The URL can be used to link to this page

Home My WebLink AboutRevision; Truss Company Changeell�awl OFFICE USE ONLY: ' DATE FILED: $1 �O �ZO i REVISION FEE: •00 PERMIT# aaaa-aas RECEIPT # PLANNING & DEVELOPMENT SERVICES BUILDING & CODE REGULATION DIVISION 2300 VIRGINIA AVENUE FORT PIERCE, FL 34982.5652 RXEIVED (772)462-1553 AUG 0 6 2020 APPLICATION FOR BUILDING PERMIT REVISION PROJECT INFORMATION ST. Lucie County, Permitting LOCATION/SITE ADDRESS: LOT# CROSSTOWN COMMONS tit, DETAILED DESCRIPTION OF PROJECT REVISIONS: TRUSS COMPANY HAS BEEN CHANGED CONTRACTOR INFORMATION: STATE of FL REG./CERT. #: CRG1327068 BUSINESS NAME: D.R. HORTON INC QUALIFIERS NAME: BRIAN DAVIDSON ADDRESS: 1430 CULVER DR NE CITY: PALM BAY STATE: FL PHONE (DAYTIME): 321-773-2111 OWNER/BUILDER INFORMATION: NAME: D.R. HORTON INC ADDRESS: 1430 CULVER DR NE CITY: PALM BAY PHONE (DAYTIME: 321-733-2111 STATE: FL ARCHITECT/ENGINEER INFORMATION: I ST. LUCIE CO CERT. #: 29933 ZIP: 32907 ZIP: 32907 NAME: MICHAEL ANDERSONIAB DESIGN GROUP LLC I UFA / p ADDRESS: 2194 HWY AIA, SUITE 301 CITY: INDIAN HARBOR BEACH STATE: FL ZIP: 32937 PHONE (DAYTIME): 321-802-3591 FAX: SLCCCr 9123109 Revised 06130117 AUG 0 6 2020 Y .' 14'-0' 4'-4' 21'-4' 39'-B' ilnrylr a3.Nrnn 1 T PICRL )' S£iBACK CGW@ ET UBEUNC AND WAONO SHINGLE ROOF B F-110� PLUMB REVIEWED Iw�I JA I'k !l, PLC' Alta 3sf C Labeled End Mark NOM. DO Na" OUT OR AUMR TRUSSESMd. N BE A OPEC WRNSLt PRIOOR�VRIREN APPROVALBYMR SCRAM RGES Total Truss Quantity = 75 nmRaDRATa.+"D aa�OFAMMC&INC. 8"-29'9487 USS PLACEMENT PLAN. ITS INTENDEO TO AID IN THE INSTALLATION OF TRUSSES. ENGINEERED TRUSS CRAVINGS AND ME ST. Lucie County, General Notes nN wd w dd.� E)NMrn.bb�M®u(o �w NN 8)NAs Wgbb'OG uM dA.vb� 4) fr T.— W.ILL�b 62fi1 �mda �1 M<vrlq IeN 4 {bm d. miun qMq IS GL 4.® tl..p. b 4 �d�d.ImNun�.A'44w.ob �rd� 4 D9-0I fv m/ 6TYd bNq ROOF LOADING gSCHEDU PSF FA e LD � BCD. 10 RIT TOTAL 99 P9F DURATION = 125 S YANG 9P0/DPP I00 RNCIAX G EXPOSURE -IC USAGE - S DES RRAL CAS R MID IMPORTANCE FACTOR 1 DPDFIS BASED Otb 9.2 p9F DESIGN CRITBRLI PBC BE RPI 2014 I emmv eb'I'uN! .v.�ieum. �mmm�np • �. m�.. Gr. bm mvm n.up.. Wimeil lo�ply �6 Mgv.bJYn FLOOR LOADING SCHEOUL TOLL PSF TOM = PSI, BWL PPS TOTAL PSF ROOF DMONW MR SHINGLE Ail. REIWiONBANO VPIlfT9 ARE MOW ON RNGBIE ENG WALL KEY fie'-e• am ivnOR 'm art lan7-Dral®n4x EN. aiT 33MO MOM I FILE C®I .99 PaIX Pql <WIECIYL TPICAL 3' SETBACK CORIERSET LABELING AND SPAONG 14'-0' 4'-4' 21'-4' J9'-B' PLUMS Labeled End Mark NOr2 DO NO, y, 1 ,,. NOT BE AC 6 WIINDUf PWONNNARIOE�MPR & W OTAS CR SEiVIBACK CYMaR Total Truss Quan 4lty = 75 )wAmV4 R AT CWENTER CaNRULr01rs of MEJUCJ. INC. 637-233-303 THIS IS A TRUSS PLACEMENT PLAN. ITS INTENDED, TO AID IN THE INSTALLATION OF TRUSSES ENGINEERED TRUSS DRAWNGS AND ARCHITECIURALS SUPERCEOE THIS DOCUMENT. SHINGLE ROOF 2A 6 Q•1ZD,� General Notes i) pu{Pe.3v as9 am na mme w nA LbMV VanW WP�YMmmEPp Y)NmT. bb3yAn 111S0 mo b�M4 nm 9) N h9 qa'q b IJ' OL uYe pAetu NM Q Ib inm PL bAfib D901 nmcnmm� Iv�{aY91ala' 0.0 m0�be X b b rysltl d v mMvn tl 3f dlww mA �_�evm®-eb'� gmP3N bmv ROOF LOADING SCHEDULE = 720 PEP BCDL BCIL PSr[ PS 10 PSF TOTA TOTAL ST PSF DURATION 1006 I25 x YANG BPD/TPB• BNCMISB➢ BUDRG EXPOSURE C END IMPORTANCE FA CAT D KENO IMPORTED O FACTOR=1 UPUFTB EASED 09b 92 PSF DESIGN CRITERIA FBC 201T TPI 2014 pabml� WbavbJ6n FLOOR LOADING SCHEDUL Tm - PSF WDL m PEP S OL a PSF TOT& PSF ROOF DMGM FOR SHINGLE AW RCACE[ONS AND UPBTE•I3 ARC SROBN ON BNGD16 0 WALL KEY DEsmvn3x er. CARPENTER B00000 B00000 CONTRACTORS OF AMERICA a9a3 AvaNa G. x v. VIMFA MAVEN 9IfR3nq 3363D PH0£ Mp 29K9 406 PA» te63) 100 BUILDER➢A RORTOR Ea'AIRBID6 PROJECTCI¢IX.WOB MODEL 1020/GUI//4BBB M/ 1B2®F/ o¢ ALT ALT OE50LT2 Ml£DAIIAOID OAVAII OTC 2214 TRDa94 CDiCIS LOT 68 'BLOCK DESIGNER PAGE 1 3 7 (3L 4554504R 11 4 .=1' B Builder: Project: Model/Building: Lot Alt: ENGINEERING PACKAGE DR HORTON / STATEWIDE 182 E D, F Lot: 5 — Block: Address: 3214 TRINITY CIRCLE Unit: JobNumber N334504 r°�m �0® Revisi ate: n m 0 New Load #: RH01 m_----------- 9f � r�0 4 .4 m m� 0 m CARPENTER CONTRACTORS OF AMERICA, INC °i C 3960 AVENUE G. N.W. 3 o v WINTER HAVEN, FLORIDA 33880 I PH (800) 959-$806 FAX (941) 294-7934 ALPINE March 13,2019 mrrwc&� Mr. Bob Michaelis Carpenter Contrgictors of America, Inc- 3900 Avenue 0, Northwest Winter Haven, FL 33860-6201 Re: Alte,mativ6 Ifistillationisfor a single plq carried truss with a width less than the hanger width, .and Wood.blocking,to achieve full design load value for face -mounted . hanger attachmentbri a one ply supporting girder (Reference ddtall_WA37-02): Dear Bob, F&a single Ply carried truss with a. width less than the hanger width you can install a. prefabricated jack scab.truss (*) for wood.filler bi.Q,ckihg. The chord sizes,;chord grades, and Alpine: cbrinectorplette(s) to be the. same as the single: ply carried truss. The prefabricated-jackscabtruss have aminii-prum length of 4W and will haive-a minimum pitchrof 5./..12,, The single.ply carriedIcuss; shall have reaction of 3,506# or less. Attach tach prefabricated.jacKscab,truss. with two. (2) rows of 0.12WxI07GUn Nails atZ' O.C. per row, staggered I" (See Fig&6 I below). Please,refer to the Simpson Strong -Tie Catalog C-C 2,019;.page 216.kFigure 2� for more information. Figure-1 Fora single plY.gifderthat requires Wood blocking to.achieve,full design l6ad..valud for face -mounted ' hangers attach one wood block to the . back face of the single ply girder with the: same size and grade as the bottom rh&r8.qf the sing - le ply girder. The'wood block length to be such thattheWood blocking extends to each adjacent panel Poihts.(webs and botto m chord inters.ections), Attach wood. block with'two', , M rows of 6.1213�x&V'G'on Nails ata" O.d. per row.,staggered 3.0" applied to the 675o Forum Drive Suite 305, Orlando, FL 32821,. (8061 621-9790 - (863) 422-8686 -.www.alpineilw.com ALPINE Mnwcdm� single ply girder face; With an adOitional,(20) 0.128"x3ff Gun.Nails at each. panel point appiledtothe, wood block face (See Figur.0'2 Wow). Please refer to the Si'm-psoh 'Strong Tie -Catalog CwC20.1 9, page 216, Figure I for inore information. Figure Z' ....... ...... .. . .... ........ . . The application of prefabricated jack scab truss for Wood filldr:blockind or wood blocking to.achieve full design load value for face -mounted hangers. Must be approved by the hardware manufacturer: All edge and end distances, and spading: for all nail connections must be sufficient to preVent-splitting of Wood. If I can,be of any furtherassistanqe-or if you have any:questions; please give me a call. Na..7006.1 STATE 6"ti William H. Krick -RE. Chief Engineer Alpine an ITW Company 'bepartme De partment nt Orlando, FIL 6750 Forum Dfiv&Suite 306.:Orlarid6,.FL32821 -(800)521-9790-(863)422-8685 www.alpineuxorn ALPINE Mwcw� April 26, 2019 Mr. Bob Michaelis Carpenter Contractors of Affienaa, Inc. 390DAvenue Gj Northwest Winter Haven, FL 33886-6201 Dear Bob, R6' Strongback bridging on tbbf trusses. I understand there is some concern over our recommendations for strongback bridging on rooftrusses. Strongback bridging for roof trusses is note requirement of ANSIIITPI 2014 nor is it a requirementof the Building Cornponent Safety Information .(BCSIj. But strongback bridging on roof trusses 19 recommended, -by Carpenter Contractors_ of America. Strongback bridging serves the, following two, functions: - One, bridging aligns the bottom chords after they are. set ;so they are uniform, along the ceiling line And helps-With-c�eiilmg serviceability - Two; bridging reduces relative deflection of adjacent.trusses:. Strongback bridging'.do6s riotprevent or reduce overall individual deflection, especially any roof trussesdefiectin, 6 more than 1/4" Inch. .. ... .... .. .. ....... ........ . . Strongback bridging in roof. trusses does not serve as:temporary .or permanent bracing :and is not intended to .distribute. or share design loads. between trusses. Consequently, no design loads -have been accounted for With thig.detail and continuous strongback.bridging -should not bd.attached b(ft6en comrnon and girder trusses. The, use of strongback bridging shall not.in 9nierfere With other design considerations as soecifiedby the Engineer of Recordor'ttie Buildin6besigner. The outerends of the strongback bridgingshall be attached to a wall or another secure end restraint or a.s.specified'by the Engineer of Record orthd Building.Deisiiner. Strongback bridging*shall be a. minimum of 2x6.nominal Iumber. oriented with the depth vertical. Attach with (3), IiSd pqrqii.ion na,ils. (0.1.62"x1T). nails at. each intersecting membet. When extending the strongback bridging oveflap by At a.minimum of two trusses", The1ocation, of the: strongback bridging maybe specified by tKe Truss Manufacturer, Engineer of Record, or Building Degigner. Please ref& to BCSI "Strongbacking Provisions" or to Apine ST.RB,RI8R1014 detail for more Information. The graphic shown (FigUre_. 1) is forgen6ric illustrative purpose only.. .6750 Forum Drive Suite 305, Orlando, FL3282t- (800) 521-9790,- (863)422-8685 w*mWpineitvv.com �14 A. s zic�( 10 isrole,11 Figured... If 1. can be of any further assistance' orifyou have any questions, please give me a call.. William.H.Krick P.E. Chief ;Engineer Alpine an ITW- Company Engineering Department -Orlan.da, FL 32821 5760 Forum Drive Suite WE, Gdarido, FL 32821 4 (800) 521-9.790 - (863).422-8685 Www;alpineitw,.corn NOTE, AN ./-0- 41 "D' 2x6. ,I and 2 are the BRIDGING RECOM TH 10d:BDVGUN .S INA RQWV AT dttachmerit Methods STRONGBACK BRIDGING., . Q R XNTS :to IV V "ev Unto.2 't dim P&N wu Modn6w� qDATION,S w- Alt scab.. -.on blocks shall, be: (x minimum. .2--4 'stress graded :(umber..' o-AU.strongback bridging and bracing shall be: a minimum 2i 'stress graded lumber! mi-Tbe purpose of strangback 6rId6Ih% Is. to develop load sharing between Individual, trusses, resulting In an overall Increase In the stiffness-f• ��o4he. floor. system; -2x6 strongback bridginM .positioned. ,as ahbwn In detalls, Is recommended at 10' =0' o.c. (max;) t-The terms 'bridglnb' and :'brddhg' are sometimes mistakenly �usecl Anterchangeably. 'Braclhg" Is on I'Mport6nt structural requirement bf any floor or roof 'system. Refer to the Truss. Design TrqwInq UDD) for the;.broclng rL�cjulr'ements fbr each InclIVIduat' truss component. 'Brlclglng,,' particutarLy 'strongbadWbridgIng' Is a� L rec6mm*enda�tldri for or a truss'system to help contr,ot. vlibrivtlon. In: acidition; to oldlrig- In the. distribution of point loads between adjacent truss, s�trongback bridging, serves% to; reduce 'bounce' or rest6tuat vibratloh resulting, From moving point loads, such as footsteps. ' * THe Performance of all floor Systems -are enhanced by the Installatk)h of stron gback bridging and therefore Is strongly recommended by Alpine, For addItIonat Infok ' hatloh regarding stroh9barli< bridging, refer to SCSI (BuILdIn'Q Component Safety information). LL PSF No. M151. Te ;PSF ij) L PSF LL ?SF iTA. Xl M-D. PSF .kL'A96S�'Faid S' .�x �9 -. Fr_ _ f II � $n I t wiAka -. : ' � "(�.� `:"-'�.•' .aa,�uTiuV�J5�9£.�Ka!•.mt�I.�it�os•�'4?