Press Alt + R to read the document text or Alt + P to download or print.

No preview available

The URL can be used to link to this page

Home My WebLink AboutRevision; Truss Company Change,,-z NV\q-PA OFFICE USE ONLY: DATE FILED: -e_ REVISION FEE: PERMTI' # RECEIPT # PLANNING & DEVELOPMENT SERVICES BUILDING & CODE REGULATION DMSION 2300 VIRGINIA AVENUE FORT PIERCE, FL 34982-5652 CeTV513 (772) 462-1553 AUii id 0 _a20 APPLICATION FOR BUILDING PERMIT REVISI�NS PROJECT INFORMATION ST. Lucie County, Permitting LOCATION/SITE ADDRESS: q �O -1 - `I T-CJ �- LOT# CROSSTOWN COMMONS # 10 �. DETAILED DESCRIPTION OF PROJECT r. REVISIONS: TRUSS COMPANY HAS BEEN CHANGED CONTRACTOR INFORMATION: STATE of FL REG./CERT. #: CRC1327068 BUSINESS NAME: D.R. HORTON INC QUALIFIERS NAME: BRIAN DAVIDSON ADDRESS: 1430 CULVER DR NE CITY: PALM BAY STATE: FL PHONE (DAYTIME): 321-773-2111 - NAME; D.R. HORTON INC Zcro-'(--Urr92 ST. LUCIE CO CERT. #: 29933 Iy�:a ADDRESS: 1430 CULVER DR NE CITY: PALM BAY STATE: FL PHONE (DAYTIME: 321-733-2111 FAg; ARCHITECT/ENGINEER INFORMATION: NAME: MICHAEL ANDERSONAAB DESIGN GROUP LLC ADDRESS: 2194 HWY A1A, SUITE 301 CITY: INDIAN HARBOR BEACH PHONE (DAYTIME): 321-802-3591 STATE: FL I ZIP: 32907 ZIP: 32907 COPY Revised 06130117REVI^loi�� .. 1�cavvv vvviv� v v oral rl' 11!1�"I'"I�IIII�I1 II 11� -11 Ilu- -III Ilia_ -�1 IN I� IF II 111 II 111 II 11! II Ili I� 11!IIIIIIN 11��11 11� III IIIIIl�\ III ]Y-w 1 e� rm Trneu Y xreA WU6IISET L.e!&LN N10 SPACMG REVIEWED NAI'&&kel P-nJ4,v T" r'V LIL< T4'YL0a1730S— lA° °°llU SHINGLE 6 IY AUG ® 6 LORD sT. Lucie County, Permitting V:ja r. copy ATTEINTIONI �Labeied End Muk Total Truss Quantity = 57e xs Nun, '- OfPN(NfM Af WHMfR WMR.1CIde Oi YnAI'A pL !1)-481BN!-.d'•...M JiIC`�-I TRISS A TRUSS PLACEMENT PLAN. ITS INTENDED TO AID IN THE INSTALLATION OF TRUSSES ENGNEERM TRUSS DRAWINGS AND ARCHITECNRALS SUPERCEOE THIS DOCUMENT. General Notes el......,.lr aA.r se... V w w w.na ewi n�aa ml�.m {de M OG ma�W. M b ROOF LOADING SMEDULE j4 =r BD - 10 P TOTAL ` 0'/ PSi DURATION - L.W x WIND WD/IWB 160 ]ENCLOSED BWG EWDSURE -c USAGE-IUUTE) NSGL CAT x WIND WORTANCE FACTOR- I UPUFIS EWED cfO 0.2 PS' DESIGN GRITERTA FBC 2017 m 201`14 FLOOR LOADING SCHEDU TOLL PSF 1CDL PSF Bm - PS, OTAL PS SHINGLE AW AIP2AGIIGON ➢P(El9 R ®m Dx ebcmmmee WALL KEY O6'-6' ]3Bw Om woo PmOYAc ne LOT Iw I=X DM PAW 1 a 30 lY I SS44RUL F I111_11� el��lel�e'�Ie'PIil�17 MAIN11' �1ca�1�' -II Ili -III Iri��ul 11� II Ifi 11 IIII II 111 II 111 11 11, . ao 11 111 11 11! 11 11 � 11 111l��11 I�ll�--�I 11 -11 11111l�\ III N b TIPIC.LL Y SIBAIX y b /�NDN�AWIDULGLN i .j REB9IIIEWED M i c,�W i Al Tsar �,-r..yl II��l. LIt� ¢F✓�oo173G� W o DO_ revue SHINGLE e i° WE GNI �I.abeled End Mak Total Truss Quantity = 57 0WaDPrYFKaGNKGD / " 'ti- GePASDNNr Ar oAPSIIm yes or mnxl vle en�maur _r yg.�...1 THIS IS A 7RUS5 PLACEMENT P41N. ITS INTENDED TO AID IN THE DISTA 1[10N OF TRUSSES. ENGINEERED MUSS DRANINGS AND M ARCHITECTIIRA SUPERCEOE THIS DOCUMENT. M� XS9 General Notes I)C0.piMOr•NM 4 ee+Px3 PNY._ .,.� a) x u� wH.If ac "ran i�=�em'�idm ROOF LOADING SCHEDULE - S ss F W - 10 BF W OM - " PSr URATOV - 1.2a ■ EN CLOSED PP 100 TCICW� USA EIPOSURE -C USAGE-T1PPTMa F4 CAR' e IMND IMPCNTAIIGE FACTOR-1 uPUFrs vAsm Dx" v.z PSF DESIGN CRITERTA me 2017 TPT 2014 FLOOR LOADING SCHEOU 1CLL - P]F COL - PSF 0WL PSF 1[RAL PSF RWP U2IDGI1® Nx SHINGLE AIL NGITIDNBYN WlDle Mffi �nex ov mlcwmmrc s ee�-eee� ee��eee� ee� ee� AMERICA c xa. inmlve aaeeG G6GNER RFS PA 1 OA3 90 17 ��934499L S1 4 "_ " PLUMB a'-e m r kZve t %fin J4,v, t t-I- (, I C, -Ap2-o 717 3 0 n'�1�r?C_�/ ID1 Labeled End Mark Total Truss Quantity = 57 DONUT COT OR ALTER W=ES MMOM CONSIM OF MIS OFFICE a CNARCES WILL NOT BE ACCEPim MMOUT PRIOR WWM APPROVAL BY OUR SOMCE DEPA IUV` AT CMPEMFR CUNMACTORS OF MERICk INC. Bn-193-9487 THIS IS A TRUSS PLACEMENT PLAN. ITS INTENDED TO AID IN THE INSTALLATION OF TRUSSES. ENGINEERED TRUSS DRAWINGS AND ARCHITECTURALS SUPERCEDE THIS DOCUMENT. SHINGLE 6 F" rM m WIN EN BLE F TC TO BC SHINGLE 6 0 I m m h m N REVIEW"-' �r, Pl- bic, AX-001730i PLUMB Labeled End Mark Total Truss Quantity = 57 NOS Bo . N Cur 7A aTeB T 05`T wm N Wxsort BF Txs omcE. m cwRc6 �_ N1LL NOT BE ACCF➢IEO 'hfi10Uf PFGOq Wgff1FN APPROVAL BY Wq SBMCE oma¢IMwr A7 GWPOIIEA coxmaclogs or AMwIrA Ixc. en—see—B18T THIS IS A TRUSS PLACEMENT PLAN. ITS INTENDED TO AID IN THE INSTALLATION OF TRUSSES. ENGINEERED TRUSS DRAINNGS AND ARCHITECTURALS SUPERCEDE THIS DOCUMENT. F I 7T7O BC Bc TO DU P11 EI BL UE VAI UP o� TC TC Bc TC Builder: Project: Model/Building: Lot Alt: Lot: Address: JobNumber: ENGINEERING PACKAGE DR HORTON /STATEWIDE 7A5 CREEI{SIDE _. rZ o 5 Block: _ _ _ o ck: _ Unit: _ 9300 POTOMAC DR C its Revision e: W 0 ® Fn New Loo #: RH01 �0ma 0. >®� m n 70 ® m _o n CARPENTER CONTRACTORS OF AMERICA, INC o 3900 AVENUE G. N.W. WINTER HAVEN, FLORIDA 33880 PH (800) 959-8806 FAX (941) 294-7934 March 13,2019 Mr. Bob. Michaelis Carpenter Contractors of America, Inc. 3900 Avenue G, Northwest Winter HaVen,fl_ 33880-5201 ALPINE AKUWCLV.WFilt' Re: Alternative installations for 6 sing -le ply carded truss with a, width less than the hanger width, and wood blocking to achieve full design load value for face-moun , ted.hangerattabl-iment on a one ply supporting girder (Reference detail WA37-02);. Dear Bob,. For a single Ply carried truss with a.width less scab truss (?) for wood.filler blocking. The chc be the. same as the single: ply carried truss. TI Jeng I th, of 481'and will' have a minimum pltch.ol 3,500* or less. Attach prefabncated:jack scat page; than the hanger Width you can install a prefabricated jack ,d sizes;. chord. grades, and Alpineiconnectorplate(s) to e prefabricated jack scab truss (*) will have a minimum 5/12. The single ply carded -truss shall have a reaction of truss with two t4 rows of 0.1 2 8"x 3.0" G[in Nails at '2'. T' (See Figure I below). P]66sereferto the Simpson Strong -Tie Catalog C- , C I for more information. FigLfre I Fora single ply girder that requires Wood blocking to.ddhieve,full design load value for f.ace-mounted. hangers attach one wood block to the . back face of the single ply gjrder with. . the same size ze. and . I wood: - .". . . . the 1 1. 1 1 y grade as the bottom, chordofthe single, ply girder. The: wood block [Ogth to be. such that -the wood blocking extends to each adjacent panel Points (Web§.and bottom chord intersections).. Attach wood block (') with tWo_:(2) rows. of*0.128', x&C" Oian Naiils at.Q". 0.0., per]row, ,staggered 3.0" applied to the 6750 Forum Drive Suite 905. Orlando, ando; R 3282i - (800) 521-9766 -,(863) 42278686 www.atpineftw.com ALPINE single ply girder face, with an additional (20) 0.128.x3V.Gun.Mails at, each panel point applied tothe, wood. block face (See Figure 44 2 Wow). Please refer to the Simpson Strong -Tie Catalog C-C2019, -page 216; Figure 1 for more information. Figure 2' ... ...... .. . . ------- -- The application of prefabricated jack scab truss for wood to. achieve. full. design load value for face -mounted hangers must be approved by the hardware manufacturer. .1 All edge and end distances, and spadno.for all nail connections must be sufficient topreVehtsplitting of Wood. If I can.be of any further assistance.or if you have anyquestionsi please give me a call. 0 William H. Krick-P.E. Chief Engineer Alpine an IT'W Company Engineering Dppartma6t Orlando, FL f No. 70861 STATE C$'f 6750 Forum Drive Suit6'305,:Orlando, FL 32821 - (800) 521-9790 - (863) 422-8685 www _ ailiineitmcom ALPINE Mffwcw� April 26;1 2019 Mr. Bob Michaelis Carpenter Contractors of America, Inc. 3900 Avenue G, Northwest Winter HWen, FL 3388076201 Dear Bob, .Re' Strongback bridging on roof trusses. I understand there is some concern over our recommendations for strorigback bridging on roof trusses. Strongback bridging for roof trusses is not a:, requirement of ANSIJP1 2014.nor is it a requirement ofthe Building Component Safety Information '(BQS.i')', But strongback bridging . on' roof trusses it recommended by Carpehler Cohtractors of AmeficaT. Strohgbatk bridging serves the. follovilng two functions: One, bridging aligns the bottom chords after they are. set ;so they are uniform, along the ceiling line and helps -with ceiling serviceability Two, bridging reduces relative deflection of adjacent trussbs4. Strongback bridging does not prevent or reduce overall individual deflection, especially any roof trusses defiectnmore 1�4- an �'i - - - . r1ch.- Strongback- bridging in roof. trusses does not serve as temporary.6r. permarient: bracing and is not interided to .distribute. orshare , design esign Loads. . - between trusses. Consequently, onsequently, rip design load *have been accounted forWith thig.detail and continuous Mi-drigback.bridging should'hutbe.attached betMen common and girder trusses. The.. use :of str-ongback * bridging shall not. inteifere * with other design . esian considerations as specified.by theeEngih�ebr'pf Record ecord or the Building',besigaer. The' outer ends of - the strongback back bridging shall be. attached to a wall or another secure end restraint; or a.s.specified'by the Engineer of Record or'.thd Buildind.Deisljn&r. Strongback bridging shall be a minimum of 2:6 nominal lumber oriented'with the depth verticaf. Attach with M, lad common nails (0J62 x3.5" nails at, each intersecting membet. When extending the Strongback bridging overlap by. at aminimum . of two . trusses. The location ofthe strongback bridging, maybe specified by the Truss Manufacturer, Engineer of Record, or Building De§idner: Please -refer to BCSI "Strongbacking Provisions''orto AlpineSTKBROR1014 detail for more information. The grqphi& shown (Figurel) isfor generic iilustrative'purpose only. 6750 Forum Drive:Sulte 305, Orlando, FL 32821.- (800) 521-9790,- (863) 422-8685 MMIWpineitmoom, ALPINE I% t V.? UC ':.� k.11 . I :.Jj I. s.flat Ji). s4ale� Figure.l. If I -can be of any fudher assistance' or -if you have any queslions, please give me a call. Wflliam.H. Krick P.E. Chief Engineer Alpine an ftw1 Company Engineering Depa'iftniefit Oflando', FIL 32821 6700 Forum Drive Sulte.306. Gr(ando, FL 32821 - (800) 521-9.790 - (893).422-8685 W"Alpirfeitw.corn A A I 'Or 2A. NOTEi Details I and 2 are the AN IUVRW�M. SW.M mmWim. No O ONUACK e O ar REC I iI II --AIL scabr.on blocks shall. ber C, mjnImum.'2'x4 'stress graded lumber.1 DaAll. strongback i3rlolglng and bracing shall •be a minimum 2x.6 'stress: grad.lepl lumber' Do -The purpose of strongback bridging IS to develop load sharing between indMdual trusses, resulting In an :byEiraR Increase In. the -,.the,* floor system, 2x6 strongback brloglng, positioned as shown In Cie , tails, Is recommended at 10-0' o.c. (max.) methods. STRGNGDACY BRIDGING SPACING* REQUIREMENTS th b 17 one re Eyed IW7 t V, WV! !1 0 Al "Ch V4 20 Dftl 47q m M a- IW -1 p� She terms 'bridging' and 'bracing' pare. sometimes mtstakenly* used :Interchangeably. 'Braclnq' Is. gin. Important structural requirement of any floor or roof 'system. Refer to the Truss. Design I)rqwlng (TDD) for the: bracing requlrements for each Individual -truss component, 'Bridging,,' particutariy 'strongbaC!k'bridging' .Is a . : . recommiendat!oh for 'a -truss system to help c6ntr�Xo..Vlbratlok In addl-tiori. to aldIria-.1n the dIstrIbut,lon of point loads between adjacent truss, strongback iorlaglnq. serves -to reduce 'bounce.' or resl4ual v1brdtIpr)resjultIng. from movingnt load's; pot.oq s; such as footsteps, The performance of all floor systems are enhanced by. the Instat(atlorl of. strongback brIdging and therefore Is. strongly recommended by Alpine, For, additional InFormQt [on regarding strongback bridging, refer -to BCS1 (Building, Component Safety Information). N%�'Tt LL PSF T L, :PSF No. 70861 ni L PSF I zLL- -..PSF STATE F;, "./LD. PSF -OR G MEND 020�DM E0 SH - IN DETAI, ;E-N SF* P'4LET'3 'V'F' -'0Nb*oucT! . l(N i..THAN' 59COL ARE 'XP ME P4AO.Fu Htam, j SEE ATIPROPRTATE ��:%T WNB. FDR..LUMSEFL PLAMS AM.: WbNOTSwa AA(. ..I.A.L....A..N.O. LAMB:"VT"r." JDLIM .�a.y H. C% Sii bl/TO/01 WVdM 83gW3W H fauo VnuNp, pp awoic# Y unyYH � I l S H +auP4U(N �+^4M 'SMTRISNI 3LL ONIMa l IOKlAYM SI1# #0999 #S609 1 #0829 #9919 r9@ 9x2 p.4og3 uo qaM #Sbbb NMI #ObSE #094E bx2 p loyO '10 qaM #S2LS #S22S #0094 09M, 24 9xz P-AO 13 ,40 qaM #SERE #SOSE #9"E #SL62 bx2 p,A00 .ao qaM #SbLb #962b #SE9E #9626 �9E 9xa pjo43 JO qaM #0126 #OE62 #OES2 #OLbZ bxZ p,doy0 -to qaM #S2TE #S9E2 #OE22 .OE 9x2 pjoy3 uo qaM #91E2 #0961 #OT6T bx2 Pjo43 uo qaM #Sb22 K991 #S94T la 9x2 p,loy0 *uo qaM #96bT #SSOT #SL6 bxz puoy ao qaM i #S621 #SSOT #SL6 8T bx2 /1u0 qaM#0EL #SE9 #029 r2T bx2 Alu❑ Dam �-d(l jH O-jdS 3 a=IS I"gwaw oj lolxV uagwaw wnwlxow pvo-1 jo uol}v.an(l .4o3 pasvauDul aq A*ow saouoj Aagwaw %0 = uol}v anQ pvo-i )In4-aQ ji-oda�j jaclwaw 16 Hdl IwpfVlvuHP'P+f Wld stove OW'43 gYva 1rvb f.vaQ f143 +fs ug3vVVeJY fAY AJ MYO1JoolMeI BBCCI HWCIM p glgfueduu A +m Rw A. �vav4r Wv v �yT +vd .flIMy:(NWvu^gmyu uY w�lpauN• P rnl a1iT v0ed al,Ki � bN �v q,1 glvl�vi •romJ Y e VAlwa Yfsnu�!HT f1/Yf nIeP AVv 'Mvv+PA N> iHWWm nU1 NV 1114aQ ouIDoaS IFON r&A.soov}S moa alapi - AagwaW a.la80v}S mob algno(r - uagwa s11oN <ulw ',6 x .80VO) xog PUT bxa aonj }uouj = aovj >lovg = ua66v�.S —I r2 f + O + O + O + 0 O + .0 + O + O +pi DID 4/ I l l 'spool ul-ala Ruv }uoddns }ou 1(vw puouo ua>loug 'vaan a}vld Ao}oauuoo ay} my}Jm Bul.a.an»o suola.Mas qam ua puvyv paBvwvp uvd pasn aq }ou vw 1pv}ap aludau slyl 'saDllds Iauvd-plu }v a}old .ao}oauuoo ua>louq uod pasn oq Avp 1pv}ap ulvdau slyl ',+OS9f OVA NSw puv.11{ apv.1B lanSlA o} Pa41wll sl llv}ap sly} y}la asn-uod bpa.48 uagwnl pa}}lwuad wnwlxow aul 'uagwaw apls y3ga a}ul (ulu 1,gx,821-0) slivu un8 uo xoq pot Oupsn llvN 'pa,aa0av}}s smou -z,o ,y ;Iv smou <C) aauy} Bulsn s.lagwaw 9x8 O}ul IN 'p"OOK45 smo.I "M'O ,y }v smou (g) OW, 8u19n suagwaw l.xZ vain 111D 'lauvd ua>lo.lq ay} ul4}Im ag }snw <S) u}Bual .lagwaw gvoS . (g) + Clp) = (s)4}8ual iagwaw apls wnwludN 'aood .lad gvns auo Iddp 'uagwau paBvwvp sv sapa s puv lapvu8 azls awns esiagwaw spls 9xa om} uo l.xa oml = (S) (g) "jv paBvwvp do apls yovs ua anuq}spp Bulllvu wnwlulN t (-I) uol}vas paBvwvp do yaeual xvw ,21 roauo pa8vwvg = (a) ou o v sa odau ALn uo uaun ov nulow}ssnai, aN41m Dvlduo } p } 'p l d } d } jo } } v pamo lv auo s uo .lad s ow c om} aqua au au puv Iaugd puoyp uad Slnauq auo uvy�I�i auow aII�� 'suagwa5 ua>louq 9xa uv qxZ yalm sassnu} Rld a,6uls uod l�luo pllvn sl uBlsap slut 'uagwaw clam uo p,ioyv uaHoaq y}pm ssn,a} v uod sulgdau sald13ads Bulmvup slid ua>{o,Ag J0 10a>J:DnJ3 i 1 5 F V�ALLEYT.M.'.M.*.INO.&.85,�-.IN4$.'�08"A Luatbem. Size and Griic(e%M1num]gm Recibimmerits. �W P) ' Do xxlqL c 70S. fthgo". xr-w* igics�i (#y6.pA4MF 2 0.. TRUSS UNDER V.ALLFY FRAMING tkWfY RAFTFP,.C)R RIDGE LE +C6,plao 4 -OtIdr,,30 psf (TL)arLd 26 po t C.M) Ug, tha w4lays of sloopers Lcrijota locations Ore .1. 0., Is. —A� 1-1 Rodf --j J�j + GOARD 1 1 1 . PAIR PF FAMRS 11 iko'O kAA 00YO0014n pktii Yetrnent UqteA ALL VAL N -UG'tafficitoil 4 unp ........ 3. Ci1�0WIt&JWfO A 16ala-119111 EEG P E�-Bm, &BLOV NOTE 8 or thro u gh�]��Odd; d6�jtfIhj6 . (10) a L,Sd-fatv�nallr ?.-4qR[P.p V`(Y`.MAXSPAGWG 4I� 4"a-TypicAt, 1 4:.EI�IePffAL. 4. RaftirfdAilsipato� blocking. 526d1toe'"3112 01 PICAL - UIS sleepers- 425drae-Ifaffif i W4,ftaltA td6nalheaM Slaepar.pXruss iMdga:bohr&in roof bldck A 16d we-nlilhi B 4D.FPRif=jR .7, -gidja hoard tO.tr.LI!CS7 4 S. -FTu?HdtQ(T?g)- 3;160-tda-nalis Trimdm.%hs*4k16tr 4 16itto4-Asill .9. 10. Truss tdiofppts, 4 .1 blir--toc=l Ii llf=todtf�,'flk 4141oe7hdft ARKI h NCTIfEbiUVVWiFAEEP�AREVSI5Dl -criopwtoplit""... 13. i;411drlheam t0traft6t 4 16dtoe-nallS. MO�M Ct2�MPEEI. 81"RACM 1§L6dfv4di 9.01tg NOTE.. NAILS are .gijjII 9.1 ttist . An� "t."n he.VY..4 . O-Air'-w 1"'It .W"Jfdvrft- yalley'h-elitift! 1-4'-b* -Mulmum rd"q rdbf height; 3,.0 feet. -OrA.M 4 x. ffl of AS . CE7-10 .1 0 mPh;jdlakd,`Exp M. Irzta1-0 :I-Tl� 1-G 30 46 54 TC DL 10 20 7 'QC J5L ()0 0 0 -gTATE 60 BC. -LL 1 0 0 0 1 0 �':l es qrNV-.e'-,01.rdT. LancTZ-o 4.7 ai. SIMPSON Face -Mount Hangers - I -Joists, Glulam and SCL n 0 e IB [3 These products are available with additional corrosion protection. For more information, see P. 15. Codes: See p.12 for Code Reference Key Chart. Actual Joist Size < (jn,} •e ,- . Model 1No. , w..' , Lair ed Member Oimensmnr �; l'nn °'. Min./ Max. +. -- Fasteners '�,•' '+r _s_ -` 4 y.. •. Allowable Loads . „ -. Cade Bet' -' •+ m _ „ Web o SOt( - Aegd.�. W -N ,- _ B - - -Face' ' Jdfst OF/SP SPF/HF ;Species Header -Species Header Opliff (160} our Snow (100) (115) Rooi Floor - Snow Roof. IUS2.56/16 - 25% 16 2 Min. (14)0.148 x3 - 70 1,660 1,805 1.805 1,425 1,555 1,555 Max. (16)0.148x3 - 70 1,805 1,805 1,8051555 1,555 1,555. 2'h x 16 MIU2.56/16 - 20A6 15316 2'h - (24) 0.162 x 3'h (2) 0.148 x 11h 230 3,455 3,920 4,045 2,970 3,370 3,480 U314 ✓ 2916 1 O1h 2 - (16) 0.162 X 311V (6) 0.148 x 11h" 910 1,945 2,205 2.375 1,675 1,895 2,045 HU316/HUC316 ✓ 20A6 141% 2'h - (20)0.162 x31h (8)0.148 x 11h 1,515 2,975 3,360 3.610 2,565 2,895 3,110 113C, :'•' `21hx M102508 ' �" - 2�,6 'T7;4"6' ..,' 21h' - (26) 0.162 z 31h , (2j 0.148 x 1'h - 230:, 3;745 4,045�. 4,045,�3220 3,480 3,48� Lp 18 "' - - HU316 / HUC316 , •;. ✓ 2946 1414. `. , 21k' - (20j'0162z 3'h (8) Q.148x ]'h" 1515 2,975 3.360', 3,610' 2,565; 2,895 3,110'. 2'h x 20 MIU2.56/20 - 25/i6 19316 2'h - (28) 0.162 x.3% (2) 0.148 x 1'h 230 4,030 4,060 4,060 3,465 3,495 3,495 1626 MN2S6t20. ✓ 29'i6 19rfis; 2'h - (2'�'0162 x31h (2)6,148x1'h 230" ap3i14,060'; 4,0603,4653,4953,495 2 x 9Y4 to 26 to 2/is" wide joists use the same hangers as 21h" wide joists and have the same bads. Mfilli / - - 3% -9336 - 2'lh {l6}0.162x3'h (2)0.749 x1+h 230"2,805 2,615+2,826 1,080 2,245 2,425'. -3x9'h ; . HU210-Z-/HUC210-2 _ `.. - ✓ 31% '84s`: 21/iMk .('t8}0.162.x3'lh ,0}0:1148x3 1,✓`t5 _ 2t6803;020' , 3,2501^.r.'305; 2,605 2,800 .: IBC. 117% MIU3.12/11 - 31/a 111% 21h - (20) 0.162 x 31h (2) 0.148 x 11h 230 2,880 3,135 3,T35 2,475 2,695 2.695 FL, 3 x HU212-2 / HUG212-2 ✓ 31% 10946 21h Max. (22) 0.162 z 3'h (10)D.148 x 3 1,705 3,275 3,695 3.970 2,820 3,180 3,425 -� .HU3357127HUG325/12 • _ °' 3Y.- - M7 " 2',h -, (240162x31h (12)0148x3 ,795- 3,570 4,030', 4,335 3,075; 3,470 3,736! s' HU325%18) HUC3.25136,- • _, „� 31/s •- 13+3Ss"' 2'h Min Max. (20)0162X31/2 + (?6)`0. 62 x 3 /2 ., (8)bNBX3 (i2jA 148 x 3 1,515 1,7_d 2>S75 3;810 3,360, 4,365I 3610 2"560 4.695 3,330. 2,8- 3,755 3,105`( 9,040'.. _ 3Y.9kilam . HUCD2lG-2_$DS - 31/4 -:-9 3 :- (12)°A'"x2h'SDS foy44} 21h'SDS 2.34. �k.. sio 4z5 Aa-i 3,G00; 3.710 kllt3 ; FL 0 H6US325110 31.. =$'•a;�- 4 _,- 146j Or162k3'k (16)0.162 X3'h 4,095 9;700 9.100 9100 7.825; 7825 7,825E IBC, - - HGUS3:25i12 ` n, 3o 4 - (56}rt7,162 z3R (26)0]62x3lh 5,040 $100 9,400 9,40018.085, 3,085 8,065. FL - LGU3.25 SDS - 31/4 8[d30 41h'- (16)�k 7(2'f.1 SDS (12j Y4"x2'h"SDS 5,555 $,72D '7370 7,31tt 4,840. 5,265 5,265 3'hx5Y4 HHUS46 - 35% 5'% 3 - (14)0.162 x 3'h (6)0.162 x31h 1,32G 2,785 3,155 3,405 2.395 2,715 2,930 HGUS46 - 35% 4H6 4 - 1 (20)0.162x3h 1 (8)0.162 x3h 2,155 4,360 4,685 5,230 3,750 4,200 4,500 - 3% 6'35s 2 - (b7O162X3i4 (6)6.162x3'h 1;.120 '1;595 fi;815; 1,960y`I;365.:1,555 7,680': NHUS48.° " " 33& 3k; 3 - ,(22)p.162x31h (8)0762 x3% 1,753 4,,210 4,770. 5,140(3,6154095 4,415' ��x,71/, _ HGFIS48 = 33% `7Rc' -4 - "(36j0.'