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HomeMy WebLinkAboutTrussOff" REFER TO Eh PACK FOR CONNECTION. CJ5 0 I CJ3 I� REQUIRED DLE MBDEFL DUE TD NTIAECTIOI DIFFERENTIAL (SEE STRONGBACK LETTER IN ENS PACIO rNLttatsts o al KrABA r>H rwwnlo ercaa: meEw o ,wplraTo o sg-e 21'-W Products PlotID Net Qty Product Length Plies J1 9 16" BCI® 4500s-1.8 18' 0" 1 J2 3 16" BCI® 4500s-1.8 16' 0" 1 J3 10 16. BCI® 4500s-1.8 16' 0° 1 J4 1 16" BCI® 4500s-1.8 1610 1 J5 1 16" BCI®4500s-1.8 16-0- 1 J6 3 16" BCI®4500s-1.8 4' 0" 1 J7 10 16" 8CI06000s-1.8 - 21' 0" 1 J8 1 16" BCI®6000s-1.8 20' 0" 1 J9 4 16" BCI® 6000s-1.8 20. 0" 1 BM1 2 1-3/4"x 16"VERSA-LAMO 2.0 3100 SP 21'0" 2 Bk1 18 16" BCI®4500s-1.8 2' 0" 1 M4 16" BCI84500s-1.8 1.0. 1 TYPICAL 7' SETBACK CORNERSET LABELING AND SPACING I■II■�I�II■ �ISII»III■ �1■II■�■III 1®II■�■IIl.� 1■II■�■II■� 11 II■� III �-11.��II� Bkl �❑� ■_■_■_,■_■_■_■_■■_ ----_---- i� ■I■ ■I�I■I■'■ I�I.-..I�..I-I� �Ifal�lr•I_I_Isl_I I �I�I��I��I�I�I�I a .I■I■ ■I■■I■I■I■I I I I I L � COL Cd ' I 11'-C R-D L 20-4' 21'-" Connector Summary MUD Qty Manuf Product Skew Slope Hut 24 Simpson ITS1.81/16 - - Hu2 15 Simpson ITS2.37/16 Hu3 16 Simpson IUS1.81/16 - %6-IE E® !mil Avticl li+-v" r—U L L AlLo Z1-21 ,Lr 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—M7 ld".d End Mk HANGER CHART AL = HUS26 (SIMPSON) A L = HHUS26-2 (SIMPSON) THIS IS A TRUSS PLACEMENT PLAN. ITS INTENDED TO AID IN THE INSTALLATION OF TRUSSES. ENGINEERED TRUSS DRAWINGS AND ARCHTTECTURIdS SUPERCEDE THIS DOCUMENT. Total. Truss Quantity = 102 General Notes N�a t. b. Sl tWL tr 2) p. maa. � HUMS unas tdm otlsab 3) notsd. ma*w tpw" IS O.C. aaos the rpm, to bs repwW at a w*mm of 20' each X-lw— tlLaghwt tln atruchm A. rdar tD BL9-81 for MV adBNad wadey drto2a ROOF LOADING SCHEDULE TCLL = 20 PSF TCDL = 7 PSF BCDL = 10 PSF TOTAL 9.2 PSF DURATION 1.26 X WIND SPD/TYPE= 160 ENCLOSED BLDG EXPOSURE - C USAGE" RESIDENTIAL CAT H NAND IMPORTANCE FACTOR= 1 UPLIFTS BASED ON= 9.2 PSF DESIGN CRITERIA FHC 2020 TPI 2014 Trans member des!!m S connectorplat- ace designed for ASCE7-19 and macim-an forces from both components, and claddings and mom windf c.esat-ogs)stems. ' These rousts have been resin"cd to tarty an additional 109 psf non<onet.r,m bottom chord live load. FLOOR LOADING SCHEDUL TCLL = 40 PSF TCDL 10 PSF BCDL = 6 PSF TOTAL = 55 PSF ROOF DESIGNED FOR SHINGLE ALL REAMS DVER W001 AND UPLIFTS ovT>: , ARE SHOWN ON ENG NG. PALL KEY � ri'-e• DESCRIPTION INIT. DATE � RID• Ilfr HDII. Im 0{IR IaI Vim WL >A 0� M1N 1� L� ADM it D/WIL tm YII IDda lA NID/IL Rn am Lou to WlW Al NL lOq lOL i/L1/0 RY Y5 ml Vr/B M 111aL rrx ua® LOAoj DESCRIPTION IN,T. DATE W aw 7+uvm warin w eimnL W - M VAIN M a M Y wv. 1¢7 iN a," M �YL9 CaRLIROt a- LtA. L33 XL4M o a-,�r as taLla rt M M— Ot LttiLmin LID vnls B �IMI am .TIN NIa O N (»a/lG TIN aGim CARPENTER CONTRACTORS OF AMERICA 3900 AVENUE G. fL V. MINTER HAVEN FLDRIDA 33880 PHONEt(800) 959-8806 FAX- (863) 294-2488 BUILDER DR HORPON-HREVARD PROJECTCRIO I(9IDE MODEL 4EBH/HAYDEN /G CCA PROJ/MODEL/ALT 7A5/320 / 4EHDG/01 ALT DESC 10' X 8' COV. LAN. OTC 337(� HOMESTEAD DR LOT 99 I BLOCK DESIGNER RAA PAGE 1 1DATE 0 19 17 ' 62323R 6 3 "=1' ENGINEE RING PACKAGE APR 3 0 2021 ST. Lucie County, Permitting Builder: D.R.HORTON / ORLANDO Project: 7A5/320 CREEKS IDEt Model/Building: 4EHffG Lot Alt: 01 D . ........... ...... .__ .. Lot: 93 . __... � Block: Address: .... JobNumber: N362323 Unit: Revision Date: New Load #: x CARPENTER COFITRACTORS OF AMERICA, INC 390,0 AVENUE G. N.W. WINTER MAVEN, FLORIDA 33880 PH (800) 95§-8806 FAX (941) 294-7934 y RH01 ALPI March 1-3,;20.10 AN, rTwc6hvAw M'r-. Bob'. Michaelis: C-a.r­&ht6r:*Cdn'tra'ctdN of Am&riba,Jhd. .p -396P Avenue N.iorfhwak- Wibt6r Hdv0h,,FL 33.880-620.1 Re: Alternative ns 0" ' tifllktions-Jor 6 single ply carried truss with a width less than the hanger width, .arid: �Ia Woodblock gtQ-PChieY-0 fUll d6sign. loadML.Va.L: ."fcirfaco�M6.uht4cf.."hgnge.r,.attadhhl6nt bnina-oile ply .supporting girder (Reference Mail WA3M2);1. Pear Bob, For a §ingl6 Ply carried truss W* ith 'a width le'.§s than 'the 'hanger width -you can install a. prefabricated jack -s, and -Al Pinb�tdh' r.PW (s) to - $4ab.truso- (?')-for wood.filler blocik1hgi.-The chord: sites;ho 6 qh rd..gradc n0dto .lie the. same asthja single: ply.caniod tr.u.§s. The prefabricated .jack; &.ib'trU§s-r.I:WilI have a..mtnJ.mqTn length, of 4W' and will have a. mi imum Plt6h-:of-,5A 2'. The single ply. carried,W�Vss shall have:oreaction of _. 3,500or le!�s'.'' .Attad'refo'b6c�a-te'id.j'a6kscab:tr.0 ss.vAth.two 2)rows 'ofO..l2B"x3.0"G(inNMig.;jt-.2' P166�e'..fef6r-Sim-Sihipfqn-SirongirT.ieC7'.at Io q g 20I Figure `-$-for more infoinformation; Fqra siRgIb- requires W.Obd blocking to,*adI-0Ove.1 lI des�igft load Value for face -mounted hangers ne wood. block to :the back. face of the single :ply gi.rder with the: same size: and -Attach. 0.... drade-as"thd bottom.- b.hbfd. Oftho. s4fnolia. girder; Tli&---Wodd: block 10'0'th to be 'such that .--the --wood blocking: extends to e6qli adjacent: n*61 its:(W&bs--and b4ft ch6rd intersections);: Attach wood 8". pQ!r "Is ait`67 0."0.. .1.2 x�!.q'dun Nails p e block vVith rows. f .er;.roW,.aaggpr.ej, 3.00'appli d to: the . (01*4 6760'D. "r� Forum Drive $05, Orlando; FL.. 3.2*821 06., .4.786 85 -.www.aI'pi'neitw.,com I ALPINE single. p I d .jy.g rder face. vvith.an ad ftionql (20) 0j-28"x3* 'Qun.;-ai.ls.*,:epcb: panQl .pQznt applied Odlolhe, vsiood (See igurW2 below). Please t6f6t'to thij..'Sirbot6b.9teohg-T.ie..-C6t4loo C-G=20.1*9j F Pade 216.,. RjRp'r-el for more re. lrifdri ion. The application , of - pir6AMbMed jabk­�64b. tf U**S'S for -Wood filldt1lockfin'd bf *o.qd :blocking -to, achieve full. design joad*Va(!ue, forface-mounted Mrigers must be -approved by the. hardware manpfPciulrer.., J edge . istaric . 8 Al -and Lind: d -'es, and-�P.Adiboldfall nail dbrinectibri 'rnd8t-.b.,e su. icien lo prevent Vdht-splitfiho of wood.: If I can.be of any further assistanpe,.or ifyou'ha!ve anyquesitipils, please-giveme aical . I . Wlfla.in H... KHq'kz.P-E-.'- 'Chief Engiheet* .Alpme-an.- I.TW- Company Engineering POPaftmg6t. Orlando; FL 6750'Fb'F'U-M- DfixiL-.-Su'it6'306"zO"r.la'n-d6,. FL -3282-1 - (8DQ)521-9790 - (863) 422- - 8685 www. f a 1P,j ooltfg corgi lY ALPINE MMCCW-MW April 26-,-..-2019- Mr. Bob Michaelis. Carpenter C- oritrzidtort -of.Affi6ni�, Ind. Avenue; 14POW96 Writet Hbven, FL 33880-6201: Dear Bob,. Rd' Str6n.obadk bridgihg:6h fbbf-tru§.s6$. I understand -there. i's -soM6 doh6dm over oUr teddrhini�mdati6m f6rstr-Ofigback bridging on : 'oftru" ro . eses. ,qfi-ongba*k bridging for roof trusses 51 sses is not..I:.Fpqp.iromentp.f.:A�NSI-�Ti�I 2Q14 Ror i it a rL �quirprnenfzof`the Building Component Safety, Information- -(BCS.). .But strongback bridging- brY roof :trusses is r- C*'h.& 'btdr§ -biAm erica*.­--Str6hgbb6k btidg1ho-.�s ­0� -theecornqierjdb4­-by-,Carpqhte . o .6 _6N,_JO i functions:' - One, bridging aligns the bottom -chords -.after. -they: are- set so- the .are uniform 9 . ...m allon the ceiling ffne6nd . p Twoj bridging reduces rifiafiv6 d6flecti'05h .6f adjacent: trUss6s:, Strongback bridginj'Ao6s: riot:-rprevent or r6duce-overall indiVidUal deflection, espediall-y'afiy r66ffUi�gds, more ffin 1/4" inch. Sir.ongback bridging in roof. trusses does 'not serve -As ternp6r*a"ry..be lJ6i-manbht: bracing •Pnd Is not. .Intended td.&§t;bUtd. or share OesiGfry joaids.'beW-een trusses. Cippseque tl'* d-$19" load" Q$ . . . ri.Y 'tip design -been accoUntedfor',Withthig.deti�il-dnd i�ohfihUbLis-strciboback'bHdgitidshtiu'id'ii'dtb*d:att" ached beAW6em- tmenrijon And .girder The use :of stroqgback 'bridging, shA not. "interfere with other, design. cbnsidetatibh,s as spediflOd :by the Enr gmOkr*.'O.f Rbc&d 6 the. Building: Designer. Th6 dLfteriands.of'fh6stron'g*b-ar,'k- bridging s hall be.-atmciled.10 a wall or anqthertsecure end.r4sirain't; -or as..specified:.by th6 5rigiheef of Recofd'6r.thd Building .13.6�j&dr. Str6fi ­b6ck- bridging ' J hall. be'a r6inimUm :of 2x. 9 6 -horilihiai iunj bet. oriented with iNe d' Oth v.oiti- e icttl'_ Attach with (S) 1:6d :common,:common,nails (0j6Tx3Z.-") nails at. eti�. intersecting ihembik.'-When -extending the- strongbadk 'bridging overlap by. At. a .minimum of two .trusses. The1lorat on: of fhe: qtrongbad: bridging maybe specified :PY,the Tru§s m6nufiacturer,E6gi6e6r6f Record,- Building De§16rio�.50a$6 referto BdSj "StrangbackirIg'Proviiiions" or to A7pine'$TF?8q-1.8kl.*9114 detail for mote. information. The. graphjd; -§howh is f6r.-geri.i6nd purpose O-nly. ,6760 F6rum'Drive:Suite 305, Qr%ndo, FL 32821% - (800)614790.­ (863).* 422"8685 '*wMWP­in&itvv.Oom* • ALPINE Of-T.S-1 Fig4re.-I, -If [.. can .bd of any fuith"er'a'ssis.*tan-ce'or- fyeti 'hgve:.arty questions; please.,give. me a call. WHIW: H, -Knck- PJ. Phief :Engineer ngiqelg Mphe an ITW.' ' C. 0 ' moginy Ep9in�!6rin.d* DO Artm'e'fit -Orlando; FL 3.28zl' 678.0. Forum Drive Suite...365k. 04hdb;'FL 22821'; (800)_521,-9790-- (8153)-.422-:8685- ww - i. w. - .- . W. R01 ..;CQM -S.YRO.NG.BAt:K.''*'BRI.DGING RECOMMENDATIONS i* i.§TRDNGBACk,; 1!­ 611 scc�bnon blocks -!9.hatt .be:.a min imum. .`2'x4� UT '�streqs gradedtumbe�.-4 :BRIDGING TOGETHER so -All. -s-trongback bridging .and bracing skdft be::..a. minilmum �' .6 t - x. o6t. e -pgrp.osL- 1k: 10- 6f siir-on6b.ack :br1ci6ihg-.:i -ciNt - - T AC SCAB WkTH'10d;MGUN evelop Ibox( shtrfng 156tveenln MU&C --i - s ;4! LIO% Zi6. . . . . . 29.x3.q�f WAILS.'IN`:,A RnWS`.Af s.ultlnb 1� �sg IR­­f� ..r.y D.C. e 'SCAB' NOT'E, --'IN LIEU.'OF- SPLICING A-T* SHEIVN, LAP' .:of, tl�e.--ftoor systevii 23�6, "STREINGBACK'BRIWING HENPERS- rnk-Al". l : ttYont,16ack. brIHmIne'! mriki-th-ji—.4 -­4­ 1 S-TRONaBACK BRIDGING'SPLICE DETAIL .ND.TEi Details J. an . d thO :pVefery;�?di' 4t-�actk ATTACH. 'Siq6N6�6k,-TD :(OX48fx3'?- NAIL$'DR '-(4):'104 -.110VOM RV X3.0'X NAILS TV . n det4lls, Is recommended w.t 10, Kmax.> :are- sompilm mtstaken(y lused'-interchangeably. ­ `Tra�jl�es vim! I'mpor.tant striuct.t4ial pr roofsystem, ef ek- -t ftqulrq!�eh t. of 4ny• f lbor P "0' the: Trust. ble,-Ioh ­ (T.11D):f.60, -the-..*Io -r4adftmJuV'6t�ents nb Tbi- ea at'h In •trusii camponeqi. 'BrIbigli c . particularly "s-trongb(x6k.'*.brldlging.,''.I'*S- -,a* rec6mm4holat1qh. fo r bL truss - system to help Inaddition addin; -jb-:ojdjri6Jn't'h6: 1b;A+,I.on of point loads be ejj�j adja. L t- ir;A i., -s.trongfoack bridging. serves: -to reduce STRONGRACK BRIDGING., SP MQLREQUIR KENTS W'to 1W Mbnel mWoubvd Iv. imw I.M.(IR wdv �W7 Onr V'*Wtays 41 or j�,,eslqtxl froo Mquing... p . ofnt h as Oc footsteps: Tire Ke perfor'mance. of all -systems -are• enhanced'by. the. 6 '- -1�. rong, ag Jor4cigIng qh'o -thLiK4fori�:is` �t , " 6 e-brigty recommended INRAC k"M-PO&K W,Zi A by Alpine, COM40N (0-148!X3 '!) NAILS . I '10d, sax;(sug, (0 (Z) 08,X3.0'� For a8(clWondt in'pcip- NAILS. 1*1dolng, re-f er -6 Kcil� 0- �3 S1 G� gComponent Sa"f4ty. Infolmation). 0 ATTACH To CHM tN. A. tTRONMIA.0k AlWiNG' ATT*Ab'H Mt A .T Mrs L::Mc W4�p%- L L: F •-STRIINGBACK PU RE F.01"I Vw WA Gddft M "My Te! DL. tPSF I)ATE -1 Uw wkr A pmf wrk.V,Ah*sw- fiir�­ -In j k1 0" Ac q paray ..br .y u - N6.7086 A. -6/01/14 PV- PRWG STIOIRPRIOK- ffi-dbm W)d-OW-*w Jbk*:bttaA, . ss mttd 0 VtO� 51 Am . Ow. - -SONIP.A "Wa z oll* =a pop ILL.. RSIF .1tv" "cow, 4*w; w. dwkicn* *F z" AN TMOOMR&W rNM= - - XhWkv� V -.0, .. L . 'T ��D, 7 PSF A;W"v OnOMGO'"ViP W- *_*b_drQw—kQhd=tm'dccOplame WW �,% I -.-. v Itj37j3MvipbaD*a _Mli. M6XW1.1-Xf= i ml YWO= ww thew w4b - tnYArd ED rj.L111?ii_h SFIORI N, G.- T.A. .. ........ Dyyy APAO -A -T-Y L CO. Rl�- . 8--TRUbTIO, I M -MA; ffd� WPIOUTINU. MORE Boil it Ari�- -Tur uplA 01T. TTIW v IM: 'ON N'TRA TEQ - L - g-10 OARat. S�- M- T PAL . Ov Ira F,D.R,:'.Q-.AOSR. PLATC-8 AMI.: ROT Sim -A AOPHTON WHERPSATA NPT AP 14 AL L. -A Epw Dqll ZALL - psr./, 112-11,141." A PULM K/tIg -'a k f0l Af 2,9 1�, .7 T.. N -4 .4- JUN.-b AXA •-OR. Ac or M�ah I T' . 8--TRUbTIO, I M -MA; ffd� WPIOUTINU. MORE Boil it Ari�- -Tur uplA 01T. TTIW v IM: 'ON N'TRA TEQ - L - g-10 OARat. S�- M- T PAL . Ov Ira F,D.R,:'.Q-.AOSR. PLATC-8 AMI.: ROT Sim -A AOPHTON WHERPSATA NPT AP 14 AL L. -A Epw Dqll ZALL - psr./, 112-11,141." A PULM K/tIg -'a k f0l Af 2,9 1�, .7 T.. N -4 .4- JUN.-b AXA •-OR. Ac or M�ah I T' Cracked or Broken This drawing specifles repairs for a truss with broken chord or web Member. This design Is valid only for single ply trusses with 2x4 or 2x6 broken Members, No More than one break per chord panel and no more than two breaks per truss are allowed. Contact the truss manufacturer for any repairs that do not comply with this detail. (B) = Damaged area, 12' max length of damaged section (U = Minimum nalling distance on each side of damaged area (B) (S)' = Two 2x4 or two 2x6 side members, same size, grade, and species as damaged member, Applyy one scab per face. Minimum side member length(s) = (2) 1-) + (B) Scab member length (S) must be within the broken panel, Nall Into 2x4 members using two (2) rows at 4' o,c„ rows staggered Nall Into 2x6 members using three (3) rows at 4e o,c., rows s E6, 4ed, Nail using 10d box or gun nails (0,128'x3', min) Into each side member, The maximum permitted lumber grade for -use with this detail Is llmlted to Visual grade 01 and MSR grade 1650f. This repair detail may be used for broken connector plate at Mld-panel splices. This repair de -tall may not be used for damaged chord or web sections occurring within the connector plate area. Broken chord may not support any tle-In loads, s• L go Not L 41 �Typlcat + 0 + O + o• + O 0 + 0 + 0 + 0 + Stagger Back Face 10d Box (0.128' x 3', rgln) Nallsi 0 = Front Face 2x4 Member - Double Row Staggered 2x6 Member - Triple Row Staggered Nail Spacing Deto.il Dv "MWORTAHTtnpi FU 31H1 Tors LRAV�JHGML .II.I. ,.,,Mn Da F1 Fr'��� Q 1 1 =D {.-fir pprrnneikn ed Rio pMfw Orwess noted o oporly . l shall haven properly at elan hove bracln0 IftkiAfils hues and Position Z Rder 10 d�orin Rotor ANTNVl7DMF�INY ,Ws drorlano�anvnFalFlu�rV i330OLakefront OAve Itop any tlsAh My, MO 53045 Canpanrnti Orel Inc, whall at by thr L uss h con/orronce rh�i MSi, • pa oseYIpVn this draeFq. Mcates W0hy ofe'Rx IMIA19 3*00mor pehovr6 TM r, Member'; Repair Detall Load Dura'tion = 0% Member forces May be Increased for Duration of Load Maximum Member Axial Force. Member; Size L SPF-C HF DF-L SYP Web Only 2x4 12' 620# 635# 730# 8004 Web Only i 2x4 10, 975# 1055# 1295# 1415# Web or, Chord 2x4 24 975# 1055# 1495# 1745# Web or,Chord 2x6 1465# 1585# 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# 3210# Web or Chord 2x6. 3535# 3635# 4295# 4745# Web or Chord 2x4 2 2975# 3045# 3505# 3835# Web or Chord 2x6 43954 4500# 5225# 5725# Web or Chord 2x4 A Al 3460# 3540# 4070# 4445# Web or Chord 2x6 5165# 5280# 6095# 6660# FCIunIHG YK 1HSTALLERB. ffp and bredna. Rohr to en by IN and SBCla For safri; ionpororyy l�h kalnn r pa 7CSl. oral sMailwnO ,a bo�ton �e,� nent latrral re strsht of rel IF, rotedpotheF yy platesrvlsa to each Foe 4ponsible For o devlIatten f S 1, or h-r4 9, ahlpphg, captana essbnat .Tl oar of 24- 1= WK l SeC.l. itl tifesr web sites, carp, )CO wwe�ccsafe,arg i iwnlnun B L L Dletoriee i I i L SPACING Hlnhun L Dkbanee L T MEMBER REPAIR ►TE 10/01/14 tWG REPCHRD1014 LE L-n - �m P. & Purirrw 4or , a, dq., 2af* pam. RICIdJE BOARD (2m) o� Valley OOLLARSEAM.-FVERY IPARDL PAIR10F RAFTERS Q*tt4l.eiibmill 0ev,�AM$.-(hf449tvbti6stwft*ltktO'Puninwatt a . 1414- -Maximum Id%n'rPO height. 3,040at. .P.A-.Mitxfrnum-otASCV7-10.X . rn are V.P%LLEY FRAMING F-Y lk-.ORWDGE. LL 1polob,40-MIldr-30 P W 26 jWf (.TDJ.Mjfx, .pd�'f�t ea(oh p.�wvhthk%§ from -the willays bf -sloopere jfd*QTM.**Aajfd-hWsa ihatorlp61e (ocktIoris are gQreti'betwee•,n TyP) iy6`4iit1-6n 1 1. 4 10a'td&-49l&' de.,dlvadtlV Y. 3. 4� WIN sleepers.' 41641W-Walls S. -Swapdi Witrai, 4'2:Gd tdd-ftallA T.w td6rjUs.,each sleeper.;eymss .6. -.PAdjte:bobrdAi3-roof bldck 4164toe-Twos -111dia-boed fo.tr.057 43,Qd-t6P,.A*LS 8. ..FrufflKi % (TWI, 3;16o-wo-oldis. 10. Truwtdioloptli. - TPIOU dt*W PL X.L. 4 .11dib TZ. L(:rjofjW.to.P4Hln ;ARE vsr;o) -13• :rAlldr1beam ,tbj-a*t& 4 16d'Wt WrjTE-, S.4'�j COMPA611 NAIL§ "APT XO MAW 54 RE P NklAY Nwawwwj.16 No, nxmN, A.d '.SO 40 P! Tw- twd �m N��a kwmffi. ITC DL 10 zo 7 7 DATE tbuAw �Uw- kit it 441EWAP.M.- -%�= Cth1,r-Pw1w=jt- SH P.vfi;=M#1 Ift to, &$W, f&. 1J_ J& . 1. f 004 W.Yia jiphirld.' Pa �'r jjfijd - D RW.G gtW18010 ih"d-,AKW. *1.' �- 1 14, ;&-w P�ior lid oftflf."kv, �v 0 .0 0 0 - - -1 .•;%**.4 r. -= -, -.1". 16:" 130,4"W PrIZA -PTA. Wmz Q 'T• t. v 6T !,Ml: !,.4 . ppr "Clions "J.1 rat, 6� :ad 0 .0 o o Qr, BC L A&N I �07 .4f. irq� LhdWd PLatt P.0=74� •VjT. LD.:P'Qj 50 4-7 81. 6.vw�trl C-10. Pla sh-H PC[t. In "*P_%,2Aq. e_. d. J.4d lvb'*" tea * *Ws' n c4marh�t M" AMVr?l A, Or "C' ORIP AMN PIT •WROVY- r4r* hf ;* Simpson..-TieO Wood ConstructionConnectors Face -Mount Hangers -.I-Joists, Glulam and SCL M 0 E& 0 ftIe 0 These products are available with additional corrosion protection. For more information, see p.15. Codes: See p.12 for Code Reference Key Chart. `" Actual Jmst' Sae Model :: No Carried Member i Dimensions (�n) Fasteners (�►?) Allowable toads Code Nef,. cz �' y Web Stiff Reqd W H I H B Min/ Max Face = Jolst DF/SP Species Header i SPFIHF Specles Header Uplift Floor Snow (115) 'Roof (125) Floor (100) Snow" Roof IUS2.56/16 - 25/s 16 2 Min. (14) 0.148 x 3 - 70 1,660 1,805 1,805 1,425 1,555 1,555 Max. (16) 0.148 x 3 - 70 1,805 1,805 1,805 1,555 1,555 1,555 21h x 16 MIU2.56/16 - 26/is 1534s 21h - (24) 0.162 x 31h (2) 0.148 x 11h 230 3.455 3,920 4.045 2,970 3,370 13,480 U314 • ✓ 2s/i6 101h 2 - (16) 0.162 x 31/2" (6) 0.148 x 11h" 970 1,945 2,205 2.375 1,675 1,895 i 2,045 HU316 / HUC316 ✓ 2%, 1 141h 21h - (20) 0.162 x 31h (8) 0.148 x 11h 1,515 2,975 3,360 3,610 2,565 2,89513,110 IBC, MIU2.56/18 -As,17�tis - 21h - (26).0.1621. x 3'h . °f2) 0.148 x 11h 230 3,745 4045. 4 045 ,3;220 3 480 �3 480` Lq 21h x 18, .' .HU3161 HUC316 } ✓ - 29/+6 14'/e. ;` 21h = .(2D) 0.162 x�1h. (8) 0.148 x 11/z . , ,;1515 2;975 3,360 3 610 2;565 2'895 3,110 2'h x 20 MIU2.56/20 - 2% 197A6 21h - (28) 0.162 x 31/2 (2) 0.148 x 11h 230 4;030 4,060 4,060 3,465 3,495 I3,495 21hx 22 . to 26 . aMIU2 56/20 ✓ Ni 197A i. 21h (28) 0.162 x 3'h' §{2) 0148 x 11/z r'230 4 030 4 06D 4,060 3 465 3 495 :3 495 21A6 x 91/4 to 26 29A6" wide joists use the same hangers as 21h" wide joists and have the same bads. `3i/ MIU312/9' • 31% 91fis 21h ;- (16)'0`162 x 31h ? (2)'0148 x 11h t'230 2 305 2 615; 2 820 1;980 2 245 2,'425 3x91h - - 8 his `2h Max 2x ; .(18) 0:163ih 00148x3 , c'HU2102/.HUC216 2;880 3 2 3502;3 2;605. 2,8000 IBC MIU3.12/11 - 31/s 11'A 21h - (20) 0.162 x 31h (2) 0.148 x 1'h 230 2,880 3,135 3,135 2,475 2,695 2,695 FL, 3 x 11'�/a HU21221 HUWZ=2 - • ✓ 31/s 109W -" 21h' Max: -(22J"0:162 %31&-' (10) 0.148 x 3" 1,795 3;273 3,693 3197 "2- 3;180-"3;425 HU3 25/12r/:HUC3.25J12 2% =, + (24},0162 x 31h (12),0.148 x 3 ,,; :1 r c5' 3 570 4;030' 4,335, 3 075 3,470'= 3,735° HU3 25/1 fi / HUC3 25/16 s 3�/a 1373/is;: 2 Mm (20) 0.162 x 3'h '; 0x, (8) D 148 x 3 8( (2, 1 515 2,975 3,360, 365 '3 610 9 695 2 560 3330 2 890' 13 755`.,4,04D; 3,105'. HUCD21Q=SDS • a 3-21/2"SDS6)/a3?/ ` i;4 1 a OOI^ 1JL3710+ FL31%gWam HGUS325/,10 ': 81/a t„ 85/s 4. - (46)0762x31,4- (16)`0:162z3Yz'' 4D95 .9,100 .. 9;1D0 .910D 7;825 7,825�7825 16 C. ;HGUS3:25/12 _ .+ '3'/a 105/e , .,4 = ,(56) 0.162 x 3'h:' _ (20).0162 x 314` '5,040 9;400 9,90Q 9400 :8;'085' 8,065 8;086 FL LGU3.25 SDS ..- ,• - '3✓a 8to3D,; 4?h..= (16)_'/a'"1x211z.<SDS: (12) %a'X21h"SDS, 5,555;:6,720 r i`s .7 10 '4640 ''6oI5,265 HHUS46 - 35/s 5% 3 - (14) 0.162 x 31h (6) 0.162 x 31h 1,320 2,785 3,155 3,405 2,395 2,715 12,930 31h x 51/4 HGUS46 - 35/s 4346 4 - (20) 0.162 x 31h (8) 0.162 x 31h 2,155 4,360 4,885 15,230 3,750 4,200 4,500 HUS48 •' = 39/te , 615/e ;' ,2 - ; (6}-0.162 x 31h <'' '' (6)'0:162 x 3'h 1 ?v` 1',585' 1,8'15.1 960 ,1,365 1;555 7;680; :31hx71/a;,1HHUS48 ; = • `- -' 35% 71/s, 3 - I(22)0162x3?h•- '(8)A:162x31/z ` r8." 4;2104,Z70' 5140; 3615 :4;095I4;415 ''HGUS48' •`- - =35% 71tisrF' .4• •= .'(36)0.162x31fz`' `(12)0.162x31h i3,235 7;460 7460' 7,46D 6;a15 6;4i5' 6,415' IUS3.56/9.5 - 3% 91h 2 - (10) 0.148 x 3 - 70 1,185 1,345 1,455 1,020 11,160 1,250 MIU3.56/9 • • - 31AG 813/i6 21h - (16) 0.162 x 31h (2) 0.148 x 11/z 210 2,305 2,615 2,820 1,980 2,245 2,425 U410 ✓ 3-As 83/s 2 - (14) 0.162 x 3'h (6) 0.148 x 3 970 12,015 2,285 2,465 1,735 1,965 2,120 HUS410 • • - 3stis 815/i6 2 - 1 (8) 0.162 x 31/2 (8) 0.162 x 31h 2,990 2,125 12,420 2,615 1,820 2,070 2,240 HHUS410 - 1 35/a 9 3 - (30) 0.162 x 31h (10) 0.162 x 31h 3,565 5,635 6,380 6,445 4,845 5,486 5,545 3'h x 91h HU410/HUC410 • • ✓ 3-A. 85A 21/2 - (36) 0.162 x 31/2 (12) 0.162 x 31h 3,235 7,460 7,460 7,460 6,415 6,41516,415 HUC0410-SDS • • - 3stis 9 3 - (12) IW' x 21h" SDS (6)114" x 21h" SDS 2,265 4,500 4,500 4,500 3,240 3,240 3,240 HGUS410 LGU3.63-SDS • • • • - - 35/s 3% 91146 8 to 30 4 41h - - (46) 0.162 x 31h (16)1/a" x 21/z" SDS (16) 0.162 x 3'/z (12)1/4" x 2'h" SDS -4.095 5,555 9,100 6,720 9,100 6,720 9,100 6,720 7,825 4,840 7,825 4,840 17,825 4,840 IBC, ,"' LA MGU3.63-SDS • • - 3% 91/4 to 30 41h - (24)114" x-21h" SDS (16)1/4" x 21/i' SDS 7,260 9,450 9,450 9,450 6,805 6,805 6,805 IUS3.56/17 88, - `:35% 11.�/s.; 2, `. (12}:D.148x3 - 70,• 1;420 1615'.1745: 1226 1,390 -1,485 MIU3.56/11 „ _, • ° :3% ,1VA "Y 2'h:.``- (20);0 62 x 3' 2" {2)";0.148 x 1?h 210 2;680 3135 . ,I3 2;475, 2 695= 2;695 0414 , ; ` ..,. ..: , .• •• ✓ ' 3stis 10 `; 2 ` ;- •. (16} 0162 x 3'h' (6),O.l 8 x 3 ; ' - 9, 2;305, 2,615, 2 820 1980 2,245 2;425 HHUS410>:. .' - I:33/s 9•;''? , .3 : - (3D) 0.162 x 3'/2, ` (10) 0:162 x 3'h' '3 565 .5,635 6 380 fi 4�5 '4,$45 5;486 l 5,-45 HUS412 :' _z 3%+6 10)h' 2 - , ..(10)t0.1fi2 X 3'fz -,(10) O'.162 x 3Y2 -i 4 2;660' 3,025 3,265, 2 275 2,590{ 2,795. 3;1h x 1i rHU412 /.HUC412 39fi6I 10�6 ; 2'/s Min 3' (1fip0.162 x;/2 (6) 0.148 x 3 1135 2,380 2;585 I2 890 2,050 2 315,12,490 tNax ,(22)"0.162 x-3'/�' (10) 0148 a 3. r..1 3,275 S,695;.3 970=,' 2,820 3180 3;425 H000412 SDS . `.: , . • •. =. '39 , ,11, . ~ `= (14)'?/a" z"2?h SDS (6)1/e" x 2'h" SDS '2 2Q G'45 5,G45 : 045 3,63C `3 r30 3iC3G; HGUS412.- •, •,•" 35/s 10ffeV'. ^4, - ,(56)r0.162x3'h`' (2D)'0.162z3?h"' 5;040 9,400 9,400 9400 -8,935`I8,0858;085' LGU3:63=SDS - •, • - 35A ` 8 to 3D- 41/z, .'= (16)'/a' x 2?h'SDS (12)''/a"x 21/z":SDS; 5;555, :6;720 6,720 16 Z2D' 4;840I4,840 9;840' ,.-SDS-SDS •. • "" = j-33/s .91/4do3Ds:4'/z= (24)?/<".X21h"-SDS (i6)%a','x'21h",SDS, 726D- 9;450 9,450 `9,450 6;805 6,805 6;805 HGu3.637SDS - .35h I' 11 to 30 41/z - (30)1/a" x 2'h" SDS (24)1/4" x 21h' SDS; _,.,4 b . 