens. Comp. Webs 2x4 SP #3 Lumber value set "13B" uses design values B - K 2752 -1257 J - 1 4769 -2187 approved 1/30/2013 by ALSC K - J 4768 -2187 I - G 2753 -1258 Nailnote �a i4 rr olor�r Maximum Web Forces Per Ply (Ibs) Nail Schedule:0.128"x3" nails ���� Webs Tens.Comp. Webs Tens. Comp. W Ak Top Chord: 1 Row @12.00" o.c. /►�,�@ �A�l9P� Bot Chord: 1 Row @12.00" o.c.®� Webs :1 Row @ 4"o.c. Q�J 06 e Q ! C - K 1287 -417 E - I 727 -1297 4 ^� *•� �A K-D 727 -1298 1 - F 1287 -417 oo Use equal spacing between rows and stagger nails ® i in each row to avoid splitting. b ® p No. 86367 Loading 6 #1 hip supports 7-0-0 jacks with no webs. e Wind Wind loads and reactions based on MWFRS. a �® STATE OF ti 4J e, 0 ® o e m 4 On�a �e s �9Q0e N+A� 1� g FL REG4 278, Yoonhwak Kim, FL PE #86367 08/11 /2020 "WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a proLp�erly attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have brac.'ing installed per BCSI sections B3, B7 or B10, Apply to face truss on the Joint Details, unless noted otherwise. Defer to as applicable. plates each of and position drawings 160A-Z for standard plate positions. as shown above and ALPINE Alpine, a division of ITW Buildin Components Group Inc., shall not be responsible for any deviation from this drawing,anv failure to build the ANrrWCOMPA truss in conformance with ANSI/ PI 1, or for handling, shipping, installation and bracing gf,trussesA seal on this drawi g or cover pacle „ 13723 Riverport Drive listing this drawing, indicates acceptance of ro-fessionaJ engineerin responsibility solely for the design shown. The suitability Suite 200 Nuilding and use of this drawing for any structure is tPhe responsibility of the Designer per ANSI/TPI 1 Sec.2. For moreinformation see this job's general n6tes page and these web sites: ALPINE: www.alpineitw.com; TPI: www.tpinet.org; SBCA: www.sbcindustry.com; ICC: www.iccsafe.org Maryland Heights, MO 6304. Job Number: N334501 Ply: 1 SEQN: 7618 / T19 1 COMN Cust: R8975 JRef: 1WXQ89750101 ,7A51320 ,182EC,E ,02G ,RH01 / 1828/CALI/4EBB ELEV.C,E Qly: 1 FROM: RWM DrwNo: 224.20.1538.22984 Truss Label: A15 FV / WHK 08/11/2020 5'7"4 10'8" 15'3"15 23'3"15 31'8"1 32 8" 39'8" 5'74 5'0"12 + 4,7"15 i 8 8'4"2 +11'15 7' i =5X5 D 6 T 12 =5E14 =HOF10 _5X10(S H)T H ���2X4 Zo C Zo T3 T4 G TT_ N (a) o io �vII B 1 A 3X6(A1) =5X8 =5X5 =4X6 =4X4L =5X5=3X6(A1) 21' 5' 13'8" 1' B' 8' 5' 5' 5'8" 8' 1' 6' 16' 21' �26' r 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 7-10 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# LOG R / U / Rw / Rh / RL / W TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.038 0 999 360 B 745 / 341 / 498 / - / 277 / 8.0 BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(TL): 0.117 0 999 240 M 1429 / 650 / 723 / - / - / 8.0 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.017 K - - L 629 / 223 / 242 / - / - / 8.0 Des Ld: 37.00 EXP: C HORZ(TL): 0.031 K - - I 534 / 244 / 399 / - / - / 8.0 Mean Height: 15.00 it NCBCLL: 10.00 TCDL: 4.2 psf Code / Misc Criteria Creep Factor: 2.0 Wind reactions based on MWFRS Soffit: 0.00 BCDL: 5.psf Bldg Code: FBC 6th ed 201 TC CSI: 0.796 B Min Brg Width Req = 1.5 Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 Maxax TPI Std: 2014 BC CSI: 0.774 M Min Brg Width Req = 2.0 L Min Brg Width Req = 1.5 Spacing: 24.0 " C&C Dist a: 3.97 It Rep Factors Used: Yes Max Web CSI: 0.703 I Min Brg Width Req = 1.5 Loc. from endwall: Any FT/RT:20(0)/l0(0) Bearings B, M, L, & I are a rigid surface. GCpi: 0.18 Plate Type(s): Bearings B, M, L, & I require a seat plate. Wind Duration: 1.60 WAVE, HS VIEW Ver: 17.02.02A.1213.21 Lumber Members not listed have forces less than 375# Value Set: 13B (Effective 6/1/2013) Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. Top chord 2x4 SP #2 N :T3, T4 2x4 SP #1: , Bot chord 2x4 SP #2 N B - C 1173 -1100 E - F 800 - 686 Webs 2x4 SP #3 C - D 1078 -901 G - H 703 -618 Lumber value set "13B" uses design values D - E 866 -674 H - 1 605 -577 approved 1/3012013 by ALSC Bracing Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. (a) 1 X4 #3SRB or better continuous lateral restraint ,v) � (� � � � � B 0 936 M L 540 to be equally spaced. Attach with (2) 8d Box or Gun Wqk yr V` - -830 - -410 0 N 570 L K 530 366 nails(0.113"x2.5",min.). Restraint material to be supplied and attached at both ends to a suitable ,a y / ° i - -428 - - N M 598 K 451 354 support by erection contractor. • ® ^l� 6 ° A/j® - -426 -1 - sbe``��q 10E YY (a) or scab reinforcement may be used in lieu of CLR o �. o °ram Maximum Web Forces Per Ply (Ibs) restraint. (1) scab for (1) CLR and (2) a s v No Webs Tens.Comp. Webs Tens. Comp. (substitute scabs for 2 CLR'S where shown. Scab r. ' i P P V�� 7 o '� reinforcement to be same size, species, grade, and a y ° C - 0 458 -291 M - F 773 -732 80% length of web member. Attach with 0.128x3" gun � � 9 O - D 469 -432 L - G 886 - 898 nails @ 6" oc. : ° a, ® E- M 1630 -1574 Wind y , � S f ATE Oc Q Wind loads based on MWFRS with additional C&C member design. �.�o •s a g`0 °'�t� a C ORIV p ®� 'Nb ae s•8�tt® a�`"SS;a�aA � ► s� FL REG# 278, Yoonhwak Kim, FL PE #86367 08/11/2020 "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! "IMPORTANT"' FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. , Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI an SBCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a propperly attached rigid ceiling Locations shown for ermanent lateral restraint of webs shall have bragin installed per BCSI sections B3, B7 or 810, as applicable. Apply plates to each face ofptruss and position as shown above and on the Join Details, unless noted otherwise. Refer to drawings 160A-Z for standard plate positions. ALPINE Alpine, a division of ITW Buildin Components Group Inc. -ANSI shall not be responsible for any deviation from this drawing,any failure to build the ANm COMPAW truss in conformance with PI 1, or for handlincl, shipping, installation and bracing of.trussesA seal on this drawing or listing this drawing indicates acceptance of prolessionaf engineering responsibility solely for the design shown. pawing cover p4 e . _ 13723 Riverport Drive The sui ability Suite 200 apd use of this for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. For more information see this job's general notes page and these web sites: ALPINE: www.alpineitwxom; TPI: www.tpinst.org; SBCA: www.sbcindus".com_ICC: www.iccsafe.org Maryland Heights, MO 6Zl44 Job Number: N334501 Ply: 1 SEQN: 7619 / T18 / SPEC Cust: R8975 JRef: 1WXQ89750101 ,7A5/320 ,182EC,E ,02G ,RH01 / 1828/CALI/4EBB ELEV.C,E Qly: 1 FROM: RWM DrwNo: 224.20.1538.23327 Truss Label: A16 FV / WHK 08/11/2020 25'3"15 5'74 10'8" 17 3"15 193"15 21'3"15 15 2T3�15 29'8"i 32'8"_ i _ 23'6" 39' 8" i 5'7"4 5'0"12 6'7"15 2' 2' � 2'2"1 2' 2'4"2 2'11"1 7' =5X5 D 12 = 5L5 T 6 ch C =8X8 =_8X8 :5X10(SRS) T �r, m rn E F G H I J K M = B l= Z AB AE o M ry � A Nl� 1 =3X6(A1) Y =5X5 X W V U =5X5 =4X4 T S R Q P 0 1112X4(4X"))4 =5X5 =3X6(A1) 21' 5' 13'8" --1 8' 8' 1'3"15 �1'8-1 2' 2' �1'3""15 2'1"11 8' 1' 8' 16' 17' "152, 21' „1�3� 3a152531�g,1' 27'3"11552'2�"6 31-8' 39,8" 9 3�15 A'3"15 28' 29'6"5 Loading Criteria (psf) Wind Criteria TCLL:' 20.00 Wind Std: ASCE 7-10 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C 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 It Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Lumber Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP #2 N Bot chord 2x4 SP #2 N Webs 2x4 SP #3. Lumber value set "13B" uses design values approved 1/30/2013 by ALSC Plating Notes Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) Pg: NA Ct: NA CAT: NA PP Deflection in loc L/defl L/# Loc R / U / Rw / Rh / RL / W B 774 / 354 / 508 / - / 317 18.0 Pf: NA Ce: NA VERT(LL): 0.037 Y 999 360 Lu: NA Cs: NA VERT(TL): 0.112 Y 999 240 U 1323 / 588 / 635 / - / - / 8.0 Snow Duration: NA HORZ(LL): 0.016 0 - - R 711 / 237 / 257 / - / - / 8.0 HORZ(TL): 0.030 0 Creep Factor: 2.0 M 531 / 246 / 381 / - / - / 8.0 Wind reactions based on MWFRS Code / Misc Criteria Bldg Code: FBC 6th ed 201 Max TC CSI: 0.931 B Min Brg Width Req = 1.5 TPI Std: 2014 Max BC CSI: 0.771 U Min Brg Width Req = 1.8 Rep Factors Used: Yes Max Web CSI: 0.571 R Min Brg Width Req = 1.5 M Min Brg Width Req = 1.5 FT/RT:20(0)/10(0) Bearings B, U, R, & M are a rigid surface. Plate Type(s): Bearings B, U, R, & M require a seat plate. VIEW Ver: 17.02.02A.1213.21 WAVE Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp B-C 1167 -1151 F-G 823 -821 C - D 1085 - 960 G - H 834 - 831 D - E 849 - 722 K - L 728 - 548 E - F 823 - 821 L - M 667 - 571 Maximum Bot Chord Forces Per Ply (Ibs) All plates are 2x4 excepras noma. I11�P/D Chords Tens.Comp. Chords Tens. Comp. d require special itRnfer toscaleplate plotdetaIfor pial ��`A W/pla� B - Y 978 - 866 T - S 662 - 551 positioning a A ^ X- W 35requirements. 462 -3 R - Q 424 -375 Wind W - V 462 -353 Q - P 424 -375 Wind loads based on MWFRS with additional C&C ` p t, ®p G + ��,, V - U 462 - 353 P - O 424 - 377 member design. 4 + ��6 V 7 ® Q o U - T 663 -550 O - M 445 -407 Laterally brace chord above/below filler at 24" OC ® �- a Maximum Web Forces Per Ply (Ibs) (or as designed) including a lateral brace on chord ` 6 .. directly above/ below both ends of filler a Y C a Q� d Webs Tens.Comp. Webs Tens. Comp. (if no rigid diaphragm exists at that point) STATE v' S ! A I E O ° 4C/� C - Y 407 -257 U -AB 548 605 r.0 a _ a f a� Y - D 453 - 347 AB- H 472 522 �� ®o'er hd o `V ' ® - Z 1577 -1447 R -AE 959 847 sPA��hhl0 i4 e, Z - U 1591 -1466 AE- K 943 - 826 UV 04iddiN leo4kab�,e FL REG# 278, Yoonhwak Kim, FL PE #86367 08/11/2020 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI.. Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a pro erly attachep ri id ceilmq Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or �10. as applicable. Apply plates to each face of truss and position as shown above and on the Joint9Details, unless noted otherwise. kefer to ALPINE drawings 160A-Z for standard plate positions. Alpine, a division of ITW BuildingQ Components Group Inc.. shall not be responsible for any deviation from this drawing,any failure to build the ANMCOWAW truss in conformance with ANSI/TPI 1, or for handling, shipping, installation and bracing of,trussesA seal on this drawing or cover page .. 