� ar»...::..:-,. � ', Ikf ii0}BSti1ra 4H hd'' ? E �,SISfJsd+� �M 1pq a GustiRS:ar'�1�i Aaz� A of ST ie art as �a sd � � u�i�a � aFFrr 1�u��391 . � ii08y 1 � Milt N 4taN: sl �uua 'XhE: kui 7 � ' iH�l�' �1� 6 �b44 a,4tl4 E}HFllD � OHq Seklviit `tlOp�Cll. Eib `�iNI�/Eli1 �hPIc! 1VXVxkidDFlydi� 35tC3N jxu V13 KonSl��O��Egc7i5ddniftpvti N 1 '©�t{IAtl�kf SY' :��^ _ u ayzrlOH 'SS5shlhlJ .8d hd. ON fls61JO -9 61. �kf+!' woo9,.twld I 3S6Yd ' 7N211J�'SM IV if3l+f NDI Afitl� BNtE Via. SkBi iYtl dl ax rytYc�d AN:jtr6las ;ucr Cracked or Broken This drawing specifies repairs for a truss with broken chard or web member. This design Is valid onlyy for single ply trusses with 2x4 or Exs broken members, No more than one break pper 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, Applone scab per face. Minimum side member length(s) _ (E&L) + (B) Scab member length (S) must be within the broken panel. Nall Into 2x4 members using two (2) rows at 4' oz., rows staggered, Nall Into 2x6 members using three (3) rows at 4' o.c„ rows staggered. Nall using 10d box or gun nails (0,1281,0, min) Into each side member, The maximum permitted lumber grade for -use with this detail Is limited to Visual grade 01'and MSR grade 1650f. This repair detail may be used for broken connector plate at mid -panel splices. This repnlr detail may not be used for damaged chord or web sections occurring within the connector plate area. Broken chord may not support any tie -In loads, 3. L �Typl of F- 1 + o + o + o' + o o + o + 0 + o + Stagger agger = Back Face Ad Box (0,128''b x 3', min) Nallsi = Front Face 2x6.Member - TrrioleeRowwStaaoereE NaIL , M it NO... 1333e WIhnl DOw Elm CRY, Mo 63045 adna Detall u.ep .w an a�wimp Member; Repair Detall Load Duration = 0% Member forces may be Increased for Duration of Load Maximum Member Axial Force. Member; Size L SPF-C HF DF-L SYP Web Only ' 2x4 12, 620# 635# 730# BOO# Web Only 2x4 18, 975# 1055# 1295# 14150 Web or Chord 2x4 24 975# 1055# 1495# 1745# Web or Chord 2x6 1465# 15B5# 2245# 2620# Web or Chord 2x4 30 1910# 19600 2315# 2555# Web or Chord 2x6 2230# 236541 3125# 3575# Web or Chord 2k4 36, 24700 2530# 2930# 3210# Web or Chord 2k6 3535# 3635# 4295# 4745# Web or Chord 2x4 2 , 2975# 3045# 3505# 3835# Web or Chord 2x6 43954 4500# 5225# 5725# Web or Chord 2x4 3460# 3540# 4070# 4445# Web or Chord 2x6 5165# 5280# 1 6095# 6660# L L L Dl.tene M Nnun , , REF MEMBER REPAIR DATE 10/01/14 DRWG REPCHRD1014 f�Sy ^Yr ,Sixmpsgn Strong:Tf ,° Kbod,C' stn/ctton Conne6&t Face-MountHangers• • SCL 0 FI 0 These products are avalhble with additional corrosion protection. For more information, see p. 15. Codes: See p.12 for Code Reference Key Chart. Actual III Joist ,,Size .Model,.. No. .Carried Member Dimensions, (in.) Mint Max. . , Fasteners •° (in,) ° Allowable Leads Code Ref.: ' � �s _ ;„ Web Stiff -- Re4d. W ( H B :' Face. - - Joist �- ^ OF/SP I SPFIHF Species Header i Species Header Uplift 060) Floor (100) Snow -(115). Roof i FlooriSnow (125)' (100) '(115) 'Roof (125) IUS2.56/15 - 2% 78 2 Min. (14)0.148 x3 70 1,660 1,805 1,80511,425 11,555 1,555 Max. (16)0.148 x3 - 70 1,805 1,805 1,805 1,555 1,555 1,555 21h x 16 M11.12.56/16 - 29/1.1 15'H6 1 21A - (24) 0.162 x 3'h (2) 0.148 x 1 h 230 3,455 3,920 4,045 2,970 3,370 3,480 U314 ✓ 2ahs 101h 2 - (16)0.162 x 31h" (6)0.148 x 1'h° 970 1,945 2,205 2.375 1,675 1,895 2,045 HU316 / HUC316 ✓ 29,4s 141/e 2'h - (20) 0.162 x 31/z (8) 0.148 x 11h 1,515 2,975 3.360 3,610 2,565 2,895 3,110 IBC, MIU2.56/18 -. 1234s 1T/w 21h - (26) Q.162 x 3h (2) 6148 x 1 h 230 3,745 4,0451 4,045 i3,220 3,480 3,480 Lp 2'hx 18 HU3161 HUC316 ,'• ✓ � 2%.1 141e ' 2h ' - 20'0162x3/v ( } ' (8)0148x11fi 1575', 2,975 3360 3610;2,5652,695 3170` 2'h x 20 MIU2.56/20 20i4s 19'Fs 21h - (28) 0.162 x 3'h (2) 0.148 x 1'h 231) 4,030 4,060 406013,465 3,495 3,495 21hx22 to 26 'MIU2.56(20 `. 11 2%isI '19r% 21h - (28)O.162x3'h (2)0.148 x1'h 230,4,030 4.060 4,060 3,46513,495 iiiiii 3495 2sto 26h [0 26 2/is° wide joists use the same hangers as 21h" wide joists and have the same bads. MIU3.12/91-1- 31/ 9Mc 7 21h - (16)0.162 x 31h (2)6.148 x 11h 230 2,'305 2,615 2,82011,98012245 2,425' 3x9h HU210.2JHUC210-2 ✓ 31k j',. 894c 21h! Max. p8)D.162x 31h {1D)©:14Bx3 4,7r•5 2,600 3,020 3,25D)2,305;:2,605 2800 IBC, 'A MIU3.12/11• - 3h ' 11h 2h ' - (2D) 0.162 x 31h (2) 0.148 x t h 230 2,880 3,135 3,135 2,475 2,695 2,695 FL, 3 x 11 HU212-2I HUC212-2 •� ✓ 3'h 10TSs 2'h Max. (22)0.162x3'h- (10)0.148x3 1,795 3,275 3,695 3,97012,820 3,180 3,425 LA ' - HU325fl21HUC325/12 . - 3'1/. ilj44 2'1h - (24)D.162x 3'h (12)6:.Wx3 ?{'3,F. 3„570 4,030 4,335j3075;$470 3,735' gg 4 E' HU325116/' ' HUC3 25(16 .; 3Y. `= '1397js� 2'h Min (2D)0.162x 3h (8)0748x3 1,515 2,975 3,360 3,61012,56012,890 3,10S Max. (26)0162x3h (12)0:148x3 R^ l,,y£3870 4,365]418953,330. 3,755 4,04Q 3'h ghWm HUCO210,725DS 3'/4 9� 3 - (12)'/<''x21h SDS (6jy x:21h°SDS 1.3* Y#319 3.315 4'+£: 3-600 3xTD "a 7tl: FL HGUS325/10' vY . ^ 8'Ja ; 4 - {46i O,T52x 31h (16) 0762 x 31h 9 095 9.1D0 9,100 9100 825 ',7825 1 7,825: IBC, - 'HGUS325n2 `• 3'/4 t0% 4 - (56)0,162 x 31h (20)O:62 x 31h 5040 6,400 9400 9400' 8,085]8085 8085. FL 166 LGU3.25SDS - 3'/4 Ste 3' 4'h - (IQAA :X,2h°SDS (12)Ya�;1c21/z"SDS 5,555 8720 7310 5.31�]4,840 5,2B5 5,26a HHUS46 - 3% 51h 3 - (14) 0.162 x 3'h (6) 0.162 x 31/z 1,320 2,785 3,155 3,405 2,395 2,715 2,930 3h x 5'A HGUS46 - 35.4 4A_ 4 - (20)0.162 x 31h (8)0.162x 3'1h 2,155 4,360 4,885 5,23013,750 4,200 4,500 HUS48 - 3s.4s 61'Ss 2 - (6)0162x3'h (6)0.162 x31h 1320 1,595 1,815 1,9601,365 1,555 1,680. '31WI/44 HHUS48 - 3sh' 7% 3 - (2210.162 x 31h (8)0162x 31h 1,7S3 4,210 4770 5,14013,615 4,095 4,415! i= HGUS48 3s%i 79, 4 (36}0762x31/z (72)0.162x3'h 3,235 7,460 7,460 7,460 6,415, 6,415 6,415: IUS3S6/9.5 - 3%1 91h 2 - (10)0.148x3 - 70 1,185 1.345 1,455; 1,020 1,160 1,250 MI1.13.56/9 - 39hs 1 894s 21h - (16) 0.162 x 3'h (2) 0.148 x 1'h 210 2,305 2,615 2,820 11,980 2,245 2,425 U410 ✓ N6 8% 2 - (14)0.162 x 3'1h (6)0.148x3 970 2,015 2.285 2.465 1,735 1,965 2.120 HUS410 - Ns 814s 2 - (8)0.162 x 31h 1 (8)0.162x 31h 2,990 2,125 2,420 2,61511,820 2,070 2,240 HHUS410 3% 9 3 - (30)0.162x 31h (10)0.162 x3% 3,565 5,635 6,380 6,445 4,845 5,486 5,545 31hx9'A HU410/HUC410 ✓ 3a/is 8% 2% - (36) 0.162 x 31h (12) 0.162 x 31h 3,235 7,460 7,460 7,460, 6,415 6,415 6,415 HUCQ410-SDS - 3'/,. 9 3 - (12)'/4"x211W SDS (6)Yl'x2h°SDS 2,265 4,500 4,500 4,5003,240 3,240 3,240 HGUS410 - ash 9Hs 4 - (46) 0.162 x 31h (16) 0.162 x31h 4.095 9,100 9,100 9,100 7.825 7,825 7,825 IBC, LGU3.63-SDS • • - 3% 8 to 30 4'h - (16)1/4* x 21h" SDS (12)1/V x 2h" SDS 5,555 6,720 6,720 6,720 4,840 4,840 4,840 Lp MGU3.63-SDS - 3% 91/4 to 30 4'h - (24)'Au x 21h" SDS (16)1/4" x 2'h" SDS 7,260 9,450 9,450 9,450 6,805 6,805 6,805 IUS3.5e17i it - 3%'.. "10.' 2 - (140.148x3 - - . .'0 7,420 1,615 1,745i 1,220! 1,390 1,485. MN3.56I71 - 3%4 :11A" 21h� - (20)0,1,62z 31h (2)0.t48 xt1h 210 2:880 3135 3,13512475 '2695 2895 U414 ✓ 3'46 C 10 2 (16) 0.162 x 3'h (6) 0.148 x 3 970- 2,305 2,615 ]2 820 1,980 2,245 2,425' HHUSdo - 3% 9 3 _ (30)0,162 x 31h (10)0.162x 31h 3,565 5,635 6,380 t6,44514,845 5486 5546 k HUS412" - ]3% "106 2 - (10)0.162 x 31h (10)01612 x3h 3.435 2660: 3.025 3,26512275. 2,590 2795'. ( 31hx 11 r% HU412/HUC412 - 36346 1034s 21h Min. 06)0.162x31h (6)6148 x3 1,135 2,380. 2,685 2,890121050` 2,315{2,490. Max. (22)0-162x3h (10)0.148x3 - 1,795 3,2753,895 3,9702,820 3,180 3,425' HUC0412-SDS -,3SI6: 11 - (14)1A"x2'h°SDS (6)'A"x2'h°SDS 2;2�-a .o.045 5;0A5]S,D45+`s,E36'.: 3,630 3,63C HGUS4121 - 36A 10°hs 4 - (56) 0,162x 3'h (20) 662 x 31h 5,046 9,400 9,400 9,400 8,085, 8,085 8,086 LGU3:63-SOS 3'%' Sta 30 4h.'- (16)1/fx2'/f SDS (12j11ex2'h"SOS 5',555 6,720 6,720 6,720]4,840'4,840 4.840. MGU3.63-SOS !',. -, 3% Ohto 3D 4h - (24)?�i'X2'h' SDS (16)Vi'x2h"SDS 7,260 9A50'9,450 9,450jfi,8D51 6,805 6,805 HGU3^63-S6S - 3s5A : it t63Q I 4'h '- (36) Ile x'2h SOS (24) I/V x21h" SDS 9,460 ,$160 13160 131�3(9,d75. 9,975 9,47 46 See footnotes on p. 150. rSIMP$ON Adjustable Truss Hangers �aeenEn A W This product is preferable to similar connectors because ref (a) easier installation, (b) higher loads, (c) lower ins tailed cost, or a combination of these features. The THA series have -extra long straps that can be field -formed to give height adjustability and top -flange hanger convenience. THA hangers can be installed as top -flange or face -mount hangers. THA4x and THA2x-2 models feature a dense nail pattern in the straps, which provides more installation options and allows for easy top -flange installation. Material: See table Finish: Galvanized. Some products available in ZMAV coating. See Corrosion Information, pp. 13-15. Installation: • Use all specified fasteners; see General Notes. The following installation methods may be used: • Top -Flange Installation — The straps must be field formed over the header — see table for minimum top -flange requirements. Install top and face nails according to the table. Top nails shall not be within Yl from the edge of the top -flange members. For the THA29, nails used for joist attachment must be driven at an angle so that they penetrate through the comer of the joist and into the header. For all other top -flange installations, straighten the double -shear nailing tabs and install the nails straight into the joist. • Face -Mount (Min.) Installation — Install face nails according to the table, with at least half of the required fasteners in the top half of the header. Not all nail holes in the snaps will be filled. Nails must have a minimum rh' edge distance. Straighten the double -shear naing 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 entirety below the header. • Face -Mount (Max.) Installation — Install face nails according to the table. Not all nail holes in the straps will be filled except for the following models: THA29, THA213, THA218 and THA413. For all other models with more nail holes than required, the straps may be installed straight or wrapped over the header, with the tabulated quantity of face nails installed into the face and top of the header. The lowest four face holes must be filled. Nails used for the joist attachment must be driven at an angle so that they penetrate through the comer of the joist into the header. • Uplift — Lowest face nails must be filled to achieve uplift bads. Options: • THA hangers available with the header flanges turned in for 3s/e° (except THA413) and larger, with no bad reduction — order THAC hanger. Codes: See p.12 for Code Reference Key Chart 13hi for THA0422 for 22-2 a2s-2 6THAG422 q THA41 S 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. ® Double -Shear DouSH- Nailing Dome Double -Shear Shear Nailing Side Vew Nailing Side Mew; ` (Available on Top View blend tab some modes) g!!! t'W Qa' 6THA29 Double 42— 2face nalls Use full table value IWA Single S, nailer 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 'er to tnote 5 p.18T 86 Simpson 5tronq-Tie®"World Construction Connectors - -- - 4- Adjustable Truss Hangers (cont.) These products are available with additional corrosion protection. For more information, see p. 15. SIMRSON` Model No. Model No. " ,. Via" Dimensions (in.) - C Min: Top Flange Min. Header Depih� _ Fasteners. -, _ (in.) - Carrying.Member Carried :,`Face Member ioP DF/SP Allowable Loads ,UpIiIf Floor Snow Roofl (160)� (100J (115) Wind, (1251160) SPF/HF , Allowable Loads - Uplift Floor' Snow, _ Roof/ (16D) "(100}.. (175) Wind (125/160) Gode. Ref.: �1'h s 'F � To Flan elnstalla6oh f THA29 16 1,/8 9'Ns 5Ye - (2)0.148x3 (6)0.148x3 (4)0.148x3� 525 1,750 1,750 1,750 450 1,330 1,330 1,330 2446 - (4) 0.148 x 3 (6) 0148 x 3 (4) 0.148 x 3 525 2,611 2,610 2,610 450 1.,985 1.985 1,985 THA213 18. 1% 13346 5Ys 2 - (410.148x3-. (,2)9.148x3 (4) 0.148 x 11h •- 145 1:-80 1,C60 - 1116. i110 "yt'1t"1 " THA218 18 1% 17% 51h 2 - (4)0.148 x3 (2)0.148 x3 (4)0.148 x 1112 1460 1460 1,460 - 1,110 it10 1710 BC, .THA2182 16:-3'/e ll?Rs 8.. . - 2 _ ".(4)fld62x3h 1 r j2)0162X31;(6)0148x3=_- c 1_c01's9S 1 -.T.49Cr-351v 1y1� FL, THA222-2 16 3'/e 22$6 8 2 - (4) 0.162 x 3'h (2) 0.162 x 31h (6) 0.148 x 3 - 1 96C 1,995 1,995 - 7,490 1,515 7,575 LA TWA413 118.'S6h 13§i6 41. '2a .-. (4)0:148 x3 6 0.148 x 3 ;: ;(4) 0.148 x 3 t a, 0 1,5a!1' - " 1,76`a:: k,too , ' 4,';S5 - THA418 16 3% 17'h 7% 2 - (4) 0-.162 x 31h (2) 0.162 x 3'/i (6) 0.148 x 3 - 1,960 1,995 1,995 - ':490 1,515 1,515 THA422. '16 31/e 22 7% 2 - '(4)0]62x 31/2 j20162 x 3Ya,_(6)0.148 x 3 1,56`3 T.,305 1,9E5 - r49L 1 1,515 THA426 14 34'e 26 7rh 2 - (4)0.162 x31/2 (4)0.162 x3h (6)0.162 x3h - 2,435 2,435 2,435 - 2,095 2,095 2,095 LHA422-2 .14 71hr226%6 'Ks 93'i 2 - (4) 0162 x 3' ":(4) 0.762 x 31h! (6) C.162 X 3h - " 3,330 %330 3,330 - 2,865":": 2865 , 2,865 FL THA426-2 14 7% 9°/4 2 - (4) 0.162 x 3'h (4) 0.162 x 31h (6) 0.162 x 31/1 - 3,330 3,330 3,330 - 2,865 2,865 2,865 1i°sv 1 THA29 18 1ia 91146 51A 1 91%, - (16)0.148x3 (4)0.148x3 525 2,265 2,265 2,265 450 1950 1950 1950" PA213 .18 15/e 13§i6-5'h 133'ie'' `•-= ".(14)0.148 x3 -"(4)0.148x3 '851 2045: 2940 '1,4aU 7351'.'f80 2010 °'4105 THA218 18 1 % 17046 51A - 179'+6 - (18) 0.1480 3 (4) 0.148 x 3 855 2,450 2,450 2,450 735 2105 2105 2105 ?HA2182 (6 '.$Ye q% 8 - 141446. _ :- (?_4 0.162 x3'h(8) 0.162 x 31h 1,855 33jC ,9310 a, ,'u- - 1,595 ~r R4r � 284a 2.845 IBC, THA222-2 16 3'/6 22i46 8 - 1414s - (22) 0.162 x 31h(6) 0.162 x 31h 1,855 3,310 3,310 3370 1,595 2:845 2,845 2,845 FL LA THA413 18 3% 131f6 411h '-' 13i4 - (140148x3. (4)0.148 x3 ,855 20,46 2340 2,450 735 ;2760 ;201,0 2105. THA418 16 3% 17112 77/e - 14'Ss - (22) 0.162 x 3Y� (6) 0.162 x 31h 1,855 3.310 3,310 3,370 1595 2;845 2,845 2,845 THA422 16 ' 3% "3% 22 7r/e -; 1454s „ - (22) 0.162 x 31h (6)0162 x 31h 1,855 3,,ilO -,SID IVC, . 1595 ?„845: 2.845 : 2,345. THA426 14 26 7r/e - 16% - (30) 0.162 x 31h(6) 0A62 x 3'h 1,855 4,415 4,46D 4,480 1.595 3.795 3.855 3,855 7FIA4222 Y4 7h 221Y`i 9'/i' 16M6 _ (3D)0d62x3°h,-(6)0-162x3'h_ 1;855 5,170 5520 5,520, 1,595 4,445 !4,745 t 4,145 FL THA426-2 14 Th 26h6 9-A - 18 - (38) 0.162 x 31h(6) 0.162 x 3'h 1,855 5,520 5,520 5,520 1595 4,745 4,745 4,745 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. 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 tabuated values. For single 4x2 top chord or nailer applications, refer to the Nailer Table, 4. Face -mount instalation bads are based on a two-ply 2x carrying member minimum. For single 2x carrying members, use 0.148" x 1 h' net Is in the carrying member and tabulated fasteners in the carried member, and use 0.80 of the table value for 18 gauge, and 0.68 of the table value for 16 gauge and 14 gauge. 