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HomeMy WebLinkAboutRevision; Truss Company Change\�) " kv%,A M . OFFICE USE ONLY: ` DATE FILED• L 6 REVISION FEE: T5,66 LOCATION/SITE ADDRESS: ;<<, LOT# CROSSTOWNCI PERMIT # RECEIPT # PLANNING & DEVELOPMENT SERVICES BUILDING & CODE REGULATION DIVISION 2300 VIRGINIA AVENUE FORT PIERCE, FL 34982.5652 (772)462-1553 2Z APPLICATION FOR BUILDING PERMIT REVISIONS PROJECT INFORMATION AUG 6 6 2020 ST. Lucie County, Permitting mac -�-) e- DETAILED DESCRIPTION OF PROJECT REVISIONS: � /1 C TRUSS COMPANY HAS BEEN CHANGED �[ cJ CONTRACTOR INFORMATION: STATE, of FL REG./CERT. #: CRC1327068 _ ST. LUCIE CO CERT. #: 29933 BUSINESS NAME: D.R. HORTON INC QUALIFIERS NAME: BRIAN DAVIDSON ADDRESS: 1430 CULVER DR NE CITY: PALM BAY STATE: FL ZIP: 32907 PHONE (DAYTIME): 321-773-2111 FAX: OWNER/BUILDER INFORMATION: NAME: D.R. HORTON INC ADDRESS: 1430 CULVER DR NE CITY: PALM BAY PHONE (DAYTIME: 321-733-2111 STATE: FL ZIP: 32907 ARCHITECT/ENGINEER INFORMATION: REVISION NANM: MICHAEL ANDERSON/AB DESIGN GROUP LLC ADDRESS: 2194 HWY A1A, SUITE 301 CITY: INDIAN HARBOR BEACH STATE: FL ZIP: 32937 PHONE (DAYTIME): 321-802-3591 PAX: SLCCC I9- a. 1 ,�� C;ga � •r •S �. PUIMB 39'-B' Labeled End Mark Total Truss Quantity = 57 DO NOT GR OR N A R 6FS WDeAH CONSfM OF MIS OMM Eb CNMa6 PILL NOT 6E ACCFPfDI WIRIOUf PWOR NARIEN MPRO7IL 8/ OUR SOMCE 06MIYFM AT WNDGIX WN@fLf00.5 OF Mj,' INC M-293-9487 THIS IS A TRUSS PLACEMENT PLAN. ITS INTENDED TO AID IN THE INSTALLATION OF TRUSSES. ENGINEERED TRUSS DRAENGS AND ARCHITECTURALS SUPERCEDE THIS DOCUMENT. SHINGLE 6 F- General Notes 1)Dr9 bme.M Wm NM N yYtl 9m M(vm94 �Y� 2)� bg9ryvq 11�¢Im a'bM 91 M�AM WJp Y 1Y0{ u{p 0.1N A% M1 Nm RL NMo 6SUI IenmMf flo e/s b DA-9� b oq o1PbJ Mq HeY ROOF LOADING SCHEDULE TM = 20 PSF O o 7 SF NCOL = 10 OF TOTAL o 97 PSF DURATON - m S END SPD/TIPS 100 ENCwSED BLDG EVOSURE -C USAGE -RESIDENTIAL CAT D END IMPORTANCE FACTOR=1 UPLIFTS EASED ON• 9.2 PSF DESIGN CRTTERIA TBC 2017 TPI 2OL4 =d rem vnwa� emo.w .uc..�ivo�riaa FLOOR LOADING SCHEOULl L = PSF TOOL PSF EML PSF TOTAL PSF ROOF DESIGN® FOR SHINGLE Aw EMMONSAND DPLDTR ARE "Sm ON RRGDi O` WALL EEY 0-B CSC 1 S1f u jON0,4 �1b AUG 0 6 202p 14'-U' 4'-4' 21•_4- 37-8' Labeled End Mark Total Truss Quantity = 57 W RT GUT OR ALMR TRY MIMOUF CONSENT OF Me OFFCE BAM CWACFS RTLL NOT BE AOCI9IFD YAMOUT PRSR %RRTEN MPHOVAL BY CNN SBMC6 DMARMBR AT M9PDTMR CONRYLfOIS OF A INC. 677-293-SIOT THIS IS A TRUSS PLACEMENT PLAN. ITS INTENDED TO AID IN THE INSTALLATION OF TRUSSES. ENGINEERED TRUSS ORANWNGS AND ARCHDECTURALS SUPERCEDE THIS DOCUMENT. SHINGLE 6 Fes. F .O�aTrtI U General Notes 1) �6,!„ eme, M Lme otl M 2) 9 bqn b p 9.� 11� Wm AaYn 9jNh w`�pbfC OG uio 0.gJ� !) M1� RL hLW 6481 nmvmM3n �eRmw�Is a"1fc�m�.e b ^� rt o watme tl'd M,n v! �.nT�N0.1F61 f � Nflbi bMi ROOF LOADING SCHEDU TWILL = 220 PSF M m + PSF BCDL 10 PSF SF TOTAL 37 PSF DURARON = 1.25 x me EPDIMP l00 ENCLOSED BM EVOSURE -C USAGE-REEIDENT1ft4 CAT B WIND IMPORTANCE FACTOR= L UPLIF S BASED ON= 0.2 PSF DESIGN CRITERIA MC 2017 WI 20 4 ni:wu�.ssca T-ro®i�� va Ne wivaP.",.,`m,m.mbP ems+ .N rwrtl. � ::e=9u, FLOOR LOADING SCHEOUL TCL- = PSF TCDL PSF BCOL PSF TOTAL PSF ROOF DESIGNED MR SHINGLE ALL RIACRONSARU WIAPIS ARE SHOWN ON ENGINEERING DEE RCNER PACE 1 DA 3 //3017 N334496R 31'4 -=T' ENGINEERING PACKAGE Builder: DR HORTON /STATEWIDE Project: 7A5 CREEKSIDE Model/Building: 182EC,E_ Lot Alt: Lot: �5.8 Address: 9229 POTOMAC DR JobNumber: Revision Date: m r m 0 334496 Block: Unit: � rcn) C: 0�o 00 C)r®u\ New Load #: RH01 0_. __ ___ ___---— CARPENTER CONTRACTORS OF AMERICA, INC 3900 AVENUE G. N.W. WINTER HAVEN, FLORIDA 33880 PH (800) 959-8806 FAX (941) 294-7934 ALPINE March 13,20.19 Ma Mr. Bob Michaelis Carpenter Contractors of America, Inc. 3900 Avenue G, Norfhwes.t Winter Haven, FL 33880-6201' Re: Alternative lhstill4tion&for ai single ply carried truss with a width less than the hanger width, and . wood.61obkiinglo achieve full design load value for face -mounted. hanger att achinent 6n a one ply supporting girder (Reference detail WMU4 Dear Bob, For.a single ply carried buss with awidth less than the hanger width you can install.a prefabricated jack scab. I truss: (') for wood filler blocking. The chord sizes chord. grades, and A pine connector plate(s) to be the. same as thi6 single ply carried truss. The prefabricated jack scab truss - (*)swill have a minimum length of48w and will have minimum. a reaction of pitch of 5/127 The single, ply carried truss shall have :a or less. Attadh prefab n icatedjack:scab.truss with. two (2) rows. of 0.128"x3.0" Gun Nails at2' O.C., perroW, -staggered 1":(See Figure I below). P16asb,refer to the Simpson Strong -Tie Catalog- C-C 26 i 9, page 216kFigyre:3. for more information. Fig" I Fora single ply girder that requires wood blocking to,achieve-Jull design load value forf ' ace- - mounted hangers attach one wood. block (*) to the back face of the single ply girder with the same size and grade. as the bottom chord. of the sing I le ply girder. The. --wood block length to be such that the Wood &Ioqkirig; extends to each adjacent panel 0oihts:(webs.afid bottom chord intersections). Attach wood block (*)Wth twro:J2) rows. of 0.128 .. xlT Gun N . ails a t W. Ob. perrow, . staggered 3.0 . " applied . to the 6750 Forum Drive Suite 305, Or . WOO, R. 32821 - (800) 6.21-9790 - (853) z422-8685 www.alpineitw.com ALPINE single ply girder face; with an adclifio.nal.(20) 0.128"x3V Gun:Nails At each, panel point applied . to the, wood block -face (See Figure � la- t,' below). Please refet tI � .o the SI . .imps6h.SVong-Tis Catalog C-C- 2019. page 216, Ropre.1 for more information. Figure 2 - . . ...... ... . . The applitratioh of pt6fabricated jack scab ttd.§s for Wood fill6r'blockind or wood blocking to, achieve full. design load value forface-mounted hangers must be approved by the hardware manufacturer. All edge and end distances, and i§p9eIhO, for all nail connections must be suffibienttb prevent -splitting of Wood. If I can.be. of any further assistance,or if you have any:questionsi pleasq'give me a call. M :7 NP-708.61: STATE ClEa William H. Krick:P-E. Chief Engineer Alpipe an M Company Engineering ering Depaitin.PnI Orlando, FL 6750 Forum DriveSuite305, Orlando,_ FL 32821 -(8001) 1521-19790 - (863) 422-8685 mm.alpineitwxam ALPINE Mffwcw� April 26, 2619 W. Bob Michaelis Carpenter Contractors of America, Inc. 3901) Avenue G; Northwest Winter Haven, FL 33880-6201 Dear Bob, Re; Strongback bridging on roof trusses. I understand -there is some concern over our recommendations for strongback bridging on roof trusses. Strongback bridging for roof trusses is note requirement of ANSI-TPI 2014 nor is it a requirement: ofthe Building !Component Safety Information (BQS(), But strongback bridging on roof trusses is recommended by Carpenter Contractors of. America. Strongback bridging serves the.. follovving two. functions: - One, bridging aligns the bottom chords, after they are. set so they are pniform. along the ceiling fine and hdlps'vwith:cefling serviceability - Twoj bridging reduces reWiv6dbfiectionof adjacenttfusses., StrOngback b(idging.does not. prevent or reduce overall individual deflection, especially any roof tirusses, _.dqfleq(hg. moir than 1 f4Li"c in ch..___ - __ — __ .. .. ....... Strongback bridging in roof trusses does not serve as fernporary or peftarient: bracing and is, not ihterid&d tb.dis"Aute- or share design loads. between trusses. Consequently, no design loads have been accounted for %Vdh this detail and continuous strongback.bridgirld -should not tie Atta attached between common and girder trusses. The., use ;of str-ongback, bridging' shell. not Oterfere with other design _9 considerations as speclfiedb" the Enghebr'of Record or the Building. Designer. The outer ends of the strongback bridging shall be. attachedto a well or another secure end restraint, or as speciffied'bV the Engineer of Record or.M Buildind.D6isigh .1 er. Strorigback bridging she[[ be minimum of 2x6 nominal lumber oriented with the depth vertical. Attach with (3) fpo common nails (0J62 x3.51 nails at, each intersecting member. When extending the .1 ­ . two .' The trongback bridging strongback bridging overlap by. at. a minimum of otrusses. he Jocation. of. the: s maybe specified by the Truss Manufacturer,. Engineer of Record, or Building Designer. Please refer to BCS1 "Strongbacking Provisions" or to Alpine ST.RBRIBR1014 detail for more information. The: graphic 9hoWh (Figure- 1) is fdrgenenc jiluMr4tivrd purpose only. .6750 Forum Drive Suite 305, Orl6ndo, FL 32821.- (800) 521-9790 - (863) 422-8685 **mWpineit%Wcom ALPINE Q1 T.s lot 10. 'ScillO Figure 1. If I: can be of any further assistance` or'if you have any questions pleasek give me a call. William H—Knck P.E. Chief Engineer Alpine an 1'*TW' Company Engineering D6partrnent -Orlando; FL32821 Nq.'7086.1 STATE OV, 6750 Forum Drive Suite 306, Oda6do, FL 32821 ; (8001521-9.790 - (863).422-8685 WwwAlpineitw.corn I A STRONGBACK :BRIDGING RECOMMENDATIONS P.-All. scab -on blocks shall: besot rqlnimum.:2'x4: BRIDG BUTT.STRDNGBACK 'stress graded .lumber,' ING TOGETHER >-ALL stron6back bridging and bracing shall .be::a. minfrium 2;6 'stress. graded. Lumber., 4, loo-The purpose of stron6back bridging is, to ATTACH SCAB WITH I0d:BDX1GUN develop Load sharing between incIA/I.Cluat -trusses, 41 4 Bx6(0,128'K3.0'5 MAILS IN 2 ROWS AT resuttIng In all overall. Ihcr ease In, the ;SCAB .6' D.C. 011- 7N LIEU OF SPLICING AS SHUVN, L 0 STRONSBACK- BRIDGING MEMBERS strongback bripiging' positiondel. as shown In silffl;le�sr of'- the. floor system, 2x6 FlUt. AT LEAST nNE TRUSS.SPACUR5 STR13NGBACK BRIDGING".SPLICE DETAIL details, Is recommended at 10=Oi o.c. (max;) NOTE? Details I and are the attachment methbds o---:rLh'e terms 'bribglng' and 'bracing' are some. -times ATTACH clTTADROBACK in mistakenly used' interchangeably. 'Braclp�g'� Is an a W" CW 10d C13HWW Important structural requirement of A y floor , r (0.148-k:r) HAILS oR n 11"N W-10d,BOX(GLIN or roof -system. Refer to the; Truss. Design WxaB'), NAILS I Drawing CTDW for the; bracing requirements for each Individual truss component. Brlofglhg,, particularly 'strongbatW-brIdging' Is q� rec6mme*nda,tIdri for a truss system '-,to . help contr.6t.,vllora�tlon. in: addition to ;qId1nq.,In the d1strJbUt1on of point Loads betWe&h adjacent truss, strongback br�ldqlnq, serves to reduce TRGNGBACK BRIDGING., ACING* REQUIREMENTSro AN ITWOOMA 13723 ft"ryM "a SO, = Wq4 Toh., Mo MU3 bounce. or residu al V.0ratlon'resUltlng. from moving poInt loads; :such as footsteps, The performance of all floor systems are enhanced by. the Instailailbh of stronglaack bric.IgIng and therefore Is. strongly recommended by Alpine, For addItIonal. Information regarding strongbapk brIcIgIng, refer to BCS1 GuIldIng. Component Safety Information5. PSF TE&DIL PSF No. 70861. S I[C EDL PSF ELL PSF 3TAIP=-�F , AN ITWOOMA 13723 ft"ryM "a SO, = Wq4 Toh., Mo MU3 bounce. or residu al V.0ratlon'resUltlng. from moving poInt loads; :such as footsteps, The performance of all floor systems are enhanced by. the Instailailbh of stronglaack bric.IgIng and therefore Is. strongly recommended by Alpine, For addItIonal. Information regarding strongbapk brIcIgIng, refer to BCS1 GuIldIng. Component Safety Information5. PSF TE&DIL PSF No. 70861. S I[C EDL PSF ELL PSF 3TAIP=-�F , gI ENDED a RNG- D-ET sLy" M�rT " iS A�BUIF�CO R SB 6:RUCTION AiERA.L. lK7iWTGsFSBINSR. WRE3F PALEtF eC LAM FQfl. RHgRTt�f9 ----- (�(dG hrTA E LEiAn A E T 0 k7TrU1V i�3CRTkL.. % ee EG!�r Uhtp R Ffi$Ph15 . MAXSMI}N Ro o PALL Apra q E Eir. f RxiN pdLL It' 2b r A NW: ��.. B.F1E, i}VER1 .AST- MTEi' SIM APPSOPRTA. 7, A Mml Dt�R rTH19: FQA:,LUN ER, PLATES ANO. gTf�CrR DATA R97 0 why.: 7 TJ $-TALLL7IdAAiDA�i'.�Vi"l..THrS n 1ac1. ffi12ksr i1x tAyaIM n —Ak zzSS rn BE ri x�n. 15Q4& Ckl%AEiX "pSy1su JJ''a �(ir�c6�ir"2Eps[JSf6'�,Yayce ®Y :N 1�17fmatDq. A9 .. .siry ae 17#oafc��iQ'p;ff 8"3aycc : lilt 38.4P� a _ "St71FO-OR 1 liJ aLA'WENT.' � �UQ��i�; ' k - ,... `'A. Y 1 V S LLLLrrr' L1 1 T,•, 9 � , Is` '�tEC (�'I-A , ... rs . : : RE: c t1 Pq r K i3}t4P W£�'`239L5{1T+1 Shim-br r,�._.... .... ..,. Ica .. ... _ TR'L1�5 :.. � � • Cracked or Broken This drawing specifies repairs for a truss with broken chord or web member. This design Is valid only for single ply trusses with 2x4 or 2x6 broken members. No more than one break per chord panel and no more than two breaks per truss are allowed. Contact the truss manufacturer for any repairs that do not comply with this detail, (B) = Damaged area, 12' max length of damaged section (U - Minimum nailing distance on each side of damaged area (B) (S) = Two 2x4 or two 2x6 side members, same size, grade, and species as damaged member. Applyy one scab per face. Minimum side member lengths) = (2)(U + (B) ' Scab member length (S) must be within the broken panel, Nall Into 2x4 members using twd (2) rows at 4' o,c., rows staggered, Nall Into 2x6 members using three (3) rows at 4' a,c., rows staggered. Nail using 10d box or gun nails (0,128'x3', min) Into each side member. The maximum permitted lumber grade for -use with'thls detail Is limited to Visual grade #1'and MSR grade 1650f. This repair detail may be used for broken connector plate at mi -panel splices. This repair detall mayy not be used for damaged chord or web sections occurring within the connector plate area. Broken chord may not support any tie -In Loads, s L IL 4' o c �Typlcal JA + 0 + o �+ o + 0 If 0 + 0 + o + 0 + Stagger e Staggerr += Back Face 10d Box (0.128' x 3', min) Nallsi D = Front Face 2x4 Member — Double Row Staggers 2x6 Member — Triple Row Stn_qgere NaIL aclnq Detall Member; Repair Detall Load Duration = OX Member forces may be Increased for Duration of Load Maximum Member Axial Force . Member! Size L SPF-C HF DF-L SYP Web Only 2x4 12' 620# 635# 730# 8000 Web Only 2x4 18, 9750 1055# 1295# 1415# Web or Chord 2x4 24 975# 1055# 14950 1745# Web or Chord 2x6 1465# 1585# 2245# 2620# Web or Chordl 2x4 30 1910# 19600 1 2315# 2555# Web or Chord 2x6 2230# 2365# 3125# 3575# Web or Chord 2x4 36, 2470# 2530# 2930# 3210# Web or Chord 2x6 3535# 3635# 4295# 4745# Web or Chord 2x4 42 , 2975# 3045# 3505# 3835# Web a Chord 2x6 4395# 4500# 5225# 5725# Web or Chord 2x4 Ae 3460# 3540# 4070# 4445# Web or Chord 2x6 5165# 5280# 6095# 6660# rpv xd. l raia,o Rim r@LWV dLL I P w Txm wavlxm REF MEMBER REPAIR • rse1PIRTYNtr. ru"�sx t1aR ]roves m ALL colTR/aTNna Ituunlln TIC 1xlTnurns. Trussrs l fur. .trrm dvq h ltbrlcatno. hnrew, dupph�, b.tpi end brWna e.hr tp end DATE l0/Ol/14 Into tM Gtrt :dew or ICaf auldra Cw -.t sar.ty, Inlorn.tby br TPI ona sICAf lar wn+r pprraastrop prb. tp pMvrM,p th.n Nnell.ns. Irotatl.K aME prevbb 4npo,ory M.O pr =L a4na,mtd otMr.bq top chhord shill Mw W.,rty att.O d rimc4ra shn an bottan Nerd DRWG REPCHRD1014 M��fOeU11 Imvr o prodvly oiipdFrd rb�pw crlyh.00.. Locetlom snom Ip. prrnel. nt Iatmal Katrpht Or , "It hew braphp 410.11.d Pm EGSI netkro )]. 17 . Slp• es ep Ilseblr, lmlY pletes to soot F.C. t' �� er t. ona yyoWbn pr .rorn 0. and w thr .blot JIMU, .n rob R.r.r tp d avmp. IWA•2 1)) at1hd.1d plat ZO!O , AN (nK aDMPANY IN)aq''vMy pnlYn/OIurrvttd ba�IG iW p4tiii It Ncon�xwtcr iMli ANfI/TPI 1� dIhlfw/e�o devlcoft, IVt Il4tbn L'.re01p D/ irusnL aW A f,d'm lhla broKq '1tW.n paup. Il.tlp twa dK.' Ydc In eC'.Pun pprl �.adaul . .rgl,r.Atn r.ywRixv �aU I, Rem 1M .nqn her. W "t Uy M u,. or SN drNhp �� i]]nl Lvhrhopl adw �• Ny p3rlcW. 1c tH rnpp,uv,Atty N Yv 9dkYq p.plpnar pr ANSSIIrI 1 1rs2. E.dh oNy,Mo eNNlS rpr net. hPorpptbn rrr thb JobY gnenl npter yy.o. end that rrb ntm SPACING 24,0' MAX ALrIlA .rr.e kswl TPI. rr,.tpWimlypl SIaY rvrehphtluakrynrp, ICa rrdccraM1arp 0 a .This.d tA*AH9applle3 to .wi'itjfivftj Valloy'hal-9 -slaxtmum q rgbf height; 3,0 foat mph'Inclosed, CatH, Oit6j.1.0, Yat.1.0 ?Oflf;kkk 7-10 W mPfi. nc 'Okj,'Ep 1% KI.a are 9TATe. OF IS UNDER VALLEY FRAMING dV RAFTER.OR RIDGE OLE ,adl6 PSf (TD) M6t th,j ffomth4 wMays bf-filaepaM Lid�o that crlp61& focttlap% Bra mmtm 4 Ik tailgl&' a 164 fat,-nalls 516dloe,nalrs 416d tde-lfalrs 4 16d td&.Mans a afiki hdgmuloa.ch slaepeflk.tm" 4 154 toe-TIBIUS 4 I4d.tOg:0411, 316d-t64-nal)S. 4 16ittoc-Oallf 4 I0d to Vrri* 416a.toO,.hQ6 16d'vole-nalts. NATO LL 9.'Q'.Sb 40 54 DL 1IZO 7 7 6L 0 0 0 LL 01 .0 0. 0 1. LD.3C7) 50 47 61. 1 Strong,'Tiei Wood - Construr n Corl�eqA% ffstr�idli� c�;O Face -Mount Hangers - I -Joists, Glularn and SCL -------- -------- - These products are available Won additional corrosion protection. For more information, see p. 15. Codes: See p. 12 for Code Reference Key Chart. k ?I Actual Joist Size Model Carried Member Dimensions (m.� Min/ Fasteners 'Allowable Loads code Ref. r -E V Web Sfiff, Regd. W, H `Max.. B Face joist DF/SP "Species Header SPF,/HF Species , Header 60j, (100) Emot (115) (125),1 Floor, (190) Snow (115) Roof (725) EUS2.56116 - 2sg 16 2 n. Min. (14) 0.148 13 7C 1.660 1,806 1,805 1,425 1,555 1,555 Max. (16) 0.148 13 - 70 1.805 1,805 1,805 11,555 1,555 1,555. Th 116 1 . - 29,461 157A6 21h - (24) 0.162 1 31h (2) 0.148 11112 230 3,455 3,920 4,045 2,970 3,370 3,480 U314 - V 29A. 101h 2 - (16) 0.162 1 31h" (6) 0.148 111/2" 970 1,945 2,205 2,375 -1,675 1,895 2,045 HU316 / HUG316 ✓ 2% 141A 21h - (20)0162x3lh (8) 0.148 111/5 1,515 2.975 3,360 3,610 2,565 2,895 3'1-10 IBC, 21h 18 MIU2.W 2`ti. l7ri� 21h, (26) 0.162 1 31h (2) OT48 11 1h 230 3,745 4,045� 4,045, 3:220 3.1480 3,480 FL, LA Hb316 I HUC316 ✓ 2`iW 141/4 21h (20) 0.162,ITN (8) 0.148 x1 W, 1515 2,975 3.360 3,610•'2,565 2,895 3,1,10 21h 20 MIU2.56/20 29b. 19'A. 2% (28)0.162x3'h (2) 0.148 I1l/, 230 4,030 4,060 4,060 3;465 3,495 3,495 2 'A 22 t02 6 MIU2.56/20 2%� 19% �14 i�28) 0.162 x,31h (2)0,148 I llh- 230 4,030 4,060 4,1350 tE IS,465,3,495 3,'05 29A. 191/4 to 26 2W wide joists use the same hangers as 2'N'wide joists and have the same bads. 1 1h 3 MILTDV6 3W 9X� 21/a 16) 0.162x 31h (2) 0.148 11 1/z 230-1230 ,5� 2,615 12UO . t 1,980 2,N5 2,4.25 X�9 3 'A HL1210-2 /:HUG210-2 MIU3.12/11 ✓ •3 'A 81M� 31/.1 11 'A 21A 2.1h [Max.[ �18) 0.162,x 31h (20) 0162 131/1 (10) 43.148 13 (2) 0.148 11 1h �J�E -230 12,680' 2,880 3,020 3,135 f3;25012j'305 3,135 12,475 2,605 2,695 2,800 2,695 IBC, FL, 111 HU212-2 1 HUC212-2 3 'A 109i� 21h Max. (22) 0.162 131/ (10) 0.148 13 1,7g5 3,275 3,695 3,970 2,820 3,180 3,425LA HU3.25/12/HUC325/12 31/41 11W 21h J - (24) 0.162x 31A (12)i0.148 I 3f ,755 3 570 4,0301,'4,335 3.075 3,470,3,735 H�3.25/16 HUC3.25/1 ,6 31�4� 1 2 1h Min. (20) 0.162 I 31h (8)O.148x3 ' 1,515, 2,975, 3,366 2;560 2.690 3.105 Max: (26) 0.162 131/2 (12) 0.14 8 x 3 Z5,� 3,870, -3;330 3,755 4,040 Th glulam HLlGQ210-2-SDS 9 3 L12) I/V I 21WSDS (6) %:J(2w SE�is 2a o15 3,606 3710 �3,710 FL HGUS325f10 31/41 `8% 4. = (46) 0.162X 31/2 - (16) 0.162 1 A 4,095: 9,100 J,,825i 7,825 7825 IBC, H61JS3.25h2 '414 3111 4- (§V) 0.162 1 31h (20) D.1 62 131 5,646 9,400 8,085 8,085 FL LGU3.25-SOS # 31/Ir 8to3O 414 (1611/VX21,z"SDS (12) 1W � 21h" SOS 5.55$16.720, 7,310 _31 0 4,840 5,265 5,265 3 1h % HHUS46 - 3%1 51A 3 (14) 0.162 13 1/, (6) 0.162 1 31h 1,320 12,785 3,155 3.40512,395 2,715 2,930 15 HGUS46 - 3%1 47A6 4 (20) 0.162 1 31h (8) 0.162 131/, 2.155 4,360 4,885 5,23013,750 14,200,4,500 9OS48 - 3 m. i, 61156 2 .1 j6) 662,x3'h (6) 0.162 1 31h' 1 32;i 1,595, 1,815 1,960 i 1;3_65 1,1,55511,680 31h OY� HHUS48 2 3%.J' 71/h 3_ - (22) 0.162 131/1, (8) 0,1S2x3lh 11, 7&q 4,210 4,770 5,140. 