13723 Riverport Drive listing this drawingq indicates acceptance of ro essiona engineering responsibility solely for the design shown. The suitability apd use of this d"awing for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. Suite 200 For more information see this job's general notes page and these web sites: ALPINE: www.alPineitw.com; TPI: www.lpinsl.org; SBCA: www.sbcindus".com; ICC: wwmiccsafe.org Maryland Heights, MO 6304 Job Number: N334501 Ply: 1 SEQN: 7620 / T3 / GAI Cust: R8975 JRef: 1WXQ119750101 ,7A5/320 ,182EC,E ,02G ,RH01 / 1828/CALI/4EBB ELEV.C,E Qty: 1 FROM: HMT DrwNo: 224.20.1538.22891 Truss Label: B1GE FV / WHK 08/11/2020 21'4" 10'8" 10'8" F- 4'8" — 2--1 (TYP) =4X4 F -Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-10 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C 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 Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP #2 N Bot chord 2x4 SP #2 N Webs 2x4 SP #3 Lumber value set "l3B" uses design values approved 1/30/2013 by ALSC Special Loads ------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC: From 96 plf at -1.00 to 96 plf at 22.33 BC: From 20 plf at 0.00 to 20 plf at 21.33 Plating Notes All plates are 2X4 except as noted. Wind Wind loads based on MWFRS with additional C&C member design. Additional Notes See DWGS A16015ENC101014 & GBLLETIN1014 for bl ' d b ' d th t Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: N/ Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Code / Misc Criteria Bldg Code: FBC 6th ed TPI Std: 2014 Rep Factors Used: Yes FT/RT:20(0)/10(0) Plate Type(s): WAVE 21'4" 21'4" 21'4" Defl/CSI Criteria A Maximum Reactions (lbs), or *=PLF PP Deflection in loc Udefl U# Loc R / U / Rw / Rh / RL / W VERT(LL): 0.005 R 999 360 B* 125 / 48 / 39 /- / 11 VERT(TL): 0.017 R 999 240 Wind reactions based on MWFRS HORZ(LL): 0.004 L - - B Min Brg Width Req = - HORZ(TL): 0.006 R Bearing B is a rigid surface. Creep Factor: 2.0 / 256 Max TC CSI: 0.323 Members not listed have forces less than 375# Max BC CSI: 0.211 Max Web CSI: 0.092 VIEW Ver: 17.02.02A.1213.21 `oiIi1tPIPlp���' t •I � v CENS No. 86367 r ® g a w o gi .w • STATE OF ga a wln raang an o equi—men s. riWI e0 eam®a® o zo NAL FL REG# 278, Yoonhwak Kim, FL PE 486367 08/11/2020 _ **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! *IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS the latest edition of BCSI (Building Installers shall provide temporary bottom chord shall have a properly per BCSI sections B3, B7 or B10, mless noted otherwise. kefer to Alpine, a division of ITW Buildin Components Group Inc.. shall not be responsible for any deviation from this drawing,any failure to build the truss in conformance with ANSI/ PI 1, or for handllnq, shipping, installation and bracing of,trussesA seal on this drawing or cover page . . listing this drawing indicates acceptance of ro essiona engineering responsibility solely for the design shown. The sui ability and use of this drawing for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. ALPINE mmCowV 13723 Riverpon Drive , Suite 200 Maryland Heights _MO 6304 Job Number: N334501 Ply: 1 SEQN: 7621 / T1 / GABL Cust: R8975 JRef: 1WXQ89750101 ,7A5/320 ,182EC,E ,02G ,RH01 / 1828/CALI/4EBB ELEV.C,E Qty: 1 FROM: RWM DrwNo: 224.20.1538.22890 Truss Label: C1GE FV / WHK 08/11/2020 5' , i 2' _� (TYP) 4X4 D 14' iP 1' 14' 1' Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-10 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II Des Ld: 37.00 EXP: C 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 Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP #2 N Bot chord 2x4 SP #2 N Webs 2x4 SP #3 Lumber value set "13B" uses design values approved 1/30/2013 by ALSC Special Loads ------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC: From 96 plf at -1.00 to 96 plf at 15.00 BC: From 20 plf at 0.00 to 20 plf at 14.00 Plating Notes All plates are 2X4 except as noted. Wind Wind loads based on MWFRS with additional C&C member design. Additional Notes See DWGS A16015ENC101014 & GBLLETIN1014 for gable wind bracing and other requirements. Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: N/ Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Code / Misc Criteria Bldg Code: FBC 6th ed 201 TPI Std: 2014 Rep Factors Used: Yes FT/RT:20(0)/l 0(0) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl U# VERT(LL): 0.007 J 999 360 VERT(TL): 0.021 J 999 240 HORZ(LL):-0.004 H - - HORZ(TL): 0.009 H Creep Factor: 2.0 Max TC CSI: 0.392 Max BC CSI: 0.256 Max Web CSI: 0.135 VIEW Ver: 17.02.02A.1213.21 AMaximum Reactions (lbs), or*=PLF Loc R /U /Rw /Rh /RL /W B* 129 / 50 / 40 /- / 12 / 168 Wind reactions based on MWFRS B Min Brg Width Req = - Bearing B is a rigid surface. Members not listed have forces less than 375# Maximum Gable Forces Per Ply (Ibs) Gables Tens.Comp. Gables Tens. Comp. C - J 461 -403 H - E 461 -403 g111111 t��o`�oiairl r CENq e s No.86367 e STATE OF ","ORIO e� .�"` C 1S j,IO N Ai1411101 k` FL REG# 278, Yoonhwak Kim, FL PE #86367 08/11/2020 **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) for 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 lid ceiling Locations shown forpermanent lateral restraint of webs shall have bracih installed per BCSI sections B3, B7 or B10, le. Apply plates to each face oftrussand position as shown above and on the Joint9Details, unless noted otherwise. F7efer to 60A-Z for standard plate positions. of I rl 1, or for r acceptance any structure his drawing,any failure to build the on this drawing or cover pa Le design shown. The sui ge ability ALPINE ANMCOMPANY 13723 Riverport Drive Suite 200 Maryland Heights, MO 6304: SEQN: 101778 / COMN Ply: 1 Job Number: N334501 Cust: R 8975 JR&AVVXQ89750101 T13 / FROM: JRH Qty: 1 ,7A5/320 ,182EC,E ,02G ,RH01 / 18281CALIAEBB ELEV.C,E DrwNo: 224.20.1538.26227 Truss Label: D1 / YK 08/11/2020 a� 0 N _4 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 " 5' 5' =4X4 C 10' 5' 12 6 B D IBI 4 E 88 F 2X4(A1) 1112X4 = 2X4(A1) Wind Criteria Wind Sid: ASCE 7-10 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: not in 4.50 it GCpi: 0.18 Wind Duration: 1.60 Lumber Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP #2 N Sot chord 2x4 SP #2 N Webs 2x4 SP #3 Lumber value set " 136" uses design values approved 1/30/2013 by ALSC Wind Wind loads based on MWFRS with additional C&C member design. Additional Notes Refer to General Notes for additional information 10, 5' 5' Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: N! Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Code / Misc Criteria Bldg Code: FBC 6th.ed 201 TPI Std: 2014 Rep Fac: No FT/RT:20(0)/10(0) Plate Type(s): WAVE 10, Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.007 F 999 360 VERT(CL): 0.013 F 999 240 HORZ(LL): 0.003 F - - HORZ(TL): 0.006 F Creep Factor: 2.0 Max TC CSI: 0.250 Max BC CSI: 0.264 Max Web CSI: 0.081 VIEW Ver: 18.02.01A.0205.19 A Maximum Reactions (Ibs) _ Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U ! RL B 434 !- /- /287 /202 /134 D 434 !- /- /287 /202 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 D Brg Width = 8.0 Min Req = 1.5 Bearings B & D are a rigid surface. Bearings B & D require a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - C 358 -494 C - D 359 -494 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - F 396 -183 F - D 396 -183 ,0 111III III►�ffo, C�C��W Ah' r� a N0.66367 �.W o • • STATE OF a c,� if ®111dsl0NAl e '6ililitat FL REG# 278, Yoonhwak Kim, FL PE #86367 08/11 /2020 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached rigid'ceiling Locations shown forpermanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or B10, as applicable. Apply plates to each face of truss and position as shown above and on the Joint Details, unless noted otherwise. Refer to ALPINE� drawings 160A-Z for standard plate positions. Aline, a division of ITW BuildiphcLComponents Group Inc. shall not be responsible for any deviation from this drawing,ang, failure to build the AN rrw COMPANY tr ss in conformance with ANSI 1, or for hands% shipping, installation and bracing of.trussesA seal on this draw! g or cover page , , 6750 Forum Drive listing this drawing indicates acceptance of pro esstona engineering responstblltty solel for the design shown. The suitabtltty Suite 305 and use of this 7rawing for any structure is the responsibility of the Building Designer per ANSUTPI 1 Sec.2. For more information see this job's general notes age and these web sites: ALPINE: www.alpinei[w.com' TPI: www.tpinst.2rg_S6CA: www.sbcindys .corn; ICC: wwwJccsafe.org Orlando FL, 32821 SEQN: 101775 / COMN Ply: 1 Job Number: N334501 Cust: R8975 JRef:1WXQ89750101 T14 / FROM: JRH Qty: 1 7A5/320 ,182EC,E ,02G ,RH01 / 1828/CALI/4EBB ELEV.C,E DrwNo: 224.20.1538.25962 Truss Label: D2 / YK 08/11/2020 5' 5' 4X4 C 10, 5' 12 6 c� B D N E 88 F 2X4(A1) 1112X4 = 2X4(A1) Loading Criteria (psf) Wind Criteria -- TCLL: 20.06 Wind Std: ASCE 7-10 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: not in 4.50 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Value Set: 13B (Effective 61112013) Top chord 2x4 SP #2 N Bot chord 2x4 SP #2 N Webs 2x4 SP #3 Lumber value set "1313" uses design values approved 1/30/2013 byALSC Wind Wind loads based on MWFRS with additional C&C member design. Additional Notes Refer to General Notes for additional information 10, 5' 5' 5' 10, 1 Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl L/# Pf: NA Ce: NA VERT(LL): 0.007 F 999 360 Lu: NA Cs: NA VERT(CL): 0.013 F 999 240 Snow Duration: NA HORZ(LL): 0.003 F - - HORZ(TL): 0.006 F Code / Misc Criteria Creep Factor: 2.0 Bldg Code: FBC 6th.ed 201 Max TC CSI: 0.250 TPI Sid: 2014 Max BC CSI: 0.264 Rep Fac: No Max Web CSI: 0.081 FT/RT:20(0)/10(0) Plate Type(s): WAVE VIEW Ver: 18.02.01A.0205.19 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 434 /- /- /287 /202 /134 D 434 !