5. For the THA 2x models, one strap may be instaled vertically according to the face -mount noting requirements and the other strap wrapped over the truss chord according to the top -flange nailing requirements (see drawing on p. 186) and achieve full tabulated top -flange installation loads. 6. Refer to installation instructions regarding fastener installation into carried (foist) member. Based on the installation condition, nails will be installed either straight with straighted double -shear nailing tabs or slanted. 7. Fasteners: Nail dimensions in the table are Isted diameter by length. See pp. 21-22 for fastener information. 18 LUS/MUS/HUS/HHUS/HGUS Face -Mount Joist Hangers QER aG�a � This product is preferable to similar connectors because '� of a) easier installation, b) higher loads, c) lower vA qjr installed cost, or a combination of these features. The double -shear hanger series, ranging from the light -capacity LUS hangers to the highest -capacity HGUS hangers, feature innovative doubt; -shear nailing that distributes the bad through two points on each joist nail for greater strength. This allows for fewer nails, faster installation and the use of all common nails for the same connection. For medium -load truss applications, the MUS offers a lower -cost alternative and easier Installation than the HUS or THA hangers, while providing greater load capacity and bearing than the LUS. Material: See tables on pp. 194-195 Finish: Galvanized. Some products available in stainless steel or ZMW coating. See Corrosion Information, pp. 13-15. Installation: • Use all 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 CDouble -Shear Nailing SideView Do not bend tab Dome Double -Shear Naiing Side View CC(Available on some models) 1'for 2Xs 1us for4Ks� d . . H C /_w B VLUS28 V HHUS210-2 SINI'Os ON, .s�om 21 Off rir a r 2 6HUS210 (HUS26, HUS28, and HHUS similar) HGUS28-2 Typical HUS26 Installation with Reduced Heel Height (multiple member fastening by Designer) 19 :.'75impson Strong-Tiem'Wood Construction Connebtors SIMPSON Face -Mount Joist Hangers (cont.) Ss ss 10 s5 > Model No: Mint' . I Hee1`Ga. Hetghl, Pmiensians (m.) '- .6,.. Fasteners = W - ^ H P Carrying' �. ::Member Carried Member: Single 2x Sizes LUS24 - 2vc, i 18 194s ,13Ye 14: 0.148 z.3- - _ (4) ..- ' (2j 0,148x3 WS26 .-0'W 1 A. 'd4Y. 131 „ (410-148,x 3. {4) 0.148 x 3 MUS26 41u. 18 111. 504. 2 (6) 0.148x3 3 (6) 0.1480 HUS26 4i5. 16 1s/. 5% 3 (14)0.162x3'h (6)0.162x Th HGUS26 5ia "5 (200.162 7c3'h 8)0162X31k WS28 44'i• 18 1`$ic, ,':6s/e 13'i ,; (6(0,148%3 (4)0:148x3*-- MUS28 68;. 18 19A6 6% 2 (8)0.148x3 (8)0.148x3 HUS28 61k is- 1% 7 3 (22)0.162 x 31'A (8)0.162 x 31h HGUS28 681. 12 1% 7'h 5 1 (36)0.162x 31h (12)0.162 x 3'h . 18 1'-Y,. 7;. 1i'a4 . (8}.01480 (4) 014$:X3. '.. HUS210. 8a/s " : 16 1 % `:9 3 j30j-0.162 x 3'A 1 (10) 0.762x3'h HGUS2101 8N. 12' 1% s91h ' 'S j96j0362 x:31h (76)0?¢2 ic3k 1. See table below for allowable bads. These products are available with additional corrosion protection. For more information, see p. 15. ® For stainless -steel fasteners, see p. 21. Many of these products are approved for installation ®1 - with Strong -Drive• SD Connector screws. .See pp. 335-337 for more information. ` Model No. OF Allowableloads - , ,. :. , Upfiftt Floor Snow: Roof WindUpliftl. (160)•I1t5j�" SP'Allawahle Loads =: Floor .,Snow Roof Wmd (100) "{i15j SPF/HF Allowable Loads• "' Upliftl :'Floor Snow,Raaf Wmd Coder- Re,:. Single 2x Sizes LUS24 ` 3 , :670 765`. 820 1,045; .e z35+ 725� " „'825 896 2: U0 1 495 565 ''-'605 I'. 770 LUS26 1,165 865 990 1,070 1,355 1,165 935 1,070 1,150 1,475 865 635 725 785 1,000 IBC, FL, MUS26 430' 'i,295 1,480!�. 1,560 1;568 930 �1,4 55 7,560 1 C69 , -r`6v0 810 :' 955 " 1-.000 1,180 ; l; s3 LA HUS26 1,320 2,735 3.095 3,235 3,235 1,320 2,960 3280 3,280 3,280 1,150 2,350 2,660 2780 2,780 ;HGUS26. Si% ':4,340 4,850' ,5,170 5;390= 87S '., 4,690 ',5,220 5,390 -51390 780 :`3,225_ 3,610 3,870 2,985., IBC, FL LUS28 1,165 1,100 1,260 1,350 1,725 1.165 1,195 1,360 1.465 1,,30 865 810 925 1,000 1,270 MUS28 .7.S20, 1,730 1,975 -' 2,125 2;255- 1X0'.:. 1,875 2,135 2,255 ,?-25„r 1,150. 1,270 1,455 9,575 : 1,955 , IBC, FL, LA HUS28 1,760 4,095 4,095 4,095 4,095 1,760 4,095 4,095 4,095 4,095 7,480 3,520 3,520 5 3,,,20 3,520 1{GU528. 1,0 3; 'r,2?5 7,275a .'7,275 7,275 r5u^�s3. '7,u.5 -77275 7,2751 `7575 1,3`25• : 3,b70 '3,820 3,915'- 4;250 IBC, FL LUS210 1'165 1,335 1'530 1,640 2,090 1,165 1,450 1,655 1,775 2,270 865 985 1,120 1,215 1,501 IBC, FL, HUS210 ,6'�'i ,5 450 5, „5; 5,Qi0 a:6a0 ° 2,6'a5 5 3`95 5,,'BQ, 5 833 5�8C0 2.220 "�.3'33 2,455 2 35 2,B_5 LA HGU5210 2,090 1 9,100 9,100 1 9,100 1 9,100 1 2,090 1 9,100 1 9,100 1 9,100 9,100 1,545 6,340 6,730 6,73C 6,730 IBC; FL 1. hor dimensions and fastener information, see table above. See table footnotes on p. 195. HHUS/HGUS See Hanger Options information on pp. 98-99. HHUS - Sloped and/or Skewed Seat • HHUS hangers can be skewed to a maximum of 45" and/or sloped to a maximum of 45" • For skew only, maximum allowable download is 0.85 of the table bad • For sloped only or sloped and skewed hangers, the maximum allowable download is 0.65 of the table load • Uplift loads for sbped/skewed conditions are 0.72 of the table load, not to exceed 2,475 lo. • The joist must be bevel -cut to allow for double shear miring HGUS - Skewed Seat • HGUS hangers can be skewed only to a maximum of 45". Allowable bads are: HGUS Seat Width Joist Down Load Uplift W < 2" Square cut 0.62 of table bad 0.46 of table load W < 2" Bevel cut 0.72 of table bad 0.46 of table bad 2" < W < 6" Bevel cut 0.85 of table bad 0.41 of table load 2" < W < 6" Square cut 0.46 of table bad 0.41 of table load W > 6" Bevel cut 0.85 of table bad 0.41 of table load Acute 'side bpeciry angle Top View HHUS Hanger Skewed Right Uoist must be bevel cut) All joist nails installed on the outside angle (non -acute side). 94 6L 'uopemojul jauaMs xol ZZ-LZ'dd a S ,416uq Aq jaiawelp palsl we ggel ay1 ul sugsuawlp lleN :sraualseq •g 'erlen spq a41;o 49'0 of peol a41 eonpg J pue 'ls!of a41 ul .£ x ,94 L'0 p- jape q e41 u! g!eu ,Yr L x ,BV L'0 ssn 'siagwow 6uV( xZ g6uls tWM uolpnpw peq ou 411m'ls!of e41 ui ,q,£ x ,Z9 L-0 pm jepee4 e41 u! g!eu ,y,Z x ,Z9L-0 asn'megwaw buLfueo x£ 41M'sia6uey pq!eu iol wnwlulw xegwow 6u.&Um xZ Aid-oml a w paseq Im umoys spwl .S •ay 6uopS uosdwlS loeluoo'uopeuuoyul leuoil!ppe,gj •speq ggemoge ia6uey sq ui uoisual umuB-s m to uollMme an sepryoul GIP.N4 0S ,101ogGS Jopauuaj me16uowlS uosdw!S'btOZ-L Idl/ISNV qWA aouepj000e ul speq ggemgle twl Rew uolsual umu6-ssom pxo4o s W.L -p woo-046uo4s W -MR198-O-1 u6annq ImiuLpal oas'1461a41aa4 wnwlulw ue4L ssq joj -speq e1gel 6n4 ane!4oe of paimbai si umo4s 1y61a4 leay wnw!u.i VY '£ '6ugm pequmop a sl (091) Pu!M'Z •wano6 speq i@Lao a aLlm aonpaH •pe"u awmul zagpnl ou 4pm 6uipeq pu!m m wlenbpea Aq puw=ul uaaq ane4 speq 0Ldf1 • L S3£Ofi OE0'6 0£0'6lzzz otvv OO9bl o0S'0l OOS'OL OS'0t 080'S T/�Exy9t'0 (ZZ) •uxZ94'U(99) b S%zv %tC Zt= ,Ib4tt � bf`!LE-L5Inoii ld S66'1 966`L 96GLOOE'E "96Z`6 S6Z`6 S6Z6 ,S6Z`6 SEWe ruxZ9ro(OZ) i/,Ex Z9L0(9S) b 'AOf %L. ZL IYoL Zl/LE•LSnoH' DZ9'L. OZ8`L OZBTOS6'Z $6q'6 .5606 9606 S6O'6 b£ve °Y izet'O(9L) Vexncot') , V I'1548 ,9cL ZL.; IYt6 �OifLQ"LSnOH; saz1S xb algno0 06CB 06CS 06L'8 06CS 006'V SZVOL SUM SZL'OL SZVOL S69'9 FsxzgL0(ZZ) i5ExZ91:0(99) V IYdI I %s Zl I 'klt blbsnOH 08L'L 09A 08L'L OUL 000 Sb0`6 940'6 9tr0`6 9V0'8 969'9 Mxnro(OZ) i4ExZ9L019S) V IYAL %E ZL IYaOI ZLbsnOH tll SZB'G SZB`L 5Z8'Lx"5 8`C OZSE OOiCv OOl"6 -0OLB iiO4'8L'S60'b °iM9l`0(90 °,Sx Z9 L'0�.9V) V :0 6 '$4E• ZL 2v,B �, a-losnOH- 519`l: SL9'S 5E5`S� S06'b 59Z'£ 582 59t9 ,SC Sul S• t7SS'£ %ExtkD(OL) '/t£x Z9t'O(OE) E 6 '/sE, VL %8 -OLVSHHH' :O£6'l S8L`L SLS'L W'L. 9E8:Z SVZZ 5L0'Z 0€8'C 9Vtr'. Vnex'Z9t'ol9) Wx£x Z9C0(9) Z _' °�48. iAle 8L 79 -,. "OPSnl'' Slb'9 9Lb'9 SlV'9 SLb'9 08L'Z 094'L 094'L 094'L 094'L SEVC S'r£x zero (a) z/rs x Z91c0190 V IHL %E ZL IYe9 9bsnOH SVC9 S£b'b SEL'V 019'0 9L9'L 086'9 99L'S Ol9'b 99Z'V 09L'L rMXZ9V0(8) 54Ex Z9LO(ZZ) E OK %£ VL Yr9 HbsnHH Vl SLO'Z 099'L Obs'L 09£'L sect SLV'Z OE6'L 06L'L 082'L owl �,,Cx 9L0(9) ?✓,exZ9L0(9) Z L ISLE VL %9 84SOH 'lj'08I StIZL 98E'L 08Z'L OEl'l 0L6 0£0'Z Ol9'L O6V't 5LE'C 090'L =/ExzgL.o (V) %ExZ9L'019) Z °k9 -%E 8t %b 84sn1 SS9£ S£6 Z. 5VL'Z - SEb'Z 5£;E O Zb 5tb'£ O6!'E OE8'Z'OZ£'1Ex _ Z9C0 (9) IBEX Z9l P14U E IES " %E Vl 144 .r _.. t 9bSOHH' So`G`V; SVbb 04C`. O£GE SS8'l SLS�S OLL'S OS8'V O1aE"b 99L`Z ?/,eAlZ9 Ep(9) ?/°£x Z94;O(OZ) b •sy4, ire Z1 IY<V :y. 945nw ld 081 ' L8%0601 1,96d ' See 1 006 96� f SWI I OL,tL OEO'l O90'l %ex Z9L'0 (b) Yr£XZ960 (b) Z %b 146E 8L %b 9Vsm sang xb OlL`8, OIL'8` 04L`8' 01L'e 006`b' SZT'0} SZL`OL SZC;O[ SZL`OL S69'9 znxZ9Go (ZZ) z,Cx 94'0.f99) 4 46ZL, I's�«9 ZL'. %ZL „Y,StZsn9H•. tll 'lj O01 €#€L'L O8L'Z 491,' _00L`L 0oa; SObllqV 6 M& -;;o SE99 rV RneiCA(OZ) i/r£x Z9C0(99). ,V %OC IYs9 Zi, %OL .+b ZLZSnOH 'SZ8'L ;queL I SZ82 SZ8'L oZS'£ OOL`6 dove OOm6 :0006- S60 84ExZ9C0(90 vmxteL D(9V) b 95f6 15k9 Zt °/r6 .b,OjZSnOH ld 9LS'S 9LS'S set" Ob8'17 OE6'Z S8b'9 984'9 SL£'9 O£9's 9O4'E S'i£xZ9VO(O0 %SXZ9LO(OE) E '149 %9 VL %8 V:OLZSOHH Vl 9L4'9 SLb'9 SLV9 Stb'9 O8C'Z 094'L 094'C 09V'L OWL SEZ'E vsxZ9L'0(Z0 %sxZ9L0(9E) V IAL IVg ZL /,z b-HZsnOH ld 091 S6L`b '..SVb'b 0LL'V. ':OEL'E SS8'4 _. S[S'S OLCS DS8'd OYE`b SSt'Z 44£xZ9k'0 (9 _ _: 84ExZ94`0(07.) - V ?Y<S' gm Zl z/rS b79ZSn9H` sazlS xZ oldwpeno.. 166t`8' "O6l'9 6fiYg O60 006'0 QZL;O} 5Zl'Ol SZt045Z1'OL 969'S %£xz9L!tt(ZZ) %e Z9L0(99 4 'kZtr IYsb-•Zl %Z! [;'t-nmoH vi 081SZ8L OSL' 094 Q06: 0O6 gF(r e xZ9L'O(OZ) /i£x Z9vo(99) V 'hot I/sV ZL %OL 'e-ZZSn9Hj SZ9C 'LIs5ititoasoosve OWE OO OOL'6OO6OOl6 960, 4ExZ9C0(90 £XZ9L0(9V) /,6 vrb Z ISEr8 E-OLZsnsH ld SL9'9 SL9'9 OE6'Z S8b'9 b'9SLE90£9'9 SOVE VCXZ9t001 Mx Z9C'00£ E °/x8 IYtr V %8 £-OLZSnHH Vl SLVS 9b9 ii t,SO9VL SEZ %,O*O(ZO "z/xZ4t--%O t, L nv Z. I€r9 O-9n9 V!94Vb 9L 5€� $` SSLZ 'AEx39t0(e)VexZ9L'OOZ) Zt I%llH'O81• "'£+9ZSn9H� _ .. , sazlS xZ oldul SZ8'L SZ9'L I SZ8'L 09V'4 OZS'£ 00L'6 1 OOL'6 I OOV6 OOL'6 960'b =nEx Z9VO(90 •/,Ex Z910(94) V 1546 IYsE ZL IYsB Z-OLZSnu OfiC9 090'S ove'S 900 SEE'E SQV49 98V'9 SEV'9 SOUS OSS'E •/,Cxzgvo(00 miex Z9L0(OO E OIL 154E bL %9 Z-OLZsnHH SEt'Z OE6'L SBL'L SLS'L gtVl OE8'Z SVZ'Z SLO'Z 0E9'l SVV'L YE Z9l'0(9) 64Ex Z9vo(8) Z 6 %E 8L IYe9 Z-OLZSni SLV`9 'SLd9 Sttr'9! ,9;V'9 OHL'Z 09V`L 09b'L 09V'L .09VL'.SCZ'£ •1rEx Zgt`Q (ZI) %Ex Z9L•0.{9E) 5 "kt 95£E °ZL. 1559ZkBZSnOH tll fSbt'S SCvv 99L`4' 6L9'E SLSL 086,' 9S!'S' 0l8`7 S9Z`b =(19L`k x!i£xZ9l'0 (8) i/iEx Z9GO_iz) E %rG 'I' £ -44 9A9 ". Z-WflHH' 081,tptL. SB£'L O9Z'Y geCT %6"'Q£0'Z Ot9'l 06tr`L SfE'C,'O9O'L z/•£XZ9Lp (V) £xZ9 L`U(9) Z C € 8L IYub fZ-BZSnI 96L'V Sbb'b OLCV OEL'E 998'L SLS'S OLCS 098'V OVE'b SSL'Z MXZ9L0(8) %exmo(OZ) b IYd 154E Zl 9%1, Z-9Zsn0H S99'£ SE6'Z 94L'Z SEtr'Z SEl'L OSZ'V 9WE o EL r£x Z9t o(9) W,s x Z9L'O(t,0 E %S 1E b 154 Z-9ZSnHH8 O€L060 016 96`-'S9Z'l OLL 00 $0° /,C0ZV zv- 4€ BL 1E Z 9ZSnl OLO 6969 8tL 069SSE Strz`l 066 906 Me OLV §£ZZ Y Z9L0) Z l£ 9 8l %Z ZbZSnIE- saz1S xZ algno0 ' 'lad ' (090 Pulm (SZL) looLl (Stt) mous (0011 loots •(090 8gdn (09L)' PuiM (SZO l008 Ott) mquS ,(00l) �eolj (09L) &Idn _ jagi`uajV pawe0 lagwapp tenue0 " 8 -H " M 2S. 1461aH .;oN IVaH "apo9 •, } .x speol a14eM611V jHHdS ".;fl speol algemaHV dS/d0 Du) waualsed„ Iapow vopeuugul 910w 101 LEE -SEE 'dd wS 'Le "d In -9t -d aas 'uoilv"otu! aiow joj smaos ioloeuvoo OS ®anp(1-buw1S 41!m 1® 'waualse) foals © -ugloalad vasmL leugpppe41 uo!lglelsw �vl panwdde eye slonpwd asayl10 RueW ssqumis ioj 4pm elgglene ere slonpoxd asa4L OMM snDH/snHH/snH/snw/sn suol5auuoo uogongsuap pooh eajl-BupjZs uosdw!s 96 Simpson -Strong Ties Wood.Constiuction Connectors - - 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 37/e". Minimum and max7mum naifng options provide solutions for varying heel heights and end conditions. Alternate allowable loads are provided for gaps between the end of the truss and the carrying member up to 112° max. to allow for greater construction tolerances (ma)imum gap for standard allowable loads is Ye° per ASTM Of 761 and D7147). See technical bulletin T-C-HANGERGAP at strongtie.com for more information. Material: 16 gauge Finish: Galvanized Installation: • Use all specked fasteners; see General Notes • Can be installed filling round holes only, or filing 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 67rh°. See Hanger Options on pp. 98-99 for allowable loads. • See engineering letter L-C-HTUSD at strongtie.com for installation with Strong-Drivee SD fasteners. Codes: See p.12 for Code Reference Key Chart Min. heel height per table 23 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 max. gap between end of s and carrying member HTU Installation for Standard Allowable Loads (for 'h' maximum gap, use Alternate Allowable Loads.) Standard Allowable Loads (1/8" Maximum Hanqer Gap) Alternate Installation - HTU28 Installed on 2x6 Carrying Member (HTU210 similar) Model' " No' Min. Heel Height Dimensions (in.) W H 8 Fasteners(in.J Garrymg Carrletl: Member .Member DFW Allowable Leads Uplift Floor Snow •Fhuf "Wind (160) (100) (115) , (125) (160).. SPFJHF.Allowable Loads .uplift Floor' snow .fioof VAd (160) 000)_ (115J (125) (160) .Code '.Fiat. Single 2x Sizes HT7126 3'h 15A 57/re :31/2 j20) Q:162 x31h. (fl) 0.148 x 114 640 2:670 2,670 `-2"670 247¢, 550 ',SBEH_ 1,6BJ =,680 1,"30 HTU26fMir4,?