3615 14,095'14,14,15 HGUS48 _ i ", 4 - (36) 0.162 1 31A (12) 0.1162 1316 3.235, - 7,460 - 7,460174601 6.'415 6,415 6,415 [US3.56/9.5 35h 91h 2 - (10) 0.14813 - 70 1,185 1,345 1,455 1,020 1,160 1,250 MIU3.56/9 39A,l 81gi. 21/, - (16) 0.162 1 31h (2)0.148111h 210 2,305 2,615 2,820 1,980 2,245 2,425 U410 . . . V 39A61 83/. 2 - (14) 0.162 13 % (6) 0.148 13 970 2,015 2,285 2,465 1,735 1,965 2,120 HUS410 . 39A6 1 8'41. 2 - (8) 0.162 1 31h (8) 0.162 1 31h 2,990, 2,125 2,420 2,615 1,820 2,070 2,240 31h 91h HHUS410 HU410/HUG410 - .✓ 31/.1 9 3% 85/. 3 21h - - (30) 0.162 1 31h (36)0152x3lh (10)0.162131h (12)0.162x3lh 3,565 3,235 5,635 7,460 6,380 7,460 6,445 7,460 4,845 6,415 5,486 6,415 5,545 6.415 UG0410-SDS - - - 39/i69 3 - (12) I/V I 21W SDS (6) 1/4" 1 Th" SDS 2,265 4,500 4,500 1_500 3,240 3,240 3,240 HGUS410 . . - 36/a Os 4 - (46) 0.162 1 31h (16) 0.162 131/2 4,095 9,100 9,100 9,100 7,825 7,825 or8M2 IBC, LGU3.63-SDS . . - 3%1 8 to 30 41h - (16) 114m 12 IN'SDS (12) Ile 12 16" SDS 5,555 6,720 6,720 6,720 4,840 - 4,840 4,840 FL. LA MGU3.63-SDS . . - 3 5/k 191/4 to 30 41h - (24) 1/4" 12 IN'SDS, (16) 114" 1 21/2u SDS 7,260 9,450 9,450 9,450 6,805 6.805 6.805 IUS3.56i11-88 - 3%1111/ 2 i(12) 0.148 13 - 70 1,420i 1,615 11,745, 1,220 1,390,1,4815, 3NI 11 1A, 21h = L20) 0.162 1 Th (2)0.148x1h 210 2,880 3,13513,1113 12,47512,695 2,695 U414 1394l 10 2 1 16) 0.162 1 31h (6) 6,148 13 976 Z305 2,615 12.820 1,980 2,245 2,425 HHUS410: 3%11 9 3- {30) 0.162 1 31h (10) 0.162 1 31h 3,555 5,635 6,380 6,445 4,845 5,486 5,545 HUS412 . - P 39ti6J ld'h 2 (10)0.162x3'h ]110) 0.1620% 3435 2,660, 3,026,1 3,265 1 2,?75 2,590 2,795 31b x 31 7A HU412 I HUC412 105A6 21A Min. 06)0.162x 31h (6)0.14813 1,135 2,380 2,685j 2,89012,050 2,315 2,490 Max. (22) 0.162 1 31h (10) 0148 13 1,7s5, 3,275 3,69513.87012,820 3,180 3,425 H000412-SDS 33461 11 (14) YW I 21h' SDSI 16) I/V I 21xi" SDS 2,2G5 5,045 HGIJS412 5A 1 1034a 4 (56)0.162x3lh ,(20)0.162x3, 112,411 400ig,40018;08518,085 085 LGU3.63-SDS 3Z k 3 41V� (lQ'/,"xZWSDS (l2)11ex21N �I'i 6,720 6,720 6720 4;840 4,840 4,840 MGU3.63-SDS 335 f 91/Ato 30 41h (24) 1W I iih- SDS (16) HCU3.63-SDS 3% 11 to 30 4 1h (36) 1/V I 2W'SDS (24) 46 Sea footnotes on p. 150. Simpson Strong -Tie" i Wood Construction Connectors, - MIMLAVAIM Adjustable Truss Hangers This product is preferable to similar connectors because of (a) easier installation, (b) higher loads, (c) lower installed cost, or a combination of these features. The 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 ZMAXe coating. See Corrosion Information, pp. 13-15. Installation: • Use all specked 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 forjoist attachment must be driven at an angle so that they penetrate through the corner of the joist and into the header. For all other top -flange installations, straighten the double -shear nailing tabs and install the nails straight into the joist. • Face -Mount (Min.) Installation — Install face nails according to the table, with at least half of the required fasteners in the top half of the header. Not all nail holes in the straps will be filled. Nails must have a minimum'/2" edge distance. Straighten the double -shear nailing tabs and install the joist nails straight into the joist. The face -mount (min.) installation option accommodates conditions where the supported member hangs either partially or entirely below the header. • Face -Mount (Max.) Installation — Install face nails according to the table. Not all nail holes in the straps will be filled except for the following models: THA29, THA213, THA218 and THA413. For all other models with more nail holes than required, the straps may be installed straight or wrapped over the header, with the tabulated quantity of face nails installed into the face and top of the header. The lowest four face holes must be filled. Nails used for the joist attachment must be driven at an angle so that they penetrate through the corner of the joist into the header. • Uplift — Lowest face nails must be filled to achieve uplift bads. Options: • THA hangers available with the header flanges turned in for 3%' (except THA413) and larger, with no bad reduction — order THAC hanger. Codes: See p.12 for Code Reference Key Chart 131i tot THAG422 for 422-2 426-2 10THAC422 6 THA418 Typical THA Top Flange Installation on a Nailer (except THA29) THA422 Face -Mount (Max.) Installation Straps maybe installed straight or wrapped over with tabulated face nails installed into top and face of header. ®F I Double -Shear I Double- Dome Double -Shear Na fng Shear ' I j Nailing Side Vew do View. Nailing Do not (Available el Top Vim i 6 bend tab some motle's) SIMPSON xa a 1p Double 4x2- 2face nails Usefulltablewlue 1t„f,1f Sing4 c mile double shear nailing tabs and install nails straight Typical THA422 Top Flange Installation on a 4x2 Floor Truss THA44 Face -Mount (Min.) Installation Typical THA29 Top Flange Installation 86 THA/THAC Adjustable Truss Hangers (cont.) E) These products are available with additional corrosion protection. For more information, see p.15. 93 u "Model No. �' -0imensions Min. Tap (in) Min. 4 Header Depth' [n.) Fasteners (!n.) Carryll`1g Member h i Carried _ Member A DF/SP Allowable Loads' `Uplift Floor Snaw Roof f Wind (160) (100) (1?5) (125/160); Allowable Loads " Uplift Floor Snow Root/ WIn (160) (100),. {775} (725{760) Code Ref. , - v W- H 'Flange rC ..;r' . THA29 f.'a' 18 , '= '' 1% T b3'y 91H6 5Ye ..?�.r. Ph ry _. �-i`y — h S. _...' : (2) 0.148 x 3 ", s Top-Naiige,lnslailaVotl# ...1-, (6) 0.146 x 3 (4) 0.146 x 3 1 "i 525 1,e 1,750 `: f 1;,.r 1,. 50 r'"jiksT 1,750 450 1,330 1,330 1,330 2'Fa — (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 THA213 .38 f, 1✓e;'1394a'5'h:- 2. — (4) 9148 x 3.112) 0.448 x3., 4)0.148x1h 1;200 >4,y0 °{40i0. — 1'10 7v10 "i,;,l(S THA218 18 1 % 17a,4a 5% 2 — (4) 0.148 x 3 (2) 0.148 x 3 (4) 0.148 x 11h 1.460 1,-60 1,460 — 1110 1.110 -1.10 dBC, THA218-2 i6 $Ye'77%';8 '2, 4 :.(4) 0.762 x31h(2) 6162 x 31h (6)0148x3 `I _ 1ASZ3 1Lr8 t�95 ` — ?;498 1�5"F5 Y';a15 FL, THA222-2 16 3'h 2214s 8 2 — (4) 0.162 x 3'h (2) 0.162 x 3112 (6) 0.148 x 3 — 1.960 1,995 1,995 — 1 A90 1,515 1515 LA THA413 -Iii 3al'1344a _41h 2" ,..;(4)0148x3'":: {2j 0148x3r;,'(4)0.748x3 }530 3U 1;58{1: — 1.105-`1,'kraa 'fij585 THA418 16 3% 17'h 7% 2 — (4) 0.162 x 3'h (2) 0.162 x 31h (6) 0.148 x 3 960 1,995 1,995 — 1490 1.515 1,515 THA422 i6� 3ifi' 22--11/ei `2- ^`.(4)'0762X34 (2)OA2 3fif� (6)0148x3 :_ p6,3 - 1„05 "; 3.`79g i1 a73` =5.51 THA426 14 3% 26 7r/e 2 — (4) 0.162 x 3'h (4) 0.762 x 3'/z (6) 0.162 x 3'k — 2,435 2.435 2,435 — 2,095 2,095 2,095 ITHA422-2 .14 y14 �'7W22% 9'/i ' 2 —. (4)0562 x3�h,(4)0182'x Safi (8)0162x31k µy_ 3,330 3'330 3,330 ; `— 2,865: i2,865 2i}85' " FL THA426-2 71/4 26'A6 9a/. 2 — (4) 0.162 x 31h (4) 0.162 x 31h (6) 0.162 x 31h — 3,330 3,330 3,330 — 2,865 2,865 2,865" 18 1% 9% 5% — 911Fa — (16)0.148 x3 (4)0.148 x3 525 2,265 2,265 2,265 450 195UC1950195095038' �7ifa 13§Sa 5'h.'. --- 13'i4a- -- *(14)-0.148x1i7a18 VTHA29 15/e 1794c 5'h — 1794a — (18) 0.148 x 3 (4) 0.148 x 3 855 2,450 2,450 2,450 735 2105105 16 3Ya 171%, 8. 14Nz .:%(22)0162x3° {6J 0.162x 3'h l'855 3'1C 10 3lo 13595 2;?t5(84$- IBC, 16 3Ye 22i4a 8 — 1414s — (22) 0.162 x 31h (6) 0.162 x 31h 1,855 3310 3210 3,310 1,595 2;845,845 LA THA473 18�' 35/a l3§4s d'h — 73'h — ,. - (14) 0748 x 21, (4) 0.148 x 3 �u.:5 2,045 40 1'450 � ' 38 1: 60-'105THA418 16 3% 171h 77A — 14Na — (22) 0.162 x 31h(6) 0.162 x 31k1,855 3.310 3.310 3,310 1595 2,845,845THA422 i6'. 3� 22 y'/e � 14Ra: — `''. (22)0162x 3'h (6)0762 %3'h �1,855I,:?10 3'a'6 3.3C. "i595 23=5-r845 - THA426 14 3% 26 7'/a — 1614e — (30) 0.162 z 3h (6) 0.162 x 31h 1,855 4.415 4.480 4,480 1,595 3,795 3,855 3,855 THA422-2 14 '7Y� 22114a-93'i.- 1634e ':(30j 0-762x3h (6)01�62x3'h �1855 5;t70 515211 5,520 " :795 4,445. '4745 A,745 ; FL THA426-2 14 7Y4 26'/�s 93'i — 18 — (38) 0.162 x 31/1 (6) 0.162 % 31h 1.855 5.520 5.520 5,520 1,595 4,745 4,745 4,745 1. Uplift bads have bean increased for earthquake or wind leading with no further increase allowed. Reduce where other bads govern. 2. Wind (160) is a download rating. 3. Min. top flange refers to the minimum length of strap that must be field -formed over the header. The tabulated bads for the THA29 with 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 42 top chord or nailer applications, refer to the Nailer Table. 4. Face -mount installation bads are based on a two-py 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. S. 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 lop -flange nailing requirements (sea drawng on p. 186) and achieve full tabulated top -flange installation loads. 6. Refer to installation instructions regarding fastener installation into earned Ooist) member. Based on the installation condition, nails wig be installed ekher straight with straighted double -shear nailing tabs or slanted. 7. Fasteners: Nail dimensions in the table are listed diameter by length. See pp. 21-22 for fastener information. 18 Simpson Strong -Tie® Wood Construction Connectors Face -Mount Joist Hangers This product is preferable to similar connectors because of a) easier installation, b) higher loads, c) lower installed cost, or a combination of these features. The double -shear hanger series, ranging from the tight -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 grey=er strength. This allows for fewer nails, faster installation and the use of all common nails for the same connection. For medium -bad 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 ZMAV 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 Nailing Top View i Doubt -Shear Nailing Side View l M Do not bend tab i Dome Doubt -Shear Nailing Sid, Uew (Available on some models) 1•forT 1ui far4Xs m a' t .O m H 9 C t LUS28 6 HHUS210-2 �Stmng: • er 6MUS28 `'e D u' Di , "! 2 �J HUS210 (HUS26, HUS28, and HHUS similar) 6 HGUS28-2 Typical HUS26 Installation with Reduced Heel Height (multiple member fastening by Designed 19 'OM ANVdWOO ElPON081S NOSdNS SLOZ® 6LOZ-0.0 O CS 4 4 O O p O O l N N !O l0 m^ m p] N V O +pp+ S`' O O N N ES M. .a.. = tD 1fJ N tD' W E x C m is 3 mv m �- — - S v � m 4 D O' p Z m m m w m m w ®o a o 0 as$ LL LL LL LL LL ... � b M. 0 IYJ tU m N � � N vOJ +ND M1ry•_ G N•• O � m (nq nm. O l(J u> P). N +i(; M N LL. G b N' nv $4 m M M 14i O (nV N O • O N v) O W pa. m vJ pf n n C? O � pH. n a0 M N W{ m n m m O M vi`�Nv��1pFGf N: m •• in' m d o �n `D o ram' 3 - vi vi: 14 rv" v �i 16 Di tr a m P. � In, Oi a � J, ^> o In ao m`m vi'oo l�D001comNmoNvMJIb) a h 0' 00 gzi 1 ' W_ of Cli m O sioloomoo ssni.L paleld Simpson §trong-Tie° 1 /6od Construction Connectors, X SS These products are available with For stainless Many of these products are approved for installation additional corrosion protection. ® steel fasteners, ®t with Strong-Drlve° SD Connector screws. For more information, see p. 15, see p. 21. See pp. 335-337 for more information. SIMPSON aa. Min. Model 'Heel No. .,Height. Ga. Dimensions (in j + - ` W'" H B Fastenerss (ini) "' ^+ € ' .Carrying;^. Canled Member Member_ .. . DF/SP Allowable Loads'` - UpBH Floor'i Snow Roof -1Wind (160) (100j" (116) (125)° {iB0); ' Skff Allowable Loads Uplift-. "Floor Snow' "Root wntl (760)„ .(100) {it6)': (125) (160)' Code '. ',' Ref: Double 2x Sizes LUS24-2 2t74' 18 31% 3'h 2 (4j.0.162x 3'h'' (2)0162x3'h:' 416. 800:.d' 905- 930 1 1;245 355.' '690 780 .1 845 1 7.,g70` LOS26-2 4 18- 314 47A 2 , (4) 0362 x 31h (4) 6.162 x 3'hr 0 1,036' 1,170: 1,265.. 7,595 910 -885 1,005' 1,990 1,374 HHUS26-2 434s 14 355s 5% 3 (14)0.162 x3yx (6)0.162x 31h 1320 2,830 3,190 3,415 14,i501 1,135 2,435 2,745 12.935 1 3,655 HGUS26-2 4356 12 3456 57As 4 (20)0.162 x31h (8)0.162 x 31h 2,155 4,340 4,850 5,170 15,575 11,855 3,730 4,170 4,445 4,795 LL08-2 414i 18 3'k 7 2„(6)0.162 x 311z" (4)0IA62 X314 1,06D 11315i 1,490j 1,610 ,2,030 910 1,130 1,260' 1,385 1,745: IBC, FL, HHUS28-2 67fis 14 3%, 7Y. 3 ° (22) 0162 x 3Th � (8) 0162 x 3'%z- 1,769 4,265 4,810; S,7S51 3,980 ,1,515: 3,670 d735 4�435 5,1{45 LA HG©S282' 634s'„ 12 "334s T1w 4`(36)0162 X31h (12)fii62 X3?f{. 32i35 7,46Q-7,466J 7;466'�7,4fi0 2,780 6,415 6;415 'fi 4'15 6,415 LUS210-2 67As 18 3'h 9 2 (8) 0.162 x 31/z (6) 0.162 x 31h 1,445 1,830 2,075 2,245 12,830 1 245 1,575 1,785 1,930 2,435 HHUS210-2 8% 14 35A6 87/6 3 (30)0.162 x3'h 1 (10)0.162 x 31h 3,550 5,705 6,435 16,485 16,485 3,335 4,905 5,340 5,O6D 5;790 HGLIS210-2 8%6 12 355s 9M. 4 (46)0.162 x 3y7 j (16)0.162 x 3'h 4,095 9,100 9,100 19,100 19,100 3,520 7,460 7,825 7,825 7,625 Triple 2x Sizes HGUS26-3 m„ 4LMi 12 41i, 51h 1 4'. i(20) 0.162 x31j_ (8)6162 x3'h 2,155 14,340J 4,85( 5,170i'5,575'-1,85513,730 A,t70 4,445 4,795' IBC, FL, HGUS28-3 ° 6'37is 1?q 4'SAe '7y, 4- 116)0.162Y31, = 112)9162 X3-V, 3.235 7,4601 7,460 -7,456 7460 .E,780''6;415 -6,415 ',i6,415 6,415, LA HHUS210-3 85h 14 4"As 87A 3 (30)0.162 x3'h (10)0.162 x 3'h 3,405 5,630 6.375 6,485 485 2,930 4,840 5,485 5,575 5,575 FL HGUS210-3 8139s 12 4'44e 91/4 4 (46) 0.162 x 31h (16) 0.162 x 31h 4,095 9,100 9,100 9,100 .100 3,520 7825 7,825 7,825 7825 HGIIS212-3 _110% 12 4gge 103'. 4 ;,(5610.162 x 3k: (20)6.162x 3k 6,695 904�,9,D4� 904� 045 i AQ00 pap j,740 '7�80 7,'Etp. IBL,AL, HGUS214-3 12W 12 4134s 123'. 4' (66)0162 x3h':(22)0762x3h 5,695 10,12510,125,125 4,9008,190 -8,190, 81190 8190 Quadruple 2x Sizes :HGI3S26.4" 51 - 12 .BM6'8346 -4�£;{20)0:762x3h„ ,B)4162x3'h= 2,155 4,340' 485& 5,176:f5,575 1,855. 3,730 -4,170� 4,445 4,7B& IBC, FL, HGUS28-4 71/4 12 6%6 739s 4 (36)0.162 x 31h (12)0,162 x 31h 3,235 7,460 7,460 7,460 2,780 6,415 6,415 6,415 6,415 LA HHUS210-4 8% 14 611A 87h 3 (30)0.162 x3%x (10)0.162 x 3'h 3,405 5,630 6,375 6,485 2,930 4,840 5,485 5,575 5,575 FL HGUS210-4 91%i 12 63Se93is4'(4610162x3'i(16)0-- 2it4,095, 9,100 ,9,100 d6,485 9,100' ,520-- 7,825 7,825HGU8212.4' 1051x 12 ' 6-As 064 4= -(56) 0:162 x 31h; =(20j0.162x37h s,6s5 9,{145g 9,04� ? 045 1i.9DR -7,-'SD ;=80"778>3 7,r"�'S3' IBC FL, LAHGUS2744'125�- 12- '615s 1234 4,-(66)0.162x3yz.(22}0:762x3?h 5,695 10,12570,125 ;20,125 '000 8,7108.10 :8,7i10 010 4x Sizes _LUS46 435". 18 3346 =43'4 2 '.; (4)0162x3j3 ;. (4)0162x33i-. 1,0fa4 7,030;: 1170„ 1,265 1,595 „Oh7 865 7,005.I1,W0 1,370.. IBC, FL HGUS46 - 0 12 35A 47J6 4 (20)0.162 x31h.. (8)0162 x314 2155 4,340I 4,850 5170i[5,575 1,855' 3,730 4.170:;4,445 4,795 HHUS46 4� 14 `35h 5?Sa 3 y14)0762x3h (6)0.462x 3'h 1,32i1 2,830° 3,19 3,415 4,250 1,1135 21435 Z745 4935 3655 LUS48 439 18 W6 63/4 2 (6)0.162x3'h (4)0.162x3'h 1,06D 1.315 1,490 1,610 2,030 910 1,130 1,280 1,385 1,745 IBC, FL, HUS48 61h 14 3% 7 2 (6)0.162 x 3'h (6)0.162 x 31h 1,320 1,580 1,790 1,930 2,415 1,135 1,360 1,540 1,660 2,075 LA HHUS48 61/, 14 35A 71h 3 (22)0.162 x 3Ye (8)0.162 x 31h 1,760 4,265 4.810 5,155 5,980 1,515 3,670 4,135 4,435 5,145 HGUS48 67As 12 356 7'A6 4 (36) 0.162 x 3'h (12) 0.162 x 3'h 3,235 7.460 7,460 7.460 7,460 2,780 6,415 6,415 6,415 6,415 LUS410 - 6,W `18 3M 8a/4 2 1. F (8) 0162 x 3''k- 16) 0.762 x 311z:: 1 44u 1,830' 2,675 '2,245' 2,810 f',255' 1,575 1,785. 1330 2,435. HHUS410 7` 83fi' 14 <35h '9 3r1'(30) 0.162x31%z; (10)'r)162x3h 3a""50 5705 6,435 8485:.+r485'3265 4,905 5,535: 5,575 5,375 HGUS410 83i,• 12 35A 9R's A°, .. �.(46) 0,162 x344; -_ pfiJ 9.162 x31,� _ 4,095 9.7oo B1o0 , g,10Pi9100 3,520.'P,625 7825 '7t825 7,825 IBC FL, LA HG6S412 107As 12 35% 107As 4 (56f 0.162 x3'h (20)0.162x3'h 5,695 9,04.5 9,045 9,045 9,045 4,900 7760 1,780 7780 7,780 HGUS414 117As 12 35A 1234s 4 (66)0.162x3'h (22)0.162x3'h 5,695 10,12510,12510,12510,125 4,90D 8,790 8,190 8,190 8,190 Double 4x Sizes HGU47.37/10'1 tiA. 12 7% 81As 4' 1,(46)6.762x31h1 (16)A162x3'h 3,430 9,095' 9,095 9,09519,095 2,950 7,820 7,820i 7,820 7,820. HGUS7.37/12-:'1031e 12 1 7% 1 103Ss 4 {56)0.162x3'h (2D)0.162x3'h 3,835 9,295` 9,295 9,295'1 9,296 1 3,300;,7995 7995`17995 7995 FL HGUS737/14 1 1134s 1, 12 :7Na 12"h6 4 !(66)0.162x31'h (22)Q.162x33h 5,06010,50010,5001o,50010,5o04,370;_.9,030 9,030 ':9030 9,03g:. 1. Upift bads have been increased for earthquake or wind leading with no further Increase allowed. Reduce where other bads govern. 2. Wind (160) is a download rating. 3. Minimum heel height shown is required to achieve full table bads. For less than minimum heel height, see technical bulletin T-C-REDHEEL at strongtie.com, 4. Truss chord cross -grain tension may limit allowable bads in accordance with ANSVFPI 1-2014. Simpson Strong Te° Connector Selector* software includes the evaluation of cross -grain tension in its hanger allowable bads. For additional Information, contact Simpson Strong-ne. 5. Loads shown are based on a two-ply 2x carrying member minimum for nailed hangers. With 3x carrying members, use 0.162' x 21h' naiG in the header and 0.162' x 31h' in the joist, with no bad reduction. With single 2x carrying members, use 0.148' x 11h' nails in the header and 0.148' x 3' in the joist, and reduce the bad to 0.64 of the table value. 6. Fasteners: Nail dimensions in the table are listed diameter by length. See pp. 21-22 for fastener information. 19 HTU Face -Mount Truss Hanger The HTU face -mount truss hanger has nail patterns designed specifically for shallow heel heights, so that full allowable bads (with minimum nailing) apply to heel heights as low as 37h'. Minimum and maximum nailing options provide solutions for varying heel heights and end conditions. Altemate 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 loads is Ma" per ASTM D1761 and D7147). See technical bulletin T-C-HANGERGAP at stnongtie.com for more Information. , Material: 16 gauge Finish: Galvanized Installation: • Use all specified fasteners; see General Notes • Can be installed filling round holes only or filling round and triangle holes for maximum values • See alternate installation for applications using the HTU26 on a 2x4 carrying member or HTU28 or HTU210 on a 2x6 carrying member for additional uplift capacity Options: • HTU may be skewed up to 6711e. See Hanger Options on pp. 98-99 for allowable bads. • See engineering letter L-C FHTUSD at strongtie.com for installation with Strong -Drive® SD fasteners. Codes: See p.12 for Code Reference Key Chart Min. heel height per table ®i Many of these products are approved for installation with Strong -Drive® SD Connector screws. See pp. 335-337 for more information. HTU26 Typical HTU26 Minimum Nailing Installation IN max. gap between end of truss and carrying member HTU Installation for Standard Allowable Loads (for 'h' maximum gap, use Alternate Allowable Loads.) Standard Allowable Loads (1/8" Maximum Hanger Gap) Alternate Installation - HTU28 Installed on 2x6 Carrying Member (HTU210 similar) Modef Nd Minr Heel Height Dimensions (in.) W N ` B Fastehers(in.) Carrying Carried Member T Memhef DFISPAllowable Loads` Uplift Floor Snow Roof Wind (160) (100) (115) (125) (160) SPF/HFAllowableLoads- Uplift Floor Snow Roof, Wind (160) (100), Code: Ref. Single 2x Sizes HT{)26 3% 13'e 06 31h (20)0.762x3t{' (11)0.146x:l`/i. 640' 2-'97D 2,670 Rg"o 2.6fzl 550 1630 'no, .