- /- /287 /202 /- Wind reactions based on MWFRS B Big Width = 8.0 Min Req = 1.5 D Brg Width = 8.0 Min Req = 1.5 Bearings B & D are a rigid surface. Bearings B & D require a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - C 358 - 494 C - D 359 - 494 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - F 396 -183 F - D 396 -183 ao�����a�Qra►Ir��l�� %`QNH WAA- rygA Ocoee GE'Ns" *'� �*0,, ,t o ,o No. 86367 a ®p iATE OF ®cv�� b 6NM. , �tt,t>ioo►►► FL REG4 278, Yoonhwak Kim, FL PE 486367 08/ 11 /2020 **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, installingand bracing. Refer to and follow the latest edition of BCSI (Building it Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary r BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a property iid ceilingp Locations shown forpermanent lateral restraint of webs shall have bracing Installed per BCSI sections B3, B7 or B10, e. ADR Dlates to each face ofptruss and Dosition as shown above and on the Joint Details. unless noted otherwise. %efer to a division of �if'i 1, or Tor acceptance any structure from this drawing,any failure to build the \ seal on this drawing or cover paqe , . /ANSthe de Sec shown. The suitgability ALPINE AN RW COMPANY 6750 Forum Drive Suite 305 Orlando FL, 32821 ICC: SEQN: 101787 / HIPS Ply: 1 Job Number: N334501 Cust: R 8975 JRef:1WXQ89750101 T17 / FROM: JRH Qty: 1 7A5/320 ,182EC,E ,02G ,RH01 / 1828/CALI/4EBB ELEV.C,E DrwNo: 224.20.1538.25963 Truss Label: D3G / YK 08/11/2020 Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " 3' I 7' 10, f 3, T 4' T 3' i =4X6 =4X6 12 C D 6 T u� B E a F �8'8" H G 2X4(A1) 1112X4 1112X4=2X4(A1) 3'1 12 3' 1 "12 Wind Criteria - Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Lumber Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP #2 N Bot chord 2x4 SP #2 N Webs 2x4 SP #3 Lumber value set "1313" uses design values approved 1/30/2013 by ALSC Special Loads ---(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC: From 56 plf at -1.00 to 56 pif at 3.00 TC: From 28 plf at 3.00 to 28 plf at 7.00 TC: From 56 plf at 7.00 to 56 plf at 11.00 BC: From 20 plf at 0.00 to 20 plf at 3.03 BC: From 10 plf at 3.03 to 10 pif at 6.97 BC: From 20 plf at 6.97 to 20 plf at 10.00 TC: 129 lb Conc. Load at 3.03, 6.97 TC: 65 lb Conc. Load at 5.00 BC: 80 lb Conc. Load at 3.03, 6.97 BC: 52 lb Conc. Load at 5.00 Wind Wind loads and reactions based on MWFRS. Additional Notes Refer to General Notes for additional information 10, 3'8"8 3'1 "12 1 610"4 10, Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) Pg: NA Ct: NA CAT: NA PP Deflection in loc L/deft L/# Gravity Non -Gravity Pf: NA Ce: NA VERT(LL): 0.022 H 999 360 Loc R+ / R- / Rh l Rw l U 1 RL B 625 /- /- /- /312 /- Lu: NA Cs: NA VERT(CL): 0.044 H 999 240 Snow Duration: NA HORZ(LL): 0.008 C - - E 625 /- /- /- /312 /- HORZ(TL): 0.016 C Creep Factor: 2.0 Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 Code / Misc Criteria Bldg Code: FBC 6th.ed 201 Max TC CSI: 0.288 E Brg Width = 8.0 Min Req = 1.5 TPI Std: 2014 Max BC CSI: 0.379 Bearings B & E are a rigid surface. Rep Fac: No Max Web CSI: 0.059 Bearings B & E require a seat plate. FTlRT:20(0)/10(0) Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Plate Type(s): Chords Tens.Comp. Chords Tens. Comp. VIEW Ver: 18.02.01A.0205.19 B - C 456 - 963 D - E 456 - 963 WAVE -- C - D 381 - 842 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - H 829 - 384 G - E 829 - 384 H - G 842 - 381 a� o C E NS Nv, 86367 STATE OF e c.v gf 4 I OR 06 too o�ON(A, a, FL REG# 278, Yoonhwak Kim, FL PE #86367 08/11 /2020 "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 quire Information, by TPI an SBCA) fsa shipping, practices prior to performing these functions. Installers shall provide temporary r BCSI. Unless noted oytherwise,top chord shall have properly attached structural shpathinq and bottom chord shall have a propperly id ceilin Locations shown forpermanent lateral restraint of webs shall have bracin insalled per BCSI sections B3, B7 or B10, e. AppT4y plates to each face or truss and position as shown above and on the Joint9Details, unless noted otherwise. Refer to 60A-Z for standard plate positions. a division of ITW Buildin,$cLComponents Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the conformance with ANSI 1, or for handling, shipping, installation and bracing of trussesA seal on this drawing or cover pafge . . this drawing indicates acceptance of pro- essrona engineering responsibility solely for the design shown. The sui ability to of this drawing for any structure is the responsibility of the building Designer per ANSI/TPI 1 Sec.2. 101161111.11 ALPINE AN RW COMPANY 6750 Forum Drive Suite 305 Orlando FL, 32821 SEQN: 28501 / VAL Ply: 1 Job Number: N334501 Cust: R 8975 JRef:1 WXQ89750101 T33 / FROM: RWM Qty: 1 7A51320 ,182EC,E ,02G ,RH01 / 1828/CALI/4EBB ELEV.C,E DrwNo: 224 20.1 538.25854 Truss Label: V8 YK / WHK 08/11/2020 Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " 12 6 A X4(D/ Wind Criteria Wind Sid: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP #2 N Bot chord 2x4 SP #2 N Lumber value set "l3B" uses design values approved 1/30/2013 by ALSC Wind Wind loads based on MWFRS with additional C&C member design. Additional Notes Refer to General Notes for additional information See DWG VAL160101014 for valley details. Valley truss connection to truss below shall be designed and furnished by others . 3' 11 "8 3' 11 "8 4X4 B 7'11" 7'11" 7'11" Snow Criteria (Pc,Pf in PSF) Pg: NA Ct: NA CAT: N/ Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Code / Misc Criteria Bldg Code: FBC 5th.ed 201 TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): WAVE 7'11" 3' 11 "8 \4(D1)C Defl1CSI Criteria PP Deflection in loc Udefl U# VERT(LL): 0.028 999 360 VERT(CL): 0.051 999 240 HORZ(LL): -0.010 - - HORZ(TL): 0.019 Creep Factor: 2.0 Max TC CSI: 0.312 Max BC CSI: 0.381 Max Web CSI: 0.000 VIEW Ver: 18.02.01A.0205.19 "O-k'A ® No. $6367 � s • STATE 4Ea�4 �9'6"3 D ♦Maximum Reactions (lbs), or*=PLF Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL D* 75 /- /- /34 /28 /8 Wind reactions based on MWFRS D Brg Width = 95.0 Min Req = - Bearing A is a rigid surface. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A - B 399 - 366 B - C 399 - 366 0/0N A Haaa�ta),�11 FL REG# 278, Yoonhwak Kim, FL PE 486367 08/11/2020 **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) for 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 rd ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or 610, e. AppTy plates to each face of truss and position as shown above and on the Joini Details, unless noted otherwise. Defer to 60A-Z for standard plate positions. 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 ANSIPI1, or for handling, shipping, installation and bracing of trussesA seal on this drawing or cover page. . this drawing indicates acceptance of pro- essrona engineering responsibility solely for the design shown. The suitability ;e of this yawing for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. ALPINEII ANMCOWAW 6750 Forum Drive Suite 305 Orlando FL, 32821 _ JI SEQN: 28502 / VAL Ply: 1 Job Number: N334501 Cust: R 8975 JRef:1 WX089750101 T16 / FROM: RWM Qty: 1 7A5/320 ,182EC,E ,02G ,RH01 / 1828/CAL1/4EBB ELEV.C,E DrwNo: 224.20.1538.25807 Truss Label: V4 �YK / WHK 08/11/202C 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 " Lumber Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP #2 N Bot chord 2x4 SP #2 N Lumber value set "1313" uses design values approved 1/30/2013 by ALSC Wind Wind loads based on MWFRS with additional C&C member design. Additional Notes Refer to General Notes for additional information See DWG VAL160101014 for valley details. Valley truss connection to truss below shall be designed and furnished by others . 1'11"8 � " 3'11 1'11"8 1'11"8 12 6 =4X4 B 4X4(D1) =4X4(D1) A C 0 10'6"3 D 3'11" 3'11" 3'11" Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Code / Mist; Criteria Bldg Code: FBC 6th.ed 201 TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc Udell L/# VERT(LL): 0.004 999 360 VERT(CL): 0.007 999 240 HORZ(LL): -0.001 - - HORZ(TL): 0.003 Creep Factor: 2.0 Max TC CSI: 0.070 Max BC CSI: 0.104 Max Web CSI: 0.000 VIEW Ver: 18.02.01A.0205.19 A Maximum Reactions (lbs), or'=PLF Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL D• 75 /- /- /31 /22 /6 Wind reactions based on MWFRS D Brg Width = 47.0 Min Req = - Bearing A is a rigid surface. Members not listed have forces less than 375# o'kt,jovIIItIt�r� r NN aN I W A e6oe••f / �ENq,�`p` 4 No. 86367 � e a °® STATE 4ORIV ti w °d�Oaf0ltat►ttst� FL REG# 278, Yoonhwak Kim, FL PE #86367 08/11/2020 "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installingand bracing. , Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) 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 propperly attached rigid ceiling Locations shown for ermanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, as applicable. Apply plates to each face. ofptruss and position as shown above and on the Joint Details, unless noted otherwise. f7efer to drawings 160A-Z for standard plate positions. Alpine, a division of ITW Buildinq Components Group Inc. shall not be responsible for anv deviation from this drawing,any failure to build the a seal on this drawing or cover pa e I for the Pdesign Sec shown. The sulPability ALPINE AN RW COMPANY 6750 Forum Drive Suite 305 Orlando FL, 32821 I NI 1, or Tor nandllnd, SI acceptance of roles any structure is the res more intormaaon see Job Number: N334501 Ply: 1 SEQN: 101767 / T15 / EJAC Cusl: R8975 JRef: 1 WXQ89750101 ,7A5/320 ,182EC,E ,02G ,RHO1 / 1828/CALI/4EBB ELEV.C,E Qty: 8 FROM: JRH DrwwNo: 224.20.1538.25542 Truss Label: EJ7 KID / WHK 08/11/2020 L 12'2"11 12 6 o uO m ih v B D __48'8 7' 1 + 7' Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-10 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C 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: 3.00 ft Loc. from endwall: not in 4.50 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP #2 N Bot chord 2x4 SP #2 N Lumber value set "13B" uses design values approved 1/30/2013 by ALSC Wind Wind loads based on MWFRS with additional C&C member design. Additional Notes Provide (2) 0.131 "x3.0", min. toe -nails at top chord. Provide (2) 0.131"x3.0", min. toe -nails at bottom chord. Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT; Ni Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Code / Misc Criteria Bldg Code: FBC 6th.ed TPI Std: 2014 Rep Factors Used: No FT/RT:20(0)/10(0) Plate Type(s): WAVE Defl/CSI Criteria ♦ Maximum Reactions (Ibs) PP Deflection in loc Udefl U# Loc R / U / Rw / Rh / RL / W VERT(LL): NA VERT(TL): NA HORZ(LL): 0.017 D HORZ(TL): 0.031 D Creep Factor: 2.0 Max TC CSI: 0.713 Max BC CSI: 0.527 Max Web CSI: 0.000 VIEW Ver: 17.02.02C.0211.16 �ai��,rPtlrro�i m m` No.8636!-7 r mU 0 � w r STATE OF B 331 /117 /259 /- /173 /8.0 D 127 /20 /101 /- /- /1.5 C 171 1133 /91 /- /- /1.5 Wind reactions based on MWFRS B Min Brg Width Req = 1.5 D Min Brg Width Req = - C Min Brg Width Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Members not listed have forces less than 375# In fd {� wmvrd 00 goo�P` FL REG# 278, Yoonhwak Kim, FL PE #86367 08111 /2020 "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 propperly attached ri id ceiling Locations shown for ermanent lateral restraint of webs shall have bracin Installed per BCSI sections B3, 67 or B10, as appllcabte. Apply plates to each face, of truss and position as shown above and on the Joinf9Details, unless noted otherwise. kefer to ALPINE drawings 160A-Z for standard plate positions. �LPP�I NN t Alpine, a division of ITW BuildinccLLComponents Group Inc.. shall not be responsible for any deviation from this drawing,any failure to build the ANMCOWAW truss in conformance with ANSI/TPI 1, or for handl% shipping, installation and bracing of,trussesA seal on this drawing or cover page.. 6750 Forum Drive listing this drawing indicates acceptance of pro essfona engineering responsibility. solely for the design shown. The suiTabdlty 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 this job's general notes page and these web sites: ALPINE: www.al ir,eiiw.com; TPI: www.tpinsLorg; SBCA: www.sbcindustry.com; ]CC: www.iccsafe.org - Orlando FL, 32821 Job Number: N334501 Ply: 1 SEQN: 101770 / T11 / EJAC Cust: R8975 JRef: 1 WXQ89750101 ,7A5/320 ,182EC,E ,02G ,RH01 / 18281CALIAEBB ELEV.C,E Qty: 6 FROM: JRH DrwNo: 224.20.1538.25543 Truss Label: EJ7A KM / DF 08/11/2020 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 T 2X4(A1) Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Mean Height: 15.00 It TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.00 It Loc. from endwall: not in 4.50 ft GCpi: 0.18 Wind Duration: 1.60 Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP 92 N Bot chord 2x4 SP #2 N Lumber value set " 136" uses design values approved 1/30/2013 by ALSC Wind Wind loads based on MWFRS with additional C&C member design. 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: N/ Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Code / Misc Criteria Bldg Code: FBC 6th.ed TPI Std: 2014 Rep Factors Used: No FT/RT:20(0)/10(0) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): NA VERT(TL): NA HORZ(LL): 0.018 C HORZ(TL): 0.033 C Creep Factor: 2.0 Max TC CSI: 0.725 Max BC CSI: 0.533 Max Web CSI: 0.000 VIEW Ver: 17.02.02C.0211.16 12'2" 11 o_ fh 8-8" ♦ Maximum Reactions (Ibs) Loc R /U /Rw /Rh /RL /W A 270 /79 /188 /- /151 /8.0 C 128 /21 /104 /- /- /1.5 B 174 /135 /95 /- /- /1.5 Wind reactions based on MWFRS A Min Brg Width Req = 1.5 C Min Brg Width Req = - B Min Brg Width Req = - Bearing A is a rigid surface. Bearing A requires a seat plate. Members not listed have forces less than 375# If Preto, 09 No, 86367 a ° STATE OF n [� ` }[�� FL REG# 278, Yoonhwak Kim, FL PE #86367 08/11 /2020 "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricatin , handling shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI an c� SBCA) r satpety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted othenaise,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 faceoftruss and position as shown above and on the Joint -Details, unless noted otherwise. Refer to drawings 160A-Z for standard plate positions. ALPINE Alpine, a division of ITW Building Components Group Inc., shall not be responsible for any deviation from this drawing,any failure to build the ANnw COWAW truss in conformance with ANSI/ -I PI 1, or for handling, shipping, installation and bracing of trussesA seal on this drawing or cover page - listing , 675o Forum Drive listing this drawingq indicates acceptance of ro esslona engineering responsibility solely for the design shown. The sui ability Suite For and use of this drawing for any structure is the responsibility of the Building Designer per ANSIITPI 1 Sec.2. For more information see this iob's general notes page and these web sites: ALPINE: www.alpineitw.com: TPI: www.tpinst.org; SBCA: www.sbcindustry.com;1CC: www.iccsafe.org Orlando FL, 32821 SEQN: 101539 / EJAC Ply: 1 Job Number: N334501 Cust: R 8975 JRef:1 WXQ89750101 T28 / FROM: JRH Qty: 3 ,7A5/320 ,182EC,E ,02G ,RH01 / 1828/CALI/4EBB ELEV.C,E DrwNo: 224.20.1538.25901 Truss Label: EJ3 / YK 08/11/2020 Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " V �— 1, Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Lumber Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP #2 N Bot chord 2x4 SP #2 N Lumber value set "1313" uses design values approved 1/30/2013 by ALSC Wind Wind loads based on MWFRS with additional C&C member design. Additional Notes Refer to General Notes for additional information Provide (2) 0.131 "x3.0", min. toe -nails at top chord. Provide (2) 0.131 "x3.0", min. toe -nails at bottom chord. ap 3 2 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: N/ Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Code / Misc Criteria Bldg Code: FBC 6th.ed TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): WAVE N 10'2"11 ch r— — c� CV 81811 Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): NA VERT(CL): NA HORZ(LL): 0.001 D HORZ(TL): 0.002 D Creep Factor: 2.0 Max TC CSI: 0.216 Max BC CSI: 0.123 Max Web CSI: 0.000 VIEW Ver: 18.02.01A.0205.19 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 188 /- /- /162 /76 /86 D 52 /- /- /41 /6 /- C 65 /- /- /31 /51 /- 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# `��i�ar�rrrrr�r� CE�SF`43 ;00,� N0.86367 , '7 m s 0 No. 8636 8 w a All a A STATE OF w FL REG# 278, Yoonhwak Kim, FL PE #86367 08/11 /2020 **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) for sa shipping, practices prior to performing these functions. Installers shall provide temporary r BCSL Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a properly aaid ceiling Locations shown forpermanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or B10, ile. Apply plates to each face. of truss and position as shown above and on the Join Details, unless noted otherwise. Defer to 60A-Z for standard plate positions. of is in conTormance wim ANN/ I F'1 1, or Tor nanaiin , ing this drawingq indicates acceptance of pro e: J use of this c7"awing for any structure is the ret more information see this job's general notes page and these web from this drawing,any failure to build the k seal on this drawing or cover pa e, I for the deI I Sec shown. The sulPabthty ALPINE AN ITW COMPANY 6750 Forum Drive Suite 305 Orlando FL, 32821 Job Number: N334501 Ply: 1 SEQN: 7622 / T35 JACK Cust: R8975 JRef: 1WXQ89750101 ,7A5/320 ,182EC,E ,02G ,RH01 / 1828/CALI/4EBB ELEV.C,E Qty: 4 FROM: RWM DrwNo: 224.20.1538.23045 Truss Label: CJ5 KD / WHK 08/11/2020 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 C 12 6 N M B A D 1' 4'11"4 4' 11 "4 Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C 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 Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP #2 N Bot chord 2x4 SP #2 N Lumber value set "1313" uses design values approved 1/30/2013 by ALSC Wind Wind loads based on MWFRS with additional C&C member design. Snow Criteria (PO,Pf-in PSF) Pg: NA Ct: NA CAT: N/ Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Code / Misc Criteria Bldg Code: FBC 6th ed 201 TPI Std: 2014 Rep Factors Used: Yes FT/RT:20(0)/10(0) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): NA VERT(TL): NA HORZ(LL): 0.005 D HORZ(TL): 0.010 D Creep Factor: 2.0 Max TC CSI: 0.411 Max BC CSI: 0.264 Max Web CSI: 0.000 VIEW Ver: 17.02.02A.1213.21 ♦ Maximum Reactions (Ibs) Loc R /U /Rw /Rh /RL /W B 256 / 95 / 207 / - / 128 18.0 D 89 /13 /68 /- /- /1.5 C 118 /92 /61 /- /- /1.5 Wind reactions based on MWFRS B Min Brg Width Req = 1.5 D Min Brg Width Req = - C Min Brg Width Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Members not listed have forces less than 375# �1,�gi19t9I1i/{)�,t °° pN�W Ak �A1� � e a w No.86367 m STATE OF OPl 0 A �®t�oaaA►u�e FL REG# 278, Yoonhwak Kim, FL PE #86367 08/11/2020 "'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) for 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 aId ceiling Locations shown for ermanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or 610, le. AppTy plates to each face. oftrussand position as shown above and on the Join Details, unless noted otherwise. Refer to 60A-Z for standard plate positions. of I AN 51/ I F' I 1, or Tor r icates acceptance ng for any structure from this drawing,any failure to build the seal on this drawing or cover pa e, . for the design shown. The sui ability ALPINE AN —COMPANY 13723 Riverport Drive Suite 200 Maryland Heights, MO 630< Job Number: N334501 Ply: 1 SEQN: 7623 / T34 / JACK Cust: R8975 JRef: 1 WXQ89750101 ,7A5/320 ,182EC,E ,02G ,RH01 / 1828/CALI/4EBB ELEV.C,E Qty: 4 FROM: RWM DrwNo: 224.20.1538.23201 Truss Label: CJ3 FV / WHK 08/11/2020 C 4"3 V i 2'11"4 i 211 "4 Loading Criteria (psf) Wind Criteria -Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria 0 Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-10 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# Loc R / U / Rw / Rh / RL / W TCDL: 7.00 Speed: 160 mph - Pf: NA Ce: NA VERT(LL): NA