�- '37h 1:Ya She'' 31h' (20)dJfi2x3Yz'. (14)0.148x1 Jz 1,250 2,940 3,200 :.; 20 3,200 1,075 7852. 2,0157 2,015., 2,015, HTU26 fil HTU28 (Min.) 5'Fi j 37h 15e 1 sh 534d 1 31h..(20)0.162 71,1a 31h x 31h I (20)0,148%17h (26) 0.162 x 31h (14) 0.148 x 11h 1,55512,940 1,235 3,820 3,320- 3,895 $;i30 3,895 4070 3,895 1,335 1,060 Z530 2,665 2,855a 3.fi5.0 2,920 2,920 3d5 2,920 IBC, FL, HTU28 (Max.) 7Y4 1s/e 7ka 31h (26)0.162x31h (26)0.148x 1112 2,020 3,820 1 4,315 4,655 5,435 1,735 3,285 3,710 4,005 4,675 LA ;HTU210(Min..) 3h. ]% 91As :3'h.. (32)0362x3'h.�(14)'0148x1Yz 1,330 4;39G 4,30J) :300 4•'#:f;,.'..1,145 �25'. 3225a 3225 3225. HTU210 (Max:) 9'/4 1 % 91ie Th (32) 0.162 z 31/2- (32) 0.14611h 3,315 4,705 5 300 ";730 5,995 9 A.Rn 4,045 4 a65 4;030 5;155 Double 2x Sizes HTU26.2{Mtn) 37% 345n 5IMe131/2(20)0.162 x 314 f140.148xa '1,515 2,940 3,320 11580 3,910.7,305 1,850 2.09HTU28-ZjMaK) 5hr ,335e SNa 0j{it62x31h� 120)0.148 x8- 2,175 2,940 3.320 S:a60 446g ).1,870 2530'. 2,855 3,580 3,855' HTU28-2(Min.) 37h 3% PISS 6)0.162x311 (14)0.148x3 1,530 3,820 4,310 4,310 4,310 1,315 2,865 3,235 3,235 3.235 IBC,HTU28-2 (Max.) 7Y4 3iis 71Ae 6)0.162x31h (26)0.148x3 3,485 3,820 4,315 4,655 5,625 2,995 3,285 n71C 4;005 5,ii0_. FL, LA HTU210-2((Mih) 37A- 13iAs 9hs 2)0]62x91h i 14)0.148 x3 1,755 4,705 4815 t, 15 4,815 :"1,510 3,530I 3,610 3',610HTU210-2.(Max.) 9Y4 345e 91Ae 2) U362X 31h (32) 0.148 x 3. 4,110 4,75 5 310 1- a i30 � 8,515-.'3,535 4,045 : 4,56o' 4<930 5,5G5> 1. The maximum hanger gap is measured between the joist for truss) end and the carrying member. 2. Minimum heel heights required for fun 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 slowed. Reduce where other bads govern. 4. Wind (160) is a download rating. 5. For hanger gaps between 1/e' and 1h', use the Alternate Allowable Loads. 6. Truss chord cross -grain tension may Imit allowable bads in accordance with ANSVTPI 1-2014. Simpson Strong -Tie® Connector Selector° software includes the evaluation of cross -grain tension in As hanger allowable bads. For additional information, contact Simpson Strong -Tie. 7. Leads shown are based on a minimum two-ply 2x carrying member. For single 2x carrying members, use 0.148' x 11h' nails in the header and reduce the allowable download to 0.70 of the table value. The allowable uplift is 100% of the table load. 8. Fasteners: Nail dimensions in the table are listed diameter by length. See pp. 21-22 for fastener information. ^Simpson Strong,-Tie®'lNood Construction Conrieclors--„ - SIMPSQN` Face -Mount Truss Hanger (cont.) MMany of these products are approved for installation with Strong -Drive' SD Connector screws. See pp. 335-337 for more information. Alternate Installation Table for 2x4 and 2x6 Carrying Member Min., Munnum Fasteners Qd.) - - - DF7SPAllowable Loads '� = .SPFfHF Allowable Loads a 'Model ;."No a Heel, H�rg't Me beg m` ed �y (Y001 _'Snow `Goof Membeg MemRoof ber �-(j60)" (115) (160}a�� (160) "(100) (115j, .(125) ;W6 HTU26(Min.) 37h (2)2x4 (10)0.162 x31h 1 (14)0.148x 1 1h 925 1.470 1,660 1,790 1,875 795 1,265 1,430 1,54 11,615 HTU26(Max.) 51h (2)2x4 (10)0.162x3+h (20)0.148x11h 1,240 1,470 1,660 1,790 2,220 1065 1,265 1,430 1,540 1,910 IBC, 'HTll28 (Max)' 7i1. (2)2x6,{20j0:162x31h-(26)U148 x 1?/x,-. 4wt970 2,941), 3,32;) '530, $qo,,' 1,695 �2,530 ?,8. 3 i) g3,360:, FL, LA •'HTI1210(Max)' '91( (2)2z6 (20)Oi6Lx31h (32)0748x11h `2,760' 2,946 , 3.32P 530 3,905. 2375 �2;530 y,35,5' 3;080 • 3,360'-, 1. See table above for dimensions and additional footnotes. 2. Maximum hanger gap for the alternative installation is'h 3. Wind (160) is a download rating. 4. Fasteners: Nail dimensions in the table are fisted diameter by length. See pp. 21-22 for fastener information. Alternative Allowable Loads (1/2° Maximum Hanraer Gap) i �.. ' Model Min. Dimensions (in.) , - Fasteners (in.) - DFISP Allmvable Loads @ , , t SPF/HF ARow`ahle Loads' , .4 l ` 'Cede, ?' m N0' ;Height Heel ^4 -. W, ^. H _ �„ g '- Carrying 'Member' CarneB' Member wx .. UpIiH (160), 4 -ram= Floor #Snow Roof !' a(100j ,(7]¢j (125) Wind (7160) Upii#t' (160) v �- Floor Snow -(100)' (115)-, r Root (125) ,Wind ,(160)` Ref. - Single 2x Sizes HTJ126-.: .3Vz. 135 :5x�s: 3h (20)0,162x3'h ,(11)01.48,x 11h 635; 2'+90 5 2,39p g2.3)5 Sky "1510 ,t'$1{1 a5,fi•„),�,? HI3126 (Min.) 3'/s.. 13S=5zha 3h, (20)0162 X31%z {74)0:148x Ph 1,17$' 2,940 3700 3,100 3t700 7,01p1,955 L955-�1955' 1,955' HTMS(Max) ','SX2, 7 a:'5°/•e" 3+h (26)0.762X;3h (20j414$x.t+k '1,273''?,940 3 `Li'x. 9ns50 =;s 6:i0 1,045` 1,856 2.+10Cf 2285=,2.2455 HTU28(Min.) 3% 1% 7% 31h (26)0.162x31h (14)0.148x11h 1.110 3,770 3,770 3,770 3,770 955 2,825 2,825 2,825 2,825 IBC, FL, HTU281h (Max,)( ) 15's 714s 31h + (26)0.162x3h + (26)0.148x1h 1,920 3,820 4,315 4,655 5,015 1,695 2,665 35 3,2.,., n 3,49.. 3,765 LA HTU210 (Min) ,' 3'h. 1=!a a,%.- 31h, (32).0.162 x31h (14), 11h 1,250; .3 600 3,fiQ0 3 600 73 600 1,07$, .2,700 2 00-i 2,700° *2,700 HT17210(Max) 9% 1 915s 3+h ,(32)0.162x 3!k .. (32)0.146)(Vh 3,255 .._. 4,705,[5;020 5,020, 5,020 2,800 _0.> '3,530 3,765. .. _. 3765 ,3765r 7 .. Double 2x Sizes HTU26:-2 (Min.) _ 37/a 3Y�s arT/is... 3' (20)0.162x31h (14)014S r3 1;575,. 2�40 3, 2P 350P •;3 d500 1,305 2;205 2- 05:,2,245 2,205 HID2072(Max.) 5''A 5� -5'lle 31h (20)0.162x31h (20)0748x3 0,910 2,940 3. 0 3,500 �3.500 1,645 2,205 2.205 '2,205 2,265'. HTU28-2(Min.) 31h 3-As 7116 31h �(26)0.162x31h (14)0.148x3 1,490 3.820 3,980 3,980 3,980 1,280 2,865 2,985 2,985 2,985 IBC, HTU28-2 (Max.) 71/a 3i4s 714s 31h (26) 0.162 x 31h (26) 0.148 x 3 3.035 3,820 4,315 4,655 5,52D 2,610 2,865 3,235 3,490 1, 140 FL, LA ..,.- HTU210;2 (Mtn) , 37h. 3i4s° 915s ,.' ' 31rYz. (32)0.162x31h - (14)O,1d8x3' 1,7555: 4,255 4,255 4,255 `4,255 1,510 .3,190-. 3,790 3,194 3,19D° HTLI210-2(Max.) 9% 3§,O 19,11i6. 314d (32)0.162s31h, (32)0s148x3 385b 4705 5,3?0 a1S,ai,6;'970 3,315'• 3,530 3,980''4,340s'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 govem. 4. Wind (160) is a download rating. 5. For hanger gaps between 'An and W. use the Alternate Allowable Loads. 6. Trues chord cross -grain tension may Imit allowable bads in accordance with ANSViPI 1-2014. Simpson Strong -Tie® Connector SelectorQ 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 1+h' nails in the header and reduce the allowable download to 0.70 of the table vabe. The allowable uplift Is 100% of the table bad. 8. Fasteners: Nail dimensions in the table are lusted diameter by length. See pp. 21-22 for fastener information. 19 re, Simpson Strong -Tie® Wood ConstructionConnectors. HU/HUC/HSUR/L Medium -Duty Face -Mount Hangers HU/HUC hangers may be installed on a masonry/concrete wall as described below. Additionally HU hangers with one flange concealed may be installed similarly. HU and HUG products are heavy-duty face -mount joist hangers made from 14-gauge galvanized steel. • The HUG is a concealed flange (face flanges turned in) version of the HU. • HU is available with both flanges concealed, provided the W dimension is 25/t6° or greater, at 100% of the table bad. Specify HUG. • HU is available with one flange concealed when the W dimension is less than 245c° at 100% of the table bad. Specify as an 'X' version and specify flange to conceal. • For any HU or HUG shown in this catalog, the user may substitute all face nails with'/e° x 1-Y4' Titene 2 screws (Model TTN2-251344 for concrete and 1W x 2?'V Titan 2 screws (Model TTN2-25234V) for GFCMU. Follow all installation instructions and use the bads from reLsawn lumber or EWF sections. Material: 14 gauge Finish: Galvanized; ZMAX® and stainless steel available Installation: • Attach the hangers to concrete or GFCMU walls using hex -head Titen 2 screws. Tten screws for GFCMU 0/a° x 23/4 — Model TTN2-25234H) and for concrete ('/P x 1-/4' — Model TTN2-25134H) are not provided with the hangers. • Drill the Yic -diameter hole to the specified embedment depth plus 1h'. • Alternatively, drill the 3/%-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 vnll reduce the anchor's load capacity. • Tten Installation Tool ICds are available. They include a Via' drill bit and hex -head driver bit (Model TTNT01-RC); a 3As x 41h" drill bit is also available (Model MDB18412). • A minimum edge distance of 1'h' and minimum end distance of 3'h' is required as shown in -gore 1 for full uplift load. • Where no uplift bad is required, a minimum end distance of 11h° is oemitted. Codes: See p.12 for Code Reference Key Chart Conte@ flanges HUC410 SIIVIP,�SONT 5trong"�'',�ee HU214 Figure 1 — HUC410 Installed on Masonry Block End Wall Figure 2 — HUC410 Installed on Masonry Block End Wall 23 pt. S�mpson.Strong,-TieM Woo`dCons[r"uction Connectors � ,� a ` �;�,„ - S�MPS�N e:..sa. Medium -Duty Face -Mount Hangers (cont.) ED These products are available with additional corrosion protection. For more information, see p. 15. I A WS Model ° z ` - Fasteners " Allowabte Coads(DF/SP) _ . + Code;. GFCMU t- Cenctete ,..,-, 'Standard = Concealed "1, ., GFCMU �. Concrete Tiler- � Titersm.2 - Y Jorst -_Uplift 'y60 q{ ). Doivkl- (100/125) - Uplift -. ,(160) _ 'Down (10011251 Ref. - - HU26 HU26X (4)1/4 x 2Y4 (4)1144 x l Y4 (2) 0.148 X 11/2 335 1,000 335 1,545 HU28. - °,.- HU28X - _ (6)Y+x 21': '1.. (6p'/rx13/a 14)0148 x11'A '-. 545 .380 r.1,500 _ 'Z60 2.400. ` HU24-2 HUG24.2 (4) Y+x 23/+ (4) Y4 x 1 Y4 (2) 0.148 x 3 1,000 380 1,545 -HU26-2(Min.)+,'HUC26.2 (8)Y4 XQ-Ya „ 18)Y%IY4 4y 0.148x3 ,':11760 2z000' .. 760 .,3,200' HU26-2:.(Max.), HUC26-2 (12) Y4 x 239 - (12).Y4 x 1 Yi ' (6).0.148 x 3 -" v35 - 3,000 1,135 ;, F 3,950„ HU26-3 (Min) HUG26-3 (Min.) (8)1/4 x 2Y4 (8) Y4 x 1 Y4 (4) 0.148 x 3 760 2,000 760 3,200 HU26-3 (Max.) HUG26-3 (Max.) (12)'/4 x 23/4 (12) Y4 x 1 Y. (6) 0.148 x 3 1,135 3,000 1,135 3,950 HU28-2i(Mmj ;HUG282(Min.):: (10)1/4x23'4 ,j10)'/a Xa 3/a .; 4)0:148x3 °1:760 2,500 760 ,.3a25!` HU28?2{Max)f' HUC28-2 (Max.}fly .(14)Y. xj34 ;° (14)'1/, x'13s -{6)0;148x3 T-:1,135 '3,500, 1',135 u.4.929�' " HU210 HU21 OX (8)114 x 23/4 (8)'/4 x 1-'/4 (4) 0.148 x 1+h 545 2,000 760 2,415 ° HU21Q-2 (Min )--- _ HUC210-2 (Min.j a, - (14) % x 2}: {14} Ya %13'a = (6j 0148 13 r • .N6) : `i 735 3,50D` 1;135 7 A,920 ° 46210-2 (MeX.)$'-, HUC210-2(Maz)'K 118)/x234 �„(1$)1/iXlxli '0 {t0)6i148x3 ``'3,800 '_ 4;500/" ''1,800 '`„5,085 ." HU210-3 (Min.) HU0210-3 (Min.) (14)1/4 x 23'a (14)1/4 x 1 Y+ (6) 0.148 x 3 1,135 3,500 1,135 4,920 HU210-3 (Max.) HUG210-3 (Max.) (18)1/4 x 2Y4 (18) %x 1Y4 (10) 0.148 x 3 1,800 4,500 1,800 5,085 HU212 " (1 {10)l x 1Y4 0)'/.x2 - `� -'l {6) 0.148 x 1 h "`_7,135 �1,135 -„� 2;50D - _ 11135 " - 2,665 HU212-2 (Min.) HU0212-2 (Min.) (16) Y4 x 2Y4 (16)1/4 x 1 Y+ (6) 0.148 x 3 4,000 1,135 4,920 HU212-2(Max.) HUC212-2.(Max.) (22)/x23/4 (22)1/+x 13: (10)0.148x3 1,350 5,085 1,350 5,085 HU212`3(Min.),,, HU0212-3(Mihj (16)IAx23: .1- (i6}2/. X79'n -(6)0,148 x3 ':A,135 4i000: '1,135 *4,920 NU212=3(Max.),.r' HUC21213(Maxj� (22)14, x2ii ,^ (22)Y4X7 Y4 g 1D)0;1A8 X3 _ :-,4,800 5,U85,f 1,800 �5085 HU214 HU214X (12)114 x 2Y4 i (12)1/4 x 13/4 (6) 0.148 x 1'h 1,135 2,665 1,135 2,665 HU214-2 (Min.) HUC214-2 (Min.). �° (18}'Y. x23: �,• (I a) Y+%19'4 3,5115 •HU274-2 (Max.J;- HUG214-2 " (24)Y4x234 {24}+h x113/4 t?(11J,0,148x3 _ 2,915 " 5,085 2,015 = i5,085 HU214-3 (Min.) HUG214-3 (Min.) (18)'/4 x 2Y4 (18) Y4 x 11/4 (8) 0.148 x 3 1,515 4,500 1,515 51085 HU214-3 (Max.) HUG214-3 (Max.) (24) IA x 23/4 (24) IA 1 Y4 (12) 0.148 x 3 2,015 5,085 2,015 5,085 - HU216 - HU216X u -- 18)l+x2i 1 _Y+X 1Yi { . � (8j I `{8}0U48X1 h� 1 '*9,515 - _=2;920� 1 1,515 _2,920 HU216-2 (Min.) HUG216-2 (Min.) (20)'/4 x 23/4 (20)1/4 x 1Y4 (8) 0.148 x 3 1,515 4,920 1,515 4,920 HU216-2 (Max.) HUG216-2 (Max.) (26)'/4 x 23/4 (26)1/4 x 1 Y4 (12) 0,148 x 3 2,015 5,085 2,015 5,085 . HU216-3(Min) HUG216-3(Min) ," (20)1144 x23'4 (20)'%,X1Y4 ° (8).0.148x3 4,515 4,920 1,515 ,4;920 H0216-3(Max J°3, 5 : HUC2163(Max} (26)1/4 X 23^. (26)Y.x 1Y+ ^45 �2)0148 x3 '�2,015 :5;085,,, 2,015 „„d,.5,085, HU7 (Min.) (Not avaiable) (12) Y4 x 2Y+ (12)'/4 x 1 Y4 (4) 0.148 x 11h 545 2,980 760 21980 HU7(Max.) (Notavailable) (16)Y4 x2Y4 (16)'/4x1Y4 (8)OA48x 1'h 1,085 3,485 1.085 3,485 - HUD (Min.) •., .