3,1GJG 1 C ol n SJ6d 9,475 46 See footnotes on p.150. THA/THAC Adjustable Truss Hangers �11� This product is preferable to similar connectors because of (a) easier installation, (b) higher loads, (c) lower installed �v> . cost or a combination of these features. The THA series have extra long straps that can be field -formed to give height adjustabirdy 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 na l pattern in the straps, which provides more installation options and allows for easy top -flange installation. Material: See table Finish: Galvanized. Some products available in ZMAX® coating. CSee Corrosion Information, pp.13-15. Installation: CUse all specified fasteners; see General Notes. O The following installation methods may be used: U N Top -Flange Installation — The straps must be field formed over the header — see table for minimum top4 lange requirements. IF= Install top and face nails according to the table. Top nails shall 'a not be within'/4' from the edge of the top -flange members. For �- - the THA29i nails-used-forjaist-YEadhrrient must be -driven at an - a angle so that they penetrate through the comer of the joist and w 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 /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 comer 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 3%' (except THA41.3) and larger, with no load reduction — order THAC hanger. Codes: See p.12 for Code Reference Key Chart for :422 for 122-2 426-2 THAC422 Face nails Top nails pertable per table ., N typical 21/F for THA422-2 and THA426-2 lr � THA29 THA418 Double4x2- 2face nails Use full table value (total) Single 4x2-Z See nailer table Straighten the double shear nailing tabs and install nails straight into the joist Typical THA Top Flange Installation on a Nailer (except THA29) THA422 Face -Mount (Max.) Installation Straps may be installed straight or wrapped over with tabulated face nails installed into top and face of heads ' Double -Shear Double Naifin Dome Double Shear Shear g i Nailing Side View Side View; Nailing " Do not ; (Available on Top View ,�^ "K 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 lyplucu r ni,ca Top Flange Installation `er to tnote 5 p.187 86 THA/THAC Adjustable Truss Hangers (cont.) M) These products are available with additional corrosion protection. For more information, see p.15. E 11 Dimensions M _ Fastener`s rDF/SP SPF/HF fn) s Mm Mm (n) Allowable Loads Allowable Loads Model �a Top Header Cade No Flange Depth Carrying Member Caned Roof / Uplift Floor` Snow � Roof Upldt Floor Snow W H C ' fin) Cn) Nlemher .Wind (60) (i0D) (115)j Wind TFace op (125/160) (125/160)° 11h �27% — (2) 0.148 x 3 (6) 0.148 x 3 (4) 0.148 x 3 525 1,750 1,750 1,750 450 1,330 1,330 1,330 18 15/a 9'35s 5'/a — (4) 0.148 X 3 (6) 0.148 X 3 (4) 0.148 X 3 525 2,610 2,610 2,610 450 1,985 1,985 1,985 ETHA213, .18 13� 5'h= 2 — .{4)-0148x3 (2)0148_x3 (4)0148X1'h = 145 ?,,t 3ii8,. 18 15/a 17�s 5'h 2 — 4 0.148 x 3 O (2) 0148 x 3 (4) 0.148 X 11h 1,460 460 1460 — 1,110 1,110 1,110 IBC, THA218 2 i :16 81/s-17"fis 8 ;; 2 ,. — (4) D lb2X oY7z 0162 X 3Yz '(6) 0.148 x 3 — ..: 1 11 -:yU 7 51 - 1 15.. FL, ._. ,(2) >. THA222-2 16 31/s 223As 8 2 — (4) 0.162 x 31h (2) 0.162 x 31/z (6) 0.148 x 3 — 1.960 1,995 1,995 — 1:490 1,515 1,515 LA THA413 -' .18 3 1 1N 4'/z 2 — (4);0.148 X 3 I.'(2) 0148 x 3 {4) 0.148 X 3 — 1 � x 1 THA418 16 35/a 171h 7% 2 — (4) 0.162 X 31h (2) 0.162 X 31h (6) 0.14B X 3 — 1,960 1:995 1,995 — 1.490 1,515 1,515 THA422, '.16 3s/a:.-22 7�/a-`- ,2. .:,=. 4 0:162x3'h,2 (1 0162.z3'h i). 6 01'48X3 (1.....,, '- 18c� { >> ;';111r ',a�u 1,515 THA426 14 3% 26 77/a 2 — (4) 0.162 X.31h (4) 0.162 x 31h (6) 0.162 x 3'h — 2,435 2,435 2,435 — 2,095 2,095 2,095 THA422 2_ 93/4„3,330 3 330 -'3 330 ' 2.865 2,865' ` 2,866 ` FL ,14 ¢71/4 _271�s , THA426-2 14 71/4 26'Ar 93/4 2 — (4) 0.162 x 31h (4) 0.162 x 3'h (6) 0.162 x 31h — 3,330 3,330 3,330 — 2,865 2,865 2,865 .",S >;s ✓. } i at r '28n do s'L E�., n ,. x Face Mount (Maxj lnstallatmnr - k3 � =.v � ,�.• . � . ��,:+ THA29 18 15/a 9"As 51/a — 911/is — (16)0.148x3 (4)0.148x3 525 2,265 2,265 2,265 450 1950 1950 1950 THA213 18 15/a ;E223A.1 51h':' 135/is — {14} 0148 i(3 (4) 0;148 x 3 8�� 2,ua .134U 450 ° r 60 c016 21U�".` THA218 18 1 % 5'h — 173A6 — (18) 0.148 x 3 (4) 0.148 x 3 855 2,450 2,450 2,450 735 2105 2105 2105 THA218 2 ':1-6 3Ye ` 8 : - 14 As = (22) 0.162 x 3% (6) 0.162 x 3'h 1,85 5 3 1D' 70 : U ; -1;595 f ET` 2,P 45 `• 8 "5 ` IBC, B , : THA222-2 16 31/e 8 — 14'tis 1 (22) 0.162 x 31/z (6) 0.162 x 31/2 1,855 3,310 3,310 3,310 1,595 2,845 2,845 2,845 LA THA413 18 33/a ;13�Ss, 4'/z ,> 1331a "= (14) D 148 X 3 {4) 0:148 x 3 d5' u 15 ' 34r1 ' z 4of1 t�C 2 u10 z 10 THA418 16 3% 17'h 77/a — 141A6 — (22) 0.162 x 31h (6) 0.162 x 31h 1,855 3,310 3,310 3,310 1595 2:845 2,845 2,845 THA422 16 35/e , 22; 4'/ 0Y0231 h D 1(l _, `D � y7 THA426 14 35/a 26 7% — 161tis — (30) 0,162 x 31h (6) 0.162 x 31h 1,855 4,415 4,480 4,480 1,595 3.795 3,855 3,855 THA422 2 14 71/4 ' 1i/ts ,99/a,' 1634s — (30) 0162 X3'h (6) 0.162 X 31h 1 855 517D: $5 520' "'5 520 ,1,595 4;445 4 745, ` 4;745 ; FL THA426-2 14 71/4 261/is 9% — 18 — (38)-0.162 x 3'/z (6) 0.162 x 31h 1,855 5,520 5,520 5;520 1,595 4,745 4,745 4,745 1. Uplift loads have been increased for earthquake or wind loading with no further increase allowed. Reduce where other loads govern. 2. Wind (160) isa 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 1112.° min. top flange are based on a single 2x carrying member, all other top -flange installation loads are based on a minimum 2-py 2x carrying member. For 4x2 truss carrying members with double top chords, use the specified fasteners for full tabulated values. For single 4x2 top chord or nailer applications, refer to the Nailer Table. 4. Face -mount installation bads are based on a two-ply 2x carrying member minimum. For single 2x carrying members, use 0.148' x 11h° naib in the carrying member and tabulated fasteners in the carried member, and use 0.80 of the table value for IS 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 aoist) 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. LUS/MUS/HUS/HHUS/HGUS Face -Mount Joist Hangers This product is preferable to similar connectors because of a) easier installation, b) higher loads, c) lower installed cost or a combination of these features. The double -shear hanger series, ranging from the light -capacity LUS hangers to the highest -capacity HGUS hangers, feature innovative double -shear nailing that distributes the bad through two points on each joist nail for greater strength. This allows for fewer nails, faster installation and the use of all common nails for the same connection. For medium -load truss applications, the MUS offers a lower -cost alternative and easier installation than the HUS or THA hangers, while providing greater load capacity and bearing than the LUS. Material: See tables on pp. 194-195 Finish: Galvanized. Some products available in stainless steel or ZMW coating. See Corrosion Information, pp.13-15. Installation: • Use all specked fasteners; see General Notes. • Nails must be driven at an angle through the joist or truss into the header to achieve the table loads. Ndewded onailer apsigplications.' ' Options: • LUS and MUS hangers cannot be modified • Concealed flanges are not available for HGUS and HHUS • Other sizes available; consult your Simpson Strong -Tie representative Codes: See p.12 for Code Reference Key Chart Double -Shear Nailing Top View Double -Shear Nailing Side View - Do not bend tab Dome Double -Shear Nailing Side View (Available on some models) 1 1' for 2Ys 1y,6"for 4.,s o � , �W B LUS28 HHUS210-2 G Muses s �• c e: CP- MUS210 (HUS26, HUS28, and HHUS similar) HGUS28-2 Typical HUS26 Installation with Reduced Heel Height (multiple member fastening by Designer) e LUS/MUS/HUS/HHUS/HGUS Face -Mount Joist Hangers (cont.) Model Na Mm - - Heel Height Ga „ Dimensions (n) , Fasteners _ W Y j;H B Carrying M ember,' Carried Member Single 2x Sizes LUS24 «_ tUS26";':.. 25/e •' 41/s,"` 18 :. ; 19/is '' -31 ;"14/4 (4)?0148 x 3 (2)'0.148.x3, ;1 /i6..; 49/4 .� "?/4 3 '(4J'0148-x3 ';k Oyd.-148x3',.' MUS26 411% 18 1 NG 5-N6 2 (6) 0.148 x 3 (6) 0.148 x 3 HUS26 4% 16 15/s 5% 3 (14) 0.162 x 31h (6) 0.162 x 31h HGL1S26. =;4s/i 12 `,51 • '(20) O.162 z 31h` . (8):0.162.z 31h'-- LUS28=' ;-,4%,x. 18. lshs,-,,"�65/s:' ,•�;1s/a MUS28 6-516 18 1 s/is 61346 2 (8) 0.148 x 3 (8) 0.148 x 3 HUS28 61/2 16 15% 7 3 (22) 0.162 x 31h (8) 0.162 x 31h HGUS28 60A6 12 15h 71/s 5 (36) 0.162 x 31h (12) 0.162 x 31h `LUS210': 4?74;";.. z 18,',; 113/1s, .,7:1�1s -13/a :(8),0.148X3 ::° •.(4)`0.14Ex3',' HUS210, , 8 /e `� 16 . � �' 15/s ; . 9 . , ';3' ' (30) i0.162 x 31%z (16)'6162' V2,' HGU5210 8fe 12"'=°;:15/a.` - 91/e 5 ,(46)0.162'z3W' `(16)b.162x�31/z 1. See table below for allowabh loads. These products are available with additional corrosion MP protection. For more information, see p.15. R& For stainless -steel fasteners, see p. 21. Many of these products are approved for installation mawith Strong -Drive•' SD Connector screws. See pp. 335-337 for more information. Model; No DF Allowable'Loads Upliftl Floor' Snow Roof Wmd (115)' (125) (160) so.Allowable Loads Uplifts Floor Snow Riiof 'Wind �(160) (100) '-(115) ;(125) (160) SPFLHF Allowable Loads Flo Uplifts or. Snow ` Roof • Wind' (160) (100) (115) (125) (160) Cade '' Ref , Singie 2x Sizes -. .._. LUS24P'" �3,, 670=• 7,65.:pP32 ; 1,045 = 4� 725,_ ``825 "89D 1 2�, ,sri0 495; : 565 605 G. LUS26 1,165 865 990 1,355 1,165 935 1,070 1,150 1,475 865 635 725 785 1,000 IBC, FL, 1 MUS26n" 1 C' 1,295 ' 1,480';' i,� d . ', °Sv ,,. 9;405 y1';560 ' " 5 D, 1"; i3 . 8''iv` ;-..955 1;090 1,180<; 1 v52;' LA HUS26 1,320 2,735 3;095 3,235 1,320 2,960 3,280 3,280 3,280 1,150 2,350 2,650 2,780 2,780 HGUS26 g`r.5": 4;340'; 4;850• • 5 390, - . b7 ':' `-4,690,E , `5,22D ;:5;39D ;5 390 ?II0, , ":l 225 3,610,; 3 870." = 3,9854' IBC, FL LUS28 1,165 1,100 1,260 1,725 1,165 1,195 1,360 1,465. 1,730 865 810 925 1,000 1,270 , 1.320 1,730" 4 1,975''` 2,255 a 320 _''1,,875 .'2;135 : 2255 250 „750 .:.1,270:: 1 455; ,` 1;575'; 1,g55 IBCA L, 1,760 4,095 4,095 4,095 4,095 1,760 4,095 4,095 4,095 4,Oe5 1,480 3,520 3,520 3,520 3,520 §HGUS28 1:55G ? 7275` 7,275 `i .7,275: "`i o5u . `_',� • ,2 o : 7;275 , ''+'7,"275 1 . t:325 -,.,70 . '3;820 . '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, _;uw i,450 o.u5 830 ct 83 LA 10 2,090 9:100 9,100 9,100 9,100 2,090 9,100 9,100 9,100 9,100 1,5415 6,340 6,730 6,730 6,730 IBC; F L 1. For dimensions and fastener information, see table above. See table footnotes on p. 195. HHUS/HGUS See Hanger Options information on pp.98-99. HHUS - Sloped and/or Skewed Seat • HHUS hangers can be skewed to a maximum of 45" and/or sloped to a maximum of 45" • For skew only, maximum allowable download is 0.85 of the table load • For sloped only or sloped and skewed hangers, the maximum allowable download is 0.65 of the table load +• Uplift loads for sloped/skewed conditions are 0.72 of the table load,. not to exceed 2,475 lb. • The joist must be bevel -cut to allow for double shear nailing HGUS - Skewed Seat ,• HGUS hangers can be skewed only to a maximum of 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 bad 0.46 of table load 2" < W < 6" Bevel cut 0.85 of table load 0.41 of table load 2" < W < 6" Square out 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 ;x. side 00 x, Specify angle Top View HHUS Hanger Skewed Right Qoist must be bevel cut) All joist nails installed on the outside angle (non -acute side). 94 C-C-2018 02019 SIMPSON STRONG -TIE COMPANY INC. ""0m2s--6 0- CL a� 0) CD NO w 0 7' O Cl 2 x 7 0 N 7 !• (D 0 w w i 0 a;( N CD o m w I n�Cryoco s� m ? 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G.: (n V -+ Cn )A. <Cn N Cn 0) C7) W O �-+ .(n W Cn OD ()D Ut CCa i[D 'O p w CD O V CD" V. 00ca�.: W •.-+ V V V 06' 'tn CI _N; A- m 1 UI N O �1 W 0) --j W �V !> m (n ? V; --. 'V• CD ,:P: =V' N CA1111-1. .1 Cn 'V• A �l W Q) W •s O { 'S O -[JDi O, O C, CNTI; V O` N U (n V -P� - CD CO N CA A W x? CD Crt : J V. p ry- LII, C]1 Cn CVjt C�SI (�jt, (Ojt.: _O 4- .Vt C.ft 'UOjO C.. - CNrt C.rt .Cn' (fl fJl O Cn _CnCn FU) Cn Cn O. O' vp.• e W F� aT rn D� 'n r rn YI 00 W r:CD D 'n r rn m rn W So, ri o a� a 0 (D m O O O CL CC) T. fA o' 0 'o w (D [D � 7 CD O � � W 1� CD W (D a° W cp�Scp ch �(ND co �•-o co V p O n O O D O w a 7 CC U ypt O j O O 0. C) ((DD 0 a O- N � W 0 7 C Ch �7 C CA v% \ 2 Cl) M Cl) @ Wm' : Plat6d Truss Connectors 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 1h" max. to allow for greater construction tolerances (maximum gap for standard allowable loads is %" per ASTM D1761 and D7147). See technical bulletin T-C-HANGERGAP at strongtie.com for more information. Material: 16 gauge m Finish: Galvanized L. Installation- V C• Use all specified fasteners; see General Notes o• Can be installed filling round holes only, or filling V round and triangle holes for maximum values N • See altemate installation for applications using the HTU26 on a 2x4 carrying member or HTU28 or HTU210 on a 2x6 carving member for additional uplift capacity Options; (L • 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 EMMany of these products are approved for installation with Strong -Drive® IR SD Connector screws. See pp. 335-337 for more information. HTU26 Typical HTU26 Minimum Nailing Installation "A' iriaz.'gap between erid'of truss and carrying member HTU Installation for Standard Allowable Loads (for 112" maximum gap, use Altemate Allowable Loads.) Standard Allowable Loads (1/8" Maximum Hanger Gap) Alternate Installation - HTU28 Installed on . 2x6 Carrying Member (HTU210 similar) Model No Mint Heel Height: Dlmenslons (In) W H g Fasteners:(iri) - Carrying Carried Member, I . -,Member ?, DFISP Allowable loads Upl1ft. ,Float Snow Roaf Wind {160) ; {100) , - (115) , (125) ,.(160) SPF/HEAllowabie'Loads Upbft: Floor. Snow 'Roof Wind (160) (100) .'(115) , (125) .(160) Code Ref. ,. Single 2x Sizes HTU26 31h ' 15/e `=57fie • :31�Z - ; (20) 0.162"z'31h ,',(17)'0.148 z 1'Fe �,?t; `' > C : =,u 3.1:_;er u z,o is'All HTU26(Mip),: 3'/s' ' 1,5/e' 5?(te; •31h,c:(20)A..162'x31/z'�°(l4)`0148,z-1?h ,.1,25D' 2,940. 3,200:1-.3,200 .3;200. 1;075` 1,852:: 2015;' 2;'05 •2;015 HTU26.(Max.)... .•51h"' ' i s/8,' `,57fi6 , .31h.' `(20) 0.162:X.31h `,(20);0.14$ x.1 ?h. .1;555 2 940 'H . 3 . :15 ,0 .4,010.' 1;335 2,530 ; ;z 3D57 ' 3,450= IBC, HTU28 (Min.) 37/s 15/a 71/is . 31h (26) 0162 x 31h (14) 0.148 x 11h 1,235 3,820. 3,895 3,895 3,895 1 1,060 2,865 2,920 2,920 2,920 FL, HTU28 (Max.) . 71/4 15/a 71iis Th (26) 0.162x 31h (26) 0.148 x 11h 2,020 3,820 4,315 4,655 5,435 1.735 3,285 3,710 4.005 4,675 LA HTU210 (Min.) ::. 37h ' .15/a p9'tis .31,z `'p2)�0.162x`31A (14)'D:148Xx1.1h . 1;330' 'JUD :u �J., .;30U. 4, i ': 7,145i +•? 5 I:; __'�. .3,2L5 :225 HTU210 (Max.), , : 91/a.:. % :15/s :9?�is ,31h < ",(32) 0.162x;31/z' =�(32)-o.1'48 x 7?/z , 3;315W 4,705 ;:. i +, _ r; 7,w -, '5,995, �: 2,850 ; 4,645 "A 5u5 ,; '4;93u 5,155 Double 2x Sizes HTU262.(Mln),- 3?h:- 35/ie< 57/is" 31h (20)f0.162x`31h `(1'4)-,0.148x:1, 1515"i 2,940-,332P';; 30. 3',910 .1.;3D5 1,850 --2,090-:-2,255: .2,465 HTU26 2.(Max) 5'h,;..35/s' .57/ts , 31h'i -..(20)`0.162x 31h , (20) 0148 x 3i. , 2,175 d ; 2,940 , ,3 3 . �. ;5BU - '30 , 1;870 = 2,53D .2,8� ""' vit7u 3;855 HTU28-2 (Min.) 37A 334s 71/is 31h (26) 0.162 x 31h (14) 0.148 x 3 1,530 31820 A,310 4,310 4,310 1,315 2,865 1 3,235 3,235 3,235 IFL, HTU28-2 (Max.) 71/4 MAs 7%, 31/z (26) 0.162 x 31h (26) 0.148 x 3 3,485 3,820 4,315 4,655 5.825 2,995 3,285 .3, .f0': 4, 5,� ,'5,010 : LA -HTU21021Miril) 37h`'35,4s"'9"tie 3112j 3(32)0.162.x31h i'`114j0148X,3, ',1,755 4,705' 4,815' .4,815 =4;015•i -1,510. 3,530 11A,610. 3;610 -3;610' HTU210-2'(Maix). 91 ':I 35/i"s' 91fie' 31h.i' (32)'0.162x31h' -:'(32)0148x'3:` 4,110',4,705 .< ,3i _ 73C 6ri5 `:3;535' =4;045-� LaUa: 4;93 5a45' 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 govem. 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 -gran tension may limit allowable bads in accordance with ANSV Pl 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 Simpson Strong -Tie° Wood Construction Connectors �t tit t Face -Mount Truss Hanger (cont.) Many of these products are approved for installation with Strong -Drive® t ` SD Connector screws. See pp. 335-337 for more information. Alternate Installation Table for 2x4 and 2x6 Carrying Member Min' Fasteners (m) DF/SP Allowable Loads SPFJHF Allowable Loads Model No ,;Minimum Heel Height ,carrying {, Carried Floor § 5now Roof Wmd" Uplift; Floor' i Snow :Roof Wmd Code% (n j Member Member `' Member r ,Uplift (160) (100) t115) (i25) (160) (160) HTU26 (Min.) 37/a (2) 2x4 (10) 0.162 x 31h (14) 0.148 x 11/z 925 1,470 1,660 1,790 1,875 795 1,265 1,430 1,540 1,615 HTU26 (Max.) 51h (2) 2x4 (10) 0.162 x 31h (20) 0.148 x 1'/2 f,240 1,470 1,660 1,790 2,220 1065- 1,265 1,430 1,540 1,910 IBC W HTU28, j #` _7 /4 ' •' 2 2x6 - O 20 0162 x 3?h { ) 26 0.148 x 1 �/z ( 1 ; , `1970 .2 940 ',a2 ;b50 3;9Q5 ... 1'695 ., 2;530' ?5,-, ufi ' _ ``3 360' • .... . FL, LA HTU210 0162 X 3?h (32) 0.148 X 1�h '2 760 s 2 940 3� u 3`905 2375 2 530,'- 855'; ' ESL 3 360 =' 1. See table above for dimensions and additional footnotes. 2. Maximum hanger gap for the alternative installation is'h". 3. Wind (160) is a downbad rating. 4. Fasteners: Nail dimensions in the table are fisted diameter by length. See pp. 21-22 for fastener information. Alternative Allowable Loads (1/2" Maximum Hanger Gap) Un Dimensions (m) Fasteners (m) Y. DFlSP Allowable Loads SPFJHF Allowable Loads Model No - Aiee ,,. ..., W H g Carrying Member Camed Member Uplift (16D) Floor (100} _. Snow (115) Roof (125) Wind (160) Uplift ,(160) Floor (100) Snow (115) Roof (125);;` Wmd , (16D) Code Ref .,Height Single 2x Sizes HTU26" 3�h 15/a 57fis'' 3'h (20)0162x3:1� (11)0148x1�h; "-Coe z^6 I L 239u.' Loco ',a4o HTU26 (Min) ' 37/e 1$/e 57he" 3�/z (20) 0162 x 3yh (14) 0.198 x 1 �h r'1175 2 94D 3,1,00 3100' 3100 1 010 1955 1 955 1955 1;955 HTU2fi''(Max.) 5'/z -1 5'/,B < ; 31/z '(20) 0162 z 3�h (2D)`0.148 x 1 �h ' 1215 2,'940 3 'tit _ 1;850 L 0a0 c5 2235, HTU28 (Min.) 37/a 1 a/a 714e 31h (26) 0.162 x 31/z 1 (14) 0.148 x 1112 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 71Ae 31/z (26) 0.162 x 3lh (26) 0.148 x 1 lh 1,920 3,820 4,315 4,655 5;015 1,695 2,865 3,235 3,490 3,765 LA HT0210 (Min) . ; 3'/a 1 �/8 9346 31h ; :(32) 0162 x,3'h (14) 0.148 x 1?4' .1 250 3 600 3,600 3 G�0 3 6D0 _ ';7 075 `2,700 2;700 2 700 ' 2;700 HM210 (Max) - , 91/a 1 �/e '9% 3�h :(32) 0162 x 3?h (32) 0.148 x 1 SFr 3 255 4;705 5;02D '.5,020_; 5 020 -2 800 .3;530 3 765 3 765 3,765: Double 2x Sizes HTU26=2 (Min) . 37/a : 33i6 .57he 3�/z (20) 0162 i 1h (14) Oa48 x 3 -:7 515 2 940 z;;.%C 3,506 3,500 ! 1 305 2;205 . ` 2,205 :2;205 2,205 HTU26-2 (Max) : 5�/z 3 a 5 e . 3�h . ,(20) 0162 x 3?h (20):0.148 x 3.: :1910 2;940 3 %i 3;500" 3 5D0 � 1 645: 2;205' 2,205 ,2;205 2 2051- HTU28-2 (Min.) 37/e 334e 7146 31h (26) 0.162 x 31/z (14) 0.148 x 3 1,490 3,820 3,980 3,980 3,980 1,280 2,865 2,985 2,985 2,985 -- IBC, HTU28-2 (Max.) 71/4 3-As 7%e 31h (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 HTU210, 2 (Min) '; .' 37/a 3�i6 935s. .3�fz (32) 0162 x 3yh (14)`0.148 x 3 ;1755 =4 2a5 •I 4 255 4,255'' 4 255. ;1510 ; `3,190.. ' 3;190 3,190< 3,19q HTU210; 2 (Maxa`; `, 9�/a 3rfte 9�/s 3'h ; ,(32j 0162 x-3�%z (32)•0148 x 3: 3 855„ 4,7D5 3';) ,.0 6 470 `' , 3,315 . 3;53D . 3,980 4 300 4, 855 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 govem. 4. Wind (160) is a download rating. 5. For hanger gaps between '/V and 1h', use the Alternate Allowable Loads. 6. Truss chord cross -grain tension may limit allowable bads in accordance with ANSU-TPI 1-2014. Simpson Strong -Ties' 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. 19 Simpson Strong -Tie" Wood Construction Connectors Medium -Duty Face -Mount Hangers HU/HUC hangers may be installed on a masonry/concrete wall as described below. Additionally, HU hangers with one flange concealed may be installed similarly. HU and HUC products are heavy-duty face -mount joist hangers made from 14-gauge galvanized steel. • The HUC is a concealed flange (face flanges turned in) version of the HU. • HU is available with both flanges concealed, provided the W dimension is 25/16" or greater, at 100% of the table load. Specify HUC. • HU is available with one flange concealed when the W dimension is less than 25/16" at 100% of the table load. Specify as an `X' version and specify flange to conceal. • For any HU or HUC shown in this catalog, the user may substitute all face nails with'/4" x 13/4" Titen" 2 screws (Model TTN2-251344 for concrete and 1/4" x 2W T iten 2 screws (Model TTN2-25234H) for GFCMU. Follow all installation instructions and use the loads from :lie sawn lumber or EINF 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 TFN2-25134H) are not provided with the hangers. • Drill the 3/16 _diameter hole to the specified embedment depth plus 1/z°. • Alternatively, drill the She" -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 ns are available. They include a 3/i6" drill bit and hex -head driver.bit (Model TTNT01-RC); a 3/1s" x 41h" drill bit is also available (Model MDB18412). • A minimum edge distance of 11/2" and minimum end distance of 37/s" is required as shown in Figure 1 for full uplift load. • Where no uplift load is required, a minimum end distance of 11h" 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.) Nu These products are available with additional corrosion protection. For more information, see p.15. Model Fasteners Allowable SAP GEGM RConcrete;.Code': Standard a Concealed - GFCMU x ' Tderi®2 Concrete Tden° 2 jmst _ Uplrft (16D) °Down (100/125) Uplift t (160) Down (iDDJ125) Ref. HU26 HU26X (4)1/4 x 23/4 (4)1/4 x 13/4 (2) 0148 x 11/z 335 1,000 335 1,545 HU28 •, HU28X ' {6) ?/d,x 23a (6)1/4 X 1'3/4 ;(4) 0148 x 1'(z 545 i 1500 760:V 2.,400 HU24-2 HUC24-2 (4)1/4 x 23/4 (4) %x 13/a (2) 0.148 x 3 380 1,000 380 1,545 HU26 2(Mm) :', . HUC26 2 (8)1/a,X 23c (8)1/4 x 13/4 (4) 0148 x 3 760 2 000 ' 760', 3;200 HU28 2'(Max) - HUC26 2 „ ° {12)1/4x 23/a (12)1/a x 1'3/4` (6) 0148 x.3 1135 3 000 1135 r. 3;950 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)1A x 13/a (6) 0.148 x 3 1,135 3,000 1,135 3,950 -2. UC2Mi (1019'3/a )/4 x _:(4) 0146 x 76D „' 2 500 im 7 ,3HU28 HU28 2 (Max) HUC28-2 (Max) {14) ?!4 x 23/4 (14) 1/a X:131a , (6) 0148 x 3 t 1$135 3 500 ? 