B 185 / 75 / 160 / - / 84 / 8.0 BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(TL): NA D 50 / 6 / 41 / - / - / 1.5 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.001 D C 63 / 50 / 29 / - / - / 1.5 Des Ld: 37EXP: C.00 Mean Height: 15.00 ft HORZ(TL): 0.001 D - - Wind reactions based on MWFRS NCBCLL: 10.00 Code / Misc Criteria Creep Factor: 2.0 B Min Brg Width Req = 1.5 TCDL: 4.2 psf D Min Br Width Re Soffit: 0.00 BCDL: 5.0 psf Bldg Code: FBC 6th ed 201 Max TC CSI: 0.206 g q = - p C Min Brg Width Req = - Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 TPI Std: 2014 Max BC CSI: 0.115 Bearing B is a rigid surface. Spacing: 24.0 " C&C Dist a: 3.00 ft Rep Factors Used: Yes Max Web CSI: 0.000 Bearing B requires a seat plate. Loc. from endwall: Any FT/RT:20(0)/l0(0) GCpi: 0.18 Plate Type(s): Members not listed have forces less than 375# Wind Duration: 1.60 WAVE VIEW Ver: 17.02.02A.1213.21 Lumber Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP #2 N Bot chord 2x4 SP #2 N Lumber value set "1313" uses design values approved 1/30/2013 by ALSC Wind Wind (Gads based on MWFRS with additional C&C member design. ii+,aQf 1111ilif/ j�` Nv. 86367 STATE OFF° a ®OOOA� °:�� ®eaNAL a�raoaut� FL REG# 278, Yoonhwak Kim, FL PE #86367 08/11/2020 **WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlingshipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) r safety practices prior to performing these functions. Installers shall provide temporary _ bracing per BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached rigid ceilincl Locations shown forpermanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, as applicable. Apply plates to each face. of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to ALPINE drawings 160A-Z for standard plate positions. Alpine, a division of ITW BuildinggComponents Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the �,,,,,0o,�,,,,,. truss in conformance with ANSI 1, or for handling, shipping, installation and bracing of trussesA seal on this drawing or cover page 13723 Riverport Drive listing this drawingq indicates- acceptance of pro) essiona engineering responsibility solely for the design shown. The sui ablllty apd use of this pawing for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. Suite 200 -or more information see this job's general notes page and nd these web sites: ALPINE: www.alpineitw.com; TPI: www.lpinst.org; SBCA: www.sbcindustry.com; ICC: www.iccsafe.org Maryland Heights, MO 630< SEQN: 1017841 JACK Ply: 1 Job Number: N334501 Cust: R 8975 JRef:1WXQ89750101 T32 / FROM: RWM Qty: 4 7A5/320 ,182EC,E ,02G ,RH01 / 1828/CALI/4EBB ELEV.C,E DnwNo: 224.20.1538.25915 Truss Label: CA ! YK 08/11/2020 12 6 � C B T 9r2rr5 co co8i8rr A D 2X4(A1) 11114 1r 11114 Loading Criteria (psi) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) _ TCLL: 20.00 Wind Std: ASCE 7-10 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): NA Loc R+ / R- / Rh / Rw / U' / RL BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): NA B 143 /- /- /148 /79 /41 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): -0.000 D D 11 /-2 /- /18 /12 A EXP: C Kzt: NA Des Ld: 37.00 HORZ(TL): 0.000 D - - C - /-15 /- /27 /32 !- Mean Height: 15.00 ft Wind reactions based on MWFRS NCBCLL: 10.00 TCDL: 4.2 sf Code / Misc Criteria Creep Factor: 2.0 Soffit: 0.00 p Bldg Code: FBC 6th.ed 201 Max TC CSI: 0.196 B Brg Width = 8.0 Min Req = 1.5 BCDL: 5.0 psf D Brg Width = 1.5 Min Req = - Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 TPI Std: 2014 Max BC CSI: 0.025 C Brg Width = 1.5 Min Req = - Spacing: 24.0 " C&C Dist a: 3.00 ft Rep Fac: No Max Web CSI: 0.000 Bearing B is a rigid surface. Loc. from endwall: Any FT/RT:20(0)/10(0) Bearing B requires a seat plate. GCpi: 0.18 Plate Type(s): Members not listed have forces less than 375# Wind Duration: 1.60 WAVE VIEW Ver: 18.02 01A 0205 19 Lumber Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP #2 N Bot chord 2x4 SP #2 N Lumber value set "13B" uses design values approved 1/30/2013 by ALSC Wind Wind loads based on MWFRS with additional C&C member design. Additional Notes ��14�t�� Alf Refer to General Notes for additional information `yN� ® 0 00 Ai 0 Provide (2) 0.131 "x3.0", min. toe -nails at top chord. ® ► Y Provide (2) 0.131"x3.0", min. toe -nails at bottom chord. v I�o.8f367 STATE OF 4 po. 0 0 ORIV�' 4 °o elf. 1f 04NALifilmi0k o FL REG# 278, Yoonhwak Kim, FL PE #86367 08/11 /2020 `"WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! "IMPORTANT"" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a pro erly attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracln installed per BCSI sections B3, B7 or 910, 11111116111,11 as applicable. Apply plates to each faceof truss and position as shown above and on the Joint9Details, unless noted otherwise. Refer to ALPINE drawings 16OA-Z for standard plate positions. Alpine, a division of ITW Buildip/$cLComponents Group Inc.. shall not be responsible for any deviation from this drawing,any failure to build the ANMCOWAW truss in conformance with ANSI 1, or for handling, shlppinlq, installation and bracing of trussesA seal on this drawing or cover paqe .. 6750 Forum Drive listing this drawing indicates acceptance of pro) essiona, engmeerin_q responsibility solely for the design shown. The suitability Suite 305 a.nd use of this drawing for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. For more information see this job's general notes page and these web sites: ALPINE: www.alpineitw.com; TPI: wwwjtRinst.org; SBCA www.sbcindustry.com; ICC: www.iccsafe.org Orlando FL_32821 SEQN: 101781 / JACK Ply: 1 Job Number: N334501 Cust: R 8975 JRef:1 WXQ89750101 T27 / FROM: RWM Qty: 4 ,7A5/320 ,182EC,E ,02G ,RH01 / 1828/CALI/4EBB ELEV.C,E DrwNo: 224.20.1538.26149 Truss Label: CAA / YK 08/11/202C 12 6 C B co A D 2X4(A1) Loading Criteria (pst) Wind Criteria TCLL: 20.00 Wind Sid: ASCE 7-10 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: 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 Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP #2 N Bot chord 2x4 SP #2 N Lumber value set "1313" uses design values approved 1/30/2013 by ALSC Wind Wind loads based on MWFRS with additional C&C member design. Additional Notes Refer to General Notes for additional information Provide (2) 0.131"x3.0", min. toe -nails at top chord. Provide (2) 0.131 "x3.0", min. toe -nails at bottom chord. 1, 11114 11 "4 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: N/ Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Code / Misc Criteria Bldg Code: FBC 6th.ed TPI Std: 2014 Rep Fac: No 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 MaxTC CSI: 0.196 Max BC CSI: 0.025 Max Web CSI: 0.000 VIEW Ver: 18.02.01A.0205.19 9'2"5 141-1 Y A.Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 143 /- /- /148 /79 /41 D 11 /-2 /- /18 /12 /- C - /-15 /- /27 /32 /- 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# i�t,411Q141f)/►�16 1�1e1 �� wA A ® goes• 6 p�a0.4 `� C E r Y p��j� 4 b mo 04 g 0. 815 7 �► ®, TA,TE 4F ®�� A�l9iil0►d1 ia FL REG# 278, Yoonhwak Kim, FL PE #86367 08/11/2020 **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) fsafety 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 propperly did ceiling Locations shown for permanent lateral restraint of webs shall have bracinq installed per BCSI sections B3, 67- or B10, ile. Apply plates to each face oftrussand position as shown above and on the Join�Details, unless noted otherwise. Defer to 60A-Z for standard plate positions. a division of r1 m i, or Tor r acceptance any sructure any deviation from this drawing,an failure to build the ig oftrussesA seal on this drawing or cover pa e. . sibility solely for the design shown. -The suitability )esigner per ANSI/TPI 1 Sec.2. TPI! www.tpinst.org; SBCA: www 0cindustry.conr. ICC: wwv.iccsar ALPINE ANn COMPANY 6750 Forum Drive Suite 305 Orlando FL, 32821 Job Number: N334501 Ply: 1 SEQN: 7626 / T26 / HIP_ Cusl: R8975 JRef: 1WXQ89750101 ,7A5/320 ,182EC,E ,02G ,RH01 / 1828/CALI/4EBB ELEV.C,E Qty: 2 FROM: RWM DrwNo: 224.20.1538.22873 Truss Label: HJ7 TCE / WHK 08/11/2020 T 4'3 y �— 1'5" Loading Criteria (psi) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-10 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II Des Ld: 37.00 EXP: C Mean Height: 15.00 It NCBCLL: 0.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 Spacing: 24.0 " C&C Dist a: 3.00 ft Loc. from endwall: NA GCpi: 0.18 Wind Duration: 1.60 Lumber Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP #2 N Bot chord 2x4 SP 2400f-2.0E Webs 2x4 SP #3 Lumber value set "l36" uses design values approved 1/30/2013 by ALSC Loading Hipjack supports 6-11-8 setback jacks with no webs. Wind Wind loads and reactions based on MWFRS. Provide (3) 0.162"x3.5", min toe -nails at top chord. Provide (3) 0.162"x3.5", min toe -nails at bottom chord. 5'3"5 9110"1 5'3"5 4'6"11 9'2"2 9'2"2 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: N/ Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Code / Misc Criteria Bldg Code: FBC 6th ed TPI Std: 2014 Rep Factors Used: No FT/RT:20(0)/10(0) Plate Type(s): WAVE Deff/CSI Criteria - - PP Deflection in loc Udefl U# VERT(LL): 0.040 F 999 360 VERT(TL): 0.111 F 999 240 HORZ(LL): 0.010 C - - HORZ(TL): 0.018 C Creep Factor: 2.0 MaxTC CSI: 0.546 Max BC CSI: 0.416 Max Web CSI: 0.260 VIEW Ver: 17.02.01A.1115.21 ,ggAAw``�� rr r r r r►r��' e� •ea•e Ij" r g No. 3�367 e .. o STATE 4F j 1 9'10'1 ♦ Maximum Reactions (Ibs) Loc R /U /Rw /Rh /RL /W B 326 /154 /- /- /- /10.6 E 364 /84 /- /0 /0 /1.5 D 214 /177 !