-(Notavailable) •-.t (18)1/4 x 23/4(18)+hX1Y4 ' `(6)0.148x 11h -10,135 306 1,135 D`31230 " H09 Max. ( ) (Not available) "- ` , (24J Y4 x 23'! f (24) Y4 xl Y4 110) 0.146 x 11'A 1,445 3,735 ' 1,445 `. 3,735 HU11 (Min.) (Not available) (22)1/4 x 2Y4 (22) Y+x 1 Y4 (6) 0.148 x 1112 1,135 3,230 1,135 3,230 HUl l (Max.) (Not available) (30)1/4 x 2Y4 (30)1/4 x 1 Y. (10) 0.148 x 1 +h 1,445 3,735 1,445 3,735 HU14 (Min.J - • (Not available) _ , (28) IA x 2Y+ (28) IA x 1 Y4- (8) 0.148 x 1'h .1,515 3,485 1,515 3,485 HU74(Max) (Notavailable) (36)'lix2/4'' (36J1/4x1Yi (14)0.146x11h� 2;075 ;^4,245. 38 STAGGER JOINTS - TYP. RAISED HEEL ROOF TRUSSES ROOF SHEATHING- SEE PLAN RAISED HEEL ROOF TRASSE5 13IM SEE PLAN -SEE PLAN - SOFFIT/FASCIA- SEE ARCH. -- tl da Q W ,2 W N RIBBON BOARD- a ¢ SEE SCHEDULE U FOR SPACING ( OO w w 3 w RIBBON BOARD- SEE d tL FASTENING TO w N U > > �i SCHEDULE FOR SPACING t iR155E5 w w 8 rG pU FASTENING TO TR155E5 WALL SHEATHM-SEE PLAN U MIN 15/32, COX PLYWOOD OR Q 1/I6' OSB WITH ad GUN NAIL5 U (OJ31' X 2 1129 a 6' O.G. TO IFT/SHEAR GYP. CEILING- UPLIFi/SHEAR ANCHOR MASONRY WALL- RIBBON BOARDS CHOR EACH SEE PLAN ( _ EACH TWSS - SEE B/WA SEE PLAN SCHEDULE f5WEE �� DO NOT FASTEN RIBBON BOARD 55- SEE PLAN m .�..-. c= e NOTE: AD FRAMING NOT INTO END GRAIN 6 ROOF TR155 SONRY WALL- SHCLLN FOR CLARITY BOTTOM CHORD PLAN �eFNll RA15ED HEEL TRU55 BEARINGIQ RAISED HEEL TRU55 BEARING B wcx ma SKI a E. KT6 SKI RIBBON SCHEDULE DESIGN CRITERIA RIBBON MATERIAL RIBBON SPACING RIBBON ATTACHMENT WIb165 MPH (2) 12d 61W (0.131' X 37 (Vaedd26 MPH) 2)(4 5PF 2 24' TO EACH TRUSS, (4) EXP. B, NAILS AT JOINTS ENCLOSED WIt+150 MPH (2) 12d WW (0.131' X 37 (V4ed-135 MPHI 2X4 5PF2 IV TO EACH TR1S5, (4) EXP. C, ENCLOSED NAILS AT JOINTS ALPINE, AN n W CC�MT January 10, 2020 CafVenter,tdri tractors of America, Inc. 390'0 Avenue dj NW Winter Haven, FL338$0-620 Dear Matt: It,has come to myattention thatsome questions were raised. concerning S/ 11 8" d I larrieteIr hoies`&,illed fhu the chords (%kide-face) of'sys42 gable end trusses- io allow for ilireaded f6& used for "tieAbWns." If these 'gale endszre�over continuous suppo rt the with onePface fully'sheathed-and thelfdl6s are -drilled aboutthe centerl-ine,.of the wide face no close,than-* O.C'Wi thbuVdamaging any connector plates or-verticdIwehs then n6repair 4s required: The truss only suppbrts!Zfeetof floor lbads and'nci additional load.. If you hav6 any queAi6m, please give me a,call, Sincerely; No. 8§367 STATE OF Yoonh,wakTftN.V.T- P750 ForuM Drive; Sqitle 305, Orland.% FL 32821 - (800) 521-9790 -,-(863)422L8685 www.iilpineitw.com ALPINE Ft. REG4 278, Yoonhwak Kim,.. F1. PE 4$6367 A, Thm d0aimenthas been eledroilcegy Signed. and ceded usig s DIOW 3l wU*. Printed copies VA14649 w *VOW W sijgvwbeo mud be verified using the odgird ela&pt9c vereioa. Alpine, an ITW Company 6750 Forum Drive, Suite 305 Orlando; FL 32821 Phone:(800)755-6001 www.ijpineitw.com La Design Cade= FBC 6th ed -2017 lnfelliVtEW Version: 17 02.02A through 18,02 01A JRefft 1WW689750053 lend Standard' ASCE 7-10 Wind Speed (mph) 160 Roof Load tpsf); 20 00- 7.00- 0,00-10.00. Building Type., Closed Ftbor Load so: None This package. contains general notes pages, 30 truss drawmg(5) and 5 detail(s). 'JEerrt 1.13'atiV,iAg NurY1#xer 'frusss.__ 1 168 201220.54.106 _.-.�.,..� Al 3 16820.1220.54027 A3 5 168.201220,54199 A-5 7 _ 16820 1220 54370 A6 g 168.20.1220.54323 A8 - 11 168.201220,54604 A10G _ 13 168,20,122054183 62GE _ 15 168.20.1220.54371 C2GE. 17 168.20:1220 54635 D2. 19 168 20:122M,1246 V4• - 21 16820,1220,54432 EJT- 23 168.20.1220.54527 EJ3' 25 168.20.1220 54263 CJ5 27 168.20; 1220.54463 CJ1 _ 29 16820.1220.54042 HJ7_ 31 A16015ENC101014 33 GBLLETIN0118 _ 35 VAL1.60101014 ite_m.' Driw"i�g�tumhor'" Truss ` 2 168.20,1220.54.167 y A1A _ 4 168,20,1220.54284 A4 -- - 6 168.20,1220,54542 : A5G E 8: 168 20J 220.54293 A7 10 166.20,122064107 A9 12 16820,1220.54012 B1 14 168,20.1220,54138' '_-C1 '16 168.20.122054526 D7 18 168 20.1220.54589, D3G _ 20 168.20.122054262 V8 _ 22 168.20.1220.54433 ERA - -- 24 168.20A220.54136 EJ2 - 26 168.20.122054324: CJ3 _ 28 16820.122q 54588' CJ1A_ _ 30 16820.1220 54434 HJ3 32 A18015ENC101Q14 34 GBLLETIN1014 Florida Certificate of Product.. Approval #FL1999 Printed 611612020 12:34:45 PM General Notes Truss Design Engineer Scope of Work, Design Assumptions and Design Responsibilities: The design responsibilities assumed in the preparation of these design drawings are those specified in ANSI/TPI 1, Chapter 2; and the National Design Standard for Metal Plate Connected Wood Truss Construction, by the Truss Plate Institute. The truss component designs conform to the applicable provisions of ANSI/TPI 1 and NDS, the National Design Specification for Wood Construction by AWC. The truss component designs are based on the specified loading and dimension information furnished by others to the Truss Design Engineer. The Truss Design Engineer has no duty to independently verify the accuracy or completeness of the information provided by others and may rely on that information without liability. The responsibility for verification of that information remains with others neither employed nor controlled by the Truss Design Engineer. The Truss Design Engineer's seal and signature on the attached drawings, or cover page listing these drawings, indicates acceptance of professional engineering responsibility solely for the truss component designs and not for the technical information furnished by others which technical information and consequences thereof remain their sole responsibility. The suitability and use of these drawings for any particular structure is the responsibility of the Building Designer in accordance with ANSI/TPI 1 Chapter 2. The Building Designer is responsible for determining that the dimensions and loads for each truss component match those required by the plans and by the actual use of the individual component, and for ascertaining that the loads shown on the drawings meet or exceed applicable building code requirements and any additional factors required in the particular application. Truss components using metal connector plates with integral teeth shall not be placed in environments that will cause the moisture content of the wood in which plates are embedded to exceed 19% and/or cause corrosion of connector plates and other metal fasteners. The Truss Design Engineer shall not be responsible for items beyond the specific scope of the agreed contracted work set forth herein, including but not limited to: verifying the dimensions of the truss component, calculation of any of the truss component design loads, inspection of the truss components before or after installation, the design of temporary or permanent bracing and their attachment required in the roof and/or floor systems, the design of diaphragms or shear walls, the design of load transfer connections to and from diaphragms and shear walls, the design of load transfer to the foundation, the design of connections for truss components to their bearing supports, the design of the bearing supports, installation of the truss components, observation of the truss component installation process, review of truss assembly procedures, sequencing of the truss component installation, construction means and methods, site and/or worker safety in the installation of the truss components and/or its connections. This document may be a high quality facsimile of the original engineering document which is a digitally signed electronic file with third party authentication. A wet or embossed seal copy of this engineering document is available upon request. Temporary Lateral Restraint and Bracing: Temporary lateral restraint and diagonal bracing shall be installed according to the provisions of BCSI chapters B1, B2, B7 and/or 1310 (Building Component Safety Information, by TPI and SBCA), or as specified by the Building Designer or other Registered Design Professional. The required locations for lateral restraint and/or bracing depicted on these drawings are only for the permanent lateral support of the truss members to reduce buckling lengths, and do not apply to and may not be relied upon for the temporary stability of the truss components during their installation. Permanent Lateral Restraint and Bracing: The required locations for lateral restraint or bracing depicted on these drawings are for the permanent lateral support of the truss members to reduce buckling lengths. Permanent lateral support shall be installed according to the provisions of BCSI chapters B3, B7 and/or B10, or as specified by the Building Designer or other Registered Design Professional. These drawings do not depict or specify installation/erection bracing, wind bracing, portal bracing or similar building stability bracing which are parts of the overall building design to be specified, designed and detailed by the Building Designer. Connector Plate Information: Alpine connector plates are made of ASTM A653 or ASTM A1063 galvanized steel with the following designations, gauges and grades: W=Wave, 20ga, grade 40; H=High Strength, 20ga, grade 60; S=Super Strength, 18ga, grade 60. Information on model code compliance is contained in the ]CC Evaluation Service report ESR-1118, available on-line at www.icc-es.orc. Fire Retardant Treated Lumber: Fire retardant treated lumber must be properly re -dried and maintained below 19% or less moisture level through all stages of construction and usage. Fire retardant treated lumber may be more brittle than untreated lumber. Special handling care must be taken to prevent breakage during all handling activities. Page 1 of 3 General Notes (continued) Key to Terms: Information provided on drawings reflects a summary of the pertinent information required for the truss design. Detailed information on load cases, reactions, member lengths, forces and members requiring permanent lateral support may be found in calculation sheets available upon written request. BCDL = Bottom Chord standard design Dead Load in pounds per square foot. BCLL = Bottom Chord standard design Live Load in pounds per square foot. CL = Certified lumber. Des Ld = total of TCLL, TCDL, BCLL and BCDL Design Load in pounds per square foot. FRT = Fire Retardant Treated lumber. FRT-DB = D-Blaze Fire Retardant Treated lumber. FRT-DC = Dricon Fire Retardant Treated lumber. FRT-FP = FirePRO Fire Retardant Treated lumber. FRT-FL = FlamePRO Fire Retardant Treated lumber. FRT-FT = FlameTech Fire Retardant Treated lumber. FRT-PG = PYRO-GUARD Fire Retardant Treated lumber. g = green lumber. HORZ(LL) = maximum Horizontal panel point deflection due to Live Load, in inches. HORZ(TL) = maximum Horizontal panel point long term deflection in inches, due to Total Load, including creep adjustment. HPL = additional Horizontal Load added to a truss Piece in pounds per linear foot or pounds. Ic = Incised lumber. FJ = Finger Jointed lumber. U# = user specified divisor for limiting span/deflection ratio for evaluation of actual Udefl value. Udefl = ratio of Length between bearings, in inches, divided by the vertical Deflection due to creep, in inches, at the referenced panel point. Reported as 999 if greater than or equal to 999. Loc = Location, starting location of left end of bearing or panel point (joint) location of deflection. Max BC CSI = Maximum bending and axial Combined Stress Index for Bottom Chords for of all load cases. Max TC CSI = Maximum bending and axial Combined Stress Index for Top Chords for of all load cases. Max Web CSI= Maximum bending and axial Combined Stress Index for Webs for of all load cases. NCBCLL = Non -Concurrent Bottom Chord design Live Load in pounds per square foot. P.L = additional Load applied at a user specified angle on a truss Piece in pounds per linear foot or pounds. PLB = additional vertical load added to a Bottom chord Piece of a truss in pounds per linear foot or pounds PLT = additional vertical load added to a Top chord Piece of a truss in pounds per linear foot or pounds. PP = Panel Point. R = maximum downward design Reaction, in pounds, from all specified gravity load cases, at the indicated location (Loc). -R = maximum upward design Reaction, in pounds, from all specified gravity load cases, at the identified location (Loc). Rh = maximum horizontal design Reaction in either direction, in pounds, from all specified gravity load cases, at the indicated location (Loc). RL = maximum horizontal design Reaction in either direction, in pounds, from all specified