(62'x3'k (12J 162'x 31h 3235 -7,A00 7,460: 7,469 6,415 �6,415 8,415; IUS3.56/9.5 - 35h 9'h 2 - (10)0.148x3 - 70 1,185 1,345 1,455 1,020 1,160 1,250 MN3.56/9 - 36h6 8% 2'h - (16)0.162x 31h (2)0.148 x11h 210 2,305 2,615 2,820 1,980 2,245 2,425 U410 • ✓ 3% 85% 2 - (14) 0.162 x 3'h (6) 0.148 x 3 970 2,015 2,285 2,465 1,735 1,965 2,120 HUS410 - 35h6 815h6 2 - (810.162 x 3'h (8)0.162x 3'h 2,990 2,125 2,420 2,61511,820 2,070 2,240 31h x 9'h HHUS410 HU410/HUC410 - ✓ 35% 3916 9 8% 3 21h - - (30) 0.162 x 31h (36)0.162x 31h (10) 0.162 x 31h (12)0.162 x 3% 3,565 3,235 5,635 7,460 6,380 7,460 6,445 4,845 7,460 6,415 5.486 6,415 5,545 6,415 HUCQ410-SDS - 3% 9 3 - (12)1/a x2'fi°SDS (6)'/<x 2+h•SDS 2,265 4,500 4,500 4,500 3,240 3.240 3,240 HGUS410 - 35% 9% 4 - (46)0.162 x 31h (16)0.162 x31h 4,095 9,100 9,100 9.1 OD 7,825 7.825 7,825 IBC, LGU3.63-SDS - 35fi 8 to 30 4'h - (16)1/4° x 21h" SDS (12)1W x 2Y." SDS 5,555 6,720 6,720 6,720 4,840 4.840 4,840 Lp MGU3.63-SDS - 35% 9Y4 to 30 4'h - (24)1/4" x 2'h" SDS (16)1/4" x 2'h" SDS 7,260 9,450 9,450 9.450 6,805 6,805 6.805 = - NS3b6/#7.88 - 355h 117% 2 - (f2j 6.148 x3 '= �. 1,420 1,615 1,745 i 1,220:1390 1,485 MIU3.56/31 -- - 39'+,6 14,'- 216. - (2Q)U362x31k (2)0;.798x1'h' 210:, 2,880 3,135 3,136, ^c,475 2,695 Z695, �7 U414 - • �' ✓ 3916 '10" "2� - {lfit 0162&3'h `(6}OD48%3, 910,1. 2,305 2,6i5- 2820 �(.980-,2,245 2;42's ' IHHUS410- _ - 35A ''9 3 - (36)0162x3'h (10)0-162x 3'k 3.565 5,635 6,380. 6,44Y 14,845'-5,486 5A45'. ' HUS412 •; 101h -2 - (16)0.162.0'h (10)0.162x3'h 3,4a 2,660 3,025 3,2MJ,2275; 2,590 2,795. ,3i%x 117h HU412/HUC412 .:•, - 3'/i6 10 i6 2% Min. Max. .(1610162x3lh (22) 0:162 x 31h (6}UaA8X3 (10)D:148 x 3 1,135 1,79.5 2,380 3,275. 2,6852,890,,;?;050 3,695 3 §7o 12;820.'3.180 ',2,315 4490, 3,425.: 1* ,. HUC0412 SD$` . - 3946 11 ' - (14)1/%Th° SDS (6)1/a x2+h' SDS 2,265 6,D,45. 5,045. 5,0454,630-3,53D 3,630: . `HGUS4121 -. f'; - 35A 106 4- - . (56) 0J62'x 31h (20) 0762 x 31h 5,04.0 9;400, 9,460' 9,400 8.085-'3,085 8,085 35% S`-to O.' 41/2i - (16}'/.•-x 2'h"SDS (12)YG21ii SDS 5555 6,720 6,720'. 6,720 4;840 4,840 4,840 . ., 7,260 9.450 91450 91450(6,8056,805 6,805 HGU3,6-SDS'- 35% 130` 4%.- (367/ix2WSDS (24)Ye,x2h SDS, at3.3603,6,975 �79,4MGU3.63-SDS 46 See footnotes on p. 150. slmOs N THA/THAC Adjustable Truss Hangers v�N This product is preferable to similar connectors because of (a) easier Installation, (b) higher loads, (c) lower installed cost, ora combination of these features. The THA series have extra long straps that can be field -formed to give height adjustabifity and top -flange hanger convenience. THA hangers can be installed as top -flange or face -mount hangers. THA4x and THA2x-2 models feature a dense nail pattern in the straps, which provides more installation options and allows for easy top -flange installation. Material: See table Finish: Galvanized. Some products available in ZMAX® coating. See Corrosion Information, pp. 13-15. Installation: • Use all specified fasteners; see General Notes. The following installation methods may be used: • Top -Flange Installation — The straps must be field formed over the header — see table for minimum top -flange requirements. Install top and face nails according to the table. Top nails shall not be within 1/4" from the edge of the top -flange members. For the THA29, nails used for joist attachment must be driven at an angle so that they penetrate through the comer of the joist and into the header. For all other top -flange installations, straighten the double -shear nailing tabs and install the nails straight into the joist. • Face -Mount (Min.) Installation — Install face nails according to the table, with at least half of the required fasteners in the top halt of the header. Not all nail holes in the straps will be filled. Nails must have a minimum 1W edge distance. Straighten the double -shear nailing tabs and install the joist nails straight into the joist. The face -mount (min.) installation option accommodates conditions where the supported member hangs either partially or entirely below the header. • Face -Mount (Max.) Installation — Install face nails according to the table. Not all nail holes in the straps will be filled except for the following models: THA29, THA213, THA218 and THA413. For all other models with more nail holes than required, the straps may be installed straight or wrapped over the header, with the tabulated quantity of face nails installed into the face and top of the header. The lowest four face holes must be filled. Nails used for the joist attachment must be driven at an angle so that they penetrate through the corner of the joist into the header. • Uplift — Lowest face nails must be filled to achieve uplift bads Options: • THA hangers available with the header flanges turned in for W (except THA413) and larger, with no load reduction — order THAC hanger. Codes: See p.12 for Code Reference Key Chart 144 for W0422 for 422-2 426-2 O�THAC422 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 header. ® Double -Shear Double- - Dome Double -Shear Nailing Shear Nailing Side View Side View; (Available on Top View - bend stab tJ some models) 'Ad . b' c O(THA29 THA41 S Double 40- zface nails Use full table value n„t.n Singk S nails double shear nailing tabs and install nails straight Typical THA422 Top Flange Installation on a 4x2 Floor Truss THA44 Face -Mount (Min.) Installation Refer to footnote 5 on p.187 Typical THA29 Top Flange Installation 86 THA/THAC Adjustable Truss Hangers (cont.) 00 These products are available with additional corrosion protection. For more infor mation,.see p. 15. 7 7 ,SWPSON tM - Dimensions-{ `'" a'Fastenerss' =xa '=.DF/SP (tn,) Min. Min. - in ,� Allowable Loads - Allowable Loads °'Model : Top-. Header Deptfi; ,x" Carrymg Member �, 'Carried _ ," Roof I.' - Roof 7- Code .: ,Flange [n) . iToP Memher Uplift Floor Snow. Wind-, Uplift Floor. Socw, Wind' - ,',. ,.(inJ Face' {1fi0) (100)" (715)01125/160j (160) �i00); (115) (125/1fi0j Tqx-flangeinRaban. M 'T< - (2) 0.148 x 3 (6) 0.148 x 3 (4) 0.148 x 3 525 1,,750 1,759 1,750 450 1,330 1,330 1,330 THA29 18 16/6 PA.Ph 5'/6 2346 - (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 TUA213 78 is=1334a 5'h<" 2 ","y (4}9.148 x 3, -{2) 0748,x3. (4) (tt48 x 1'h - 1 i45'0. 1,45E, ;,... THA218 18 1% 1794e 5'h 2 - � (4)0.14Bx3 (2)0.148x3 (4)0.148 x 11h - 1A60 1,460 1.460 ,110 IBC THA218-2 r16 3Ya 171R6 8 " 2 --- (4) O.Y62 x 31 {2J 0.162 31/s' (6j 0.148 x 3 . - 77-1 Tn7.+3 7y�G5 7'g2 `-' #*:: . ' , FL, THA222-2 16 3% 229ie 8 2 - (4) 0.162 x 3'h (2) 0.162 x 3'h (6) 0.148 x 3 - 1960 1,995 1,995 - ,515 LA Tf1A413 ... .18'.'36h _ 13946 4'fi _ '-2 - (4j:O,148x3 "(2J OJ48x3-J(4)�]48x3,,-- - .. 1,w30 ., i5 ,. ,1,53{i,i _. - ix6�`.1 r.. �",S' ._ i;16as-; _.. THA418 16 3% 171/2 7x/e 2 - (4) 0.162 z 31h (2) 0.162 x 31h (6) 0.148 x 3 - 1,960 1,995 1,995 - 1.490 1,515 1,515 THA422 16 .3% "22 7>e 2 - (410.162 x 62 X3"k:. (6)C0148 x 3` = '1 CSC 1.9�5' k,99.7 ' THA426 14 3Ye 26 7M 2 - (4) 0.162 x 31/2 (4) 0.162 x 3'h (6) 0.162 x 31/2 - 2,435 2,435 2,435 - 2,095 2,095 2,095 TIjA4222 ;4�7114,�2'Hi 9Y4 2 - "- (4)0162x3+k 1{4J 0362�3h (6)0162x3'h z�, %- 3,330 3,3id 3330 r - 2'865;'.2,865 2,865 FL THA426-2 14 7Y4 26'h6 9Y4 2 (4) 0.162 x 31/2 (4) 0.162 x 31h (6)0.162091 3,330 3,330 3,330 - 2,865 2.865 2,865 THA29 18 1V. 9"/is 5% - 91Y. - (16)0.148 x3 (4)0.148 x3 525 2,265 2,265 2,265 450 1950 1950 1950 TFiA213 18 7Ye 13iSs SYi - -1394e .. (- ,-'; (14)0148x 3. (4)0448X3 £55 zu45 2;34ii 24a"0-;- 736 Oto ells?# 21{ra� THA218 18 19e 17$e 51h - 17946 -(18)0.148x3 (4)0.148x3.. 855 2,450 2,450 2,450 735 2105 2705 2105 7f1A216-2 ,1fi .-_ 3'h,1711hs &:: - 146" .; - ": j22)0.162x 3'h .X (6)0.762x3'k .. e ..... 7955 3,x.10 - 3,376 3316.9; 7595 2"8 5 2.8'S -.• ,'2,84^:_ IBC, THA222-2 16 3% 22Ns 8 - 14R6 - (22) 0.162 x 31/2 (6) 0.162 x 31k 1,855 3;M 3,310 3,310 1,595 2:845 2,845 2,845 FL LA THA413 ' 118 13Ye � •43546 41 - ISM',- `' . (14) 0148 x3' (4) 0,i48 x 3 &1'i5 2d7�Fs g;34tf 2;480 735 :Y61r =2.0 0 2,70 I: THA418 16 3% 17'h 77A - 14'A6 - (22) 0.162 x 31h (6) 0.162 x 31h 1,855 3;310 3,310 3,310 1595 2:845 2,84.51 2,845 7}1A422 IS 3% •22 72/a'' - 14'fis _ 22)0.162x334(6)0.1620'h 7,855 3;514� 3:310 3,'C ` 159a 2945 4.,825 '2,84k E THA426 14 3% 26 7r/e - 16'A6 - (30) 0.162 z 3Y2 (6) 0.162 x 3'k 1,855 4,415 4,480 4,480 1,595 3,795 3,855 3,855 TIHAd22-2 -14 7Y. 2"h6.9sfiT - �694e: - (30) 0.162 X3Y2 (6) (F162 x 3'k ,1,855 5179 5;520 5 520 1,595 4,446 14 745 4,745:F FL THA426-2 14 7'h 26'h6 9'/4 - 18 - (38) 0.162 z 31h(6) Off62 x 3'k 1,655 5,520 5,520 5,520 1,595 4,745 4,745 4,745 1. Upid bads have been increased for earthquake or wind loading with no further increase allowed. Reduce where other bads govern. 2. Wind (160) is a download rating. 3. Mn. top flange refers to the minimum length of strap that must be field -formed over the header. The tabulated bads for the THA29 with 1 `h' min. top flange are based on a single 2x carrying member, all other top -flange installation bads are based on a minimum 2-ply 2x carrying member. For 4x2 truss carrying members with double top chords, use the specified fasteners for full tabulated values. For single 4x2 top chord or nailer appEcations, refer to the Nailer Table. 4. Face -mount installation bads are based on a two-ply 2x carrying member minimum. For single 2x carrying members, use 0.148' x 1'h' nails in the carrying member and tabulated fasteners in the carried member, and use 0.80 of the table value for 18 gauge, and 0.68 of the table value for 16 gauge and 14 gauge. 5. For the THA 2x models, one strap may be installed vertically according to the face -mount nailing requirements and the other strap wrapped over the truss chord according to the top -flange nailing requirements (see drawing on p. 186) and achieve fug tabulated top -Flange installation loads. 6. Refer to installation instructions regarding fastener installation into carried Qoist) member. Based on the installation condition, nails will he installed either straight with straighted double -shear nailing tabs or slanted. 7. Fasteners: Nail dimensions in the table are fisted diameter by length. See pp. 21-22 for fastener information. 18 SIMPS01 LUS/MUS/HUS/HHUS/HGUS Face -Mount Joist Hangers �NEEBfp xC+ This product is preferable to similar connectors because of a) easier installation, b) higher loads, c) lower �j installed cost, or a combination of these features. The double -shear hanger sores, ranging from the light -capacity LUS hangers to the highest -capacity HGUS hangers, feature innovative double -shear nailing that distributes the load through two points on each joist nail for greater strength. This allows for fewer nails, faster installation and the use of all common nails for the same connection. For medium -load truss applications, the MUS offers a lower -cost alternative and easier installation than the HUS or THA hangers, while providing greater load capacity and bearing than the LUS. Material: See tables on pp. 194-195 Finish: Galvanized. Some products available in stainless steel or ZMW coating. See Corrosion Information, pp.13-15. Installation: • Use all specified fasteners; see General Notes. • Nails must be driven at an angle through the joist or truss into the header to achieve the table bads. • Not designed for welded or nailer applications. Options: LUS and MUS hangers cannot be modified • Concealed flanges are not available for HGUS and HHUS • Other sizes available; consult your Simpson Strong -Tie representative Codes: See p.12 for Code Reference Key Chart Double -Shear 00 NaiEng Top View Double -Shear Nailing Side View Do not Id tab Dome Double -Shear Naifng Side Viaw I (Available on some models) 1'1or2Xs tus for41 k e O H 6, fi /—W—/KB 6 WS28 HHUS210-2 OrMUS28 6' ° 6h. ° °p. }: 6i e C% HUS210 (HUS26, HUS28, and HHUS similar) 6 HGUS28-2 Typical HUS26 Installation with Reduced Heel Height (multiple member hastening by Designer) 19 Simpson Strong-Tie®.Wood Construction Connectors Face -Mount Joist Hangers (cont.) A Ss sS 0 Ss •;Model No. Mm ti Heel Height . ;. ...� Drmefi$ions (in) ,e Fasteners -a t W i'a'H - B Carrying `Membef ... ..... Cairied Member :: _. ... Single 2x Sizes L11S24 ,) M J=' 18 1%6-:1¢3y. 13'i `- `(gA748k3 (2)0:148x 3�.. `LU526- -' -. 4W. 1953 ' 43'i ` 18'i -, (4) 0148 x 3 -. 7 (4) 0148 x 3 _ MUS26 Oti. 18 1 Fm 53is 2 (6) 0.148 x 3 (6) 0.148 x 3 HUS26 4546 16 1 % 5% 3 (14) 0.162 x 31h (6) 0,162 x 3'h HGUS26. ( 49^is" 12 719- `:5i 5 (20)D.162 X 31h_j (Bj 0162x31/5. LUS28- '. 434sr- 18 Js/is, ;-66h 1Y'i (6)G346 x3 (4)0,1480 MUS28 65A6 18 1 OA6 6 Wis 2 (8) 0.148 x 3 (8) 0.148 x 3 HUS28 61h 16 1 % 7 3 (22) 0.162 x 31k (8) 0.162 x 3'k HGUS28 644s 12 1% 7% 5 (36)0.162 x 31h (12)0.162 x3'h �LUS270 417i`, „ ::78 7s,'u' T134s 13i � 18)57348 x:3 (4) 0148 z3 HU5210 84 ', 16 '1 °% ..`79 _ 3 {30)0d62X 3'h ,(70J 0762X3'k HGUS2101 J..-12 15A I 91h 5 '-'(46)0162x31h!(16)0.162z3Yx 1. See table below for allowable bads. ED These products are available with additional corrosion protection. For more information, see p. 15. ® For stainless -steel fasteners, see p. 21. Many of these products areapproved for installation EM� with Strong -Drive® SD Connector screws. See pp. 335-337 for more information. ,Model ' No. DFAllowable toads i Upliftt . Floor Snow,:. ` Hoof, , wind .{76p)ar, (100) ;'(ii5)$, a (125) (i6�^a ,," - SPAllowable Loads - Upliftl Floor ;Snow Roof Wind, ; (160) (100). ;r(115)', (125)""" 160) SPFIHF AIIoweble Load - llplrftl `Floor 'Snow Aoaf Wind (160) 1 (100) 1 (115)_ (125f� (1160) Code ; Ref -`a: Single 2x Sizes LUS24. 435 820 7,045' -435- 726. , :^925. 890 LUS26 1,165 865 990 1,070 1,355 1,165 935 1,070 1,150 1,475 865 1 635 725 785 1,000 IBC, FL, 1,295 "-1,480€: TS60 J;560- =93U `: 01,405 * .;4,560 1,561J ''LS 610 :i 955' 1',090 '1,780 ^..35g,. LA HUS26 1,320 2,735 3,095 3,235 3,235 1,320 2,960 3,280 3,280 3,280 1,150 2,350 2,660 2:780 2,780 JiGUS26 jV5; , ' 4;340 a,$50L'" ; 5,170 5 390. 8- `4,690 ;'5,220 - 5,3901 75j390 • 7 80 „ 3,225. , 3,610 .3,87D j 3;965,,, IBC, FL LUS28 1,165 1,100 1,260 1,350 1,725 1,165 1,195 1,360 1,465 1,730 865 810 925 1,000 1,270 MUS28. 7:320 -1,730 1;9755 2125 2;255, 1,32D: 1,875_ •2,135-` 2,255 .,�.255 1,150 :S L270' a1;455 '1;575 1 5,5, IBC, FL, LA HUS28 1,760 4,095 4,095 4,095 4,095 1,760 4,095 4,095 4,095 4,095 1,480 3,520 3,520 3,520 3,520 fiGUS28;. r ,1,o+i5 s '275 , 7,27�a'=_ 7275 7,275!1 #:62 1,2ia. '!' x�25 %275 ` ;3;275 7,3 5 ' =.3"i,7 : M20 3 9i4;, ; 4150'. IBC, FL LUS210 1,165 1,335 1,530 1,640 2,090 1,165 1,450 1,655 1.775 2,270 865 985 1,120 1,215 1,500 IBC, FL, HUS210 %635 '.5,450 5.".95,J-• ,830 5,83a, .2,635, 3Z95 5;780' S,830 5830 2. 220 -;.7 >3 '. 2,ti5, 2,595 2;825. LA HGUS210 2,090 9,100 9,100 9100 9,100 2,090 9,100 9,100 9,i00 9,100 1,545 6,340 6,730 6,736 Q730 IBC, FL 1. For dimensions and fastener information, see table above. See table footnotes on p. 195. HHUS/HGUS See Hanger Options information on pp. 98-99. HHUS - Sloped and/or Skewed Seat • HHUS hangers can be skewed to a maximum of 45" and/or sloped to a maximum of 45° • For skew ony, maximum allowable download is 0.85 of the table load • For sloped ony or sloped and skewed hangers, the maximum allowable download is 0.65 of the table load • Uplift bads for sloped/skewed conditions are 0.72 of the table load, not to exceed 2,475 lo. • 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 bad 0.46 of table load W < 2" Bevel cut 0.72 of table load 0.46 of table load 2" < W < 6" Bevel cut 0.85 of table load 0.41 of table bad 2" < W < 6" Square cut 0.46 of table bad 0.41 of table load W > 6" Bevel cut 0.85 of table bad 0.41 of table load bpeclly angie Top View HHUS Hanger Skewed Right (joist must be bevel cut) AO joist nails installed on the outside angle (non -acute side). 94 6L •uogeuuo;u! Jaua}se;Jot ZZ-LZ'tld aas yl6ual Rq JalauJeW palsg OR gq%ayl ul suolsuawlp l!eN sJaualsey g •egen ggel ayl;o V9,0 o} peq ayl eonpe pue 'lslor ayl ul xx ,84 LO Puu Jepeay ayl ul s0eu °y L x .94L'0 Ion'smgwew 6uYu= xd al6uls 4U.M uogmpem peq ou yym'lslol e41 u! ,Y.S x °Z9l'0 pue Japee4 ayl u! gleu ,y,Z x .69 C0 esn'siagwaw bu!/weo x8 40M'ma6uey pal!eu Jo; wnw!u!w Jagwow 6u[/= xZ lid-oml a uo poseq OR umoys speol •g aLL 6uwlS uostlw!S l0eluoo'uo0euuo;ul leuoluppe Joy'speq ggemqe Ja6ue4 % u! uolsual u2J6-ssmo to ualegena ayl s prgou! a nos eioloalas Joloeuuo0 ®e0-buoils uosdw!S'V LOZ-L Id1LISNV 411m aouepmooe ul speq olgemgle l!wg f(w ugsual umu6ssom pJoyo s m •b wm•eg6uoAs }e 133HC13tJ-O-1 ugapnq le0luyoal aas'ly6lay lacy wnw!ulw ueyl ssq Joy •speq ggel sn; enelyoe o; pannbaJ sl umoys 1461ay Laay wnw!u!ry s •6u!lw pequmop a sl (090 Pu!M'Z ' WeA06 speq Jaylo ajeym eonpad ,pamge aseemu! Jay4rg ou yym 6u!peq pun Jo 9J enbyyea Jo; pssemoul ueaq aney spool ggdn - t DEO`6 0£0'6 0£0'6-p£06 OL£$, OQS'O100S'OL OOS'0 004'OL 9 P5 F cxnv0(ZZ),..x/r£xZ91'Q(99)si4Zt-4eL i1 sYw[ WLE'LSnw, ld 9661 L566-L 966`L 96Q QOE'£ S6Z`6 S6Z8 S6Z'6 S6Z'6 9£8'£' Y',VC fO(06 VExmQ(gs) b `_?SEOC"%L ZL s9e0L WLE'LSMH' QZ8'L j-,'PZWzt OZfrk `OZ8'L I 496'Z '960`6 1 S60'6 'S606 fs6w6 0£b£ I mmavo(9 t) %£xapL <J4) "'b : SARI %L Zl- -qu- QTfL£')SJ10H:`. sazls xV algno0 06L'8 06L'9 06t'8 061'8 006'V 9ZVOL SZL'OL 9ZL'0L 9ZL'OL 969'9 54Ex Z9V0(ZZ) YES x Z9L0(99) 4 ZL s3LL KnnoH 08L'L 08L'L oq&, O9LL O06'V 5V0`Q 9b0'6 M's SVO'6 969'9 vsxZ9C0(OZ) ;,isxZ9L0(gS) V ZL sYaOL ZLVSnm ...'ld'0815Z8`L SZ8'L OZS'EODti6 OOk`6 OOt6 DOL'6 S60`b£x Z9['0 (9l) �1iEx29C0 (94) 4 ZL sYeB OIVSnOH015'9 �di.SS 9Eg15- 506'V e5Z'E 9'�bk9 58b',l S£V`9 Meg 09S"P m£xa •O(owle�ExZ9'0(0£) E' °' $,v'4zL%e bl- %8 ° ; %tsn H Q£8`Z SVZZ SLOT 0£8`LL: YEx,Z9L;0 (9)7. �1o£xZ9L0(8) Z 84 '/r9 OECSf11Slb'9 9W9 SLV'9 5LV'9 08L'Z 094'C OWL 09V'L 09V'L SEZ'£ +/i£xZ9L0(Zl) /,c xZ9C0(9E) V ZL sve9 MOH -9bfS 5£V'b SEL4 OL9'E SLS't 086'SSSCS OLB'b 59Z'b 09Lt 9r£xZgL'0 (8) Y�Ex Z9l'0 (tta £ bl g'r9 BbSOHH Vl SLO'Z 099L ObS'L 09E'L S£L'L Slb'Z OE61 06L% 089% OZE'L RE Z9VO(9) VexZ9f0(g) Z L sYs£ bL g49 BbSHH V091 SVL't 98E't OBZ'L OWL OWOEO'Z Ol9't OWL SLE'L 090; zlrEx KO(b) �'r£xZ VOM Z pm `8L - %b snnl SS9`E-N. SVL�Z: SEVZ S£! L.0(9)w` m:x29 lsZ56L`b ,9b3nHH.S 9VVb Urt, , I m% 'OSZ SZ'S S 9 k0ObYE .., V[b BVsbba ld O91 NVL LO60't S6C L.: 598; ",81fi : S65L S9Z'L, -OLL`L.,QtOL ib9p. 'Yk£X,' L'O (4)" �ii£xZOt"0 (b) •Z ^kb 9C/a£ 86,' %b . @° 9bSl}l sans xV OtL`8 r ObLB �,, Ot19 ":91L'8 006'V 9zib[ SZ40L SZL'OL SZL`OL 9fi9`5 Mx,Z9l'0 (ZZ);,i4ExZ9l'0 .-. (99) 4-.-WsZI ?tiE9 ZL- %tl ati-6lZSn6H` tll 'ld'O81 08LL *i, .. 09tt �o11 &. ;Otld'e•*g,�go ilyOA .. ,;§�bO H. S,.9 ',' i4Cx�9t'0(0Z)�'ke xZ9CO(9S) k Ph01' .9 Z}`-° 5'sOt L:kZlZsp9H'e L [SZBLOOC6GOO S60'b +A£kZ9l'D (9l)"iii£xZ9C6 (94) b' sSE6 s4£9 ZL? •/,6lH 9L9'S Slg's SBb'S 0V8'b0£6'Z 9LE'90£9'S SOb`E vionL•0(00 mxZ9L'O(0£) E %8 %9 bl %8 b-OLZSOHH Vl 9L4'9 SLb'9 St4'9 9tb'909L'Z o96'L09V'L 9£Z'£ V,8XZ9V0(Z0 Yr£xZ9l'0(98) b 9SU s'k9 ZL 1AL b-BZSn9H 'ld 081 g6L'b `SSk'b Otkb '0£L'E'S4B6` 098b Ob£'V. 'S9('2 iAE$Z9l'0(93 %EXZ9L0(0Z) _ J. SY49 sA9 ZC"-, fiS .:'4-9ZSFlg}I= sozlS xZ oldmpent) 0evs O64`8 66t'8 :06L 006'tr §ZI.`OL SZL'OL' giCDt SVm 969'S' s/�£,x 6ro m,,''x/ SxZ9Po(99) b : hw 45,t aE `%ZL £-blZSn9H 'n! 08l 08LL rL 0?4..09L' O06'3 _x b6 S '6 Sbo'6 a9'aETB `S x/x£�ZBI'0 (OZ} �+rEx Z8 0(9S) -6'ikOL sorb Z4°'%Ol 'E-ZLZSn94} 9Z8'L 9Z8'L 5Z8'L 9Z8'L OZ5'E OOL'6 00 L'6 OOL'6 OOL'6 S60'b 44Ex Z9l'0 (9l) %SxZ9V0(9V) b 7J6 Nkt Zl %s E-OtZSnOH ld 5L9.2 SLS'S s86`5 049'b OE6'Z 586'9 S96'9 SLE'9 OE9'S SOb'E rAExZ9l'0 (OL) 'M:X?9r0(0£] £ a/i8 "A,V bl %8 E-OLZSOHH ql 5C4`9 `9Ltr'9 Skb;9 ';Stb9 .OBLZ 09bL 09tiL;:'.09bL. d9V'L�:.9£Z�E 9�£%,Z91'O(ZL1 z/i£X"Z9C0(9£) '..V• "SAC ?i5xb ZL" s5Et9 '-: E•8Z30914:. 