-Im- NTU26 (Min.) 37h 13i 57As 3'h =(20)0.762 x31h (14)0.148x 1'h. 1,250 2;940 3;200, 3,200 3,200: 1,075 1,852 2,015 2,015 2,015; HTi726 (MhxJl 51h Toe 57h6 31h f20I0.i62x314 (26)6.148x.7'h 1,556 2;940 a320 S. 4010 �. 1,335 2,530 f,35ii .3,0 ''i13,450 IBC, HTU28 (Min.) 37/e 16/e 7'hs 3'h (26) 0.162 x 31/z (14) 0.148 x 11h 1,235 95 3,895 1,060 2,865 2,920 2,920 2,920 FL, HTU28 (Max.) 71/4 16/e 7% 31h (26) 0.162 x 31h (26) 0.148 x 11h 2,020 655 5,435 1,735 3,285 3,710 4,005 t.675 LA .HTU210(Min..) .d 37/a,..:1 t7e 9'As: 31h (3210162X3'Fi (14)0.1481 x114 1,330 ..300 MN730, 4,3:55,'., 1,145 3 5. 3,225 3;225a 3,225 HiU210 (Max) 9'b 1i§ 9'As 31h _(32)d362x3%z (32)0.148x 1'h 3,315'730 5,9951 2850 4,045 �565 4,930) 5,155 Double 2x Sizes 'HTU26-2 (Min:) 37h-:345s 966 31h-'(20)fl162x3'h t14)0.148z3 1,575: 2,940 31 -0 i:"3580'3,910` 1,305 1,850 2,090'"2255 2,465 HTU26.2(Mak.) 5h 3%& 57A6 aye =:(20)0162 X31h (20)0.148 x3 2175 j-. 2,940 3,323 3,580 A,480 �'i87D 2,530 2,855 3C8C 3,855 HTU28-2 (Min.) 37h 3%6 7% T/2 (26) 0.162 x31h (14) 0.148 x 3 1.530 3,820 4,310 4,310 4,310 1.315 2,865 3,235 3,235 31235 IFL HTU28-2 (Max) 71/4 3946 7% 31h (26)0.162 xTh (26)0.148x3 3,485 3,820 4,315 4,655 5,825 2.995 3,285 3,710 4,005, 5010. Lq HTU210-2(Min.) 37A' `34ts gym 3hi (32)0162 x31h 14)0:148%3 `1,755 '4,705 4,815 `-4,815 4,815, 1,510 3,530. 3,610 3,610 3,610 HTU210-2(Max.) 91/4 3456 9yre 3'h t32)0.162X3'h (32)0.148%3 4,110 4,705 531D S,730 5555.; 3,535 4,045 4,665 4.9SU 5.5i.5 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. S. Uplift bads have been increased for earthquake or wind loading with no further increase allowed. Reduce where other bads govern. 4. Wind (160) is a combed rating. 5. For hanger gaps between'h' and 1h', use the Alternate Allowable Loads. 6. Truss chord cross -gran tension may imit allowable bads in accordance with ANSVrPI 1-2014. Simpson Strong -Tie° Connector Selector° software includes the evaluation of cross -gran 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 I V nails in the header and reduce the allowable download to 0.70 of the table vabe. The allowable upift is 100 % of the table bad. 8. Fasteners: Nail dimensions in the table are listed diameter by length. See pp. 21-22 for fastener information. 96 HTU Face -Mount Truss Hanger (cont.) I Many of these products are approved for installation with Strong-Ddv& SD Connector screws. See pp. 335-337 for more information. Alternate Installation Table for 2x4 and 2x6 Carrying Member SIMPSON t'ro `Tie�'t Min. Minimum -' fasten rs (in 'pF/8f AltowahlIILoads SPF/)IF AIIowahla no s Model No. ' 'Heel 1jeig'1 Carrying `< *(700) W-Ain0) Member s„Member'-. Member ; {7610) (115), (125) I50 (1001. (115). (125} . (160) m1,470 t HTU26 (Min.) 37A (2) 2x4 (10) 0.162 x 31h (14) 0.148 x 114 925 1,660 1,790 1,875 '95 1,26N1,430 1,540 1,615 HTU26 (Max.) 511h (2) 2x4 (10) 0.162 x 31h (20) 0.148 x 1 % 1,240 1,470 1.660 1,790 2,20 1065 1,261,540 11910 IBCHTU28 Max) '�,71h {2)2x6 {26)0162x31l, (26)pjd8xl%; 0,,970 y2,y40 320- i 8J7 3,9D5: 1,695 2,53 i3,00' 3,360 N-, LA -HTU2?,0(Maz.) 9r% •(2j 2x6 (20)0162x3b'S (32){048 x1� _2780 '11 9 '3;580 39Q5. 2,*5 2533'QSU` .3,360. ,2,940 1. See table above for dimensions and additional footnotes. 2. Maximum hanger gap for the alternative installation is W. 3. Wind (160) is a download rating. 4. Fasteners: Nail dimensions in the table are bated diameter by length. See pp. 21-22 for fastener information. Alternative Allowable Loads (1/2" Maximum Hanger Gap) ° Min. Dimensions(in-) Fasteners(ia� DF>SP Allowable Loads SPF/HF Allowable Loads Model Fleetlift No Height ,.. VJ N e .. B `",Membe9 MemberSn .,. {760) K�looir . `(100) (115) ... (125} - p) .-„.. (160) �(700)�7gp);« "... = -Aaw e -. C oda flef.' Single 2x Sizes. IiTU26,; 3'k..' 1% She" 3% (20j 4.162x3'h (11j 01d8�x 1'$.r,'3,255 2a9a 24 2,39a 23 04§ „570 HTU26.(A1in.) 3'h .!5A 56a? 3h ('20)D.182x31h (74)`9.148x-11h2,�40 '3,f00 31D6-'3i0D, 1A10 7955 7A„955 71955 1,955i HTU26 (Max) . 5% 1 % 5rhs 3 h (20) 0162 x31h 120) 6148 x 11Iz'2,940 5,3 a 4584 3;633 9,045 ' 1850' ZD9D'. 2 85 2 235`. IBC, HTU28(Min.) 37A 15A 7M6 31h (26)0.162 x 31h (14)0.148x 11h 3,770 3,770 3,770 3,770 955 2,825 2,825 2,825 2,825 FL, HTU28(Max.) 71h 1% 7M6 31h (26)0.162 x 31h (26)0.148x 11h 3,820 4,315 4,655 5,015 1,695 2,865 1235 3,49D 3,765 LA HTU210:(Min.) 3A 1% 91h6: 31A (32)'0162x 3% (14)Q148xl1h 3,600 3,b00 3,Bp0` 3,600 1075 *�,700 2,700 ''9; 0D 2,70Q1 HTU27Q{Maz.) -, } 9% .1% 91hs"H 3h {32} 0.162x8� (32) (i( 3d8,X 11k' 4;705 5xll2D 5,020n 6,020 2,800 .3,630 � 3;765'.' 3766 3,78u,' Double 2x Sizes. 'HID262(Mia) 3'ls 3lys 5% ']'31h (20j 0.162 z311 (14j Q748x3' 1;515 2,940 ;a, Q 3,500 8,5D0 1305 ?2,205 2,265" 2,205 2,205; HTD26-2(MixXf' -51A 3Yie 5lw_ 3'!z (20)0,162x3�fe (20ji1.148 x3' '1,910 Y1,490 2,940 '3.9xa 3,560 3500 1,645 ''L,205' 2;205 2285 2,206' HTU28-2(Min.) 37A 3i16 7Me 31h (26)0.162x 31/i (14)0.148x3 3,820 3,980 3,980 3, 880 1,28102,865 2,985 2,985 2,985 IBC, HTU28-2 (Max.) 71/. 34(s 7Yis 31h (26) 0.1fi2 x 31h (26) 0.148 x 3 3,035 3,820 4,315 4,655 5,520 2,2,865 3,235 3,490 4,740 FL, LA HTU210-2(M(n.) -3r%- 33'is 9u6"= 31h %'0.162x31h {74)0148 z3', ,1.755 9255 4,25$ 4,255`"4;255 1, ;190 3,190 �3,190 3,190' HTU21Q-2 (Max.) ;91/4 ,37% 911ia' 31h {32)0:162 x 31k (32) 0.148 x 3 .' 3.855 4.705 0 � � ' 8,47D 3 �3,53D 3,980 `. 4,30D � 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 bads have been increased for earthquake or wind loading with no further increase allowed. Reduce where other bads govern. 4. Wind (160) is a download rating. 5. For hanger gaps between 1h' and W, use the Alternate Allowable Loads. 6. Truss chord crossgrain tension may Imit allowable bads in accordance with ANSVTPI 1-2014. Simpson Strong-MeO Connector Selector@ software includes the evaluation of cross -grain tension in its hanger allowable bads. For additional information, contact Simpson Strong -Tie. 7. Loads shown are based on a minimum two-ply 2x carrying member. For single 2x carrying members, use 0.148' x 11h' nails in the header and reduce the plowable 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 Isted diameter by length. See pp. 21-22 for fastener information. 19 • Simpson Strong -Tie! Wood Construction Connectors Medium -Duty Face -Mount Hangers HU/HUC hangers may be installed on a masonry/concrete wall as described below. Additionally, HU hangers with one flange concealed may be installed similarly. HU and HUC products are heavy-duty face -mount joist hangers made from 14-gauge galvanized steel. • The HUC is a concealed flange (face flanges turned in) version of the HU. • HU is available with both flanges concealed, provided the W dimension is 2 Vie° or greater, at 100% of the table bad. Specify HUC. • HU is available with one flange concealed when the W dimension is less than 2§V at 100% of the table bad. Specify as an W version and specify flange to conceal. • For any HU or HUC shown in this catalog, the user may substitute all face nails with Yl x 1 3/i TRen® 2 screws (Model TTN2-25134H) for concrete and 1W x 2W Titen 2 screws (Model TTN2-252341-q for GFCMU. Follow all installation instructions and use the bads from the sawn lumber or EIhP secticns. Material: 14 gauge Finish: Galvanized; ZMAV and stainless steel available Installation: • Attach the hangers to concrete or GFCMU walls using hex -head Titan 2 screws. Titen screws for GFCMU 0/4' x 2-/4" — Model 7TN2-252344 and for concrete C/4" x 13/4" — Model TT N2-25134FI) are not provided with the hangers. • Drill the a/"e -diameter hole to the specified embedment depth plus 112'. • AHematively, drill the 3/is-diameter hole to the specified embedment depth and blow it clean using compressed air. • Caution: Oversized -diameter holes in the base material will reduce or eliminate the mechanical interlock of the threads with the base material and will reduce the anchor's load capacity. • Titen Installation Tool Flits are available. They include a 3.56° drill bit and hex -head driver bit (Model TNT01-Rb); a 3W x 41h' drill bit is also available (Model MDB18412). • A minimum edge distance of 11/2' and minimum end distance of 37h" is required as shown in Rgure 1 for full uplift load. • Where no upift load is required, a minimum end distance of 11h' is oemidted. Codes: See p.12 for Code Reference Key Chart Concealed flanges HUC410 SIMPSON 3 ',ems HU214 Figure 1 — HUG410 Installed on Masonry Block End Wall Figure 2 — HUG410 Installed on Masonry Block End Wall i 23 impson Strong-Tiem W000' Construction,Connectors Medium -Duty Face -Mount Hangers (cont.) p These products are available with additional corrosion protection. For more information, see p. 15. bj N A SIMPSON MEN1 _ Model o t•�-+ ",No - Fasteners Cn)� _ • - Allowahle Loads(ii' P) Code: n^ GFCMU=€,-Concrete t Stanrlartl :. Concealed - GFGMU 'fifan°2 Concrete Tnen°:2 , - Joist _Uplift .,,. ;(160) �(100/125)(10D/125)I DownP7766 -` Down Ref HU26 HU26X (4)'/x x 23/4 (4)'d x ta/i (2) 0.148 x 11h 335 1,0001,545 HU28 , HU28X - (6) Yai(2;'i ) "(fi) Ya3 x✓. "(�., 0:148x 1,'h _"545 - 1;SOOiHU24 2 HU024-2 (4)1144 x2x/4 (4) Y4 x 1 Y4 (2) 0.148 x 3 380 1,0001 545 "HU26-2(Mln.1 7: .HUC26-`2 (8)Y4%2 "_' (B) Y. x"1s/4 #(4)0448x3 "1760 °.'; 2;000,,-W3,200 'HU26-2�:(Max.) -x HUC2672 (12)x14 x284 (12)11txl Y+ .,•*(6):O;JA8x3 11,135 3,000 1A35 r 3,950 ". HU26-3(Min) HUC26-3(Min.) (8)'/4x2Y4 (8)'/4x 144 (4)0.148 x3 760 2,000 760 3,200 HU26-3 (Max.) HUC26-3 (Max.) (12)'/4 x 2Y4 (12) %x 1Y. (6) 0.148 x 3 1,135 3.000 1,135 3,950 HU28-2jMin) _; HUC282(Mm.) ,, (10)'14x24 (10)'14. 335,` ;(4)0g48x3 .-760 2;500 780, :3,725 '. H02B-2Nu.) HUC282(Max)" '. (14)1Ax 2i: 04)1/11XT3/4 :.(8)0=148x3 1;135 3,500 1.135 _ 4,920'': HU210 HU21OX (8) 1A x 2Yi (8)'A x 1 Yi (4) 0.148 x Ph 545 2,000 760 2,415 HU2102(Min) •= HUC210'2 (Min.).a; .; (14JRx2?/q• (74)1A7t_13/i G�16):Oj46'x3 ;r�7,135 3;500; 1,135 Ty 4;920 .„ ,HU210-2(Max). HUG216-2(Max), (18)Y4 x 24 - (18)'/%txd ,J10)0.148Y3 a]',B00 e` 4;500, <7890 5,06$ :. HU210-3 (Min.) HUC210-3 (Min.) (14) Y4x 23/4 (14)'/4 x 1 B: (6) 0.148 x 3 1,135 3,500 1,135 4.920 HU210-3 (Max.) HUC210-3 (Max.) (18) Y4 x 2Y. (18) Y4 x 13/4 (10) 0.148 x 3 1,800 4,500 1,800 5,085 `HU212; ' HU212X .:: . (10) Y4x 24!i ,� (10) Y.X"]i'i(910,148x i 1 �1135, 2;506F- ` 7,135 ', `2;605 ,-,. HU212-2 (Min.) HUC212 2 (Min.) (16)1A x 2Y4 (16)1/4 x 1 Y4 (6) 0.148 x 3 1.135 4,000 1,135 4,920 HU212-2 (Max.) HUG212-2 (Max.) (22)1A x 2Y. (22)1/4 x 1 Y4 (10) 0.148 x 3 1,350 5,085 1,350 5,085 HU2723 (Min.) x , HUG212-3 (Mia};, (16)+%2Pi'. {76)'fi Xl3/i ',I6l Oj4Bz3 =:3,7351 z 4;000 7;i35 4,920,,,` HU212-3 lMaY.)`,- HUC212-3(Max):� (2211/4 x 23/, 4 (22)Yi 1r1344 (10)0:1A8 x3 `i,600 5;085,- HU214 HU214X (12)%x 2% (12)1/.x1Y4 (6)0.148x 1'h 1.135 2,665 1.135 2,665 HmA-2 (Mm)A = ', HUC2f4-2 Min.),— (18LY• x 2l/- i o- '(18)'i4 X 1 Y., (Q) 0.148 x 3 x<d,575 : , 4;5W- 11 1,515 ,5,085 a>•. HU234.2(Max)a HU0214-2(MaX.)*.. (24) 14x2�a (24)114x,1, Y4 'l12)0.148X3 _ 2,015 5,085' 2;015 +'5;085 HU214-3 (Min.) HUG214-3 (Min.) (18) Y4 x 2Y4 (18)'/4 x 13/4 (8) 0.148 x 3 1,515 4,500 1,515 5,085 HU214-3 (Max.) HUC214-3 (Max.) (24)1A x 23/4 (24) Y4 x 13/4 (12) 0.148 x 3 2.015 5,085 2,015 5,085 r HU216 ,HU216X - ,(18J `Ax2�i `, (lBj YiSC1Yi :"1)0.148x11h -_4.515 2,920'- ,1�515 `2,920 HU216-2 (Min.) HUC216 2 (Min.) (20)1/4 x 23Y. (20) Y4x 1 Y4 (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)'/. x 1 Y4 (12) 0.148 x 3 2,015 5,085 2,015 5,085 HU216,=3(Min.) a HUC21673(MK) . (2gV4x 23S '_ (20)1/Ix:7?A ;jil)0.148x3 1.1,515 >`. 4,92Q 1,516 a,4;920 HU216-3 (Max.) HUC216-3 (Max)', (26) Y4x 2"4 (26) f x V/, ^ (12) 0.148x 3 "2,015 ;' 5,085 2,015 5,085 HU7 (Min.) (Not available) (12)'A x 2Y4 (12)1/. x 13/4 (4) 0.148 x 1'h 545 2,980 760 2,980 HU7(Max.) (Notavailable) (16)1A x2Y. (16)1/4x 1Y4 (8)0.148 x 1112 1,085 3,485 1,085 3.485 HU9 (Min ) (Not available) _ (18),1/4x2Y,.. (18)'ix:1Y. (8):0.148x 116 �7,135 ,. 3;230 1,135 ,r3,230 :3 Hug (max.) - (Not ava0able) 1 (24)Y4x 20:, (24)Y,z,1 Y. .'00)0.148 x11k 1,445 3735 1,445 - _3,735 111.111 (Min.) (Not available) (22) Y4 x 2Y4 (22)''A x 1 Y4 (6) 0.148 x 11h 1,135 3,230 1,135 3,230 HU11 (Max.) (Not available) (30)1/4 x 2Y4 (30)1/. x 1 Y. (10) 0.148 x 7'h 1,445 3.735 1,445 3,735 HU14,(Min.)- (Notavailable) -: (28)Y. x2Y4, (28)'A%5 Y4 ,(8).0.148xf,1h '1515 - 3,485 1;515 3,485 , HU74 (Max) " (Notavailable) - (36)Y4x235- ', (36)Yix1 Y4 (14)0.148x1116 =er2,015 4,245 U15 38 STAGGER JOINTS - TYP. RAISED HEEL ROOF TF1165ES ROOF SHEATHING- SEE PLAN RAISED HEEL ROOF TRUSSES B/5KI SEE PLAN -SEE PLMI SOFFIT/FASCIA. SEE ARCH. -' d� dd O wa wn RIBBONBOARD- a a SEEEESS CHEDULE � U � k FOR SPACING ( p w W w a FASTENING TO w m a a'= RIEBON BOND- SEE TRUSSES w .o SCHEDULE FOR SPACING 1 FASTENING TO TRUSSES WALL SHEATHING -SEE PLAN -- -- i MIN 15/32' CDX PLYWOOD OR , I < TAb' COB WITH Od GUN NAILS U <O.BI' X 1 IR7 a b' O.G. TO UPLIFT/SHEAR GTP. CEILING - UPLIFT/SHEAR ANCHOR SONRT WALL- RIBBON BOARDS ANCHOR EACH SEE PLAN e e EACH TRUSS - SEE B/5K1 SEE PLAN TRUSS- SEE PLAN SCHEDULE PLAN DO NOT FASTEN RIBBON BOARD NOTE: ADD'L FRAMING NOT 6NT0 END GRAIN ROOF TRUSS MASONRY WALL- SHOW) FOR CLARITY BOTTOM CHOP 5EE PLAN _ --- RAISED HEEL TRU55 BEARING A _RAISED HEEL �� TRUSS BEARING/ B � acx_,mo SKI erxe. xTe SKI RIBBON SCHEDULE DESIGN CRITERIA RIBBON MATERIAL RIBBON SPACING RIBBON ATTAC41ENT Wll•165 MPH (1) 11d GUN WIN- X 39 (Vaed•125 MPH) 2X4 SPF4 24' TO EACH TfdISS, (4) EXP. B, NAILS AT JOINTS ENCLOSED WIbl50 MPH (y 12d GUN (0.131' X 3') (Veodd35 7X4 5PF7 16, TO EACH TRUSS, (4) EXP. , NAILS AT JOINTS ENCLOSED E ALPINE ANCWCO� January 10, 2020' Carperiter,Con tractors of America, Inc. 390,0-Av,entie G, NW Winter Haven, VL33980-62ol Dear Matt: it: has'come Ab my attention'that some questions were raised concerning 5/8" diameter holes drilled ffiru-th& c . h6rd§_(Wid6 fkp) of sys42 gable end trusses to -allow for threaded roaj used for "tie downs." If these.gable endsrare,over,continuous support ,with oi!6�fixelfully "sheath6d.,dftd theldlb§ are, drilled about the cenfierlin a of the wide face no close than 4?-O.C-withott'dafiaging:any connector plates or vertical; webs then no repairis required. The truss orilysupoorts2le�etof flobfIbads,aftd-no additional load" If -you have any qu&stibns,,:PIea§e giveme-a, call:, 6750'Fbrum Drive- Suite 805. Odando, FL 32821: - (000) 521-9790--,(863) 422=8685 wWw.p1b1neitW.coq sioneduun3acloital Srpnstire.Printed he venfied using the arig,nat electronic wrslrol. COA 9 278 ....... . 1w. Ilk- 061102020 No, 70861 sirATE- OF ALPINE Alpine, an ITW Company 6750 Rorum Drive, Suite 305 Orlando, FL 32821 Phone; (600)755-6001 wwwalpineitw.com $Itiii Customer Carpenter Contractors of America. JobNumbar, N334496 Job Description; 7A5,182EC,E RHGl / 1828ICALIMEBB ELEV,CIE Addres& Design Code: FBC Stir ed 2017 InteffiVIEW Version: 17.02;02A JRer*., IWVV689750058 WridStandaird., ASCE7-10'Wind Speed (mph): 160 Root Load (pso,- 20-OG-7O0`-0.00-10,00 'Building Type: Closed I Floor Load (pso: None This package contains general notes pages, 24 truss drawing(s) and 5 detall(s). T 168,201225.30069 At 2 168.20,1225.29696 AIA 3 168.20.1225.29008 A2 4 168.20.1225.27980 A3 5 168,20.122519289 A4 6 16820.1225,29929 A5 7 168.201225.29149 M 8 168.20.1225.29102 A7 9 168.20.1225,29384 A8 10 168.20.1225.28135 A9 11 168,20.1225.29539 A10 12 16820122 . 5.28541 Al2 13 1 e8 20.1225 28306 A14G 14 168.20.1225.29414 All 15 168.20.1225.28884 A13 16 168.20.1225,28197 A15 17 168.20.1225.30412 A16 18 168.M1225.30070 61.GE 19,_ 16820.1225.27621 ClGE 20 168,20.1225.29773 EJ7 21 168,20.1225.28136 CJ5 22 168.20:1225-30023 CJ3 23 168:20.1225,,280.26 CJI 24 16a:M1225.24921 HJ7 25 A16015ENC101014 26 A180155NCI01014 27 GBLLETIND118 28 29 VAL160101014 FloordIp Fertificate of Product Approval #FL1999, Printed 6116/2020 1 iO4:38 PM General Notes Truss Design Engineer Scope of Work, Design Assumptions and Design Responsibilities: The design responsibilities assumed in the preparation of these design drawings are those specified in ANSI/TPI 1, Chapter 2; and the National Design Standard for Metal Plate Connected Wood Truss Construction, by the Truss Plate Institute. The truss component designs conform to the applicable provisions of ANSI/TPI 1 and NDS, the National Design Specification for Wood Construction by AWC. The truss component designs are based on the specified loading and dimension information furnished by others to the Truss Design Engineer. The Truss Design Engineer has no duty to independently verify the accuracy or completeness of the information provided by others and may rely on that information without liability. The responsibility for verification of that information remains with others neither employed nor controlled by the Truss Design Engineer. The Truss Design Engineer's seal and signature on the attached drawings, or cover page listing these drawings, indicates acceptance of professional engineering responsibility solely for the truss component designs and not for the technical information furnished by others which technical information and consequences thereof remain their sole responsibility. The suitability and use of these drawings for any particular structure is the responsibility of the Building Designer in accordance with ANSI/TPI 1 Chapter 2. The Building Designer is responsible for determining that the dimensions and loads for each truss component match those required by the plans and by the actual use of the individual component, and for ascertaining that the loads shown on the drawings meet or exceed applicable building code requirements and any additional factors required in the particular application. Truss components using metal connector plates with integral teeth shall not be placed in environments that will cause the moisture content of the wood in which plates are embedded to exceed 19% and/or cause corrosion of connector plates and other metal fasteners. The Truss Design Engineer shall not be responsible for items beyond the specific scope of the agreed contracted work set forth herein, including but not limited to: verifying the dimensions of the truss component, calculation of any of the truss component design loads, inspection of the truss components before or after installation, the design of temporary or permanent bracing and their attachment required in the roof and/or floor systems, the design of diaphragms or shear walls, the design of load transfer connections to and from diaphragms and shear walls, the design of load transfer to the foundation, the design of connections for truss components to their bearing supports, the design of the bearing supports, installation of the truss components, observation of the truss component installation process, review of truss assembly procedures, sequencing of the truss component installation, construction means and methods, site and/or worker safety in the installation of the truss components and/or its connections. This document may be a high quality facsimile of the original engineering document which is a digitally signed electronic file with third party authentication. A wet or embossed seal copy of this engineering document is available upon request. Temporary Lateral Restraint and Bracing: Temporary lateral restraint and diagonal bracing shall be installed according to the provisions of BCSI chapters B1, B2, B7 and/or B10 (Building Component Safety Information, by TPI and SBCA), or as specified by the Building Designer or other Registered Design Professional. The required locations for lateral restraint and/or bracing depicted on these drawings are only for the permanent lateral support of the truss members to reduce buckling lengths, and do not apply to and may not be relied upon for the temporary stability of the truss components during their installation. Permanent Lateral Restraint and Bracing: The required locations for lateral restraint or bracing depicted on these drawings are for the permanent lateral support of the truss members to reduce buckling lengths. Permanent lateral support shall be installed according to the provisions of BCSI chapters B3, B7 and/or B10, or as specified by the Building Designer or other Registered Design Professional. These drawings do not depict or specify installation/erection bracing, wind bracing, portal bracing or similar building stability bracing which are parts of the overall building design to be specified, designed and detailed by the Building Designer. Connector Plate Information: Alpine connector plates are made of ASTM A653 or ASTM A1063 galvanized steel with the following designations, gauges and grades: W=Wave, 20ga, grade 40; H=High Strength, 20ga, grade 60; S=Super Strength, 18ga, grade 60. Information 'on model code compliance is contained in the ICC Evaluation Service report ESR-1118, available on-line at www.icc-es.orq. 