1135, 4;920 HU210 HU21 OX (8)1/4 x 23/4 (8)1/4 x 13/4 (4) 0.148 x 11/z 545 2,000 760 2.415 HU0210 2 (Mm) (14)1/4 z 234 (14) /ax 13/4 {6} 0146 z;3 ; 1135 ' ° 3 500 '` 1135 4 920 HU210 2 (Max } HUC210 2 (Max) (18)'l,x 23/a (18)1/a x 1?/a {10) 014$ x3 1'800 : 4 500' 1 800 5`D85 �- HU210-3 (Min.) HUC210-3 (Min.) (14)1/4 x 23/4 (14)1/4 x 13/4 (6) 0.148 x 3 1,135 3,500 1,135 4,920 HU210-3 (Max.) 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 x:/aHU212 h 1 13 5D6)0141/4 2 D 1135 ' 2 665 HU212-2 (Min.) HUC212-2 (Min.) (16)1/a x 23/4 (16)1/4 x 13/4 (6) 0.148 x 3 1,135 4,000 1,135 4,920 HU212-2 (Max.) HUC212-2 (Max.) (22)114 x 23/4 (22)1/4 x 11/4 (10) 0.148 x 3 1,350 5,085 1,350 5,085 HU212 3 {Min) ; `' HUC212-3 (Mm) (16)/d'z 23/a (16)1la x`7 3/a (6) 0148 x 3' 1;735 i 4 000 1,135`, HU212 3 (Max) '° HUC212' 3 (Max) , is (22)/4x 23/a {22) Y4 x1314 (.10) 0148 x„3 1 800 5 085- HU214 HU214X (12)1/4 x 23/4 (12)114 x 13/a (6) 0.148 x 1'A 1,135 2,665 1,135 2,665 HU214-`2 (Min.) HUG214 2 (Mm) : ,; (18) ?/a' x 23/a ; (16)1/e is 1 ?/a ': (B} 0 , 8 x 3 7„515 4 50D _ 1 515 5;085 ' HU214-2 (Max) rn HUC214 2 (Max) (24J?/4 X 23Ja (24)1/4 x 13/a :(12) 0148 z3 2,D15 5085 HU214-3 (Min.) HUC214-3 (Min.) (18)1/4 x 23/4 (18)1/4 x 13/4 (8) 0.148 x 3 1,515 4,500 1,515 5,085 HU214-3 (Max.) HUC214-3 (Max.) (24)1/4 x 23/4 (24)1/4 x 13/4 (12) 0.148 x 3 2,015 5,085 2,015 5,085 HU216 • HU216X : (i 8)114 x 23/a =M (18)1/a X 13/a (8) 0148 x V/ 1 515 2 920 1 515' 2;920 - HU216-2 (Min.) HUC216-2 (Min.) (20)1/4 x 23/a 1 (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/a (12) 0.148 x 3 2,015 5,085 2,015 5,085 H02163 (Mm) HUC216 3 (8) 0146 z 3' 1;515 4 92D 1,5 15" 4 920 = 1iU216 3 (Max) r' ` HUC216-3 (Max ).' ` (26)1%ak 23/a . , f` (26)1l4 x ] 3/a (12) 0148 x 3 2;015 5 OB5 2;015! 5085 HU7 (Min.) (Not available) (12)114 x 23/4 (12)1/4 x 13/4 (4) 0.148 x 11/z 545 2,980 760 2,980 HU7 (Max.) (Not available) (16)1/a x 23/4 (16)1/4 x 13/4 (8) 0.148 x 11/z 1,085 3,485 1,085 3,485 _.,.., HU9 (Min) {Not available) (1 B)1/4 x 23/4 (18)1/a x13/a (6)'U 148x 1 yh 1,135 ' 3 230 1135:' 3280 `) HU9:(Max) (Not available) (24)1/ax 23/a (24)1/4 x 13/4 ; (10) D 148 x 1 ?h tl 445 3 735 1445 3,735 HU11 (Min.) (Not available) (22)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) (30)1/4 x 23/4 (30)114 x 13/4 (10) 0.148 x 11h 1,445 3,735 1,445 3,735 HU14 (Min) (Not available) (28) Y4'x 23/a (28) ?/4 x 13/4 (8) 0148 x 11>z 1;515 2,48 1 5150 3,485 HU14 (Max) (Not available) (36)'/a x 23/a {36)1%4 x 13b (i4) 0148 x 11/z 2015::4,24,V 2 015 4,245 38 STAGGER JOINTS - TYP. RAISED HEEL ROOF TRUSSES B/SKI PLAN �:'rd��.�a.r� aaa�l;aaaaaaaa��a�iaaaiaa aaa�a�aaaa��aaaaaau ���-���► UPLIFT/SHEAR ANC O— EACH TRUSS - SEE PLAN B/5KI -4 NOTE: ADD'L FRAMING NOT SHOWN FOR CLARITY RAISED HEEL TRUSS BEARING A SCALE. NTS 5KI BBON BOARD- SEE HEDULE FOR SPACING 1 ASTENING TO TRUSSES f' �NMA50NRT WALL-, SEE PLAN ROOF SHEATHING- SEE I 5OFFIT/FASCIA- SEE ARCH. RAISED HEEL ROOF TRUSSES -SEE PLAN RIBBON BOARD - SEE SCHEDULE FOR SPACING / FASTENING TO id TRUSSES WALL SHEATHING -SEE PLAN == MIN. 15/32' CDX PLYWOOD OR 1/16' 055 WITH Sd GUN NAILS (0.131' X 2 1129 Is 6' O.G. TO UPLIFT/SHEAR GYP. CEILING - RIBBON BOARDS ANCHOR EACH SEE PLAN 4 TRUSS- SEE PLAN SCHEDULE DO NOT FASTEN RIBBON BOARD INTO END GRAIN OF ROOF TRUSS MASONRY WALL - BOTTOM CHORD SEE PLAN RAISED HEEL TRUSS BEARING B SCALE. Nrs SKI RIBBON SCHEDULE` DESIGN CRITERIA RIBBON MATERIAL RIBBON SPACING RIBBON ATTACHMENT Vull=165 MPH lVas MPH) ; • (2)12d GUN (0.131' X 3') EXXP.P. B, 2X4 5PF2 24' TO EACH TRUSS, (4) ENCLOSED NAILS AT JOINTS VulL=180 MPH lVasMPH) (2) 12d GUN (0.131' X 3') EXP. EXP. G, 2X4 SPF2 16, TO EACH TRUSS, (4) ENCLOSED NAILS AT JOINTS cdnsv.] SHEET TITLE: ROBON OEIfIlfOR MIIFOHEfl ROOF IRUSSE] SHEET INFORMATION: JOB NO. ]fllld ONEOBUfO: I ID616 DMYMBY. - REVIEWFOEY. M SK.I ALPINE AN MW COMMMY januarT.1%,20'20 C.af,Pbntet',C6b,tr,actojrs of America, Inc... 3.96.0 Meniie d, NW Wihr terlj,aveti, 1743398o-62o.i Dear'Matt- Itbas. dome, to my attention that some questions were raised conc-Oraing 5/.B." diabiete:r &M hbles.eA thru the chords (wide face--) _p.f.s.y_A42 gable. end. trusses,to. allow for Threaded -rods used f6t "lie dbWns.' . 'If these gable ends are°oye I r conhhuous support With 006,1 sheathed arid; .the Boles are drilied:abaut.tlie: eerite�line of tf�e wide .. ___._,..._ _. _.__. face no c.,lose.-..*than `*-OJC.W1 tit'dama i 'any �onnettor­.. lates o vertical, ging. p r webs no repair -is required. The truss only' supports: 2 feet*of fldbr 164ds-and no additional load.: If you have any questibns,'please give me -a 5ffcevely, Yoonhw4k 67.50 F.6rqm,.Dr1vej Suite 869, Orlando, FL 3.282.1 - (409) 621-9790­t863) 422-8685 wwW,;a1pirje.itw,cqm ��hitltlit!l��fj�P o No.86357 • .f STATE OF 4•0R1�3' • �,' 0 ALPINE AN ITW COMPANY FL REG# 278, Yoonhwak Kam, FL PE #86367 03/22/2021 =boon � �d DW SVo*",>' eopks an 0910W z%pwib n trust bra ttN ortyind � wtsion. Custorneir. Carpenter Contractors of America Job Nurnber. N362323 Job Description: ,7A5/320 ,4EHJG ,01 D ,RHoi / 4EHB / 2601 HAYDEN EXPRESS / ELEV.G Address: Design Code:. FBC 7th Ed. 2020 Res inte11iV1EW Version: 20.02.00A JRef#. 1X3U89750137 t4rnd Standard. ASCE 7-16 Wind Speed (mph): 160 Design Loading fpsf) 37.00 Building Type: Closed This package contains general notes pages, 30 truss drawing(s) and 5 detail(s). 1 078.21..1706,36941 J yff --Jim Al 3 078.21.1706.36754 A3. 5 078.21.1706.36804 A5 7 078.21.1706.36848 A7 9 078.21.1706.37348 A9G 11 078.21.17OU7425 B2G 13 078,21.1706.37175 L1G 15 078.21.1706.37316 CJ1L 17 078.21.1706.36785 E2 19 078.21.1706.37269 MG1 21 078.21.1706.36723 EJ2 23 078.21.1706.36849 CJ5 25 078.21.1706.36675 CJ3A 27 078.21.1706.37113 CJ1 E 29 078.21.1706.36581 HJ2 31 A16015ENC101014 33 A16030ENC101014 35 1 GBLLETIN0118 9 Alpine, an ITW Company 6750 Forum. Drive, Suite=305 Orlando, FL 32821 Phone-(800)755-6001 www.alpineitw.com 2 078.21.1706.36879 A2. 4 078.21.1706.37098 A4 6 078.21.1706.36597 A6 8 078.21.1706.35770 A8G 10 078.21.1706.37426 B1 12 078.21.1706.37285 L1 14 078.21.1706.371'76 EJ3L 16 078.21.170637206 E1 18 078.211706.36987 E3G 20 078.21.1706.36550 EJ7 22 078.21.1706.37020 CJ5A 24 078.21.1706.36628 CJ3 26 078.21.1706.37112 CJ1 28 07&21.1706.37427 HJ3L 30 078.21.1706.35722 HJ7 32 A16015ENC160118 34 A1.6030ENC160118 .Florida Certificate of Product Approval #FL1999 Printed 3/22/2021 7:50:46 AM 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 ]CC Evaluation Service report ESR-1118, available on-line at www.icc-es.org. Fire Retardant Treated Lumber: Fire retardant treated lumber must be properly re -dried and maintained below 19% or less moisture level through all stages of construction and usage. Fire retardant treated lumber may be more brittle than untreated lumber. Special handling care must be taken to prevent breakage during all handling activities. Page 1 of 3 General Notes (continued) Key to Terms: Information provided on drawings reflects a summary of the pertinent information required for the truss design. Detailed information on load cases, reactions, member lengths, forces and members requiring permanent lateral support may be found in calculation sheets available upon written request. BCDL = Bottom Chord standard design Dead Load in pounds per square foot. BCLL = Bottom Chord standard design Live Load in pounds per square foot. CL = Certified lumber. Des Ld = total of TCLL, TCDL, BCLL and BCDL Design Load in pounds per square foot. FRT = Fire Retardant Treated lumber. FRT-DB = D-Blaze Fire Retardant Treated lumber. FRT-DC = Dricon Fire Retardant Treated lumber. FRT-FP = FirePRO Fire Retardant Treated lumber. FRT-FL = FlamePRO Fire Retardant Treated lumber. FRT-FT = FlameTech Fire Retardant Treated lumber. FRT-PG = PYRO-GUARD Fire Retardant Treated lumber. g = green lumber. HORZ(LL) = maximum Horizontal panel point deflection due to Live Load, in inches. HORZ(TL) = maximum Horizontal panel point long term deflection in inches, due to Total Load, including creep adjustment. - - - HPL = additional Horizontal Load added to a truss Piece in pounds per linear foot or pounds. Ic = Incised lumber. FJ =_Finger Jointed lumber. L/# = user specified divisor for limiting span/deflection ratio for evaluation of actual L/defl value. Udefl = 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. ]CC: International Code Council; www.iccsafe.org. 3. Alpine, a division of ITW Building Components Group Inc.: 514 Earth City Expressway, Suite 242, Earth City, MO 63045; www.alpineitw.com. 4. TPI: Truss Plate Institute, 2670 Crain Highway, Suite 203, Waldorf, MD 20601; www.tpinst.org. 5. SBCA: Wood Truss Council of America, 6300 Enterprise Lane, Madison, WI 53719; www.sbcindustry.com. Page 3 of 3 SEQN: 52637 / HIPS Ply: 1 Job Number: N362323 Cusl: R 8975 JRef:1X3U89750137 T6 / FROM: RAA Qty: 1 , A5/320 ,4EHJG ,01 D ,RH01 / 4EHB 12601 HAYDEN EXPRESS / ELEV.G DrwNo: 078.21.1706.36941 Truss Label: Al / YK 03/19/2021 6'1"4' + 12'2"9 + 183"4 21'4"12 27'5"7 6'14 6'1"5 6'0"11 3'1"8 6'0"11 �1 910 9.10" Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-16 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Kzt: NA Des Ld: 37.00 Mean Height: 22.84 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 Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #1; Webs: 2x4 SP #3; W3,W6 2x4 SP #2 N; Bracing (a) 1X4 #3SRB or better continuous lateral restraint to be equally spaced. Attach with (2) 8d Box or Gun nails(0.113"x2.5",min.). Restraint material to be supplied and attached at both ends to a suitable support by erection contractor. (a) or scab reinforcement may be used in lieu of CLR restraint. substitute (1) scab for (1) CLR and (2) scabs for (2) CLR'S where shown. Scab reinforcement to be same size, species, grade, and 80% length of web member. Attach with 0.128x3" gun nails @ 6" oc. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. ,5X5 =5X5 E F 39'8" 10, 10' 19,10" { 29'10" Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pt. NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/l0(0) Plate Type(s): Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): 0.259 L 999 360 VERT(CL): 0.481 L 983 240 HORZ(LL): 0.097 K - - HORZ(TL): 0.179 K - Creep Factor: 2.0 Max TC CSI: 0.865 Max BC CSI: 0.863 Max Web CSI: 0.298 VIEW Ver: 20.02.00A.1020.20 P 4 d NO. 86367 STATE of �a- w 33'6"l2 39'8" 6'1"5 6'1"4 ru�ti:Av-c�i 91101, "8 - 39 39 N O m *168"12 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 1546 /- /- /861 1785 /303 N 1546 /- /- /861 f785 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.8 N Brg Width = 8.0 Min Req = 1.8 Bearings B & I are a rigid surface. Bearings B & I require a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - C 1581 - 3037 F - G 1147 - 2011 C - D 1437 - 2773 G - H 1437 - 2773 D - E 1147 - 2011 H - 1 1581 - 3037 E-F 1161 -1892 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - M 2726 -1347 L - K 2369 -1060 M - L 2369 -1060 K - I 2726 -1347 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. M - D 453 - 68 L - F 521 - 236 D - L 482 - 703 L - G 482 - 703 E - L 521 - 236 G - K 453 - 68 ORI eie" gS N+Ao �� 1 FL REG# 278, Yoonhwak Kim, FL PE #86367 03/22/2021 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS I uire extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest, t Safety Information, by TPI and'SBCA) fo'r safety practices rior to performing these functions. Installers BCSI. Unless noted otherwise, top chord shall have properPy attached structural sheathing and bottom ch, id ceiling Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI s, e. AppTy plates to each face of truss and position as shown above and on the Joinf Details, unless notes 60A-Z for standard plate positions. Refer to job's General Notes page for additional information. of all not.be responsible for any deviation from this drawing, any failure to build the ping,, installation and bracing of trusses. A seal on this drawing or cover page sneering responsibilitty� solely -for the design shown. The suitability and use Nis )esigner per ANSIfrPI 1 Sec.2. TPI: tpinst.org; SBCA: sbcindustry.com; ICC: !ccsafe.orq; AWC: awc.org_ AL NE drawing for any structw For more information see AN ITW COMPANY 6750 Forum Drive Suite 305 Orlando FL, 32821 SEQN: 52638 / HIPS Ply: 1 Job Number: N362323 Cust: R 8975 JRef:1X3U89750137 T12 ! FROM: RAA Qty: 2 7A51320 ,4EHJG ,01 D ,RH01 / 4EHB / 2601 HAYDEN EXPRESS / ELEV.G DrwNo: 078.21.1706.36879 Truss Label: A2 / YK 03/19/2021 6'1"4 12'2"9 17' 22'8" 27'5"7 6,14 6'15 4'9"7 5'8" 4'9"7 9'10„ Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-16 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Kzt: NA Des Ld: 37.00 Mean Height: 22.58 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 Top chord: 2x4 SP #2 N; T1,T5 2x4 SP #1; Bot chord: 2x4 SP 2400f-2.OE; Webs: 2x4 SP #3; W3,W6 2x4 SP #2 N; Bracing (a) 1X4 #3SRB or better continuous lateral restraint to be equally spaced. Attach with (2) 8d Box or Gun nails(0.113"x2.5",min.). Restraint material to be supplied and attached at both ends to a suitable support by erection contractor. (a) or scab reinforcement may be used in lieu of CLR restraint. substitute (1) scab for (1) CLR and (2) scabs for (2) CLR'S where shown. Scab reinforcement to be same size, species, grade, and 80% length of web member. Attach with 0.128x3" gun nails @ 6" oc. Loading Truss passed check for 20 psf additional bottom chord live load in areas with 42"-high x 24"-wide clearance. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types e5X5 =5X5 E F 39'8" 10 10 19,10" 29'10" Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): Defl/CSI Criteria PP Deflection in loc Udell U# VERT(LL): 0.264 L 999 360 VERT(CL): 0.466 L 999 240 HORZ(LL): 0.091 K - - HORZ(TL): 0.160 K Creep Factor: 2.0 Max TC CSI: 0.680 Max BC CSI: 0.542 Max Web CSI: 0.299 Ver: 20.02.00A.1020.20 d► No, 85367 STATE OF • 33'6"12 39'8" 6'1"5 6-1"4 91101, "8 ' 39 39'8" ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 1645 /- /- /867 f786 /284 N 1645 !- /- /867 f786 !- Wind reactions based on MWFRS B Erg Width = 8.0 Min Req = 1.5 N Brg Width = 8.0 Min Req = 1.5 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 1590 - 3292 F - G 1164 - 2207 C - D 1436 - 3025 G - H 1436 - 3025 D - E 1164 - 2207 H - I 1590 - 3292 E-F 1198-2198 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - M 2958 -1357 L - K 2568 -1052 M - L 2568 -1052 K - I 2958 -1357 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. M - D 456 - 77 L - F 590 - 217 D - L 430 -708 L - G 430 -708 E - L 590 - 217 G - K 456 - 77 of S' •e•e � .,,P41 ON+A. , FL REG# 278, Yoonliwak Kim, FL PE #86367 03/22/2021 "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlingshipping, installingand bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) r sa>Pety 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 r! id ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, as applicable. Apply plates to each face of truss and position as shown above and on the Joinf Details, unless noted otherwise. f�efer to A LPI N E drawings 160XZ for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Building�Components Group Inc. shall not.be responsible for any deviation from this drawing, any, failure to build the ANMCOWP W truss in conformance with ANSI 1, or for handling, shipping,. installation and bracing of trusses. A seal on this drawing or cover page 6750 Forum Drive listing this drawing indicates acceptance of professional encLsneering responsibilityN solely -for the design shown. The suitabiliffy and use of This drawing for any structure is the responsibility of the Building -Designer per ANSVTPI 1 Sec.2. Suite 305 For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 52639 / HIPS Ply: 1 Job Number: N362323 Cust: R 8975 JRef:1X3U89750137 T11 / FROM: RAA Qty: 2 7A5/320 ,4EHJG ,0l D ,RH01 / 4EHB 12601 HAYDEN EXPRESS / ELEV.G DrwNo: 078.21.1706.36754 Truss Label: A3 / YK 03/19/2021 T8"6 15' 19'10" 24'8" 31,111,10 398" r 77 T 7'3"10 + 410" r 4,10„ T T3" 10 78„6 9'10" 9'10" Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-16 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Kzt: NA Des Ld: 37.00 Mean Height: 22.16 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 Top chord: 2x4 SP #1; T3 2x4 SP #2 N; Bot chord: 2x4 SP 2400f-2.OE; B2,B3 2x6 SP #2 N; Webs: 2x4 SP #2 N; W1,W4,W7 2x4 SP #3; Loading Truss passed check for 20 psf additional bottom chord live load in areas with 42"-high x 24"-wide clearance. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. :5X5 III2X4 =5X5 D E T3 F 39'8" 10, 19,10" Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): 10, 29'10" Defl/CSI Criteria PP Deflection in ]cc Udefl U# VERT(LL): 0.278 E 999 360 VERT(CL): 0.480 E 985 240 HORZ(LL): 0.092 J - - HORZ(TL): 0.159 J Creep Factor: 2.0 Max TC CSI: 0.757 Max BC CSI: 0.840 Max Web CSI: 0.361 Ver: 20.02.00A.1020.20 olgIIVIIIPfffpo NO. 86367 °® STATE 4F t,,4� 0 . F 4- rrr�ra�:ro� 9'101, 1' 39'8"+ ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Lac R+ / R- / Rh / Rw / U / RL B 1692 /- /- /874 /789 /255 M 1692 !- /- /874 f789 /- Wind reactions based on MWFRS B Big Width = 8.0 Min Req = 1.5 M Brg Width = 8.0 Min Req = 1.5 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 1568 - 3391 E - F 1339 - 2703 C - D 1522 - 3172 F - G 1522 - 3172 D - E 1339 - 2703 G - H 1568 - 3391 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - L 3045 -1322 K - J 2456 - 925 L - K 2456 - 925 J - H 3045 -1322 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. C - L 409 - 349 K - F 411 -137 L - D 639 - 282 F - J 639 - 282 D - K 411 -136 J - G 409 - 349 *�S0/0�+�1 1�14 FL REG# 278, Yoonhwak Kim, FL PE #86367 03/22/2021 "'WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. , Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI anr7'SBCA) for safety practices rior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have propery% attached structural sheathing and bottom chord shall have a properly attached riqid 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 o�truss and position as shown above and on the Joint9Details, unless noted otherwise. Refer to ALPINE� drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Buildin$Components Group Inc. shall not.be responsible for any deviation from this drawing, any failure to build the ANrtwcoNCANr truss in conformance with ANSI 1, or for handling, shipping,, installation and bracing4of trusses. A seal on this drawing or cover pa a 6750 Forum Drive listing this drawing indicates acceptance of professional enciineering responsibilittyy solely -for the design shown. The suitability and use of this drawing for any structure is the responsibility of the Building -Designer per ANSUfPI 1 Sec.2. Suite 305 For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 526401 HIPS Ply: 1 Job Number: N362323 Cust: R 8975 JRef:1X3U89750137 T10 ! FROM: RAA Qty. 2 ,7A5/320 ,4EHJG ,01 D ,RH01 / 4EHB / 2601 HAYDEN EXPRESS / ELEV.G DrwNo: 078.21.1706.37098 Truss Label: A4 / YK 03/19/2021 7'4"5 + 13' 19'10" 26'8" + 32'3"11 + 39'8" 7'4"5 5'7"10 6'10" 6'10" 5'7"11 7'4"6 T M 1 F3 9'10" 9'10" Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-16 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Kzt: NA Des Ld: 37.00 Mean Height: 21.75 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 It Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #1; T2 2x4 SP #2 N; Bat chord: 2x4 SP 2400f-2.OE; 132,133 2x6 SP #2 N; Webs: 2x4 SP #3; W3,W5 2x4 SP #2 N; Loading Truss passed check for 20 psf additional bottom chord live load in areas with 42"-high x 24"-wide clearance. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. _5X5 1112X4 =5X5 D E T2 F 39'8" 10' 10, 19'10" 29'10" Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): Deft/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): 0.292 E 999 360 VERT(CL): 0.512 E 925 240 HORZ(LL): 0.089 J - - HORZ(TL): 0.156 J Creep Factor: 2.0 Max TC CSI: 0.689 Max BC CSI: 0.778 Max Web CSI: 0.388 Ver: 20.02.00A.1020.20 NO. 86367 a STATE OF ti w 91� 9� 39'8" ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 1657 /- /- /875 /790 /225 M 1657 /- /- /875 /790 A Wind reactions based on MWFRS B Erg Width = 8.0 Min Req = 1.5 M Brg Width = 8.0 Min Req = 1.5 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 1568 - 3301 E - F 1517 - 2994 C - D 1495 - 3073 F - G 1495 - 3073 D - E 1517 - 2994 G - H 1568 - 3301 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - L 2960 -1323 K - J 2537 -1026 L - K 2537 -1026 J - H 2960 -1323 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. L - D 504 -171 K - F 590 - 265 D - K 590 - 264 F - J 504 -171 E - K 357 - 388 FL REG# 278 Y onhwak Kim , m, FL PE #86367 03/22/2021 **WARNING"* READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) for safety practices prior to performing these functions: Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have-proper)y attached structural sheathing and bottom chord shall have a properly attached ri id-ceilin Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, _ asap plicable. AppTey Oates to each face of truss and position as shown above and on the Joint9Details, unless noted otherwise. Refer to ALPINE� drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Building Components Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the ANMCOWP truss in conformance with ANSIII PI 1,-or for handling, shipping;. installation and bracing of trusses. A seal on this drawingor cover page 6750 Forum Drive listing this -drawing indicates acceptance of professional encLsneering responsibili((�� solelyorthe design shown. The suitabilify and use of this drawing for any s9ructure is the responsibility of the Building -Designer per ANSVFT l 1 Sec.2. Suite 305 For moreinformation see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Odando FL, 32821 SEQN: 52641 / HIPS Ply: 1 Job Number: N362323 Cust: R 8975 JRef:1X3U89750137 T9 / FROM: RAA Qty.. 2 ,7A5/320 ,4EHJG ,01 D ,RH01 / 4EHI3 / 2601 HAYDEN EXPRESS / ELEV.G DrwNo: 078.21.1706.36894 Truss Label: A5 / YK 03119/2021 T4"4 11' 1_111'A 22'8"12 28'8" 323"12 39'8" 7'4"4 3'7"12 T 5'11"4 i 5'9"8 '} 5.11"4 �' 3'7"12 7'4"4 1 e5X5 =_5X5 a4X4 =5X5 D E F G ,2 T5 F7-" 2C4 ai 2 H4 (a) W (a) o, W A 6 r7 rn B J T$,,18'8"12 4X6(62) =8X10 B2 =8X8 63 =aX,n =" Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-16 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Kzt: NA Des Ld: 37.00 Mean Height: 21.33 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 Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #1; B2,133 2x6 SP #2 N; Webs: 2x4 SP #3; W3,W6 2x4 SP #2 N; Bracing (a) 1X4 #3SRB or better continuous lateral restraint to be equally spaced. Attach with (2) 8d Box or Gun nails(0.113"x2.5",min.). Restraint material to be supplied and attached at both ends to a suitable support by erection contractor. (a) or scab reinforcement may be used in lieu of CLR restraint. substitute (1) scab for (1) CLR and (2) scabs for (2) CLR'S where shown. Scab reinforcement to be same size, species, grade, and 80% length of web member. Attach with 0.128x3" gun nails @ 6" oc. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. 39'8" 10, 10, 19,101, 29'10" Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Sid: 2014 Rep Fac: Yes FT/RT:20(0)/l 0(0) Plate Type(s): Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.307 L 999 360 VERT(CL): 0.569 L 831 240 HORZ(LL): 0.094 K - - HORZ(TL): 0.173 K Creep Factor: 2.0 Max TC CSI: 0.890 Max BC CSI: 0.825- Max Web CSI: 0.314 VIEW Ver: 20.02.00A.1020.20 ,,`1w1,11411111f/ljl gas 0P°'j A yr • �I L 0 P No. 86367 0 • STATE OF ®®.a fi ,,�-®ftti 91101.+1� 39'8" ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 1546 /- /- /872 /791 /196 N 1546 /- /- /872 /791 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.6 N Brg Width = 8.0 Min Req = 1.8 Bearings B & I are a rigid surface. Bearings B & I require a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - C 1561 - 3016 F - G 1322 - 2353 C - D 1495 - 2800 G - H 1495 - 2800 D - E 1323 - 2354 H - 1 1561 - 3016. E - F 1678 - 3107 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - M 2698 -1315 L - K 3032 -1424 M - L 3030 -1423 K - I 2698 -1315 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. M - D 823 - 374 F - K 497 - 817 M - E 494 - 814 G - K 825 - 375 ®,oeil 0 NA� (1� e FL REG# 278, Yoonhlvak Kim, FL PE #86367 03/22/2021 - "'WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS require extreme care in fabricating handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building nent Safety Information, by TPI and'SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary. CrBer BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have -a properly rigqid ceilin Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, Apply plates to each face of truss and position as shown above and on the JoiIn .Details, unless noted otherwise. Pefer to Is 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. a division of ITW Buildin$QComponents Group Inc. shall not.be responsible for any deviation from this drawing, any failure to build the conformance with ANSI/TPI 1, or for handling, shipping,, mstallation.and bracing of trusses. A seal on this drawin or cover pacle its drawing, indicates acceptance of professional enQi eenng responsibilitX solely for the design shown. The suitabilit9y and use of this more TPI: ALPINE ANMCOMPANY 6750 Forum Drive Suite 305 Orlando FL, 32821 SEQN:52642! SPEC Ply: 1 Job Number: N362323 Cust:R8975 JRef:1X3U89750137 T20 / FROM: RAA Qly: 1 7A51320 ,4EHJG ,01 D ,RH01 / 4EHB / 2601 HAYDEN EXPRESS / ELEV.G DrwNo: 078.21.1706.36597 Truss Label: A6 / YK' 03/19/2021 12'8" 7'1"1 10'10" 19'10" 24'8" 30'8" 32'3"5 39'8" 7'1"1 3'8"15 7'2" 4'10" 6' 17" 74"l1 1 T SO ro lF3 =5X5 1112X4 » D =6X6 _.. -5X5 c5X5 � 39'8" �1 910 10 9'10" 19,10" Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA BCDL: 10.00 Risk Category: II Snow Duration: NA Des Ld: 37.00 EXP: C Kzt: NA Mean Height: 21.30 ft NCBCLL: 10.00 TCDL: 4.2 psf Building Code: Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Fac: Yes Loc. from endwall: not in 9.00 it FT/RT:20(0)/l0(0) GCpi: 0.18 Plate Type(s): Wind Duration: 1.60 WAVE Lumber Top chord: 2x4 SP #2 N; T3 2x4 SP #1; Bot chord: 2x4 SP #1; Webs: 2x4 SP #3; W4 2x4 SP #2 N; Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types 91101. 29'8" Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): 0.384 F 999 360 VERT(CL): 0,712 F 664 240 HORZ(LL): 0.104 L - - HORZ(TL): 0.193 L Creep Factor: 2.0 Max TC CSI: 0.896 Max BC CSI: 0.836 Max Web CSI: 0.849 VIEW Ver: 20.02.00A.1020.20 ,,a����f4errr►r���e w� + CENS A i'dr a a N0.86367 + 6i • O �© ®+ STATE OF0. �,ft TT (+I [V V rn 10, 1 39'8" ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 1546 /- /- /855 R88 /193 O 1546 /- /- /859 1791 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.8 0 Brg Width = 8.0 Min Req = 1.8 Bearings B & J are a rigid surface. Bearings B & J 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 1552 - 3005 F - G 2005 - 3760 C - D 1466 - 2780 G - H 1478 - 2776 D - E 1272 - 2352 H - 1 1483 - 2789 E - F 2005 - 3761 1-1 1551 - 2992 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - N 2688 -1311 M - L 3452 -1671 N - M 3197 -1526 L - J 2675 -1305 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. N - D 1865 - 998 M - G 400 -132 N - E 1072 -1815 G - L 559 - 864 E - M 645 - 356 L - H 867 -430 ORIV sd`e1441 ON+A; 1 �, FL REG# 278, Yoonhwak Kim, FL PE #86367 03/22/2021 **WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! —IMPORTANT'* FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have properattached structural sheathing and bottom chord shall have a properly attached ri id ceiling Locations shown for ermanent lateral restraint of webs shall have bracin installed -per BCSI sections B3, B7 or B10, as applicat5 e. Apply plates to each face of truss and position as shown above and on the Jcint9Details, unless noted otherwise. Refer to ALPINE drawings 160A-Z for standard plate -positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW BuildinlComponents Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the MN COMPAW truss in conformance with ANSI/l PI 1, or for handling, shipping,, installation and bracinq of trusses. A seal on this drawing or cover page 6750 Forum Drive listing this drawing indicates acceptance of professional engineering responsibili solely -for the design shown. The suitabiliCy and use ofu is drawing for any structure is the responsibility of the Building Designer per ANSI/T�l 1 Sec.2. Suite 305 For more information see these web sites: Alpine: al ineitw.com; TPI: t in_sCor ; SBCA: sbcindusl .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 52643 / HIPS Ply: 1 Job Number: N362323 Cust: R 8975 JRef:1X3U89750137 T8 / FROM: RAA Qty: 1 7A5/320 ,4EHJG ,01 D ,RH01 / 4EHB / 2601 HAYDEN EXPRESS / ELEV.G DrwNo: 078.21.1706.36848 Truss Label: A7 / YK 03/19/2021 11 7'1"2 + 9' 16'8" 7'1"2 1.10'l4 T8" 2" 30'8" 6'4" TIT' 32'�14 39,8" 1.106' 14 7' 1 "2 .5X5 -4X4 =5X5 =5X5 12 0 2X4 D E T2 F T3 G_ 9xa r.rr�i:a:v� 39'8" 9'10" 10, 10, i 91101. 1' 9'10" 19,10" T 29'10" 39'8" Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-16 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Kzt: NA Des Ld: 37.00 Mean Height: 20.91 ft NCBCLL: 10.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 Spacing: 24.0 " C&C Dist a: 3.97 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 _ Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; T2,T3 2x4 SP #1; Bot chord: 2x4 SP #1; Webs: 2x4 SP #3; W3,W6 2x4 SP #2 N; Bracing (a) 1X4 #3SRB or better continuous lateral restraint to be equally spaced. Attach with (2) 8d Box or Gun nails(0.113"x2.5",min.). Restraint material to be supplied and attached at both ends to a suitable support by erection contractor. (a) or scab reinforcement may be used in lieu of CLR restraint. substitute (1) scab for (1) CLR and (2) scabs for (2) CLR'S where shown. Scab reinforcement to be same size, species, grade, and 80% length of web member. Attach with 0.128x3" gun nails @ 6" oc. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. 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): 0.367 L 999 360 Lu: NA Cs: NA VERT(CL): 0.681 L 694 240 Snow Duration: NA HORZ(LL): 0.110 K - - HORZ(TL): 0.203 K Building Code: Creep Factor: 2.0 FBC 7th Ed. 2020 Res. Max TC CSI: 0.898 TPI Sid: 2014 Max BC CSI: 0.869 Rep Fac: Yes Max Web CSI: 0.320 FT/RT:20(0)/10(0) Plate Type(s): VIEW Ver. 20.02.00A.1020.20 in/nvr °qll{114111o�pr���' CENS�' a a No .86367 ® 1! w m -0 °® STATE OF a w 0 ®p 11 N Q 1 --*18'8"12 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 1546 /- /- /864 /827 /166 N 1546 /- /- /864 /827 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.8 N Brg Width = 8.0 Min Req = 1.8 Bearings B & I are a rigid surface. Bearings B & I require a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - C 1624 - 2998 F - G 1541 - 2758 C - D 1561 - 2811 G - H 1561 - 2812 D - E 1541 - 2757 H -1 1624 - 2998 E - F 2044 - 3700 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - M 2681 -1371 L - K 3612 -1840 M - L 3615 -1842 K - 1 2681 -1371 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. D - M 776 - 360 F - K 638 - 989 M - E 641 - 992 K - G 773 - 357 s •de NAL Dose° ds F FL REG# 278, Yoonhwak Kim, FL PE #86367 03/22/2021 **WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, hand lin -shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) fo'r sa shipping, practices pnor to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached rigid ceiling Locations shown for Permanent lateral restraint of_webs shall have bracing installed per BCSI sections B3, B7 or B10, as applicable. Apply plates to each face off truss and position as shown above and on the Joint Details, unless noted otherwise. Defer to ALPINE drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW BuildinccL Components Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the ANMCOMPANY truss in conformance with ANSI PI-1, or for handling, shipping,, installation and bracin4of trusses. A seal on this drawing, or cover page 6750 Forum Drive listing this drawing indicates acceptance of professional engineering responsibility solely -for the design shown. The suitability and use of This drawing for any sgructure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2. Suite 305 For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.or - Orlando FL, 32821 SEQN: 52661 / HIPS Ply: 2 Job Number: N362323 FROM: RAA Qty.. 1 ,7A5/320 ,4EHJG ,01 D ,RH01 / 4EHB / 2601 HAYDEN EXPRESS / ELEV.G Truss Label: A8G 2 Complete Trusses Required 'S" 7' 1314 19"0" 26'2"2 7' 6'S"14 -t- 2 + 6,4"2 y 5 12 =-6CDT2 6 =4X4 =8X8 =4X4 E F T3 T M f0 1 � 39'8" 1' 6'10"4 6'S"144-2 Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-16 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Kzt: NA Des Ld: 37.00 Mean Height: 20.50 ft 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: 3.97 ft Loc. from endwall: NA GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; T2,T3 2x6 SP #2 N; Bot chord: 2x6 SP SS; Webs: 2x4 SP #3; Nailnote Nail Schedule:0.128"x3" nails Top Chord: 1 Row @12.00" o.c. Bot Chord: 1 Row @12.00" o.c. Webs • 1 Row @ 4" o c 6'5"14 65"14 19'10" 26'3"14 Cust: R 8975 JRe AMIJ89750137 T14 / DrwNo: 078.21.1706.35770 / YK 03119/2021 32'8" 39'8" 6514 j 7' =6G6 1112X4 =8X8 =3X8 =8X8 1112X4 v 6'5"14 6'10"4 32'9"1 - —1 39'8" 1� Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# Gravity Non -Gravity Pf: NA Ce: NA VERT(LL): 0.434 E 999 360 Loc R+ / R- / Rh / Rw / U / RL Lu: NA Cs: NA VERT(CL): 0.813 E 581 240 B 3115 !- /- /- /1614 /- Snow Duration: NA HORZ(LL): 0.071 C - - 0 3115 A /- /- /1614 /- HORZ(TL): 0.133 C Wind reactions based on MWFRS Building Code: Creep Factor: 2.0 B Brg Width = 8.0 Min Req = 1.8 FBC 7th Ed. 2020 Res. Max TIC CSI: 0.542 0 Brg Width = 8.0 Min Req = 1.8 TPI Std: 2014 Max BC CSI: 0.411 Bearings B & H are a rigid surface. Rep Max Web CSI: 0.743 Bearings B & H require a seat plate. FT/RT:2:20(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. WAVE VIEW Ver: 20.02.00A.1020.20 B - C 1762 - 3442 E - F 2781 - 5458 C - D 2492 - 4892 F - G 2493 - 4893 D - E 2781 - 5458 G - H 1763 - 3443 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp B - N 3147 -1600 L - K 4957 - 2539 N - M 3136 -1600 K - J 3137 -1601 M - L 4956 - 2539 J - H 3148 -1601 Use equal spacing between rows and stagger nails it11�11� I1 I1li in each row to avoid splitting. �'go4��wi N/A `��oir ij,* Maximum Web Forces Per Ply (Ibs) +1` 1 ,l Loading a ��0 /l� Webs Tens.Comp. Webs Tens. Comp. #1 hip s pports 7-0-0 jacks with no webs. ``�® C - M 1951 - 991 L - F 553 -267 A* t o M - D 488 - 672 F - K 488 - 672 Wind ® d No0�3�7 % D-L 554 -267 K-G 1951 -991 Wind loads and reactions based on MWFRS. + Wind loading based on both gable and hip roof types. n p *' m a STATE OFOR I • 4r� ONAL /Alill)t094161 FL REG# 278, Yoonhwak Kim, FL PE #86367 03/22/2021 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shi ping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) for safety practices pnor to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached rigid ceilin Locations shown for permanent lateral restraint of webs shall have bracin installed -per BCSI sections B3, B7 or B10, _ as applicable. Applgy plates to each face, of truss -and position as shown above and on the Joirl Details, unless noted otherwise. Refer to ALPINE� drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW BuildinggComponents Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the -COWAW truss in conformance with ANSI 1, or for handling, shipping,. Installation and bracin4 of trusses. A seal on this drawing or cover paqa 6750 Forum Drive listing this drawingp indicates acceptance of professional eng�Ineering responsibilitty� solely -for the design shown. The suitability and use of this drawing for any sffucture is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2. Suite 305 For more information -see these web sites: Alpine: alpineilw com• TPI: tpinst orq• SBCA• sbcindustrycom• ICC: iccsafe orq• AWC: awc orq Orlando FL, 32821 SEQN: 526751 SPEC Ply: 2 Job Number: N362323 Cust: R 8975 JRef:1X3U89750137 T15 / FROM: RAA Qty. 1 ,7A5/320 ,4EHJG ,01 D ,RH01 / 4EHB / 2601 HAYDEN EXPRESS / ELEV.G DrwNo: 078.21.1706.37348 Truss Label: A913 ! YK, 0311912021 2 Complete Trusses Required 4 101 20„ 244'8" 32'8" F 30r '40i' S87'114 '{' 8' =5X5 D T 12 5 2X4 I/16X8 TIRIS) 1112X4 T3 =8X8 =6X6 T4 C F G H o W iC1 -4X6(A B1) A l �3 B1 =8X10 -H0710 =8X8 1112X4 39'8" 10' 10, 78„ 1 51„12 10' 20' 27'8" 32'912 Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-16 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Kzt: NA Des Ld: 37.00 Mean Height: 21.30 ft 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: 3.97 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; T3 2x6 SP #2 N; T4 2x6 SP SS; Bot chord: 2x6 SP SS; B1 2x6 SP #2 N; Webs: 2x4 SP #3; W3 2x4 SP #2 N; Nailnote Nail Schedule:0.128"x3" nails Top Chord: 1 Row @12.00" o.c. Bot Chord: 1 Row @12.00" o.c. Webs : 1 Row @ 4" o.c. Use equal spacing between rows and stagger nails in each row to avoid splitting. Special Loads ------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC: From 55 plf at -1.00 to 55 plf at 21.18 TC: From 28 plf at 21.18 to 28 plf at 32.67 TC: From 55 plf at 32.67 to 55 plf at 40.67 BC: From 20 plf at 0.00 to 20 pif at 20.00 BC: From 10 plf at 20.00 to 10 plf at 32.64 BC: From 20 plf at 32.64 to 20 plf at 39.67 TC: 175 lb Conc. Load at 22.60,24.60,26.60,28.60 30.60,32.60 TC: 211 lb Conc. Load at 32.67 BC: 1397 lb Conc. Load at 21.18 BC: 130 lb Conc. Load at 22.60,24.60,26.60,28.60 30.60, 32.64 BC: 363 lb Conc. Load at 32.67 Wind Wind loads and reactions based on MWFRS. Wind loading based on both gable and hip roof types. Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA I Defl/CSI Criteria PP Deflection in loc L/defl U# VERT(LL): 0.470 F 999 360 VERT(CL): 0.869 F 543 240 HORZ(LL): 0.104 D - - HORZ(TL): 0.192 D - - Building Code: Creep Factor: 2.0 FBC 7th Ed. 2020 Res. Max TC CSI: 0.755 TPI Std: 2014 Max BC CSI: 0.828 Rep Fac: No Max Web CSI: 0.986 FT/RT:20(0)/10(0) Plate Type(s): WAVE. HS VIEW Ver: 20.02.00A.1020.20 Additional Notes WIND LOAD CASE MODIFIED! It is the responsibility of the Building Designer and Truss Fabricator to review this drawing prior to cutting lumber to verify that all data, including dimensions and loads, conform to the architectural plans/specifications and fabricators truss layout. ,����irtaf►rr►i�o��� 1 �cEfYs�.�'P1d'' �y 9 b• No.86367 a �® STATE OF o 4cr1 39'8" 7' T T� r7 (V 4X8(B1) m io J 118'8"12 6'1VA 1' 39.81, ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 2707 /- /- /- /1550 A O 3744 /- /- /- /2192 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.9 O Brg Width = 8.0 Min Req = 2.2 Bearings B & I are a rigid surface. Bearings B & I require a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - C 1687 - 2915 F - G 3645 - 6372 C - D 1584 - 2809 G - H 3167 - 5551 D - E 1386 - 2447 H - 1 2442 - 4167 E - F 3646 - 6372 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp B - N 2650 -1522 L - K 3811 - 2230 N - M 5023 - 2894 K - 1 3816 - 2228 M - L 6149 - 3652 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. N - D 1927 -1050 G - L 684 - 843 N - E 1944 - 3315 L - H 2O31 -1093 E - M 1549 - 863 -, A' 4 / r_ *411% 1r11fssON A •�rge• FL REG# 278, Yoonhwak Kim, FL PE #86367 03/22/2021 **WARNING- READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handling shipping, installing. and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) r-safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise; top chord shall have properly attached structural sheathing and bottom chord shall have a properly attachetl rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracingq installed per BCSI sections B3, B7 or 1310. as applicable. Apply plates to each face of truss and position as shown above and on the Joint Details, unless noted otherwise. Refer to ALPINE drawings 16OA-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Buildin Components Group Inc. shall not. be respponsible for any deviation from this drawing, any failure to build the ANMCOWANY truss in conformance with ANSI 1, or for handling, shipping,, Installation and bracin of trusses. A seal on this drawing or cover pa a 6750 Forum Drive listing this drawing indicates acceptance of professional enccLLlneering responsibilittyv solely -for the design shown. The suitability and use of this Suite Fos drawing for any structure is the responsibility of the Building -Designer per ANSI/ l 1 Sec.2. For more information see these web sites: Alpine: al ineilw.com; TPI: t inst.or ; SBCA: sbcindust .com; [CC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 . SEQN: 526701 HIPS Ply: 1 Job Number: N362323 Cust: R 8975 JRef:1X3U89750137 T2 ! FROM: PFH Qty: 1 7A5/320 ,4EHJG ,01 D ,RHOl / 4EHB / 2601 HAYDEN EXPRESS / ELEV.G DrwNo: 078.21.1706.37426 Truss Label: 131 / YK 03/19/2021 s'7"6 } 9' 128" + 16'z"8 1 21'0"8 5'7"6 3'4"10 3'8" 3'6"8 4-10" 88S 8'8"8 Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-16 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II Des Ld: 37.00 EXP: C Kzt: NA Mean Height: 20.34 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 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Webs: 2x4 SP #3; Plating Notes (++) - This plate works for both joints covered. Wind Wind loads based on MWFRS with additional C&C member design. Right end vertical not exposed to wind pressure. Wind loading based on both gable and hip roof types. =4X4 -4X4 D E 21'0"8 4' 1 "4 12'9"12 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/l 0(0) Plate Type(s): T11"4 20'9" Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): -0.062 J 999 360 VERT(CL): 0.113 J 999 240 HORZ(LL): 0.025 G - - HORZ(TL): 0.047 G Creep Factor: 2.0 Max TC CSI: 0.480 Max BC CSI: 0.751 Max Web CSI: 0.677 Ver: 20.02.00A.1020.20 I4if 11111fill O�� WAk�o, ��®� ENs •��'�I* No. 86367 r - STATE QE a k,7,4 3"8 50"8 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 852 A A /478 /523 /137 H 779 A /- /399 /475 A Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 H Brg Width = - Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - C 900 -1408 D - E 726 -1025 C - D 766 -1177 E - F 753 -1164 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - J 1239 - 757 1 - H 1172 - 730 J - 1 1031 - 510 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. F - H 780 -1174 or eao"rflP�aNIAI t�"d► FL REG# 278, Yoonhwak Kim, FL PE #86367 03/22/2021 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and3BCA) for, safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached ri id ceilin Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10. as applicab�ie. App�y plates to each face, of truss and position as shown above and on the Join Details, unless noted otherwise. fefer to ALPINE drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Buildin Components Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the ANMCCWF truss in conformance with ANSI/ PI 1, or for handling, shipping,. installation and bracinq of trusses; A seal on this drawing or cover pa a 6750 Forum Drive listing this drawing indicates acceptance of professional en sneering responsibility solely -for the design shown. The suitability and use of this drawing for any structure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2. Suite 305 For more information see these web sites: Alpine: al ineitw.com; TPI:_t inst.or ;_SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 52668 / HIPS Ply: 1 Job Number: N362323 Cust: R 8975 JRef:1X3U89750137 T4 / FROM: RAA Qty: 1 7A5/320 ,4EHJG ,Ot D ,RH01 / 4EHB / 2601 HAYDEN EXPRESS / ELEV.G DrwNo: 078.21.1706.37425 Truss Label: 82G / YK 03/1912021 T l_C3 738 7'3"8 Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-16 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Kzt: NA Des Ld: 37.00 Mean Height: 19.92 ft NCBCLL: 0.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 Spacing: 24.0 " C&C Dist a: 3.00 ft Loc. from endwall: NA GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x6 SP #2 N; Webs: 2x4 SP #3; Rt Stub Wedge: 2x4 SP #3; Plating Notes (1) - plates so marked were sized using 0% Fabrication Tolerance, 0 degrees Rotational Tolerance, and/or zero Positioning Tolerance. Loading #1 hip supports 7-0-0 jacks with no webs. Wind Wind loads and reactions based on MWFRS. Wind loading based on both gable and hip roof types. 10'10" + 14'8" 21'0"8 3-10" 3'10" 64"8 =5X5 =4X4 =5X5 C D E =8X8 =4X4 21'0"B 7-1" 14'4"8 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: No FT/RT:20(0)/10(0) Plate Type(s): Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): 0.131 D 999 360 VERT(CL): 0.245 D 999 240 HORZ(LL): 0.034 G - - HORZ(TL): 0.064 G Creep Factor: 2.0 Max TC CSI: 0.733 Max BC CSI: 0.835 Max Web CSI: 0.333 Ver: 20.02.00A.1020.20 t,,t>,i11111iPlI���,r Al a d s N0, 8636% a a � r! • � r STATE 0F4,�� • ® • ,r a ®� 6'8" 21'0"B ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 1626 /- /- /- /982 /- F 1593 /- /- !