- /- /- /1.5 Wind reactions based on MWFRS B Min Brg Width Req = 1.5 E Min Brg Width Req = - D Min Brg Width 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 ��s lT' ° OR IV N • e e e 0N A 1. �- +�,paHilte�619t�+ FL REG# 278, Yoonhwak Kim, FL PE #86367 08/11/2020 "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! "'IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI an SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached rigid ceiling Locations shown for ermanent lateral restraint of webs shall have bracinq installed per BCSI sections B3, B7 or 910, as applicable. Apply plates to each face ofptruss and position as shown above and on the Join�Details, unless noted otherwise. Refer to ALPINE drawings 160A-Z for standard plate positions. Alpine, a division of ITW BuildingQ Components Group Inc., shall not be responsible for any deviation from this drawing,any failure to build the ANMCOWAW truss in conformance with ANSI 1, or for handling, shippinlq, installatidn and bracing of trussesA seal on this drawing or cover page .. 2400 Lake Orange Dr. listing this drawing indicates acceptance of pro essiona engineering responsibility solely for the design shown. The suitability Suite 150 apd use of this drawing, for any structure is fhe responsibility of the Building Designer per ANSI/TPI 1 Sec.2. For more information see this job's general notes page and these web sites: ALPINE: www.alpineitw.com; TPI: www.tpinst.org;SBCA: www.sbcindustry.coin; !CC: www.iccsare.org Orlando FL, 32837 __ SEQN: 101537 / HIP_ Ply: 1 Job Number: N334501 Cust: R 8976 JRef: 1 WXQ89750101 T29 / FROM: JRH Qty: 2 , A5/320 ,182EC,E ,02G ,RH01 / 1828/CALI/4EBB ELEV.C,E DrwNo: 224.20.1538.25947 Truss Label: HJ3 / YK 08/11/2020 T Loading Criteria.(psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 0.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " 17 2X4(A1) Wind Criteria Wind Std: ASCE 7-10 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 Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP #2 N Bot chord 2x4 SP #2 N Lumber value set "136" uses design values approved 1/30/2013 by ALSC Loading Hipjack supports 2-11-8 setback jacks with no webs. Wind Wind loads and reactions based on MWFRS. Additional Notes Refer to General Notes for additional information Provide (2) 0.131"x3.0", min. toe -nails at top chord. Provide (2) 0.131"x3.0", min. toe -nails at bottom chord. 4'2"3 4'2"3 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: N/ Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Code / Misc Criteria Bldg Code: FBC 6th.ed 201 TPI Std: 2014 Rep Fac: No FT/RT:20(0)/10(0) Plate Type(s): WAVE C Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): NA VERT(CL): NA HORZ(LL): 0.001 D HORZ(TL): 0.002 D Creep Factor: 2.0 Max TC CSI: 0.120 Max BC CSI: 0.074 Max Web CSI: 0.000 VIEW Ver: 18.02.01A.0205.19 T10'2"6 m N 81811 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 84 /- /- /- /45 /- D 28 /- /- /7/- C 64 /- /- /- /48 /- Wind reactions based on MWFRS B Brg Width = 10.6 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Members not listed have forces less than 375# 1�oi1III f1IItIt /d m�``q�tiQ l A W A,,� /��'°P 00 I a a Mo.86367 s q®. y r 0 m•�r.., td % '� STATE OF 04RtaQ' i�®�vlds,aN Ab g ee FL REG# 278, Yoonhwak Kim, FL PE #86367 08/11/2020 **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 properly attached structural sheathing and bottom chord shall have a propperly attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, as applicable. Apply plates to each face. of russ and position as shown above and on the Joinf Details, unless noted otherwise. kefer to drawings 160A-Z for standard plate positions. of ITW BuildingComponents Group Inc.. shall not be responsible for any deviation from this drawing,any failure to build the ince with ANSIl� PI 1, or for handling, shlppinlq, installation and bracing of,trussesA seal on this drawing or cover page ing indicates acceptance of ro essiona engineerin_q responsibility sole) for the design shown. The sui ability s r7�awing for any structure is the responsibility of the Building Desigrier per`ANSI/TPI 1 Sec.2. see this job's general notes page and these web sites: ALPINE: www.alpineltw.com: TPI: www.lpinsl.org; SBCA: www.sbcindustry.com; ICC: www.iccsaf ALPINE AN nW COMPANY 6750 Forum Ddve Suite 305 Orlando FL, 32821 Gable Stud Reinf orcement Detail ASCE 7-101 160 mph Wind Speed, 15' Mean Height, Enc(osed, Exposure C, Kzt = 1,00 Or, 140 mph Wind Speed, 15' Mean Height, Partially Enclosed, Exposure C, Kzt = 1.00 Or, 140 mph Wind Speed, 15' Mean Height, Enclosed, Exposure D, Kzt = 1.00 nrl 12n mnh Wind Snead. 15' Mpnn Hpinh+_ Pnr+inlly Fnrincor!_ Fvnno -o T) Kam+ = 1 nn S 2x4 Brace Gable Vertical Spacing Species Grade No Braces (1) lx4 'L' Brace x (1) 2x4 'L' Brace x (2) 2x4 'L' Brace xx (1) 2x6 'L' Brace x (2) 2x6 'L' Brace ■ Group A Group B Group A Group B Group A Group B Group A B Group A Group B #1 / #2 3' 10' 6' 7' 6' 10' 7' 9' 8' 1' 9' 3' 9' 7' 12' 2' 2' 8' 14' 0' 14' 0' U S #3 3' 8' S' 9' 6' 2' 7' B' 7' 11' 9' 1' 9' 6' 12' 0' jGoup 2' 6' 14' 0' 14' 0' HF Stud 3' 8' 5' 9' 6' 1' 7' 8' 7' 11' 9' 1' 9' 6' 12, 0' 2' 6' 14' 0' 14' 0' p Standard 3' 8' 4' 11' S' 3' 6' 7' 7' 1' 8' 11' 9' 6' 10' 4' i' 1' 14' 0' 14' 0' QJ #1 4' 0' 6' 8' 6' 11' 7' 10' 8' 2' 9' 4' 9' 8' 12' 4' 12, 9' 14' 0' 14' 0' J S P #2 3' 10, 6' 7' 6' 10' 7' 9' e' 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' 6' 14' 0' 14' 0' (u D rr L Stud 3' 9' 5' 3- 5' 7' 6' 11' 7' 5' 9' 2' 9' 7' 10, 11' 11' 8' 14' 0' 14' 0' d Standard 3' 6' 4' 7' 4' 11' 6' 2' 6' 7' 6' 4' 8' 11' 9' 8' 10' 4' 13' 1' 14' 0' U 41 / #2 4' 5' 7' 6' 7' 9' 8' 10' 9' 3' 10' 7' 11' 0' 13' 11' 14' 0' 14' 0' 14' 0' _ S P P #3 4' 2' 7' 1' 7' 9' 8' 9' 9' 1' 10' 5' 10, 10, 13' 9' 14' 0' 14' 0' 14' 0' U LIP Stud 4' 2' 7' 1' 7' 6' 8' 9' 9' 1' 10' 5' 10, 10, 13' 9' 14' 0' 14' 0' 14' 0' Oil 0 f l Standard 4' 2' 6' 1' 6' 5' 8' 1' 8' 8' 10' 5' 10, 10, 12' 8' 13' 7' 14' 0' 14' 0' #1 4' 7' 7' 7' 7' 11' 9' 0' 9' 4' 10, 8' 11' 1' 14' 0' 14' 0' 14' 0' 14' 0' S P #2 4' 5' 7' 6' 7' 9' 8' 10' 9' 3' 10' 7' 11' 0' 13' 11' 14' 0' 14' 0' 14' 0' #3 4' 4' 6' 5' 6' 10' 8' 6' 9' 1' 10' 6' 10, 11' 13' 4' 14' 0' 14' 0' 14' 0' QJ D fr L Stud 4' 4' 6' 5' 6' 10' 8' 6' 9' 1' 10, 6' 10, 11' 13' 4' 14' 0' 14' 0' 14' 0' Standard 4' 2' 5' 8' 6' 0' 7' 6' 8' 0' 10' 2' 10, 10, 11' 10, 12' 7' 14' 0' 14' 0' #1 / #2 4' 10' 8' 3' 8' 7' 9' 9' 10' 2' 10' 7' 12' 1' 14' 0- 14' 0' 14' 0' 14' 0' d S P P #3 4' 7' 8' 2' 8' 5' 9' 8' 10, 0' 11' 6' 12' 0' 14' 0' 14' 0' 14' 0' 14' 0' LD U u C Stud 4' 7' 8' 2' 8' 5' 9' 8' 10' 0' 11' 6' 12' 0' 14' 0' 14' 0' 14' 0' 14' 0' O �l r Standard 4' 7' 7' 0' 7' S' 9' 4' 10, 0' 11' 6' 12' 0' 14' 0' 14' 0' 14' 0' 14' 0' X #1 5' 1' 8' 5' 8' 8' 9' 11' 10' 3' 11' 9' 12' 3' 14' 0' 14' 0' 14' 0' 14' 0' d S P #2 4' 10' 8' 3' 8' 7' 9' 9' 10, 2' 11' 7' 12' 1' 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' rI r D f L Stud 4' 9' 7' 4' 7' 10' 9' 8' 10, 1' 11' 7' 12' 0' 14' 0' 14' 0' 14' 0' 14' 0' Standard 4' 7' 6' 6' 6' 11' 8' 8' 9' 3' 11' 6' 1 12' 0' 1 13' 7' 14' 0' 14' 0' 14' 0' Dlagonal brace option, vertical length may be doubled when dlagonal brace Is used. Connect diagonal brace for 600# at each end. Max web total length Is 14'. Vertical length shown In table above. Connect diagonal at midoolnt of vertical web. AN ITW COMPANY 11 Earth% City\ Expressway \ % Suite%242 \ \ Earth\ City,\ MO%63045 Truss 2x6 DF-L #2 or better diagonal brace) single or double cut (as shown) at upper end. Aboutj� T 18' +-aL ,ace I T L Li 1 W'l NN Refer to chart aboW —VARNINGI— READ AND FOLLOW ALL MITES UN THIS BRAVING! .11 wwIWCRTANTu FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. Trusses require extreme care In fabricating, handling, shipping, Installing and bracing. Refer to and Blow the latest edition of BCSI (BuRding Component Safety Information, by TPI and SBCA) for safety actices prior to performing these functions. Installers shall provide temporary bracing per BCSI. ,less noted otherwise, top chord shall have properly attached structural sheathing and bottom chor ,all have a properly attached rigid ceiling. Locations shown for permanent lateral restraint of webs ,all have bracing Installed per BCSI sections B3, B7 or BLO, as appllcable. Apply plates to each face truss and position as shown above and an the Joint Details, unless noted otherwise. fer to drawings 16DA-Z for standard plate positions. Alpine, a division of ITV Building Components Group Inc shall not be responsible for any deviation frc Is drawing, any facture to build the truss In conformance with ANSI/TPI 1, or for handling, shipping, ;tallation & bracing of trusses. A seal on this drawing or cover, page Dstkg this drawing, Indicates acceptance of professional glneering responsibility solely for the design shown The suitability and use of this drawing r my structure Is the responsibility of the Building Designer per ANSI/TPI I Sect. For more Information see this Job's general notes page and these web hter,.1 1 /nnn�74 ALPINE, w—aloineltw.coml TPI, www.tolnst.oroi SBCAi wwwsbrindustrv.oro, rM rw I WA f/�Poi a APO � r 63 7 ' 'maws WTeE Vl?t F1cQ 0��/0N'Aj 0 llt� Bracing Group Species and Grades, Group AI S ruce-Pine-Fir Hem -Fir #1 / #2 Stnndnrd #2 Stud #3 Stud #3 Stnndnrd Dou Las Flr-Larch Southern PlnewwwI #3 #3 Stud Stud Stnndnrd Stnndnrd Group BI Hem-Flr #1 & Btr #1 Dou lns Fir -Larch Southern Pinewww #1 #1 #2 #2 1x4 Braces shall be SRB (Stress -Rated Board), I *For lx4 So. Pine use only Industrial 55 or Industrial 45 Stress -Rated Boards. Group B values maybe used with these rndes. Gable Truss Detail Notesi Wind Load deflection criterion Is L/240, Provide uplift connections for 75 plf over continuous bearing (5 psf TC Dead Load). Gable end supports load from 4' 0' outlookers with 2' 0' overhang, or 12' plywood overhang. Attach 'L' braces with IOd (0,128'x3.0' min) nails. )K For (1) 'L' brace, space nails at 2' o.c. In 18' end zones and 4' o.c. between zones. )K)(For (2) 'L' braces, space nails at 3' o.c. In 18' end zones and 6' o.c. between zones. 'L' bracing must be a minimum of 8OX of web member length. Gable Vertical Plate Sizes 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 y + Refer tocommon truss design for ice, and heel plates, peak, splice, w Refer to the Building Designer for conditions I, not addressed by this detail. F ASCE7-10-GAB16015 10/O1/14 TTE W G A16015ENC101014 AX. TOT. LD, 60 PSF MAX, SPACING 24,0' Gable Stud Reinf orcement Detail ASCE 7-101 180 mph Wind Speed, 15' Mean Height, Enclosed, Exposure C, Kzt = 1.00 Or, 160 mph Wind Speed, 15' Mean Height, Partially Enclosed, Exposure C, Kzt = 1.00 Or, 160 mph Wind Speed, 15' Mean Height, Enclosed, Exposure D, Kzt = 1.00 Or, 140 moh Wind SCleed. 