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 L/defl value. L/defl = ratio of Length between bearings, in inches, divided by the vertical Deflection due to creep, in inches, at the referenced panel point. Reported as 999 if greater than or equal to 999. Loc = Location, starting location of left end of bearing or panel point (joint) location of deflection. Max BC CSI = Maximum bending and axial Combined Stress Index for Bottom Chords for of all load cases. Max TC CSI = Maximum bending and axial Combined Stress Index for Top Chords for of all load cases. Max Web CSI= Maximum bending and axial Combined Stress Index for Webs for of all load cases. NCBCLL = Non -Concurrent Bottom Chord design Live Load in pounds per square foot. PL = additional Load applied at a user specified angle on a truss Piece in pounds per linear foot or pounds. PLB = additional vertical load added to a Bottom chord Piece of a truss in pounds per linear foot or pounds PLT = additional vertical load added to a Top chord Piece of a truss in pounds per linear foot or pounds. PP = Panel Point. R = maximum downward design Reaction, in pounds, from all specified gravity load cases, at the indicated location (Loc). -R = maximum upward design Reaction, in pounds, from all specified gravity load cases, at the identified location (Loc). Rh = maximum horizontal design Reaction in either direction, in pounds, from all specified gravity load cases, at the indicated location (Loc). RL = maximum horizontal design Reaction in either direction, in pounds, from all specified non -gravity (wind or seismic) load cases, at the indicated location (Loc). Rw = maximum downward design Reaction, in pounds, from all specified non -gravity (wind or seismic) load cases, at the identified location (Loc). TCDL = Top Chord standard design Dead Load in pounds per square foot. TCLL = Top Chord standard design Live Load in pounds per square foot. U = maximum Upward design reaction, in pounds, from all specified non -gravity (wind or seismic) load cases, at the indicated location (Loc). VERT(CL) = maximum Vertical panel point deflection in inches due to Live Load and Creep Component of Dead Load in inches. VERT(CTL) = maximum Vertical panel point deflection ratios due to Live Load and Creep Component of Dead Load, and maximum long term Vertical panel point deflection in inches due to Total load, including creep adjustment. VERT(LL) = maximum Vertical panel point deflection in inches due to Live Load. VERT(TL) = maximum Vertical panel point long term deflection in inches due to Total load, including creep adjustment. W = Width of non -hanger bearing, in inches. Refer to ASCE-7 for Wind and Seismic abbreviations. Uppercase Acronyms not explained above are as defined in TPI 1 Page 2 of 3 References: 1. AWC: American Wood Council; 222 Catoctin Circle SE, Suite 201; Leesburg, VA 20175; www.awc.org. 2. ICC: International Code Council; www.iccsafe.org. 3. Alpine, a division of ITW Building Components Group Inc.: 13723 Riverport Drive, Suite 200, Maryland Heights, MO 63043; www.aloineitw.com. 4. TPI: Truss Plate Institute, 2670 Crain Highway, Suite 203, Waldorf, MD 20601; www.tpinst.org. 5. SBCA: Wood Truss Council of America, 6300 Enterprise Lane, Madison, WI 53719; www.sbcindust[y.com. Page 3 of 3 i d Job Number: N334496 Pry: 1 SECN: 7549 / T70 COMN Cust: R8975 JRef: IWW689750058 ,7A5 ,182EC,E ,RH01 / 1828/CAL114EBB ELEV.C/E Cty: 11 FROM: RWM DrwNo: 168.20.1225.30069 Truss Label: Al SSB / YK 06/16/2020 6'1"] 12'11"15 19'10" 26'8"1 33'6"9 39'a" F 6'1'9 6'10"8 6'10"1 6'1p'1 6'10"8 6'1"7 Loading Criteria fps0 TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 125 Spacing: 24.0" Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Mean Height: 15.00It 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 it GCpi: 0.18 Wind Duration: 1.60 Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP #2 N Bot chord 2x4 SP #1 Webs 2x4 SP #3 : W3, W4, W5 2x4 SP #2 N Lumber value set "13B" uses design values approved 113012013 by ALSC Bracing (a) 1X4 #3SRB or better continuous lateral restraint to be equally spaced. Attach with (2) But Box or Gun nails(0A 13'h2.5",min.). Restraint material to be supplied and attached at both ends to a suitable support by erection contractor. (a) or scab reinforcement may be used in lieu of CLR restraint. substitute (1) scab for (1) CLR and (2) scabs for (2) CLR'S where shown. Scab reinforcement to be same size, species, grade, and 80 % length of web member. Attach with 0.128x3" gun nails @ 6" oc. Loading Truss passed check for 20 psf additional bottom chord live load in areas with 42"-1high x 24"-wide clearance. Wind Wind loads based on MWFRS with additional C&C member design. =5x5 E ihlfbx Snow Criteria (Pg,Pf in PSF) Pg: NA CC NA CAT: N/ Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Code / Misc Criteria Bldg Code: FBC 6th.ed 201 TPI Std: 2014 Rep Factors Used: Yes FT/RT:20(0)/10(0) Plate Type(s): WAVE FF9 378" 298• Defl/CSI Criteria PP Deflection in loc Udell L/# VERT(LL): 0.222 K 999 360 VERT(TL): 0.547 K 999 240 HORZ(LL): 0.081 J - - HORZ(fL): 0.140 J - - Creep Factor. 2.0 Max TC CSI: 0.616 Max BC CS] : 0.982 Max Web CSI: 0.527 VIEW Ver: 17.02.02A.1213.21 06/16/2020 A Maximum Reactions (Ibs) Loc R / U / Rw / Rh / RL / W B 1709 / 308 1961 / - / 445 / 8.0 H 1710 1308 1961 /- /- 18.0 Wind reactions based on MWFRS B Min Brg Width Req= 2.0 H Min Brg Width Req = 2.0 Bearings B & H are a rigid surface. Bearings B & H require a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B-C 1488-3151 E-F 1102 -2027 C - D 1387 -2871 F - G 1387 - 2872 D-E 1102-2027 G-H 1488 -3153 Maximum But Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B-L 2756-1187 K-J 2276 -889 L - K 2276 -863 J- H 2757 -1187 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. L-D 539 -206 K-F 485 -745 D-K 485 -744 F-J 540 -206 E-K 1361 -646 ALPINE µ 13723 Riverpon Drive Job Number. N334498 Ply: 1 SEQN: 7550 / T25 /COMN Cust: R8975 JRef. 1WW689750058 ,7A5,182EC,E ,RH01 / 1828/CALI/4EBB ELEV.C/E Qty: 1 FROM: RWM DrwNo: 168.20.1225.29695 Truss Label: A1A SN / WHK 06/16/2020 T11"2 13' 1T1"12 19'1a'F 23'8" + 31'BY4 398•• , T11"2 5'aY4 4'1"12 2'9"4 TIT 8'a'14 T11"2 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 =5x5 F INSTALLATION. DO NOT CUT PLATES. 39'8' 4 f'7 4' 6'8" 8'o"it T1P5 1' F 8'1"9 13' + 1T + 23'e" 31'8"it + 39'8" 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 pal MWFRS Parallel Dist: In to 2h C&C Dist a: 3.97 it Loc. from endwall: not in 9,00 ft GCpi: 0,18 Wind Duration: 1.60 Value Set: 13B (Effective 6/l/2013) Top chord 2x4 SP #2 N :T7 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 wntinuous 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. 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). of Snow Criteria (Pg,PI 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 2014 RES TPI Sid: 2014 Rep Factors Used: Yes FT/RT:20(0)/10(0) Plate Type(s): WAVE, 18SS DeillCS1 Criteria PP Deflection in I= Udell L/# VERT(LL): 0.280 P 999 360 VERT( Q: 0.764 P 905 240 HORZ(LL): 0.120 K - - HORZ(fL): 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 06/16/2020 INSTALLERS ♦ Maximum Reactions (Ibs) Loc R I /Rw /Rh /RL /W B 1555 1308 1960 / - / 445 / 8.0 1 1555 1308 1960 /- /- /8.0 Wind reactions based on MWFRS B Min Brg Width Req= 2.2 1 Min Brig Width Req = 2.2 Bearings B 81 are a rigid surface. Bearings B 81 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 -2747 F-G 1352 -2067 C v D 1726 -3278 G- H 1201 -2103 D - E 1428 -2551 H -1 1445 -2775 E - F 1514 -2527 Maximum But 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 - S 441 - 838 M - F 1684 .881 C-0 549 -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 allure to build the orcover pa e„ i. The sul bdity ALPINE 13723 riRiverpon Drive Suite Suite 200 Job Number. N334496 Pry: 1 SEONr 75511 T9 / HIPS I Cust: R8975 JRef. 1VVW689750058 ,7A5,182EC,E ,RH01 / 1828/CAL1/4EBB ELEV.C/E Oty: 1 FROM: RWM DmNo: 168.20.1225.29008 Truss Label: A2 SSS / DF 06/162020 17 6"15 19' 20 " 2T1"1 336"9 '39'8" f 6'17 6'5"8 6,5.1 1'6i 6'S•1 �- 6'5"e 6'1'7 1 Loading Criteria (pst) 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: 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 it Loc. from endwall: not In 9.00 it GCpi: 0.18 Wind Duration: 1.60 Lumber Value Set: 13B (Effective 611/2013) Top chord 2x4 SP #2 N Bot chord 2x4 SP #1 Webs 2x4 SP #3:W3, W4, W5, W6 2x4 SP #2 N Lumber value set "l3B" uses design values approved 1/3012013 by ALSC Bracing (a) 1X4 #3SRB or better continuous lateral restraint to be equally spaced. Attach with (2) 8d Box or Gun nails(0.113"x2.5",min.). Restraint material to be supplied and attached at both ends to a suitable support by erection contractor. (a) or scab reinforcement may be used in lieu of CLR restraint. substitute (1) scab for (1) CLR and (2) scabs for (2) CLR'S where shown. Scab reinforcement to be same size, species, grade, and 80 % length of web member. Attach with 0.128x3" gun nails Q 6" oc. Wind Wind loads based on MWFRS with additional C&C member design. READ :5x5-5x5 E F 9'10" Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: N/ Pf. NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Code / Misc Criteria Bldg Code: FBC 6th ed TPI Sid: 2014 Rep Factors Used: Yes FT/RT:20(0)/10(0) Plate Type(s): WAVE `f 398" Defl/CSI Criteria PP Deflection in loc Udell L/# VERT(LL): 0.172 L 999 360 VERT(fL): 0.470 L 999 240 HORZ(LL): 0.066 K - - HORZ(fL): 0.123 K - - Creep Factor. 2.0 Max TC CSI: 0.480 Max BC CSI: 0.856 Max Web CSI: 0.669 VIEW Ver: 17.02.02A.1213.21 ii • i i "% •PO��' � ttr TO ALL CONTRACTORS 39'8" ♦ Maximum Reactions (Ibs) Loc R /U /Rw /Rh /RL /W B 1556 1309 1964 / - 1428 / 8.0 1 1556 /309 /964 /- /- 18.0 Wind reactions based on MWFRS B Min Brg Width Req = 1.8 I Min Brg Width Req = 1.8 Bearings B & I are a rigid surface. Bearings B & I require a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp B-C 1511 -2800 F-G 1123 -1779 C-D 1415-2521 G-H 1415 -2521 D-E 1123-1779 H-1 1511 -2800 E - F 1093 -1559 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - M 2444 -1206 L - K 2030 -941 M-L 2030 -911 K-1 2444 -1216 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens, Comp. M-D 508 -192 L-F 548 -381 O - L 482 -683 L- G 482 -683 E-L 548 -381 G-K 508 -192 ALPINE Irive.OWYJry Suite Riverpon Drive Suite 200 Maryland Heights, MO 6304: Job Number. N334496 Ply: 1 SEON: 7552 / T22 /HIPS Cust: R8975 JRef. IWW689750058 ,7A5,182EC,E ,RH01 / 1828/CAU14EBB ELEV.C/E Oly: 1 FROM: RWM DmNo: 168.20.1225.27980 Truss Label: A3 FV / FV 06116f202O 6Y'7 12'0"1521'7"15 277"1 33'6"9 39'8" 6'1.7 5'i i"9 5'11'2 3'TY4 5'11"2 5'11"9 6Y"7 Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Lumber Wind Criteria Wind Std: 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 it Loc. from endwall: not in 9.00 It GCpi: 0.18 Wind Duration: 1.60 Value Set 1313 (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 "13B" uses design values approved 1/30/2013 by ALSC Bracing (a) 1X4 #3SRB or better continuous lateral restraint to be equally spaced. Attach with (2) 8d Box or Gun nails(0.113'x2.5",min.). Restraint material to be supplied and attached at both ends to a suitable support by erection contractor. (a) or scab reinforcement may be used in lieu of CLR restraint. substitute (1) scab for (1) CLR and (2) scabs for (2) CLR'S where shown. Scab reinforcement to be same size, species, grade, and 80% length of web member. Attach with 0.128x3" gun nails Q 6"oc. Wind Wind loads based on MWFRS with additional C&C member design. a5X5 '5X5 E F Snow Criteria (Pg,Pr in PSF) Pg: NA CC NA CAT: W PE NA Cc: 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)/10(0) Plate Type(s): WAVE 39.8•' 9'10" it TO, 1' Deb/CSI Criteria PP Deflection in loc Udell U# VERT(LL): 0.171 L 999 360 VERT(TL): 0.467 L 999 240 HORZ(LL): 0.066 K - - HORZ(fL): 0.124 K - - Creep Factor. 2.0 Max TC CSI: 0.415 Max BC CSI: 0.857 Max Web CSI: 0.541 VIEW Ver: 17.02.02A.1213.21 06/16/2020 ♦ Maximum Reactions (Ibs) Loc R /U /Rw /Rh /RL /W B 1556 / 312 / 965 / - 1408 18.0 1 1556 /312 /965 /- /- /8.0 Wind reactions based on MWFRS B Min Big Width Req = 1.8 1 Min Big Width Req = 1.8 Bearings B & I are a rigid surface. Bearings B & I require a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp B - C 1540 - 2796 F - G 1154 -1794 C - D 1447 .2523 G - H 1448 -2523 D - E 1154 -1794 H - 1 1540 -2796 E - F 1150 -1635 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - M 2439 -1231 L - K 2064 -1000 M - L 2064 -971 K - 1 2439 -1252 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. 495 -180 L - F 523 -335 470 -674 L - G 470 -674 523 -335 G - K 495 -180 ALPINE 13723 Riverpon Drive Suite 200 Maryland Heights, MO 6304: Job Number. N334496 Ply: 1 SEON: 7553 / TO / HIPS Cust: R6975 JRef: 1WW689750058 ,7A5,182EC,E ,RH0l1I828/CAU14EBBELEV.C/E Dry: 1 FROM: RWM DrwNo: 168.20,1225.29289 Truss Label: A4 FV / WHK 06/16/2020 7Y094 1T 22'8' 31'9"2 39'8" 7'10"14 9'1"2 { 5'8' 9'P2 + T10"14 1 'i 100 { 1 Loading Criteria (ps0 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: 15.00It NCBCLL: 10.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: It to 2h Spacing: 24.0" C&C Dist a: 3.97It Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Value Set: 13B (Effective 6/112013) Top chord 2x4 SP #2 N :T2, T4 2x4 SP 2400f-2.OE Bot chord 2x4 SP #1 Webs 2x4 SP #2 N :W1, W6 2x4 SP #3: Lumber value set "l3B" uses design values approved 1/30/2013 by ALSC Bracing (a) 1X4 #3SRB or better continuous lateral restraint to be equally spaced. Attach with (2) 8d Box or Gun nails(0.11TWS",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. of _5X5 =5X5 D E 19,10" Snow Criteria (P9,%in PSF) Pg: NA Ct: NA CAT: NF Pf. NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Code / Misr. Criteria Bldg Code: FBC 6th ad TPI Std: 2014 Rep Factors Used: Yes FT/RT:20(0)/10(0) Plate Type(s): WAVE 29'8" Dell/CSI Criteria PP Deflection in loc Udell U# VERT(LL): 0.149 J 999 360 VERT(fL): 0.408 J 999 240 HORZ(LL): 0.0601 - - HORZ(TL):0.1121 - - Creep Factor. 2.0 Max TC CSI: 0.760 Max BC CSI: 0.863 Max Web CSI: OS29 VIEW Ver: 17.02.02A.1213.21 06/16/2020 ON THIS DRAWINGI ♦ Maximum Reactions (Ibs) Loc R I /Rw /Rh /RL /W B 1552 /318 /965 /- 1387 /8.0 G 1552 /318 /965 /- /- 18.0 Wind reactions based on MWFRS B Min Brg Width Req = 1.8 G Min Brg Width Req = 1.8 Bearings B & G are a rigid surface. Bearings B & G require a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp B - C 1532 -2755 E - F 1559 -2561 C - D 1559 -2561 F - G 1532 -2755 D - E 1205 -1728 Maximum Sot 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 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 368 -234 I - F 403 -448 rB7 orrB10y fuildtte ALPINE e buildthe tie SUiq bi lily 13723 Riverport Drive Suite 200 Job Number. N334496 Ply: 1 SEON: 7554 / T24 /HIPS Cust: R8975 JRef: IWW68975005B ,7A5,182EC,E ,RH01/1828/CAL114EBBELEV.C/E Oty: 1 FROM: RWM DmNo: 168.20.1225.29929 I Truss Label: A5 FV / WHK 06/162020 6'1°7 1&0"1 23'7"15 33'6°9 39'8" 6'1°7 9'10°10 T7°74 9110"10 6'1"7 F1. Loading Criteria (ps0 TOLL: 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 10, 10' Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: It EXP: C Mean Height: 16.00 it TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.97 it Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Value Set: 13B (Effective 611/2013) Top chord 2x4 SP #2 N :T2, T4 2x4 SP 24001-2.0E: Bot chord 2x4 SP #1 Webs 2x4 SP #2 N :W1, W6 2x4 SP #3: Lumber value set "l3B" uses design values approved 1/30/2013 by ALSO Wind Wind loads based on MWFRS with additional C&C member design. e6X6 �-6X6 D E Snow Criteria (Pg,PI in PSF) Pg: NA Ct: NA CAT: W Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Code / Misc Criteria Bldg Code: FBC 6lh ad 201 TPI Std: 2014 Rep Factors Used: Yes FT/RT.20(0)/10(0) Plate Type(s): WAVE TO ALL 39'8" 9'10" DeB/CSI Criteria PP Deflection in loc Udeft U# VERT(LL): 0.156 J 999 360 VERT(fL): 0.427 J 999 240 HORZ(LL): 0.0641 - - HORZ(fL):0.1191 - - Creep Factor: 2.0 Max TC CSI: 0.799 Max BC CSI: 0.855 Max Web CSI: 0.614 VIEW Ver: 17.02.02A.IM.21 06/16/2020 10 +1 39'8' AMaximum Reactions (Ills) Loc R I /Rw /Rh /RL /W B 1556 /713 /964 /- /367 18.0 G 1556 /713 /964 /- /- /8.0 Wind reactions based on MWFRS B Min Brg Width Req = 1.8 G Min Brg Width Req = 1.8 Bearings B & G are a rigid surface. Bearings B & G require a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp B-C 1622-2852 E-F 1483 -2513 C-D 1483-2513 F-G 1621 -28S2 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 I boQom Chord shall have a pro per f per SCSI sections B3, 67 or 81Q, unless noted otherwise. Refer to ALPINE E this drpwing,au failure to build the on this draw! yg or cover paye he de sl nshown. The SuifabiliTy 13723 Rive ort Drive rP TPI 1 Sec.2. Suite 200 ICA: w sbundusu com; ICC: vNn J=afeo,, Maryland Heights, MO 63043 Job Number: N334496 Ply: 1 SEON: 7555 / T7 / HIPS Cust: R8975 JRef: 1WW689750058 ,7A5 ,182EC,E ,RH01 / 1828/CAL1/4EBB ELEV.C/E Oty. 1 FROM: RWM DrwNo: 16&20.1225.29149 I Truss Label: A6 FV / WHK 06/16/2020 T10"14 15 24T" 31'9"2 39'8" T10"14 T1'R 9'8" 7'1"2 7'10"14 10' Loading Criteria (psf) Wind Criteria - - TCLL: 20.00 Wind Std: ASCE 7-10 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II Des Ld: 37.00 EXP' C Mean Height: 15.00 ft NCBCLL: 10.00 TCDL: 4.2 psf Soffit : 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: h to 2h Spacing: 24.0 " C&C Dist a: 3.97 ft Loc. from endwall: not in 9.00 It GCpi: 0.18 Wind Duration: 1.60 Value Set: 13B (Effective 61112013) Top chord 2x4 SP #2 N :T3 2x4 SP 2400f-2.OE Bot chord 2x4 SP #1 Webs 2x4 SP #2-N :W 1, W6 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. a ;6DX6 T3 =6X6 E 9'10" 19'10" 29'8" Snow Criteria (Pg,Prin PSF) Deff/CSI Criteria Pg: NA Ct NA CAT: NA PP Deflection in loc Udell L/# PC NA Ce: NA VERT(LL): 0.159 J 999 360 Lu: NA Cs: NA VERT(TL): 0.436 J 999 240 Snow Duration: NA HORZ(LL): 0.061 1 - - HORZ(TL): 0. 