- /940 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 2.3 F Brg Width = - Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - C 1911 - 3239 D - E 1698 - 2948 C - D 1728 - 2999 E - F 1893 - 3206 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - H 2919 -1698 G - F 2867 -1665 H - G 3234 -1969 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. C - H 837 - 319 G - E 875 - 344 D - G 359 - 379 40RIvr% �a �� s��es•e©• y� 'aa�PdS�aNdA; eye FL REG# 278, Yoonhwak Kim, FL PE #86367 03/22/2021 '*WARNING`" READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing.and bottom chord shall have a properly attached ri id ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, _ as applicable. Apply plates to each face; of truss and position as shown above and on the Join Details, unless noted otherwise. Ffefer to ALPINE� drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Building1.Components Group Inc. shall not, be responsible for any deviation from this drawing, any failure to build the nN mvmrnan�v truss in conformance with ANSI/TPI 1, or for handling-- shipping,, installation and bracing of trusses. - A seal on this drawing or cover pa a 675o Forum Drive listing this drawing indicates acceptance of professional en sneering responsibility solely -for the design shown. The suitability and use of this drawing for any sgructure is the responsibility of the Building -Designer per ANSIMI 1 Sec.2. Suite 305 For more information see these web sites: _Alpine: al ineitw.com; TPI: t insl.or SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 52645/ COMN Ply: 1 Job Number: N362323 Cust: R8975 JRef:1X3U89750137 T5 / FROM: RAA Qty: 2 7A5/320 ,4EHJG ,01 D ,RH01 / 4EHB / 2601 HAYDEN EXPRESS / ELEV.G DrwNo: 078.21.1706.37285 Truss Label: L1 / YK 03/19/2021 5' 10, i I 5' 5' i 12 = 4X4 4 T Ip B D M 4U i_o- _t2X4(A1) 111X4=2X4(A1) 10' 5' 5' 1 5' 10, Loading Criteria (psi) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.016 F 999 360 BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.028 F 999 240 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.005 F - - Des Ld: 37.00 EXP: C Kzt: NA Mean Height: 15.00 ft HORZ(TL): 0.009 F NCBCLL: 10.00 TCDL: 4.2 psf Building Code: Creep Factor: 2.0 Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.183 Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 TPI Std: 2014 Max BC CSI: 0.306 Spacing: 24.0 " C&C Dist a: 3.00 ft Rep Fac: Yes Max Web CSI: 0.079 Loc. from endwall: Any FT/RT:20(0)/10(0) GCpi: 0.18 Plate Type(s): Ver: 20.02.00A.1020.20 Wind Duration: 1.60 WAVE IVIEW Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Webs: 2x4 SP #3; Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 429 /- /- /273 /206 f79 D 429 /- /- /187 /206 /- 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 297 - 641 C - D 297 - 641 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - F 578 - 214 F - D 578 - 214 ,�>Lqii i t l l l III I' Ak Om w s i I�o.85367 a e. STATE OF ®4CC � 'r S • s s � FL REG# 278, Yoonhwak Kim, FL PE #86367 03/22/2021 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have proper)% attached structural sheathing and bottom chord shall have a properly attached ri id ceiling Locations shown for permanent lateral xespaint of webs shall have bracin installed per BCSI sections B3, B7 or 810, _ as applicable. Apply plates to each face of truss and position as shown above and on the Join f Details, unless noted otherwise. I, or 1 �� drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. �LPPII NN Alpine, a division of ITW Buildingg.�Components Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the ANnWCOWAW truss in conformance with ANSIII PI 1, or for handling, shipping,, installation and bracin4of trusses. A seal on this drawing or cover pa a 6750 Forum Drive listing this drawing indicates acceptance of professional en sneering responsibility solely -for the design shown. The suitability and use of This drawing for any s9r'ucture is the responsibility of the Build ingUesigner per ANSI/TPI 1 Sec.2. Suite 305 For more information see these web sites: AI ine:-al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 52663 / HIPS Ply: 1 Job Number: N362323 Cust: R 8975 J Ref: 1 X3U89750137 T30 / FROM: RAA Qly: 1 7A5/320 ,4EHJG ,01 D ,RH01 / 4EHB / 2601 HAYDEN EXPRESS / ELEV.G DrwNo: 078.21.1706.37175 Truss Label: UG / YK 03/1912021 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' 7' 10, 3' 4' 3' 12 4 =4X4 =4X4 C D T B E 4L F g'g" H G 2X4(A1) 1112X4 1112X4 _2X4(A1) 1 3'1"12 3'1"12 Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Webs: 2x4 SP #3; Special Loads ------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC: From 55 pif at -1.00 to 55 plf at 3.00 TC: From 27 plf at 3.00 to 27 plf at 7.00 TC: From 55 plf at 7.00 to 55 plf at 11.00 BC: From 20 plf at 0.00 to 20 plf at 3.03 BC: From 10 plf at 3.03 to 10 plf at 6.97 BC: From 20 plf at 6.97 to 20 plf at 10.00 TC: 98 lb Conc. Load at 3.03, 6.97 TC: 63 lb Conc. Load at 5.00 BC: 119 lb Conc. Load at 3.03, 6.97 BC: 50 lb Conc. Load at 5.00 Wind Wind loads and reactions based on MWFRS. Wind loading based on both gable and hip roof types. more 10, 3'8"8 3'1"12 6'10"4 10, Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# Gravity Non -Gravity Pf: NA Ce: NA VERT(LL): 0.037 G 999 360 Loc R+ / R- ! Rh / Rw / U / RL B 628 /- /- /- /276 A Lu: NA Cs: NA VERT(CL): 0.074 G 999 240 Snow Duration: NA HORZ(LL): 0.011 G - - E 628 /- /- A /276 /- HORZ(TL): 0.020 G Creep Factor: 2.0 Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 Building Code: FBC 7th Ed. 2020 Res. Max TC CSI: 0.337 E Brg Width = 8.0 Min Req = 1.5 TPI Std: 2014 Max BC CSI: 0.502 Bearings B & E are a rigid surface. Rep Fac: Varies by Ld Case Max Web CSI: 0.070 Bearings B & E require a seat plate. Members not listed have forces less than 375# FT/RT:20(0)/10(0) Maximum Top Chord Forces Per Ply (Ibs) Plate Type(s): I Chords Tens.Comp. Chords Tens. Comp. VIEW Ver: 20.02.00A.1020.20 WAVE B -C 506 -1313 D-E 506 -1313 C - D 461 -1249 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - H 1226 - 466 G - E 1226 - 466 H - G 1249 - 461 `1��t�i111111I/fl0 AWAk 1 4 m No. 86357 ® • .s a • o no STATE OFZORIV b q� FL REG# 278, Yoonhwak Kim, FL PE 486367 03/22/2021 -WARNING- READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS quire extreme care in fabricatingg handlin shi ping, installing and bracing. , Refer to and follow the latest t Safety Information, by TPI and'SBCA) fo'r satPety practices prior to performing these functions. Installers r BCSI. Unless noted otherwise, top chord shall have �roper)y.attached structural sheathing and bottom ch 4id ceilin Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI s 51e_ Apply plates to each face. of truss and position as shown above and on the Joinl9Details, unless note( of rision of ITW Buildin$Components Group Inc. shall not be responsibl for any deviation from this drawing, any failure to build the formance with ANSI -PI 1, -orfor handling, shipping,, installation an'sbracing of trusses. A seal on this drawing or cover pa e rawing indicates acceptance of professional engeering responsibility solely -for the design shown. The suitability and use of this any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. Y ALPINE ANMCOMPANY 6750 Forum Drive Suite 305 Orlando FL, 32821 SEQN: 526461 EJAC Ply: 1 Job Number: N362323 Cust: R 8975 JRef1X3U89750137 T37 / FROM: RAA Qly: 3 , A5/320 ,4EHJG ,01 D ,RH01 / 4EHB / 2601 HAYDEN EXPRESS / ELEV.G DrwNo: 078.21.1706.37176 Truss Label: EJ3L / YK 03/1912021 12 4 F_� C T 9r87 Ln B M �- ti 3T­ 5, A 8,8�r D Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-16 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: 11 EXP: C Kzt: NA Des Ld: 37.00 Mean Height: 15.00 ft NCBCLL: 10.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 Spacing: 24.0 " C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Additional Notes Provide (2) 0.131 "x3.0", min. toe -nails at top chord. Provide (2) 0.131"x3.0", min. toe -nails at bottom chord. Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Sid: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc 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: 0.079 Max BC CSi: 0.071 Max Web CSI: 0.000 VIEW Ver: 20.02.00A.1020.20 ♦ Maximum Reactions (Ibs) . Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 185 /- /- /149 /85 /67 D 50 /- /- /27 /- /- C 63 /- /- /36 /54 A Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Members not listed have forces less than 375# ®�Al�lLI�l� I jiff it! .19 Nv, 85357 a a g`y o STATE OF � � w h O41 f f�`°l�Ssr0IVAL �141964iii4li►ld�' FL REG# 278, Yoonhwak Kim, FL PE #86367 03/22/2021 **WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. -Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI an c� SBCA) for satPety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have proper)v attached structural sheathing and bottom chord shall have a properly - attachetl ri id ceiling Locations shown for permanent lateral restraint of webs shall have bracincc1l installed per BCSI sections B3, B7 or B10, _ as applicab a. Apply plates to each face of truss and position as shown above and on the Joint Details, unless noted otherwise. f�efer to ALPINE� drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Buildin Components Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the A-COWAW truss in conformance with ANSI/ PI 1, or for handling, shipping,, Installation and bracin of trusses. A seal on this drawing or cover pa a 6750 Forum Drive listing this drawing indicates acceptance of professional engineering responsibility solely -for the design shown. The suitability and use ofg is drawing for any structure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2. Suite 305 For more information see these web sites: Alpine: aI ineitw.com;_ TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 52647 / JACK Ply: 1 Job Number: N362323 Cust: R 8975 JRef:1X3U89750137 T36 / FROM: RAA Qty: 4 7A5/320 ,4EHJG ,01 D ,RH01 / 4EHB / 2601 HAYDEN EXPRESS / ELEV.G DrwNo: 078.21.1706.37316 Truss Label: CAL / YK 03/19/2021 Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des LC 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " 12 4 B A 2X4(A1) 1, 11114 11"4 Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: I I 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 GCp!: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Additional Notes Provide (2) 0.131 "x3.0", min. toe -nails at top chord. Provide (2) 0.131"x3.0", min. toe -nails at bottom chord. Snow Criteria (Pg,Pfin PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): C 9'0"3 7"11 $rpn D Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): NA VERT(CL): NA HORZ(LL): 0.000 D HORZ(TL): 0.000 C - Creep Factor: 2.0 Max TC CSI: 0.063 Max BC CSI: 0.009 Max Web CSI: 0.000 Ver: 20.02.00A.1020.20 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 141 /- A /134 /102 /31 D 10 /-1 /- /16 /11 /- C - /-15 /- /29 /28 /- 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# ggtyrit11�1rrrr�r��pf Does*so r��e CE No. 86367 •: r o STATE OF�c,�q 'rd of GOOD b r04dlt!Illillli��, FL REG# 278, Yoonhwak Kim, FL PE #86367 03/22/2021 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! —IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached ri id ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, as applicable. Apply plates to each face. of truss and position as shown above and on the Joinl Details, unless noted otherwise. Pefer to ALPINE drawings 16OA-Z for standard plate positions. Refer to job's General Notes -page for additional information. Alpine, a division of ITW Building Components Group Inc. shall not. be responsibl for any deviation from this drawing, any failure to build the ANMCOMPANY truss in conformance with ANSI/l PI 1, or for handling, shipping,, installation anbracingof trusses. A seal on this drawingor cover page 6750 Forum Drive listing this drawing indicates acceptance of professional engineering responsibilittyy solely -for the design shown. -The suitabiliy and use of this drawing for any structure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2. Suite 305 For more information see these web sites: Alpine: al ineitw.com; TPI _t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 52648 / SPEC Ply: 1 Job Number: N362323 Cust: R 8975 JRef:1X3U89750137 T29 FROM: RAA Qty: 1 7A5/320 ,4EHJG ,01 D ,RH01 / 4EHB / 2601 HAYDEN EXPRESS / ELEV.G DrwNo: 078.21.1706.37206 Truss Label: E1 / YK 03/19/2021 Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 15.00 It TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Webs: 2x4 SP #3; Plating Notes All plates are 2X4 except as noted. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. 4' 6'5"1 7"14 4' 2' 3 =4X4 1� C 67'14 4' 1'1114 4' 5'11"14 6'7"14 "i 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): 0.011 G 999 360 Lu: NA Cs: NA VERT(CL): 0.019 G 999 240 Snow Duration: NA HORZ(LL): 0.008 E - - HORZ(TL): 0.015 E Building Code: Creep Factor: 2.0 FBC 7th Ed. 2020 Res. Max TC CSI: 0.147 TPI Std: 2014 Max BC CSI: 0.152 Rep Fac: Yes Max Web CSI: 0.428 FT/RT:20(0)/10(0) Plate Type(s): VIEW Ver: 20.02.00A.1020.20 WAVE t 14 5 �g,4„ 4\\\1-48-8.. III /// ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ /R- /Rh /Rw /U /RL B 310 /- /- /206 /147 f71 D 246 /- A /122 /111 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 D Brg Width = 3.3 Min Req = 1.5 Bearings B & D are a rigid surface. Bearing B requires a seat plate. Members not listed have forces less than 375# ,,AIIIIttrrfflf �&� 4W AI( `-��E fv`�s'�°/•�rP�J�i No. 86367 r r STATE OFNA ° iii�e,i�llallt9�® FL REG# 278, Yoonhwak Kim, FL PE #86367 03/22/2021 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlingshipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building -- Component Safety Information, by TPI and SBCA) y satPety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have proper)% attached structural sheathing and bottom chord shall have a properly attached ri id ceiling Locations shown for ermanent 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 Joinf9Details, unless noted otherwise. Refer to ALPINE drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Aline, a division of ITW BuildingQ Components Group Inc. shall not.be resp, onsible for any deviation from this drawing, any failure to build the truss in conformance with ANSI PI 1, or for handling, shipping,. installation and bracin of trusses. A seal on this drawingor cover pa a 6750 Forum Drive listing this drawing indicates acceptance of professional en ineenng responsibilittyv solely -for the design shown. The suitability and use of this drawing for any structure is the responsibility of the Buildingq5esigner per ANSI/TPI 1 Sec.2. Suite 305 For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 52649 / SPEC Ply: 1 Job Number: N362323 Cust: R 8975 JRef:1X3U89750137 T17 1 FROM: RAA Qty: 1 ,7A5/320 ,4EHJG ,01 D ,RH01 / 4EHB / 2601 HAYDEN EXPRESS / ELEV.G DrwNo: 078.21.1706.367B5 Truss Label: E2 / YK 03/19/2021 L 3'8" 4'4" 6'51 f'T'14 r— 3:8:: 8��'�' 2'1�"1�' 3 =4X4=4X4 12 C D T T 5T E O N Ia B9,4 17'14---ILJIM �T 1e,8„ 4X4(B1) J=4X4=2X41A1) 6'7"14 3'9"12 4"� 1'9"10 1 3'9:12 42 4z 811 14 , 8" k67"14 Loading Criteria (psf) Wind Friteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc L/defl L/# Gravity Non -Gravity TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.011 J 999 360 Loc R+ / R- / Rh / Rw / U / RL BCLL: 0.00 Encloslure: Closed Lu: NA Cs: NA VERT(CL): 0.020 J 999 240 B 310 /- /- /208 /147 /66 BCDL: 10.00 Risk d1ategory: II _ Snow Duration: NA HORZ(LL): 0.008 F - - E 246 /- /- /123 /112 /- EXP: C Kzt: NA Des Ld: 37.00 HORZ(TL): 0.014 F - - Wind reactions based on MWFRS Mean eight: 15.00 ft B Br Width = 8.0 Min Re NCBCLL: 10.00 Building Code: Creep Factor: 2.0 9 q = 1.5 TCDL 5.2 psf E Br Width = 3.3 Min Re 1.5 Soffit: 0.00 BCDL 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.125 g q = Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 TPI Std: 2014 Max BC CSI: 0.151 Bearings B & E are a rigid surface. Re Fac: Yes Max Web CSI: 0.439 Bearing B requires a seat plate. Spacing: 24.0 " C&C gist a: dwa ft p Members not listed have forces less than 375# Loc. from endwall: Any FT/RT:20(0)/10(0) GCpi: 0.18 Plate Type(s): Wind Duration: 1.60 WAVE VIEW Ver: 20.02.00A.1020.20 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Webs: 2x4 SP #3; Plating Notes All plates are 2X4 except as oted. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both able and hip roof types. �, � �A' No. 86367 61 w O STATE OF cc,`„ p�"�'� ,' ®� ORIV�-' /sA�P41100NAL FL REG# 278, Yoonhwak Kim, FL PE 486367 03/22/2021 "'WARNING"' READ AND FOLLOW ALL NOTES ON THIS DRAWING "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS russes require extreme raren-fabricatinc� handlin shipping, installing and bracing.Refer to and follow the latest edition of BCSI (Building - --- ;omponent Safety Informatio by TPI ancl'SBCA) for safety practices prior to performing -these functions. Installers shall provide temporary. :racing er BCSI. Unless noted otherwise, top chord shall have proper)v attached structural sheathing and bottom chord shall have a properly ttached ri4id ceiling Locations shown for ermanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, - s applicable. Apply plates to each face: of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to ALPINE� Irawings-160XZ for standard late positions. Refer to job's General.Notes page for additional information. �Ipine, a division of ITW Build$Components Group Inc..shall not be responsible for any deviation from this drawing, any, failure to build the ANR CCWANY ss in conformance with AN§I/TPI 1, or for handling, shipping,- installation and bracihq of trusses. A seal on this drawin or cover page 6750 Forum Drive sting this drawing indicates acceptance of professional engineering responsibility solely -for the design shown. The suitabilit9y and use of ibis rawmg for any structure is the responsibility of the Building0 esigner per ANSI/TPI 1 Sec.2. Suite 305 or more information see these �eb sites: Alpine: alpineitw.com: TPI: tpinst.orq: SBCA: sbcindustrv.com: ICC: iccsafe.ora: AWC: awc.om Orlando FL, 32821 SEQN: 52664 / HIPS Ply: 1 Job Number: N362323 Cust: R 6975 JRef:1X31.189750137 T1 / FROM: RAA Qty: 1 7A51320 ,4EHJG ,01 D ,RH01 / 4EHB / 2601 HAYDEN EXPRESS / ELEV.G DrwNo: 078.21.1706.36987 Truss Label: E3G / YK` 03/19/2021 1'T 64" 8' f 1'8N 4,8„ V8 'I 12 5 =4X4 =4X4 C D T T P B E N N � � A F 88, H G I 4X4(B1) 1112X4 1112X4=4X4(B1) 8' 8' Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSl Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# Gravity Non -Gravity TCDL: 7.00 Spee : 160 mph Pf: NA Ce: NA VERT(LL): 0.009 H 999 360 Loc R+ / R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.016 H 999 240 B 324 /- A A /169 A BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.004 G - - 1 324 /- A A /169 A EXP: C Kzt: NA Des Ld: 37.00 HORZ(TL): 0.007 G Wind reactions based on MWFRS Mean Height: 9.32 ft B Br Width = 8.0 Min Re 1.5 NCBCLL: 0.00 Building Cade: Creep Factor: 2.0 9 q = TCD : 4.0 psf 1 Br Width = 8.0 Min Re 1.5 Soffit: 0.00 gCDLI: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.207 g q = Load Duration: 1.25 MWF S Parallel Dist: 0 to h/2 TPI Std: 2014 Max BC CSI: 0.207 Bearings B & E are a rigid surface. Spacing: 24.0 " C&C Dist a: 3.00 ft Rep Fac: No Max Web CSI: 0.017 Bearings B & E require a seat plate. 0 /10 0 Members not listed have forces less than 375# FT1RT:20O O Loc. iom endwall: Any Maximum Top Chord Forces Per Ply (Ibs) GCpi: 0.18 Plate Type(s): Chords Tens.Comp. Chords Tens. Comp. Wind Duration: 1.60 WAVE VIEW Ver: 20.02.00A.1020.20 Lumber B - C 172 -400 D - E 172 -400 Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Webs: 2x4 SP #3; Special Loads --(Lumber Dur.Fac.=1.25 Plate Dur.Fac.=1.25) TC: From 55 plf at -11.00 to 55 pIf at 1.67 TC: From 37 plf at 1.67 to 37 plf at 6.33 TC: From 55 plf at 6.33 to 55 plf at 9.00 BC: From 20 plf at d.00 to 20 plf at 1.67 BC: From 17 plf at 1.67 to 17 plf at 6.33 tt�vl�l1 f tt)pp f10 From BC: 19 ib Conc. Load at 1.67, 6.33 0 plf at 8.00 * n�easN/^� We & 4 .-1 '00.� Wind�A^'gbf�/ Wind loads and reactions based on MWFRS. > • t�= C va Wind loading based on both 1 able and hip roof types. : 0 NO. 86367 O ar a ®� 4a STATE OF °"�s;0�v� ��,, 1111 FL REG# 278, Yoonhwak Kim, FL PE 486367 03/22/2021 **W RNING- 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 Informatio , 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 �roper)v attached structural sheathing and bottom chord shall have a properly attached ri id ceilin Locations shown for ermanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10. .sap plicable. Applgy plates to each face off truss and position as shown above and on the Joint9Details, unless noted otherwise. Refer to -- ALPINE drawings 160A-Z for standard) plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW BuildinccLLComponents Group Inc. shall not, be responsible for any deviation from this drawing, any, failure to build the ANMCOMGAW truss in conformance with ANSI/TPI 1, or for handling, shipping,, Installation. and bracin of trusses; A seal on this drawing or cover pa a 6750 Forum Drive listing this drawing indicates acceptance of professional engineering responsibilitty� solely or the design shown. The suitability and use of this drawing for any structure is the responsibility of the Building -Designer per ANSIrr 11 Sec. 2. Suite 305 For more -information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindusl .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 52665 / MONO Ply: 2 Job Number: N362323 Cust: R 8975 JRef:1X3U89750137 T7 FROM: RAA Qty: 1 7A5/320 ,4EHJG ,01 D ,RH01 / 4EHB / 2601 HAYDEN EXPRESS / ELEV.G DrwNo: 078.21.1706.37269 Truss Label: MG1 KD / YK 03119/2021 2 Complete Trusses Required 32"8 7' f 3,2 T9„8 1112XC 12 5 F,--- 4BX4 n rN f7 4X4A(A1) T 1 LJ 18'8"12 E D 1114X6 1114X8 T 3'012 3'11"4 r 3'0"12 '1 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: 12.0 " Wind Criteria WindStd: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mear� Height: 20.70 ft TCDL: 4.2 psf BCDL: 5.0 psf MWF�S Parallel Dist: 0 to h/2 C&C Pist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18_ Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Sot chord: 2x6 SP SS; Webs: 2x4 SP #3; Nailnote Nail Schedule:0.128"x3" nails Top Chord: 1 Row @12.00" o.c. Bot Chord: 1 Row @ 4.25" 6.c. Webs : 1 Row @ 4" o.c. Use equal spacing between rows and stagger nails in each row to avoid splitting[ Special Loads ------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC: From 28 plf at Q.00 to 28 plf at 7.00 BC: From 10 plf at QQQ.00 to 10 plf at 7.00 BC: 162 lb Conc. Load at 11.09 BC: 1593 lb Conc. Load at 3.09 BC: 779 lb Conc. Load at 5.09 Wind Wind loads and reactions baked on MWFRS. Right end vertical not exposed to wind pressure. Wind loading based on both gable and hip roof types. Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf., NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: No FT/RT:20(0)/l 0(0) Plate Type(s): Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): 0.018 E 999 360 VERT(CL): 0.033 E 999 240 HORZ(LL): -0.005 C - - HORZ(TL): 0.008 C Creep Factor: 2.0 Max TC CSI: 0.229 Max BC CSI: 0.292 Max Web CSI: 0.416 VIEW Ver: 20.02.00A.1020.20 &e,00099** �r�rei�t►vvare mAHWA �s •o ��c NSF •• ♦� +• rNO, 86367 0 'op. �' • o •+ 2. • w d� STATE OF ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL A 1400 /- P P /884 P D 1397 /- P P /882 /- Wind reactions based on MWFRS A Brg Width = 8.0 Min Req = 1.5 D Brg Width = - Min Req = - Bearing A is a rigid surface. Bearing A requires a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. A - B 862 -1363 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A - E 1244 - 785 E - D 1185 - 750 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. E - B 945 - 576 B - D 797 -1260 S •ORN •00®• b FL REG# 278, Yoonhwak Kim, FL PE #86367 03/22/2021 **WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS quire extreme carE in fabricating handling,shipping, installing, and bracing. Refer to and follow the latest edition of BCSI (Building t Safety Information, by TPI an fabricating, for sa ety practices prior to performing these functions. Installers shall provide temporary, - BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly id ceilin Locatiojls shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, e. Applgy plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. -Refer to 60A-Z for standard plate positions. Refer to job's General Notes page for additional information. truss in conformanc listing this drawing drawing for any stru • Alpine, a division ofFor more information deviation from this drawing, any failure to build the of trusses. A seal on this drawing or cover page or the design shown. The suitability and use of This ALPINE TPI: ANI COWANN 6750 Forum Drive Suite 305 Orlando FL, 32821 SEQN:52650/ SPEC Ply: 1 Job Number: N362323 Cust:R8975 JRef:1X3U8975D137 T18 / FROM: RAA Qty: 25 7A5/320 ,4EHJG ,01 D ,RH01 / 4EHB / 2601 HAYDEN EXPRESS / ELEV.G DrwNo: 078.21.1706.36550 Truss Label: EJ7 / YK 03/19/2021 6"3 t Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BOLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Soacina: 24.0 " 12 5 F,--- I 7 ti,7' Wind Criteria Snow Criteria (Pg,Pf in PSF) Wind Std: ASCE 7-16 Pg: NA -- Ct: NA CAT: NA Speed: Encl4ure: 160 mph Pf: NA Ce: NA Closed Lu: NA Cs: NA Risk Category: II Snow Duration: NA EXP: C Kzt: NA Mean Height: 20.50 ft Building Code: TCDL BCDL 4.2 psf 5.0 psf FBC 7th Ed. 2020 Res. MWFS Parallel Dist: 0 to h/2 TPI Std: 2014 C&C Dist a: 3.00 ft Rep Fac: Yes Loc. f}om endwall: not in 4.50 ft FT/RT:20(0)/10(0) IGCpi: 0.18 Plate Type(s): Duration: uration: 1.60 WA\rc C C Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): NA VERT(CL): NA HORZ(LL): -0.018 D HORZ(TL): 0.023 D Creep Factor: 2.0 Max TC CSI: 0.740 Max BC CSI: 0.549 Max Web CSI: 0.000 EW Ver: 20.02.00A.1020.20 21'10"3 co co in 18'8"12 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 327 /- /- /224 /164 /210 D 130 /- /- /71 /- /- C 175 /- /- /97 /206 A Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Members not listed have forces less than 375# Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Wind Wind loads based on MWFR�S with additional C&C member design. Wind loading based on both able and hip roof types. Additional NotesProvide 0.131"x3.0", �lAIIIPQII/%��tP toe min. Provide (2) 0.131"x3.0", min. -nails at ottom chord. y�4ge O� �Ye'�1 toe -nails at b °'�•� ti�CEN,9 a ° No, 8636i s � ® r^�..e 0 •e e ® • w Vol ° STATE 4F ®4,�� f0NAL FL REG# 278, Yoonhwak Kim, FL PE #86367 03/22/2021 "WANING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care�FFURNISH fabricating, handlin shipping, installing, and bracing. Refer -to and follow the latest edition of BCSI (Building Component Safety Informatio by TPI and SBCA) fo'r sa�ety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached ri id ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or 610, _ as applicable. Apply plates to each face oT truss and position as shown above and on the JoinDetails, unless noted otherwise. Refer to ALPINE� drawings 160A-Z for standardplate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Buildin Components Group Inc. shall not be responsible for any deviation from this drawing, any, failure to build the ANMCOMPAW truss in conformance with ANSI/ PI 1, or for handling, shipping,, installation and bracin of trusses. A seal on this drawing or cover page 6750 Forum Drive listing this drawing indicates acceptance of professional en meering responsibility solely -for the design shown. The suitability and use of This drawing for any structure is the responsibility of the Building�esigner per ANSI/TPI 1 Sec.2. Suite 305 For more information see these �eb sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 I SEQN: 52651 / EJAO Ply: 1 Job Number: N362323 Cust: R 8975 JRef:1X3U89750137 T25 / FROM: RAA Qty: 2 7A5/320 ,4EHJG ,01 D ,RH01 / 4EHB 12601 HAYDEN EXPRESS / ELEV.G DrwNo: 078.21.1706.36723 Truss Label: EJ2 / YK 03/19/2021 12 5 � C 9'7"1 B N N � it7 6-3 A D 4X4(B1) 11811 i a� 11811 Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# Gravity Non -Gravity TCDL: 7.00 Spee • 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 144 /- /- /122 /64 /54 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.000 D D 29 /- /- /15 /- /- EXP: C Kzt: NA Des Ld: 37.00 Mea HORZ(TL): 0.000 D C 25 TCDL 4.2 psf /- /- /15 /32 /- NCBCLL: 10.00 � Height: 15.00 ft Building Code: Creep Factor: 2.0 Wind reactions based on MWFRSB Br Width = 8.0 Min Re Soffit: 0.00 BCD�,*'.m 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.060 9 q = 1.5 Load Duration: 1.25 MWFS Parallel Dist: 0 to h/2 TPI Std: 2014 Max BC CSI: _ 0.021 D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Spacing: 24.0 " C&Cist a: 3.00 ft Rep Fac: Yes Max Web CSI: 0.000 Bearing B is a rigid surface. 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: 20.02.00A.1020.20 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Wind Wind loads based on MWFF S with additional C&C member design. Wind loading based on both gable and hip roof types. Additional Notes Provide (2) 0.131"x3.0", min toe -nails at top chord.Wd ,t� Provide (2) 0.131"x3.0", min. toe -nails at bottom chord. ,�� Q1`H ' 1� PJ too 00 a No.86367 STATE OF : 0 A 1. 4djd/191ts!►tpt4, FL REG# 278, Yoonhwak Kim, FL PE #86367 03/22/2021 **W RNING** 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 Informatio by TPI an c7 SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly attachetl ri id ceiling Locations shown for ermanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, as applicable. Apply pplates to each face. of truss and position as shown above and on the Join Details, unless noted otherwise. Defer to ALPINE drawings 160A-Z for standar plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Buil�inccLLComponents Group Inc. shall not be responsible for any deviation from this drawing, any, failure to build the ANMCCWAW truss in conformance with ANSI/TPI 1, or for handling, shipping,, installation and bracing of trusses. A seal on this drawing or cover pa a 675o Forum Drive listing this drawing indicates cceptance of professional en sneering responsibilityy solely -for the design shown. The suitability and use of this drawing for any structure is th responsibility of the Buildinguesigner per ANSI/TPI 1 Sec.2. Suite 305 For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEON: 52652 / JACK Ply: 1 Job Number: N362323 Cust: R 8975 JRef:1X3U89750137 T31 / FROM: RAA city: 1 7A51320 ,4EHJG ,01 D ,RH01 / 4EHB / 2601 HAYDEN EXPRESS / ELEV.G DrwNo: 078.21.1706.37020 Truss Label: CJ5A / YK 03/19/2021 Loading Criteria (psf) Wind TCLL: 20.00 Wind TCDL: 7.00 Spee BCLL: 0.00 Erick: BCDL: 10.00 Risk I Des Ld: 37.00 Mean NCBCLL:10.00 TCDL Soffit: 0.00 BCDL Load Duration: 1.25 MWF Spacing: 24.0 " C&C Loc. f Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Webs: 2x4 SP #3; Wind Wind loads based on MWFI member design. Left end vertical not expose( Wind loading based on both Additional Notes Provide hanger or special Provide hanger or special 19 D C 2X4 j 4'3"12 3"$ 4'0"4 13" 4'3"12 Itd: ASCE 7-16 160 mph ure: Closed ategory: II Kzt: NA ieight: 20.41 ft 4.2 psf 5.0 psf S Parallel Dist: 0 to h/2 ist a: 3.00 ft rm endwall: not in 4.50 ft GCpi: 0.18 iuration: 1.60 with additional C&C wind pressure. )le and hip roof types. at top chord. at bottom chord. Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): B 20'11"14 �r So N 18'8"12 Defl/CSI Criteria PP Deflection in ]cc Udefl U# VERT(LL): -0.000 A 999 360 VERT(CL): 0.000 A 999 240 HORZ(LL): -0.000 A - - HORZ(TL): 0.001 A Creep Factor: 2.0 Max TC CSI: 0.316 Max BC CSI: 0.224 Max Web CSI: 0.042 Ve r: 20.02.00A.1020.20 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL D 156 /- A /102 /121 /- B 119 A A /56 /96 M I S C 86 /- A /43 /- A Wind reactions based on MWFRS D Brg Width = - Min Req = - B Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Members not listed have forces less than 375# 0 ,,4111411ffff��'�F a � D No. 86367 m ® - v STATE OF V fS,O NaA 1 `�O FL REG# 278, Yoonhwak Kim, FL PE #86367 03/22/2021 **WAj2NING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS require extreme care in fabricating, handlin shipping, installing and bracing. , Refer to and follow the latest edition of BCSI (Building nent Safety Information, by TPI and SBCA) for satPety practices prior to performing these functions. Installers shall provide temporary CriCr er BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly d ri id ceilin Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B70, e. Appyj plates to each face oT truss and position as shown above and on the Join Details, unless noted otherwise. Refer to Is 160A-Z for standard( plate positions. Refer to job's General Notes page for additional information. a division of ITW BuildinccL Components Group Inc. shall not be responsible for any deviation from this drawing, any. failure to build the conformance with ANSI/TPI 1, or for handling, shipping,, installation and bracin4 of trusses. A seal on this drawing or cover pa e its drawing indicates acceptance ;of professional anglneenng responsibilityy solely -for the design shown. The suitability and use of this for any structure is the responsibility of the Building esigner per ANSI/TPI 1 Sec.2. information see these web sites: Alpine: alpineitw.com; TPI: tpinsl.orq; SBCA: sbcinduslrv.com: ICC: iccsafe.orq: AWC: awc.ora ALPINE AN rTW COMPANY 6750 Forum Drive Suite 305 Orlando FL, 32821 SEQN:52653/ JACK Ply: 1 Job Number: N362323 Cust:R8975 J Ref: 1 X3U89750137 T26 FROM: RAA Qty: 9 7A5/320 ,4EHJG ,01 D ,RH01 / 4EHB / 2601 HAYDEN EXPRESS / ELEV.G DrwNo: 078.21.1706.36849 Truss Label: CJ5 KID / YK 0311912021 T i C 12 20'11"14 5 F�77- v 00 EO o, N iy B a 18'8"12 D 4X4(B1) 1, 411"4 I 4'11"4 Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria TCLL: 20.00 Wind td: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in ]cc Udefl U# TCDL: 7.00 Spee 160 mph Pf: NA Ce: NA VERT(LL): NA BCLL: 0.00 Enclosure: Risk Closed Lu: NA Cs: NA VERT(CL): NA BCDL: 10.00 ategory: II Snow Duration: NA HORZ(LL): -0.006 D Des Ld: 37.00 EXP: Mean. C Kzt: NA Height: 20.07 ft HORZ(TL): 0.007 D - - NCBCLL: 10.00 TCDL 4.2 psf Building Code: Creep Factor: 2.0 Soffit: 0.00 BCDL 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.333 Load Duration: 1.25 MWF I S Parallel Dist: 0 to h/2 TPI Sid: 2014 Max BC CSI: 0.258 Spacing: 24.0 " C&C 4ist a: 3.00 ft Rep Fac: Yes Max Web CSI: 0.000 Loc. f om endwali: not in 4.50 ft FT/RT:20(0)/10(0) tGCpi: 0.18 Plate Type(s): VIEW Ver: 20.02.00A.1020.20 Wind Duration: 1.60 WAVE ♦ Maximum Reactions (lbs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 252 /- /- /180 /128 /152 C 121 /- /- /67 /143 /- D 91 A /- /49 /- A Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 C Brg Width = 1.5 Min Req = - D Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Members not listed have forces less than 375# Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Wind Wind loads based on MWFR3 with additional C&C member design. Wind loading based on both gable and hip roof types. Additional Notes ,41`11lf tIo►���� Provide (2) 0.131 "x3.0", min. toe -nails at top chord.i Provide (2) 0.131"x3.0", min. toe -nails at bottom chord. r1 Poo No 86i367 " a o % STATE OF 4, ,0 X% of flP,IV ONA' f ��d l Q 4 d i119111+�1 FL REG# 278, Yoonhwak Kim, FL PE #86367 03/22/2021 "WA NING*' READ AND FOLLOW ALL NOTES ON THIS DRAWING! —IMPORTANT•' URNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses -require extreme care in fabricating, handlin shipping, installing. and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have proper)V attached structural sheathing and bottom chord shall have a properly attached rigid ceiling Lo-atiorjs shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10 - as applicable: Apply pplates to each face of truss and position as shown above and on the Joint9Details, unless noted otherwise. Refer to drawings 160A-Z for standard[plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Building Components Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the truss in conformance with ANSI/) PI 1, or for handling, shipping,. installation and bracin of trusses. A seal on this drawing or cover pa e listing this drawing indicates acceptance of professional an meenng responsibilityv solely -for the design shown. The suitability and use of this drawing for any structure is the responsibility of the Building�Uesigner perANSI/TPI 1 Sec.2. For more information see these %6b sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.or ALPINE M" COMPANY 6750 Forum Drive Suite 305 Orlando FL, 32821 SEQN: 526541 JACK Ply: 1 Job Number: N362323 Cust: R 8975 JRef:1X3U89750137 T27 FROM: RAA Qty: 9 7A5/320 ,4EHJG ,01 D ,RH01 / 4EHB 12601 HAYDEN EXPRESS / ELEV.G DrwNo: 078.21.1706.36628 Truss Label: CJ3 / YK 03/19/2021 T Loading Criteria (psf) Wind TCLL: 20.00 Wind TCDL: 7.00 Spee BCLL: 0.00 Endo BCDL: 10.00 Risk f Des Ld: 37.00 Mean NCBCLL: 10.00 TCDL Soffit: 0.00 BCDL Load Duration: 1.25 MWF Spacing: 24.0 " C&C Loc. f Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; 12 C 1, 2'11"4 211 "4 ;td: ASCE 7-16 160 mph ure: Closed ategory: 11 Kzt: NA ieight: 19.65 ft 4.2 psf 5.0 psf S Parallel Dist: 0 to h/2 ist a: 3.00 ft )m endwall: Any GCpi: 0.18 luration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): T Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): NA VERT(CL): NA HORZ(LL): -0.001 D HORZ(TL): 0.001 D - Creep Factor: 2.0 Max TC CSI: 0.090 Max BC CSI: 0.080 Max Web CSI: 0.000 Ve r: 20.02.00A.1020.20 20'1 "14 ao 18'8"12 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 182 1- /- /139 /96 /98 C 66 /- /- /34 /81 /- D 53 /- /- /28/- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 C Brg Width = 1.5 Min Req = - D Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Members not listed have forces less than 375# Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both lable and hip roof types. Additional Notes Provide (2) 0.131 "x3.0", min. toe -nails at top chord. ,111ji 11i1fffff 6 Provide (2) 0.131 "x3.0", min. 1� toe -nails at bottom chord. r�16®N �y A i� ;Po,*, 'a CEN,900 PIP No .8fi367 m • e mp STATE OF �crft�" ®: z o mV0 w ''a'aSI NA1. FL REG# 278, Yoonhwak Kim, FL PE #86367 03/22/2021 ."WA�FFnURNISH NING_ READ AND FOLLOW ALL NOTES ON THIS DRAWING! "IMPORTANT" THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care Component Safety Information, bracing BCSI. Unless fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building by TPI an SBCA)_for sa shipping, practices rior to performing these functions. Installers shall provide temporary - per noted attached rr id ceilin Locations Applgy to otherwise, top chord shall have properyy attached structural sheathing and bottom chord shall have a properly shown for ermanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or 1310, face Refer as applicabgle. plates drawings 160A-Z for standard) each of truss and position as shown above and on the Joinf9Details, unless noted otherwise. to plate positions. Refer to job's General Notes page for additional information. ALPINE Alpine, a division of ITW Buildin truss in conformance with AN listing this drawing indicates acceptance drawing for Components Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the I I/�PI 1, or for handling, shipping,. installation and bracin of trusses. A seal on this drawin or cover pa a of professional en sneering responsibility solely -for the design shown. The suitabilit9y and use of this ANMCOWAW 6750 Forum Drive Suite 305 any structure is th� responsibility of the Buildinguesigner per ANSI/TPI 1 Sec.2. For more information see these web sites: Alpine: al ineitw.com; TPI: l inst.or ; SBCA: sbcindust .com; ]CC: iccsafe.or ; AWC: awc.or _ Orlando FL, 32821 I SEQN: 526551 JACK Ply: 1 Job Number: N362323 Cust: R8975 JR0:1=89750137 T13 / FROM: RAA Qty: 1 7A5/320 ,4EHJG ,01 D ,RH01 / 4EHB / 2601 HAYDEN EXPRESS / ELEV.G DrwNo: 078.21.1706.36675 Truss Label: CJ3A / YK 03/19/2021 12 5 B 20' 1 "14 A °O 18'8"12 C 4X4(B 1) 211 "4 ! 2'11"4 1 Loading Criteria (psf) Wind Criteria - Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# Gravity Non -Gravity TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): NA Loc R+ / R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): NA A 115 /- /- /69 144 /76 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): -0.002 C - B 74 /- /- /42 /88 /- EXP: C Kzt: NA Des Ld: 37.00 HORZ(TL): 0.002 C C 54 /- /- /30 Mcan Height: 19.86 ft Wind reactions based on MWFRS NCBCLL: 10.00 Building Code: Creep Factor: 2.0 TCD : .psf Soffit: 0.00 BCD : 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.114 A Brg Width = 8.0 Min Req = 1.5 Load Duration: 1.25 TPI Std: 2014 Max BC CSI: 0.083 B Brg Width = 1.5 Min Req = - MWF�2is Parallel Dist: 0 to h/2 C Brg Width = 1.5 Min Req = - Spacing: 24.0 " C&C Mist a: 3.00 ft Rep Fac: Yes Max Web CSI: 0.000 Bearing A is a rigid surface. Loc. Rom endwall: Any FT/RT:20(0)/10(0) Bearing A requires a seat plate. GCpi: 0.18 Plate Type(s): Members not listed have forces less than 375# Wind P uration: 1.60 WAVE VIEW Ver: 20.02.00A.1020.20 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Wind Wind loads based on MWFR S with additional C&C member design. Wind loading based on both able and hip roof types. Additional NotesProvide Provide (2) 0.131 "x3.0", min. toe -nails at bottomo chord. �AN, Y la k r�1�iA ` p4� ®O EN,9* 4� a z o No. 86367 m STATE OF • 4,` ORI r�fSJ0 +A, ,�,� FL REG# 278, Yoonhwak Kim, FL PE #86367 03/22/2021 **WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT`* FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handling shipping, installing and bracing-- Refer to and follow the latest edition of BCSI (Building Component Safety Informatio by TPI an c7 SBCA) r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached ri id ceilin Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, as applicable. Apply plates to each face of truss and position. as shown above and on the Join Details, unless noted otherwise. Refer to ALPINE drawings 160A-Z for standardl plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Building Components Group Inc. shall not be responsible for any deviation from this drawing, any, failure to build the ANRWCOMPAW truss in conformance with ANSI/1 PI 1, or for handling, shipping,, installation and bracin of trusses. A sea, on this drawingg or cover page 6750 Forum Drive listing this drawing indicates Acceptance of professional engineering responsibilit solely or shown. The suitabil!fy and use of this drawing for any structure is theresponsibility of the Building -Designer per ANSIITPI 1 Sec.2. Suite 305 For more information see these veb sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 526561 JACK Ply: 1 Job Number: N362323 Cust: R 8975 JRef:1X3U89750137 T28 / FROM: RAA Qty: 10 7A5/320 ,4EHJG ,01 D ,RH01 / 4EHB / 2601 HAYDEN EXPRESS / ELEV.G DrwNo: 078.21.1706.37112 Truss Label: CJ1 / YK 03/19/2021 Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Soacina: 24.0 " T 6"3 i Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: Kzt: NA Mean Height: 19.23 ft TCDL 4.2 psf BCDL 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. Im endwall: Any GCpi: 0.18 Winduration:1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Wind Wind loads based on MWFR member design. Wind loading based on both Additional Notes Provide (2) 0.131"x3.0", min. Provide (2) 0.131"x3.0", min. .. W, "IMPORTANT" Trusses require extreme car Component Safety Informati bracing per BCSI. Unless no attached rigid ceiling Locatii as applicable. Apply ��yylates drawings 160A-Z for siandar Alpine, a division of ITW Bui truss in conformance with Al listing this drawing indicateE drawing for any structure is t For more information see.lhese with additional C&C ible and hip roof types 12 5 C B1) [-- 11 "4 —� 1, 11 "4 11 "4 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): _F T 19'3"14 0 r 18'8"12 Defl/CSI Criteria PP Deflection in ]cc Udefl U# VERT(LL): NA VERT(CL): NA HORZ(LL): 0.000 D - HORZ(TL): 0.000 C - Creep Factor: 2.0 Max TC CSI: 0.060 Max BC CSI:. 