'ly'001 96L'b -gVYV 0/rt OEG'.E- SSB'L SLS'S= OLL'S OSB'V Ob£'V S9t`2 YJ£xZ9l'0 (8)T'yx : x Z9C0(OZ) 6 %g s'JOxV Zl sh,v- _. •£-9Zsrisw . sozls xZ oldpl 9Z9'L 969'L SZ8'LF OZS'E OOL'6 00 L'6 OOL'6 OO L'6 560'b 9rEx Z9l'0 (9l) x/rEx Z9C0(9b) b sS@6 sYsE Zl sYsB Z-OLZSOOH O6L`9 09049 OVE'S 9EE'E 9879 98b`9 9£V'9 SOUS Os5'£ g5ExZ9l'0(o0 g'r£x Z9L'0(Of) E sh8 sm bl %8 Z-OLZSOHH 9E4'Z OE6'L 98LL SbZ'L 0£8'Z 9VZ'Z 9LO'Z 0£9'L 5WL. YExZ9VO(9) s/£xZ9L0(9) Z 6 %E 8L 90 Z-02sril Sibs9 lib'9 SL79`•09L'Z' owV 00'L' 09VL 69bL 9£Z'£ T!r£xy01=0 (Zt}„=/iE xi9C0 (9£) 4 stfL ?55E 'ZL. s509 Z-8ZSn9H' V1 •9419 19£b'b S9L`V-'OL9`£ 9LS'l 'OW9 59it" Dle'Y S9Z9 9$LL 9r£s', a 18)` i£xZ9t"0 (ZZ) £-_. "/rL s: £ bL' sS's9 �•"s Z-BZSF3HH, '11'081 9bL'L ,M'L 08Z:L„'M'l p;,Ol6 'Q&Z OWL ,064`L 8LE'L 12xB`L 85.E%Z9l'0lV)r.,;5£xZ9t0(9) . Z L- 9'i£ 91 s9sV •;.;_: Z-BZstll. s6L'b Sbb'b OLVV oELE S98'L SLS'S OLL'9 020 060 991'3 54ExZ9L'O(8) %engr0(OZ) b sYcS gm Zl 9Z Z-9ZSn0H 999'E SE6'3 94L'Z S£b'Z 5EL OSZ'V Slb'E 06L'E OE8'Z 0Z£'L 54Ex nro(9) sA£xZ9L'0(W E %S sl4£ bL 'K-4 Z-9ZSnHH ALE'L o60'l SQO'b. •S88" 0L6 9691 99Z'L I alit MWL O9 t %Ex Z9L`o(V) .IMxd9t0(V) 9/eb YxE HL 91AV ='. Z-9Zsnl OLOI `$48 08L' :A69.' SSE-:54Z"L 086` _. 906 008 q v9,Xzm(Z) £xZ6T'o1Y) '="Z4E -sliE a7JZ ....... ;� Z-bZStil '. ._._. m4s xZ algnoO 'lou : (09l) PUR (5Z11, ,19-H (Sll) MQus (OOA(094) •JOOW .. •ll9dn (091) Pulm - (SZt) l008 ,. (SLL) mous (Ool) malt' n (09t) l lld0 - ,Jagwayy- PaweO , Jagwayy fiu1 0 . 8 i" H �mM .. •a9" 14 OH - ,-)apow. apo0' sPaol algz=IIV 4W-4ds _spedlelgemollvdsHO ('up SAGualsey. Nil suolsuawl0 h W : I: ° gg •'ate ^ai�`.x�liOS� NOSdWIS pi 'uogeuuo;ul aJow m; L££-5£E'dd 99S ,LZ'd eas gt,d ass'uollewJolul amw Joy 's M m10auu00 (IS ®enu0-6ua1S 44M l 'sJaualsa; lsals fl •uo!loalad ugsouw leuo!eppo im U04gle}sul Jo; penadde am slonpwd esayl;o Auery ssqulels Joy gllm elgellene are slonpoJd a-L L snE)HisnHHisnHisnwism Simpson' Strong -Ties Wood Construction Connections - Face -Mount Truss Hanger The HTU face -mount truss hanger has nail patterns designed specifically for shallow heel heights, so that full allowable bads (with minimum nailing) apply to heel heights as low as W. 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'h' max. to allow for greater construction tolerances (maximum gap for standard allowable bads is'/6' per ASTM D1761 and D7147). See technical bulletin T-C-HANGERGAP at strongtie.com for more information. Material: 16 gauge Finish: Galvanized Installation: • Use all specked fasteners; see General Notes • Can be installed filling round holes only, or filling round and triangle holes for maximum values • See alternate installation for applications using the HTU26 on a 2x4 carrying member or HTU28 or HTU210 on a 2x6 carrying member for additional uplift capacity Options: • HTU may be skewed up to 671/2'. See Hanger Options on pp. 91 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 f Marry of these products are approved for installation with Strong -Drive® SD Connector screws. See pp. 335-337 for more Information. HTU26 truss and carrying member HTU Installation for Standard Allowable Loads (for 'h' maximum gap, use Alternate Allowable Loads.) Standard Allowable Loads (1/sa Maximum Hanger Gap) SIMPSON 57 3a . 12, Typical HTU26 Minimum Nailing Installation Alternate Installation - HTU28 Installed on 2x6 Carrying Member (HTU210 similar] .. Model' No. Min. Dimensions (in). Heel - Height W H 8 Fasteners(n.) Earrying ` Carried `"„ Member Member " DFISP AIIowabiaLoads ' Uplift Floor snow d Roof Wind (160) (100) (115) (125) Vin ^ SPF/HF Allowable Loads ;. Up ift Flooi' Snow Roof Wind UPI (166), (115) (125) 060)_ Gdde Ref. ,.. Single 2x Sizes HTU26 - _ 3,h."I li 5Q 314 1 (20) 0.162x3'h`.. (11) 0.148 x.1'h 6d0 26'0 2,670 2;EX 4211 : 550 ,x00 ,. 768`J ,1;6a0 1,e33= HTU26jMin)': 3*la - Y sh. 5rA6 3 h -(?0}0-162 x 3 i (Y4) D.148 x 1'h� 1,250 2,940 3.200 1 2,200 3200: 1.075 1.S52'' 2,015 '2-015 HTU26 (Max)I. 5'h' Is/a 5113'1h 1 (200.162 z 34h.. (20)0.148x Ph 1,555 �2,940 3320 3;530 4011) 1,335 2;530j 2,85n 1080 Lmn IBC, HTU28 (Min.) 3r/a 1 sh 7'Ae 31h (26) 0.162 x 3Ye (1410.148 x 1112 1,235 3,820 3,895 13,895 3,895 1,060 2,865 2,920 2,920 2,920 FL, HTU28 (Max.) 71/4 15A 7S6 3Yz (26)0.162 x3'h (26)0.148x 1112 2,020 3,820 4,315 14,655 5,435 1,735 3,285 3.710 4,005 4,675 11111210pin), 33i- 1%, 9146 31/2 (32)0-162z31h (14)0.148x1lhx 1,330 ',N 4,303 Iii,,00ti 3,35&; 1,145 3,225' 3,?2a, 3226 3.225, . 9'J_ 1% 9As:31h . (3201623h, (32)0148x1'h 3,315 4,705 ' a 5j a 4„93HTU210(Max) 0 5155" Double 2x Sizes HTU26-2(Min) 3�A 33ia I 5°Ae 31h 1 (20)0162 x31ht (14)0.148'XS` 1 1515 1 U40 3.320 1'3,530 1 3,9101,305 11,850 12,090 j 2255 t 2,465,1 HT1126-2{Max:) 5'k 311i6 51Ae, 3'h ,(20) 0.162 x 3Y,. 120)0.146x3 2,17512,940 33231 3.530 -4 Bbij 1,870 2,530, 2,1 Ai 3,855 HTU28-234s 7He 31h (26)0.162z3'h (14)0.148%3 1,530 3,820 4,310 4,310 4,31011,315 2,865 3235 3,235 3.235 IFL, HTUN6 7'Ae 312 (26)0.162z31h (26)0.148x3 3,485 3,820 4,315 4,655 5,825 2,995 3,285 3710 4;005 5,f0,5, LA HTUi5e 9Ha '314.: '(32) 0:762 x 31h'. -j14}0.148%3. 1,755 `4,705 4,815 ()4',815 4,8151 1510 3;530 3,6Y0 3;610 3610' HTU33S1 SMc' 31A (32)0762X3Yz., (32)0.149 X3 ,4,110 4;7fl5 5310.W,730 6,5 13,535 4,045 4,550 4�930 5505:: 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'W and W, use the Alternate Allowable Loads. 6. Truss chord cross -grain tension may limit allowable bads in accordance with ANSVrPI 1-2014. Simpson Strong -Tie® Connector Selector° software includes the evaluation of cross -gain 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 1'h` nails in the header and reduce the alowablo download to 0.70 of the table vaii The allowable uplift is 100% of the table bad. 8. Fasteners: Nail dimensions in the table are listed diameter by length. Sea pp. 21-22 for fastener information. HTU Face -Mount Truss Hanger (cont.) Many of these products are approved for installation with Strong -Drive' SD Connector screws. See pp. 335-337 for more information. Alternate Installation Table for 2x4 and 2x6 Carrying Member Min.' .. fasten ers.(iR.) DFJS,P Allowahla Loads SPF/HF Allowable loatls .Model nHeel 'ItJe' H{in)t' Minimum Car in , '.:.'. ed plift'- Floor" snow poll,,.;:Coda" , lift Memhe9 .Membe9 Member �(160) (10Q}; (115) Of,• (160) ;j100)'Wind�760), iBef.-; .,(125) HTU26(Min.) 3zh (2)2x4 (10)0.162 x 3'h (14)0.148 x 11h 925 1,470 1,660 1790 1,875 795 1,265 1,430 1,540 1,615 HTU26(Max.) 51h (2)2x4 (10)0.162 x 3'h (20)0.148 x I1h 1,240 1,470 1,660 1790 2,220 1065 1;265 1,430 1,54D 1,910 I8C, HN28 (Max.) ' 7Y..: (2) 2x6 •(20) 0.162 x 31h (26) 4 748 x 7'h, ., 970 ..2,940e 7 320 'a" ,°Q 3,905 1,695 , p2;530" 2 $=S' 3:060 3'-3 0 FL, LA H210(May-),Iv/ z620 12 31Jz 2)014x1"h20 / f 2,9( 320a0. 3,065 Z375."2530 ,360) 1. See table above for dimensions and additional footnotes. 2. Maximum hanger gap for the alternative installation is'h". 3. Wind (160) is a download rating. 4. Fasteners: Nail dimensions in the table are listed diameter by length. See pp. 21-22 for fastener information. Alternative Allowable Loads (112° Maximum Hanger Gap) Men Olmensums.(In )�a Fasteners (in.), , DFlSP Allowable Loads. ' SPFJHF Allowable Loads - - Model � Y No. .Heel- ., .,f W° H �. 'B. - ,. Carrylmj.° Carved �,: 's Upli`i Floor Snbw� Hoo1a�`Wind Upel1 Floor l.Snow - Boar ,Wind Code Bet; „ Neight Member Member (160) (100) (115) (125). (160)„ (160)',(100) (11a7 (125)'-(160) Single 2x Sizes ATU26. '.31/a IA- 534a. 31h, (20)D.162 x 316 71h }iTU26(Min) .3M 1% 531., 3'h (20)0162 % 111A 1175 2,940,.3f till 3,100 -3,100 1,010 1,955 1955`1,955 .1,955' A1i125jMax.) '� 5'/s1 ' 1§5 5•be. 3Th {?010.162ir3Vx-tYz 1,215 29d0320 3580 =610 1045' 7850 '?%?90 2,285rt 2285. ,.. _ d0.148 :.. .m IBC. HTU28(Min.) 3rh 1% 7% 31h (26)0.162x 31h 11h 1,110 3,770 3,770 3,770 3,770 955 2,825 2.825 2,825 2,825 FL, HTU28 (Max.) 71J4 1 % 78s 3'h (26) 0.162 x 31h 1 % 1,920 3,820 4,315 4,655 5,015 1,695 2,865 3,235 3,4903,765 LA ;HTll210:(Mm.)y,.3'h I% 9$s 3 (32)0.162x3 1'h 1;2q 3600 36p0 3,6Q0 3;600 1075 ;2700 �2,700 2,700=,2,700. AN210 (Max.)". 91/4 1 9Se 31h (32)0.1621316 (32)0.14$x Ph 3,255 4,7051-S,D20 5,020 k6;020 2,800. 3,530 3,765'3,765 3765 Double 2x Sizes HT3126-2(Min.), 3% 35' 0e� 3!A (20)0,162x31h (14)0148x3 1,5Y5 2,940 i3=g20 3,500e .3;500 1,305 2,205 2205 ,2,205, 2,205 HT#12fi-2 (Mast,)' SYzt 3§'ib 5%tie 31Jx (20) 016201J2 (20) A t98 x 3 7,9Y0 2 940 u"�..'s"0 3,500' 3500 1,645 2,205 f .2,205 2,205. 2,20$ HTU28-2(Min.) 37h Mi. 734s .31h (26)0.162 x 31/1 (14)0.148x3 1,490 3.820 3,980 3,980 3,980 1,280 2,865 2,985 2,985 2,985 IBC, FL, HTU28-2(Max.) 7'/4 3§4s 7Ss 3'h (26)0.162 x 31h (26)0.148 x3 3,035 3,820 4,315 4,655 5.520 2,610 2,865 3,235 3,490 4,140 LA HT02102(Min12' 3r/e� 3 e- 9Y�e". 3'h (32)0,162x31fi (141Q;�148x3 1,75'S- 4,255� 4:255 4,2551 4;255 7,510 ".3,790 3,190'�3,190- -3,190 HTU210=2 (Max;) , 9'Ja 3%a 9Ag - 31h' (32) 0.162x3h (32) 0�d8 x 3, 3.855 4,705 :>ii! 5;735y 6,470 3 31.1 s3 530 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 govern. 4. Wind (160) is a download rating. 5. For hanger gaps between 'A' and'h', use the Alternate Allowable Loads, 6. Truss chard cross -grain tension may Imit allowable bads in accordance with ANSVFPI 1-2014. Simpson Strong -Tree Connector Selector' software includes the evaluafion 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 1 W 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. V, 19 HU/HUC/HSUR/L Medium -Duty Face -Mount Hangers HU/HUC hangers may be installed on a masonry/concrete wall as described below. Additionally, HU hangers with one flange concealed may be installed similarly. HU and HUC products are heavy-duty face -mount joist hangers made from 14-gauge galvanized steel. • The HUC is a concealed flange (face flanges turned in) version of the HU. • HU is available with both flanges concealed, provided the W dimension is 2456° or greater, at 100`ya of the table bad. Specify HUG • HU is available with one flange concealed when the W dimension is less than 2;;6' 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 Ya° x 1 VV Tten® 2 screws (Model TTN2-251344 for concrete and 'A" x 214' Titan 2 screws (Model TTN2-25234M, for GFCMU. Follow all installation instructions and use the bads from the sawn lumber or &V? sections. Material: 14 gauge Finish: Galvanized; ZMAX® and stainless steel available Installation: • Attach the hangers to concrete or GFCMU walls using hex -head Titan 2 screws. Titan screws for GFCMU r/P x 235" — Model TTN2-252341) and for concrete ('/a° x 13/'4' — Model TTN2-25134H) are not provided with the hangers. • Drill the 3/is'-diameter hole to the specified embedment depth plus'h'. • Attematively, drill the 3/5s -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§ bad capacity. • Mien Installation Tool Kts are available. They include a 3/is" drill bit and hex -head driver bit (Model 7TNfT01-RC); a 35c° x 4''A" drill bit is also available (Model MDB18412). • A minimum edge distance of 11/2" and minimum end distance of 37A" is required as shown in Figure 1 for full uplift bad. • Where no uplift bad is required, a minimum end distance of P/s" is permitted. Codes: See p.12 for Code Reference Key Chart HUC410 3l, SIMPSON` t t�oT% HU214 Figure 1 — HUG410 Installed on Masonry Block End Wall 4 Figure 2 — HUG410 Installed on Masonry Block End Wall 23 Simpson Strong -Tie® Wood Construction Connectors $mnP$oi� • ry Medium -Duty Face -Mount Hangers (cont.) M 9 W These products are available with add0ioml corrosion protection. For more information, see p. 15. Model Fasteners (ind ". owaoas OFIS Allble Loads ( P) Code 0 o- GFCMU Concrete Standard Concealed GFCMU :: g Concrete Titen®2,-:.(760) Joist ..Uplift Down (10007251;. m Uplift (160) Down Ret A HU26 HU26X (4)'/4 x 234 (4) %x 1 V, (2) 0.148 x 1'h 335 1,000 335 1,545 HU28 ' �-' .._... HU28X _ ,"; 6'hx2li�"" - - U (6)'/.X1s/< ' �(4)0.148x1h -_.545 ,7,500 _ 760„ ': 2,-000: - HU24-2 HUC24-2 (4)1/4 x 244 (4)1114 x 1 % (2) 0.148 x 3 380 1,000 380 1,545 +HU26-2':(MmjNUC26-2 `" •*" ` {8}'h x23/4., t"' (8j'/ax 1?/e y+=(�0:748x3 `�060 2,Q0©�'. 76C � �t "3;2dO, HU26-2(Max} "' HUC26-2 (12)1/4x 23/4 (12)1/1 X 13'4 "'(6)0.148 x3 - `14135 3;000;" 1,135 -3,950' HU26.3 (Min.) HUC26-3 (Min.) (8)1144 x 23144 (8)'/4 x 13/4 (4) 0.148 x 3 760 2,000 760 31200 HU26.3 (Max.) HUC26-3 (Max.) (12)114 x 29', (12)1/, x 1'/4 (6) 0.148 x 3 1,135 3,000 1,135 3,950 M28-2(Min_), - HUC28 2 (Min) (10)'/,x 2- = _ (70)Y KSV ' - (4).0.14B x3 760 Z500;- 760 , 7 3,725... HU282'{M u.J '+ .HUC28 2 (Max4 -,r `' (14)'/ax tali _A" Y, X 1:9', „ � 0:148 x 3 � _`71135 _ 3f5dQ,.: ; .. 1,135 HU210 HU210X (8)'/4 x 23/i 1 (8)'/, x 135 (4) 0.148 x 1'A 545 2,000 760 2,415 iHU270-2'(Mmjin)-,Y (14) .. { 4) '/.x23'<='*- 1 'Gx13' {60148x3 ", 1;d35 3,SOR 1,135 __... 920, u HU210-2'.(Max., _" (18)/4 z236"4"'6'(78) V4 X 1'14 $'{1'O)f1948x3 g7;800 4,500 7800 -,5,085 HU210-3 (Min.) in.) (14)'/4 x 2'/4 (14) Y. x 13/4 (6) 0.148 x 3 1,135 3,500 1,135 4,920 HU210-3(Max.) AHUC210-3 ax.) (18)'/4 x 29: (18)'/4 x 13/4 (10)0.148 x3 1,800 4,500 1,800 5,085 HU212 (10)V, x 2Y2- (10)"V4x73°4 a{6)0.148X1'h 1"#735 2,500 '7 1,135HU212-2 (Min.) n.) (16)1d x 23/4 , (16) Y4 x 1 Y44 (6) 0.148 x 3 1,135 4,000 1,135 4.920 HU212-2 (Max.) HUC212-2 (Max.) (2 2) x 23/. 1 (22) 1/4 x 11/4 (10) 0.148 x 3 1,350 5,085 1,350 51085 111.1212 ,'(Mm.l ."" HUC2123{Mm;), F;. (16)'/.x2iL) (15)'14x 11/1 ~(6j0.148 z3 1135 4,000„ 1,135 , 7, ( HU21-3'Max)rm HUC212-3(Maze (4)l4x2}4, 22)V4z1�. ��; ( i �£{30)C.148x3 '� �'7;600 _ '5,085�, 1,800- HU214 HU214X (12)1/4 x 234 (12)1A x 11/i (6) 0.148 x 1'h 1,135 2,665 1,135 2,665 HU214-2 (Mm) HUC214-2 (Mia),. (18)Y.x23'1', 1 (18)V4x 11/4 18) 0.148 x3 , , tS75 4,S0Qr 1,515, u5,085: ` •HU214-2 (Max )'':?' NUC214-2{Max: (24)Y4x2�. ,�;°(24)V, x.13'4 `,(I2).0.148x3, :"`2,015 S';085'. 2015, 95,085, 1% HU214-3 (Min.) HUC214-3 (Min.) (18) V, x 23'4 (18) V4 x 13/4 (8) 0.148 x 3 1,515 4,500 1,515 5,085 HU214-3 (Max.) HUC214-3 (Max.) (24)114 x 23/4 - (24)'/4 x 11/, (12) 0.148 x 3 2,015 5,085 2,015 5,085 HU216'., - HU216X (18)'/4x2.r }= (76}'/4x1L{Bj 0:148 x•114 "§1515.', HU216-2 (Min.) HU0216-2 (Min.) (20)'/4 x 23'4 (20)'h x 1 V44 (8) 0.148 x 3 1,515 4,920 1.515 4,920 HU216-2 (Max.) HUC216-2 (Max.) (26)1/4 x 23/4 ( (26)1/4 x 134 (12) 0.148 x 3 2,015 5,085 2,015 5,085 HU216-3 (Min:) , HUC216-3 (lAin j (20) Y4 x 23h: (26) V, x,1 i , y8) 0:148 x 3 1,515 4,920 1,515 4;920 HU216-31Maxj HUC216-3 (Max.`; (2fi)V, x2i4 ,(26)1A.x l V, i ", (72)0.148 X3 ,2015 5;085`<< 2,015 - 5,085. HU7 (Min.) (Not avallabie) (12)1/4 x 2Y4 (12) V, x 11/. (4) 0.148 x 1'h 545 2,980 760 2,980 HU7 (Max.) (Not available) (16) Y4 x 234 (16)'/, x 134 (8) 0.148 x 11h 1,085 3,485 1,085 3,485 HU9{Min.) - (Not available)r=pi (78)V4x23A";. -: {18)='/,z14-..(6)0.148z1Y %1135 3;230'„ -1,135 H19 (Max.) . '- (Not available), . (24) V4 x 214 ` {24} Y, x 134 ,{70) 0.148 x 1'h 7;445 3,735-- - 1,445 : 3,735 HUll (Min.) (Not available) (22) %x 234 (22) V, x 134 (6) 0.148 x 1'h 1,135 3,230 1,135 3,230 HU71 (Max.) (Not available) (30)1/4 x 23/4 (30)1/ x 1 V/4 (10) 0.148 x 1'h 1,445 3.735 1,445 3,735 -HU14 (Min.) _{Not available) .:. ,.tl (28)'hx23k. {26)Y.x18', ((8)0.148x 1'h 1515" 3,485 1,515 .3:;485 - ,HU14(Mex) ,(No[.avalhble)- -_N_f (38)'/.x23/n; 9 ,{36)M x49', Fo-(J4)0;148z11h =;2015 4;245; 2,075,"4,245 r 38 t STAGGER JOINTS - TYP.T �T-RAISED HEEL ROOF TRUSSES SEE PLAN NN-4--_ aa�raaaaaa��a�oaa�a� �aaaaaaaaaaaa�iiaaaa��aaaaau ' Mimi■■i�� aa�aaaaaaaaaaaaa■aaaaaa■aa�aaaau . aaaan4'aaaaaaaaaaaaa�l.-�'.� MINN NMI UPLIFT/SHEAR ANC _ EACH TRUSS - SEE PLAN B/SKI!' NOTE: ADVL FRAMING NOT SHOWN FOR CLARITY RA15ED HEEL TRU55 BEARING xu A . MB SKI !IBBOJ BOARD- SEE CHEOULE FOR SPACING 4 ASTENING TO TPUS9E5 -MASONRY WALL - SEE PLAN ROOF SHEATHING- SEE SOFFIT/FASCIA- SEE RIBBON 130AFV-- SEE SCHEDULE FOR SPACING 4 FASTENING TO TRUSSES WALL 5HEATHIW SEE PLAN MIN 15/32, CDX PLYWOOD OR 146' 0513 WITH 8d GUN NAILS (0.131' X 2 1/2') a 6' O.G. TO RIBBON BOARDS DO NOT FASTEN RIBBON BOARD INTO END GRAIN OF ROOF TRUSS RAISED HEEL ROOF TRUSSES -SEE PLAN UPLIFT/SHEAR `GYP. CEILING. ANCHOR EACH SEE PLAN 4 TRU55- SEE PLAN SCHEDULE MASONRY WALL - SEE PLAN RAISED HEEL TRU55 BEARING B & E. M SKI RIBBON SCHEDULE DESIGN CRITERIA RIBBON MATERIAL RIBBON SPACING RIBBON ATTACHMENT WIL=165 MPH (2) 12d GUN (0.131' X 37 (Weddle MPH) 2X4 SPf42 24' TO EACH TRUSS, (4) EXP. B, NAILS AT JOINTS ENCLOSED W IL:1W MPH (2) 12d Cd1N (0.131' X 31) (Veedd39 MPH) 2X4 SPF4. 16, TO EACH TRUSS, (4) EXP. C, NAILS AT JOINTS ENCLOSED w SK.1 january,10, 2020 CarperiterContractors of America, Inc. 3900 -Avenue" G, NW Winter Haven, 171,238880-6201 Dear Matt: lt,h ' as Come. to my attention - that some questions were raised concerning 5/ 1 87 d , idm6ter' holes drilled thru the: chdrds- chords_(wide facq) of-sys42 gablerend trusses wallow for threaded f6di used f6r "tie,d6wils." If th6se.gable ends:are!over continuous support with on0ace,fully'sifeathed-ind the dales are- dr.-illed-abbut the,cenf erline,of the wide Face no,close --than i4!-O.e,without -daiiia ing:anyconhectot' 91 plates or verd , cal , 'web , s then no repairs reqgired..The truss only supportsl'feetof floor loads and'vid I additional load If you hate a - qUesfion$],, please give me -a -cal, ny RO. 8§367 is STATE OF .6,750 Forum Drive i Suite 305, qrjan.do, FL 32821 - (8Q0) 521-9790 --(863),422-8685 www4a]pineitw.com versiaa; No. 70HI STATE OF El COA W 27s ALPINE Alpine, an IIW Company 6750 Forum Drive, -Suite 305 Orlando, FL 32821 Phone; (800)755-6001 www,alpine,itw cDM Design Coder FBC Sth ed 2017 In�felfiVIEW Version. 17,02,02A - - JRef# 1WW6897506511 Wind Standard ASCE 7-10 lend Speed' rnphJ. 160 I.Roof. Load (pstl a M00- 7.00- 0 00-10,00 Building 7 e Closed Floor Load s ; None. 