15' Mean Heloht. Partially Enclosed. Exoosure D. 1<71C = i.0n S 2x4 Brace Gable Vertical Spacing Species Grade No Braces (1) Ix4 'LBrace x (1) 2x4 'L' Brace w (2) 2x4 'L' Brace *)K(1) 2x6 'L' Brace x (2) 2x6 'L' Brace ■ Group A Group B Group A Group B Group A Group B Group A Group B Group A Group B #1 / #2 3' 6' 6' 0' 6' 3' 7' 1' 7' 4' 8' 5' 8' 9' 11' 1' 11' 7' 13' 3' 13' 9' U S P P #3 3' 4' 5' 1' 5' 5' 6' 9' 7' 3' 8' 4' 8' 8' 10' 7' 11' 4' 13' 1' 13' 7' HF Stud 3' 4' 5' 0' 5' 4' 6' 9' 7' 2' 8' 4' 8' 8' 10' 6' 11' 3' 13, 1' 13' 7' Q Standard 3' 4' 4' 4' 4' 7' 5' 9' 6' 2' 7' 10' 8' 5' 9' 1' 9' 8' 12' 4' 13' 2' #1 3' 8' 6' 1' 6' 4' 7' 2' 7' 5' 8' 6' 8' 10, 11' 3' 11' 8' 13' 4' 1 13' 11' -� S P #2 3' 6' 5' 9' 6' 2' 7' V 7' 4' 8' 5' 8' 9' 11' 1' 11' 7' 13, 3' 13, 9' #3 3' 5' 4' 7' 4' 10' 6' 1' 6' 6' 8' 2' 8' 9' 9' 6' 10, 2' 12, 11' 13' 8' F Stud 3' S' 4' 7' 4' 10' 6' 1' 6' 6' B' 2' 8' 9' 9' 6' 10' 2' 12' 11' 13' 8' d Standard 3' V 4' 0' 4' 3' 5' 4' 5' 9' 7' 3' 7' 9' 8' 5' 9' 0' 11' 5' 12' 3- _U #1 / #2 4' 0' 6' 10' 7' 2' 8' 1' 8' 5' 9' 8' 10, 1' 12' 9' 13' 3' 14' 0' 14' 0' _}) - S P P #3 3' 10, 6' 2' 7' 2' 8' 0' 8' 4' 9' 7' 9' Ill 12' 7' 13, 1' 14' 0' 14' 0' U I I [ Stud 3' 10' 6' 2' 6' 7' 8' 0' 8' 4' 9' 7' 9' 11' 12' 7' 13' 1' 14' 0' 14' 0' QJI O III Standard 3' 10' 5' 4' 5' 8' 7' 1' 7' 7' 9' 7' 9' 11' 11' 1' ill 11' 14' 0' 14' 0' #1 4' 3' 7' 0' 7' 3' 8' 3' 8' 6' 9' 9' 10' 2' 12' 11' 13' 5' 14' 0' 14' 0' / S P #2 4' 0' 6' 10' 7' 2' 8' 1' 8' 5' 9' 8' 10' 1' 12' 9' 13, 3' 14' 0' 14' 0' 11 #3 3' 11' 5' 7' 5' 11' 7' 5' 71111 9' 7' 10, 0' 11' 8' 12' 6' 14' 0' 14' 0' D P L Stud 3' 11' 5' 7' 5' 11' 7' 5' 7' 11' 9' 7' 1 10' V 11' 8' 12' 6' 14' 0' 14' 0' Standard 3' 9' 4' 11' 5' 3' 6' 7' 7' 0' 8' 11' 9' 6' 10' 4' ill 1' 14' 0' 14' 0' #1 / #2 4' 5' 7' 7' 7' 10' 8' 11' 9' 3' 9' 8' 11' 1' 14' 0' 14' 0' 14' 0' 14' 0' S P P #3 4' 3' 7' 2' 7' 7' 8' 10, 9' 2' 10, 6' 10, 11' 13' 10' 14' 0' 14' 0' 14' 0' U LIP Stud 4' 3' 7' 1' 7' 7' 8' 10, 9' 2' 10, 6' 10, 11' 13, 10, 14' 0' 14' 0' 14' 0' O f l Standard 4' 3' 6' 2' 6' 6' 8' 2' B' 9' 10' 6' 10' 11' 12' 10' 13' 9' 14' 0' 14' 0' X #1 4' 8' 7' 8' 7' 11' 9' 0' 9' 5' 10, 9' 11' 2' 14' 0' 14' 0' 14' V 14' 0' d S P #2 4' 5' 7' 7' 7' 10' 8' 11' 9' 3' 10, 8' 11' 1' 14' 0' 14' 0' 14' 0' 14' 0' #3 4' 4' 6' 5' 6' 10, 8' 7 9' 12' 10' 7' 11' 0' 13' 5' 14' 0' 14' 0' 14' 0' .--I D rC L Stud 4' 4' 6' 5' 6' 10' 8' 7' 9' 12' 10' 7' 11' 0' 13' 5' 14' 0' 14' 0' 14' 0' Standard 4' 3' 5' 8' 6' 1' 7' 7' 8' V 10' 3' 10, 11' 11' 11' 12' 9' 14' 0' 14' 0' Bracing Group Species and Gradesi Group At S ruce-Pine-Fir Hem -Fir, #I / #2 Standnrd #2 Stud #3 Stud1 #3.. IStanclord Dou ins Fir -Larch Southern Plnewww #3 1 Stud Stud Standard Standard Group BI Hem -Fir #1 & Btr #1 Dou ins Flr-Larch Southern Plnewww #1 #1 #2 #2 1x4 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 nudes, Gable Truss Detail Notesi Wind Load deflection criterion Is L/240. . Provide uplift connections for 100 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. Aboutj� Attach 'L' braces with 10d (0,128'x3.0' m1n) nulls, able Truss )K For (1) 'L' braces space nails at 2' o.c. In 18' end zones and 4' o,c. between zones. Diagonal brace options )K)KFor (2) 'L' braces- space nails at 3' o.c. vertical length may be T In IS' end zones and 6' o.c. between zones. doubled when diagonal 18, )K 'L' bracing must be a minimum of 807 of web brace Is used. Connect diagonal brace for L + 1 @rF member length. at each end, Max web web I Bruce ' W ►�� �/", Gable Vertical Plate Sizes total length Is 14'. 2x6 DF-L #2 I 61 /Y'p% / ~�, �"� a Vertical Len tin No S lice Less than 4' 0' 2X3 or better diagonal ,A -tI S 40 �® Greater than 4' 01, but 1"' _0 less than 0' 4X4 Vertical length shown brace) single or double 8, )K �4 t1Q i 10' In table above. 45' cut L 1 (as shown) at + Refer to common truss design for upper, end. peak, splice, and heel plates. Connect diagonal at 0 onlypllseBenring r. -a,,,�, Refer to the Building Designer for conditions midpoint of vertical web. Refer to chart abo o ma Ica E y4?/'ft not addressed by this detalt, waWARNuNcao READ AND FOLLOW ALL NOTES W THIS BRAWM rs --IMPORTANT" FIIRMSH TMS: BRAWDiG TO ALL CONTRACTORS INCLUDING THE INSTALLERS Ap 6 C t n � d � �p o �'o� REF ASCE7-10-GAM8015 Trusses require extreme care In fabricating, handling, shipping, Installing and bracing. Refer to and folio• the latest editlon of BCSI (Building Component Safety Information, by TPI and SBCA) for safety 1 � �(1 0 # + Ad Fi 0 ® d 11 DATE 10/O1/14 practices prior to performing these functions. Installers shall provide temporary bracing per BCSL®d Unless Jnn Jl I A P DRWG A18015ENC101014 noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shop have a properly attached rigid ceiling. Locations shown for permanent lateral restraint of webs ` Y ` dig 9E�1�1!l►A610 shall have bracing Installed per BCSI sections B3, 117 or 1110, as applicable. Apply plates to each face of truss and position as shown above and on the Joint Details, unless noted otherwise. PI Refer to drawings 16CA-Z for standard plate positions. Alpine, a division of ITV Building Components Group shall not be responsible for any deviation f Inc.from )AX. this drawing, any Failure to build the truss In conformance with ANSVTPI 1, or for handling, shipping, T❑T, LD. 60 PSF AN ITW COMPANY Instnllatian 6 bracing of trusses, A seat on this drawng or cover page UstI g this drawing' Indicates acceptance of professbnat \ 1514\ Earth\ Cit 1 Expressway Y P y engineering responslAtty solely for the design shown. The suttaiAlty and use of this dro i g 11 Suite\ 242 for any structure Is the responsbRlty of the Building Designer per ANSI/TPI I Sect. MAX, o SPACING 24.0 \ 1 Earth\ City,\ MO\ 63045 For more Information see this Job's general notes page and these eb slg� � U b8. ALPINE www.alpineitmooml TPI1 www.tpinst.orgi SBCA, www.sbclndustry.org) ICC, wwwl Yoonhwak Kim, FL PE 486367 'T Relnfol Memb Go Tr Gable Detail F'nr, I at -in \/Prtirn I c Gable Truss Plate Sizes pproprlate Alpine gable detall 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, eI 2X4 2X4 2X8 Provide connections for uplift specified on the engineered truss design. Attach each 'T' reinforcing member with End Driven NaILSI 10d Common (0.148'x 3,',min) Nalls at 4' o,c. plus (4) nails In the top and bottom chords. Toenalled Nails, 10d Common (0.148'x3',min) Toenalls at 4' o.c, plus (4) toenails In the top and bottom chords. This detail to be used with the appropriate Alpine gable detail for ASCE wind load. ASCE 7-05 Gable Detail Drawings A13015051014, A12015051014, A11015051014, A10015051014, A14015051014, A13030051014, A12030051014, A11030051014,1A10030051014, A14030051014 ASCE 7-10 & ASCE 7-16 Gable Detail Drawings 09 A11515ENC100118, A12015ENC100118, A14015ENC100118,CI d!�///,� A18015ENC100118, A20015ENC100118, A20015END1001 1 1 .0 A11530ENC100118, A12030ENC100118, A14030ENCFOI'ln6 A18030ENC100118, A20030ENC100118, A20030ENGO 3 gj(y$a? / S11515ENC100118, S12015ENC100118, S14015EN�bllgg�� aoS18015ENC100118, S20015ENC100118, S20015E*100015PF�1 1 8 e S11530ENC100118, S12030ENC100118, S14030&tC100113, S 8 S18030ENC100118, S20030ENC100118, S20030TND I1118, S2003OPED100118 0 7�B 0 See appropriate Alpine gable detail for maximlm unrWInforced -a eMertical l$ 'T' Reinforcement Attachment Detall 'T' Reinforcing 'T' Reinforcing Member Member Toe -nail - Or - End -nail To'ccnvert from 'L' to 'T' reinforcing memklers, 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/ °Te Brace 'T' Relnf, Mbr. Size 'T' Increase 2x4 30 X 2x6 20 X Example- ASCE 7-10 Wind Speed = 120 mph Mean Roof Height = 30 ft, Kzt = 1.00 Gable Vertical = 24'o.c. SP N3 'T' Reinforcing Member Size = 2x4 'T' Brace Increase (From Above) = 30X = 1.30 (1) 2x4 'L' Brace Length = 8' 7' Maximum 'T' Reinforced Gable Vertical Length 1.30 x 8' 7' = 11' 2' "VARNINGI.. READ AND FaLDV ALL MMS w THIS DRAVM �s a : `O��OP a ®" REF LET -IN VERT ■wD4PORTANT■■ FURNISH Tres DRAVING TO ALL CDTITRACMRS INCLUDING nE INSTALLERS so �` o p,,- �'A Trusses require extreme care In fabricating, handling, shipping, Installing and bracing, Refer to and('t 9 0 fallow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) for safety cif l,i•r ® p .r ° DATE 01/02/2018 practices prior to performing these functions. Installers shall provide temporary bracing per BCSL �a� V /nA I p 4V Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord P j Yjtf H , DRWG GBLLETIN0118 shall have a properly attached rigid telling. Locations shown for permanent lateral restraint of webs //�d� (I��� shall have bracing Installed per BCSI sections B3, B7 or BIO, as applicable. Apply plates to each face A of truss and position as shown above and an the Joint Details, unless noted otherwise. API Refer to drawings 160A-Z for standard plate positions. Alpine, a division of ITV Building Components Group Inc. shall not be responsible for any deviation from this drawlng, any failure to build the truss In conformance with ANSI/TPI 1, or for handling, shipping, )AX, T❑T, LD, 60 PSF AN rrW COMPANY Installation & bracing of trusses, A seal on this drawing or cover page Ustig this drnwFg, Indicates acceptance of professional 11 514% Earthl City\Expressway engineering responsibility solely for the design shown The sultaWty and use of this drawingDUR, FAC, ANY l \ Suite1242 For any structure Is the responsbRlty of the "ding Designer per ANSI/iPI 1 Sec2. \ 1 Earthl City,l MO\63045 For more Information see this Job's general notes page and these web MAX, SPACING 24,0° ALPINEi www.alptneltw,comi TPL wwwApinst.orgl SBCAj w—sbclndustry.orgl ICG www n 'T' Relnforcing Member Gable Truss Gable Detai( F'nr I Pt -in VPrtIrnlS Gable Truss Plate Sizes ppropriate Alpine gable detail for e sizes for vertical studs. Engineered truss design for peak, b, and heel plates, vertical plates overlap, use a .te that covers the total area of lapped plates to span the web. 2*2X4 2X8 Yrovlde connections for uplift specified on the engineered truss design. Attach each 'T' reinforcing member with End Driven Nallsi loci Common (0.148'x 3,',min) Nails at 4' o,c. plus (4) nails In the top and bottom chords, Toenalled Nails, 10d Common (0,148'x3',min) Toenails at 4' o,c, plus (4) toenails In the top and bottom chords. This detail to be used with the appropriate Alpine gable detail for ASCE wind load, ASCE 7-05 Gable Detail Drawings A13015051014, A12015051014, A11015051014, A10015051014, A14015051014, A13030051014, A12030051014, A11030051014, A10030051014, A14030051014 ASCE 7-10 Gable Detail Drawings ppgy A11515ENC101014, A12015ENC101014, A14015ENC101014, �� CI 1 A18015ENC101014, A20015ENC101014, A20015END1010} A 1�4� PP�� A11530ENC101014, A12030ENC101014, A14030ENC1 > � ogmCl0161j',la A18030ENC101014, A20030ENC101014, A20030EN1 10i Ait 3 p S11515ENC100815, 512015ENC100815, S14015Et1008150aS1 0 ao S18015ENC100815, S20015ENC100815, S20015�D100845, 2j,0,15P D 0 8 y e S11530ENC100815, S12030ENC100815, S1403004C100015, MMO S18030ENC100815, S20030ENC100815, S2003&WO0815, S20030PED100815 PPYi 6 See appropriate Alpine gable detall for maxlmiaar, unr�inforced'j' e vertical to 'T' Reinforcement Attachment Detail 'T' Reinforcing 'T' Reinforcing Member Member Toe-nall - Or - End-nall To convert from 'L' to 'T' reinforcing members, multiply 'T' Increase by length (based on appropriate Alpine gable detail). Maximum allowable 'T' reinforced gable vertical Length Is 14' from top to bottom chord. 