115 1 - - Code / Misc Criteria Creep Factor: 2.0 Bldg Code: FBC 6lh ed 201 Max TC CSI: 0.913 TPI Std: 2014 Max BC CS] : 0.867 Rep Factors Used: Yes Max Web CSI: 0.572 FT/RT:20(0)/1a(0) Plate Type(s): WAVE VIEW Ven 17.02.02A.1213.21 L �aL10 • yr� q i • SAT ®rhB011W31%10 06/162020 LOW ALL NOTES ON THIS DRAWING! TO ALL CONTRACTORS INCLUDING THE INSTAI.I FR ♦ Maximum Reactions (Ibs) Loc R /U /Rw /Rh /RL /W B 1552 /328 /962 /- /346 1 &0 G 1552 /328 /962 /- /- /8.0 Wind reactions based on MWFRS B Min Brg Width Req = 1.8 G Min Brg Width Req = 1.8 Bearings B & G are a rigid surface. Bearings B & G require a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp B-C 1547-2729 E-F 1588 -2537 C - D 1568 - 2538 F - G 1547 -2729 D-E 1287-1910 Maximum Bot Chord Forces Per Ply (Ibs) _.Chords Tens.Comp. Chords Tens. Comp. B - K 2363 -1228 J - I 1847 - 899 K-J 1847 -870 I-G 2363 -1257 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. K-D 628 -363 E-1 628 -363 ferry r10 ALPINE the ibili13723 ty Riverpon Drive Suite 200 Jocsafe.om Maryland Heights, MO 6304 Jab Number: N334496 Ply: 1 SEON: 7556/ T23 /HIPS Cust: R8975 JRef: IWW689750058 ,7A5 ,182EC,E ,RH01 / 1828/CALI/4EBB ELEV.C/E Oty: 1 FROM: RWM DmNo: 168.20.1225.29102 Truss Label: A7 FV / WHK 06/1612020 14'0"7 1.W 0" 25'7"15 33'6"9 39'8" 7'10"10 5'9"15 S'9"15 7'10"10 6'1"7 aeSX5 1112X4 5X5 D E F T T2 T 12 6 � W T4 n _5X5 �5G5 w v C W3 B LA H I� =4X6(A2) =5X5 �5X8 =5X5 =4X6(A2) 39'8" 10' 9'10" 10, 1� FT 10' 19'10" 29'8" 39'8" Loading Criteria (par) 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 L/defl L/# Loc R / U / Rw / Rh / RL / W TCDL: 7.00 Speed: 160 mph Pf: NA Cc: NA VERT(LL): 0.176 E 999 360 B 1556/715 /958/- /326 /8.0 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 - - Wind reactions based on MWFRS EXP: C Des Ld:: HORZ(fL): 0.121 J - - B Min Big Width Req = 1.8 NCBCLL: 10.00 Mean Height: 15.00 R Code / Mise Criteria CreepFactor: 2.0 00 TCDL: psf H Min Big Width Re 1.8 q Soffit: 0.00 BCDL: 5.0 psf Bldg Code: FBC 6th ed 201 Max TC CSI: 0.743 0. 5.0 Bearings B 8 H are a rigid surface. Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Max BC CSI: 0.859 Bearings B & H require a seat plate. Spacing: 24.0" C&C Dist a: 3.97 R Rep Factors Used: Yes Max Web CSI: 0.322 Members not listed have forces less than 375# Loc. from entlwall: 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 15-25E-F 1-21 10 5 510 5 Value Set: 138(Effective 611/2013) D-E 1405-2116 12 G-H 1632 -2822 Top chord 2x4 SP #2 N :T2, T4 2x4 SP #1: Sot 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 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) member design. Webs Tens.Comp. Webs Tens. Comp. C-L 366 -395 K-F 383 -177 L-D 556 -253 F-J 556 -253 D - K 382 -177 J - G 365 -395 �Li1{19fllrlrylit4r ry<: z ; o. 708 1 COA ONA •rlb14n19tltWto 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, handling shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, byy TPI an SBCA) r sa ety to these functions. Installers temporary practices prior performing shall provide bracing per BCSI., Unless noted 01 Emise,top chord shall have properly attached structural sheathing and bottom chord shall have a properly attach tl ri id cellln �ocations shown for permanent lateral restraint of webs shall have brawn ins $tied per BCSI s clions B3, B7 or 810, as appllcab a. ates to each face of truss and position as shown above and on the Join Details, unless notel�otherwise. Refer to ZApply � drawings l60A- fors andard plate positions. ALPINE A�ine. a tlivision of ITW Build'n Components Group Inrfi shall npt he responsible for any deviation from this drawing,a failure to build the ,,,m,m— tt ss In conformance with ANSII/r}PI 1, or For hantlli s pin Installati n an bracng o[lrussesA seal on this tlrawri�g or cover pa a u tv Iistin this tlrawin indicates acce lance of faro ess ono, engineerin responslbill sole)v for the desi n shown. and use of this o2wing for any structure is fhe the �uiltling Designer 1 Sec.2. 13723 Rive on Drive The suil9ahility rP Suite 200 responsibility of peYANSIRPi F rmare information see ihis'oD's eneml notes a eand Nese web sites: ALPINE: www.al ineitw.com: TPI: wvxct instor :SBCA: wwwsbdndus com; ICC: www.iccsareom MarylandHeights, M06304 Job Number. N334496 Ply: 1 SEON:7557I T6 / HIPS Gust: R8975 JRef: 1WW689750058 ,7A5 ,182EC,E ,RHDI / 1828/CAU14EBB ELEV.C/E Oty: 1 FROM: RWM DmNo: 168.20.1225.29384 Truss Label: AB FV / WHK 06/16/2020 6'9"4 13' 1910" 26'8" 32'10"12 39'8" 6'9"4 6'2"12 6'10" 6'70" 62"12 ro 5X5 1112X4 1-5X5 D E F 2 T 6 @2X4 W 02 w C G o W3 t B A H 37 4X6(A2) =5X5 =5X8 �5X5�4X6(A2) 1 39'8" F7' 10' 9'10" 9'10" to, 1� 10' 19'10" 29'8" 39'8" Loading Criteria (psf) Wind Criteria Snow Criteria (P9,Pf in PSF) Deg/CSI Criteria A Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-10 Pg: NA Ct: NA CAT: NA PP Deflection in loc L/de8 L/# Loc R / U 1 Rw / Rh / RL / W TCDL: 7.00 Speed: 160 mph Pi: NA Ce: NA VERT(LL): 0.191 E 999 360 B 1556 / 716 1953 / - / 305 18.0 SCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(TL): 0.523 E 999 240 H 1556 1716 / 953 / - /- / 6.0 BCDL: 10.00 Risk Category: ll Snow Duration: NA HORZ(LL): 0.065 J - - Wind reactions based on MWFRS Des Ld: 37.00 EXP: C HORZ(TL): 0.121 J - Mean Height: 15.00 it B Min Btg Width Req = 1.8 NCBCLL: 10.00 TCDL: 4.2 psf Code / Misc Criteria Creep Factor: 2.0 H Min Brg Width Req = 1.8 Soffit 0.00 BCDL: 5.0 psf Bldg Code: FBC Sin ed 20V Max TC CSI: 0.502 Bearings B It H are a rigid surface. Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Sid: 2014 Max BC CSI: 0,864 Bearings B & H require a seat plate. Spacing: 24.0" C&C Dist a: 3.97 it Rep Factors Used: Yes Max Web CSI: 0.431 Members not listed have forces less than 375# Loc. from endwall: not in 9.00 it FT/RT:20(0)/10(0) Maximum Top Chord Forces Per Ply (Ibs) GCpi: 0.18 Plate Type(s): Chords Tens.Comp. Chords Tens. Comp. Wind Duration: 1.60 WAVE VIEW Ver. 17.02.02AA213.21 Lumber - B,- C 1-2E -F 154 -2239 Value Set 13B (Effective 6/1/2013) C-D 1545 -2523 F-G 164-2523 O-E 1504 -2 289 G-H 1616 -2780 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 "1313" uses design values approved 1/3012013 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.Comp. Webs Tens. Comp. L-D 535 -255 K-F 425 -251 D-K 425 -251 F-J 535 -255 5µluuhnWbelggr E-K 306 -391 rp 0 �P k 9, GE 1 0.708 ,o t SAT O T81ONAL COAL 0 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 fabricalin , handlin shipping, installing and bracing., Refer to and follow the latest edition Component Safety Information, b o of BCSI (Building TPI an SBCA) for sa�ety practices prior to performing these functions. Installers shall provide tempos bracing�er BCSt. . Unless noted oytherwise,top chord shall have proper) attached structural sheathin�7 and bottom chord shall have a properr �f _ attache, ri i . ceilln Locations shown for ermanent lateral restraint webs shall hav braoin insidlled p r BCSI s coons 83, 87 or tl1 as applica e. Ap 1 Dlates to each face.o�Wss and position as shown above and on t e Join Details, ungess note otherwise. Refer to'ALPINE drawings 160A-Z I standard plate positions. Alpine, a division of ITW Suiltlin Components GrBu� Inc..shall not be reSPonsihle for any deviation from this dr wing,ap failure to build the truss m conformance with A SI/ac 1, or hof Ii shippinp, installation bracing trussesA Q, andd of seal on th�a drawl g a listing this drewino indicates acceptance of Prolessionar engineering responsibility sole for the design shown. use of this cawing for any aPructure Is the the Designer ANSUTPI I Sec.2. or cover pa e, , Suite Rive on Drive The suit9ability Riverport 1372300 responsibility of uilding pe Fr more lnfonnation see this'ob's genemi notes page and these web sites: ALPINE: w .aiineiWcom: TPI: vmw.tinscor;SBLA:w sbandus .cent; GG: wmv.iccsafeo Maryland Heights, MO 6304 Job Number: N334496 Ply: 1 SEON: 7558 / T21 / HIPS Cust: R8975 JRef: WM689750058 ,7A5,182EC,E ,RH01 / 18281CALI/4EBB ELEV.C/E Oly: 1 FROM: RVJM OmNo: 168.20.1225.28135 Truss Label: A9 FV / WHK 06/162020 6'3"4 12'0"1 79'70" 27'7"15 33'4"l2 39'8" 5'e"12 T9"15 } T9"15 + 5'8"12 + 6'3"5 =5X5 1112X4 =5X5 D E F 12 T T 6 k2C4 W 92G In Nr n m W3 m 1 B H Im A 37 1 4X6(A2) =5X5 �5X8 =-5X5�4X6(A2) 39'8" 10' 9'10" 9'10;" 9UN 10, Ft'+ + } 10' 19'70, " +1'� + 39'8" Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pt in PSF) Deft/CS1 Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-10 Pg: NA Ct: NA CAT: NA PP Deflection in Iec Udeg U# Loc R / U / Rw / Rh / RL / W TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.206 E 999 360 B 1556 /717 /947 /- /285 18.0 BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(TL): 0.564 E 999 240 H 1556 1717 1947 / - /- / 8.0 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.066 J - - Wind reactions based on MWFRS Des Ltl: 37.00 EXP: C HORZ(TL): 0.124 J - - B MinBigWidth Req = 1.8 Mean Height: 15.00 R Code / Misc Criteria Creep Factor: 2.0 Noiit: 1 p H Min Big Width Re 1.8 q' BCDL: 5.0 psf .00 Bldg Code: FBC 6th etl 201 Max TC CSI: 0.698 Soffit: 0.00 BCDL: 5.0 psf p Bearings B & H are a rigid 9 g 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 ft Rep Factors Used: Yes Max Web CSI: 0.610 Members not listed have forces less than 375# Loc. from endwall: not in 9.00 it FT/RT:20(0)/10(0) Maximum Top Chord Forces Per Ply (Ibs) GCpi: 0.18 Plate Type(s): Chords Tens.Comp. Chords Tens, Comp. Wind Duration: 1.60 WAVE - VIEW Ver. 17.02.02A1273.21 Lumber B - C 14-2524 E - F 1-2492 C-D 1543-2524 F-G 1543 543 -2524524 Value Set: 13B (Effective 61112013) D - E 1617 -2492 G - H 1642 -2791 Top chord 2x4 SP #2 N But 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 1/3012013 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 �ppUwbllrNapsfrf E - K 361 -462 Ir ?, S AT O J. Q F t ��l COA NA otE�G 06/16/2020 •'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, byy TPI and SBCA) safety practices prior to performing these functions. Installers shall provide tampons bracing per BCSL Unless noted 0 henxise,top chord shall have property attached structural sheathing and bottom chord shall attachep rl id ceilln Locations shown for armament lateral restraint of webs shall hav br cln installed per SCSI sections have a properly B3, 87 or B10, _ as appllcab�e. Apply plates to Bch face o{7truss and position as shown above and on the.toint9Details, unless noted otherwise. Refer to drawings 16OA-Z for slande d p) ate positions. ALPINE^ AlOine, a division of INy Buildin[LComponents Grog Ins. shall not be resolonsible for any deviation from this drawinn anv failure to build the tress In conformance with ANSIf1 PI 1, or for hantlli bracing trussesA this dr5wili s pin , inslallati n and of seal on or listin this tlrawin� indicates acceptance of pro)ess�ono engineering responsibility sole forthe deaNn shown. and ose of this rawing for any structure is the responsibility of the uildfng Desig er pe ANSIfTPI 1 5-ec.2. cover pa e, , 73723 Rive ort Drive The suiE9ability rP Suite 200 F r more information se`e this job's eneal notes a e and these web sites: ALPINE: www.ai ineitw.com; TPI: www.t Inster ;SBCA: wvnv.sbundust .mm; ICC; w icaafe.o Maryland Heighls, MO 6304 Job Number. N334496 Ply: 1 SECN:7559 / TS / HIPS Cus1: R8975 JRef IWWGB9750058 ,7A5 ,182EC,E ,RH01 / 1828/CALI14EBB ELEV.C/E 0ty: 1 FROM: RAM DrwNo: 168.20.1225.29539 Truss Label: Aid I FV / WHK 06/16/2020 5'9"4 t1'19' f- 33'10"12 39'8" f 5'B"4 5,2°12 -{- 8' B•e• S2'12 6.9'4 °{ �5DX5 =5X5 =5X5 i3 2 T 6 '1-2X4 W T ,y C g2G 0 tit n W3 T B A 0 H I�I 4X6(A2) =5X5 =5X8 1 =5X5�4X6(A2) 39'e" 1' 10' 9'70" 10, 1' F 10' 19'10" 29'8" 39'8" -Loading Criteria (ps0 Wind Criteria Snow Criteria (PgPf 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 loc L/de0 L/# Lac R / U / Rw / Rh / RL / W TCDL: 7.00 Speed: 160 mph Pf. NA Ca: NA VERT(LL): 0.213 E 999 360 B 1656 1718 / 940 /- 1264 / 8.0 BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(TL): 0.684 E 999 240 H 1556 / 718 / 940 /- / - / 8.0 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.068 J - - Wind reactions based on MWFRS Des Ld: 37.00 EXP: C HORZ(TL): 0.127 J - - B Min Brg Width Req = 1.8 Mean Height: 15.00 ft NCBCLL: 00 Code / Misc Criteria CreepFactor: 2.0 H Min Brg Width R 1.8 TCDL: 4.2 psf Soffit: 000 BCDL: 6.0 psf Bldg Code: FBC 6lh ad 201 Max TC CSI: 0.870 . Bearings B & H are surface. Duration' 1.25 MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Max BC CSI: 0.865 a Bearings B 8 H require a seat plate. Spacing: 24.0" C&C Dist a: 3.97 ft Rep Factors Used: Yes Max Web CSI: 0.969 Members not listed have forces less than 375# Loc. from endwall: not in 9.00 it FT/RT:20(0)/10(0) Maximum Top Chord Forces Per Ply (Ibs) GCpi: 0.18 Plate Type(s): Chords Tens.Comp. Chords Tens. Comp. Wind Duration: 1.60 WAVE VIEW Ver. 17.02.02A.1213.21 Lumber B - C 1669 -2804 E - F 1721 -2693 C-D 1547-2533 F-G 1552 -2539 Value Set 13B(Effective 611/2013) D-E 1783-2773 G-H 1663 -2797 Top chord 2x4 SP #2 N :T3 2x4 SP 2400f-2.0E: Bot chord 2x4 SP #1 Maximum Bot Chord Forces Per Ply (Ibs) Webs 2x4 SP #3 :W3, W52x4 SP #2 N: Chords Tens.Comp. Chords Tens. Comp. Lumber value set "138" uses design values approved 1 /3012013 by ALSC B-L 2448-1362 K-J 2163 -1134 I.- 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 ylltiu1111Uuh Xbrgh E-K 419 -534 �. ��*�1 ►� �/1 9�r1 �IO•M.a..... ��4 l •� �FVs' a ;� 0.708 1 i SAT O ,o ONAL COA ,N 06/16/2020 "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses re uire extreme care in fabricating, handlin shipping, installing and bracing., Refer to and follow the latest edition of BCSI (Building Component Safety Information, b TPI SBCA) for ano sa�'ety practices prior to performing these functions. Installers shall provide bracing Uer BCSI., Unless noted oytherwise,top chord shall have proper)V attached structural sheathing and bottom chord shall temporarryy have a property attach0p n lid cellin Locations shown for permanent lateral restraint Of webs shall have brecin9 insl@Iled p r SCSI s ctions B3, 87 or B10 as app icab5e. App�y plates to each (ace.o Wss and position as shown above and on the Joint Details, un�ess note otherwise, Refer to' drawings 160A-2 for standard plate positions. ALPINE AI ine. a division of ITW Build'n Components Grouo In ..shpll not be responsible for any deviation from this drdwin a failure to build the trrPss in conformance with ANStI/�Pl 1, or for hantllirf ski and bracing of trussesA seal on this drawrii or cover e, pin ,installation listing this tlrawin Inglcates acceptance of ro�'ess�onal engineerin responsibilittyv sole) for the des) nshov�n. �rawing for Plie �ulltling pa , 13723 Rive ort Drive The suitability rp Suite 200 and use of this any structure is responsibility of the Deslgrier peiYANSIRPI 1 Sac.2. For more information see this ob's aneral notes a eand iM1ese web sites: ALPINE: www.al ineitw.wm; TPI: www.t inslm 'SBCA: whwsbcindusr .com'IGC: www.iruafe..9 MarylandHeights, MID 6304 Job Number. N334496 Ply: 1 SEON: 75601 T4 / HIPS Cust: R8975 JRef: IWW689750058 ,7A5 ,182EC,E ,RH01 / 1828/CAL'/4EBB ELEV.C/E Dty: 1 FROM: RWM DmNo: 168.20.1225.28541 Truss Label: Al2 FV / WHK 06M62020 9' 77' 22'8" 39'8" 9' 8' S'8" 8' 9' :5C5 T2 =5p5 =4E4 T3 �5X5 F ,2 6 T n 0 W (a) e B � A W5 in in G M H � =4X6(A2) =6X6 =6X6 =6X6 =4X6(A2) 39.8'• F7' 10' 10, 1� 10' 19'10" 29'8" 39'8" Loading Criteria (ps0 Wind Criteria Snow Criteria (PgPf in PSF) DeflICS1 Criteria �A Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-10 Pg: NA Ct: NA CAT: NA PP Deflection in Ioc L/defl L/# 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 1720 /921 /- /223 18.0 BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(fL): 0.687 J 999 240 G 7556 / 720 / 921 /- /- / 8.0 BCDL: 10.00 Risk Category: II EXP: C Snow Duration: NA HORZ(LL): 0.081 1 - - Wind reactions based on MWFRS Des Ld: 37.00 Mean Height: 15.00 it HORZ(TL): 0.150 I - - B Min Brg Width Req = 1.8 NCBCLL: 10.00 TCDL: 4.2 psi Code / Misc Criteria Creep Factor: 2.0 G Min Big Width Req = 1.8 Soffit: 0.00 BCDL: 5.0 psf Bldg Code: FBC 6th ed 20V 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 Loc. from endwall: not in 9.00 it(0)/10(0) FT/RT:20 Maximum Top Chord Forces Per Ply (Ibs) us 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 1-2478 E-F 15-2478 Value Set 138 (Effective 6/1/2013) C - D 68 -2478 F - G 1595 95 -2704 D - E 2020001 -3233 Top chord 2x4 SP #1 :T2, T3 2x4 SP #2 N: Botchord 2x4 #1 We We #3 Webs 2x4 SP #3 :W2, W5 2x4 SP #2 N: Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. Lumber value set "138" uses design values approved 1/30/2013 by ALSC B - K 2330 -1246 J -1 3176 -1733 K - J 3174 -1732 I - G 2329 -1275 Bracing (a) 1X4 #3SRB or better continuous lateral restraint Maximum Web Forces Per Ply (Ibs) to be equally spaced. Attach with (2) Bd Box or Gun Webs Tens.Comp. Webs Tens. Camp. m i1s(0.113"x2S",min.). Restraint material to be supplied and attached at both ends to a suitable C- K 718 -313 E - 1 529 -834 support by erection contractor. K- D 527 -832 I - F 718 -314 (a) or scab reinforcement may be used in lieu of CLR y111110ti14p W/tr.• restraint. substitute (1) scab for (1) CLR and (2) for CLR'S Scab p `F. H, scabs (2) where shown. reinforcement to be same size, species, grade, and 4raxi4 ...... 80 % length of web member. Attach with 0.1284" gun nails @6"oc. .`..... may..• ^ �C•'�� �.• Windik a .•' Wind loads based on MWFRS with additional C&C member design. s SAT O ,d a...,........ �s COA ON 6" A 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 fabricatin , handlin shippping, installing and bracing. Refer to and follow the latest edition Component Safety Information, byy TPI SBCA) fo'r of BCSI (Building an sary bracing er BCSI.. Unless ogled otherriise,top chord shall have attache�riqid ceilm Locations shown for ermanent lateral as applicable. Apply lates to each face. o?truss practices prior to performing these functions. Installers shall provide temporary pro ed attached structural sheathin and bottom chord @hall have a properly resirnt �f webs shall hav brawn insizlled per BCSI sections 83, 87 or 810 SI s and position drawings 16OA-Z for standard plate positions. as shown above and on tfle Joinl9DetRall unless otherwise. , Refer to ALPINE �LPPII NN Alpine, a division of ITW Build'nu Compon9nts Group Inc. shall not be responsible for any deviation from this drpwing,anV failure to build the µm„a„M� truss In conformance with AN�IITPI 1, or for ha dlin s ippin bracin vg , Installati6r an of truss sA seal on this draw! listing this drawin� indicates acce lance o�V ro�esslonal engineenn responsibility sogely for the desi nshown. use this awingfor isOuiitling or cover pa Cully,13723 Rive on Ddve The sui[q ulty rp antl of any s�ructure [he responsibility of the Designer per ANSIRPI1 Sec.2. Suite 200 For more information see this job's general notes page and mese web sites: ALPINE www.al ineitw.com;TPI: vhvv.1 into, ;SBCA: www.sbcnd.o ...,1CQ wwwJ..fe.or Maryland Heights, NO 6304 Job Number. N334496 Ply: 1 SEON: 7561 / T28 /HIPS Cusl: R8975 JRef: IWW689750058 ,7A5,182EC,E ,RHOI / 1828/CALI/4EBB ELEV.CIE Dry: 1 FROM: LPM DrxNo: 168.20.1225.28306 Truss Label: A14G KD / OF 06/16/2020 28'4" 32'8" T B 6' g'q• 4'4' 7� II16C6 =4XD4 =8XE =H1F14 6X 12 T2 T3 T46 G T 6 � T (a) W (a) io B is H It I M I =-5XS(A2) =H0510 =4X4 =-6X8 1115X5K B3 =4X6 =3X6(A1) 1 28'4" 11'4" —� 10'104 5'1"12 4'4" 4'4" 7' 8' 18'10"4 24' 28'4" 32'8" 39'8" Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) DeB/CSI Criteria ♦ Maximum Reactions (Ibs) TOLL: 20.00 Wind Std: ASCE 7-10 Pg: NA Ct: NA CAT: NA PP Deflection in lot Udeff U# Lee R / U / Rw / Rh / RL / W TCDL: TOO Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.179 D 999 360 B 1922 1884 /- /- / -/ 8.0 Enclosure: Closed BOLL: 0.00 Lu: NA Cs: NA VERT(TL): 0.497 D 999 240 K 4268 /1911 /- /- /- /8.0 Rik Category: II s BCDL: 10.00 9 ry� Snow Duration: NA HORZ(LL): 0.048 L - - H 80 /60 /- /- /- /8.0 EXP:C 0.0912.0 L - Des Ld:CL Wind based on MWFRS NCBCLL: 0.00 TOOL: 4.2 psf Code / Misc Criteria Creep Factor. 2.0 0.000 Mean Height: 15.00 ft Creep Factor. in Big W B Min Big Width Req = 1.6 Soffit: 0.00 BCDL: 5.0 psf Bldg Code: FBC 6th.ed 201 Max TC CSI: 0.846 K Min Brg Width Req = 5.9 Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 TPI Sid: 2014 Max BC CSI: 0.844 H Min Big Width Req = 1.5 Spacing: 24.0" C&C Dist a: 3.97 it Rep Factors Used: No Max Web CSI: 0.819 Bearings B, K, 8 H are a rigid surface. Loc. from endwall: NA FT/RT:20(0)/10(0) Bearings B, K, 8 H require a seal plate. GCpi: 0.18 Plate Type(s): Members not listed have forces less than 375# Wind Duration: 1.60 WAVE, HS VIEW Ver: 17.0102A.1213.2L_J Maximum Top Chord Forces Per Ply (Ibs) Lumber Chords Tens.Comp. Chords Tens. Comp. Value Set: 13B (Effective 6/l/2013) THIS TRUSS MUST BE INSTALLED AS SHOWN AND NOT END FOI,EILP. 1596 -3565 E - F 169 -505 Top chord 2x4 SP #2 N :T2, T3 2x6 SP #2 N: C - D 1455 - 3467 F - G 400 -180 :T42x6 SP SS: D-E 1332-3056 G-H 538 -259 Bet chord 2x4 SP 2400f-2.OE ;B3 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.Comp. Chords Tens. Comp. approved 1/30/2013 by ALSO B - N 3126 -1377 L - K 786 -1874 Bracing N-M 3815 -1821 K-J 786 -1974 (a) 1X4 #3SRB or better continuous lateral restraint M - L 2986 -1327 J - H 179 -399 to be equally spaced. Attach with (2) ad Box or Gun nails(o.113"4.5",min.). Restraint material to be Maximum Web Forces Per PI y (Ibs) supplied and attached at both ends to a suitable support by erection contractor. Webs Tens.Comp. Webs Tens. Comp. restraint substitute (1) scab te reinforcement o r(1) CLR ane used in id(2) CLR � a& ti1itH rf r/fr,7"4rjr' N - D 1440 -430 F - K 2007 -4053 scabs for 2 CLR'S where shown. Scab � `' .. ......•..r�'4� reinforcement to be same size, species, and �Q, D-M 568 -883 F-J 1889 -778 grade, _? `�J p`,`` E s ,/� 80% length of web member. Attach with 0.128x3" gun Y �% M - E 834 -67 G - J 344 -528 • nails @ 6" oc. E - L 1423 -3051 t Loading 8 1 ± #1 hip supports 7-0-O jacks with no webs. °* 'e Wind S Wind loads and reactions based on MWFRS. 9 A S COA 0 � ,+ Nldlalu6MIWm1� 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, handling shipping, installing. and bracing. Refer to and follow the latest edition Component Safety Information, b TPI SBCA) of BCSI (Building ano sa�ely practices prior to performing these functions. Installers shall provide tempera bracing�er BCSI. Unless noted oytherwise,lop chord shall have pmperl attached structural sheathingp and bottom chord shall have a pro My attache ri id ceilin Locations shown for ermanent lateral restraint oyf webs shall have bracin ins, ailed r BCSI sections B3, B7 or 910 p , as applicable. App y lates to each race o�truss and position as shown above and on the JoInt9Details, ungass noted otherwise. Refer to'ALPINE drawings 160A-Z for s�andard plate positions. �LPP�I NN E AlDin, a division of ITW BuildiniComponents Group InO. shall not be respponsible for any deviation from this drawintt anV failure to build the µnt, trlias in conformance with ANSI/) PI 1, or for handlin shi pm , installati n and bracing of tnlssesA seal on this draWiXg or cover page, Rating this drawin Indicates acceptance of 7ro)ess�onal enyineerin44 responsibilittyv sole )yv for the design shown. and use of this rawing for any structure is the responsibility the Building Desig%, , 2400 Lake Orange Dr. The suitblllty 9 Suite 150 of r peNNSIfTPl 1 Sec.2. Fr more information see mis'ob's gereml notes page and these web sites: ALPINE: wwwalineiWcom; TPI: wvw. Inatcr'SBCA:w .ebpndus .com; ICC w.wvJcaiif.orq Orlando FL, 32837 Job Number: N334495 Ply: 1 SEON: 7562 / T2 / SPEC Cusl: R8975 JRef: 1WW689750058 ,7A5 ,182EC,E ,RH01 / 1828/CALI/4EBB ELEV.C/E Oty: 1 FROM: RWM DmNo: 168.20.1225.29414 Truss Label: At FV / WHK 06/16/2020 4 10'8" 1}'3'15 16'0'1 23'7"15 29'7"15 } 39'8" f 5'7"4 5'0"12 7 15 4'8"2 T7"14 + 6• } 1010„1 =5X5 X5 D =qX4 =5X5 -5X5 DE F G H 2 6 � �2X4 T TT C N n TS 41 41 BL l 4X6(A2) =SS1017 =-5X5 =5X10 K: =3X6(Al) 39'8" 10' 9'10.1 9'10" 10 1� 10' 19'70" 29'8" 39'8" Loading Criteria (psq Wind Criteria - Snow Criteria (P9,Pf in PSF) Deg/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-10 Pg: NA Ct: NA CAT: NA PP Deflection in lac L/defl L/# Loc R / U / Rw / Rh / RL / W TCDL: 7.00 Speed: 160 mph PC NA Ce: NA VERT(LL): 0.229 L 999 360 B 1556 / 716 / 933 / - / 257 / 8.0 BCLC. 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(fL): 0.625 L 999 240 1 1556 1718 / 930 /- /- / 8.0 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.076 K - - Wind reactions based on MWFRS Des Ld: 37.00 EXP' C HORZ(fL): 0.142 K - Mean Height: 15.00It B Min Brg Width Req = 1.8 NCBCLL: 10.00 Code / Misc Criteria Creep Factor: 2.0 TCDL: .2 pst 1 Min Brg Width Req = 1.8 Soffit: 0.00 BCDL: 5.0 psf Bldg Code: FBC 6th ad 201 Max TC CSI: 0.820 Bearings B & I are a rigid id surface. 9 9 Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Max BC CSI: 0.866 Bearings B & I require a seat plate. Spacing: 24.0" C&C Dist a: 3.97 It Rep Factors Used: Yes Max Web CSI: 0.811 Loc+ from endwall: not in 4.50 ft FT/RT:20(0)/10(0) Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) GCpi: 0.18 Plate Type(s): Chords Tens.Comp. Chords Tens. Comp. Wind Duration: 1.60 WAVE, 18SS VIEW Ver. 17.02.02A 1213.21 Lumber B -C 1690 -2606 F-G 1810 -2878 Value Set: 13B (Effective 6/1/2013) C - D 1552 - 2521 G - H 1529 - 2305D - E 1443 -2214 H - 1 1548 -2649 Top chord 2x4 SP #2 N 35 2x4 SP 2400f-2.OE' E - F 1486 -2258 Bot chord 2x4 SP #1 Webs 2x4 SP #3 m But Chord Forces r Ply Lumber value set "13B" uses design values Chords Tens.Comp. Tens.0 mp. Chords Tens. Comp. approved 1/30/2013 by ALEC B - M 2452 -1376 L - K 2805 -1515 Wind M-L 2814-1517 K-1 2266 -1220 Wind loads based on MWFRS with additional C&C member design. Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. M - D 1699 -1052 G - K 435 -669 M-E 597 -872 K-H 693 -314 p�l�t4lentWr+rn 'VIN �. trr�/h M - F 499 -742 ......... a : — rT coA 116Q8,NAL� rGyaiilot, 06116/2020 "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handling shipping, installing and bracing. _ Refer to and follow the latest edition of SCSI (Building Component Safety Information, b TPI an � SBCA) r sa�ety practices prior to performing these functions. Installers shall provide temporary. bracing�er SCSI. Unless noted o)thefwise,top chord shall have or _erly attached structural shealhin and bottom chord shall have a properly attache rlqu ceilin Locations shown for ?I lateral restrlint of webs shall hamB bra em9 installed p r BCSI sections B3, B7 or 910, as applicable. App�y Vistas to ea face 0 truss and position as shown above and on the Join[ Details, ungess noted otherwise. Refer to drawings 160A-Z for standard plate positions. ALPINE Alpine, a division of ITW BuildIn'u Components Group Inc. shall not be responsible for any deviation from this drawing,an , failure to build the IHIIW CMIWf1 truss in conformance with ANSI PI 1, or for hantllinq, shippinq installation and bracing of trusses k seal on this drawing or cover pa e, listing this drawnno indicates acceptance of prolessionar engineering responsibility solel forthe desi n shown. and use of this rowing for any s ructure is She responsibility of the uilding Designer peiYANSIrrPI 1 5ec.2. , t3723 Rive ort Drive The suitability rp Suite 200 Far more information see this job's general notes page and these web sites: ALPINE: www.al ineitw.com: TPI: www.t inst. r ;SBCA: aww.sbcindus .vim; ICC; w i,xeafeor, Maryland Height$, M06304 Job Number. N334496 Ply: 1 SEON: 7676 / T20 /COMN Cust: R8975 JRef: 1WW689750050 ,7A5,182EC,E ,RH01 / 1828/CALI/4EBB ELEV.C/E Oty: 1 FROM: RWM DMNO: 168,20.1225.28884 Truss Label: A13 FV / WHK 06/16/2020 57"4 70'8" 13'3"15 21'7"15 317'15 5'7"4 5'0"72 2'7"1 8'4" 10, E. 8'0"1 D T 12 E T3 =HO510 T4 6F�" =6X6 T G 2X4 C m V (a) B n O Z. ry e �A fl Il =3X6(A7) B1 =3X8 L K J =3X6(A1) 20'8" 5'8" — 13.4- 5'4" T70" 8' 1� 16. 210B3'10" 318" Loading Criteria (psi- Wind Criteria Snow Criteria (Pg,Pf in PSF) DeB/CSI Criteria ♦ Maximum Reactions (Ibs), or'=PLF TCLL: 20.00 Wind Std: ASCE 7-10 Pg: NA Ct: NA CAT: NA PP Deflection in loc L/defl L/# Loc R / U / Rw / Rh / RL / W TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.043 M 999 360 B 840 / 395 / 549 /-/ 257 / Enclosure: Closed BCLL 0.00 Lu: NA Cs: NA VERT(TL): 0.128 M 999 240 N' 315 / 141 / 160 /- /- / 68.0 68. BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.015 J - - H 585 1240 1435 /- /- / &0 Des Ld: 37.00 EXP' C HORZ(TL): 0,028 J - - Mean Height: 15.00 it Wind reactions based on MWFRS CodeMin NCBCLL: 10.00 TCDL: 4.psf Code 1 Misc Criteria Creep Factor: 2.0 2 B rg Width Req = 1.5 Soffit: 0.00 BCDL: 5.0psf Bldg Code: FBC 6th ad 20C Max TC CSI: 0.957 N Min Big Width Req = - Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 TPI Std: 2014 Max BC CSI: 0.693 H Min Big Width Req = 1.5 Bearings B, N, & H are a rigid surface. Spacing: 24.0" C&C Dist a: 3.97 ft Rep Factors Used: Yes Max Web CSI: 0.546 Bearings B, N. & H require a seat plate. Loc. 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 6/112013) B - C 844 -1265 E - F 541 -628 Top chord 2x4 SP#2 N:T32x4 SP 01: C-D 676 -932 F-G 648 -274 :T4 2x4 SP 2400f-2.0E: D - E 709 -911 G - H 258 -611 Bot chord 2x4 SP #2 N :81 2x4 SP #1: Webs 2x4 SP #3 :W7 2x4 SP #2 N: Lumber value set "l3B" uses design values Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chards Tens. Comp. approved 1/30/2013 by ALSC M 1 59 178 Bracing M -9311 -462 J-H 455 (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(0.113"x2.5",min.). Restraint material to be supplied and attached at both ends to a suitable Webs Tens.Comp. 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 �y1tlt1111r11Wrwrbfrwrw/ restraint substitute (1) scab for (1) CLR '4, E - L 354 -564 K - G 655 -1U43 L F and (2) , jr scabs for (2) CLR'S where shown. Scab - 903 -493 •a•+••� reinforcement be same size, species, grade, and w 80l length of web member. Attach with 0.128x3" gun 3� \ •�. \G •? fi ., �, nails @ 6" ec. $ ,�:• V � Plating Notes g • O- �O$ All plates are 5X5 except as noted. - it + Wind i ? Wind loads based on MWFRS with additional C&C %y memberdesign. ••% +............ ONA amen 1nfw 06/16/20 to "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, hand ling shipping, installing and bracing.. Refer to and follow the latest edition of BCSI (Building Component Safety Information, � bN TPI an SBCA) (o'r u sty practices prior to performing these functions. Installers shall provide tempera bracing�er BCSI._ Unless noted o heiwise,top chord shall have pro.erly attached stmdural sheathin and bottom chord shall have a properyily _ attache n id cellm Locations shown for armament lateral restiinl of webs shall have bracin Ina per BCSI s dlons B3, B7 or tl1 as applicati e. Applq fates to each face. of"buss and position as shown above and on the Join(gDetails, unless note otherwise. Refer to'ALPINE drawings 160A-Z torYs�andard plate positions. Alpine, a division of ITW Buildin Components Grog In shall npt be re6ponsiple for any deviation from this drewin an failure to build the truss In conformance with ANSI PI 1, or for hantlllr�� a i�lpinlq, Installation and bracing of,trussesA seal on this drawiXg or cover pa a listing this drawln� indicates acceptance of pro ass ona engineerinn responsibility sole) forthedesi nshown. antl fise of this iawing for any structure is Tithe the 9uiltling Designer 13723 Rive on Drive The suifability iP Suite 200 responsibility of pe1YAN51lTPI 1 Sec.2. F r more information see this'ub's geneml notes pace aeM these web sites: ALPINE: w ai ineitw.co ;TPI: www.t pinst,iiqrSBCA: w abdndust .wm: ICC: wJmafe.om Maryland Heights, MO 6304 Job Number. N334496 Ply: 1 SEON: 7564 / T19 / COMN Cust: R8975 JRef: 1VM689750058 ,7A5,182EC,E ,RH01 / 1828/CALI/4EBB ELEV.C/E City. 1 FROM: RWM DmNo: 168.20.1225.28197 Truss Label: AlS FV / WHK 06/1612020 5'7"4 10'8" 15'3"75 23'3"15 31'8"1 3'8" 39'e" 4'7"15 + 8' + 8'4"2 } 11"15 T =5x5 D 2 T 6 ' 2X4 =5XE14 =H0510 e5X10GSRH) T T3 T4 TT� (a) ^ o B in mI A 37 J 11 L -3X6(A7) =SX8 -5X5 =4X6 -4X4 =_5X5 -=3X6(Ai) 1 21' 5'-- 13'8" 8' 8- 8' i6' 21' 26' 31'8" 39'8" Loading Criteria (ps0 Wind Criteria - Snow Criteria (PePf in PSF) DeO/CSI Criteria . ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-10 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# Loc R / U / Rw / Rh / RL / W TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.038 O 999 360 B 745 / 341 1498 1- / 277 / 8.0 BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(TL): 0.117 O 999 240 M 1429 / 650 / 723 /- /- 18.0 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.017 K - L 629 / 223 / 242 !- !- 18.0 Des Ld: 37.00 EXP:C HORZ(TL): 00 0.031 K - - Mean Height 15.It I 534 /244 /399 /- /- /8.0 NCBCLL: 10.00 Code / Misc Criteria Creep Factor: 2.0 TCDL: 4.2 psi reactions based on MWFRS Soffit: 0.00 BCDL: 5.0 psf 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 h/2 TPI Sid: 2014 Max BC CSI: 0.774 M Min Brg Width Req = 2.0 L Min Brg Width Req = 1.5 Spacing: 24.0" C8C Dist a: 3.97 ft Rep Factors Used: Yes Max Web CSI: 0.703 I Min Brg Width Req = 1gi Loc. from entlwall: An FT/RT:20(0)/10(0) Y Bearings B, M, L, & I are rigid surface. Gatio 0.1. Plate Type(s): i Bearings B, M, L, 8 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) Top chord 2x4 SP #2 N :T3, T4 2x4 SP 91: Chords Tens.Comp. Chords Tens. Comp. Bot chord 2x4 SP#2N B-C 1173-1100 E-F 900 -686 Webs 2x4 SP#3 C-D 1078 -901 G-H 703 -618 Lumber value set 138" uses design values D - E 886 -674 H -1 605 -577 approved 113012013 by ALSC Bracing Maximum Bet Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. (a)1X4 #3SRB 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(0.11 Wx2.5",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 - I 451 -354 support by erection contractor. (a) or scab reinforcement may be used in lieu of CLR 9111111t111ulfrr/rr rioq� Maximum Web Forces Per Ply (Ibs) restraint. substitute (1) scab for (1) CLR and (2) 41A scabs for (2) CLR'S where shown. Scab ,}Y'' 6� H, q� Webs Tens.Comp. Webs Tens. Comp. reinforcement to be same size, species, grade, and /!T C ........... ''�4 '�• - O 458 -291 M - F 773 -732 80% length ofweb member. Attach with 0.128x3" gun -.} � op.*. E S � nails @6"oc. �••� � O - D 469 -432 L - G 886 -898 It •• E-M 1630-1574 i Wind o. 708 1 Wind loads based on MWFRS with additional C&C member design. r ,ot SAT O Coa'ANAL 0% roa+ twm 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 is ncatin , handling shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safely Information, b PI an � SBCA) r sa ery practices prior to performing these functions. Installers shall provide temporary bracin er BCSI., Unless noted c hermse,top chord shall have pro erly attached structural sheathin9 and bottom chord shall attach TriQId celhn .Locations shown for eonanent lateral restr�int of webs shall hav braein instelled per BCSI s ctions have a properly B3, B7 or BI0 as applicable. App�y lates to each face, of truss and position as shown above and on lfte Joint9Details, unless note�otherwlse. Refer toy drawings 160A-Z for a andard plate positions. ALPINE AI ine, a division of ITW Buildin Components Gropp Ina shall not be reS onsiple for any deviation tram this drawin ap failure to build the N,m,,re,,,A,,,. trrPss In wnfonnance with ANSI/r}PI 1, or for hantlllnt, shippinlq, Installatlgn and braang of irussesA seal on this drewlXg or cover page, listing this drawin ntltcates acce Lance of pro esslona engineerinq responsibilittyv solely for the tlesi nshown. use of this �iawing for any s�ructure is the responsibility of the building Desigrfer ANSUTPI 1 Sec.2. , 13723 Rive art Dnve The suitablilty Riverport Suite 200 per F rmore inlormaGon see this'ob's neat notes age and Nese web stes: ALPINE: www.al ineilw.cam; TPI: www.t instor 68CA: wwws5cin4us wm'ICC: vvw.iasafe.o Maryland Heights, MO 63(14 Job Number. N334496 Ply: 1 SEQN: 7565 / T18 /SPEC Cust: R8975 JRef: 1WW689760058 ,7A5,182EC,E ,RHO1118281CALI/4EBBELEV.C/E Cry: 1 FROM: RWM DmNo: 168,20.1225.30412 Truss Label: A16 FV / WHK 06/16/2020 L,�25'3""15 57"4 10'8" + 1'9"15 1T3"15 19'3°7521'3"15 23'6" � 2T3�15 29'8"1 32'8"39'B� r 5'7°4 ( 5'0°12 6'7"15 + 2+2' + 2'Y1� 2' 2'4°21'— Y11-16 7' , =5X5 D T6 � ASKS m C ,aE F G —8H8 I J s5X10(SRS N KK T B AS AE M 1-1 A N V X W V U T S R O P O 3X6(A7) =_5X5 =5X5 =4X4 1112X4(''1 =5X5 =3X6(Al) -34 21' ITS" -� 8' 8' 1'71.1 �21' 2' �1'3�'15 Y79}7.1� 8' 16' 1T "i 52�15213"1531525'3'1#,1' 27'3"15_,"°_ 31'8 39'8" Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-10 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP. C Des Ld: 37.00 Mean Height: 15.00 ft NCSCLL: 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: 3.97ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Value Set: 13B (Effective 611/2013) Top chord 2x4 SP #2 N Bot chord 2x4 SP #2 N Webs 2x4 SP #3 Lumber value set "1313" uses design values approved 1/30/2013 by ALSC Plating Notes All plates are 2X4 except as noted. ('1 1 plate(s) require special positioning. Refer to scaled plate plot details for special positioning requirements. Wind Wind loads based on MWFRS with addifional C&C member design. Laterally brace chord above/below filler at 24' OC (or as designed) including a lateral brace on chord directly above/ below both ends of filler (if no rigid diaphragm exists at that point) Snow Criteria (P9,P1 in PSF) Pg: NA Ct: NA CAT: NA P('. NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Code / Misc Criteria Bldg Code: FBC 6th ad 201 TPI Std: 2014 Rep Factors Used: Yes FT/RT:20(0)/10(0) Plate Type(s): WAVE El Deg/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): 0.037 Y 999 360 VERT(fL): 0.112 Y 999 240 HORZ(LQ: 0.016 0 - - HORZ(fL): 0.030 0 - - Creep Factor: 2.0 Max TC CSI: 0.931 Max BC CSI: 0.771 Max Web CSI: 0.571 VIEW Ver: 17.02.02A.1213.21 s� r�'g�0 �F 'cj......