'Thisi package contains gegetal notes Pages 24 truss,drawing(s) and 5 detaij{s),. A2: A4 GE 2 16820,1225.29696 - A1A 4 168.20,1225.27980 A3. - - -- 6 168,20.1225,29929 A5 8 168620.1225.29102. I A7 -- — - -- - - - 10 16810„1225,28135 - A9 12 16&201225,28541 Al 1.4 16W20,122529414 All 16 168i20.1225 281197 A15. - _ 18 168 20 1225 30670 B1GE_ _ 20 168.201225.29773 EJ7 22 16$ 20 1225=020 CJ3' 24 168; 122524921 HJT 26 A18015ENC104014 -- - - -- - 28 GBLLETIN1014 - Florida Certificate of Product Approval #FL1999 Printed 6116/2020 1;04;38 PM u 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, 82, 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.ora. Fire Retardant Treated Lumber: Fire retardant treated lumber must be properly re -dried and maintained below 19% or less moisture level through all stages of construction and usage. Fire retardant treated lumber may be more brittle than untreated lumber. Special handling care must be taken to prevent breakage during all handling activities. Page 1 of 3 General Notes (continued) Key to Terms: Information provided on drawings reflects a summary of the pertinent information required for the truss design. Detailed information on load cases, reactions, member lengths, forces and members requiring permanent lateral support may be found in calculation sheets available upon written request. BCDL = Bottom Chord standard design Dead Load in pounds per square foot. BCLL = Bottom Chord standard design Live Load in pounds per square foot. CL = Certified lumber. Des Ld = total of TCLL, TCDL, BCLL and BCDL Design Load in pounds per square foot. FRT = Fire Retardant Treated lumber. FRT-DB = D-Blaze Fire Retardant Treated lumber. FRT-DC = Dricon Fire Retardant Treated lumber. FRT-FP = FirePRO Fire Retardant Treated lumber. FRT-FL = FlamePRO Fire Retardant Treated lumber. FRT-FT = FlameTech Fire Retardant Treated lumber. FRT-PG = PYRO-GUARD Fire Retardant Treated lumber. g = green lumber. HORZ(LL) = maximum Horizontal panel point deflection due to Live Load, in inches. HORZ(TL) = maximum Horizontal panel point long term deflection in inches, due to Total Load, including creep adjustment. HPL = additional Horizontal Load added to a truss Piece in pounds per linear foot or pounds. Ic = Incised lumber. FJ = Finger Jointed lumber. U# = user specified divisor for limiting span/deflection ratio for evaluation of actual Udefl 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. ICC: International Code Council; www.iccsafe.org. 3. Alpine, a division of ITW Building Components Group Inc.: 13723 Riverport Drive, Suite 200, Maryland Heights, MO 63043; www.alpineitw.com. 4. TPI: Truss Plate Institute, 2670 Crain Highway, Suite 203, Waldorf, MD 20601; www.tr)inst.org. 5. SBCA: Wood Truss Council of America, 6300 Enterprise Lane, Madison, WI 53719; www.sbcindustrv.com. Page 3 of 3 Job Number: N334496 Ply: 1 SEON: 7549 / T10 COMN Cust: R8975 JRef: 1WW689750058 ,7A5,182EC,E ,RHOI / 1828/CALI/4EBB ELEV.C/E Oty: 11 FROM: RWM DrwNo: 168.20.1225.30069 Truss Label: Al SSB / YK 06/16/2020 6'1"] 12'17"15 19'10" 26'8"1 332 "9 39'8" 6'1'7 6'10"6 6'1p't 6'10"1 6'l0"e 617 �'I 10' 10' Loading Criteria (ps0 Wind Criteria TOLL: 20.00 Wind Std: ASCE 7-10 TCDL: 7.00 Speed: 160 mph BOLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP. C Des Ld: 37.00 Mean Height: 15.00 it NCBCLL: 10.00 TCDL: 4.2 psf Soffit: 0.00 BCDL[ 5.0 psf Load Duration, 1.25 MWFRS Parallel Dist: h to 2h Spacing: 24.0 " C&C Dist a: 3.97 0 Loc. from endwall: not in 9.00 it GCpi: 0.18 Wind Duration: 1.60 Value Set: 13B (Effective 6/112013) Top chord 2x4 SP #2 N Bol chord 2x4 SP #1 Webs 2x4 SP #3 : W3, W4, W5 2x4 SP #2 N: Lumber value set "13B" uses design values approved 1/30/2013 by ALSC Bracing (a) 1X4 #3SRB or better continuous lateral restraint to be equally spaced. Attach with (2) 8d Box or Gun nails(0.113"x2.5",min.). Restraint material to be supplied and attached at both ends to a suitable support by erection contractor. (a) or scab reinforcement may be used in lieu of CLR restraint. substitute (1) scab for (1) CLR and (2) scabs for (2) CLR'S where shown. Scab reinforcement to be same size, species, grade, and 80% length of web member. Attach with 0.1280" 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. "IMPORTANT" =5X5 E Snow Criteria (Pg,Pf in PSF) Pg: NA Cb NA CAT: NP Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Code / Misc Criteria Bldg Code: FBC 6th.ed TPI Sid: 2014 Rep Factors Used: Yes FT/RT:20(0)/10(0) Plate Type(s): WAVE 39'8" 910" Defl/CSI Criteria PP Deflection in loc L/defl VERT(I-Q: 0.222 K 999 VERT(TL): 0.547 K 999 HORZ(LL): 0.081 J - HORZ(TL): 0.140 J - Creep Factor: 2.0 Max TC CSI: 0.616 Max BC CSI: 0.982 Max Web CSI: 0.527 ♦ Maximum Reactions (Ibs) L/# Loc R / U / Rw / Rh / RL / W 360 B 1709 /308 /961 /- /445 /8.0 240 H i710 /308 1961 /- /- 1&0 Wind reactions based on MWFRS B Min Big Width Req = 2.0 H Min Brg Width Req = 2.0 Bearings B & H are a rigid surface. Bearings B & H require a seat plate. VIEW Ver: 17.02.02A.1213.21 H. ♦ . yyy� �Sa♦p .r.......... a . +4 i •7 M 1 V : Q.. Coa'la ��NAk. VI . 06/16/2020 THIS DRAWING! FRS INCLUDING THE Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp B-C 1483-3151 E-F 1102 -2027 C - D 1387 -2871 F - G 1387 - 2872 D - E 1102 .2027 G - H 1488 - 3153 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B-L 2756-1187 K-J 2276 -839 L - K 2276 -863 J - H 2757 -1187 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. L-D 539 -206 K-F 485 -745 D-K 485 -744 F-J 540 -206 E-K 1361 -646 n of BCSI (Building provide temporary. ,all have a propperly ins 63, 37 tli Q, envise. Ref ALPINE failure to build the the cover s n. The puil9aebl, ll, ty rp 13723 Rive on Drive Suite 200 ry.com; ]CC: www.iccsafaorg Maryland Heights, MO 630< Job Number. N334496 Ply: 1 SEQN: 7550 / T25 ICOMN Cust: R8975 JRef: IWW689750058 ,7A5 ,182EC,E ,RH01 / 1828/CALI/4EBB ELEV.C/E Oty: 1 FROM: RWM DmNo: 168.20.1225.29695 Truss Label: A1A SN / WHK 06/16/2020 T11"2 13'19'10" 238" 31'8"14 39'8" 711"2 5.0••14 4'1"12 2'e"4 310"T11"2 T K1 Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0" Lumber —Sx5 F SECTION MAY BE REMOVED AFTER INSTALLATION. DO NOT CUT PLATES. ass^ �1' 8'i"9 4'1a9 4' 6'8" e'0"11 T11"5 1'i 23.8" 31'8'91 39'8" Wind Criteria Wind Std: ASCE7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP:C Mean Height: 15.00 It TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: h to 2h C&C Dist a: 3.97 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Value Set: 13B (Effective 611/2013) Top chord 2x4 SP #2 N :T1 2x4 SP #1: Bot chord 2x4 SP #2 N Webs 2x4 SP #3:W6, W8, W9, W11 2x4 SP #2 N: Lumber value set "1313" uses design values approved 1/30/2013 by ALSC Bracing (a) IX4 #3SRB or better continuous lateral restraint to be equally spaced. Attach with (2) Bid Box or Gun r ils(0.113'SQ.S",min.). Restraint material to be supplied and attached at both ends to a suitable support by erection contractor. (a) or scab reinforcement may be used in lieu of CLR restraint. substitute (1) scab for (1) CLR and (2) scabs for (2) CLR'S where shown. Scab reinforcement to be same size, species, grade, and 80 % length of web member. Attach with 0.128x3" gun nails @ 6" oc. Plating Notes All plates are 2X4 except as noted. Wind Wind loads based on MWFRS with additional C&C member design. Laterally brace BC above filler @ 24" O.C. (or as designed) Including a brace on BC directly above both ends of filler (if no rigid diaphragm exists at that point). THIS Snow Criteria (P9,Pf in PSF) Pg: NA Ct: NA CAT: N1 Pf. NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Code / Misc Criteria Bldg Code: FBC 2014 RES TPI Std: 2014 Rep Factors Used: Yes FT/RT:20(0)/10(0) Plate Type(s): WAVE, ISSS COA Defl/CSI Criteria PP Deflection in loc Udell L/# VERT(I-Q: 0.280 P 999 360 VERT(TL): 0.764 P 905 240 HORZ(LQ: 0.120 K - - HORZ(TL): 0.225 K - - Creep Factor: 2.0 Max TC CSI: 0.790 Max BC CSI: 0.979 Max Web CSI: 0.964 VIEW Ver: 17.02.02A.1213.21 V ♦ Maximum Reactions (Ibs) Loc R / U / Rw / Rh / RL / W B 1555 1308 / 960 1- / 445 18.0 1 1555 /308 /960 /- /- 18.0 Wind reactions based on MWFRS B Min Brg Width Req = 2.2 1 Min Brg Width Req = 2.2 Bearings B & I are a rigid surface. Bearings B & I require a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp B - C 1431 -Z747 F - G 1352 -2067 C-D 1725-3278 G-.H 1201 -2103 D - E 1428 -2551 H -1 1445 - 2775 E- F 1514 -2527 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - S 2374 -1108 L - K 2401 -1133 Q - M 2867 -1220 K -1 2404 -1134 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. C-8 441 -838 M-F 1684 -881 C-Q 549 -134 M-L 1745 -618 S - Q 2530 -1180 F - L 520 -425 Q-D 744 -361 L-H 458 -686 D-M 516 -912 uc ural snea8pn9 and bottom Chord Shall have a proopeiI have bracin insl@[led per BCSI sections B3, B7 or Bt P, _ on the Join Details, unless noted otherwise. Refer to � ,� ,[ any deviation from this drawing,any failure to build the �LPP�IµNNE .Ing of trussesA seal on this drawlr�g �or cover page . , 13723 Rive on Drive mobility solely for the desn shown. The SuiGblllty rP Designer per ANSI/TPI I Pall. Suite 200 T TPI: avwetpinstom SBCA: wkw+.Sbtlntlustry.com: ICC: wvr Axxafexro Maryland Heights, MO 6304< Job Number: N334495 Ply: 1 SEON: 7551 / T9 / HIPS Cust: R8975 JRef: IWW66975005B ,7A5 ,182EC,E ,R-101 / 1828/CAL04EBB ELEV.C/E Oly: 1 FROM: RWM DrwNo: 168.20.1225.29008 Truss Label: A2 SSB / DF O6116/2020 6'1'7 12'6"15 19' 2e " 271''l 33'6"9 398" f• 6'1'9 6'5"e 6'S"1 h 1'8 6'S"1 z5X5=5x5 E F 9'10" Loading Criteria (ps0 Wind Criteria Snow Criteria (Pg,Pf in PSF) TCLL: 20.00 Wind Std: ASCE 7-10 Pg: NA Ct: NA CAT:Ni TCDL: 7.00 Speed: 160 mph Pf. NA Ca: NA BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA BCDL: 10.00 Risk Category: II Snow Duration: NA EXP. C Des Ld: 37.00 Mean Height: 15.00 ft NCBCLL: 10.00 TCDL: 4.2 psf Code / Misc Criteria Soffit: 0.00 BCDL: 5.0 psf Bldg Code: FBC 6th ad 201 Load Duration: 1.25 MWFRS Parallel Dist: In to 2h TPI Std: 2014 Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Factors Used: Yes Loc. from endwall: not in 9.00 ft FT/RT:20(0)/10(0) GCpi: 0.18 Plate Type(s): Wind Duration: 1.60 WAVE Lumber Value. Set: 13B (Effective 6/112013) Top chord 2x4 SP #2 N Bot chord 2x4 SP #1 Webs 2x4 SP #3 :W3, W4, W5, W6 2x4 SP #2 N Lumbenvalue set "1315" uses design values approved 1/30/2013 by ALSC Bracing (a) 1X4 #3SRB or better continuous lateral restraint to be equally spaced. Attach with (2) Bd 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. 39a" 6AI-A DeflICSI Criteria -- PP Deflection in loc Udell VERT(LL): 0.172 L 999 VERT(TL): 0.470 L 999 HORZ(LL): 0.066 K - HORZ(TL): 0.123 K - Creep Factor. 2.0 Max TC CSI: 0.480 Max BC CSI: 0.856 Max Web CSI: O,669 398, ♦ Maximum Reactions (Ibs) U# Loc R / U / Rw / Rh / RL / W 360 B 1556 / 309 1964 / - 1428 18.0 240 1 1556 / 309 / 964 / - /- 18.0 - Wind reactions based on MWFRS - B Min Brg Width Req = 1.8 1 Min Brg Width Req = 1.8 Bearings B & I are a rigid surface. Bearings B & I require a seal plate. VIEW Ver: 17.02.02A.1213.21 06/16/2020 TO ALL CONTRACTORS INCLUDING Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp S - C 1511 -2800 F - G 1123 -1779 C - D 1415 -2521 G - H 1415 -2521 D-E 1123-1779 H-1 1511 -2800 E - F 1093 -1559 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - M 2444 -12.06 L - K 2030 - 941 M-L 2030 -911 K-1 2444 -1216 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. M-D 508 -192 L-F 548 -381 D-L 482 -693 L-G 482 -683 E - L 548 -381 G - K 508 -192 ALPINE Drive Suite Riverport Drive Suiteand Maryland Heights, MO 6304i Job Number. N334496 Ply: 1 SEON: 75521 T22 /HIPS Cost: R8975 JRef: IWW689750058 ,7A5,182EC,E ,RHOI/1828/CALI/4EBB ELEV.C/E Oty: 1 FROM: RWM DmNo: 168.20.1225.27980 Truss Label: A3 FV / FV 06/16/2020 6'1'7 12'0"15 18'0'9 21'7"15+ 27T1 33'6"9 39'8" r F + 6'1'7 5'11"9 571'2 3'7"14 5'11"2 + 5'11"9 6'1"7 :5x5 �5x5 E F 1e 19'10" Loading Criteria (ps0 Wind Criteria Snow Criteria (Pg,Pf in PSF) TCLL: 20.00 Wind Std: ASCE 7-10 Pg: NA Ct: NA CAT: N/ TCDL: 7.00 Speed: 160 mph Pf. NA Ce: NA BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA BCDL: 10.00 Risk Category: II Snow Duration: NA EXP' C Des Ld: 37.00 Mean Height: 15.00 It NCBCLL: 10.00 TCDL: 4.2 psf Code / Misc Criteria SoSoffit:5 0.00 BCDL: .0 psf Bldg Code: FBC 6th ed 201 Load Duration: 1.25 MWFRS Parallel Dist: h to 2h TPI Std: 2014 Spacing: 24.0" G&C Dist a: 3.97 ft Rep Factors Used: Yes Loc. from endwall: not in 9.00 fit FT/RT20(0)/10(0) GCpi: 0.18 Plate Type(s): Wind Duration: 1.60 WAVE Value Set: 13B (Effective 6/l/2013) Top chord 2x4 SP #2 N Bot chord 2x4 SP #1 Webs 2x4 SP #3 :W3, W4, W5, W6 2x4 SP #2 N: Lumber value set "1313" uses design values' approved 1/30/2013 by ALSC Bracing (a) 1X4 #3SRB or better Continuous lateral restraint to be equally spaced. Attach with (2) ad 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. "IMPORTANT— FURNISH 39'e" 9'10" 29'e" Defl/CSI Criteria - PP Deflection in loc Udell VERT(LL): 0.171 L 999 VERT(fL): 0.467 L 999 HORZ(LL): 0.066 K - HORZ(TL): 0.124 K - Creep Factor. 2.0 Max TC CSI: 0.415 Max BC CSI: 0.857 Max Web CSI: 0.541 39.8.. ♦ Maximum Reactions (Ibs) L/# Loc R / U / Rw / Rh / RL / W 360 B 1556 1312 1965 1- / 408 18.0 240 1 1556 1312 /965 /- /- 18.0 - Wind reactions based on MWFRS - B Min. Brg Width Req = 1.8 I Min Erg Width Req = 1.8 Bearings B & I are a rigid surface. Bearings B & I require a seat plate. VIEW Veu 17.02.02A.1213.21 Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp B - C 1540 -2796 F - G 1154 -1794 C - D 1447 -2523 G - H 1448 -2523 D - E 1154 -1794 H - 1 1540 - 2796 E-F 1150-1635 Maximum got Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B-M 2439-1231 L-K 2054 -WOO M - L 2064 -971 K - 1 2439 -1252 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. M-D 495 -180 L-F 523 -335 D - L 470 -674 L - G 470 -674 E - L 523 -335 G - K 495 -180 Jctural sneatmn9 and bottom chord Shall have a pro erly lave bracing ins2ztied per BCSI sections B3, B7 or 910, on the Join Details, unless noted otherwise. Refer to ALPINE r any deviation from this drawing,apy failure to build the u+nwweaxv ang of, lrussesA seal on this drawing or cover pa e, , nslbilltx solely for the de si nshown. The suifablltty 13723 RlverpOn Drive Suite 200 Desig er per ANSlrrPllb'gec.2. r, TPI: w .tpinst org: SsC : x sbandustry.com; ICC: vww...fe.om Maryland Heights, MO 63043 Job Number. N334496 Ply: 1 SEON: 7553 / T8 / HIPS Cust: R8975 JRef: 1WW689750058 ,7A5 ,182EC,E ,RH01 / 1828/CALI/4EBB ELEV.C/E 0ty: 1 FROM: RWM DMNo: 168.20.1225.29289 Truss Label: A4 FV / WHK 06/16/2020 7'10"14 10' Loading Criteria (pap Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-10 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: 11 EXP. C Des Ld: 37.00 Mean Height: 15.000 NCBCLL: 10.00 TCDL 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: h to 2h Spacing: 24.0" C&C Dist a: 3.97 ft Loc. from endwall: not in 9.00 it GCpr 0.18 Wind Duration: 1.60 Value Set: 13B (Effective 6/l/2013) Top chord 2x4 SP #2 N :T2, T4 2x4 SP 2400f-2.0E: Bat chord 2x4 SP #1 Webs 2x4 SP #2 N :W1, W6 2x4 SP #3: Lumber value set '138" uses design values approved 1/30/2013 by ALSC Bracing (a) 1X4 #3SRB or better continuous lateral rest2int to be equally spaced. Attach with (2) ad 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 rest2int. 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" CO. Wind Wind loads based on MWFRS with additional C&C member design. FURNISH 9'1"2 :5X5 =5X5 D E 39'8" 31'9"2 39'e" 790"14 yIu 19'10" i a'rn" 29'8" 10, 1. 397 Snow Criteria (Pg,P1 in PSF) Defl/CSI Criteria - ♦ Maximum Reactions (Ibs) Pg: NA Ct: NA CAT: NA PP Deflection in loc Udell L/# Loc R / U / Rw / Rh / RL / W Pf: NA Ce: NA VERT(LL): 0,149J 999 360 B 1552 /318 /965 /- /387 /8.0 Lu: NA Cs: NA VERT(fL): 0.408 J 999 240 G 1552 1318 /965 /- /- /8.0 Snow Duration: NA HORZ(LL): 0.060 1 - - Wind reactions based on MWFRS HORZ(TL): 0.112 1 - - B Min Big Width Req = 1.8 Code / Misc Criteria Creep Factor: 2.0 G Min Brg Width Req = 1.8 Bldg Code: FBC 6th ad 201 Max TC CSI: 0.760 Bearings B & G are a rigid surface. TPI Std: 2014 Max BC CSI: 0.863 Bearings B & G require a seat plate. Rep Factors Used: Yes Max Web CSI: 0.629 FT/RT: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: 17.02.02A.1213.21 B-- C 1532 -2755 E - F 1559 -2561 C - D 1559 -2561 F - G 1532 -2755 D - E 1205 -1728 Maximum Bat Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - K 2393 -1221 J - 1 1695 .768 K - J 1695 -738 I - G 2393 -1250 as 06/16/2020 ON THIS DRAWINGI ;TORS INCLUDING THE Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. C - K 404 -448 J - E 389 -234 K - D 770 -462 E - 1 770 -462 D - J 388 -234 I - F 403 -448 ALPINE Suite Riveryod Drive Suite 200 Maryland Heights, MO 6304: Job Number. N334496 Ply: 1 SEON: 7554/ T24 /HIPS Cust: R8975 JRef: 1WW689750058 ,7A5 ,182EC,E ,RH01 / 1828/CALI/4EBB ELEV.C/E any 1 FROM: RWM DmNo: 168.20.1225.29929 Truss Label: AS FV / WHK 06/16/2020 6'1"7 Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-10 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category:.11 EXP. C Des Ld: 37.00 Mean Height: 15.00 ft NCBCLL: 10.00 TCDL 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h Spacing: 24.0" C&C Dist a: 3.97it Loc. from endwall: not in 9.00 it GCpi: 0.18 Wind Duration, 1.60 Value Set: 13B (Effective 6/112013) Top chord 2x4 SP #2 N :T2,T4 2x4 SP 2400f-2.OE: Bot chord 2x4 SP 41 Webs 2x4 SP 02 N :W1, W6 2x4 SP #3: Lumber value set A3B" uses design values approved 1/30/2013 by ALSC Wind Wind loads based on MWFRS with additional C&C member design. "IMPORTANT— FURNISHTHIS 16'0111 23715 .6X6 =6X6 D E 39'8" 9'10" 9'10" 33'6"9 39W 9110"10 6'1"7 S now Criteria(Pg,Pf in PSF) Defl/CSI Criteria - Pg: NA Cb NA CAT: NA PP Deflection in [cc Udefl U# Pf: NA Ce: NA VERT(LL): 0.156 J 999 380 Lu: NA Cs: NA VERT(TL): 0.427 J 999 240 Snow Duration: NA HORZ(LL): 0.064 1 - - HORZ(TL): 0.119 1 - - Code / Misc Criteria Creep Factor. 2.0 Bldg Code: FBC 6th ad 201 Max TC CSI: 0.799 TPI Std: 2014 Max BC CSI: 0.855 Rep Factors Used: Yes Max Web CSI: 0.614 FT/RT:20(0)/10(0) Plate Type(s): WAVE VIEW Ver. 17.02.02A.1213.21 0 H. ......... O f91 V 06/16/2020 10, 1' 39'8" ♦ Max! mum Reactions (Ibs) Loc R /U /Rw [Rh /RL /W B 1556 1713 / 964 / - / 367 18.0 G 1556 /713 /964 /- /- 18.0 Wind reactions based on MWFRS B Min Big Width Req = 1.8 G Min Big Width Req = 1.8 Bearings B & G are a rigid surface. Bearings B & G require a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp B-C 1622-2852 E-F 1483 -2513 C-D 1483-2513 F-G 1621 -2852 D - E 1254 -1829 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - K 2505 -1330 J -1 1780 - 840 K - J 1780 -810 I - G 2505 -1359 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. C-K 423 -469 J-E 381 -218 K-D 617 -314 E-1 617 -314 D-J 380 -218 I-F 423 -469 Jctural sneamin and bdhem chord Shall have a pro any lave bracing ins$alled per BCSI actions B3, B7 or 910, the Join[ Details, Refer ' on unlessnote otherwise. to ALPINE r any deviation from this drawing,any failure to build the ang of trussesA seal on this drawing or cover page , for the des i The 13723 Riverpon Drive solely nshown. Suifablltty Desig erper ANSI/TPI1Sec.2. Suite 200 i; TPL w Apinst org; SBCA: w .sbdndusby.00m; ]CC: wwn.ivsafe.or9 Maryland Heights, MO 6304 Job Number: N334496 Ply: 1 SEQN: 7555 / T7 / HIPS Cust: R8975 JRef: 1WW689750058 ,7A5 ,182EC,E ,RHOI / 1828/CALI/4EBB ELEV.C/E Qly: 1 FROM: RWM DrxNo: 168.20.1225.29149 Truss Label: Afi FV / WHK 06/16/2020 7'10"14 15' 24'8" 31'9"2 398" 7'10"14 7'1"2 9'8" 71' 2 7'10.14 a6X6 '=6X6 D T3 E T T 12 6 g5X5 5X5 F C c_ W m W1 B G A H =4X6(A2) =5X5 -5X5 =5X5 =4X6(A2) 10' 10, 1 10' 19'10" 29'8" 39'8" Loading Criteria gpsf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Deff/CSI Criteria A Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-10 Pg: NA Ct: NA CAT:NA PP Defection in loc Udell U# Loc R / U / Rw / Rh / RL / W TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.159 J 999 360 B 1552 1328 1962 / - / 346 / 8.0 BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(TL): 0.436 J 999 240 G 1552 1328 1962 / - /- 180 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.061 1 - - Wind reactions based on MWFRS Des Ld: 37.00 EXP:C HORZ(TL): 0.115 I - - B Min Brg Width Req = 1.8 Mean Height: 15.00 R Code / Misc Criteria Creep Factor: 2.0 G Min Brg Width Req = 1.8 NCBCLL: 10.00 p TCDL: psf .2 Bearings id surface. s B & G are a rigid Soffit: 0.00 BCDL: 5.0 psf Bldg Code: FBC slh ed 201 Max TC CSI: 0.913 g 9 Load Duration: 1.25 MWFRS Parallel Dish h to 2h 7PI Std: 2014 Max BC CSI: 0.867 Bearings B & G require a seal plate. Spacing: 24.0 " C&C Dist a: 3.97 fit Rep Factors Used: Yes Max Web CSI: 0.572 Members not listed have forces less than 375# Loc. from endwall: not in 9.00 R FT/RT:20(0)/10(0) Maximum Top Chord Forces Per Ply (Ibs) GCpi: 0.18 Plate Type(s): Chords Tens.Comp. Chords Tens. Comp. Wind Duration: 1.60 WAVE VIEW Ver: 17.02.02A.1213.21 Lumber B-C 1547-2729 E-F 1568 -2537 C - D 1568 -2538 F - G 1517 - 2729 Value Set: 13B (Effective 6/112013) - D - E 1297 -1910 Top chord 2x4 SP #2 N :T3 2x4 SP 2400f-2.OE: Bot chord 2x4 SP #1 Maximum Bet Chord Forces Per Ply (Ibs) Webs 2x4 SP #2 N : W 1, W6 2x4 SP #3: Chords Tens.Comp. Chords Tens. Comp. Lumber value set "l3B" uses design values approved 1/30/2013 by ALSC B-K 2363-1228 J-1 1947 -899 K-J 1847 -870 I-G 2363 -1257 Wind Wind loads based on MWFRS with additional C&C Maximum Web Forces Per Ply (Ibs) member design. Webs Tens.Comp. Webs Tens. Comp. K-D 628 -363 E-1 628 -363 ��{d111trr110r(ttt�rrfrj r /� r`l ♦pper, ik 08 i ` I i S RT O G COA OVAL r7<naB11W1A� 06/16/2020 "WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWINGI "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 � fo'r Information, b TPI an SBCA) sarPety practices prior to performing these functions. Installers shall provide temporary bracing er BCSI., Unless noted oytherwise,top chord shall have propery attached structure[ sheathin9 and bottom chord shall have a properl allacheTri Id cellln Locations shown for�lermanent lateral restre nt of webs shall have bracm ins{alled per BCSI sections 33, B7 or tllr y as appllcabgle. Applgy fates to each face _o truss and position as shown above and on the Join Details, unless noted otherwise. Refer to d2wings 160A-Z for sQandard plate positions. ALPINE Alpine, a division of ITW Buildin4Components Grouip Inc.. shall not be re;;0onsible for any deviation from this drawing,any failure to build the hiss In conformance with ANSUI PI 1, or For hantlli o, shlppinq, Installatl6n and bracing of trussesA seal on this drawing or cover pa e, , 13723 Rive ort Drive rp listing this drawing,indicates acceptance of pro esslona engineerin responsibility solely for the des[ nshown. The a ifablllty and use of thisawing for any s�ructure is �he responsibility of the Ouilding Designer ANSIRPI 1 Sec.2. Suite 200 per For more information see this job's general notes page and these web sites: ALPINE: vmwal marwxom:TPIL wvw.t instor ;SBCA: w imcindvs com:ICC: w Jccsafeorg Maryland Heights, MO 6304 Job Number. N334496 Ply: 1 SEON: 7556/ T23 /HIPS Cust: R8975 JRef: IWW689750058 ,7A5 ,11i ,RHO1 / 1828/CAUAEBB ELEV.C/E p(y: 1 FROM: RWM DiwNo: 168.20.1225.29102 Truss Label: A7 FV / WHK 06/16/2020 6'17 14'01 19'10" 257"15 33'6"9 39'8" 6'1"7 7'10"10 5'9"15 5'9'15 7'10"10 6'1"7 .5X5 1112X4 5X5 D E F T2 2 6 1 T4 t 5%5 SXS G e C n W3 m i. B t A H 23 11 =4X6(A2) =5X5 -5X8 =5X5=4X6(A2) 39'8" F7' 10' 10, 7 10' 19'10" 29'8" 39'8" Loading Criteria (ps0 Wind Criteria Snow Criteria (Pg,Pf in PSF) Deb/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-10 Pg: NA Ct NA CAT. NA PP Deflection in too Udell U# LOG R / U / Rw / Rh / RL / W TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.176 E 999 360 B 1556 1715 1958 /- 1326 18.0 BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(TL): 0.482 E 999 240 H 1556 1715 1958 /- / - / 8.0 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.065 J - - EXP: C Wind reactions based on MWFRS Des 0.1212.0 J - - Mean Height: 15.00 fi B Min Big Width Req = 7.8 CI- 10.00 Creep Factor. NCBCLL: 10.00 Code / Misc Criteria Creep Factor. 