non -gravity (wind or seismic) load cases, at the indicated location (Loc). Rw = maximum downward design Reaction, in pounds, from all specified non -gravity (wind or seismic) load cases, at the identified location (Loc). TCDL = Top Chord standard design Dead Load in pounds per square foot. TCLL = Top Chord standard design Live Load in pounds per square foot. U = maximum Upward design reaction, in pounds, from all specified non -gravity (wind or seismic) load cases, at the indicated location (Loc). VERT(CL) = maximum Vertical panel point deflection in inches due to Live Load and Creep Component of Dead Load in inches. VERT(CTL) = maximum Vertical panel point deflection ratios due to Live Load and Creep Component of Dead Load, and maximum long term Vertical panel point deflection in inches due to Total load, including creep adjustment. VERT(LL) = maximum Vertical panel point deflection in inches due to Live Load. VERT(TL) = maximum Vertical panel point long term deflection in inches due to Total load, including creep adjustment. W = Width of non -hanger bearing, in inches. Refer to ASCE-7 for Wind and Seismic abbreviations. Uppercase Acronyms not explained above are as defined in TPI 1 Page 2 of 3 References: 1. AWC: American Wood Council; 222 Catoctin Circle SE, Suite 201; Leesburg, VA 20175; www.awc.org. 2. ICC: International Code Council; www.iccsafe.org. 3. Alpine, a division of ITW Building Components Group Inc.: 13723 Riverport Drive, Suite 200, Maryland Heights, MO 63043; www.alpineitw.com. 4. TPI: Truss Plate Institute, 2670 Crain Highway, Suite 203, Waldorf, MD 20601; www.tpinst.org. 5. SBCA: Wood Truss Council of America, 6300 Enterprise Lane, Madison, WI 53719; www.sbcindust[y.com. Page 3 of 3 SEON: 7658/ COMN Ply: 1 Job Number: N334504 Cust:R8975 JRef:1WVJ689750053T10 FROM: RWM Oty: 1fi ,7A5,182ED.F,02F ,RHOI/ 18281CAL114EBB ELEV.D/F DmNo: 168.20.1220.54106 Truss Label: Al KID / YK 06/16/2020 6'1'7 1291"15 1910" 26'6"1 33'6"9 6'19 6'10'8 6'10'1 6'10"1 6'10"8 6'19 -5X5 E 0'0' 1 119'10" 29'6" 39'8" Loading Criteria (psf) Wind Criteria TCLL 20.00 Wmd 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 Kzt: NA Mean Height: 15.00 it NCBCLC 10.00 TCDL: 4.2 psf Soffit: 0.00 BCDLb.0 psf Load Duration: 1.26 MWFRS Parallel Dist: In 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 138 (Effective 6/112013) Top chord: 2x4 SP 02 N; Bet chord: 2x4 SP #1; Webs: 2x4 SP #3; W3,W4,W5 2x4 SP #2 N Lumber value set "l3B" uses design values approved 1/30/2013 by ALSC Bracing (a) iX4 #3SRB or better continuous lateral restraint to be equally spaced. Attach with (2) 8d Box or Gun nails(0.113'W.5",min.). Restraint material to be supplied and attached at both ends to a suitable support by erection contractor. (a) or scab reinforcement may be used in lieu of CLR restraint. substitute (1) scab for (1) CLR and (2) scabs for (2) CLR'S where shown. Scab reinforcement to be same size, species, grade, and 80 % length of web member. Attach with 0.128x3" gun nails @ 6" oc. Loading Truss passed check for 20 psf additional bottom chord live load in areas with 42"-high x 24"-wide clearance. Wind Wind loads based on MWFRS with additional C&C memberdesign. Snow Criteria (Pg,Ptin PSF) Pg: NA CC NA CAT: Ni Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Code I Misc Criteria Bldg Code: FBC 61h.ed 201 TPI Ste: 2014 Rep Faa Yes FT/RT:20(0)/10(0) Plate Type(s): WAVE THIS DRAWING TO ALL Deft/CSI Criteria PP Deflection in loc Udell L/# VERT(LL): 0.222 K 999 240 VERT(CL): 0.385 K 999 240 HORZ(LL): 0.081 J - - HORZ(TL): 0.140 J - - Creep Factor: 2.0 Max TC CSI: 0.616 Max BC CSI: 0.982 Max Web CSI: 0.527 VIEW Ver: 17.0-..1213.21 1\1i1111111►Illl, 1 ® No, 86367 0 1 STATE OF ry�. , (fin • _ - • f.(h'.' FL REG# 278, Yoonhwak Kim, FL 06/16/2020 on 8. ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ /R- /Rh /Rw, /U /RL B 1709 /- /- /961 /308 /445 H 1710 /- /- /961 1308 A Wind reactions based on MWFRS B Big Width = 8.0 Min Req = 2.0 H Big Width = 8.0 Min 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 1468-3151 E-F 1102 -2027 C - D 1387 -2871 F - G 1387 -2872 D - E 1102 -2027 G- H 1488 -3153 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - L 2756 -1187 K - J 2276 - 889 L - K 2276 -863 J- H 2757 -1187 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. L - D 539 -206 K - F 485 -745 D-K 485 -744 F-J 540 -206 E-K 1361 -645 perry 310 10, 14111611 ALPINE the ibllity 13723 Riverport Drive Suite 200 r.iccsafeerg Maryland Heights, MO 63043 SEQN: 7662/ COMN Ply: 1 Job Number. N334504 Cust R6975 JRef:1WW689750053T25 / FROM: ALS Qty: 1 ,7A5,I 2ED,F,02F ,RH01/1828/CALI/4EBB ELEV,D/F DmNo: 168.20.1220.54167 Truss Label: AlA KO / 06/16/2020 T11'2 1Z 1T1"12 19't o+ 23'6" i— 31'6'14 39.8' i r114 Ba'14 6'1'12 YB•d 3•te'• 6'0'14 TiT2 c6X6 F 398" 1' 8'tY 3.9"3 Y19,2 ViT 6'a'i1 T11'6 1' H art i n•1c•4i� za' m•6•i -F as•s• -F i 3' 17. I 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 EXP: C Kzt: NA Des Ld: 37.00 Mean Height: 15.00 it NCBCLL: 10.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 Pat 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 ft GCpi: 0.18 Wind Duration: 1.60 Value Set: 13B (Effective 61112013) Top chord: 2x4 SP 42 N; Tl 2x4 SP #1; Bot chord: 2x4 SP #2 N; Webs: 2x4 SP 43: W3,W6,W9,W11 2x4 SP #2 N; Lumber value set "l3B" uses design values approved 1/30/2013 by ALSC Bracing (a) iX4 #3SRB or better continuous lateral restraint to be equally spaced. Attach with (2) ad Box or Gun nails(0.113"x2.5",min.). Restraint material to be supplied and attached at both ends to a suitable support by erection contractor. (a) or scab reinforcement may be used in lieu of CLR restraint. substitute (1) scab for (1) CLR and (2) scabs for (2) CLR'S where shown. Scab reinforcement to be same size, species, grade, and 80% length of web member. Attach with 0.1280" gun nails @ 6" cc. Plating Notes All plates are 2X4 except as noted. (I) - plates so marked were sized using 0 Fabrication Tolerance, 0 degrees Rotational Tolerance, and/or zero Positioning Tolerance. Wind Wind loads based on MWFRS with additional C&C member design. NOTE: Bottom chord filler indicated by hatched areas may be removed as required. FURNISH THIS Snow Criteria (P9,Pf m PSF) Pg: NA Ct: NA CAT: Ni Pf. NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Code / Misc Criteria Bldg Code: FBC 61h.ed TPI Std: 2014 Rep Fee. Yes FT/RT:20(0)/10(0) Plate Type(s): WAVE, HS Deg/CSI Criteria PP Deflection in loc Udell L/# VERT(LQ: 0.366 O 999 240 VERT(CL): 0.669 O 706 240 HORZ(LL): 0.168 K - - HORZ(TL): 0.314 K - - Creep Factor: 2.0 Max TC CSI: 0.791 Max BC CSI: 0.993 Max Web CSI: 0.958 VIEW Ver: 17.02.02A.1213.21 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh 1 Rw 1 U / RL B 1555 A /- /961 /308 /445 1 1556 /- /- 1961 /308 /- Wind reactions based on MWFRS B Erg Width = 8.0 Min Req = 2.2 1 Erg Width = 8.0 Min Req = 2.2 Bearings B & I are a rigid surface. Bearings B & I require a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - C 1429 -2745 F - G 1353 -2068 C-D 2160-4245 G-H 1201 -2103 D - E 1504 -2794 H - 1 1445 -2777 E-F 1610-2771 Maximum Sot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - S 2371 -1106 L - K 2402 -1133 Q - M 3738 -1618 K - I 2406 -1133 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp C - S 753 -1523 M - F 2007 -1002 C-Q 1476 -556 M-L 1854 -657 S - Q 2850 -1328 F - L 440 -454 Q-D 1271 -597 L-H 458 -688 D-M 804 -1539 aX�Fn• a �j IJ •e0 44444NAimi; ►��t 5 FL REG# 278, Yoonhwak Kim, FL PE #86367 06/162020 on 310Y e ALPINE the th bility 13723 Riverport Drive Suite 200 Job Number: N334504 Ply: 1 SEON: 7664 / T2 / COMN Cust: R8975 JRef: 1WW689750053 ,7A5,182ED,F,02F ,RH01/1828/CALI/4EBB ELEV.D/F Oty: 1 FROM: RWM DmNo: 168.20.1220.54027 Truss Label: A3 KM / BAF 06/16/2020 6'19 13'11'15 1990" 24b° 335'9 39'9' e 7 6'10"6 6'10'1 46' 9'2'9 6'19 Loading Criteria (ps0 TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Lot: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0" 33 1114X4 13'4'—— j H1' ttl 9'10° 4Z 5'4' 10 1. 10' 19'1o° 24`4' 29'89'9' ' 3 Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Mean Height: 15.00 it TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: h to 2h C&C Dist a: 3.97 fl Loc. from endwall: not in 9.00It GCpi: 0.18 Wind Duration: 1.60 Value Set: 13B (Effective 611/2013) Top chord 2x4 SP #2 N Bot chord 2x4 SP #1 :B3, B4 2x4 SP #2 N: Webs 2x4 SP #3 :W3, W4, W5, W7 2x4 SP #2 N: Lumber value set "13B" uses design values approved 1/30/2013 by ALSC Bracing (a) 1X4 #3SRB or better continuous lateral restraint to be equally spaced. Attach with (2) 8d Box or Gun nails(0.113"x2.5",min.). Restraint material to be supplied and attached at both ends to a suitable support by erection contractor. (a) or scab reinforcement may be used in lieu of CLR restraint. substitute (1) scab for (1) CLR and (2) scabs for (2) CLR'S where shown. Scab reinforcement to be same size, species, grade, and 80% length of web member. Attach with 0.128x3" gun nails @ 6" oc. Plating Notes All plates are 5X5 except as noted. Wind Wind loads based on MWFRS with additional C&C member design. "IMPORTANT" Snow Criteria (Pg,Phn PSF) Pg: NA Ct: NA CAT: N/ Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Code / Misc Criteria Bldg Code: FBC 2017 RES TPI Sid: 2014 Rep Factors Used: Yes FT/RT:20(0)/10(0) Plate Type(s): WAVE ray Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.042 M 999 240 VERT(TL): 0.131 M 999 240 HORZ(LL): 0.013 J - - HORZ(TL): 0.024 C - - Creep Factor. 2.0 Max TC CSI: 0.968 Max BC CSI: 0.797 Max Web CSI: 0.550 ♦Maximum Reactions (Ibs), or•=PLF Loc R /U /Rw /Rh /RL /W B 871 /188 /627 /- /445 /8.0 N• 323 167 /150 /- /- /68.0 H 508 1164 /445 /- /- /8.0 Wind reactions based on MWFRS B Min Brg Width Req = 1.5 N Min Brg Width Req= - H Min Brg Width Req = 1.5 Bearings B, N. & H are a rigid surface. Bearings B & H require a seat plate. Members not listed have forces less than 3759 VIEW Ver. 17.02.02A.1213.21 . Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - C 636 -1330 G - H 255 - 579 C - D 532 -1037 \ Q No.66367 A STATE OF z Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp B-M 1138 -554 K-J 847 -W8 M-L 743 -371 J-H 484 -153 L-K 861 -695 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. M - D 558 -225 K - F 861 .1602 D-L 512 -723 F-J 573 -306 L-F ' 7B5 -304 J-G 408 -484 '•,�F •.lORIOPNA C ••°oe°`� o` FL REG# 278, Yoonhwak Kim, FL PE #86367 06/16/2020 THE ALPINE NnIWC-M 2400 Lake Orange Dr. Suite 150 Orlando FL, 321337 Job Number: N334504 Ply: 1 SEON: 76631 T9 / HIPS Gust R8975 JRef: 1WW689750053 ,7A5,182ED,F,02F ,RHOI/1828/CALI74EBB ELEV.D/F ply: 1 FROM:HMT DmNo: 168.20.1220.54294 Truss Label: A4 KID / YK 06/162020 6'19 12'615 19, ' 20'g" 2T19 336s 6'7"7 6'5"8 615"7 1'8' 6'5"1 6'5"8 6'19 Loading Criteria (psq Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-10 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP. C Des Ld: 37.00 Mean Height: 15.00 ft NCBCLL: 10.00 TCDL: 4.2 psf Soffit: 0.00 BCDL 5.0 psf Load Dumflon: 1.25 MWFRS Parallel Dist: h to 2h Spacing: 24.0 " C&C Dist a: 3.97 ft LOC. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Value Set: 13B (Effective 611/2013) Top chord 2x4 SP #2 N Dot 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(0.11 Yx2.5",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" CO. Wind Wind loads based on MWFRS with additional C&C member design. of AND a5x5=5x5 E F Snow Criteria (Pg,Pf in PSF) Pg: NA CC NA CAT:W Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Code / Misc Criteria Bldg Code: FBC 6th.ed TPI Std: 2014 Rep Factors Used: Yes FT/RT.20(0)/10(0) Plate Type(s): WAVE ALL 296' DeO/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.172 L 999 240 VERT(TL): 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 CS) : 0.856 Max Web CSI: 0,669 VIEW Ver. 17.02.02A.1213.2, ttitltltll!