•''��a COA ve7 01YAt VN r 06/162020 DRAWING TO ALL T 1 O 0 1" ♦ Maximum Reactions (Ibs) Loc R / U / Rw / Rh / RL / W B 774 / 354 / 508 1- / 317 18.0 U 1323 1588 1635 /- /- 18.0 R 711 1237 /257 /- /- /8.0 M 531 1246 1381 /- /- /8.0 Wind reactions based on MWFRS B Min Brg Width Req = 1.6 U Min Brg Width Req = 1.8 R Min Brg Width Req = 1.5 M Min Brg Width Req = 1.5 Bearings B, U, R, & M are a rigid surface. Bearings B, U, R, & M require a seat plate, Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp B-C 1167-1151 F-G 823 -821 C - D 1085 -960 G - H 834 -831 D - E 849 -722 K - L 728 -548 E-F 823 -821 L-M 667 -571 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B-Y 978 -866 T-S 662 .551 Y-X 627 -443 S-R 661 -551 X-W 462 -353 R-Q 424 -375 W - V 462 -353 Q - P 424 -375 V-U 462 -353 P-O 424 -377 U - T 663 -550 0 - M 445 -407 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. C-Y 407 -257 U-AB 518 -605 Y-D 453 -347 AB-H 472 -522 E - Z 1577 -1447 R -AE 959 -847 Z - U 1591 -1466 AE- K 943 -826 ALPINE Drive Suite Riverport Onve Suiteand Maryland Heights, MO 63042 Job Number. N334496 Ply: 1 SEON: 7566 / T3 / GABL Cuse R8975 JRef: 1WW689750058 ,7A5 ,182EC,E ,RHO7 / 1828/CAU14EBB ELEV.C/E Oty: 1 FROM: HMT DrwNo: 168.20.1225.30070 Truss Label: B1GE I I KD / DF 06/162020 Loading Criteria (psn 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: 16.00 It NCBCLL: 10.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 Spacing: 24.0" C&C Dist a: 3.00ft Loc. from endwall: Any GCpi: 0.16 Wind Duration: 1.60 Value Set: 13B (Effective 611/2013) Top chord 2x4 SP #2 N Bot chord 2x4 SP #2 N Webs 2x4 SP #3 Lumber value set "1313" uses design values approved 1/30/2013 by ALSC 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 A1601SENC101014 & GBLLETIN1014 for gable wind bracing and other requirements. •'WARNING• DRAWING 2•� P7 =dF4 Snow Criteria (Pg,Plin PSF) Defl/CSI Criteria - ♦ Maximum Reactions (lbs), or•=PLF Pg: NA Ct: NA CAT: NA PP Deflection in loc L/defl L/# Loc R / U / Rw / Rh / RL / W Pf. NA Ce: NA VERT(LL): 0.004 R 999 360 B 245 / 106 / 137 / - 1244 18.0 Lu: NA Cs: NA VERT(fL): 0.012 R 999 240 J• 72 /33 135 /- /- 1248 Snow Duration: NA HORZ(LL): 0.005 L - Wind reactions based on MWFRS HORZ(TL): 0.005 L - - B Min Big Width Req = 1.5 Code / Misc Criteria Creep Factor. 2.0 J Min Big Width Req = - Bldg Code: FBC 61h.ed 20V Max TC CSI: 0.228 Bearings B & B are a rigid surface. TPI Sid: 2014 Max BC CSI: 0.176 Bearings B & B require a seat plate. Rep Factors Used: Yes Max Web CSI: 0.086 FT/RT.20(0)/10(0) Plate Type(s): WAVE COA Members not listed have forces less than 375# VIEW Ver: 17.02.02A.1213.21 mwidi aiedupn mm uuuum chore snap nave a progeny lave br cin Ins elled per SCSI sections Q3, B7 or 10 on the,lom Details, unless noted otherwise. kefer to' ALPINE n any deviation from this drywing,any failure to build the ring •„rv,�,,,,. of, trussesA seal on this drawl or cover pa e, , nsibilgiN SPe, for the desi nshov7n. The Sul ability Desi ANSIrrPI 1 Sec.2. 2g00 Lake 02n a Or. 9 Suite 150 r er a ryTPI: w tpinstcrg: SBCA: www.eCdndusirw.w, ]CC: vrxw.iwsafe.om Orlando FL, 32837 Job Number. N334496 Pry: 1 SEON: 7567/ T1 / GASL Ceat: R8975 JRef: 1WW689750058 ,7A5,182EC,E ,RH01 / m2B/CALI/4EBB ELEV.C/E Qty. 1 FROM: RWM DmNo: 168.20.1225.27621 Truss Label: Cl GE KO / WHK 06/162020 14' 5' 2' --j (WP) =4D Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs), or •=PLF TCLL: 20.00 Wind Std: ASCE 7-10 Pg: NA CL NA CAT: NA PP Deflection in loc L/deti L/# LOG R / U / Rw / Rh / RL / W TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.005 J 999 360 B` 68 / 30 / 38 1- / 13 / 159 BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(TL): 0,014 J 999 240 F 268 /134 /205 /- /- /8.0 BCDL: 10.00 Risk Category: 11 Snow Duration: NA HORZ(LL): 0.004 H - - Wind reactions based on MWFRS Des Ltl: 37.00 EXP: C HORZ(TL): 0.006 J - - B Min Big Width Req = - NCBCLL: 10.00 Mean Height: 15.00 it TCDL: 4.2 psf Code / Misc Criteria Creep Factor: 2.0 F Min Brg Width Req = 1.5 Soffit 0.00 BCDL: 5.0 psf Bldg Code: FBC 6th.ed 201 Max TC CSI: 0.277 Bearings B 8 F are a rigid 9 surface. Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 TPI Sid: 2014 Max BC CSI: 0.196 Bearings B & F require a seal plate. Spacing: 24.0 " C&C Dist a: 3.00 it Rep Factors Used: Yes Max Web CSI: 0.137 Members not listed have forces less than 375# Loc. from endwall: Any FT/RT:20(0)/10(0) Maximum Gable Forces Per Ply (I GCpi: 0.18 Plate Type(s): Gables Tens.Comp. Gables Tens. Comp. Tens. Wind Duration: 1.60 WAVE VIEW Ver. 17.02.02A.1213.21 Lumber C-J 461 -238 H-E 461 -238 Value Set: 138 (Effective 611/2013) Top chord 2x4 SP #2 N Bot chord 2x4 SP #2 N Webs 2x4 SP 43 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 r p y+'' See DWGS A16015ENC101014 & GBLLETIN1014 for•rn�r gable wind bracing and other requirements. ,y,� - �� _ _ - f�:• •�, ,o SQAT0 j F I „S ..., ,are, r fiF.• COAi1wr� "aNAL6M '�arwn,w,n 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 an � SBCA) sa�ety practices prior to performing these functions. Installers shall provide tempora bracing er BCSI, Unless noted oytherwise,top chord shall have properly attached structural sheatpin and bottom chord $hall have a prop'e attach rPrl Id ceilln Locations slhown for�ermanenl lateral restraint of webs shall have hr cin Installed per BCSI s ctions B3, B7 or tl10, as appllcabgle. Al)pt lates to eat face. o truss and position as shown above and on the.�oinl9Details. unless note�othelwise. kefer to ALPINE drawings 16OA-Z toYs�andard plate positions. AI ine. a division of ITW BuildiniComponents Grou� Inc. shell not be responslple for any deviation from this drawing,af�V failure to build the m,e„ i�ss In conformance with ANSIII PI 1, or for handli shippin installati6n and bracng of VussesA seal on this tlrawiifg or cover pa a 2g00 Lake Oran a m listing [his limwinq indicates acceptance of pro�'esslonalq engineerin responslbiliN solely forthe tlesi nshown. The suitability g and use o this acawing for any structure is fhe responsibility of the �uilding Designer per ANSI/TPI 1 Sec.2. Suite 150 F rmore information see ihis'ob's enerat notes a eantl Nese web sites: ALPINE: wvrw.al ineitw.com; TPI: www.t inst.or ;SBCA: wxwsbcin4es .wm:ICC: wxw.iwsa/eo Orlando FL, 32837 Job Number. N334496 Ply: 1 SEON: 7574 / T15 / EJAC Cust: R8975 JRO: 1 VVW689750058 ,7A5 ,182EC,E ,RHO1 / 1828/CALI/4EBB ELEV.C/E Oty: 14 FROM: JRH DrwNo: 168.20.1225.29773 Truss Label' EJ7 FV / YK 06/16/2020 C 12 6 M o h M o -v B A D �1 7' 7' Loading Criteria (ps0 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: II Des Ld: 37.00 EXP' C Mean Height: 15.00It NCBCLL: 10.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h Spacing: 24.0 " C&C Dist a: 3.00 It Loc. from endwall: not in 4.50 It GCpr 0.18 Wind Duration, 1.60 Lumber Value Set: 13B (Effective 6/1/2013) 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. 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) Def ICS1 Criteria Pg: NA Ct: NA CAT: NA PP Deflection in too L/defl L/# Pf: NA Ce: NA VERT(LL): NA Lu: NA Cs: NA VERT(TL): NA Snow Duration: NA HORZ(LL): 0.017 D - - HORZ(TL): 0.031 D - - Code / Misc Criteria Creep Factor. 2.0 Bldg Code: FBC 6th ed 20C Max TC CSI: 0.713 TPI Sld: 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. 17.02.02A.1213.21 WAVE READ AND FOLLOW AL THIS DRAWING TO ALL 0 V $ d ......... A t sCOAX"aY� 11 ` 06/16/2020 ♦ Maximum Reactions (Ibs) Loc R I /Rw /Rh /RL /W B 331 1117 / 259 / - / 173 / 8.0 D 127 120 /101 /- /- 11.5 C 171 /133 /91 /- /- /1.5 Wind reactions based on MWFRS B Min Brg Width Req = 1.5 D Min Brg Width Req = - C Min Brg Width Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Members not listed have forces less than 375# uctural sneathinG and b0dorn chortl small have a pro any have braclnq ma?alled per BCSI sections B3, B7 or RIO. the Join Details, Refer on unless noted otherwise. to ALPINE q any deviation from this drawing,an , failure to build the ang of lmssesA seal on this drawilig or cover pa5a mslhilit solely for the desi nshown. The suifability er ANSI/TPI1 Sec.2. River 13723 Rive or Drive port Suite 200 per t; TPI: w APimtcrT SSCA- wwe.sbcindusW.com' ICC: w .iccsafe.CM Maryland Heights, MO 6304 Job Number. N334496 Ply: 1 SEON: 7568 / T11 /JACK I Cusl:R8975 JRef: 1WW689750058 ,7A5,182EC,E ,RH0111828/CAUMEBBELEV.C/E Oty: 4 FROM: RWM DrxNo: 168.20.1225.28136 Truss Label: CJ5 KO / YK 06/16/2020, Loading Criteria (psf) TCLL: 20.00 TCDL: TOO BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " C 12 6 M B e� q � D Wind Criteria Wind Std: ASCE7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP:C Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 4.50 ft GCpi: 0.18 Wind Duration: 1.60 Value Set 13B (Effective 61112013) Top chord 2x4 SP #2 N Bot chord 2x4 SP #2 N Lumber value set "13B" uses design values approved 1/30/2013 by ALSC Wind Wind loads based on MWFRS with additional C&C member design. 4114 4'11 "4 Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria Pg: NA CC NA CAT: NA PP Deflection in lac L/defl L/# PF. NA Ce: NA VERT(LL): NA Lu: NA Cs: NA VERT(TL): NA Snow Duration: NA HORZ(LL): 0.005 D - - HORZ(fL): 0.010 D - - Code / Misc Criteria Creep Factor: 2.0 Bldg Code: FBC 6th ed 201 Max TC CSI: 0.411 TPI Sld: 2014 Max BC CSI: 0.254 Rep Factors Used: Yes Max Web CSI: 0.000 FT/RT:20(0)/10(0) Plate Type(s): VIEW Ver: 17.02.02A.1213.21 WAVE 06/16/2020 L NOTES ON THIS DRAWINGI CONTRACTORS INCLUDING THE INSTALL telling and bracing.Refer to and follow the la ces prior to performing these functions. Instal erly attached structural sheathin and boltor lint of webs shall have bracmq installed pBr B shown above and on the Joint Details, unless ♦ Maximum Reactions (Ibs) Loc R I /Rw /Rh /RL /W B 256 / 95 1207 / - 1128 / 8.0 D 89 /13 /68 /- /- /1.5 C 118 192 /61 /- /- 11.5 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# 13723 Riverpon Drive Suite 200 Maryland Heights, MO Job Number. N334496 Ply: 1 SEON: 7569 / T26 /JACK Cust: R8975 JRef: 1WW689750058 ,7A5 ,182EC,E ,RH0l / 1828/CALI/4EBB ELEV.C/E Oly: 4 FROM: RWM DmNo: 168.20.1225.30023 Truss Label: CJ3 I FV / WHK 06/16/2020 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 " 4P Wind Criteria Wind Std: ASCE 7d0 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Mean Height: 15.00It 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 Bol chord 2x4 SP #2 N Lumber value set "13B" uses design values approved 1/30/2013 by ALSO Wind Wind loads based on MWFRS with additional C&C member design. Snow Criteria (Pg,Pf in PSF) Pg: NA Ct NA CAT: N/ Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Code f Misc Criteria Bldg Code: FBC 6th ed TPI Std: 2014 Rep Factors Used: Yes FT/RT.20(0)/10(0) Plate Type(s): WAVE THIS DRAWING TO ALL Ci 2'11 "4 2'11 "4 Defl/CSI Criteria PP Deflection in loc Udell U# VERT(LL): NA VERT(TL): NA HORZ(LL): 0.001 D - - HORZ(TL): 0.001 D - Creep Factor: 2.0 Max TC CSI: 0.206 Max BC CSI: 0.115 Max Web CSI: 0.000 VIEW Ver. 17.02.02A.1213.21 coA il6s�m7ss��IVAt �� �� CD C0 N ♦ Maximum Reactions (Ibs) Loc R / U / Rw / Rh / RL / W B 185 /75 1160 /- 184 /8.0 D 50 /6 /41 /- /- /1.5 C 63 150 /29 /- /- 11.5 Wind reactions based on MWFRS B Min Brg 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# A P NEI 13723 Riverpon On Suite 200 Maryland Heights, fi304 MO Job Number. N334496 Ply: 1 SEON: 75701 T27 /JACK Cust: R8975 JRef: 1WW689750058 ,7A5,182EC,E ,RH01 / 1828/CAL1/4EB6 ELEV.C/E Oty: 4 FROM: RWM DrwNo: 168.20.1225.28026 Truss Label: CA I I FV / WHK 06fl6/2020 r 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" 43 V Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP:C Mean Height: 15.00It TCDL: 4.2 psf BCDL: 5.0 psi MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.001t Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Lumber Value Set: 13B (Effective 6/112013) Top chord 2x4 SP #2 N Bot chord 2x4 SP #2 N Lumber value set '13B" uses design values approved 1/30/2013 by ALSC Wind Wind loads based on MWFRS with additional C&C member design. of 12 6 � C i Snow Criteria (Pg,Pf In PSF) Pg: NA Ct: NA CAT: Ni Pf. NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Code / Misc Criteria Bldg Code: FBC 6th ad TPI Std: 2014 Rep Factors Used: Yes FT/RT:20(0)110(0) Plate Type(s): WAVE FOLLOW AL 'ING TO ALL FT to M 11"4 11"4 Deb/CSI Criteria PP Deflection in too Udell U# VERT(LL): NA VERT(TL): 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 ♦ Maximum Reactions (Ibs) Loc R / U / Rw / Rh / RL / W B 143 /79 1148 /- 141 /8.0 D 11 /12 /18 /- /- 11.5 C -15 132 /27 /- /- /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# 13723 Riverport Drive Suite 200 Maryland Heights, MO Job Number: N334496 Pry: 1 SEON: 7571 / T16 /HIP_ I Cust: R8975 JRef: IWW689760058 ,7A5,182EC,E ,RH01 / 1828/GALA/4EBS ELEV.C/E Oty: 2 FROM: RWM DmNo: 168.20.1225.24921 Truss Label: HJ7 KM / VK O6116/2020 5 96"1110"1 5'34''1 f— 1'S" 1 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 itNCBCLL: 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 Loc. from endwall: NA GCpi: 0.18 Wind Duration: 1.60 Lumber Value Set: 13B (Effective 61112013) Top chord 2x4 SP #2 N Bet chord 2x4 SP 2400f-2.OE Webs 2x4 SP #3 Lumber value set "13B" uses design values approved 1/30/2013 by ALSC Loading Hipjack supports 6-11-8 setback jacks with no webs. Wind Wind loads and reactions based on MWFRS. Provide (3) 0.162"x3.5", min toe -nails at top chord. Provide (3) 0.162"x3.5", min toe -nails at bottom chord. 9'2"2 9'2"2 Snow Criteria (Pg,H in PSF) Deg/CSI Criteria Pg: NA Ct: NA CAT: NA PP Deflection in loc L/defl LI# 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: 0.416 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 kr. �k 's SAT {) ; •Q conJlod IGNALV , on 0 A Maximum Reactions (Ibs) Loc R /U /Rw /Rh /RL /W B 326 /154 /- /- /- /10.6 E 364 184 / - 10 10 11.5 D 214 1177 /- /- /- /1.5 Wind reactions based on MWFRS B Min Brg Width Req = 1.5 E Min Brg Width Req = - D Min Brg Width Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. B-C 394 -562 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. B-F 531 -358 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. C - F 394 -583 2400 Lake Orange Dr. Suite 150 Orlando FL, 32837 Gable Stud Reinforcement Detail ASCE 7-101 160 mph Wind Speed, 15' Mean Height, Enclosed, Exposure C, Kzt = 1.00 Ors 140 mph Wind Speed, 15' Mean Height, Partially Enclosed, Exposure C, Kzt = 1.00 Ort 140 mph Wind Speed, 15' Mean Height, Enclosed, Exposure D, Kzt = 1.00 Ort 120 mph Wind Speed, 15' Mean Height, Partially Enclosed, Exposure O, Kzt = 1.00 S 2x4 Brace Gable Vertical pacing Species Grade No Braces (1) Ix4 'L' Brace I. (1) 2.4 'L' Brace (2) 2x4 'L' Brace s (1) 2x6 'L' Brace s (2) 2x6 'L' Brace NO Group A Group B Group A Group 13 Group A Group B Group A Group B Group A Group B P #1 / #2 3' 10' 6' 7' 6' lo, 7' 9' 8' 1' 9' 3' 9' 7' 12' 2' 12. 8' 14' 0' 14' 0' ci)S U F #3 3' e' S' 9' 6' 2' 7' 8' 7' I1' 9' 1' 9' 6' 12' 0' 12' 6' 14' 0' 14' 0' HF Stud 3' 8' 5' 9' 6' V 7' 8' 7' 11' 9' l' 9' 6' 12, 0' 12, 6' 14' 0' 14' 0' 0) 0 Standard 3' S. 4' 11' 5' 3' 6' 7' 7' V 8' Il' 9' 6' 10' 4' ll' 1' 14' 0' 14' 0' #1 4' 0' 6' 8' 6' 11' 7' 10' 8' 2' 9' 4' 9' 8' 12' 4' 12' 9' 14' 0' 14' 0' J S P #2 3' 10, 6' 7' 6' 10, 7' 9' 8' 1' 9' 3' 9' 7' 12, 2' 12. B' 14' 0' 14' 0' Nt #3 3' 9' 5' 3' 5' 7' 6' 11' 7' 5' 9' 2' 9' 7' 10, I1' 11' e' 14' 0' 14' 0' d 01J D F L Stud 13' 9' 5' 3' S' 7' 6' 11' 7' 5' 9' 2' 9' 7' 10, ill ill 8' 14' 0' 14' 0' Standard 1 3' 6' 4' 7' 4' 11' 6' 2' 6' 7' 8' 4' 8' 11' 1 9' 8' 10' 4' 13, 1' 14' 0' U #1 / #2 4' 5' 7' 6' 7' 9' 8' 10, 9' 3' 10' 7' 11' 0' 13' 11' 14' 0' 14' 0' 14' 0' S P F #3 4' 2' 7' V 7' 9' e' 9' 9' 1' 10' 5' 10, 10, 13, 9' 14' 0' 14' 0' 14' 0' L L IF Stud 4' 2' 7' V 7' 6' 8' 9' 9' 1' 10' 5' 10, 10, 13' 9' 14' 0' 14' 0' 14' 0' ,0 �l Standard 4' 2' 6' t' 6' S' 8' I' e' 8' 10, 5' 10, 10, 12, 8' 13' 7' 14' 0' 14' 0' \ #I 4' 7' 7' 7' 7' I1' 9' 0• 9' 4' 10' 6' 11' 1' 14' 0' 14' 0' 14' 0' 14' 0' / S P #2 4' 5' 7' 6' 7' 9' 8' 10, 9' 3' 10' 7' ill 0' 13, Ill 14' 0' 14' 0' 14' 0' #3 4' 4' 6' 5' 6' 10, 8' 6' 9' 1' 10' 6' 10, I1' 13' 4' 14' 0' 14' 0' 14' 0' 0) � D F L Stud 4' 4' 6' 5' 6' 10, 8' 6' 9' I' 10' 6' 10, 11' 13' 4' 14' 0' 14' 0• 14' 0' Standard 4' 2' 5' 8' 6' 0' 7' 6' 8' 0' to, 2' 10' 10' Ill 10' 12' 7' 14' 0' 14' 0' #I / #2 4' 10' 8' 3' e' 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' 8' 10' 0' 11' 6' 12' 0' 14' 0' 14' 0' 14' 0' 14' 0' U L� F H Stud 4' 7' 8' 2' 8' 5' 9' 8' 10, 0' 11' 6' 12' 0' 14' 0' 14' 0' 14' 0' 14' 0' O Standard 4' 7' 7' 0' 7' 5' 9' 4' 10, o' 11' 6' 12, 0' l4' 0' 14. 0' 14' 0' 14' 0' X #1 5' 1' 8' 5' 8' S. 9' 11' 10, 3' ill 9' 12' 3' 14' 0' 14' 0' 14' 0' 14' 0' d P 4' 10' 19 8' 3' 8' 7' 9' 9' 10' 2' 11' 7' 12, 1' 14' 0' 14' 0' 14' 0' 14' 0' f 4' 7' 4' 7' It 9' 8' 10' 1II' 7' 12, 0' 14' 0' 14' 0' 14' 0' 14'0'DFL 4' 9' 7' 4' 7' 10' 9' 8'10, 1' 11' 7' 12, 0' 14' 0' 14' 0' 14' 0' 14' 0' S1 4' 7' 1 6' 6' 1 6' It' e' B. 9' 3' 11. 6' 12' 0' 13' 7' 14' 0' 14. 0' 14' 0' able Truss Olaganal broce option. ertical length may be doubled .hen diagonal brace Is used Connect o%gonal brace far 600# at each end Max web total length Is 14'. Vertical length shown In table above. 45' Connect dlagona at mltl oint of vertical web. w.9PpfiTNRss extre tow the tatest Poll.. the ria" t emnon to pees Un.e.cno noted uae.a tea otherwise, hall have a on"rty at Mach C7 IIjnjlI II�� a .f wMr. oa ae .. and po.luon .. Refer to dra.bps 140A-) AN IiW 03MAANY .11pbn, a dlNclm of ITW tM: ara.,re, any fabee hsWllaWn . brad, of o aW draMp \\ 13mIR,lewm Deve epa.1 \\S001200 Po- anY zb.c4re k \\ M.,IndlH6,h%LMM63IX3 Far rare /,IPlti ..wa Brace I M# 'x6 BF-L 02 or pester gle S, i le brace, single le or double cut (as shown) at I L I Glazer end. - ..de, ewpanents Lr�oo7� Irc. A rot lx Mspondt%s far airy r4NetR b bulb W truzz M canfo-rorce .Hh #12t/RI L o- Pm 1anMbp, W O true... Palle UVWQ tlb dra.be. YMmp. ----Pa. M pafeubrol reapu�llly salelr em tM M.� >inwz Tlr Meatlty utl uv ar t4O draMp tM ,e.pmffiMty eP tk Futdag aehpnr pzr NSIrtPi t Sec2 hivnatbn see MIz Job's general eat{ss tip and teweb sitty IOLelbcom TPL mtol-ter , SB M a...... u we.e Z Bracing Group Species and Gradesi Group AI S ruce-Plne-Plr Hem -Fir #I / p2 Stantlartl 02 stud #3 Stud 03 Stantlard Bou las FIr-Larch Southern Pines.. 