2.0 TCDL: 4.2 psf H Min Big Width Req = 1.8 Soffit 0.00 BCDL: 5.0 pst Bldg Code: FBC 6th ed 201 Max TC CSI: 0.743 Bearings B & H are a rigid 9 g tl surface. Load Duration: 1.25 MWFRS Parallel Dist: h/2 to In TPI Std: 2014 Max BC CSI: 0.859 Bearings B & H require a seat plate. Spacing: 24.0" C&C Dist a: 3.97 it Rep Factors Used: Yes Max Web CSI: 0.322 Members not listed have forces less than 375# Loc. from endwall: not in 9.00 ft FT/RT:20(0)/10(0) Maximum Top Chard Forces Per Ply (Ibs) GCpi: 0.18 Plate Type(s): Chords Tens.Comp. Chords Tens, Comp. Wind Duration: 1.60 WAVE VIEW Ver: 17.02.02A1213.21 Lumber B-C 1632 -2872 E-F 1405 -2112 Value Set: 13B (Effective 6/1/2013) C-D 1-21F -G 1-2515 D-E 74DS -2172 G-H 1632 -2822 Top chord 2x4 SP 42 N :T2, T4 2x4 SP #1: Bot2x4 #1 We . Webss 2x 2x4 SP #3 #3:W3, WS 2x4 SP #2 N: Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. Lumber value set "1313" uses design values approved 1/30/2013 by ALSC B-L 2470-1332 K-J 1912 -950 L - K 1912 -920 J- H 2470 -1362 Wind Wind loads based on MWFRS with additional C&C Maximum Web Forces Per Ply (Ibs) memberdesign. Webs Tens.Comp. Webs Tens. Comp. C - L 366 -395 K - F 383 -177 L-D 556 -253 IF -J 656 -253 D - K 382 -177 J - G 365 - 395 �p111119111t111111bfryr ffffibi �1`� M '"�• <i - �`►s S. S i • D. I Di e 1 A • • �'O L• SAT O r F' wQ s � CO''A��iI(i ONA 06/16/2020 **WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWINGI **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, tiTPI and SBCA) saty to these functions. Installers practices poor performing shall provide bracing�er BCSI. UnleLss noted oytherwise,top chord shall have properly attached structural sheatl7inO and bottom chord $hall attache, rl Id ceilin ovations shown for ermanent lateral restraint of webs shall have bracin Ins Iled per BCSI sBc6ons temporary. have a pro Orly 63, 67 or B10, as applicabgle. App�y pplates to each face. optruss and position as shown above and on the Joint9Denni s, unless noted otherwise. drawings 160A-Z for standard Refer to plate positions. ALPINE Alpine, a division of ITW Buitdinqq Compon8nts Group InC.,shall not be responsiple for any deviation from this drawin4 apV failure to build the tripss in conformance with ANSIlTPI 1, or for hantllin salppin inslallatirQn and bracing of tmssesA seal on this drawirf or cover pa a listing this drawin Indicates acceptance of ro�'esslanalq engineerin responsibilittyv solely for the desi nshov�n. and use of this rowing for any s ructure is phe responsibility of the �uilding Desigrter ANSIRPI 1 Sec.2. 13723 Rive on Drive The suitability rp Suite 200 pe For mare information see lhis'ob's eneral notes a eantl these web sites: ALPINE: www.al ineilw.mmTPl: www.t instorSBCA: wwwsbtlntlus ram; ICC: www.iccsafe.or Maryland Heights, MO 6304 Job Number. N334496 Ply: 1 SEON: 7557 / T6 / HIPS Cust: R8975 JRef: 1WW689750058 ,7A5 ,182EC,E ,RH01 / 1828/CALI/4EBB ELEV.C/E Dty: 1 FROM: RINM DwNo: 168.20.1225.29384 Truss Label: A8 FV / WHK 06/16/2020 6'9"4 13' 19'10" 26'8" 32'10"12 39'8" r fi6 4 'i- 6'2..12 6'10" 6Y0" +' 6-2"12 } 69"4 '1 ,5X5 1112X4 5X5 D E F 12 t 6 �2X4 W �2 M C -O G N u W3 in B H 1 A I ya =-4X6(A2) =5X5 =5X8 �5X5 =4X6(A2) 39'8" 1' 10' 9'10" 9'10" 10, T T 10' + 19'10" + 29'e" + 39'8" Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) DeFl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Sld: ASCE 7-10 Pg: NA CL NA CAT: NA PP Deflection in loc L/defl L/# Loc R / U / Rw / Rh / RL / W TCDL: 7.00 Speed: 160 mph Pit NA Ce: NA VERT(I-Q: 0.191 E 999 360 B 1556 / 716 / 953 /- 1305 / 8.0 BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(TL): 0.523 E 999 240 H 1556 1716 / 953 /- /- 18.0 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL) 0.065 J - - Wind reactions based on MWFRS Ld,EXP: C HORZ L : 0.121 J - - Des �) B Min Br Width Re 1.8 CL 10.00 Mean Height: 15.00 R NCBCLL: 10.00 Code / Misc Criteria Creep Factor. 2.0 H Min Brg Width Req 1.8 9 Q TCDL: 4.2 psf Soffit 0.00 Bldg Code: FBC 6th ed 201 Max TC CSI: 0.502 Bearings B & H are a rigid surface. earn 9 9 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: h/2lo h TPI Std: 2014 Max BC CSI: 0.864 Bearings B & H require a seat plate. Spacing: 24.0" C&C Dist a: 3.97 R Rep Factors Used: Yes Max Web CSI: 0.431 Members not listed have forces less than 375# Loc. from endwall: not in 9.00 R FT/RT:20(0)/10(0) Maximum Top Chord Forces Per Ply (Ibs) GCpi: 0.18 Plate Type(s): Chords Tens.Comp. Chords Tens. Comp. Wind Duration: 1.60 WAVE VIEW Ver. 17.02.02A.1213.21 Lumber "B-C 1617-2780 E-F 1504 -2289 C - D 1545 -2523 F - G 1544 -2623 Value Set: 13B (Effective 61112013) D - E 1504 -2289 G - H 1616 -2780 Top chord 2x4 SP #2 N Bot chord 2x4 SP #1 .Maximum Bot Chord Forces Per Ply (Ibs) Webs 2x4 SP #3 :W3, W5 2x4 SP #2 N: Chords Tens.Comp. Chords Tens. Comp. Lumber value set "13B" uses design values approved 1/30/2013 by ALSC B - L 2421 -1306 K - J 1982 -1003 L - K 1982 -973 J - H 2421 -1335 Wind Wind loads based on MWFRS with additional C&C Maximum Web Forces Per Ply (Ibs) member design. Webs Tens.Coni Webs Tens. Comp. L - D 535 -255 K - F 425 -251 D-K 425 -251 F-J 535 -255 1tltmtlnlrpfbrtryr/! E-K 306 -391 4 „�e SAT O �Q 06/16/2020 "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, hand ling shipping, installing and bracing., Refer to and follow the latest edition of BCSI (Building Component Safely Information, byy TPI SBCA) for to these functions. Installers ano sa�eety practices prior performing shall provide bracing per BCSI., Unless noted otherwise,top chord shall have proper)YY attached structural sheathing and bottom chord shall tempora have a propperyrly attaches ri id ceilln Locations shown for permanent lateral restraint df webs shall have bracin installed per BCSI sections B3, B7 or d10, as appllcahgle. Applgy to each face,oftmss and position as shown above and on the Join Details, unless noted otherwise. Refer to Oates drewings 160A-Z for standard plate positions. ALPINE Alpine, a division of ITT Buildilngq Components Grou� InC. shall not be responsible for any deviation from this drewing,anv failure to build the ,wm,ra„p,,,,. truss In conformance with ANSI/TPI 1, or for handli sr�ippin ,Installation and bracing of lrussesA seal on this tlrawirig or cover pa e, 13723 Riverpor Ddve Ilsting this drewlno indicates acce�ltance of roesslonal engineering responslhllit�sole�forthe desi nshown. this cawing for any is the Desig ANSIlTPI 1 Sec.2. , The suit9ability Suite200 and use of s ructure a responsibility of uilding er pe For more information see this'ob's eneml notes a eanE these web sites: ALPINE: www.al ineiN+.ram; TPI: wvw.t instor ;SBCA: wwwsbtlnEus and .com; ICG www.iasa(e.or Maryland Heights, MO 6304 Job Number: N334496 Ply: 1 SEON: 7558 / T21 /HIPS Cust: R8975 JRef. 1WW689750058 ,7A5,182EC,E ,RH01 / 1828/CALI/4EBB ELEV.C/E Oly: 1 FROM: RWM DmNo: 168.20.1225,28135 Truss Label: A9 FV / WHK 06/16/2020 6'3"4 12'0"1 79'10" 27'7"15 3T4"72 39'8" 6'34 5'e"12 7'9"75 7'9"15 5'8"12 6-3"5 e 5X5 1112X4 =5X5 D E F 12 T T 6 Z2C4 W $ G4 m N_ 1p W3 m A 1B H I I I I K =4X6(A2) �5X5 =5X8 =-5X5 =4X6(A2) 39'8" F1' 70' 9'10" 9'10" 10, 7� 10' 19'10" Nil.39'8" Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) DeR/CSI Criteria -- ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-10 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udell L/# Loc R / U / Rw / Rh / RL / W TCDL: 7.00 Speed: 160 mph Pf: NA Cc: NA VERT(LL): 0.206 E 999 360 B 1556 / 717 / 947 / - / 285 / 8.0 BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(TL): 0.664 E 999 240 H 1556 / 717 / 947 / - /- 18.0 BCDL: 70.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.066 J - - Wind reactions based on MWFRS Des Ld: 37.00 EXP:C HORZ(TL): 0.124 J - - B Min Brg Width Req = 7.8 Mean Height: 15.00 ItNCBCLL: 10.00 Code / Misc Criteria Creep Factor: 2.0 TCDL: psf H Min Big Width Req = 1.8 . Soffit: 0.00 BCDL: 5.0 psf Bldg Code: FBC 6th ed 201 Max TC CSI: 0.698 Bearings B & H are a rigid surface. 9 9 Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Max BC CSI: 0.865 Bearings B & H require a seat plate. Spacing: 24.0" C&C Dist a: 3.97 R Rep Factors Used: Yes Max Web CSI: 0.610 Members not listed have forces less than 375# Loc. from endwall: not in 9.00 R FT/RT.20(0)/10(0) Maximum Top Chord Forces Per Ply (Ibs) GCpi: 0.18 Plate Type(s): I Chords Tens.Comp. Chords Tens. Comp. Wind Duration: 1.60 WAVE VIEW Ver. 17.02.02A.1213.21 Lumber B-C 1642-2791 E-F 1617 -2492 C - D 1543 -2524 F - G 1543 -2524 Value Set: 13B (Effective 6/1/2013) D - E 1617 -2492 G - H 1542 -2791 Top chord 2x4 SP #2 N Bot chord 2x4 SP #1 Webs 2x4 SP #3:W3, W5 2x4 SP #2 N: Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. Lumber value set "l3B" uses design values approved 1/30/2013 by ALSC B-L 2434-1333 K-J 2065 -1064 L - K 2065 -1034 J - H 2434 -1362 Wind Wind loads based on MWFRS with additional C&C Maximum Web Forces Per Ply (Ibs) member design. Webs Tens.Comp. Webs Tens. Comp. L-D 498 -203 K-F 539 -324 D-K 539 -324 F-J 498 -203 1114mmUirlrl.. E-K 361 -462 � ��`�Y.•�cE 0.708 i • II ,o �• SAT 0 cOA il6 QNA1. EN , rWbGMntm1 06/16/2020 "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWINGI -IMPORTANT'* FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabdcatin , handlingshipping, installing and bracing., Refer to and follow the latest edition of Component Safety o BCSI (Building Information, byy TPI an SBCA) sa�ety practices prior to performing these functions. Installers shall provide tempora bracing er BCSI.. Unless noted 0) hemise,top chord shall have property attached structural sheathingG and bottom chord shall have a pro eryrly �ri attache Id ceilln . Locations shown for ermanent lateral restraint of webs shall hav br oln Installed p r BCSI sections B3, 87 or �10, srapplicable. Apply lates to each face truss and position as shown above and on lfie Jolnl9Details, ungess noted otherwise. Refer to drawings 16OA-Z for s�andard plate positions. ALPINE Alpine, a division of ITW Buildin Components Gr pp In .,shall not be responsible for any deviatio from this drawingign failure to build the truss i conformance with ANSI 1, or for hanrpImT s ippin?, Installation and bracing of trusses %1 seal on this draw! g or cover pal�e, "stingthis drawing indicates acceptance of pro esslona engineering responslblli(v sole )V for the des i n shown. and use of this drawing for any 5{rructure is the responsibility of the Building Designer peNNSUTPI 1 Sec.2. , 13723 Riverpon Drive The putCdblllry Suite 200 For more information sea lhis'ows general notes page antl Nese web sites: ALPINE: xmv.alineiWcam; TPC warw.tinstor; SBCA: www.sbdndus .com; ICC: wvi=afe.ar Maryland Heights, MO 6304 Job Number: N334496 Ply: 1 SEON: 7559 / T5 / HIPS Cust:R8975 JReI: 1WW689750058 ,7A5 ,182EC,E ,RH01 / 1828/CALI/4EBB ELEV.C/E Oty: 1 FROM: RWM DrwNo: 168.20.1225.29539 Truss Label: A10 FV / WHK Ofi/16/'020 5'9 2a'8" 33'10"12 39'8" 5'9"4 5'2"72 8' 9'e" 5'2"12 59"4 _55 =5E5 �SXS T3 F 2 T 6 32X4 W m C g2X4 G O N_ n W3 io B A H 1 in 4Xfi(A2) =5X5 =5X8 =5X5 --4X6(A2) 39,8" 10' 9'10" 10, 1� 10' 10" 29'8" 19' 39'8" Loading Criteria (psi) Wind Criteria Snow Criteria (Pg,PI in PSF) DefIlCS1 Criteria - G Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-10 Pg: NA CL NA CAT: NA PP Deflection in lac L/deff L/# Loc R / U / Rw / Rh / RL / W TCDL: TOO Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.213 E 999 360 B 1556 / 778 1940 /- / 264 / &0 BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(TL): 0,584 E 999 240 H 1556 1718 /940 /- /- /6.0 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.068 J - - EXP:C Wind reactions based on MWFRS Des Ld: 37.00 HORZ(TL): 0.127 J - - Mean Height: 15.00 ft B Min Brg Width Req= 1.8 NCBCLL: 10.00 Code / Misc Criteria Creep Factor. 2.0 TCDL: .psf H Min Big Width Req = 1.8 Soffit: 0.00 BCDL: 5.0 psf Bldg Code: FBC 6th ed 201 Max TC CSI: 0.870 B & H are a Bearings rigid 9 9 d surface. Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Max BC CSI: 0.865 Bearings B & H require a seat plate. Spacing: 24.0" C&C Dist a: 3.97 it Rep Factors Used: Yes Max Web CSI: 0.969 Members not listed have forces less than 375# Loc. from endwall: not in 9.0o ft FT/RT:20(0)/10(0) (Ibs) Maximum Top Chord Forces Per PlyTens. Galion: 1. Plate Type(s): Chords Tens.Comp. Chords Tens. Comp. Wind Duration: 1.60 WAVE VIEW Ver: 17.02.02A.1213.21 Lumber B-C 1669-2804 E-F 1721 -2693 Value Set: 738 (Effective 6/1/2013) C - D 1547 -2533 F - G 1552 -2539D-E 1783-2773 G-H 1663 -2797 Top chord 2x4 SP #2 N :T3 2x4 SP 2400f-2.OE: BotWe chord 2x4 #3 #1 Webs 2x4 SP W5 2x4 #2 Maximum Bot Chord Forces Per Ply (Ibs) set "I3 design al Lumber value set "136"uses design values Chords Tens.Comp. Chords Tens: Comp. approved 1 /3012013 by ALSC B-L 2448-1362 K-J 2163 -1134 L - K 2147 -1091 J - H 2440 -1384 Wind Wind loads based on MWFRS with additional C&C Maximum Web Forces Per Ply (Ibs) member design. Webs Tens.Comp. Webs Tens. Comp. L - D 470 -163 K - F 626 -371 D-K 739 -462 F-J 466 -151 Ip1u1/BIIIArfr r` E-K 419 -534 &a R i� IS ' 0.708 1 *e ,o'; SAT © r'•@ F �m,,,,.Rtw1�+"•r 06/16/2020 —WARNING- READ AND FOLLOW ALL NOTES ON THIS DRAWINGI **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shi tog, installing and bracing. Refer to and Follow the latest edition of SCSI (Building Component Safety Information, b TPI an� SR for sa�a practices prior to performing these functions. Installers shall provide temporary braci�goper Unless BCSI., ogled oytherwise,top chord shall have pro .erly attached structural shaathing and bottom chord shall ahac e1 n Id ceilm Locations shown forpermanent lateral restwiint of webs shall have brecin Inslalletl per SCSI s ctions have a properly _ 83, B7 or B1Q, as app icab�e. Apply laces to eac face,9 truss antl position as shown above and on the Jo,unless note otherwise. Refer to drawings 160A-Z for standard plate positions. ALP NI E AlO0ine, a division of ITW Buildinl1Components Group Inc.,shall not be res0 risible for any deviation from this drawmg,apg failure to build the t as in conformance with ANSI PI 1, or for handlin a Ippin , Installatl0n and bracing of trusses k seal on this draw or cover page listing this drawing,Indicates acce Lance of prooessional engineerin responsibility sole )yy forthe des i nshown. use of this awing for any structure is fha responsibility of the Building Designer peYANSIRPI 1 Sec.2. 73723 Rive od Drive The an! ability Riverport Suite 200 For more information seethis'ob's lieruval notes as aM e,ese web sites: ALPINE: w alimirw.com: TPI: www.tinsto ;68CA:w ,sbandus .comp I= wv wAo,af,ol, Maryland Heights, MO 6304 Job Number: N334496 Ply: 1 SEON: 756D / T4 / HIPS Cust: R8975 JRef; IWW689750058 ,7A5,182EC,E ,RH01 / 1828/CALI/4EBB ELEV.C/E py; 1 FROM: RWM DmNo; 168.20.1225.28541 Truss Label: Al2 FV / WHK 06/16/2020 30'8" 39,8" 8' 9' .5C5 i2 —5XD5 =4E4 T3 =5X5 F T ,2 6 0 B Tl A G AM H 4X6(A2) =6X6 —6X6 =-6X6 =4X6(A2) 39'8" 10' 9'10" 10 1. 10' 19'10" 29'8" 39-W Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,R in PSF) DeB/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Sld: ASCE 7-10 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udell U# Loc R / U / Rw / Rh / RL / W TCDL: 7.00 Speed: 160 mph Pf. NA Ce: NA VERT(LL): 0.251 J 999 360 B 1556 /720 /921 /- /223 /8.0 BCLL: 0.00 Enclosure: Closed LL: NA Cs: NA VERT(TL): 0.687 J 999 240 G 1556 / 720 / 921 / - /- 18.0 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.081 1 - - EXP: C Wind reactions based on MWFRS Des I - - Mean Height: 15.00 ft B Min Brg Width Req = 1.8 CL 10.00 Creep Factor: r:2.0 NCBCLL: 10.00 TCDL: 4.2 psf Code / Misc Criteria Creep Factor: 2.0 G Min Brg Width Req = 1.8 Soffit: 0.00 BCDL: 5.0 psf Bldg Code: FBC 6th ed 201 Max TC CSI: 0.939 Bearings B & G are a rigid surface. Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Max BC CSI: 0.897 Bearings B & G require a seat plate. Spacing: 24.0" C&C Dist a: 3.97 it Rep Factors Used: Yes Max Web CSI: 0.306 Members not listed have forces less than 375# Loc. from endwall: not in 9.00 R FT/RT:20(0)/10(0) Maximum Top Chord Forces Per Ply (Ibs) GCpi: 0.18 Plate Type(s): -Chards Tens.Comp. Chords Tens. Comp. Wind Duration: 1.60 WAVE VIEW Ver: 17.02.02AA213.21 Lumber B'=IC 1595-2705 E-F 1607 -2478 Value Set: 13B(Effective 6/1/2013) C--D D - E 2001 -2478 F-G 1595 -2704 01 -3233 Top chord 2x4 SP #1 :T2, T3 2x4 SP #2 N: Bot chord 2x4 SP #1 Webs 2x4 SP #3 :W2, W5 2x4 SP #2 N: Maximum Sot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. Lumber value set "1313" uses design values approved 1/30/2013 by ALSC B-K 2330-1245 J-1 3176 -1733 K - J 3174 -1732 I - G 2329 -1275 Bracing (a) 1X4 #3SRB or better continuous lateral restraint Maximum Web Forces Per Ply (Ibs) to be equally spaced. Attach with (2) ad Box or Gun Webs Tens.Comp. Webs Tens. Comp. nails(0.113"x2.5",min.). Restraint material to be supplied and attached at both ends to a suitable C - K 718 -313 E - I 529 -834 support by erection contractor. K-D 527 -832 I-F 718 -314 (a) or scab reinforcement may be used In lieu of CLR t111uO111rMrfra restraint. substitute (1) scab for (1) CLR and (2) scabs for (2) CLR'S where shown. Scabreinforcement to be same size, species, �v+a- `r •• •.. ' 80% length of web member. Attach with O.128x3'Igun nails @6"tic.