/try e �\OEN,q 6/.li p* o No, 815367 0,♦ � RTE OFF a i:j;' 1b1 ♦ Maximum Reactions (Ibs) LOC R /U /Rw /Rh /RL B 1556 /309 /964 /- /428 18.0 1 1556 1309 /964 /- /- /8.0 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 D - L 482 -683 L - G 482 - 683 E - L 548 -381 G - K 508 -192 r �oN(A' t.b1 ll FL REG# 278, Yoonhwak Kim, FL PE #86367 06/16/2020 on to build the ver pa a-. e sui ability ALPINE any u+ry 2400 Lake Orange Dr. Dr. - Suite 150 Orlando FL, 32837 Job Number. N334504 Ply: 1 SEON: 7665 / T8 / HIPS Cast: R8975 JRef: 1WW689750053 ,7A5,182ED,F,02F,RH01/1828/CALI/4EBB ELEV.D/F Oly: 1 FROM: RWM DmNo: 168.20.1220.54199 I Truss Label: A5 KM / BAF 06/16/2020 Tm"14 1T 22'8° 31'9"2 T10"14 9Y°2 5'e° 91°2 T1094 F1 10 10' Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Sid: ASCE 7-10 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP. C Des Ld: 37.00 Mean Height: 15.00 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.O" 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 2400f-2.0E: Bot chord 2x4 SP #1 Webs 2x4 SP #2 N : W 1, W6 2x4 SP #3: Lumber value set "1313" uses design values approved 1/30/2013 by ALSC Bracing (a) 1X4 #3SRB or better continuous lateral restraint to be equally spaced. Attach with (2) ed Box or Gun nails(O.113"x2.5",min.). Restraint material to be supplied and attached at both ends to a suitable support by erection contractor.. (a) or scab reinforcement may be used in lieu of CLR restraint. substitute (1) scab for (1) CLR and (2) scabs for (2) CLR'S where shown. Scab reinforcement to be same size, species, grade, and 80 % length of web member. Attach with 0.128x3" gun nails @ 6" oc. Wind Wind loads based on MWFRS with additional C&C member design. o5X5 =5X5 D E 39'8" 9'10" 9'10° 19'10 29'8" Snow Criteria (Pg,Pf in PSF) Def fCSI Criteria Pg: NA Ct: NA CAT: NA PP Deflection in loc L/de8 L/# Pf: NA Ce: NA VERT(LL): 0.149 J 999 240 Lu: NA Cs: NA VERT(TL): 0.408 J 999 240 Snow Duration: NA HORZ(LL): 0.060 1 - - HORZ(fL):0.1121 - - Code / Misc Criteria Creep Factor: 2.0 Bldg Code: FBC 2017 RES Max TC CSI: 0.760 TPI Std: 2014 Max BC CSI: 0.863 Rep Factors Used: Yes Max Web CSI: 0.629 FT/RT:2O(0)/10(0) Plate Type(s): VIEW Ver: 17.02.02A.1213.21 WAVE TO ALL GE1I No. 8636 STATE Of ♦ Maximum Reactions (Ibs) Loc R /U /Rw /Rh /RL /W B 1552 1318 / 965 1- / 387 / 8.0 G 1552 1318 /965 /- /- 18.0 Wind reactions based on MWFRS B Min Brg Width Req = 1.8 G Min Brij 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 - Z765 E - F 1559 - 2561 C - D 1559 - 2561 F - G 1532 - 2755 D - E 1205 -1728 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - K 2393 -1221 J - 1 1695 -768 K - J 1695 -738 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 -452 E - 1 770 -462 D - J 388 -234 1- F 403 -448 '•;'�F•.<0R10eP C 4FdS;ON(AL FL REG# 278, Yoonhwak Kim, FL PE #86367 06/16/2020 UUtUldl snddami enu m uonocnorc snap nave a progeny hav bracing ins ailed per SCSI s¢ctwns $3, B7 or 10, on the JoinCDetails, unless noted otherwise. Refer to ALPINE ,r any deviation from this dmwing,apy failure to build the u,m„�, . 1mg of, lrussesA seat on this drawn5g or cover pa gge 2400 Lake Oran a Dr. msiblV,soV,forthedesi nshown. The SulCability 9 Desi Ader a ANSIFTPI 1 Sec.2. Suite 150 r, TPL waw.ipinstom; SSCAw w.sbundusay.com: ]CC: w .iccsafe.om Orlando FL, 32837 SEON: 1015781 COMN Ply: t Job Number. N334504 Oust: R8975 JRef:1WW689750053T11 / FROM: RDP Oty: 1 ,7A5 ,182ED,F ,02F ,RH01 / 182SICAL114EBB ELEV.D/F DiwNo: 168.20.1220.54542 Truss Label: A5GE / YK 06/16/2020 Loading Criteria (ps0 TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 3T00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Lumber Ed z115 zAar � m 4 z 81'r P1V le'9' 181P 3 131 36 31Y V/ 3 349- s1v 1 ses Ilir 1--' s1a+ z 9 z '� zviz siol F sr11 �&j �Ioa �'-z-I ..srKa Fi �1' 1V exI 1T+3 5' 38 3' T fi fa lsxa x1 3s ar 3zx 39x Wind Criteria Wind Sid: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzb NA Mean Height: 15.00 ft TCDL:4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: h to 2h C&C Dist a: 3.971t Loc. from endwall: NA 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 :W7, W14, W15, W16 2x4 SP #2 N Lumber value set "l 3B" 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"x25",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 0.128xY gun nails @ 6" oc. Special Loads -(Lumber Dur.Fac.=1.25 / Plate Dur.Fac =1.25) TC: From 56 pit at -1.00 to 56 pit at 10.67 TC: From 96 pit at 10.67 to 96 pit at 32.67 TC: From 56 pit at 32.67 to 56 pit at 40.67 BC: From 20 pit at 0.00 to 20 pit at 39.67 BC: 128 lb Conc. Load at 23.21,23.79 PL: 136 lb Cone. Load at (23.27, 9.98). (23,80.9.98) Plating Notes All plates are 2X4 except as noted. of any Snow Criteria (Pg,Pf in PSF) Pg: NA Cb NA CAT: NF Pf: NA Cc: NA Lu: NA Cs NA Snow Duration: NA Code / Misc Criteria Bldg Code: FBC 6th.ed TPI Std: 2014 Rep Fee: No FT/RT:20(0)/10(0) Plate Type(s): WAVE Deg/CSI Criteria PP Deflection in loc L/defl U# VERT(LL): 0.107 AE 999 24 VERT(CL): 0.211 AE 999 24 HORZ(LL): 0,0451 - - HORZ(TL):0.0881 - - Creep Factor: 2.0 Max TC CSI: 0.827 Max BC CSI: 0.722 Max Web CSI: 0,944 VIEW Ver: 18.02.0IX0205.19 Wind loads based on MWFRS with additional C&C member design. Additional Notes Refer to General Notes for additional information No.86367 a ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 769 /- /- /514 /323 1445 AS 2345 A /- /913 /990 /- Z 1079 /- /- /500 /352 /- T 519 /- A /405 1219 /- Wind reactions based on MWFRS B Brg Width =8.0 Min Req =1.5 AS Brg Width = 8.0 Min Req = 2.8 Z Brg Width =8.0 Min Req =1.5 T Brg Width = 8.0 Min Req =. 1.5 Bearings B, AB, Z, & T are a rigid surface, Bearings B, AS, Z, & T 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 465-1090 I-J 391 -195 C-D 366 -815 J-K 390 -199 D - E 407 -762 K - L 541 - 252 E - F 420 -759 L - M 608 - 296 F-G 411 -678 M-N 506 -244 H-1 377 -185 S-T 243 -610 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp B-AH 922 -492 AD -AC 535 -310 AH-AG 535 -310 AC -AB 410 -325 AG-AF 535 -310 X - W 491 -156 AF-AE 535 -310 W-V 491 -156 AE-AD 535 -310 V-T 491 -156 V e STATE OF 6 1< Maximum Web Forces Per Ply (Ibs) . ,o(.o S rg°-44/4 Webs Tens.Comp. Webs Tens. Comp. r'i�e�t'sr-e i(��A�'�'Of�G ®e`9 �AH JI 565 -302 AR AS 377 -568 `fit; N(A� ,;,� GJA L 487 -933 AW-N 237 -676 AL -AN 473 -920 N-AX 683 -347 AN -AP 492 -955 AX-X 690 -342 AP -AC 512 -984 X-AZ 294 -478 AC-K 792 -498 AZ -BB 280 -472 K-AB 546-1366 BB-S 309 -457 FL REG# 278, Yoonhwak Kim, FL PE #86367 06/16/2020 INCLUDING THE INSTALLERS i. Refer to and follow the latest edition of BCSI (Building ning these functions. Installers shall provide temporary, ictural sheathin4 and bottom chord shall have a properly lave braving ins lied per SCSI sections B3, B7 or B70, m the Joint Details, unless noted otherwise. Refer to �^ �LPP�I,NNE r any deviation from this drawingc� anyy failure to build the ing of tmssesA seal on this orBwirlg or cover pa a-, nsibilitZ solely forthe design shown. The suifability fi750 Fomm Drive Desig er per ANSI/TPI 1 Sec.2, Suite 3G5 r, TPITPI: w tainslorg _S9CA: v .sbdndustry.com; ICC w .imsafe.om Odando FL, 32821 Job Number. N334504 Ply:1 SEON: 7667/ T7 /HIPS Cust:R8975 JRef: 1WW689750053 ,7A5,182ED,F ,02F ,RHOI / 1828/CALI/4EBB ELEV.D/F Oty: 1 FROM: RWM DmNo: 168.20,1220.54370 Truss Label: As KM / BAF 06/1612020 T10"14 15' 31'9"2 39'8" T10'94 T1"2 9'8" T1"2 T10"14 _6X(i DT3 �6X6 E T T 12 6 05CX5 05F5 n 0 W w W1 B G 1� A H 4X6(A2) -5X5 -5X5 =5X5 =4X6(A2) 39'8" F1' 10' 9'10" 9'10" 10' 1� 10' 19'10" 29'8" 39'8" Loading Criteria last) Wind Criteria Snow Criteria (Pg,Pf in PSF) DefUCSI Criteria ♦ 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 / Rw / Rh / RL / W TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.159 J 999 240 B 1552 / 328 / 962 /-/- / 8.0 Enclosure: Closed BCLL: 0.00 Lu: NA Cs: NA VERT(TL): 0.436 J 999 240 G 1552 / 328 / 962 /- / - 18.0 BCOL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0,061 1 - - Wind reactions based on MWFRS Des Ld: 37.00 EXP: C HORZ(TL): 0.115 I - - B Min Brg Width Req = 1.8 Mean Height: 15.00 ft NCBCLL: 10.00 Code I Misc Criteria Creep Factor: 2.0 G Min Brig Width Req = 1.8 TCDL: .psf Bearings B & G are a rigid Soffit: 0.00 BCDL: 5.0 psf Bldg Code: FBC 2017 RES Max TC CSI: 0.913 9 g surface. Load Duration: 1.25 MWFRS Parallel Dist. In to 2h TPI Sid: 2014 Max BC CSI: 0.867 Bearings B & G require a seat plate. Spacing: 24.0" C&C Dist a: 3.97 it Rep Factors Used: Yes Max Web CSI: 0.572 Members not listed have forces less than 375# Loc. from endwall: not in 9.00 ft FT/RT.20(0)/10(0) Maximum Top Chord Forces Per Ply (Ibs) Gio 0.1Plate Type(s): Chords Tens.Comp. Chards Tens. Comp. Wind Duration: 1.60 WAVE VIEW Ver. 17.02.02A.1213.21 Lumber B-C 1547-2729 E-F 1568 -2537 C - D 1568 -2538 F - G 1547 -2729 Value Set 13B (Effective 6/V2013) - D - E 1287 -1910 Top chortl 2x4 SP #2 N :T3 2x4 SP 2400f-2.OE: BotWe chord 2x4 SP #1 Maximum Bot Chord Forces Per Ply (Ibs) Webs2x4SP N313"se 2x4 SP Chords Tens.Comp. Chords Tens. Comp. se uses design values vat Lumbervalueset13 by approved 1/30/2013 by ALSC B - K 2363 -1228 J - I 1847 - 899 K - J 1847 -870 I - G 2363 -1257 Wind Wind loads based on MWFRS with additional C&C Maximum Web Forces Per Ply (Ibs) member design, Tens. Comp. T628Co363 WAk'I /'� Kebs D EWebs 628 363 Is B No.86367 o a %tea, STATE OF a QZ /''•D��N ;CORIOPC � C s/ON(A; FL REG# 278, Yoonhwak Kim, FL PE #86367 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 fapricatin , handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, b TPI anog SBCA) IoF saly practices prior to performing these functions. Installers shall provide tempora _ bracing�er BCSI. Unless noted oyiherwise,top chord shall have properly attache structural sheathin� and bottom chord shall have a properly attache. n id ceilin Locations shown for ermanent lalaral restraint of webs s all have brawn ms ailed per BCSI s coons B3, B7 or B10, as appllcab�e. App�y plates to each face_o�lruss antl position as shown above antl on the Joinf Details, unless note�otherwlse. Reter to drawmgs 160A-Z for standard plate positions. ALPINE AI ine, a division of ITW Buildin Components Gr�uo In .,shall not be rep onsiyle for any deviation from this drawl a failure to builtl the it as in conformance with ANSI 1, or for handlirf a i pin , installati8n antl bracing of trussesA seal on this �ra as or cover Pape g , 2400 Lake Orange Dr. listing this drawin indicates acceptance of pro) ess�onal engineerin responsibilityN solely for the tlesi n sw The sui[gabrlity 9 and use of this 1�Fawing for any s�ructure is �he responsibility of the �vllding Desigrfer peYANS17PI 1 Sec.2. Suite 150 For more inf... bon see Nis job's general notes page and these web sites: ALPINE: www.alilineltwcom7TPI: w .tpirstorg SBCA: www.sbundus .wni. [CC: w Joaiifeom Orlando FL, 32837 Jab Number, N334504 Ply: 1 SEON: 7668 / T6 / HIPS Cust: R8975 JRef: 1WW689750053 ,7A5,182ED,F ,02F ,RH01 / 1828/CALIMEBB ELEV.D/F City: 1 FROM: RWM Drv+No: 168.20.1220.54293 Truss Label: A7 KM / BAF O6/16/2020 6'9"4 13'26'8" 32'l0"12 6'9"4 6'2"12 6'10" 6.10" 6'2"12 e5X5 1112X4 =5X5 D E F 12 T 6 A2X4 W m C #2G O 'a o W3 1B A H 4X6(A2) =5X5 =5X8 -5X5�4X6(A2) 39'8" 10' 9'10" 9' 10 7� 10' 19'10" 29'8"10" 39'8" Loading Criteria fast) Wind Criteria Snow Criteria (Pg,Pfin PSF) DefIICSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Sid: ASCE 7-10 Pg: NA Ct: NA CAT: NA PP Deflection in loc L/deB L/# Loc R / U / Rw / Rh / RL / W TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.191 E 999 240 B 1556 / 716 / 953 / - / 305 18.0 BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(TL): 0.523 E 999 240 H 1556 1716 1953 / - /- / 8.0 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.065 J - - Wind reactions based on MWFRS Des Ld: 37.00 EXP: C Mean Height: 15.00 itHORZ(TL): 0.121 J - - B Min Big Width Reg = 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 Bldg Code: FBC 2017 RES Max TC CSI: 0.502 BCDL: 5.0 psf Bearings B & H are a rigid surface. Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI 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: 17.02.02A.1213.21 Lumber B-C 1617-2780 E-F 1504 -2289 C - D 1545 -2523 F - G 1544 -2523 Value Set: 13B (Effective 6/1/2013) D - E 1504 -2289 G - H 1616 -2780 Top chord 2x4 SP #2 N Bot chord 2x4 SP #1 Webs 2x4 SP #3:W3, W5 2x4 SP #2 N: Maximum Sot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. Lumber value set "l3B" uses design values approved 113012013 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 ,i Maximum Web Forces Per Ply (Ibs) member design. ,l`\`r'Wry'1 /;x Tens. Comp. Webs T rs.Co255 'p KeFs 251 425 F-J 535 -255 ,�fC'E11NS�F/(d -251 E-K No, 86367 s � 6 a� o° SLATE OF a°Qa '•i J' ••ea°•` os,�N(A, ,", FL REG# 278, Yoonhwak Kim, FL PE #86367 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, handlingshipping, installing and bracing.. Refer to and follow the latest edition of BCSI (Building Component Safety � Information, byy TPI an SBCA) sa�ety practices prior to performing these functions. Installers shall provide tempo srryy bracing per BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a properly atlachetl ngid ceilin Locations shown for armament lateral restraint of webs shall hav bracin inst@]led per BC51 s awns 63, B7 or Fr., as app lca e. App y Iates to each face opilruss and position as shown above and on lie Join Details, unless note�othervnse. Refer to drawings 160A-Z for standard plate positions. 