'T' reinforcing member material must match size, specie, and grade of the 'L' reinforcing member, Jeb Length Increase w/ °T° Brace 'T' Relnf. Mbr. Size 'T' Increase 2x4 30 2x6 20 Examples ASCE 7-10 Wind Speed = 120 mph Mean Roof Height = 30 ft, Kzt = 1.00 Gable Vertical = 24'o.c. SP #3 'T' Reinforcing Member Size = 2x4 'T' Brace Increase (From Above) = 307 = 1.30 (1) 2x4 'L' Brace Length = 8' 7' Maximum 'T' Reinforced Gable Vertical Length 1.30 x 8' 7' = 11' 2' -WARN DQm READ NM FOLLDV ALL NQTES DM TMS DRAVIr+� . C � iC �,f •� (ti .sDVtTAMT" FUMSM TWS ➢RAWI% M ALL CMfrRACTORS INCLLMM THE INSTALLERS.'so �` a V C� p � REF LET -IN V E R T Trusses require extreme care In fabricating, handling, shlppinp, Installing and bracing• Refer to and 4�n 9 follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) for safety A l� a ® ®� DATE 10/01/14 practices prior to performing these functlons. Installers shall provide temporary bracing per BCSI. ®d� SJ%�(� Unless noted otherwise, top chord shop have properly attached structural sheathing and bottom chord 4�jVJ shalt haven ro erl attached rl id ce61n Locations shown for DRWG GBLLETIN1014 P P Y g g• permanent lateral restraint of webs �r,�r� r7 shall hove bracing Installed per BCSI sections the J or DB10,etails, as unless Apply plates to each Fnce d I��LU�J�JJ 111I�\\V'll of truss and position n5 SFlawn above and on the Joint Det¢Rs, unless noted otherwise. u v Refer to drawings I60A-Z for standard plate positions. Alpine, a division of ITV Bullding Components Group Inc shall not be responsible for any deviation fran AN rrW COMPANY this drawing, any failure to build the truss in conformance with ANSI/TPI I, or for handling, shipping, )AX. T❑T, LD, 60 PSF Installation 6 bracing of trusses. A seal on this drawing or cover page listing this drawing, indicates acceptance of professional \\Suite\ Riverport\Drive � my �o� Is the -tety for responsMty of the Building suildi g Designer ppeerr ANty NSISI/TPi of ew drawing DUR, FAC, ANY \ \Suite\ 200 \\Maryland\Heighls,\MO\63043 For more information see this Job's general notes page and these web si/1�.n7 Q�78 l,00nhwak Kim FL PE #86367 e ALPINE, www•alpineltw.conl TPI, www.tptnst.orgi SBCA, www•sbcindustryargi Im w.., 11*eiF MAX, SPACING 24.0 . r Valley Detail - ASCE 7-10: 160 mph, 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, 3" Attach each valley to every supporting truss with: (2) 16d box (0.135' x 3,5') nails toe -nailed for ASCE 7-10 160 mph, 30' Mean Height, Enclosed Building, Exp, C, Wind TC DL=5 psf, Kzt = 1.00 Or ASCE 7-10 140 mph, 30' Mean Height, Enclosed 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 ITW BCG Wave Plates, 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, www Note that the purlin spacing for bracing the top chord of the truss beneath the valley is measured along the slope of the top chord, ++ Larger spans may be built as long as the vertical height does not exceed 14'-0', 4X4 3X4 12 Valley 12 Max.l— Spacing 2X4 2X4 X4 11 Pitched Cut 8-0-0 max - Bottom Chord Square Cut Stubbed Valley Optional Hip Valley Bottom Chord End Detail Joint Detail 4X4 Toe -nailed Valle y I I LA-1 TI_111 20-0-0 (++) Supporting trusses at 24' o,c, maximum spacing, �a \C Qa N0. • D � a OVARNINI-M READ AND FOLL13V ALL 1NITES IN THIS DRAVINI OP i NRIKPEIRTANTFLAWSH THIS DRAVD,G TO ALL CONTRACTORS INCLUDING THE INSTALLERS. WO 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) 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 chor shall have a properly attached rigid calling. Locations shown for permanent lateral restraint of webs shall have bracing Installed per DCSI sections B3, 117 or 1110, as applicable. Apply plates to each face 8 of truss and position as shown above and on the Joint Details, unless noted otherwise. �' Refer to drawings 160A-Z for standard plate positions. Alpine, a division of ITV Building Components Group Inc. shall not be responsible for any deviation frc this drawing, any failure to build the truss In conformance with ANSI, PI 1, or for handling, shipping, AN ITW COMPANY Installation 6 bracing of trusses, \ \ 514\Earth\ Cil \ F� resswa A seat m this draw4g or cover page listing this drQvi g, txgcates acceptance of professlonal Y P Y engineertng responsibility solely for the design sham The suitability and use of this drawing \\Suite\242 for any structure is the responsibility of the BuAdig Designer per ANSVTPI 1 Sec2. \ \ Earth\ City,\ MO\ 63045 For more Information see this Job's general notes page and these web Q ALPINE, www.alpineltw.cont TPIi ww%tpinst.orgt SBCAi www.sbcindustry.org, ICG v�V w Z78. t, a oonhwak Kim, FL PE #86367 TC LL 30 30 40 PSF REF X DL 20 15 7 PSF DATE BC DL 10 10 10 PSF DRWG C LL 0 0 0 PSF ❑T. LD, 60 55 57PSF D U R. F A C.1.2 5/ 1.3 311.15 11.1 SPACING 24,0' VALLEY DET 10/01/2014 V AL160101014 % ` r o VALLEY FRAMING & BRACING DETAIL R BC 1/2 01 Lumber Size and Grade Minumum Requirements GENERAL NOTES Purlins required T-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-Sd (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: W-0" -Maximum mean roof height: 30 feet -ASCE 7-05, 140 mph, Enclosed, Cat II, Exp B,1=1.0, Kzt=1.0 -Or A Maximum of ASCE 7-10, 180 mph, Enclosed, Exp D, Kzt=1.0 TRUSS TRUSS UNDER VALLEY FRAMING VALLEY RAFTER OR RIDGE ® +CRIPPLE "ipples 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 gored between rows. Typ1 hnnection Requirement Notes 2x6 rafters to ridge 416d toe -nails Cripple to ridge 416d toe -nails Cripple to rafter 4 16d 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 4 16d toe -nails Two 2x6 sleepers to truss 316d toe -nails each sleeper & truss Ridge board to roof block 416d toe -nails Ridge board to truss 416d toe -nails Purlin to (Typ) 316d toe -nails Truss to blocking 416d toe -nails Truss to cripple 416d toe -nails Truss to cripple 416d toe -nails Cripple to purlin 316d toe -nails 13. Collar beam to rafter 416d toe -nails CRIPPLE, BRACING, & BLOCKING NOTES NOTE: 16d (0.162"x3.5") COMMON NAILS -2x4 continuous lateral restraint (CLR) min. is required for cripples 5'-0" to 10'1, tong nailed w/ 2 -10d (0.148'W") nails. Or 2x4 "T' or scab reinforcement nailed to flat edge of cripple with 10d J0.128"x3.0") nails at 6" o.c. "T' or scab must be 90% of cripple length. Cripples over 10'-0' long requre two CLR's or both faces w/'T' or scab. Use stress graded lumber & box or common nails. ,Narrow edge of cripple can face ridge or rafter, as long as the proper number of nails are Installed Into ridge board -Install blocking under rafter if sleepers are not used. -Install blocking under cripples If cripples fall between lower truss top chords and lateral bracing Is not used. -Apply all nailing In accordance to current NOS requirements. Nails are common wire nails unless noted otherwise. *41 NS5% e " L. y (A) (B) (**) —WARNDAGPa REn Arm frs 1 rN ALL MMS ON THIS MAWUQ j -�W® FURN �I DW MAWM M ALL CEWRACT� DC - M TW R�TALL� ° No. 70861 ; TC LL 20 30 40 54 REF VALLEY FRAMING DATE 10 1401 / / Trusses regiiv extreme core In fabricating, handing, shipping, hstatWg and bruckg R•fMtc ardw foil.. th. l.t•st U.n BCSI (&diking Conp.nent Safety Information, by TPI SBCJJ forma TC DL 10 20 7 7 od of and practices prior to perfornho these functions. Installers gall provide tenporary bracing PM sa DRWG VACNV1801015 Unless noted otherwise, top chord shall have properly attached structural sheathing and b.9— chodd ® BC DL 0 0 0 0 ���f\ rl� d shall have a property attached rlgld cetkp. Locations shown for pervonent lateral restrohtw � shall have brackg hstal{ed per BCSI sectforu B3, B7 or 230, as npplkable. Apply plates to Bath fa o of truss and position as shown above and m the Joint Details, unless noted other.ke. . �( /'�� • ` STAY Vf • (� • BC LL 0 0 0 0 ' IllJll�\\VVlll M RWCOIVIPAKY Refer t. drnrhgs 160A-Z for standard plate postflons. r Alpine, a division of ITV Building Components Group Inc. iha0 not be responsible for arty dcvhtl4y o• �. •e • o c.O R %' •��f�` TOT. LD.30 50 47 61 this drawing, any fakure to build the truss h confornnnce with ANSVTPI 1, or for harKAhgI shdp-% Install.tkrn L bracing of trrass.s. 1 .** �.� •e Le„...•• (�� �` DUR. FAC. 1.25/1.15 A sent on this\dwwhg or cover page Usthg this drawing, kmdcates acceptance of profession.! y eroFmeerkvp r.sptlrs�ihh —tLly for the design � � ty��r rof thi. d'°~D for k� w{�7 �. �`v`� 13389 Lakefront Orrve Earth City, MO 63046 �Y of For mare hfomatlon see this Job's general n°< page and these web sit asr ALPM wwwalpheltw. $ TPI. www.tpkut.orol SBCM ww.. ndustry.vgl ICO www.icrsofearg qe� t SPACING SEE ABOVE