0.011 Max Web CSI: 0.000 VIEW Ver: 20.02.00A.1020.20 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 135 /- A /123 /90 /44 C - All A /29 /31 /- D 14 /- A /10 /3 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 C Brg Width = 1.5 Min Req = - D Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Members not listed have forces less than 375# )e-nails at top chord. ,�%Jijj1aofrtory f// )e-nails at bottom chord. �q``®ONAH WA h- Ar of 9 so J 'r10 p No, 86367 8 s � � A 0 STATE OF r�S�QW I►� e FL REG# 278, Yoonhwak Kim, FL PE #86367 03/22/2021 4ING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! JRNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS fabricating handlin shipping, installing and bracing:, Refer to and follow the latest edition of BCSI (Building by TPI an 'SBCA) for safety practices prior to performing these functions. Installers shall provide temporary otherwise, top chord shall have proper)v attached structural sheathing and bottom chord shall have a properly shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or B10, ALPINE och face. of truss -and position as shown above and on the Joint Details, unless noted otherwise. Refer to ate positions. Refer to job's General Notes page for additional information. Components Group Inc. shall not.be responsible for any deviation from this drawing, any failure to build the AN—CCWA. PI 1, or for handling, shipping,, installation and bracing of trusses. A seal on this drawing or cover page 675o Forum Drive ;eptance of professional enpmeering responsibilitl solely for the design shown. The suitability and use of this esponsibility of the Building Designer per ANSI/TPI 1 Sec.2. Suite 305 b sites: Alpine: alpineilw.com; TPI: tpinst.orq; SBCA: sbcindustry.com; ICC: iccsafe.orq; AWC: awc.orq Orlando FL, 32821. SEQN: 52657 / JACK I Ply: 1 Job Number: N362323 Cust: R 8975 JRef:1X3U89750137 T33 / FROM: RAA Qty: 4 7A5/320 ,4EHJG ,01 D ,RH01 / 4EHB / 2601 HAYDEN EXPRESS / ELEV.G DrwNo: 078.21.1706.37113 Truss Label: CAE / YK 03/19/2021 12 5 C B T 9'3" 2 T 6"3 A $,$„ D 4X4(B1) 1, 11"4 —� 11 "4 Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc L/defl L/# Gravity Non -Gravity TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): NA Loc R+ / R- / Rh / Rw / U / RL BCLL: 0.00 Encloisure: Closed Lu: NA Cs: NA VERT(CL): NA B 135 /- /- /124 /77 /38 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): -0.000 C C - /-11 /- /27 /30 /- EXP: C Kzt: NA Des Ld: 37.00 Mean Height: 15.00 ft HORZ(TL): 0.000 C D 14 A A /9 /3 A Wind reactions based on MWFRS NCBCLL: 10.00 Building Cade: Creep Factor: 2.0 TCDL: 4.0 psf B Br Width = 8.0 Min Re 1.5 Soffit: 0.00 BCD �: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.060 g q = Load Duration: 1.25 MWF RS Parallel Dist: 0 to h/2 TPI Std: 2014 Max BC CSI: 0.011 C Brg Width = 1.6 Min Req = - Spacing: 24.0 " C&C Dist a: 3.00 ft Rep Fac: Yes Max Web CSI: 0.000 D Brg Width = 1.5 Min Req = - 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: 20.02.00A.1020.20 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Wind Wind loads based on MWFF S with additional C&C member design. Wind loading based on both able and hip roof types. Additional Notes Provide Provide (2) 0.131 "x3.0'", min. toe -nails at bottom 0.131"x3.0", min. toe -nails at o fiord. 04"bAH Y A GEfY`•' e N0, 86357 a . a , STATE OF a N'Aa FL REG# 278, Yoonhwak Kim, FL PE #86367 03/22/2021 "W RNING— 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 Informatio , by TPI and SBCA) for safpety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have proper)% attached structural sheathing and bottom chord shall have a properly attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or 1310, as applicable. Apply Oates to each face of truss and position as shown above and on the Joint Details, unless noted otherwise. Pefer to ALPINE drawings 16OA-Z for standard)I plate positions. Refer to jobs General Notes page for additional information. Alpine, a division of ITW Buildin Components Group Inc. shall not, be responsibl for any deviation from this drawing, any failure to build the ANR COMPANY truss in conformance with AN 1/�PI 1, or for handling, shipping,. installation ani bracin4of trusses. A seal on this drawing or cover pate 6750 Forum Drive listing this drawing indicates cceptance of professional en ineenng responsibility solely -for the design shown. The suitability and use of this drawing for any sgr'ucture is th responsibility of the Building�esigner per ANSI/TPI 1 Sec.2. Suite 305 For more information see theseweb sites: Alpine: al ineilw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 526581 HIP_ Ply: 1 Job Number: N362323 Cust: R 8975 JRef:1X3U89750137 T38 ! FROM: RAA Qty: 2 7A5/320 ,4EHJG ,01 D ,RH01 / 4EHB / 2601 HAYDEN EXPRESS / ELEV.G DrwNo: 078.21.1706.37427 Truss Label: HJ3L ! YK 03/19/2021 12 2.83 B 3,T,- 5, A E 2X4(A1) 1'5" 0Ta 4'2" 3 4'2"3 Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA BCLL: 0.00 R Risk ( sure: Closed LL ategory: II Lu: NA Cs: NA BCDL: 10.00 Snow Duration: NA Des Ld: 37.00 EXP: C Kzt: NA Building Code: NCBCLL: 10.00 Mean TCDL: Height: 15.00 ft 4.2 Soffit: 0.00 BCD L: psf 5.0 psf FBC 7th Ed. 2020 Res. Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 TPI Std: 2014 Spacing: 24.0 " C&C Dist a: 3.00 ft Rep Fee: Varies by Ld Case Loc. from endwall: Any FT/RT:20(0)/10(0) GCpi: 0.18 Plate Type(s): Wind Duration: 1.60 WAVE Lumber Top chord: 2x4 SIP #2 N; Bot chord: 2x4 SP #2 N; Special Loads ------(Lumber Dur.Fac.=1.25, Plate Dur.Fac.=1.25) TC: From 0 plf at -1i.41 to 54 plf at 0.00 0 TC: From 2 plf at .00 to 2 plf at 4.18 BC: From 2 plf at 00 to 2 plf at 4.18 TC: -2 lb Conc. Load at .37 BC: 19 lb Conc. Load at 1.37 Wind Wind loads and reactions bE Wind loading based on both Additional Notes Provide (2) 0.131"x3.0", Provide (2) 0.131"x3.0", on MWFRS. e and hip roof types. toe -nails at top chord. toe -nails at bottom chord. Defl/CSI Criteria PP Deflection in ]cc Udefl U# VERT(LL): NA VERT(CL): NA HORZ(LL): 0.001 D HORZ(TL): 0.004 D Creep Factor: 2.0 Max TC CSI: 0.120 Max BC CSI: 0.144 Max Web CSI: 0.000 Ver: 20.02.00A.1020.20 aN ,a'r,H rrp►'r WIf ��- � 000•y y No. 86367 p 0 0 0 o STATE OF m ro `..•d- ti C T 9'8"4 N y- r- co 8'8" D ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL E 142 A /- /- /86 /- D 69 /- A /- /6 /- C 36 A /- /- /8 A Wind reactions based on MWFRS E Brg Width = 10.6 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing E is a rigid surface. Bearing E requires a seat plate. Members not listed have forces less than 375# rl,�'.(� •e ������ Orb �. �ej�h� oo ORAo b `d /ON+A o 1 ' FL REG# 278, Yoonhwak Kim, FL PE #86367 03/22/2021 **WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin - shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Informatioi, by TPI an c7 SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached ripprd ceilin Locations shown for ermanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or B10, as applicable. Apply plates tb each face. of truss and position as shown above and on the Joint Details, unless noted otherwise. defer to ALPINE drawings 160A-Z for standar plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Buil�in Components Group Inc. shall not be responsible for any deviation from this drawing, any, failure to build the A-COMPAW truss in conformance with ANSI 1, or for handling, shipping,. installation and bracin of trusses. A sea! on this drawing or cover pa4e 675o Forum Drive listing this drawing indicates acceptance of professional engg�ineering responsibilitty� solely -for the design shown. The suitability and use of This drawing for any structure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2. Suite 305 For more information see these web sites: Aloine: aloineilw.com: TPI: toinst.oro SBCA: sbcindustrv.com, Mr, icrsefe_orny AWC• nwr. orn Orlando FL, 32821 SEQN: 52660 / HIP_ Ply: 1 Job Number: N362323 Cust: R 8975 JRef:1X3U89750137 T16 / FROM: RAA Qty: 2 7A5/320 ,4EHJG ,01 D ,RH01 / 4EHB / 2601 HAYDEN EXPRESS / ELEV.G DrwNo: 078.21.1706.36581 Truss Label: HJ2 / WHK 03/19/2021 T Loading Criteria (psi) Wind TCLL: 20.00 Wind TCDL: 7.00 Speei BCLL: 0.00 Enclo BCDL: 10.00 Risk EXP: Des Ld: 37.00 Mean NCBCLL:0.00 TCDL Soffit: 0.00 BCDL Load Duration: 1.25 MWFI Spacing: 24.0 " C&C I Loc. fi Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Loading Hipjack supports 1-7-8 setba Wind Wind loads and reactions ba Wind loading based on both Additional Notes Provide (2) 0.131"x3.0", min. Provide (2) 0.131"x3.0", min. **W, **IMPORTANT** �Tr�gges require extreme car Conent Safety Informati o. arcs i i ie�� truss listinr drawl For m 12 3.54 F::--- C 13119 1 r5rr 213119 :riteria Snow Criteria (Pg,Pf in PSF) Defi/CSI Criteria ;td: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# 160 mph Pf: NA Ce: NA VERT(LL): NA ure: Closed Lu: NA Cs: NA VERT(CL): NA ategory: II Snow Duration: NA HORZ(LL): -0.000 D : Kzt: NA HORZ(TL): 0.001 D Building Code: ieight: 15.00 ft Creep Factor: 2.0 .psf 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.076 S Parallel Dist: 0 to h/2 TPI Std: 2014 Max BC CSI: 0.019 ist a: 3.00 ft Rep Fac: No Max Web CSI: 0.000 rm endwall: NA FT/RT:20(0)/10(0) G.Cpi: 0.18 Plate Type(s): VIEW Ver: 20.02.00A.1020.20 luration: 1.60 tnrnvF jacks with no webs. 9'6" 13 (V $1$n ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ /R- /Rh /Rw /U /RL B 68 /- /- /- /43 /- D 3/- C 6 /- /- /- /6 /- 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# on MWFRS. e and hip roof types. �01 i I1 1 I t II P� nails at top chord. �� ( rt v e • • e s' nails at bottom chord. Eaa s s No. 86367 • o Mm'�agr � 4 Q STATE OF FL REG# 278,'Yoonhwak Kim, FL PE 486367 03/22/2021 NG— READ AND FOLLOW ALL NOTES ON THIS DRAWING! ZNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS ibricatinq,-handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building TPI an SBCA) fo'r sa shipping, practices prior to performing these functions. Installers shall provide temporary :herwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly sown for piermanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10 ,h face oT truss and.postion as shown above and on the Join Details, unless noted otherwise. Defer to uH-c Tor sTanaara 1piaie positions. Refer to jobs General Notes page for additional information. rision of ITW Building Components Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the formance with ANSI/TPI 1, or for handling, shipping,. installation and-bracinof trusses. A seal on this drawin or cover pa4e rawing indicates Occeptance of professional enc]ineering responsibility solely or the design shown. The suitabilii9y and use of )his any structure is thg responsibility of the Building -Designer per ANSIN] 1 Sec. 2. Trmation see these eb sites: Alpine: aloineitw.com: TPI: tpinst.ora: SBCA: sbcindustrv.com: ICC: iccsafe.ora: AWC: awc.ora ALPINE ANMCOMPANY 6750 Forum Drive Suite 305 Orlando FL, 32821 SEQN: 52659 /- SPEC Ply: 1 Job Number: N362323 Cust: R 8975 JRe AMIJ89750137 T19 / FROM: RAA City: 5 7A5/320 ,4EHJG ,01 D ,RH01 / 4EHB / 2601 HAYDEN EXPRESS / ELEV.G DrwNo: 078.21.1706.35722 Truss Label: HJ7 / WHK 03119/2021 s3 A I r Loading Criteria (psi) Winc TCLL: 20.00 Winc TCDL: 7.00 Spee BCLL: 0.00 Ench BCDL: 10.00 Risk EXP: Des Ld: 37.00 Meat NCBCLL:0.00 TCDI Soffit: 0.00 BCD Load Duration: 1.25 MWF Spacing: 24.0 " C&C Loc. I Wind Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Webs: 2x4 SP #3; Loading Hipjack supports 6-11-8 sett Wind Wind loads and reactions bz Wind loading based on both Additional Notes Refer to General Notes for Provide (3) 16d common 0.1 Provide (3) 16d common 0.1 B 5'7"8 5'7"8 9'10"1 4'2"9 D 21'10"2 12 3.54 � ; 4X4 C Er) go Li M 18'8"12 G F E 1112X4 = 5X5 6512 3'6"3 10"2 5'5"12 8'11"15 9'10" Itd: ASCE 7-16 160 mph ure: Closed 3tegory: 11 Kzt: NA ieight: 20.50 ft 4.2 psf 5.0 psf S Parallel Dist: 0 to h/2 ist a: 3.00 ft )m endwall: NA GCpi: 0.18 oration: 1.60 jacks with no webs. on MWFRS. e and hip roof types. al information 5", toe -nails at TC. 5", toe -nails at BC. Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: No FT/RT:20(0)/10(0) Plate Type(s): Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): 0.044 G 999 360 VERT(CL): 0.082 G 999 240 HORZ(LL): 0.008 C - - HORZ(TL): 0.014 C Creep Factor: 2.0 Max TC CSI: 0.512 Max BC CSI: 0.699 Max Web CSI: 0.268 Ve r: 20.02.0 OA.1020.20 ,��i111fPIPllf/('pI � WAk N, ls No, 86367 • a r 0 � � STATE OFF F ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 324 /- /- A /205 /- E 363 A /- /- /142 A D 211 /- A A /206 /- Wind reactions based on MWFRS B Brg Width = 10.6 Min Req = 1.5 E Brg Width = 1.5 Min Req = - D Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. B -C 439 -713 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - G 664 - 404 G - F 654 - 406 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. C - F 458 - 737 Aa FL REG# 278, Yoonhwak Kim, FL PE #86367 03/22/2021 **WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care ir fabricating, handlin shipping, installing and bracing. , Refer to and -follow the latest edition of BCSI (Building Component Safety -Information, by TPI and SBCA) fo'r sa�ety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have proper) attached structural sheathing and bottom chord shall have a properly attached rigid ceiling Locationsshown for permanent lateral restraint otywebs shall have bracing installed per BCSI sections B3, B7 or B10, as applicable. Apply plates to each face of truss and position as shown above and on the Joint Details, unless noted otherwise. Refer to ALPINE drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Buildin Components Group Inc. shall not.be responsible for any deviation from this drawing, any failure to build the ANMCOMPAW truss in conformance with ANSIRPI 1, or for handling,- shipping,. installation and bracin44 of trusses. A seal on this drawin or cover pa a 675o Forum Drive listing,this drawing indicates acceptance of professional engqsneering responsibilityy solely -for the design shown. The suitabilif9y and use of this drawing for any structure is the 1.esponsibility of the Building -Designer per ANSlr I 1 Sec.2. Suite 305 For more information -see these web sites: Alpine: al ineitw.com; TPI: tpinst.org; SBCA: sbcindustry.com: ICC: iccsafe.oro: AWC: awc.ora Orlando FL, 32821 Gable Stud Reinforcement Detail ASCE 7-.10: 160 mph Wind Speed, 15' Mean Height, Enclosed, Exposure 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 n1 1?n mnh \J1 4 CZ e A IRI M--- ue,.e,.+ o...,.+n..n.. r.__,___� r..___. ..__ n v_i _ I— S 2x4 Brace Gable Vertical pacing Species Grade No Braces (1) 1x4 'L' Brace (1) 2x4 'L' Brace X (2) 2x4 'L' Brace ON (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 S P P #1 #2 0) U #3 3' 8' 5' 9' 6' 2' 7' 8' 77' 11' 9' 1'' 9' 6' 12' 0' 12' 6' 14' 0' 14' 0' HF Stud 3' 8' 5' 9' 6' 1' 7' 8 7' 11' 9' 1' 9' 6' 12' 0' 12' 6' 14' 0' 14' 0' .0 Standard_ 3' 4_ll--5-3 —6-T =1=-8=11 9=6 —10=4=—liLi' 14L0`--14-0—#1 4' 0' 6' 8' 6' 11' 7' 10' 8' 2' 9' 4' 9' 8' 12' 4' 12' 9' 14' 0' 14' 0' —J S P #2 3' 10' 6' 7' 6' 10' 7' 9' 8' 1' 9' 3' 9' 7' 12' 2' 12' 8' 14' 0' 14' 0' #3 3' 9' 5' 3' 5' 7' 6' 11' 7' 5' 9' 2' 9' 7' 10, 11' 11' 8' 14' 0' 14' 0' aj F Stud 3' 9' 5' 3' 5' 7' 6' 11' 7' 5' 9' 2' 9' 7' 10, 11' ill 8' 14' 0' 14' 0' Standard 3' 6' 4' 7' 4' 11' 6' 2' 6' 7' 8' 4' 8' 11' 9' 8' 10' 4' 13' 1' 14' 0' U _ S P #1 / #2 4' 5' 7' 6' 7' 9' 8' 10' 9' 3' 10' 7' 11' 0' 13' 11' 14' 0' 14' 0' 14' 0' + P #3 4' 2' 7' 1' 7' 9' 8' 9' 9' 1' 10' 5' 10, 10' 13' 9' 14' 0' 14' 0' 14' 0' U H P Stud 4' 2' 7' 1' 7' 6' 8' 9' 9' 1' 10' 5' 10, 10' 13' 9' 14' 0' 14' 0' 14' 0' QJ O �I Standard 4' 2' 6' V 6' 5' 8' 1' 8' 8' 10' 5' 10' 10' 1 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' 03 4' 4' 6' 5' 6' 10' 8' 6' 9' 1' 10, 6' 10, ill 13' 4' 14' 0' 14' 0' 14 0' QJ i D P L Stud 4' 4' 6' 5' 6' 10' 8' 6' 9' 1' 10, 6' 10, ill 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' S #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 _ 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' U H F Stud 4' 7' 8' 2' 8' 5' 9' 8' 10, 0' 11' 6' 12' 0' 14' 0' 14' 0' 14' 0' 14' 0' O f� r Standard 4' 7' 7' 0' 7' 5' 9' 4' 10, 0' ill 6' 12' 0' 14' 0' 14' 0' 14' 0' 14' 0' #1 5' 1' 8' S' 8' 8' 9' 11' 1 10' 3' 11' 9' 12' 3' 14' 0' 14' 0' 1 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 D P L Stud 4' 9' 7' 4' 7' 10' 9' 8' 10' 1' 11' 7' 12' 0' 14' 0' 14' 0' 14' 0' 14' 0' Standard 4' 7' 6' 6' 6' 11' 8' 8' 9' 3' 1 11' 6' 1 12' 0' 13' 7' 14' 0' 14' 0' 14' 0' Diagonal brace option, vertical length may be doubled when diagonal brace Is used. Connect diagonal brace for 600# at each end. Max web total length Is 141, Vertical' length shown In table above. Connect diagannl at AN FIW CO 11 5141 Ea rth\ City\ Expressway \ \ Suite\ 242 \ \ Earth\ City,\ MO\ 63045 2x6 DF—L #2 or better diagonal brace) single or double cut (as shown) at upper end, Aboutj� T 18' )K L ^ace I r L 1 1411 14N Refer to chart abd`&2 wwVARNBI M READ AND FTI.LOW ALL NOTES ON THIS DRAV01Cd EaIHPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS i Trusses require extreme care In Fabricating, handling, shipping, Inslalling and bracing, Refer to and' illow the latest edition of BCSI (BuRding Component Safety Information, by TPI and SBCA) for safety •actices prior to performing these functions. Installers shall provide temporaryy bracing per BCSL ,less noted otherwise, top chord shall have properly attached structural sheathing and bottom chor call have a properly attached rigid calling. Locations shown for permanent lateral restraint of webs mil have bracing Installed per SCSI sections B3, B7 or 310, as applicable. Apply plates to each face . truss and position as shown above and on the Joint Details, unless noted otherwise. tFer to drawings 160A—Z for standard plate positions. Alpine, a division of ITV Building Components Group Inc shall not be responsible for any deviation fro Js drawing, any failure to build the truss in conformance with ANSI/TPI 1, or for handling, shipping, -tatlatlon 8 bracing of trusses. A seal on this drawing or cover page Ustig this drawig, indicates acceptance of professional glneering responslAtty solely for the design shom The suitability and use of this drawing r any structure Is the responsblllty of the Building Designer per ANSL/TPI 1 Sec2. For more Information see this Job's general notes page and these web s /� 1 ALPINE, wwwalpineltw.coni TPI, www.tpinst.orgi SBCA, www.sbcindustrv.orm ICC, wwdM&"97Q S�6 ►F10fWA Irl 7 a ma9T C�b E�VF3lITICa�,f s eOR •`•ao o rS/DNA& r, , C, Kzt = 1,00 Bracing Group Species and Grades) Group At Spruce -Pine -Fir Hem -Fir #1 / #2 Standard #2 1 Stud #3 1 Stud #3 IStandard - -Dou q ins-Flr-L--arch Southern-Pinemmm— - #3 #3 Stud Stud Standard Standard Group B: Hem -Fir #1 & Btr #1 Douglas Fir -Larch Southern PlneNVN #1 #1 #2 #2 lx4 Braces shall be SRB (Stress -Rated Board). ■wFor 1x4 So. Pine use only Industrial 55 or Industrial 45 Stress -Rated Boards, Group B values maybe used with these rndes. Gable Truss Detail Notes: Wind Load deflection criterion Is L/240, Provide uplift connections for 75 plf over continuous bearing (5 psf TC Dead Load), Gable end supports load from 4' 0' outlookers with 2' 0' overhang, or 12' plywood overhang. Attach 'L' braces with 10d (0.128'x3.0' min) nails. )K For (1) 'L' brace, space nails at 2' o.c. In 18' end zones and 4' o,c. between zones. )K)KFor (2) 'L' braces, space nails at 3' o,c, In 18' end zones and 6' o,c, between zones, 'L' bracing must be a minimum of 80% of web member length. Gable Vertical Plate Sizes Vertical Len th No Splice + Refer to common truss design for peak, splice, and heel plates. Refer to the Building Designer for conditions not addressed by this detall, Less than 4' 0' 2X3 Greater than 4'', but 3X4 TOT. LD, 60 PSF MAX, SPACING 24,0' REF ASCE7-10-GAB16015 DATE 10/01/14 DRWG A16015ENC101014 r_ ASCE 7-16: 2x4 Brace Gable Vertical S pacing Species I Grade +' - S P P #1 3 #2 U H r Stud r-S-tandar-d- #1 S P #2 #3 o-i D P L Stud Standard U #1#3#2 SPP U H r Stud QJ 0 f Standard > S P #2 #3 CJ ° D F- L stud Standard _ SPF- #1 #2 LD U H Cr Stud OStandard X S P #1 d #2 #3 D F- L Stud Diagonal brace option, vertical length may be doubled when diagonal brace Is used. Connect diagonal brace for 600# at each end. Max web total length Is 141. Vertical length shown In table above. Gable Stud Reinforcement Detail 160 mph Wind Speed, 15' Mean Height, Enclosed, Exposure C, Kzt = 1,00 Or, 140 mph Wind Speed, 15' Mean Height, Partially Enclosed, Exposure C, Kzt = 1.00 Orr 140 mph Wind Speed, 15' Mean Height, Enclosed, Exposure D, Kzt = 1.00 Orr 120 mph Wind Speed, 15' Mean Height, Partially Enclosed, Exposure D, Kzt = 1.00 (1) lx4 'L' Brace w (1) 2x4 'L' Brace w (2) 2x4 'L' Brace ww (1) 2x6 'L' Brace A((2) 2x6 'L' Brace w No Braces Group A Group B Group A Group B Group A Group B Group A Group B Group A Group B 3' 10' 6' 7' 6' 10' 7' 9' 8' 1' 9' 3' 9' 7' 12' 2' 12' 8' 14' 0' 14' 0' 3' 8' S' 9' 6' 2' 7' 8' 7' 11' 9' 1' 9' 6' 12' 0' 12' 6' 14' 0' 14' 0' 3' 8' 5' 9' 6' 1' 1 7' 8' 7' 11' 9' 1' 9' 6' 12' 0' 12' 6' 14' 0' 14' 0' 4' 0' 6' 8' 1 6' 11' 7' 10' 3' 10' 6' 7' 6' 10' 7' 9' 3' 9' 5' 3' 5' 7' 6' 11' 3' 9' 5' 3' 5' 7' 6' 11' 3' 6' 4' 7' 4' 11' 6' 2' 4' 5' 7' 6' 7' 9' 8' 10' 4' 2' 7' 1' 7' 9' 1 B' 9' 4' 2' 7' 1' 7' 6' 8' 9' 4' 2' 6' 1' 6' 5' 8' 1' 4' 7' 7' 7' 7' 11' 9' 0' 4' 5' 7' 6' 7' 9' 8' 10' 4' 4' 6' 5' 6' 10' 8' 6' 4' 4' 6' 5' 6' 10' 8' 6' 4' 2' 5' 8' 6' 0' 7' 6' 4' 10' 8' 3' 8' 7' 9' 9' 4' 7' 8' 2' 8' 5' 9' 8' 4' 7' g, 2' 8' 5' 9, 8' 4' 7' 7' 0' 7' 5' 9' 4' 5' 1' 8' 5' 8' 8' 9' 11' 4' 10' 8' 3' 1 8' 7' 191 9' 4' 9' 7' 4' 7' 10' 9' 8' 4' 9' 7' 4' 7' 10' 9' 8' 4' 7' 6' 6' 6' 11' 8' 8' 2x6 DF-L #2 or better diagonal bracer single or double cut (as shown) at upper end, 'L' Brace End Zones, tvp.- 8' 1' 9' 3' 9' 7' 1 12' 2' 12' 8' 14' 0' 14' 0' 7' 5' 9' 2' 9' 7' 10, 11' 11' 8' 14' 0' 14' 0' 7' 5' 9' 2' 9' 7' 10, 11' 11' 8' 14' 0' 14' 0' 6' 7' 8' 4' 8' 11' 9' B' 10' 4' 13' 1' 14' 0' 9' 3' 10' 7' ill 0' 13' 11' 14' 0' 14' 0' 14' 0' 9' 1' 10' 5' 10, 10' 13' 9' 14' 0' 14' 0' 14' 0' 9' 1' 10' 5' 10' 10' 13' 9' 14' 0' 14' 0' 14' 0' 8' 8' 10' 5' 10, 10' 12, 8' 13' 7' 14' 0' 14' 0' 9' 4' 10' 8' 11' 1' 14' 0' 14' 0' 14' 0' 14' 0' 9' 3' 10' 7' 11' 0' 13' 11' 14' 0' 14' 0' 14' 0' 9' 1' 10' 6' 10111, 13' 4' 14' 0' 14' 0' 14' 0' 9' 1' 10' 6' 10, 11' 13' 4' 14' 0' 14' 0' 14' 0' 8' 0' 10' 2' 10' 10' 11' 10' 12' 7' 14' 0' 14' 0' 10' 2' 10' 7' 12' 1' 14' 0' 14' 0' 14' 0' 14' 0' 10' 0' 11' 6' 12' 0' 14' 0' 14' 0' 14' 0' 14' 0' 10' V 11' 6' 12' 0' 14' 0' 14' 0' 14' 0' 14' 0' 10, 0' 11' 6' 12' 0' 14' 0' 14' 0' 14' 0' 14' 0' 10' 3' 11' 9' 12' 3' 14' 0' 14' 0' 14' 0' 14' 0' 10, 2' 11' 7' 12' V 14' 0' 14' 0' 14' 0' 14' 0' 10, 1' 11' 7' 12, 0' 14' 0' 14' 0' 14' 0' 14' 0' 10, 1' 11' 7' 12' 0' 14' 0' 14' 0' 14' 0' 14' 0' 9' 3' 11' 6' 12' 0' 13' 7' 14' 0' 14' 0' 14' 0' _w i Connect diagonal at '/ / / / Z.. midpoint of vertical web. Refer to chart alod aVAR!