03 #3 stud Stud Standard Standard Group BI Hen -Fir pl 6 Btr #1 Dou Las Flr-Larch Southern Plne... #t #1 q2 02 Ix4 Braces shall be SRB (Stress -Rated Board). swFor Ix4 So. Pine use only Industrial 55 or intlustrlal 4'Stress-Rated Boards. Group B vatues ma be usetl with these nodes. Gable Truss Detail Notes, Wind Load deflection criterion Is L/240. Provide uplift connectlans for 75 plf over continuous bearing (5 psf TC Dead Load). Gable end supports load from 4' 0' outlaokers with 2' 0' overhang, or 12' plywood overhang. Attach 'L' braces with Lod (0.128'x3.0' min) nails. X For (1) 'L' brace space naps at 2' o.c. In IS- end zones and 4' a,. between zones. )#30For (2) 'L' braces space malls at 3' ac. In 1B' end zones and 6' ac. between zones. 'L' bracing must be a Mnlnun of BOX of web member length. Gab Le Vertical Plate Sizes Vertical * Len th Na S ]ice Less than 4. 0• 2%3 Greater than 4' 0', but 3%4 less than 11. 6' Greater than I1' 6' 4X9 TOT, LD. 60 PSF SPACING 24.0' TOT, LD. 60 PSF SPACING 24.0' Gable Stud Reinforcement Detail ASCE 7-101 180 mph Wind Speed, 15' Mean Height, Enclosed, Exposure C, Kzt = 1.00 Or, 160 mph Vlnd Speed, 15' Mean Height, Partially Enclosed, Exposure C, Kzt = 1.00 Dr, 160 mph Wind Speed, 15' Mean Height, Enclosed, Exposure D, Kzt = 1.00 Dr, 140 mph Mind Speed, 15' Mean Height, Partially Enclosed, Exposure D, Kzt = IAO S 2x4 Brace Gable Vertical pacing Species Grade No Braces 1 (1) Ix4 'L' Brace • (1) 2x4 'L' Brace • (2) 2x4 'L' Brace we (1) axis 'L' Brace • (2) 2x6 'L' Brace 0. Group A Group B Group A Group B Group A Group B Group A Group B Group A Group B #1 / #2 3' 6' 6' 0' 6' 3' 7' 1' 7' 4' 8' 5' 8' 9' 11' 1' 11' 7' 13, 3' 13' 9' U 13' 7' P Stud 3' 4' 5' 0' S' 4' 6' 9' 7' 2' 8' 4' 8' 8' l0' 6' 11' 3' l3' 1' 13' 7' 0 Standard 3. 4' 4' 4' 4' 7' 5' 9' 6' 2' 7' 10' 8' 5' 9' 1' 9' 8' 12' 4' 13, 2' #1 3' 8' 6' 1' 6' 4' 7' 2' 7' 5' 8' 6' e' 10, 11' 3' 11' 8' 13' 4' 13, 11' 'J S P #2 3' 6' S' 9' 6' 2' 7' 1' 7' 4' 8' 5' 8' 9' 11' 1' 11' 7' 13' 3' 13' 9' 93 3' S' 4' 7' 4' 30' 6' 1' 6' 6' e' 2' 8' 9' 9' 6' 10, 2' 12, 11' 8 13, ' c�v D F L Stud 3' 5' 4' 7' 4' lg' 6' V 6' 6' 8' 2' B. 9' 9' 6' 10' 2' 12, 11' 13, 8' Standard 1 3' 1' 4' 0' 4' 3' 5' 4' 1 5' 9' 7' 3' 7' 9' 8. 5' 9' 0' I]' 5' 12' 3' U #1 / #2 4' 0' 6' 10' 7' 2' 8' 1' 8' 5' 9' 8' 10, 1' 12, 9' 13' 3' 14' 0' 14' 0' S P rF- #3 3' 10' 1 6' 2' 7. 2' 8' 0' 8' 4' 9' 7' 9' 11' 12' 7' 13, 1' 14' 0' 14' 0' t_J LJ P Stud 3' 10' 6' 2' 6' 7' 8' 0' 8' 4' 9' 7' 9' I1' 12' 7' 13, 1' 14' 0' 14' 0' Ql O fl Standartl 3' 10, 5' 4' S' 8' 7' V 7' 7' 9' 7' 9' 11' 11' 1' ill ill 14' 0' 14' 0' \ #1 4' 3' 7' 0' 7' 3' 8' 3' 8' 6' 9' 9' 10, E. 12' 11' 13' 5' 14' 0' 14' 0' / S P #2 4' 0' 6' 10' 7' 2' 8' V 8' 5' 9' e' 10, 1' 12, 9' 13, 3' 14' 0' 14' 0' 03 3' 11' 5' 7' 5' 11' 7' 5' 7' 11' 9' 7' 10, 0' I1' 8' 12' 6' 14' 0' 14' 0' DJ D F L Stud 3' I1' 5' 7' 5' 11' 7' 5' 7' 11' 9' 7' 10' 0' 11' 8' 12, 6' 14' 0' 14' 0' Standard 3' 9' 4' 11' S' 3' 6' 7' 7' 0' 8' 11' 9' 6' 10' 4' 11' 1' 14' 0' 14' 0' #1 / #2 4' 5' 7' 7' 7' 10' 8' 11' 9' 3' 9' 8' ill 1' 14' D' 14' 0' 14' 0' 14' 0' d S P F #3 4' 3' 7' 2' 7' 7' e' 10' 9' 2' 10, 6' 10, 11' 13, 10, 14' 0' 14' 0' 14' 0' 'V U I IF Stud Stud 4' 3' 7' l' 7. 7' 8' 30' 9' 2' 10' 6' 10, 11' 13' 10' 14' C' 14' 0' 14' 0' O fl 4' 3' 6' 2' 6' 6' e' 2' 8' 9' 10, 6' 10, ill 12, 10, 13, 9' 14' 0' 14' 0' >( #1 4' 8' 8 7' ' 7' I1' 9' 0' 9' 5' 10, 9' 11' 2- 14' 0' 14. 0' 14' 0' 14 ' 0' d S P #2 4' 5' 7' 7' 7' 10' 8' ill 9' 3' to, 8' Ill 1' 14' 0' 14' 0' 14' 0' #3 4' 4' 1 6' 5' 6' 10' 8 ' 7' 9' 12, 10' 7' ill 0' 13' 5' 14' 0' 14' 0' .� D F L I Stud 1 4' 4' 1 6' 5' 1 6' 10' 8' 7' 9' 12, 10' 7' Ill 0' 13' 5' 14' 0' 14' 0' 14' 0' Standard 1 4' 3' 1 5' 8' 1 6' 1' 1 7' 7' 8' 1' 10' 3' 1 10' 11' ill 11' 12' 9' 14' 0' 14' 0' able Truss I Dlagomal brace opttoni vertical tngth may be doubled when diagonal 18' brace Is used. Connect 1_ dlesgompl brace for 775# •L• at each end. Max web Brace total length Is 14'. 2x6 DF-L #2 or Vertical length shown In table above. 45' better dlogonal brace, single or double cut (as shawN at T e, upper end. Connect dlagona at _ midpoint of vertical web. 14N Nil, Refer t, AN IIW (DMPANT \\13723kRasmMX13n- \SBui,e\200 \ 1 MaryU,M HeiDMa,\ MM 63043 WiAA13o RFJO NA i V 011 MANES ON TIC DRAVM(d -IIPORTMrtu n#AISH TICS DRAVING TD AL cpiff T(RS Df1LDMe NNE gE 1 drawl V MY Poi�Nto bUURd the Wes N canfwmanx. MM MISIIRPi L or far forMy vsHpmE LLntkn a Madnp M twps. seat on the d,awt# or cover pane Usury thw drawbp, Ind -bus ac nniane, of peafew9.xel t rvcOwwew%W bEmy Z'Ty dwty far the aeeO, mlbe vn own aMltsue y and a w. amusingap rcapMAAMy of time McAp D wer- Mr IHSE/ePI t Se & Bracing Group Species and Grades, Group AI S ruce-Pine-Fir Hem -Fir #1 / #2 Standard F #2 Stud 03 Stud Iq3 Stantlard Dou less Flr-Larch Southern Pine••• #3 #3 Stud Stud S<andard Standard Group BI Hen-Flr #1 t Btr u Do u less Fir -Larch Southern Pine•ww #1 #1 #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 B values ma be used with these rodes. Gable Truss Detall Notes, Wind Load deflection criterion Is L/240. Provide uplift connections for 100 Rif over continuous bearing (5 psf TIC Deod Load). Gable end supports load from 4' 0' outlookers with 2' 0' overhang, or 12' plywood overhang. Attach 'L' braces with lad (0.128'x3.0' min) nails. )K For (1) 'L' brace, space malts at 2' o.c. In 18' end zones and 4' o.e. between zones. #(p3'or (2) 'L' braces, space nails at 3' ac. In 18' end zones and 6' o.c. between zones. 'L' bracing Must be es miminum of BOz of web member Length. Gable Vertical Plate Sizes Vertical Len th No S Ilce Less than 4' 0' 2%3 Greater than 4. 0', but 4X4 less than t Refer to common truss design for peak, spllce, and heel piotes. Refer to the Building Designer for conditions not addressed by this deta#, REF ASCE7-10-GAB18015 DATE 10/01/14 DRWG A18015ENC101014 TOT, LD, 60 PSF SPACING ,T Relnfo Meml Go Tr Gable Detail For I_et-in Vartirnlq pproprlate Alpine gable detail for e sizes for vertical studs. Engineered truss design for peak, It, and heel plates. vertical plates overtop, use a to that covers the total area of lapped plates to span the web.I / e, 2X4 Iq✓ ' 2X4 /�J� �I2/X8 rroviae connections for uplift specified on the engineered truss design. Attach each 'T' reinforcing member with End Driven Malls, 10d Common (0.148'x 3.',min) Nails at 4' o.c. plus (4) malls In the top and bottom chords. Toenalled Malls, 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 toad. ASCE 7-05 Goble Detall Drawings A13015051014, A12015051014, A11015051014, A10015051014, A14015051014, A13030053014, A12030051014, A11030051014, A10030051014, A14030051014 ASCE 7-10 4 ASCE 7-16 Gable Detoft Drawings A11515ENC100118, A12015ENC100118, A14015ENC100118, A16015ENC100118, A18015ENC100118, A20015ENC100118o A20015END100118, A20015PED100118, A11530ENC100I18, A12030ENC100118, A14030ENC100118, A16030ENC100118, A18030ENC100118, A20030ENC100118, A20030EN➢t00118, A20030PE➢100118, S11515ENC100118, S12015ENC100118o S14015ENC100118, S16015ENC100118, S18015ENC100118, S20015ENC160118, S2001501)10o11 fflghft S11530ENC100118, S12030ENC100118, S14030ENC 30 IOOI�jAyy4, 518030ENC100118, 520030ENL100118, 520030E 01 Q3D):Ol g(y See appropriate Alpine gable detail for maxlrglq S1.;;2yS �Oq,,rrrA ssVARNDIGa RFA➢ AND FUuUN ALL NOTES RI THIS DRAVDifd eeuFutTA FURNISH THIS DRAY TO ALG ImTwv:iws g1O.#DING THE (.ice\> shnu have o adn,Prexalt,t. atWUer rlgitl acUo Loci 317 a chom for pmaixe. loterol rever.Mt'Afea4 ssooggcS O f11 v �� jell shall have M lie lon asetl Per BEST sections the BT ar 310, as aM,lshfe. d .y plates to eaQA f truss antl position as sham above and an the Jah< Debbie, unless no4tl adw else. A/ Refer So drpwbps I60A-Z irc ztmtlartl plate pazltbv. Alphe, a dWbn of ]1V Boeing components Gray tra. sha0 net be respane far my devkt `�ws•j1 a\Lw�er r AN DW COMPANY this dreeIrq, any mature b bWtl Me truss In coniormnce shh MSVTPI 1, w iw haMhp, shlp� �+`� hctatlatlm L brache of trusses, {� r A seat on bh; o-n.Lq ar cover page g%thV Units drawing, hdcs tes a¢eptarcs oP Prem.s9vnl 1 4 11 /(j t T-` \\ 1J123\Riveryon\ome engnen4,p -sn sde,y Po- the design slam The a4tabsMy arW use oP this draehg v j(f�nM�tgNF1 /16/2020 \\Suite\200 fen vry brs Mi[lve Is tM rerymstatIty of qx "bar, Dealorwr pm ANSI/IPI I Sect, \\MayhvMHeighls,\MO\83043 Far more hformatian see bus Job's general ,atea ppaage aM these web sites ALPglp wswelphvlte.ectu TPD wvvtphstarg, SBCN sss.Pbca+dusbyargl XD eselcee.feare 'T' Reinforcement Attachment Detall. 'T' Reinforcing 'T' Reinforcing Member Member Toe -moll - 0, - End -nail To convert from 'L' to 'T' reinforcing members, multiply 'T' Increase by length (based on appropriate Alpine gable detail). Maximum allowable 'T' reinforced gable vertical Length Is 14' from top to bottom chard. 'T' reinforcing member material must match size, specie, and grade of the 'L' reinforcing member. Web Length Increase w/ 'T' Brace Example, ASCE 7-10 Wind Speed = 120 mph Mean Roof Height = 30 ft, Kzt = 1.00 Gable Vertical = 24'o.c. SP #3 'T' Reinforcing Member Size = 2x4 'T' Brace Increase (From Above) - 30% = 1.30 (1) 2x4 'L' Brace Length = 8' 7' Maximum 'T' Reinforced Gable Vertical Length 1.30 x8'7'=11'2' 'T' Relnf. Mbr, Size 'T' Incrense 2x4 30 TOT. LD. 60 PSF FAC, ANY SPACING 24.0' REF LET -IN VERT DATE 01/02/2018 DRWG GBLLETIN0118 'T Relnfai Memb Go Tr Gable Detail Fnr I a+ -In \/ori-trait ppropriate Alpine gable detail for e sizes for vertical studs, Engineered truss design for peak, ,b, and heel plates. vertical plates overtop, use a de that covers the total area of lapped plates to span the 'web. et 22//2 vrovlae connections for uplift specified on the engineered truss design. Attach each 'T' reinforcing member with End Driven Nallst 10d Common (0.148'x 3.',min) Nails at 4' o.c, plus (4) nails In the top and bottom chords. Toenalled Nailsp IOd Common (0.148'x3',mIN Toenails at 4' O.C. plus (4) toenails In the top and bottom chords. This detail to be used with the appropriate Alpine gable detail for ASCE wind load. ASCE 7-05 Gable Detail Drawings A13015051014, A12015051014, A11015051014, A10015051014, A14015051014, A13030051014, A12030051014, A11030051014, A10030051014, A14030051014 ASCE 7-10 Gable Detail Drawings A11515ENC101014, A12015ENC101014, A14015ENC101014, A16015ENC101014, A18015ENC101014, A20015ENC101014, A20015END101014, A20015PED101014, A1153CENC101014, A12030ENCIOIO14, A14030ENC101014, A16030ENC101014, A18030ENC101014, A20030ENC101014, A20030ENDIOI014, A20030PED101014 S11515ENC100815, S12015ENC100815, S14015ENC100815, S16015ENCI00815, S18015ENC100815, S20015ENC100815, S200l5END1008 ,16101 5, S11530ENCID0815, S12030ENC100815, 514030EN 03 C100 JN, S18030ENC100815, S20030ENL100815, 520030 A A411C34%D1 See appropriate Alpine gable de tnR far maxlrgT e$IFq�B¢�PMei.O4l ovwumrd.. REAB Arm w➢v au Mons ON THIS at,, d ewOrmTAMro nmdsx Txls BRAv➢c To AIE [RnwACiutG BQW➢G Tic 'T' Reinforcement Attachment Detail 'T' Reinforcing 'T' Reinforcing Member Member Toe -nail - Or - End -moll 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. elo Length Increase w/ 'T' Brace Example, 2 ASCE 7-10 Wind Speed = 120 mph Mean Roof Height = 30 ft, Kzt - 1.00 Gable Vertical = 24-o.c. SP D3 'T- Reinforcing Member Size - 2x4 -T- Brace Increase (From Above) = 30% = 1.30 (1) 2x4 'L' Brace Length = 8' 7' Maximum 'T' Reinforced Gable Vertical Length 1.30 x 8' 7'=I1' 2' 'Relnf. MbT'r. Size 'T' Increase 2x4 30 x6 20 om mssmu l par rut secnons Bs, b' or Bon as oP Me. AWIY plates to ea& T L ILIPPJ of truss arW ppoodtbn as shown above and an ttw hM 0efals, ones mtee etn<r.lse. / tI Refer to drawMps 160A-2 Par standard plate posltbns. W' Allure, a dvlebr, of ITV Buldha Campenmts Group hie shall rut be responshle farm d" i aw •qwa nw•ee ati AN rrweoMRaNv We dcebp, my fallse to build the truss h conformance with AMBVTpl 1, or far h oaf a, .� aG� MAX. TOT. LD. 60 PSF Installation A bmadre of trusses. ft A seal on this trawBg or cover pane Usual, this drawls, bMcaus axeptarce oP pmfesakeeL y �f} \\IBTzs\Riaemom 0ervo engi,wtrhg re ddy for the desim shaer, Trr autvwty oa i use of this Z.-ft �gsr.'rYn � /16/2020 \ISDUR. FAC. ANY uile1200 of time Mdr, Bes fon ery sbvc4�e is thesrcsp°"1WtY 4ner W ANS l l Sect ''sad7��1 \\Marylantll HeigMs,\MO\fi]W0 �yF°,�Alp��„�r�^oa��a��Ie�ry��e�==toa�d,YerefieaoeQ :i«:o�fearg MAX. SPACING 24,0' LET -IN VERT 10/01/14 GBLLETIN1014 Valley Detail - ASCE 7-10: 160 mph, 30' Mean Height, Enclosed, Exp, C, Kzt=1,00 Top Chord 2x4 SP #2N, SPF #1/#2, DF-L #2 or better. Bot Chord 2x4 SP #2N or SPF #1/#2 or better. Webs 2x4 SP #3, SPF #1/#2, DF-L #2 or better. xx Attach each valley to every supporting truss with, (2) 16d box (0.135' x 3,5') nails toe -nailed for ASCE 7-10 160 mph. 30' Mean Height, Enclosed Building, Exp. C, Wind TC DL=5 psf, Kzt = 1.00 Or ASCE 7-10 140 mph. 30' Mean Height, Enclosed Building, Exp. D, Wind TC DL=5 psf, Kzt = 1.00 Bottom chord may be square or pitched cut as shown. Valleys short enough to be cut as solid triangular members from a single 2x6, or larger as required, shall be permitted In lieu of fabricating from separate 2x4 members. All plates shown are ITW BCG Wave Plates. 12 3X4 12 Max. 2X4 X4 8-0-0 max 4X4 12 12 Max. I 1X3 1X3 IX3 5X4/SPL 20-0-0 (++) Supporting trusses at 24' o.c. maximum spacing. Unless specified otherwise on engineer's sealed design, for vertical valley webs taller than 7-9' apply 2x4 'T' reinforcement, 80X length of web, same species and grade or better, attached with IOd 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 BRCLBANCIOL4. 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 purlln spacing as specified on Engineer's sealed design. xww Note that the purlin spacing for bracing the top chord of the truss beneath the valley Is measured along the slope of the top chord. ++ Larger spans may be built as long as the vertical height does not exceed 14'-0', Valle Spacing Pitched Cut Square Cut Bottom Chord Valley Bottom Chord Toe -Walled Valle / y 2X4 P L\t 0 2X4 Stubbed Valley End Detail 4X4 Optional Hip Joint Detail Partial Framing Plan ..vfamao fsaB .fm ruJnv ul. rores a Was wuwtR oBPatTMflw. Fuansl Tins vuvaw m al s ma,lew6 TIE aa7u,ras a m • 0' ��� TGt LL 30 30 40PSF REF VALLEY DETAIL DATE 10/01/2014 Trus"a reVWe w.tr care M fabr`m eaMunn, bq, 1ssto `o and "oa " Refer to follow tM latest "l n of BCSI (Buul , Capon t Sarwey°i faemtlen 8y VI a� sBea for eaf T = 20 15 7 PSF y prectkes prior to perfombq these functlom ]nftellers eMLL prevtle tery bract per BC W ted pte.r.lfe, t� repro f,wlMee ttadr, =bettor, : s pro,.Ay abvctuwl fi,e. , fl,oli i.w property attaaea riyd u aamf shorn for pem t Iaterat reftrawt pf f bracbp C_r' DL 10 10 10 PSF DRWG VAL160101014 d �� fiwll Mv. C..1ko Metalled RCSI ctlons B3, BY or ale, as o ecaWe A Y plates to eatl, f of <ruff a wfimn of Mee above and on Me Jol. Getats, up.P.. r .epea.r.lo. Refer to dro•bps 16M-Z for W got. i S itT O j LL 0 0 0 PSF L=11J AN rMODWANY zt. poM . i elploe, . 4Vw. of IN Woo, Ca M. Go 1 g,au nat be ee,e,fw. for any d.•kaon U4s dro*4V vy fafure b budd Mw M„ss In coot orie a •kb MUM 1. or Per FaryAMB. fWDDIS.' '•, fA" �„ aA •. 17T. LD, 60 57PSF 55 1\ 13i23\Rlveryon\Dm a Wtallaton f broUO of Wfsre. A teal on tios drav*1 Q rover WBt Uslbq tees baeb,. Hates aCcept M prahfMwl noM••' nsa,e�••l•ty ern a,e = frown TM ..tawny aim use a ws o-a•bp h •� Pn • \ `- ......... SS• DUR.FAC.1.25Y1.33 1,15 1.15 f.• �r �sre rfp+ \\spnr3ze0 \\Maryland\f1elBGb,1M0\63Bf] For nlw Mfann tw Jab'.�a +wee ow�w1 f.s..n fro. ALPMU ew.,alplruR•,eeni TPG •o.tpdntpyl SBCN •vsbtlmNet,.na, Ica wewJcoafr.orp f ®A> AP7 ppsN /16 ACING 24.0' r I VALLEY FRAMING 8, BRACING DETAIL I s� RI CC %s of Lumher Size and Grade-Minumum Reauirements GENERAL NOTES Purlins required 2'.0" O.C. in absence of plywood sheathing. Trusses without sheathing applied must be evaluated accordingly. puffins should overlap sheathing one truss spacing minimum. In cases that this Is Impractical, overlap sheathing a minimum of 6", and nail upwards through sheathing into purlin with a minimum of e-0d (0.131"x26") common who nails. Effects of not providing sheathing below a valley set must be evaluated by the building designer. This drawing applies to valleys with the following conditions: Spans (distance between heels) 40'.0" or less -Maximum valley height: 14'-0" -Maximum mean roof height: 30 feet -ASCE 7-05, 240 mph, Enclosed, Cat II, Exp 0,1=1.0, Kxt=1.0 -Of A Maximum of ASCE 7.10, 180 mph, Enclosed, Exp D, Kzt=1.0 TRUSS TRUSS UNDER VALLEY FRAMING VALLEY RAFTER OR RIDGE ® 'CRIPPLE ripples 4'-0" for 30 psi (TL) and 20 psi (TD) Max. -a the Grippes for each row starting from the valleys or steepens working Inward to the ridge board so that cripple locations are gored between rows. ITY0 lnnection Requirement Notes 2x6 rafters to ridge 416d toe -nails Cripple to ridge 416d toe -nails Cripple to rafter 416d tce-nails (••) 816d facemalls Rafter to sleeper or blocking 516d toe -nails Rafter to two 2x6 sleepers 416d toe -nails Sleeper to truss 4 16d toe -nails Two 2x6 sleepers to truss 316d toe -nails each sleeper & truss Ridge board to roof block 416d toe -nails Ridge board to truss 416d toe -nails Purlin to(Typ) 316d toe -nails Truss to blocking 416d toe -nails Truss to cripple 416d toe -nails Truss to cripple 416d toe -nails Cripple to purlin 316d toe -nails CRIPPLE, BRACING, & BLOCKING NOTES NO eold(0.16lar mto5")C al6dtoe-nails NOTE: l6d (0.162"x3.5") COMMON NAILS -2x4 continuous lateral restraint (CLR) min. Is required for cripples S'.0" to 10'.0" longg nailed w/ 2 -10d (0.148"x3") nails. Or 2x4'T' or scab reinforcement nailed to gat e,1ge of eriFple with 10tl (0.128"z3.0")netts at 6' o.e. T' or scab must be 90% of cripple length. Cripp es over 10'-0' long requre two CLR's or both faces wf'T' or scab. Use stress graded lumber & box or common nails. ,Narrow edge of cripple can face ridge or rafter, as long as the proper number of nails are Installed Into ridge board -Install blocking under rafter if sleepers are not used. -Install blocking under cripples If cripples fall between lowertruss top chords and lateral bracing Is not used. -Apply all nailing In accordance to current NDS requirements Nails are common wire nails unless noted otherwise. N Ay mv� Rrao AMID FID1aW ILL NUT`S Uf nas °e"ma z' amFOmxxro i1N4tn TIC rPAVIlL TIl xll m1ae,o, QIn WNIDitG M 1l6Tall.IXS i - --- - --- 1 la V LL 20 30 40 54 REF VALLEY FRAMING DATE 10/Ol/14 rraaa.a r.°�..xe.re Dare " fetrkatsa, rent safety ty Wa eavan, aM r."t, xa.r ea tale• the erect edtlan of eesi Ova Cnpew.,t Safety Hra,ntlen, y RI end SBrA1 far miRy i ° DL 10 20 7 7 gnctkes prlur to perfar 'lase furcDons. 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FAC. 1.25/1.15 t9b94tahpnl P'av Eanboly,MOW5 ury sineMM ..Waabalh' ,% Pe f" ^°^ "race "°^ •^ t"' d°b'• p^^a' ^°<^ pay °^d s^"' ^b Mt.a sIYQE, a^a1pMl<rsW TPIi •setµstoryl SBf%a .^.sbdMintrYa u = nrYtsafeay Q/(Q 210K SPACING SEE ABOVE