��V�'•�:G S(� •.•� i Wind c 0• %�8 Wind loads based on MWFRS with additional C&C E : member design, • r sat cOAA)'iI 41UAL ,• nor, 06/16/2020 **WARNING- READ AND FOLLOW ALL NOTES ON THIS DRAWINGI 'IMPORTANT' FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses ret�uire extreme care in fabricating. handlingshipping, installing and bracing. _Refer to and follow the latest edition of Component Safey Information, b TPI anti SBCA) s2(ety to these functions. Installers BCSI (Building practices prior performing shall provide bracingTpr BCSI., Unless noted oytherwise,top chortl shall have properly attached structural sheathingp and bottom chord shall attache, ri Itl ceilln Locations shown forL ermanent lateral restr0int of webs shall have br era ins plied per BCSI s coons tempos have a proBB'. B3, B7 or 610 as appllcab�e. ApoVy, Vlates to each face, of truss and position as shown above and on the ,�oini9Details, unless notet�otherwise. Refer toy , drawings 160A- foors andard plate positions. A�LPP�I NN ALPINE AI ine. a division of ITW Buildin Components Grouo In .shall npt be resUonsi le for any deviation from this tlrawin a failure to build the trlPss In conformance with ANSI/�'PI 1, or (of hantlliri s�lppin installation an�braung of imssesA seal on this tlraw�Xg or cover e- , listing this drawin� intlicates acce Lance of ro�'esslonal engineeringq responsibility saielV torthe tles' nshown. and use of This iawing for any sPructure is �Ite vANSIRPI pa 13723 Rive on Drive The sui[gabdiry rp responsibility of the eulltling Designer pe I Stec.2. Suite 200 For more inrormapon see this'ob's general notes aeanCiheseweE silos: ALPINE: wnw.al ineitw.mm'TPl: www. insLor;9BCA:vmvsbtinEust .com; ICC: wmv.iccsale.org Maryland Heights, MO 6304 Job Number. N334496 Ply: 1 SEON: 7561 / T28 /HIPS Cust: R8975 JRef: IWW669750058 ,7A5 ,182EC,E ,RHO1 / 1828/CALI/4EBB ELEV.C/E ply: t FROM: LPM DmNo: 168.20.1225,28306 Truss Label: A14G KD / OF 06/16/2020 28'4" 32'8" 39'8" 9'4" 4'4" 7• 1116X6 =4X4 =8X10 =H7014 T2 --6X6 12 C D E T3 F T4 G T 6 L I - T a) W n (a) B 1�A n H 6 I =5X5(A2) =H0510 =4X4 =6X8 1115X5K 83 -4X6 =3X6(A7) 284 114-- j 10'10"4 12 4'4" 4'4" 7' 1'� 8' 18Y0"4 24- 284" 32'8" 39'8" Loading Criteria (par) Wind Criteria Snow Criteria (Pg,Pf in PSF) DeB/CSt Criteria - ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wintl Std: ASCE 7-10 Pg: NA Ct: NA CAT: NA PP Deflection in loc Utlefl U# Loc R / U / Rw / Rh / RL / W TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.179 D 999 360 B 1922 / 884 /- / - / - / 8.0 BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(TL): 0.497 D 999 240 K 4268 / 1911 /- /- / - / 8.0 BCDL: 10.00 Risk Category: Il Snow Duration: NA HORZ(LL): 0.048 L - H 80 /60 /- /- /- /8.0 EXP:C Des L - Mean Height: 15.00 ft Wind reactions based on MWFRS CL 0.000 Creep Factor: r: 2.0 NCBCLL: 0.00 Code / Misc Criteria Creep Factor. 2.0 TCDL: psf B Min Brg Width Req = 1.6 Soffit: BCDL: 5.0 psf Bldg Code: FBC 61h.ed 201 Max TC CSI: 0.846 5.0 K Min B Width Re 5.9 r9 q = Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 TPI Std: 2014 Max BC CSI: 0.844 ion: H Min B Req = 1d Bearings B, K, H are rigid Spacing: 24.0" C&C Dist a: 3.97 it Rep Factors Used: No Max Web CSI: 0.819 , ,WidthH & i Bearings B, K. 8 H require a seat plate. eatfplat Loc. from entlwall: NA FT/RT:20(0)/10(0) GCpi: 0.18 Plate Type(s): Members not listed have forces less than 375# Wind Duration: 1.60 WAVE, HS VIEW Ver: 17.02.02AA213.21 Maximum Top Chord Forces Per Ply (Ibs) Lumber Chords Tens.Comp. Chords Tens. Comp. Value Set: 13B (Effective 61112013) THIS TRUSS MUST BE INSTALLED AS SHOWN AND NOT END FO%EW. 1596 -3565 E - F 169 -505 Top chord 2x4 SP 92 N :T2, T3 2X6 SP #2 N: C - D 1465 -3467 F - G 400 -180 :T42x6 SP SS: D-E 1332-30% G-H 538 -269 Bot chord 2x4 SP 2400f-2.0E :133 2x4 SP #2 N: Webs 2x4 SP #3 :W6 2x4 SP #2 N: Lumber value set "1313" uses design values Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Coni Chords Tens. Comp. approved 1/30/2013 by ALSC B - N 3126 -1377 L - K 786 -1874 Bracing N-M 3815-1821 K-J 786 -1874 (a)1X4#3SRB or better Continuous lateral restraint M-L 2986-1327 J-H 179 -399 to be equally spaced. Attach with (2) 8d Box or Gun nails(0.113"x25",min.). Restraint material to be supplied and attached at both ends to a suitable Maximum Web Forces Per PI y (Ibs) support by erection contractor. Webs Tens.Comp. Webs Tens. Comp. ab inforcement may be used in lieu ofCLR L� r•/1 224 1568 scabslfoorr(2)BCLR'Snt. substitute (w)scabhee show(n.Scab anid ��'' r 1 cT��g1 p wl••1j::•r reinforcement to be same size, species, and '% D-M -883 F-J 1889 ,� grade, a �y�++i'^• �` E S 80% length of web member. Attach with 0.128x3" gun : 4� •• M - E 834 -67 G - J 344 -528 E- L 1423 -3051 `S`� nails @ 6" oc. Loading i • O. %�8 ± #1 hip supports 7-0.0 jacks with no webs. : • c Wind n + Wind loads and reactions based on MWFRS. • SAT O 9,� •. fi� ............... •G, �N COA 0 L .•"� nwamM1060 06/16/2020 "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. _ Refer to and follow the latest etlition Component Safety Information, b TPI an � SECA) for saly to these functions. Installers of BCSI (Building practices prior performing stlall provide temporary becingtper BCSLI Unless noted c herwise,top chord shall have properly attached structural sheathing and bottom chord shall have a pro any attache_ ri id oeilln Y Locations shown for permanent lateral restraint of webs shall have braclnaa nslalled per BCSI sections B3, 07 or 810, as blades to lace face,ol truss antl position as shown above and on the Joinf�edalls, unless note otherwise. Refer to drawings Z wings 60 Ior i60A-Z fbr standard plate positions. ALPINE tr ine, a division of ITW Buildin Components Group In . shall not be res onsible for any deviation from this drawin a failure in conformance with ANSI 1, or for handlin s�ippin , installati8n and bracing of trussesA eal on this drolv{IX or to build the cover pa a 240o Lake Omn a Dr. Edttrl�ss this drawnno Indicates acceptance of pno esslonal engineenn� responslbiliri sole )yy lorthe des i n showin. The Sulfability 9 and use of this cawing for any structure is [he responsibility of the Desigrnier. PANSI/TPI Sec.2. Suite 150 uilding 1 For mom informationsee this'ob's general nolas page and these web sites: ALPINE: www.alineitw.cam;TPI:w .instor;SBCA:www.sbcindust.oem: ]CC : ww, J=safieorg Orlando FL, 32837 Job Number: N334496 Ply: 1 SEON: 7562 / T2 / SPEC Cust: R8975 JRef: iWW689750058 ,7A5,182EC,E ,RHO1 / 18281CALI/4EBB ELEV.C/E ply: 1 FROM: RWM DmNo: 168,20.1225.29414 Truss Label: All FV / WHK 06/162020 5'7"4 10'8" I.1. 1' 15 16'0"1 + 23'7"l5 29'7"15 39'8" 5'7"4 5'0"12 '7"15 4'8"2 + 7'7'14 + 6' 1010"1 =5X5 "X5 —4X4 =5X5 .5X5 D T E F G H 12 6 � Z2X4 D e 90 T5 B I J ID A 4X6(A2) =SS1017 =5X5 � X,0 =3X6(A1) 10, Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-10 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: 11 Des Ld: 37.00 EXP. C Mean Height: 15.00 it NCBCLL: 10.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: h/2 to It Spacing: 24.0" CSC Dist a: 3.97 it Loc. from endwall: not in 4.50 it GCpi: 0.18 Wind Duration: 1.60 Value Set: 13B (Effective 6/112013) Top chord 2x4 SP #2 N :T5 2x4 SP 2400f-2.OE: Bot chord 2x4 SP #1 Webs 2x4 SP #3 Lumber value set "l3B" uses design values approved 1/30/2013 by ALSC Wind Wind loads based on MWFRS with additional C&C member design. 39'8" 9.10" 9'10" z9.8" Snow Criteria (Pg,Pf In PSF) Deg/CSI Criteria Pg: NA Ct: NA CAT: NA PP Deflection in loc L/defl L/# Pf: NA Ce: NA VERT(LL): 0.229 L 999 360 Lu: NA Cs: NA VERT(TL): 0.625 L 999 240 Snow Duration: NA HORZ(LL): 0.076 K - - HORZ(fL): 0.142 K - - Code I Misc Criteria Creep Factor. 2.0 Bldg Code: FBC 6th ed 201 Max TC CSI: 0.820 TPI Sid: 2014 Max BC CSI: 0.866 Rep Factors Used: Yes Max Web CSI: 0.811 FTIRT:20(0)/10(0) Plate Type(s): WAVE, 18SS VIEW Ver: 17.02.02A.1213.21 THIS DRAWING TO ALL "I.- H. .......... n v n1 - 4 •mow 1 .••��G��a COA rt�ma N.-A1. * o 06/16/2020 A Maximum Reactions (Ibs) Loc R /U /Rw /Rh /RL /W B 1556 1716 1933 /- /257 /8.0 1 1556 1718 1930 /- /- 18.0 Wind reactions based on MWFRS B Min Brg Width Req = 1.8 1 Min Brg Width Req = 1.8 Bearings B & I are a rigid surface. Bearings B & I require a seat plate. TT Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp B - C 1690 -2806 F - G 1810 - 2878 C - D 1552 - 2521 G - H 1529 -2305 D - E 1443 -2214 H - 1 1548 -2649 E - F 1486 -2258 Maximum Bot Chord Forces Per Ply (Ibs) s.Comp. Chords TenChords Tens. Comp. B - M 2452 -1376 L - K 2805 -1515 M - L 2814 -1517 K - 1 2266 -1220 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. M-D 1699-1052 G-K 435 -669 M-E 597 -972 K-H 693 -314 M-F 499 -742 wiai sieauryi ram uunurn cnora snail nave a progeny hav broc)nq Ins @Iled per BCSI sections $3, 87 or 10 on lie JomCCDetails, unless note otherwise. Refer to'ALPINE Ir any deviation from this drpwing,an failure to build the Ing of trussesA this drawlXg ,Hm,�,,,�. seal on or cover pa44e �nslbilglly solle� for the desi nshown. The sulaabllity 13723 Rive on Drive rP Desi I er a ANSIrrPI 1 Sec.2. Suite 200 re TPI: wxw.rpinslem; SSCA:.a bondus",mm� I= wwwJ=are.wg Maryland Heights, MO 6304 Job Number. N334496 Ply: 1 $EON: 7576/ T20 /COMN Cust: R8975 JRef: 1VWV689750058 ,7A5.182EC,E ,RH01 / 1828/CALI/4EBB ELEV.C/E Qtr. 1 FROM: RWM DmNo: 168.20.1225.28884 Truss Label: A13 FV / WHK 06/1612020 4 70'8" t3'3"15 21'7"15 31'7"15 5'7"4 5'0"12 2'7"1 8'4" 10' D T 2 E T3 =HOF70 T4 =6G T G 6� .2X4 m C N 4 v B A H 1 37 I =3X6(A7) B7 =3X8 L K J _3X6(A1) 20.8" 5'8" 13'4" FT 10'8" 5'4" 7'10" T70" 8' 1'� 10'8" 16' 23'10" 31'e" 39'8" Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pl in PSF) DefUCSI Criteria ♦Maximum Reactions (Ibs), or•=PLF TCLL: 20.00 Wind Std: ASCE 7-10 Pg: NA Cl: NA CAMNA PP Defection in loc L/def L/# LOG R / U / Rw / Rh / RL / W TCDL: 7.00 Speed: 160 mph Pf: NA Cc: NA VERT(LL): 0.043 M 999 360 B 840 / 395 / 549 /- / 257 18.0 BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(TL): 0.128 M 999 240 N' 315 / 141 / 160 /- /- / 68.0 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.015 J - - H 585 1240 / 435 /- /- / 8.0 EXP: C 0.0282.0 J - - Mean Height: 15.00 (t Des Ld:CL Wind reactions based on MWFRS 10.00 Creep Factor. NCBCLL: 10.00 TCDL: 4.2 psf Code f Misc Criteria Creep Factor. 2.0 B Min Bug Width Req = 1.5 Soffit: 0.00 BCDL: 5.0 psf Bldg Code: FBC 6th ed 2011 Max TC CSI: 0.957 N Min Brg Width Req = - Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 TPI Sid: 2014 Max BC CSI: 0.693 H Min Brg Width Req = 1.5 Bearings B N, & H are rigid surface. Spacing: 24.0" C&C Dist a: 3.97 it Rep Factors Used: Yes Max Web CSI: 0.546 Bearings B,, N, 8 H require a seat plate. Lac. from endwall: not in 4.50 it FT/RT:20(0)/10(0) GCpi: 0.18 Plate Type(s): Members not listed have forces less than 375# Wind Duration: 1.60 WAVE, HS VIEW Ver: 17.02.02A.1213.21 Maximum Top Chord Forces Per Ply (Ibs) Lumber Chords Tens.Comp. Chords Tens. Comp. Value Set: 13B (Effective 61112013) B - C 844 -1265 E - F 541 -628 Top chord 2x4 SP#2 N:T32x4 SP#1: C-D 676 -932 F-G 648 -274 :T4 2x4 SP 24001-2.0E: D - E 709 -911 G - if 258 -611 Bot chord 2x4 SP #2 N :B1 2x4 SP #1: Webs 2x4 SP #3:W7 2x4 SP #2 N: Maximum Bot Chord Forces Per Ply (Ibs) Lumber value set "133" uses design values Chords Tens.Comp. Chords Tens. Comp. approved 1/30/2013 by ALSC B-M 1088 -604 K-J 924 -159 Bracing M-L 931 -462 J-H 455 -78 (a) 1X4 #3SRB or better continuous lateral restraint to be equally spaced. Attach with (2) 8d Box or Gun Maximum Web Forces Per Ply (Ibs) nails(0.11 TW.5",mint. Restraint material to be supplied and attached at both ends to a suitable Webs Tens.Coni Webs Tens. Comp. support by erection contractor. D - M 619 -431 F - K 876 -1254 (a) or scab reinforcement may be used in lieu of CLR pN�{t°4t11I rrur.. E - L 354 -564 K - G 655 -1043 CLR and (2) >u �ogvr restrscabs nt. substitute whe wn. L- F 906 -493 for (2) CLR'S a shoscab Scab reinforcement to be same size, species, grade, antl d ,o+•^' "c4'��•.!(�//1 80% length of web member. Attach with 0.128x3" gun �� \ .•�. \\! U�„•` •,•t,• 4 nails @ 6" oc. $ •o• V +" Plating Notes a • O. 7�8 i All plates are 5X5 except as noted. ` Wind $ • WindAi on MWFRS with additional C8C O i S memberer de design.sign. �'� •+• .+` COAiC�Sry¢�ONA1. �N ,• xxil#ni10mila 06/I6/2020 "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWINGI "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabncatin , handling shipping, installing and bracing., Refer to and follow the latest edition of Component Safety Information, IrV�TPI an o SBCA) sa�ety to these functions. Installers BCSI (Building practices prior performing shall provide tempora bracing per BCSI., Unless noted oytherv✓ise,top chord shall have properly attached structural sheathin and bottom chord shall have a prop'en R attache r' Id cellln ,Locations shown for ermanent lateral restraint of webs shall hav Dr pn Ins Iled per BC51 sections as applica6gle. Applyp pplates to each face, ofPtruss and position as shown above and on tit e.�om(4Detail s, unless noted olhelwise. 83, B7 or B10 Refer to'^ drawings 160A-Z foYa andard plate positions. ALPINE AI ine, a division of ITW Builtlin omponents Gr up In ..shall not be reaponslple for any deviation from this drawin an failure to build the µm irtPss in c0nformance rith ANSI/ 11, or for hanrPlinof, s, ppinlq, InsttallabP and brpacing of trussesAgeal on this drd'wir�g or cover pafge. "sting this drawin ntlicates acts tance of pro esslona en ineerinq res onslbility solely or the des n shown. and use of this orawing for any a acceptance is [he responsibility ofthe euirding Designer peNNSUfPI 1 Nc.2. 13723 Rive on Drive The sui ability Ip Suite 200 For more infonoa4on see this'ob's tlRaeral notes page and these web sites: ALPINE: w al ineiWcom: TPI: www. instor SBCA: wew.abcndust .cord lCC: wwrvjwsafe on, Maryland Heights, MO 6304 Job Number. N334496 Ply: 1 SEON: 75641 T19 ICOMN Cust: R8975 JRet: IWW689750058 ,7A5,182EC,E ,RHO1 / 182SICAL114EBS ELEV.CIE Oty: 1 FROM: RWM DmNo: 168.20.1225.28197 Truss Label: A15 FV / WHK 06/16/2020 "15'3515 3''3"15 '82 39'8"4 32'8" 08" "1B8 11'150 7'577"4 =5X5 D 12 aa5X10(SRS) T 6 w2X4 '5 E74 T3 =H0510 T4 T H mm C G n a) 1 B I'II 32 111 A3X6(A1) -508 -5X5 =4X6 =4X4L =5X5�3%6(A1)J 21' 5' 13'81, —� 5' 5'8" 8' 1' 16' 21' I 2V 31.8° Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-10 Pg: NA Ct: NA CAT.NA PP Deflection in loc LJdefl L/# Loc R I U / Rw / Rh / RL / W TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.038 0 999 360 B 745 / 341 / 498 /- / 277 18.0 BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(TL): 0.117 0 999 240 M 1429 /650 1723 /- /- 18.0 BCDL: 10.00 Risk Category: ll Snow Duration: NA HORZ(LL): 0.017 K - - L 629 /223 1242 /- /- 18.0 Des Ld: 37.00 EXP.0 HORZ(TL): 0.031 K - 1 534 1244 /399 /- /- /8.0 Mean Height: 15.00 it Code / Misc Criteria Creep Factor: 2.0 NCBCLL: 10.00 p Wind reactions based on MWFRS TCDL: 4.2 pat Soffit: 0.00 BCDL: 5.0 sf Bldg Code: FBC 6ih ed 201 Max TC CSI: 0.796 B Min B Width Re 1.5 r9 q = Load Duration: 1.25 MWFRS Parallel Dist: 0 to h12 TPI Std: 2014 Max SC CSI: 0.774 M Min Big Width Fact = 2.0 L Min Big Width Fact= 1.5 Spacing: 24.0C8C Dist a: 3.97 it Factors Used: Yes Max Web CSI: 0.703 " I Min Big Width Req = 1 Loc. from endwall: Any FT/RT:20(0)/10(0) Bearings B, M, L, 81 are a rigid surface. GCpi: 0.18 Plate Type(s): Bearings B, M, L, & I require a seat plate. Wind Duration: 1.60 WAVE, HS VIEW Ver: 17.02.02A.1213.21 Lumber Members not listed have forces less than 375# Value Set: 13B (Effective 61112013) Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. Top chord 2x4 SP #2 IN :T3, T4 2x4 SP #1: Bot chord 2x4 SP #2 N B - C 1173 -1100 E - F 800 -685 Webs 2x4 SP#3 C-D 1078 -901 G-H 703 -618 Lumber value set "1313" uses design values D - E 886 -674 H - 1 605 -577 approved 1/30/2013 by ALSC Bracing Maximum But Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. (a) 1X4 #3SR8 or better continuous lateral restraint to be equally spaced. Attach with (2) 8d Box or Gun B - O 936 -830 M - L 540 -410 nails(0.113"x2.5",min.). Restraint material to be O - N 570 -428 L - K 530 -366 supplied and attached at both ends to a suitable N - M 598 -426 K -1 451 -354 support by erection contractor. CLR dR 'y+nlRWtruiy7r/`/�•rr uTens.Comp,esP blsy (IbsTens. restrasifo(2)CLRe(1) scrte ashown) Scab antl(2)f ` � Webs Comp. reinforcement to be Same site, species, grade, and Q� % `•........• ,��i rrry 80% length web Attach with 0.128x3" �% C - O 458 -291 M - F 773 -732 of member. gun o nails@6"oc.,}'�\ �• \GE S� •••� O-D 469 -432 L-G 886 -898 V%+ E - M 1630 -1574 Wind z o. T08 1 Wind loads based on MWFRS with additional C&C member design. c . p SAT O Q , COA"it1 N.,0JVA)L emhCgIW1N 06/16/2020 "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWINGI "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, b TPI and SBCA) r as shipping, to these functions. Installers tempos practices prior performing shall provide bracing per BCSI., Unless noted oylherwise,top chord shall have property attached structural sheathinq and bottom chord shall have a pro eryrly attached rigid cellln Locations shown For ermanent lateral restraint of w bs shall hav bmcin Installed BCSI s ctlons B3, B7 or �10 _ per as appllcae. Ap lqy plates to each face. o�truss and position as shown aoove and on iI a Join Details, unless noter�otherwise. Refer to drawings 160A-Z I r standard plate positions. ALPINE^ Alpine, a division of ITW BuildiniComponents Group Ink, shall not be res�onsibte for any deviation from this drawing anv failure to build the �„•,„ truss In conformance with ANSI/l PI n of for handling, s Ippinq, Installatl n antltl bracing of iru55esA this tlr2wirig seal on or listing this drawin Indicates acceptance .f ro esslona engine. . raspgnsibilitNy solel for the desi n shown. antl use of this cawing for any s ructure Is a responsibility the �uiIding Designer cover pa e, , 13723 Riverpon Ddve The sui[gablllty Suite 200 of pe%ANSIlTPI 1 Sec.2. For more inrormation see this'ob's eneral notes aeaM Nese web sites: ALPINE: wwwel ineitw.cam;TPI: www.r instor'SBCA: wwwsbcindus .com;ICC: w.wv.icczafe..m Maryland Heights, MO 6304 Job Number, N334496 Ply: 1 SEQN: 7565 / T18 /SPEC Cust:R8975 JRef: IWW68975005B ,7A5,182EC,E ,RHOI / 18281CALIMEBB ELEV.C/E Qty: t FROM: RWM I DmNo: 168.20.1225.30412 Truss Label: A16 FV / WHK 06/162020 25'3"15 "4 ) 70'8" 1T3°15 21'3""f1"5 23'6" 195 2T395 29'8") 32'8' 39e 5 6'Vr4 ""-19'3"i7-5 7"15 Z. 221 2' + .4.2 211"1 7' 1 -5X5 D II T n M' b :�T P 21' j 5' i ITS" 1' e' 8' 1'3"15 IT"1 2' 2' I�1'3,15 2'1"11 8' 1' F' 8' 16' ' "15 —21' 1�3F 3�53I11�I,1' 273"15F 31'8 358" 19'3'15 A'3"15 26' Loading Criteria (pstl Wind Criteria Snow Criteria (Pg,Pf in PSF) DefIICSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-10 Pg: NA Ct: NA CAT: NA PP Deflection in lac L/den L/# Loc R I U / Rw / Rh / RL / W TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.037 Y 999 360 B 774 1354 1508 1- / 317 / 8.0 BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(TL): 0.112 Y 999 240 U 1323 /588 1635 /- /- /8.0 BCDL: 10.00 Risk Category: ll Snow Duration: NA HORZ(LL): 0.0160 - - R 711 /237 /257 /- /- /8.0 EXP: C Des Ld:CL 10.00 Mean Height: 15.00 ft Creep Factor. 