@a- REND MID FOLLDV ALL NMS ON THIS DRAVMGI B° oDMPORTANTww FURt4SH THIS DRAVDIG TO ALL COMACTDRS INCLUDDIG THE MST&I.M . Trusses require extreme care In fabricating, handling, shipping, Installing and bracing. Refer to and folio. 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 eRl Unless noted otherwise, top chord shall have properly attached structural sheathing and bottomchor 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 Bill, as applicable. Apply plates to each face of truss and position as shorn 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/TPI 1, or for handling, shipping, AN ITW COMPANY Installation 6 bracing of trusses. A seat on this drawing or cover page Listing this drawing, Indicates acceptance of professional 11 514% Earth% City% Expressway engineer4ng responsibility solely for the design shown The suitability and use of this drawing \\Suite%242 for any structure is the responsibility of the Mding Designer per ANSI/TPI I Seca. LL \ \ Earth\ City,% MO\I63045 For more Information see this Job's general notes page and these web rrr slt�L7 ALPINFi rwr.elminei+r.rnn, TPT, +Wino+n..n, to h, .,.., er.�M.!„ —,,...,.� Trr. _ r r�'/ONA!k11 +,, Yoonhwak Kim, FL PE #86367 51 Bracing Group Species and Grades. Group At S ruce-Pine-Fir Hen -Fir #1 / #2 IStondard 1 #2 1 Stud #3 1 Stud 1 #3 IStandard -Doa ta-sFlr=LarcFtSouthern #3 PIne�*rl— #3 Stud Stud Standard Standard Group BI Hen -Fir #1 & Btr #1 Dou Ins Flr-Larch Southern Pinewww #I #I #2 #2 Ix4 Braces shall be SRB (Stress -Rated Board). wwFor Ix4 So. Pine use only Industrial 55 or Industrial 45 Stress -Rated Boards. Group B values may be used with these grades. Gable Truss Detail Notes: Wind Load deflection criterion Is L/240. Provide uplift connections for 75 plf over continuous bearing (5 psf TC Dead Load). Gable end supports load from 4' 0' outlookers with 2' 0' overhang, or 12' plywood overhang, Attach 'L' braces with 10d (0.128'x3,0' min) nails, W For (1) 'L' bracer space nails at 2' o,c, In 18' end zones and 4' o.c. between zones. )VI(For (2) 'L' bracesi space nails at 3' o.c. In 18' end zones and 6' o.c. between zones, 'L' bracing must be a minimum of 807 of web member length. Gable Vertical Plate Sizes Vertical Len tin No Splice + Refer to common truss design for peak, splice, and heel plates. Refer to the Bullding Designer for conditions not addressed by this detail. REF ASCE7-16-GAB16015 DATE 01/26/2018 DRWG A16015ENC160118 Less than 4' 0' 2X3 X. TOT. LD, 60 PSF SPACING 24,0' f Gable Stud Reinforcement Detail ASCE 7 .10i 160 mph Wind Speed, 30' Mean Height, Enclosed, Exposure C, Kzt = 1.00 2x4 Brnc Gable Vertical S pacing Species I Grade S P F- #1 #3 #2 0) U Stud HStandarl #1 —� S P #2 of D F- L Stud U Standarl #l' #2 SPF- U H F Stud 0) O I r Standarl > S P #z #3 aJ ° D F- L Stud Standnrc d_ S P F- #1 #3 #2 U L 1 I� Stud O �I r Standarc X S P #1 d #2 0-1 #3 D P L Stud Diagonal brace option, vertical length may be doubled when diagonal brace Is used. Connect diagonal brace for 690# at each end. Max web total length Is 141. Vertical length shown In table above, Or, 140 MPH Wind Speed, 30' Mean Height, Partially Enclosed, Exposure C. Kzt = 1,00 Or, 140 mph Wind Speed, 30' Mean Height, Enclosed, Exposure D, Kzt = 1.00 Ori 120 mph Wind Speed, 30' Mean Height, Partially Enclosed, Exposure D, Kzt = 1.00 No (1) 1x4 'L' Brace w (1) 2x4 'L' Brace x (2) 2x4 'L' Brace AN (1) 2x6 'L' Brace x (2) 2x6 'L' Brace ■ Braces Group A Group B Group A Group B Group A Group B Group A Group B Group A Group B 3' 8' 6' 3' 6' 6' 7' 5' 7' 8' 8' 9' 9' 2' 11' 7' 12, 0' 13' 9' 14' 0' 3' 6' 5' 5' S' 9' 7' 2' 7' 7' 8' 8' 9' 1' 11' 3' 11' 11' 13' 7' 14' 0' 3' 6' 5' 4' 5' 8' 7' 2' 7' 7' 8' 8' 9' 1' 11' 2' I1' 11' 13' 7' 14' 0' 3' 6 4' 7' �1'— —6=2— —6=7L­ —8=41 —8-11 —9-8 —14-9 — 3' 10, 6' 4' 6' 7' 1 7' 6' 7' 9' 8' ill 9' 3' ill 9' 12' 2' 13, 11' 14' 0' 3' 8' 6' 1' 6' 6' 7' 5' 7' 8' 8' 9' 9' 2' 11' 7' 12' 0' 13' 9' 14' 0' 3' 7' 4' 10' 5' 2' 6' 5' 6' 11' 8' 9' 9' 1' 10, 1' 10, 10' 13, 8' 14' 0' 3' 7' 4' 10' 5' 2' 6' 5' 6' 11' 8' 9' 9' 1' 10, 1' 10, 10' 13' 8' 14' 0' 3' 3' 4' 3' 4' 7' 5' 8' 6' 1' 7' 9' 6' 3' 6' 11' 9' 7' 12' 2' 13' 0' 4' 2' 7' 2' 7' 5' 8' 5' 8' 9' 10, 1' 10, 6' 13, 3' 13, 9' 14' 0' 14' 0' 4' 0' 6' 7' 7' 5' 8' 4' 8' 8' 9' ill 10' 4' 13' 1' 13' 7' 14' 0' 14' 0' 4' 0' 6' 7' 7' 0' 8' 4' 8' 8' 9' 11' 10' 4' 13' 1' 13' 7' 14' 0' 14' 0' 4' 0' 5' 8' 6' 0' 7' 6' 6' 0' 9' 11' 10' 4' 11' 10, 12' 8' 14' 0' 14' 0' 4' 5' 7' 3' 1 7' 6' 8' 7' 6' 11' 10, 2' 10' 7' 13' 5' 13' 11' 14' 0' 14' 0' 4' 2' 7' 2' 7' 5' 6' 5' 8' 9' 10' 1' 10' 6' 13' 3' 13' 9' 14' 0' 14' 0' 4' 1' 5' 11' 6' 4' 7' 11' 8' 5' 10, 0' 10' 5' 1 12' 5' 13' 3' 14' 0' 14' 0' 4' 1' 5' 11' 6' 4' 7' 11' 8' 5' 10, 0' 10' 5' 1 12' 5" 13' 3' 14' 0' 14' 0' 4' 0' 5' 3' 5' 7' 7' 0' 7' 6' 9' 5' 10' 2' 11' 0' 11' 9' 14' 0' 14' 0' 4' 8' 7' 11' 8' 2' 9' 4' 9' 8' 10, 1' 11' 6' 14' 0' 14' 0' 14' 0' 14' 0' 4' 5' 1 7' 7' 8' 1' 9' 2' 9' 6' 10, 11' 11' 5' 14' 0' 14' 0' 14' 0' 14' 0' Gable Truss Detail Notes: 1'1 9' 2' 9' 6' 10, 11' 11' 5' 14' 0' 14' 0' 1 1A, n' 14' 0' Wind Load deflection crit to I L/240 4' S' 6' 6' 11' t7'3' 10' 10' 1' 6' 5' 2x6 BF-L #2 or better diagonal bracer single or double cut (as shown) at upper end. 8' 8' 9' 3' 10, 11' 11' 5' 9' 5' 9' 9' 11' 2' il' 8' 9' 4' 9' B' 11' 1' 11' 6' 9' 1' 9' 7' 11' 0' 11' 6' 9' 1' 9' 7' 11' 0' 11' 6' B' 1' 8' 7' 10' 11' 11' 5' its' 3+1E ,ace L I 31E ilE r 8' 3iE L 1 Connect dln onnl at '1 z / �°'_' 9 +� midpoint of vertical web. Refer to chart abO;s wwWFdiNMwx READ AND FDLLDW ALL NOTES IN 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 fall.. the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSL Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom choi 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 B30, as applicable. Apply plates to each face aF truss and position as shown above and on the Joint Details, unless noted otherwise. ep,14i-NE Refer to drawings 160A-2 for standard plate positions. Alpine, a dIvlsl.n of ITV Building Components Group Inc shall not be responsible for any deviation fr. this drawing, any failure to build the truss In conformance with ANSI/TPI 1, or for handing, shipping, AN ITW COMPANY Installation L bracing of trusses. A seal on this drawing or cover page listing this drawing, Inckates acceptance of professional 11 514\Earth%City% Expressway engineering respons6wlty solely For the design shown The sultabUty and use of this drawing \\Suite\242 for any structure Is the responsRsRlty of the Building Designer per ANSI/TPI I Sect. %\Earth% City.\ M0163045 For more Information see this Job's general notes page and these web Slte�2�^^ ALPINE, www.alpineltmcoml TPIi www.tpinst.orgl SBCAj www.sbcindustry.oral ICC, www. 13' 7' 14' 0' 14' N 'maoi (g�b�� V43f]TICa �o: Z ORI'O� a' Bracing Group Species and Grades) Group AI S ruce-Plne-Fir Hem -Fir #1 / 12 Stnndnrd #2 Stud #3 Stud #3 ISton&rd --D"ou tas Frr- arf�h #3 OU�Plnewww #3 Stud Stud Standard Standard Group BI Hem -Fir #1 & Btr #1 Dou ins Fir -Larch Southern Plnewww i #1 #2 #2 Ix4 Braces shall be SRB (Stress -Rated Board). wwFor Ix4 So. Pine use only Industrial 55 or Industrial 45 Stress -Rated Boards. Group B values may be used with these rndes. er n s 14' 0' Provide uplift connections for 135 plf over 14' 0' continuous bearing (5 psF TC Dead Load). 14' 0' Gable end supports load from 4' 0' outlookers 14' 0' with 2' 0' overhang, or 12' plywood overhang. 14' 0' 14' 0' Attach 'L' braces with 10d (0.128'x3.0' min) malls. )K For (1) 'L' brace, space nails at 2, o.c. In 18' end zones and 4' o.c. between zones. )K)KFor (2) 'L' braces, space nails at 3' o.c. In 18' end zones and 6' o.c. between zones. 'L' bracing must be a minimum of 807 of web member length. Gable Vertical Plate Sizes Vertical Len th 1 No Splice Less than 4' 0' 11 2X4 Greater, than 4' 0', but 4X4 �r less than a + Refer to common truss design for peak, splice, and heel plates, e Refer to the Building Designer for conditions 1 not addressed by this detail. ASCE7-10-GAB16030 TREF ATE 10/01/14 RWG A16030ENC101014 X. TOT. LD, 60 PSF X. SPACING 24.0' e Gable Stud Reinforcement Detail ASCE 7 ;161 160 mph Wind Speed, 30' Mean Height, Enclosed, Exposure C, Kzt = 1,00 Or, 140 MPH Wind Speed, 30' Mean Height, Partially Enclosed, Exposure C, Kzt = 1,00 Or: 140 mph Wind Speed, 30' Mean Height, Enclosed, Exposure D, Kzt = 1.00 Or: 120 mph Wind Speed, 30' Mean Height, Partially Enclosed Exposure D Kzt = 100 S 2x4 Brace Gable Vertical Spacing Species No NO Braces (1) Ix4 'L' Brace w (1) 2x4 'L' Brace w (2) 2x4 'L' Brace ww (1) 2x6 'L' Brace w/ (2) 2x6 'L' Brace AV Group A Group B Group A Group B Group A Group B Group A Group B Group A Group B S P F #1 / #2 3' 8' 6' 3' 6' 6' 7', 5' 7' 8' 8' 9' 9' 2' 11' 7' 12' 0' 13' 9' 14' 0' 0) U #3 3' 6' 5' 5' 5' 9' 7' 2' 7' 7' 8' 8' 9' 1' 11' 3' 11' il' 13' 7' 14' 0' _ HF Stud 3' 6' 5' 4' 5' 8' 7' 2' 7' 7' 8' 8' 9' 1' 11' 2' 11' 11' 13' 7' 14' 0' Standard- 6' -47- -4-11'- -6'-2- -6-7- -2v 1 13, 1' 14' 0' #1 3' 10' 6' 4' 6' 7' 7' 6' 7' 9' 8' 11' 9' 3' 11' 9' 12' 2' 13, 11' 14' 0' J S P #2 3' 8' 6' 1' 6' 6' 7' 5' 7' 8' 8' 9' 9' 2' 11' 7' 12' 0' 13' 9' 14' 0' #3 3' 7' 4' 10' 5' 2' 6' 5' 6' 11' 8' 9' 9' 1' 10' 1' 10, 10, 13' 8' 14' 0' d F Stud 3' 7' 4' 10' 5' 2' 6' 5' 6111, 8' 9' 9' 1' 10' 1' 10, 10' 13' 8' 14' 0' Standard 3' 3' 4' 3' 1 4' 7' 5' 8' 6' 1' 7' 9' 8' 3' 8' 11' 9' 7' 12, 2' 13' 0' U _ #1 / #2 4' 2' 7' 2' 7' 5' 8' 5' 8' 9' 10, 1' 10, 6' 13, 3' 13, 9' 14' 0' 14' 0' _ S P F #3 4' 0' 6' 7' 7' 5' 8' 4' 8' 8' 9' 11' 10' 4' 13, 1' 13' 7' 14' V 14' 0' U H F Stud 4' 0' 6' 7' 7' 0' 8' 4' 8' 8' 9' 11' 10' 4' 13' 1' 13' 7' 14' 0' 14' 0' O I� I Standard 4' 0' 5' 8' 6' 0' 7' 6' 8' 0' 9' 11' 10' 4' 11' 10' 12, 8' 14' 0' 14' 0' #1 4' 5' 7' 3' 7' 6' 8' 7' 8' 11' 10' 2' 10' 7' 13' 5' 13' 11' 14' 0' 14' 0' S P #2 4' 2' 7' 2' 7' 5' 8' 5' 8' 9' 10, 1' 10' 6' 13' 3' 13' 9' 14' 0' 14' 0' #3 4' 1' 5' 11' 6' 4' 7' 11' 8' 5' 1 10' 0' 10' 5' 12' 5' 13' 3' 14' 0' 14' 0' �1 D F L Stud 4' 1' 5' 11' 6' 4' 7' 11' 8' 5' 10, 0' 10' 5' 12' 5' 13' 3' 1 14' 0' 14' V Standard 4' 0' 5' 3' 5' 7' 7' 0' 7' 6' 9' 5' 10, 2' 11' 0' 11' 9' 14' 0'. 14' V Q # 1 / #2 4' 8' 7' 11, 8' 2' 9' 4' 9' 8' 10, 1' 11' 6' 14' 0' 14' 0' 14' 0' 14' 0' d _ S P F #3 4' 5' 7' 7' 8' 1' 9' 2' 9' 6' 10, 11' 11' 5' 14' 0' 14' 0' 14' 0' 14' 0' U IJ F H Stud 4' 5' 7' 7' 8' 1' 9' 2' 9' 6' 10, 11' 11' 5' 14' 0' 14' 0' 14' 0' 14' 0' O Standard 4' 5' 6' 6' 1 6' 11' 8' 8' 9' 3' 10, 11' 11' 5' 13' 7' 14' 0' 14' 0' 14' 0' X #1 4' 10' 8' 0' 8' 3' 9' 5' 9' 9' 11' 2' 11' 8' 14' V 14' 0' 14' 0' 14' 0' d S P #2 4' 8' 7' 11' 8' 2' 9' 4' 9' 8' 11' 1' 11' 6' 14' 0' 14' 0' 14' 0' 14' 0' #3 4' 6' 6' 10' 7' 3' 9' 1' 9' 7' 11' 0' 11' 6' 14' 0' 14' 0' 14' 0' 14' 0' .--I D F L Stud 4' 6' 6' 10, 7' 3' 9' 1' 9' 7' 11' 0' 11' 6' 14' 0' 14' 0' 14' 0' 14' 0' Standard 4' 5' 6' 1' 6' 5' 8' 1' 8' 7' 10, 11' 11' 5' 12, 8' 13' 7' 14' 0' 14' 0' Bracing Group Species and Grades: Group At S ruce-Pine-Fir Hero -Fir #1 / #2 IStandard 1 #2 i Stud 1 #3 1 Stud 1 #3 Istardard o� u nl sF r-Larch Southern Plnewww #3 #3 Stud Stud Standard Standard Group BI Hen -Fir #1 & Btr #1 Do u Ins Fir -Larch Southern Plnewww #1 #1 #2 #2 1x4 Braces shot( 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 wades, Gable Truss Detail Notes: Wind Load deflection criterion Is L/240. Provide uplift connections for 135 plf over continuous bearing (5 psf TC Dead Load). Goble end supports load from 4' 0' outlookers with 2' 0' overhang, or, 12' plywood overhang, Abou Attach 'L' braces with 10d (0.128'x3,0' min) nails. able Truss # For (1) 'L' brace, space nails at 2' o.c, In IS' end zones and 4' o.c. between zones, Diagonal brace option, '.K)KFor (2) 'L' braces: space nulls at 3' o,c, vertical length may be In 18' end zones and 6' o.c. between zones. doubled when diagonal 18' 'L' bracing must be a minimum of 807 of web brace Is used. Connect L ���Rgrrr member length. diagonal brace for 690# at each end. Max web 'L' Brace End /r r,% ► A/ pjj Gable Vertical Plate Sizes total length Is 14'. Zones, t YP• �� ("� to rp e t0 Vertical Length No S lice 2x6 DF-L #2 or "r w 4 , ��p Less than 4' 0' 2X4 better diagonal ��® a Greater than 4' 0', but 4X4 Vertical length shown brace: single 8, # less than 12' 0' In table above, or, double cut 45• <as shown) nt L + Refer to common truss design for upper end. peak, splice, and heel plates. Connect diagonal at on�,yjs&Bearing A +s d. LL7l Refer to the Building Designer for conditions midpoint of vertical web, Refer to chart abo or maC viz Ica A. not addressed by this detnlL WAVARNDNG]e READ AND FM -LOW ALL NDTES ON TNIS DRAWING! "INPDRTANTww FURNISH THIS BRAVING TD ALL caNTRACmRS INCLUDING THE INSTALLERS. °d s p �� B : ����� / REF ASCE7-16-GAB16030 Trusses require extreme care In fabricating, handling, shipping, Installing and bracing. Refer to and follow the latest edition of SCSI (Building Component Safety Information, by TPI and SBCA) for safety d S ®®® �� C.. DATE 01/26/2018 practices prior to performing these functions. Installers shall provide temporary bracing per SCSI.®d Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom 1,J rnn g r P y DRWG A16030ENC160118 chord shall have a properly attached rigid celling. Locations shown for permanent lateral restraint of webs shall have bradng Installed BCSI 33, B7 BIO, ///dBNA8�1`�0+ per sections or as applicable. Apply plates to each face of truss and position as shorn above and on the Joint Details, unless noted otherwise. PI Refer to drawings 160A-Z for standard plate positions. Alpine, n division of ITV Building Components Group Inc shall not be responsible for any deviation fron AN ITW COMPANY this drawing, any failure to build the truss In conformance with ANSI/TPI 1, or for handling, shipping, Installation & bracing of trusses. AX, TAT, LD, 60 PSF \ \ 514\ Earth\ City\ Expressway A seal on this drawing or cover page listing this drawing, Indicates acceptance of professlonnl engineering responsblUty solely for the design shorn The sultablUty and use of this drawing 1\Suite\242 or my structure Is the responsibility of the Building Designer per ANSI/TPI 1 Sec2. \\Earth\City,\MO\63045 jr,For more Information see this Job's general notes page and these web sl � /j1178 ALPINE, wwoal tneitmcoml TPI, www.tpinst.orgl SBCAi ■ww.sbcintlustry.orgl ICC, wwrJc Yoonhwak Kim, FL PE #86367 MAX, SPACING 24,0" 'T Relnfol Memb Go. Tr . Gable Detail For Let -in Verticals Gable Truss Plate Sizes Refer to appropriate Alpine gable detail for minimum plate sizes for vertical studs. +QRefer to Engineered truss design for peak, splice, web, and heel plates. ®If gable vertical plates overlap,, use a single plate that covers the total area of the overlapped plates to span the web, Examples 2*2X4 *-2 Provide connections for uplift specified on the engineered truss design. Attach each 'T' reinforcing member with End Driven NaAs, 10d Common (0,148'x 3,',min) Nails at 4' o,c. plus (4) nails In the top and bottom chords. Toenalled Nalls, 10d Common (0.148'x3',min) Toenails at 4' o,c, plus (4) toenails In the top and bottom chords, This detail to be used with the appropriate Alpine gable detail for ASCE wind load. ASCE 7-05 Gable Detail Drawings A13015051014, A12015051014, A11015051014, A10015051014, A14015051014, A13030051014, A12030051014, A11030051014, A10030051014, A14030051014 ASCE 7-10 & ASCE 7-16 Gable Detall Drawings r A11515ENC100118, A12015ENC100118, A14015ENC100118, A18015ENC100118, A20015ENC100118, A20015ENDIOO^I�lk,!► �) PPrP A11530ENC100118, A12030ENC100118, A14030ENC1 2.4 �rOC�011 �`� A18030ENC100118, A20030ENC100118, A20030EN �� 1�Q1�$ S11515ENC100118, S12015ENC100118, S14015EN 0118 16 0 3 011taj, 41, S18015ENC100118, S20015ENC100118, S20015E@$I100114, S 0 15P 1 8 S11530ENC100118, S12030ENC100118, S14030EXC1001M, S OW7 • y S18030ENC100118, S20030ENC100118, S20030 Nj�Q0118, S20030PED100118 G W �rll 0 See appropriate Alpine gable detail for maxim' unrqelnforced 6*e-'l,,ertical l: °. STATE OF 'T' Relnforcement Attachment Detall '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 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 #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' .wVARNINCiiww READ AND FOLLaV ALL NOTES I" THIS BRAVING P; 9 . C OR1DP, _ • - �•. ■■DIPORTANTww PJRNISH THIS BRAVING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. • W" 0 � / REF LET -IN VERT Trusses require extreme care In fabricating, handling, shipping, Installing and bracing. Refer to and IF ©e ® ♦ +L DATE �1/02/2�18 follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) for safety / lJ i practices prior to performing these functions. Installers shall provide temporary bracing per BCSL Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord I Orr DRWG GBLLETIN0118 shall have a properly attached rigid telling. Locations shown for permanent lateral restraint of webs / a t shall have bracing Installed per BCSI sections B3, B7 or Ill, as applicable. Apply plates to each face �'dt�iiltit,�'t� of truss and position as shown above and on the Joint Details, unless noted otherwise. PI Refer to drawings 160A-Z for standard plate posltlon. Alpine, a division of ITV Building Components Group Inc shall not be responsible for any deviation from this drawing, any failure to build the truss In conformance with ANSI/TPI 1, or for handling, shipping, X. TOT. LD, 60 PSF ANITWCOMPANY Installation g bracing of trusses. 1 \ 514\ Earthl Cil \ Expressway e A seal on this draw4g or cover page listing this drawing, indicates acceptance of professional v P Y r4neering responsblllty solely for the design shown. The suttabBlty and use of this drawing DUR. FAC, ANY \\Suite\242 for any structure Is the responsibility of the Bultdirg Designer per ANSI/TPI 1 SecZ \ \ Earth\ City,\ MO\ 63045 For more Information see this Job's general notes page and these web sl�� ALPINE, wr.alpineltw,comi TPI, ww.tpinst.orgi SBCA, ummsbclndustry.orgi ICC, ww.l .13kMa l 7R_ iYnnnhwak Kim FT. PR #Rh367 MAX. SPACING 24.0' 's r e I VALLEY FRAMING & BRACING DETAIL Lumber Siie and Grade Minumum Requirements Ridge board... 2x6 (min) #2 Southern Pine or better, ' Rafter spans 20'-De or less... (A) 2x6 SP #2, SPF #1/#2, DF #2 or better (B) 2x6 SP 112, SPF #1/112, DF #2 or better Purlins/Lateral bracing... 2x6 SPF#2, HF #2, DF #2 or better Sleepers... 2x(width of rafter seat cut) SPF #3 or better 2 parallel 2x6 SPF #3 Cripples and blocking... 2x6 SPF #3 or better Truss Below... See design -Southern Pine Material - 1 2 SECTION CUT PARALLEL TO VALLEY RAFTE (A),(B) RAFTER 3 («) RIDGE BOARD COLLAR BEAM, EVERY THIRD (2X6) // PAIR OF RAFTERS 2x4 BL )CKING TRUSS TRUSS UNDER VALLEY FRAMING VALLEY RAFTER OR RIDGE ® +CRIPPLE ® +Cripples 4'.0" for 30 psf (TL) and 20 psf (TD) Max. Space the crippes for each row starting from the valleys or sleepers and working inward to the ridge board so that cripple locations are n staggered between rows. 7 VALLE RQOF PLAN Connection Requirement Notes I 1. 2x6 rafters to ridge 416d toe -nails EE CRIPPLE, BRAC & BLOCKING NOTE IN 12 ' Attachment can be made directly 2. Cripple to ridge 416d toe -nails Y: Height 3 TO 8 or through plywood sheathing 3. Cripple to rafter 416d toe -nails +RIPPLES + by cutting a 2"x6" notch in sheathing (") 816d face -nails of Valley 4'-0" MAX SPACING 4'1" TYPICAL a'-0" TYPICAL 4'-0" TYPICAL 4. Rafter to sleeper or blocking 516d toe -nails 3 (••) Rafter to two 2x6 sleepers 4 16d toe -nails S. Sleeper to truss 416d toe -nails # Two 2x6 sleepers to truss 316d toe -nails each sleeper & truss z e z B = 8 z 6. '7, Ridge board to roof block 416d toe -nails F 9 F O F BEVEL RAFTER CUT AS REQ'D FOR PITCH Ridge board to truss 4 16d toe -nails 0 0 0 0 a 5 8. Purlin to (Typ) 316d toe -nails 9. Truss to blocking 416d toe -nails 10. Truss to cripple 416d toe -nails TYPICAL COMMONS 2x4 BL CKING 2x4 Purlin 24" SPACED 24" O.C. (Where no sheathing GENERAL NOTES Purlins required 2'-0" O.C. in absence of plywood sheathing. Trusses without sheathing applied must be evaluated accordingly. Purlins should overlap sheathing one truss spacing minimum. In cases that this is impractical, overlap sheathing a minimum of 6", and nail upwards through sheathing into purlin with a minimum of B-8d (0.131"x2.5") common wire nails. Effects of not providing sheathing below a valley set must be evaluated by the building designer. This drawing applies to valleys with the following conditions: Spans (distance between heels) 40'-0" or less -Maximum valley height: 14'-0" -Maximum mean roof height: 30 feet -ASCE 7-05, 140 mph, Enclosed, Cat 11, Exp B,1=1.0, Kzt=1.0 -Or A Maximum of ASCE 7-10, 180 mph, Enclosed, Exp D, Kzt=1.0 1 T v (A) (B)") xvM1/IWIIS ie• tzEAB AND FOLLw ALL TRAC DH THIS DRAWDU rH m .ormPO2TANT® FtH1[SH TIO:S BRAYING TD ALL l3!(TRACTatS n+alma+c TIE naTAUL11s. • y 1 ' 7� C LL 20 30 40 54 REF VALLEY FRAMING ,1�,,, Trusses req,d-e et—. care In fab katYp, Fan 12 sMPPFp, Mstnllkp and bradro Refer Td 4pp 7R DATE 10/01/14 faller the latest edtlon of BCSI OLA&V Canponent Safety IMornatlon, by TPI and SBW for ddfety or ; C DL 10 20 7 7 Practices prito perforninp these functlons. Installeren s shall provide tpomry bran L per • Unless rated ather.1se, top chord shall have properly nt+Ach d structural sheatWrp and bottorQ ctrr • • STATE e sMll have a property attached mold celkV. Locntlans shown fr pernarlent taterot restroklt of.®t1e� o • BC DL 0 0 0 0 DRWG VACNV1801015 rI I� I Il ram— shalt have brnekp Installed per BCSI seetkrrs B3, H7 r H10, m npplkahle. Apply plates to ends of truss nM PoslUan os sheen above and m the Joint Detals, Mess noted otherwise. $o R.fer to dra.4ps 160A-2 fr standard av • • •a :'c� p r pP.� F BC LL 0 0 0 0 plate posWons AlpFre, a dvinyn of Ie BuRcIng Inc. shoo not be responsible foe arty devintlon is ,pp R \.�� � •°•. dr...••••• AN iL'NODt AF1�tJY he tr s I conf Installation 6 b—Inp�of ieatabs the truss N eonfornance dth ARSLiPt 1, r fr hordlkq, shbpin0 4f,� Q9/ t�v��� ONAI. TOT. LD.30 50 47 61 A sent on this draehq r cover Pace u tkup this a-a.kX1, kedoates occeptorce or professlonwl ernr.e. o safety fr the :t,a.r. The aft. tt li dra a,, t 13389 Lakefront Drive and — of for ant' ""i°''' Is r'W°^b"'ty o<�,. e�rrp B•� r— P•r' AeariTPl I Seca r»'ltti, DUR. FAC. 1.25/1.15 Earth City, M063046 Fr nvl Ielt. tlon Ire this ,fob•: general notes Ipnnc. and these web xltes ALPmnlpkxlt..conl TPB ..rtpkstory SBCN e...sbdndustryv�pl ICG ..e.lxinfearp r� //� AS/ / o 2 of llJl ! l SPACING SEE ABOVE