0.030 0 - M 531 / 246 / 361 /- /- / B.0 NCBCLL: 10.00 TCDL: 4.2 psf Code f Misc Criteria Creep Factor. 2.0 Wind reactions based on MWFRS Soffit: 0.00 BCDL: 5.0 psf Bldg Code: FBC 6th ed 201 Max TC CSI: 0.931 B Min Big Width Req = 1.5 Load Duration: 1.26 MWFRS Parallel Dist: 0 to h/2 TPI Std: 2014 Max BC CSI: 0.771 U Min Big Width Req = 1.8 Spacing: 24.0" C&C Dist a: 3.97 ItRep Factors Used: Yes Max Web CSI: 0.571 R Min Big Width Req = 1.5 Loc. from endwadwall: Any FT/RT:20(0)/10(0) M Min erg Width Req 1.5 GCpi: 0.18 Plate Type(s): Bearings B, U, R, & M are rigid surface. Bearings B, U, R, & M require a seat plate. Wind Duration: 1.60 WAVE VIEW Vat: 17.02.02A.1213.21 Lumber Members not listed have forces less than 375# Value Set: 13B (Effective 6/1/2013) Maximum Top Chord Forces Per Ply (Ibs) Top chard 2x4 SP #2 N Chords Tens.Comp. Chords Tens. Comp. Bol chord 2x4 SP#2N B-C 1167-1151 F-G 823 -821 Webs 2x4 SP#3 C-D 1085 -960 G-H 834 -831 Lumber value set "l3B" uses design values D - E 849 -722 K - L 728 -548 approved 1/30/2013 by ALSC E - F 823 -821 L - M 657 - 571 Plating Notes Maximum Sot Chord Forces Per Ply (Ibs) All plates are 2X4 except as noted. Chords Tens.Comp. Chords Tens. Comp. ('") 1 plate(s) require special positioning. Refer to scaled plate plot details for special positioning B-Y 978 -866 T-S 662 -551 requirements. Y-X 627 -443 S-R 661 -551 X - W 462 -353 R - Q 424 - 375 Wind lyr;@III;Ihlltih/ W-V 462 -353 Q-P 424 -375 Wind loads based on MWFRS with additional C&C ¢^ ri V - U 462 -353 P - O 424 -377 member design. `4p3 }V,e�•� . k ¢r4ir U-T 663 -550 O-M 445 -407 •. .. Laterally brace chord above/below filler at 24' OC ,}00 GE S (or as designed) including a lateral brace on chord Y : �: (� ••�� •��, Maximum Web Forces Per Ply (Ibs) directly above/ below both ends of filler = Webs Tens.Comp. Webs Tens. Comp. (if no rigid diaphragm exists at that point) t r � O.i08 1 c-Y 407 -257 u-AB sae -sos -D 453 -347 AS-H 472 -522 .yk E - Z 1577 -1447 R -AE 959 - 847 Z-U 1691 -1466 AE-K 943 -826 SAT O :•Q = �� of COA 01Y 01a�' am 1010 06/162020 "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWINGI "IMPORTANT•• FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses re uire extreme care in fabricatin , handlingshipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, b TPI ano SECA) r saty practices prior to performing these functions. Installers shall Uurowde tempora _ bracing�er BCSI., Unless noted oyihenvise,top chord shall have properly attached structural sheathing and bottom chord slYall have a pro pperly attache, ri Id ceiling. `ovations shown for ermanenl lateral reslr3lnt of webs shall have bracing installed per BCSI s ctions B3, B7 or B70, as applicable. Ap lov. lates to each face, otpiruss and position as shown above and on the JoinCDetalls, unless notertotherwlse. Refer to ALPINE drawings 16OA-Z fopfsQandard plate positions. MiAline, a division of 17 Buili in Components Grope Inr�,shall npi be res onsible for any deviation from this drawin a failure to build the ,„m,rg,,,,,� A ss m conf$rmance With ANSI /�'PI 1, or for hantlling, s Ippint, InstallatlrQn and brapng of trussesA seal on this tlreawrr�g or cover pa a-, 13723 Rive art Drive listing this rawin Indicates acce Lance of nro7esslona engineerin responsihilittyv solely for the tlesi nshown. The suit9ahlllty rp n use of this oiawing for any s�ruct ire is Lhe responsibility of the �uiltling Desigr(er per ANSIRPI 1 Sec.2. Suite 200 :or more infoinnaron see this job's general notes pee and these web sites: ALPINE' 1pineitrcon,7TP17 AphstomSBCA:w Slecindusby.00m; ]CC: waw Jouare.om Maryland Heights, MO 6304 Job Number: N334496 Ply: 1 SEON: 7566 / T3 / GABL Cust: R8975 JRef. 1VM689750058 ,7A5.182EC,E ,RH01 / 1828/CALI/4EBB ELEV.C/E Oty: 1 FROM: HMT Dn,No: 168,20.1225.30070 Truss Label: B1GE KID / DF 06/16/2020 e9• 214' 0. i-2' (rYP) =4X4 F Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE7-10 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: ll EXP. C Des Ld: 37.00 Mean Height: 15.00 ft NCBCLL: 10.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1,25 MWFRS Parallel Dist: 0 to h/2 Spacing: 24.0" C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Value Set: 13B (Effective 6/l/2013) Top chord 2x4 SP #2 N Bot chord 2x4 SP #2 N Webs 2x4 SP #3 Lumber value set "l 313" uses design values approved 1/30/2013 by ALSC Plating Notes All plates are 2X4 except as noted. Wind Wind loads based on MWFRS with additional C&C member design. Additional Notes See DWGS A16015ENC101014 & GBLLETIN1014 for gable wind bracing and other requirements. "IMPORTANT" FURNISH Snow Criteria (Poor in PSF) Pg: NA Ct: NA CAT:Ni Pf: NA Cc: NA Lu: NA Cs: NA Snow Duration: NA Code / Misc Criteria Bldg Code: FBC 61h.ed TPI Std: 2014 Rep Factors Used: Yes FT/RT.20(0)/10(0) Plate Type(s): WAVE Den/CSI Criteria ♦ Maximum Reactions (Ibs), or'=PLF PP Deflection in 100 L/defl L/# Loc R / U / Rw / Rh / RL / W VERT(LL): 0.004 R 999 360 B 245 1106 / 137 / - / 244 / 8.0 VERT(TL): 0.012 R 999 240 J' 72 / 33 / 35 ! - /- / 248 HORZ(LL): 0.005 L - Wind reactions based on MWFRS HORZ(fL): 0.005 L - - B Min Brg Width Req = 1.5 Creep Factor. 2.0 J Min Brg Width Req = - Max TC CSI: 0,228 Bearings B & B are a rigid surface. Max BC CSI: 0.176 Bearings B & B require a seat plate. Max Web CSI: 0.086 Members not listed have forces less than 375# VIEW Ver. 17.02.02A.1213.21 iJ1 H . ,k 3 0.708 1 's ,os S T O Q COA Q®N A. s' 06/16/2020 2400 Lake Orange Dr. Suite 150 Orlando FL, 32837 Job Number. N334496 Ply: 1 SEON: 7567 / Ti / GABL Cust: R8975 JRef: 1WW689750058 ,7A5 ,182EC,E ,RHO1 / 1828/GALI/4EBS ELEV.CIE Day: 1 FROM: RWM DrwNo: 168.20.1225.27621 Truss Label: CIGE KD / WHK 06/16/2020 7' 14' 7 F 7' 73 Loading Criteria (ps0 Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-10 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II Des Ld: 37.00 EXP. C Mean Height: 15.00 it NCBCLL 10.00 TCDL: 4.2 Pat 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 it Loc. from endwall: Any GCpi: 0.18 Wind Duration:1.60 Lumber Value Set: 13B (Effective 61112013) Top chord 2x4 SP #2 N Bot chord 2x4 SP #2 N Webs 2x4 SP #3 Lumber value set '13B" uses design values approved 1/30/2013 by ALSC Plating Notes All plates are 2X4 except as noted. Wind Wind loads based on MWFRS with additional C&C member design. Additional Notes See DWGS A16016ENC101014 & GBLLETIN1014 for gable wind bracing and other requirements. any 6' TYP) (TVP) =4x4 D Snow Criteria (Pg,Pf In PSF) Pg: NA Ct: NA CAT: NF Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Code / Misc Criteria Bldg Code: FBC 6th.ed TPI Std: 2014 Rep Factors Used: Yes FT/RT:20(0)/10(0) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc Udell U# VERT(LL): 0.005 J 999 360 VERT(TL): 0.014 J 999 240 HORZ(LL): 0.004 H - - HORZ(TL): 0.006 J - - Creep Factor. 2.0 Max TC CSI: 0.277 Max BC CSI: 0.196 Max Web CSI: 0.137 VIEW Ver: 17.02.02A. 12 13.4 1 06/16/2020 -A Maximum Reactions'(Ibs), or•=PLF Loc R / U / Rw / Rh / RL / W B` 68 /30 /38 /- 113 /159 F 268 /134 /205 /- /- /8.0 Wind reactions based on MWFRS B Min Big Width Req = - F Min Big Width Req = 1.5 Bearings B & F are a rigid surface. Bearings B & Frequire a seat plate. Members not listed have forces less than 375# Maximum Gable Forces Per Ply (Ibs) Gables Tens.Comp. Gables Tens. Comp. C - J 461 .238 H - E 461 -238 Donom cnofd small nave a pro opefI I per BCSI s ctlons B3, B7 or B70, unless noter�otherwise. Refer to ALPINE .his cirpwinpp appyy failure to build the on this draw g or cover pave 2400 Lake 02n a Dr. 1e dest n shown. The suitability 9 TPI 1 Sec.2. Suite 150 'CA: wm bcndustgxom; Ice: w. tcmare.org Orlando FL. 32837 Job Number: N334496 Ply: 1 SEON: 7574 / T15 /EJAC Cust:R8975 JRef: IWW689750058 ,7A5,182EC,E ,RH01/1828/CALIMEBBELEV.CIE Oty: 14 FROM: JRH DrwNo: 168.20.1225.29773 Truss Label: EJ7 FV / YK 06/16/2020 L 12 6 ro o_ m � M V 8 ]' A D 1, + 7 7' Loading Criteria lost) Wind Criteria TCLL: 20.00 Wind Sid: ASCE 7-10 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP. C Des Ld: 37.00 Mean Height: 15.00 it NCBCLL: 10.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: W2 to h Spacing: 24.0" C&C Dist a: 3.00 R Loc. from endwall: not in 4.50 it - GCpi: 0.18 Wind Duration: 1.60 Value Set: 13B (Effective 61112013) Top chord 2x4 SP #2 N Bot chord 2x4 SP #2 N Lumber value set "l3B" uses design values approved 1/30/2013 by ALSC Wind Wind loads based on MWFRS with additional C&C member design. Provide (2) 16d common 0.162"x3.5", toe -nails at TC. Provide (2) 16d common 0.162"x3.5", toe -nails at BC. Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria - Pg: NA Ct: NA CAT: NA PP Deflection in lcc, Udell L/# Pf: NA Ce: NA VERT(LL):NA Lu: NA Cs: NA VERT(fL): NA Snow Duration: NA HORZ(LL): 0.017 D - - HORZ(fL): 0.031 D - - Code I Misc Criteria Creep Factor: 2.0 Bldg Code: FBC 6th ad 201 Max TC CSI: 0.713 TPI Sid: 2014 Max BC CSI: 0.527 Rep Factors Used: Yes Max Web CSI: 0.000 FT/RT:20(0)/10(0) Plate Type(s): VIEW Ver: 17.02.02AA213.21 WAVE 06/16/2020 FURNISH THIS DRAWING TO ALL ♦ Maximum Reactions (Ibs) Loc R /U /Rw /Rh /RL /W B 331 1117 / 259 / - / 173 / 8.0 D 127 120 /101 /- /- 11.5 C 171 1133 /91 /- /- /1.5 Wind reactions based on MWFRS B Min Big Width Req = 1.5 D Min Big Width Req = - C Min Big Width Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Members not listed have forces less than 375# bottom cnoro snail nave a properly per BCSI sections B3, B7 or tl10, unless noted otherwise. Refer to ALPINE his drawing,apy failure to buildthethe mm.mru on ndesi nrshown. or The suitability 13723 Riverpon Drive TPI 1 ec.2. Suite 200 CA rw.wsbdndwtry.com, ICC: w+ Jcmafe.orii Maryland Heights, MO 6304 Job Number: N334496 Ply: 1 SEON: 7568 / T11 /JACK Cus1: R8975 JRef 1WW6897500581 ,7A5,182EC,E ,RHOl / 1828/CALI/4EBB ELEV.C/E Oty: 4 FROM: RWM DmNo: 168.20.1225,28136 Truss Label: CJ5 KD / YK 06/16/2020 4 Loading Criteria (psq TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 3T00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0" _3 Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Mean Height: 15.00 it TCDL: 4.2 psi BCDL: 5.0 psi MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 it Loc. from endwall: not in 4.50 it GCpi: 0.18 Wind Duration: 1.60 Lumber Value Set: 130 (Effective 611/2013) Top chord 2x4 SP #2 N Bot chord 2x4 SP #2 N Lumber value set "l3B" uses design values approved 1/30/2013 by ALSC Wind Wind loads based on MWFRS with additional C&C member design. a any Snow Criteria (Pg,Prin PSF) Pg: NA Ct: NA CAT: N/ Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Code / Misc Criteria Bldg Code: FBC 6th ed TPI Sid: 2014 Rep Factors Used: Yes FT/RT:20(0)/10(0) Plate Type(s): WAVE 4'11 "4 4'11 "4 Deg/CSI Criteria PP Deflection in loc Udell L/# VERT(LL): NA VERT(fL): NA HORZ(LL): 0.005 D - - HORZ(fL): 0.010 D - - Creep Factor: 2.0 Max TC CSI: 0.411 Max BC CSI: 0.254 Max Web CSI: 0.000 VIEW Ver: 17.02.02A.1213.21 06/16/2020 INCLUDING THE C m M th ♦ Maximum Reactions (Ibs) Loc R /U /Rw /Rh /RL /W B 256 / 95 1207 / - / 128 / 8.0 D 89 /13 168 /- /- /1.5 C 118 /92 /61 /- /- 11.5 Wind reactions based on MWFRS B Min Big Width Req = 1.5 D Min Big Width Req = - C Min Brg Width Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Members not listed have forces less than 375# Of failure to build the � . The suitability ALPINE u m oawwry 13723 Riverport E= Suite 200 Maryland Heights, MO 6304 Job Number: N334496 Ply: 1 SEON: 7569 / T26 /JACK I Cust: R8975 JRef: IWW689750058 ,7A5 ,182EC,E ,RHOl / 1828/CALI/4EBB ELEV.C/E City: 4 FROM: RWM DmNo: 168.20.1225.30023 Truss Label: CJ3 I FV / WHK O6116/2020 V Loading Criteria (psg 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" �i 12 6 [��- T T th rn B Fo N A D Wind Criteria Wind Sld: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Mean Height 15.00 it TCDL: 4.2 psf BCDL: 5.0 Pat MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 R Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Value Set: 13B (Effective 6/112013) Top chord 2x4 SP #2 N Bot chord 2x4 SP #2 N Lumber value set "1313" uses design values approved 1/30/2013 by ALSC Wind Wind loads based on MWFRS with additional C&C member design. 2'11'A 2'11'A Snow Criteria (pg,N in PSF) Defi/CSI Criteria Pg: NA CL NA CAT: NA PP Deflection in loc L/de0- L/# Pf. NA Ce: NA VERT(LL): NA Lu: NA Cs: NA VERT(TL): NA Snow Duration: NA HORZ(LL): 0.001 D - - HORZ(TL): 0.001 D - - Code / Misc Criteria Creep Factor: 2.0 Bldg Code: FBC 6th ed 201 Max TC CSI: 0.206 TPI Sid: 2014 Max BC CSI: 0.115 Rep Factors Used: Yes Max Web CSI: 0.000 FT/RT.20(0)110(0) Plate Type(s): VIEW Ver: 17.02.02A.1213.21 WAVE THIS DRAWING TO ALL ♦ Maximum Reactions (Ibs) Loc R /U /Rw /Rh /RL /W B 185 /75 /160 /- /84 /8.0 D 50 /6 141 /- /- /1.5 C 63 150 129 /- /- /1.5 Wind reactions based on MWFRS B Min Brg Width Req = 1.5 D Min Brg Width Req = - C Min Brg Width Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Members not listed have forces less than 375# ALPINE 13723 µRiverport Drive Suite Suite 200 Maryland Heights, MO 6304 Job Number. N334496 Ply: 1 SEON: 7570/ T27 /JACK CusI: RB975 JRef: IWVV689750058 ,7A5 ,182EC,E ,RH01/1828/CALI/4EBB ELEV.C/E Oty: 4 FROM: RWM DmNo: 168.20A225.28026 Truss Label: CA FV / WHK 06/16/2020 4 Loading Criteria (ps0 TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0" V Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Mean Height: 15.00 it TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 it Loc. from endwall: Any GCpi: 0.18 Wind Duration, 1.60 Value Set: 13B (Effective 61112013) Top chord 2x4 SP #2 N Bet chord 2x4 SP #2 N Lumber value set "1313" uses design values approved 1/30/2013 by ALSC Wind Wind loads based on MWFRS with additional C&C member design. 12 6 � C F. Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: N/ Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Code / Misc Criteria Bldg Code: FBC 6th ad TPI Sid: 2014 Rep Factors Used: Yes FT/RT:20(0)110(0) Plate Type(s): WAVE CY) M Defl/CSI Criteria PP Deflection in Ioc Udefl U# VERT(LL): NA VERT(fL): NA HORZ(LL):-0.000 D - - HORZ(TL): 0.000 D - - Creep Factor: 2.0 Max TC CSI: 0.196 Max BC CSI: 0.025 Max Web CSI: 0.000 VIEW Ver: 17.02.02A.1213.21 06/16/2020 ON THIS DRAV THE ♦ Maximum Reactions (Ibs) Loc R /U /Rw /Rh /RL /W B 143 /79 :/148 /- 141 /8.0 D 11 /12 /18 /- /- /1.5 C -15 /32 /27 /- /- /1.5 Wind reactions based on MWFRS B Min Big Width Req = 1.5 D Min Brg Width Req = - C Min Big Width Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Members not listed have forces less than 375# R71 failure to buildthe n. The or s agability ALPINE u,awwwun 13723 Riverpon Drrve Suite 200 Maryland Heights, MO 6304 Job Number. N334496 Ply: 1 SECN:7571 / T16 /HIP_ Cust:R8975 JRef: 1WW689750058 ,7A5.182EC,E ,RH0111828/CALI/4EBB ELEV.C/E Cty: 2 FROM: RWM D,wNo: 168.20.1225.24921 Truss Label: HJ7 KM / YK 06/16/2020 N e 4M Loading Criteria (par) Wind Criteria TCLL 20.00 Wind Std: ASCE 7-10 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP. C Des Ld: 37.00 Mean Height: 15.00 it NCBCLL: 0,00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 Spacing: 24.0" C&C Dist a: 3.00 it Loa from endwall: NA GCpi: 0.18 Wind Duration: 1.60 Value Set: 13B (Effective 6/l/2013) Top chord 2x4 SP #2 N Bot chord 2x4 SP 2400f.2.OE Webs 2x4 SP #3 Lumber value set "1313" uses design values approved 1/30/2013 by ALSC Loading Hipjack supports 6.11-8 setback jacks with no webs. Wind Wind loads and reactions based on MWFRS. Provide (3) 0.162'kK&5", min toe -nails at top chord. Provide (3) 0.162"x3.5", min toe -nails at bottom chord. 9'2"2 9'2"2 Snow Criteria (Pg,Pf In PSF) Deft/CSI Criteria Pg: NA CC NA CAT: NA PP Deflection in loc Udefl U# Pf. NA Ce: NA VERT(LL): 0.040 F 999 360 Lu: NA Cs: NA VERT(TL): 0.111 F 999 240 Snow Duration: NA HORZ(LL): 0.010 C - - HORZ(TL): 0.018 C - - Code I Misc Criteria Creep Factor. 2.0 Bldg Code: FBC 6th.ed 201 Max TC CSI: 0.546 TPI Std: 2014 Max BC CSI: 0A16 Rep Factors Used: No Max Web CSI: 0.260 FT/RT:20(0)110(0) Plate Type(s): WAVE VIEW Ver: 17.02.01A.1115.21 THIS DRAWING TO ALL 1NG THE INSTALLERS to and follow the latest e 11 ♦ Maximum Reactions (Ibs) Loc R / U / Rw / Rh / RL / W B 326 /154 /- /- /- 110.6 E 364 184 / - / 0 / 0 11.5 D 214 1177 /- /- /- Y1.5 Wind reactions based on MWFRS B Min Brg Width Req = 1.5 E Min Brg Width Req = - D Min Brg Width Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. B - C 394 -562 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp, B-F 531 -358 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. C - F 394 -583 failure to build g the �n r The suiMbility ALPINE mn*w nurr 2400 Lake Orange Dr. Suite 150 Orlando FL, 328: Gable Stud Reinforcement Detail ASCE 7-1& 160 mph Wind Speed, 15' Mean Height, Enclosed, Exposure C, Kzt = 1.00 Dr. 140 mph Wind Speed, 15' Mean Height, Partially Enclosed, Exposure C, Kzt = 1.00 Dr. 140 mph Wind Speed, 15' Mean Height, Enclosed, Exposure 1), Kzt = 1.00 Dr. 120 mph Wind Speed, 15' Mean Height, Partially Enclosed, Exposure D, Kzt = 1.00 S 2x4 Brace Gable Vertical Spacing Species I Grade No Braces (1) lx4 'L' Brace • (V 2X4 'L' Brace • (2) 2z4 'L' Brace • (1) 2x6 'L' Brace a (2) 2x6 'L' Brace wa Group A Group B Group A Group B Group A Group B Group A Group B Group A Group B r #1 / #2 3' 10' 6' 7' 6' 10' 7' 9' 8' V 9. 3' 9' 7' 12, 2' 12, B. 14' 0' l4' 0• 0) U S P r #3 3' 8' S' 91 6' 2' 7' 8' 7' 11' 9' V 9' 6' 12, 0' 12' 6' 14' D' 14' 0' HF Stud 3' 8' 5' 9' 6' 1• 7' B' 7' 11' 9' r 9' 6' 12' 0' 12, 6' 14' C' 14' 0' 0 Standard 3' 8' 4' 11' 5' 3' 6' 7' 7' V 8' Ill 9' 6' 10' 4' 11' 1' 14' 0' 14, 0' #1 4' 0' 6' B. 6' 11' 7' 10' 8' 2' 9' 4' 9' 8' 12' 4' 12' 9' 14' 0' 14' 0' —J S P #2 3' ]0' 6' 7' 6' 10' 7' 9' B' 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, ill it, 8' 14' 0' 14' 0• DFL Stud 3' 9' 5' 3' S' 7' 6' ill 7' 5' 9' 2' 9' T 1 LO' 11' ll' 8' 1 14' 0' 14' 0• Standard 3' 6' 4' 7' 4' 11' 6' 2' 6' 7' 8' 4' 8' 11' 9' 8' 10' 4' 13' V 14' 0' U r #1 / #2 4' 5' 7' 6' 7' 9' 8' 10, 9' 3' 10' 7' Ill 0' 13' 11' 14' 0' 14' 0' 14' 0' 'N S P r #3 4' 2' 7' 1' 7' 9' 8' 91 9' t' 10' 5' 10, 10, 13, 91 14' 0' 14' 0' 14' 0' i U F Stud 4' 2' 7' 1' 7' 6' 8' 9' 9' 1' 10' 5' 10, 10, 13' 9' 14' 0' 14' 0' 14' 0' Q1 O fl r Standard 4' 2' 6' I' 6' 5' 8' r 8' B. 10, 5' 10, 10, 12, 8' 13' 7' 14' 0' 14' 0' #1 4' 7' 7' 7' 7' 11' 9' 0' 9' 4' 10, 8' Ill 1' 14' 0' 14' 0' 14' 0' l4' 0' S P #2 4' 5' 7' 6' 7' 9' 8' 10, 9' 3' 10' 7' 11' 01 13, ill 14' 0' 14' 0' 14' 0' #3 4. 4' 6' 5- 6' 10' 8' 6' 9' l' 10, 61 10, Ill 13' 4' 14' 0' 14' C' 14' 0' D F L Stud 4' 4' 6' 5' 6' 10• 8' 6' 9' 1' 1V 6' 10' ll' 13' 4' 14' 0' 14' 0' 14' 0' Standartl 4' 2' 5' 8' 6' 0' 7' 6' 8' 0• 10' 2' 10, 10• ill 10' 12' 7' 14' 0' 14' 0' _Q #1 / #2 4. 10' 8' 3' 8' 7' 9' 9' 10, 2' 10' 7' 12' 1' 14' 0' 14' 0' 14' 0' 14' 0' d S P F #3 4' 7' 8' 2' 8' 5' 9' e' 10' 0' ill 6' 12' 0' 14' 0' 14' 0' 14' 0' 14' 0' V' U LJ F Stud 4' 7' 8' 2' 8' 5' 9' 8' 10, 0' 11' 6' 12, 0' 14' 0' 14' 0' 14' 0' 14' 0' 0 Hl Standard 4' 7' 7' 0' 1 7' 5' 9' 4' 10, 0' 11' 6' 12, 0' 14' 0' 14' 0' 14' 0' 14' 0' X #1 5' 1' 8' 5' e' 8' 9' 1]' 10' 3' 11' 9' 12' 3' 14' 0' 14' 0' 14' 0• 14' 0' d S P #2 4' 10' 8' 3' 8' 7' 9' 9' 10' 2' it, 7' 12. 1• 14' 0' l4' 0' 14. 0• ON #3 4' 9' 7' 4' 7' 10' 9' 8' 10, I' 11' 7' 12' 0' 14' 0' 14' 0• D F L 1 4' 9' 1 7. 4' 1 7' 10' 9' 8' 10, 1' 11' 7' 12, 0' 14' 0' 14' 0' 14' 0' 14' 0' Standard 1 4' 7' 1 6' 6' 1 6' 11' 8' 8• 9' 3' 1 11' 6' 12, 0' 13' 7' 74' 0' 14' 0' 14' 0' Diagonal brace options vertical le.,'µ nay be doubled when diagonal brace Is used. Connect diagonal brace for 600# at each end. Me z web total length Is 11'. Vertical length shown In table above Connect dlagono at midpoint of vertical web. Tessa f".. th ec.rc xi�.i. h u n.a R.fRefer to AN IiW COMPANY tws dn.. bsNiiatk # .1 S\13]2]\RiveryoM1l pine far anyrr "S.A.\200 Maryl end\ Helgh6.\ MM 60043 Truss 1/ ( 18' ABr ce II+ 2.6 DFt #2 or better diagonal 8, brace) single r double cut 8• '1( on sha.A) at L 1 upper end. Refer to ervfdmmo RE#B N fTLLDV AIL NOTES 3N w.pp6RTNITew FURICSll THIS SRAoM VINS To N RMTWS to I BMMy ewpanenta smell, lee shW rot b. _.,xw,wwa. vc —1 de ala to W the trus. b conPxmnce with AIISV Fl 4 or for ba dtir , will trussYs. 'xeiMY iP tip. d.�pit en Y.a.,.dTh. iy e;r""oe tru fdw.tq nspm:bYty aF ties Main, De9yer per gtSVIPT 1 swc2 Bracing Group Species and Grades. Refer to ervfdmmo RE#B N fTLLDV AIL NOTES 3N w.pp6RTNITew FURICSll THIS SRAoM VINS To N RMTWS to I BMMy ewpanenta smell, lee shW rot b. _.,xw,wwa. vc —1 de ala to W the trus. b conPxmnce with AIISV Fl 4 or for ba dtir , will trussYs. 'xeiMY iP tip. d.�pit en Y.a.,.dTh. iy e;r""oe tru fdw.tq nspm:bYty aF ties Main, De9yer per gtSVIPT 1 swc2 Bracing Group Species and Grades. Group A. S ruce-Plne-Flr Hen -Fir tl / #2 Standard]#2 Stutl #3 1 Stud 1 1 #3 Standard D... I., Flr-Lurch Southern Plnev #3 #3 stria stud Standard I Standard Group BI Hen -Fir #1 6 Btr pl Do u las Fir -Larch Southern Pineuw #1 #t #2 #2 Ix4 Braces shall be SRB (Stress -Rated Board). ••For Ix4 So. Pine use only Industrial 55 or Industrial 45 Stress -Rated Boards. Group II values mo be used wlth these rode.. Goble Truss Detall Notes. Vlnd Load deflection criterion Is L/2/0. Provide uplift connections for 75 plf over continuous bearing (5 psf TIC Dead Load). Gable end supports toad from 4' 0' outlookers with 2' 0' overhang, or 12' plywood overhang. Attach 'L' braces with too (0.128'x3.0' min) malls. M For (1) 'L' brace, space malls at V o.e. In 18• end zones and 4' o.c. between zones. )11 (2) 'L' braces, space notes at 3' o.c. In l8' end zones and 6' o.c. between zones. 'L' Israel., must be a Mnlnum of 80% of was member length. Gable Vertical Plate Sizes Vertical Length No Wise . J wl�i .1 MAX, TOT. LD. 60 PSF /16/2020 MAX. SPACING 24.0' Gable Stud Reinforcement Detail ASCE 7-101 180 Mph Wind Speed, 15' Mean Height, Enclosed, Exposure C, Kzt = 1.00 Orl 160 mph Wind Speed, 15' Mean Height, Partially Enclosed, Exposure C, Kzt = 1.00 Orl 160 mph Wind Speed, 15' Mean Height, Enclosed, Exposure D, Kzt = 1.00 Gr. 140 moh 'And Soloed. 15' Mean Helcht. Partlnlly Fnrins,a. Fmmcim. D. Ke+ = inn S 2x4 Brace Gable Vertical Spacing I Species I Grade No Braces (1) 1x4 'L' Brace • (1) 2.4 •L' Brace • (2) 2x4 'L' Brace ww (1) 2x6 'L' Brace w (2) 2.6 'L' Brace w Group A Group B Group A Group B Group A Group B Group A Group B Group A Group B #I / #2 3' b' 6' 0' 6' 3• 7' 1' 7' 4' 8' S' 8' 9' 11' 1' 11' 7' 13' 3' 13. 9' - S P F #3 3' 4' 5' V 5' 5' 6' 9' 7' 3' 8' 4' 8' B. 10' 7' 11' 4' 13' V 13' 72 HI I F Stud 3' 4' 5' 0' 5' 4' 6' 9' 7' 2' 8' 4' e' 8' 10, 6' 11' 3' 13, V 13' 7' Q Standard 3' 4' 4' 4' 4' 7' 5' 9' 6' 2' 7' 10• 8' 5' 9' 1' 9' 8' 12' 4' 13, 2' Q% #1 3' 8' 6' l' 6' 4' 7' 2' 7' 5' 8' 6' 8' 10, 11' 3' 11' 8' 13' 4' 13, I1' J S P #2 3' 6' 5' 9' 6' 2• 7' V 7' 4' 8' S' e' 9' I1' 1' 11' 7' 13' 3' 13' 9' #3 3' 5' 4' 7' 4' 10' 6' 1' 6' 6' 8' 2' 8' 9' 9' 6' 10, 2' 12, 11' cu D F L Stud 13' 5• 4' 7' 4' 10' 6' V 6. 6' 1 8' 2' 8' 9' 9' 6' 10' 2' 1 12' I1' ' Standard 3' 1' 4' 0' 4' 3' 5' 4' 5' 9' 7' 3' 7' 9' 8' 5' 9' 0' 11' 5' ' U #1 / 02 4' 0' 6' 10' 7' 2' 8' 1' 8' 5' 9' 8' 10, 1' 12, 9' 13' 3' 14' 0' S P F #3 3' 10, 6' 2' 7' 2' 8' 01 8' 4' 9' 7' 9' 11• 12' 7' 13, V 14' 0' HF Stud 3' 10, 6' 2' 6' 7' 8'0'8' 4' 9' 7• 9' 1l' 12' 7' 13' 1' 14' 0' 0fl Standard 3' 10' 5' 4' 5' 8' 7' 1' 7' 7' 9' 7' 9' 11' 11' t' Il' 11' 14' 0' 414'0' \#1 4' 3' 7' 0' 7' 3' 8' 3' 8' 6' 9'9'10, 2' le, 11' 13' 5' 14' 0' / SP #2 4' 0' 6' 10, 7' 2' 8' 1'B' 5'9' e' to, 1' 12, 9' 13, 3• 14' 0' 10 #3 3' 11' 5' 7' 5' 1I' 7' 5' 7' 11' 9' 7' to, 0' Il' 8' 12' 6' 14' 0' DFL Stud 3' ll• 5' 7' 5' It' 7' 5' 7' 11' 9' 7' 10, 0' Il' 8' 12, 6' 14' 0' Standard 3' 9' 4' 11' S' 3' 6' 7' 7' 0• 8' 11' 9' 6' 10' 4' 11' 1' 14' 0' #1 / #2 4' S. 7' 7' 7' 10• 8' 11' 9' 3' 9' 8' Ill 1' 14' 0' 14' 0' 14' 0' 14' 0' b S P F #3 4' 3• 7' 2' 7' 7' 8' 10' 9' 2' 10' 6' LD' IL' 13, to- 14' 0' 14' 0' LJ' U I F H Stud 4' 3' 7' l' 7' 7' 8' 10• 9' 2' 10, 6' to, 11' 13' 10' 14' 0' 14' 0' O Stantlartl 4' 3' 6' 2', 6' 6' 8' 2' 8' 9' 10, 6' 10, 11' 12, 10, 13, 9' 14' 0' XP #1 4' 8' 7' 8' 7' 11' 9' 0' 9. 5• 10, 9• II' 2' 14' 0' 14' 0' 14' o' #2 4' 5' 7' 7' 7' 10' 8' 11' 9' 3' 10, 8' 1l' V 14' 0' 14' o' 14' 0' MD' 4' 4' 6' 5' 6' 10• 8' 7' 9' 12, 10' 7' 11' 0' 13' 5' 14' 0' 14' 0' DFL Stud 4' 4' 6' 5' 6' 10• 8' 7' 9' 12' 10' 7' ill 0' l3' 5' 14. 0' 14' 0' Stantlartl 4' 3• 5' 8'. 6'1'7' 7' 8. 1' 10' 3' 10' 11' ill 11' l2' 9• 14' 0' able Truss Diagonal brace option vertlml length noy be doubled when diagon.l lg• brace Is used. Connect L diogonol brace for 77311 •L• at each end. Max web Br ee total length Is 14'. 2x6 DF-L #2 or better diagon.l r Vertical length shown brace, single is, In above. or double cut f5' Co. sh..m) at L upper end. Connect dlagono at Ndodnt of vertical web. IlkRefer ti WNpOlgws I I) AYB F3J_UW ALL NRp3 ON TKIS IGVD(B vBPURTANIww FURNISH TNR GRAVING TO f1L mCR URS INCLABING THE YY VE:= Nfffr SO tl— s am da GnaW Jns, pt0av, Wass Mtltl OtFerslse. "�{ gs 160R-S far s<mantMd plat!t. p.smbnR w AN IIW CAMPANY t dr.fy,p, fniy falvt 1. bdld tof Ind SUdhg he Wss In mnfntw u arnercf awitM1 ANSVIel U. not be �m far harMfor bp, ss z, uu[mlatw i aradng all tru.sfe. \\1A23\!live: am Dove A wrol on this drewFg or carer pnef alms tHs dra[ap, hdo.tes accept...! IwaffsCmal \113723'R p fyregytrv, h..f F sMeIY for tlr F � whom Ths pllaWly atl usf of tHs 6 wwQ fm an syenWl{y . dh, De.,n per NQ/TP1 1 Sec2 \\Maryiandl Heights,\MO\6]04] I � rrwalphemseml TPI, w" p jab'. SBfN wwmsb P°n,Pe,tr,ora, u» : J czefe..no U Bracing Group Species and Grades\ Group AI S ruce-Pine-Fir Hem -Fir #1 / N2 Standard p2 Stud #3 Stud #3 lSt.rd.rd Dou W. Flr-Lurch Southern Plnewww #3 #3 Scud Stud Standard Standard Group Bl Hen -Fir #/t E #1 DO", u las Plr-Larch Southern Plmewws #1 pl #2 p2 Ix4 Braces shall be SIZE (Stress -Rated Board). wwFor Ix4 So. Pine use only Industrial 55 or =t.rlol 45 Stress -Rated Boards. Group B vplues ma be used with these radew. Liable I russ Uetail Notes: Wind Load deflection criterion Is L/240. Provide upUft comeetlons for 100 pill over continuous bearhg (5 psf TC Dead Load). Gable end supports load from 4. 0' outlockers .Ith 2' 0' overhang, or 12' plywood overhang. Attach 'L' braces with 10d (O.lZ8'x3.O' min) naps. W For (1) 'L' brace, space nails at 2' o.c. In IS' end zones and 4' cue. between zones. )K)W., (2) 'L• braces space nails at 3' o.e In 18' end zones and 6' ac. between zones. 'L' bracing must be a dNmun of 80L of web member length. Gable Vertical Plate Sizes Vertical Length 1 No Splice Less than 4' 0' 1 2x3 Greater than 4. 0', but 04 less than 10' 0' + Refer to cannon truss design for peak, spilc., and heel plates. Refer to the Building Designer for conditions not addressed by this detail. REF ASCE7-10-GAB18015 DATE 10/01/14 DRWG ZBOKENC101014 TOT, LD. 60 PSF SPACING 24.0' ,T Relnfa Monk Go Tr Gable Detail Fnr I at -in \/artlrnlc RInW SNen461nn 'cing 4 No er ale Nails uss d At we 4' o.C. 4 Nall Ceiling AN RW COMPANY \\13723N Riveryon\Oboe \\Suite\200 11 Mal MmM Heights,\MO\63043 ssvARIlNfdu ssptfOtTANTo i11RNISN Tf rave nave ppropriate Alpine gable detail for e sizes for verticnl studs. Engineered truss design for peak, gib, and heel plates. vertical plates overlap, use a ate that covers the total area of Lapped plates to span the web. e. 2X4 2X4 r2X rrovtae connections for uplift specified on the engineered truss design. Attach each 'T' reinforcing member with End Driven Nails. 10d Common (0.148'x 3.',Mln) Nails at 4' O.C. plus (4) malls In the top and bottom chords. Toenalled Mails- 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, A12015053014, A11015051014, A10015051014, A34015051014, A13030051014, A12030051014, A11030051014, A10030051014, A14030051014 ASCE 7-10 6 ASCE 7-16 Gable Detail Drawings A11515ENC100118, A12015ENC100118, A14015ENC100118, A16015ENC100118, A18015ENCI00118, A20015ENCI00118, A20015END100118, A20015PED100118, A11530ENC100118, A12030ENC100118, A14030ENC100118, A16030ENC100118, A18030ENC100118, A20030ENC100118, A20030END100118, A20030PED100118, S11515ENCI➢0118, S12015ENC100118, S14015ENC100118, S16015ENC100118, S18015ENCI00118, S20015ENC100118, S20015END10011 tl81T3 "ftQ �� S11530ENC100118, S12030ENCIOOI 8, S14030ENC a �300 1001 14" S18030ENL100118, 520030ENC100118, 520030 Ol rp D100f[Q(iy1 See n P g _. LP.i0.1�c®i 0eCY4 appropriate Alpine able detail far maxi e .he, a rivislon of ITV Bullring components Gnap Inc shall net be responsible for any, dewtl drew1n, any failure to bultd the truss In caniarnance with ANSVTPI 1, or for handllrvi g, ships tMtlon L bracing of trusses. seat on this baeb.p or rover page astbg this drawbq, bu tt1ey acceptarlrw a reff � acting nspanslblllty 3=4 f4 the fe shown The awta any s4.ctvw b tl.e nfponLbsitY of thr "wig Besgrwr per ANSVTPI t Sece. Far or. hfem atlen cee tH. I.W. eenrrel nntec mne m n uae. oe ...... 'T' Reinforcement Attachment Detail 'T' Reinforcing 'T' Reinforcing Member Member Tae-noil - Or - N, End -mall To convert from 'L' to 'T' reinforcing members, multiply 'T' Increase by length (based on appropriate Alpine gable detail). Maximum allowable 'T' reinforced gable vertical Length Is 14' from top to bottom chord. 'T' reinforcing member material must match size, specie, and grade of the 'L' reinforcing member. eb Length Increase w/ 'T' Brace 7. Example. ASCE 7-10 Wind Speed = 120 mph Mean Roof Height = 30 ft, Kzt = 1.00 Gable Vertical = 24'o.c. SIP#3 'T' Reinforcing Member Size = 2x4 'T' Brace Increase (From Above) = 30% = 1.30 (1) 2x4 'L' Brace Length = 8' 7' Maximum 'I' Reinforced Gable Vertical Length 1.30 x8'7'=11'2' 'T' Relnf, Mbn Size 'T' Increase 2.4 30 TOT. LD. 60 PSF FAC. ANY SPACING 24.0' F LET -IN VERT TE 01/02/2018 WG GBLLETIN0118 ., w Relnfc Men' Ga Tr Gable Detail For LPt-In Vartl(-nls Rlnld S6enfAlnn -cing 4 Halli er ble Malts uss Spaced At 9' a.c. 4 Noll ➢elling Sizes pproprlate Alpine gable detail for e sizes for vertical studs. Engineered truss design for peak, b, and heel plates. vertical plates overlap, use a to that covers the total area of lapped plates to span the �web. Pi 2*2X4 '�/X rroviae connections for uplift specified on the engineered truss design. Attach each 'T' reinforcing member with End Driven Nails, 30d Common (0.148'x 3.',min) Nails at 4' o.c. plus (4) nails In the top and bottom chords. Toenalled NaKsl 10d Common (0.148'x3',m1n) 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 toad. ASCE 7-05 Gable Detail Drawings A13015051014, A12015051014, A11015051014, A10015051014, A14015051014, A13030051014, A12030051014, A11030051014, A10030051014, A14030051014 ASCE 7-10 Gable Detail Drawings A11515ENC101014, A12015ENC10IO14, A140L5ENC101014, A16015ENC101014, A18015ENC101014, A20015ENCLO1014, A20015END101014, A20015PED101014, A11530ENCIOLO14, A12030ENC101014, A14030ENC101014, A16030ENC101014, A18030ENC10I014, A20030ENC101014, A20030ENDIDIOL4, A20030PED101014 511515ENC100815, 512015ENC100815, 514015ENC100815, S160I5ENC100815, 518015ENC100815, 520015ENC100815, 520015END1008 @Lbffi9iFND 5, 511530ENC100815, 512030ENC1D0B15, 514030:NC' 03��yl��CI00 rIdJp, 518030ENCIOOSIS, S20030ENC100815, 52003 O OCQ31Q�;,,E�OI8l 5Jt See appropriate Alpine gable tletall for nnxhyTt eyiFgr�T16PP4pt�09Ct8 ..VAp@wdu E£AD AG sti ALL Not ES ON TMS DFAVIIAD w.DP01tTANf.. FUFNISH TIRS IIRAV TO ALL iJ111RACT0RS INCLUDDIG TIE is %. . AYlsb. of ITV Mdlnp Components liraup Inc. shall not be responslble for .ny devl.tl AN IIW CAMPANY Mls de'owina, en, future to bA the truss N confornana elth ANSl1TPI 1, nr for h.ndlna, sNpl In.tait tlan L bradq of t....... A zeal m this dreeYp om cover peg. ustt,g this drartp, x fttes acc.peanp oP {e ofessbnal \\ 13733\Riverpon\Dnve enpineeWg n =Pm M dedgi wbown liw aAtwAty and use of this ba.hg \1 SWWl200 far my str.,cM b =rasyntsb=ky of ehe bAdNe De9Owr W N6VTPI I Sect \\Marylana\HeigMs.1M0\fi3gb3 for more Inforeattan see thk Job's gerwrol notrs page nM eb... web stten ALPDID ww..alphdt.m , Wt.....tphstnrgi SEM ee. �d."t A, ICa seelccs.fe.cme 'T' Reinforcement Attachment Detail 'T' Reinforcing 'T' Relnfarcing Member Member Toe -nail - Or - End-n.0 To convert from 'L' to 'T' reinforcing members, multiply 'T' Increase by length (based an 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. deb Length Increase w/ 'T' Brace Example ASCE 7-10 Wind Speed = 120 mph Mean Roof Height = 30 ft, Kzt = 1.00 Goble Vertical = 24'o.c. SP 83 'T' Reinforcing Member Size = 2x4 'T' Brace Increase (From Above) = 30% = 1.30 (1) 2x4 'L' Brace Length = 8' 7' Maximum 'T' Reinforced Gable Vertical Length L.30 x8' 7'=11' 2' 'T' Relnf. 'T' Nbr. Size Increase 2x4 30 V. 20 TOT. LD. 60 PSF FAC. ANY SPACING 24.0' LET -IN VERT 10/01/14 GBLLETIN1014 TOT. LD. 60 PSF FAC. ANY SPACING 24.0' LET -IN VERT 10/01/14 GBLLETIN1014 Valley Detail - ASCE 7-101 160 mph, 30' Mean Height, Enclosed, Exp. C, Kzt=1.00 Top Chord 2x4 SP #2N, SPF #1/#2, DF-L #2 or better. Bot Chord 2x4 SP #2N or SPF #1/#2 or better. Webs 2x4 SP #3, SPF #1/#2, DF-L #2 or better. xx Attach each valley to every supporting truss withi (2) 16d box (0,135' x 3.5') nalls toe -nailed for ASCE 7-10 160 mph. 30' Mean Height, Enclosed Building, Exp. C, Wind TC DL=5 psf, Kzt = 1.00 Or ASCE 7-10 140 mph. 30' Mean Height, Enclosed Building, Exp. D, Wind TC DL=5 psf, Kzt = 1.00 Bottom chord may be square or pitched cut as shown. Valleys short enough to be cut as solid triangular members from a single 2x6, or larger as required, shall be permitted In lieu of fabricating from separate 2x4 members. All plates shown are ITW BCG Wave Plates. 3X4 12 12 Max. F- 2X4 X4 i— 8-0-0 Max 4X4 20-0-0 (++) Supporting trusses at 24' o.c, maximum spacing. nmsm)wlr.. Pitched Bottom Valley Unless specified otherwise on engineer's sealed design, for vertical valley webs taller than 7-9' apply 2x4 'T' reinforcement, 807 length of web, same species and grade or better, attached with 10d box (0.128' x 3.0') nails at 6' o.c. In lieu of 'T' reinforcement, 2x4 Continuous Lateral Restraint applied at mid -length of web is permitted with diagonal bracing as shown In DRWG BRCLBANC1014. Top chord of truss beneath valley set must be braced with, properly attached, rated sheathing applied prior to valley truss Installation. Or Purlins at 24' o.c. or as otherwise specified on engineer's sealed design Or By valley trusses used In lieu of purlin spacing as specified on Engineer's sealed design. wxx Note that the purlin spacing for bracing the top chord of the truss beneath the valley Is measured along the slope of the top chord. ++ Larger spans may be built as long as the vertical height does not exceed 14'-0'. TIQS nrtnvTrcl exiwvc n¢ TfLCENI.EAS MpW, n a Woo of ITV 51 WN Coya ft C=1 b %U ewS b, PPe� 6fle Fo, eery M 14t f AN fIY/D7MPANY tHs JrvMy arty felw to GWC qP bras F Catl'emuee e1N PX9/TPI 1, av Pov nan+hw �Wbq. Fetallotlm . bradnB of tr... . P feal en M6 6aMp m corPP foP Ilclln0 tMs troMp. Irchntef ec[epfuco 04 p'oPa..bnl 1113)i3\fiiverpoC\aMe •rOteePN ^�° wINY im tie �� ano.n TM .\ItobY11Y a,tl uu oP tlis Jn.Yq 5f 2X4 Cut Stubbed Valley Chord End Detail 4X4 Optional Hip Joint Detail Partial Framing Plan LL 30 30 40PSF REF VALLEY DETi BC 20 15 7PSF DATE 10/01/2014 DL 10 10 10 PSF DRWG VAL160101014 LL 0 0 0 PSF . LD. 60 55 57PSF 1.2511.33 24.0' ,,. I VALLEY FRAMING & BRACING DETAIL Lumber Size and Grade Minumum Reauirements GENERAL NOTES Purlin required T-0" O.C. in absence of plywood sheathing. Trusses without sheathing applied must be evaluated accordingly. Purlins should ovedap sheathing one truss spacing minimum. In cases that this is impractical, overlap sheathing a minimum of 6", and nail upwards through sheathing Into purlln with a minimum of 8-8d (0.131"x2.5") common wire nails. Effects of not providing sheathing below a valley set must be evaluated by the building designer. This drawing applies to valleys with the following conditions: Spans (distance between hoots) 40'.0" or less -Maximum valley height: 14'.0" -Maximum mean roof height: 30 feet -ASCE 7.0S, 140 mph, Enclosed, Cat 11, Exp B,1=1.0, Kat=1.0 -Or A Maximum of ASCE 7.10, 180 mph, Enclosed, Exp D, KtY1.0 TRUSS TRUSS UNDER VALLEY FRAMING VALLEY RAFTER OR RIDGE ® *CRIPPLE 'apples 4'-0" for 30 psf (TL) and 20 psf (TD) Max. :e the crippes for each row starting from the valleys or sleepers working Inward to the ridge board so that cripple locations are gored between rows. Typ) nnection Requirement Notes 2x6 rafters to ridge 4 16d toe -nails Cripple to ridge 416d toe -nails Cripple to rafter 4 Lad toe -nails (ee) 816d face -nails Rafter to sleeper or blocking 516d toe -nails Rafter to two 2x6 sleepers 416d toe -nails Sleeper to truss 416d toe -nails Two 2x6 sleepers to truss 316d toe -nails each slee per & truss Ridge board to roof block 416d toe -nails Ridge board to truss 416d toe -nails Purlin to(Typ) 316d toe -nails Truss to blocking 4 16d toe -nails Truss to cripple 416d toe -nails Truss to cripple 416d toe -nails Cripple to puffin 316d toe -nails CRIPPLE, BRACING, &BLOCKING NOTES " " 13. Collar beam to rafter 416d toe -nails NOTE: 16d (0.162"x3.5") COMMON NAILS -2x4 continuous lateral restraint (CLR) min. is required for cripples 5'-0" to I(Y-0" to nailed w/ 2.10d (0.148"x3") nails. Or 2x4 "T" or scab reinforcement nailed to flat edge o/ criu with Iad 10.128"x1l)") nails at 6" o.c. "P' or scab must be 90 % of cripple length. Cripp es over 10'-0' long mqure two CLR's or both faces w/'T'. or scab. Use stress graded lumberls box or common nails. ;Narrow edge of cripple can face ridge or rafter, as long as the proper number of nails are Installed Into ridge board -Install blocking under rafter if sleepers are not used. -Install blocking under cripples If cripples fall between I \I lower truss top chords and lateral bracing Is not used. -Apply all nailing In accordance to current NDS reluirenm �� H Nails are common wire nails unless noted olherw se. 4_ Ya- TICS IRW➢G! TNCCAd so M a6iNlElIS Np1 !, P dMs of 1W "de'o emPoeenta Gies, b,e sheu mt be "ap eeb4a fa, erry M % AN 171V GOMMNY the Ovehw oM Were to bWid the Huss h ewNwnprce enh msl Rt 1, or for hMep. Nql MtWWHoe L bmdn4 ,f 4Vssea. epypeence of pe afee'ses' A ..Pt m thb Oaexy 0,rover Pa arts am eweby bNrntea er�Yawiyq y� rosxY Io- the 'Moen lT,a vlbWty erd use to10J this Ealhry.WOCA5 oebid Po- na'a Mo-nae=n in tNe JoNr pemvl notes ppoepe aM these eab pros NPPFi eeenlpMltesaru IPa eeetpiutcrw SfirN m.rbd,WatrYcrp, 12 eeetriofrxrp S STATE OF faQ <ORIOPG��' 4 S/iDAIAI E��"� (A) (13) Lke) ;C LL 20 30 40 54 TC DL 10 20 7 7 BC DL 0 0 0 0 BC LL 0 0 0 0 TOT. LD.30 50 47 61. DUR. FAC. 1.25/1.15 SPACING SEE ABOVE REF VALLEY FRAMING DATE 10/01/14 DRWG VACNVIS01015