1� 1-� �LPPI' ALPINE 1 VN Alpine, ad ivision of ITW Buildingq Components Gropp InC.,shall not be reS000nsi le for any deviation from this drawin ap failure to build the w,m,m,,,�,r,. truss in conformance with ANSI/fPl 1, or for hantllin snlppin installall6n an�bracing of trussesA seal on this tlr�wiX or cover pa a Iistin this drawin indicates acce lance of pro essiona engineerin esponsibiliN solely for the desi n shorn. and use of this �iawing for any s�ructure is fhe responsibility the �uf1ding Designer 2400 Lake Oran a Dr. The suitability g Suite 150 of per ANSI/rP11 Sec.2. For more information sea mis'ob's general notes a e ena Nese web sites: ALPINE: www.al ineibv com; tPl: www t insLO 6BCA: wwwsbuntlust .Cam; ICC: www.irua(e. Orlando FL, 32837 SEON: 76591 HIPS Ply: 1 Job Nu tuber. N334504 Cust: R8975 JRef:1W 89750053T5 / FROM: RWM Oly: i .7A5.182ED,F,02F ,RH01/1828/CAL1/4EBB ELEV.D/F DIwNo: 168,20,1220.54323 Truss Label: Ali KD / YK 06/1612020 5'9"4 11' 19' 28'8" 33'10"12 39'8" 5'9"4 5'2"12 8' 9'8" 52"12 59"4 _5X5 —5Xi35 =5X5 F 12 6 T T®C4 W 02G ,7 o rn W3 Cl H 1 A B 37 1 4X6(A2) =5X5 =5X8 =5X5 =4X6(A2) 39'8" r1' 10' 9'10" 9'10" 10' 1� 10' 19'10" 29'8" 39'8" Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Ff in PSF) DeR/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-10 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl L/# Gravity Non -Gravity TCDL: 7.00 Speed: 160 mph Pf: NA Cc: NA VERT(LL): 0.213 E 999 240 Loc R+ / R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.399 E 999 240 B 1566 /- /- /940 1718 /264 BCDL: 10.00 Risk Category: It Snow Duration: NA HORZ LL : 0.068 J - - H 1556 A ( ) A/940 /718 /- EXP: C Kzt: NA Des Ltl: 37.00 Mean Height: 15.00 itHORZ(TL): 0.127 J - - Wind reactions based on MWFRS NCBCLL: 10.00 TCDL: 4.2 psf Code / Misc Criteria Creep Factor. 2.0 B Brg Width = 6.0 Min Req = 1.8 H Big Width = 8.0 Min Re Soffit: 0.00 Bldg Code: FBC 6th.ed 201 Max TC CSI: 0.870 9 q = 1.8 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: N2 to h TPI Sttl: 2014 Max BC CSI: 0.865 Bearings e 8 H are a rigid surface. Bearings B & H require a seat plate. Spacing: 24.0 " C&C Dist a: itRep Fac: Yes Max Web CSI: 0.969 Mnot listed have forces less than 375# Lac. from endwadwall: 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 15-2E -F 1721 -2693 C_D 147 -2533 F-G 16-2539 Value Set: 13B (Effective 611/2013) DE 1783 -2773 G-H 1663 -2797 Tap chord: 2x4 SP #2 N; T3 2x4 SP 2400f-2.OE; Bot chord: 2x4 SP 41: Maximum Bot Chord Forces Per Ply (Ibs) Webs: 2x4 SP 43: W3,W5 2x4 SP #2 N; Chords Tens.Comp. Chords Tens. Comp. Lumber value set "1313" uses design values approved 1 /3012013 by ALSC B-L 2448-1362 K-J 2163 -1134 L - K 2147 -1091 J - H 2440 -1384 Wind Wind loads based on MWFRS with additional C&C fAk, Maximum Web Forces Per Ply (Ibs) member design. �IOA_ �� W Webs Tens.Comp. Webs Tens. Comp. D-K 739 -462 F-J 466 -151 • E-K 419 -534 it No. •y: _y• • �� s o� �• STATE OF a'4, • %D�F ••��RI� i�,9b,�� AL E�� eafuuu� FL REG# 278, Yoonhwak Kim, FL PE #86367 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 , handling shipping, installing and bracing., Refer to and follow the latest edition of BCSI (Building Component Safety Information, byy TPI an� SBCA) se ety practices prior to performing these functions. Installers shall provide tempora bracing er BCSI. Unless noted olherwise,top chord shall have attached structural bottom have properly sheathin and chord shall a properly attach �ri id ceilin Locations shown for armament lateral restraint of webs shall hav br cin lnsialletl per BCSI s clions 93, 87 or t310, as agpe(icab�a. App�y lates to each face. otPtruss and t�1e Refer —�_ position as shown above and on .�oinl9Detalls, unless note otherwise. drawings 160A-Z for aPandand plate positions. 1 1"f I ram' to ALPINE Lr 1µ V Alpoine, a division of ITW BuildlInqq�Components GTpp Ind. shall not be responsible for any deviation from this drawif� any failure to build the Am tNss in conformance with ANSIIfPI 1, or for haptllin saippin , installation and bracing of trussesA seal on this tlrowing or cover pa e, , 13723 Riverbed Drive listing this drawin Indicates rP acceptance opmassume engineerinq responsibillty solely forthe des i nshown. The suitability, and use of this orawing for any a lucture is the responsibility of the Building Designer ANSI/TPI 1 Sec.2. Suite 200 per or more information see this'ob's gereml notes page and these web sites:ALPINE: wwwalineibacom'TPI: wwwAiinstoriSSCA: wawsbcindust eom;ICC: www.isssafecrg Maryland Heights, MD 6304 bill SEQN: 76601 HIPS Ply: 1 Job Number: N334504 Cusl R8975 JRefj1 689750053T4 / FROM: RWM Qty: 1 ,7A5 ,182ED,F ,02F ,RH01 / 1828/CALI/4EBB ELEV.D/F DmNo: 168,20.1220.54107 Truss Label: Ag KID / YK 05/16/2020 22'8" 9' 8' S'8" .5C5 T2 m5XD5 =04 =5F5 6 T 2 0 (a) W (a) h o WS 1 13 G A 3,7 H 18'8" =4X6(A2) =6X6 =6%6 a6X6 m4%6(A2) 39,8" Fi' I 10' 9'10" for +1'� 10' 19'10" 29'8" 39'8" Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Deff/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/# Gravity Non -Gravity TCDL: 7.00 Speed: 160 mph Pf: NA Cc: NA VERT(LL): 0.251 J 999 240 Lee R* / R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.469 J 999 240 B 1556 /- /- /921 1720 1223 BCDL: 10.00 Risk Category: It Snow Duration: NA HORZ(LL): 0.081 1 - - G 1555 /- /- /921 /720 /- EXP: C Kzl: NA Des Ld: 37.00 HORZ(TL): 0.150 1 - Wind reactions based on MWFRS Mean Height: 15.00 it NCBCLL: 10.00 TCDL: 4.2 psf Code I Misr. Criteria Creep Factor: 2.0 B Brg Width = 8.0 Min Req = 1.8 Soffit: 0.00 BCDL: 5.0 psf Bldg Code: FBC 5th.ed 201 Max TC CSI: 0.939 G Brg Width = 8.0 Min Req = 1.8 Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Max BC CSI: 0.897 Bearings B 8 G are a rigid surface. Beatings B & G require a seat plate. Spacing: 24.0" C&C Dist a: 3.97 R Rep Fac: Yes Max Web CSI: 0.306 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): I Chords Tens.Comp. Chords Tens. Comp. Wind Duration: 1.60 WAVE VIEW Ver: 17.02.02A.1213.21 Lumber B-C 1595-2705 E-F 1607 -2478 C - D 1608 - 2478 F - G 1595 -2704 ,Value Set: 13B (Effective 6/1/2013) D - E 2001 .3233 .Top chord: 2x4 SP #1; T2,T3 2x4 SP #2 N; Bat chord: 2x4 SP #1; Maximum But Chord Forces Per Ply (Ibs) Webs: 2x4 SP #3; W2,W5 2x4 SP #2 N; Chords Tens.Comp. Chords Tens. Comp. Lumber value set"1313" uses design values approved 1/3012013 by ALSC B - K 2330 -1246 J - 1 3176 -1733 K - J 3174 -1732 I - G 2329 -1275 Bracing er nuous lateral restraint Maximumes Per(Ibs) to beequallyGun .r'NHyygkr,� Webs qu k25 mnJ.ttach with (mated Box or Tens.Comp. ens. Comp. be naiIsupplied and attached at both ends to a suitable �� QO e • ° e e ° ®�/A_�I� C - K 718 -313 E -1 629 - 834 support by erection contractor. `4> 'y e ��CE�s A a'�J �j� K- D 527 -832 I - F 718 -314 (a) or scab reinforcement may be used in lieu of CLR re' a �` e restraint. substitute (1) scab for (1) CLR and (2) „�® No. 66367 ° scabs for (2) CLR'S where shown. Scab reinforcement to be same size, species, grade, and ► e 80% length of web member. Attach with 0.128x3"gun nails @6"oc. ®.� e o �w :�s ^ STATE OF 44, Wind m e-rfT. �+ `V, Wind loads based on MWFRS with additional C&C cod", ° e a 1 OR I D 0 member design. of F e e o° e° e� .,SS/ON(A1 t�,, FL REG# 278, Yoonhwak Kim, FL PE 986367 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, b TPI ano SBCA) r saty practices prior to performing these functions. Installers shall provide tempos bracing er BC81. Unless noted a herwise,top chord shall have proper) attached structural sheathing and bottom chord shall have a properyrly attach ,n id ceilin Locations shown for ermanent lateral restraint �f w bs shall ham bracm ins ailed per BCSI s ctions B3, B7 or tl10, as appeiicel'1�e. AppPy Oates to each face. opiiruss and position as -shown aoove and on tt a Joinl9Details. unless notesgotherwise. Refer to drawings 160A-Z for standard plate positions. ALPINE Alpine, a division of ITW Buildin9.Components Group In she npt be responsible for any deviation from this drawing anv failure to build the truss in cpnformance with A'to' PI 1, or for handlinq� snippinQ Installali0n antl bracng of IrussesA seal on this tlreairig or cover pa a-, 13723 Rive od Drive listing this drawin indicates acce tance of proTessionaf engino. inG responsibility so le)v for the des) nshown. The suitgablliry rP antl use this Wing for is fhe Suite 200 of any structure respa nslblIify of the Building Designer P. ANSIIrp, 1 Sec.2. For more information sea iM1is'ob's eneral notes a sane these web sties: ALPINE: wxw.al ineirw.com; TPI: www.l instar ;SBCA: www.ebcintlus .wm;ICQ www.iccsafe.or Maryland Heights, MO 6304 SEDN: 1017481 HIPS Ply. 2 Job Number. N334504 Cust R6875 JRef:1WW6897500MT12 / FROM: LPM Dry: 1 ,7A5,182ED,F,02F,RH01/1828/CALI/4EBB ELEV.D/F DmNo: 168.20.1220.54604 Truss Label: A10G / YK 06/16/2020 2 Complete Trusses Required 7' 17' 228 32'8" 39'e" T 10, S'8" 10' 7' 12 -6C6 T2 -BD8 T3 ii�8E8 T4 '6X6 F T 6 o T e G e d0 A H I_8'8" 1 4X6(A7) -8x8 =-8x8 =8X8 =4X6(A1) 39'8" 9'10" 9'10" 10' 19'10" 2918" Loading Criteria (par) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/C51 Criteria ♦ Maximum Reactions (Ibs) TOLL: 20.00 Wind Std: ASCE 7-10 Pg: NA Ct: NA CAT: NA PP Deflection in loc L/deFl L/# Gravity Non -Gravity TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.295 J 999 240 Loc R+ / R- / Rh / Rw / U / RL BOLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.555 J 850 240 B 3135 !- /- !- /1427 /- BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.064 1 - - G 3135 /- /- /- /1427 /- Des Ld: 37.00 EXP: C Kzt: NA HORZCFL): 0.121 1 - - Mean Height: 15.00 it Wind reactions based on MWFRS NCBCLL: 0.00 TOOL: 4.2 psf Code / Misc Criteria Creep Factor. 2.0 B Brg Width = 8.0 Min Req = 1.8 Soffit: 0.00 Bldg Code: FBC 6th.ed 201 Max TC CSI: 0.675 B 5.0 psf G Br Width Min Re 9 q = 1.8 Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 TPI 2 MWFRS Max BC CSI: 0.760 Bearings S & G are a rigid surface. Bearings B & G require a seat plate. Fa o Spacing: 24.0" C8C Dist a: Rep Fac: No Max Web CSI: 0.760 Members not listed have forces less than 375# dwa l: Loc. From endwall: NA FT/RT:20(0)/10(0) Maximum Top Chord Forces Per Ply GCpi: 0.18 Plate Type(s): Chards Tens.Comp. Chords Tens.s. Comp. Wind Duration: 1.60 WAVE VIEW Ver: 18.02.01A.0205.19 Lumber B-C 1424 -093 E-F 1533 -3601 Value Set: 13B (Effective 6/1/2013) C-D 1533-3801 F-G 1424 -3093D - E 2127 -4831 Top chord 2x4 SP #2 N :T2, T4 2x6 SP SS: :T3 2x6 SPx6 N:Bot chord 2x6 SS Maximum Bet Chord Forces Per Ply (Ibs) We Webs 2x4 SP #3 #3 Chords Tens.Com Chords Tens. Comp. P� P. Lumber value set "138" uses design values B - K 2752 -1257 J - 1 4768 -2187 approved 1/30/2013 by ALSC K-J 4768-2187 I-G 2752 -1257 Nailnote flipi// � Maximum PerPly(Ibs) Top ChoNail rtl: I Row @12. 0" o coils W ^ Webs Tens.Comp.as Tens. Comp. ``,��pi Bet Chord: 1 Row 012.00"o.c O�•pa�6,o%(� // C-K 1287 -417 E-I 727 -1297 `�� Webs :1 Row @ 4"o.c. y `ENS ••� /i/ K-D 727 -1297 I-F 1287 ,�� •� \ Use equal spacing between rows and stagger nails • `r F o i -417 in each row to avoid splitting. = s i d N0.86367 e Loading 7t 0 • llf #1 hip supports 7-0-0 jacks with no webs. � �-'�� $ Wind STATE OF Wind loads and reactions based on MWFRS. • �-�� 6090 Additional Notes all Refer to General Notes for additional information ///�Y'�QNIAj 411 FL REG# 278, Yoonhwak Kim, FL PE #86367 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, hand ling shipping, installing and bracing., Refer to and follow the latest edition of Component Safety Information, b TPI an 1� SBCA) fo'r saty to these functions. BCSI (Building practices prior performing Installers shall provide bracing er BCSI. Unless noted oytherwise,top chord shall have property attached structural sheathin and bottom chord shall temporary have a properly attach%Trlqid ceilin Locations shown for ermanent lateral restraint of webs shall have br an Ins�alled per BCSI s ctions 93, B7 or 870, as app Icab a. ARI) y lates to each face. a ttruss and position as shown above and on the Join[gDetails, unless note�otherwlse. Refer to drawings 160A-Z for aPandard plate positions. ALPINE Alpine, a division of ITW BuildinlCompon¢nts Grgp Inc., shall not be re;;oonsihle for any eviation from this drawing,ap failure to build the µm,m,,,,,,a truss In conformance with ANSI/I PI 1, or for handllrPq, shlppinq, installatl6n bracing and orcltrussesA seal on this drawl or listing this drawin4 indicates acceptance of prolesslonaf engineerinU responsibilittyv sole )vv for the des �iqnshown. and use of this drawing for any structure is the responsibility of the building DesigtSer peYANSIRPI 1 SeC.2. cover pa4e, , s750 Forum Drive The suiCablllry Suite 305 For more information sea Nis ova general notes page and these web sites: ALPINE: waw.al ineilw.cgm TPI; wmv.t iastor ;SBCA: evnv.ebcindus .00m; ICC: wwwJ=afe.o Orlando FL, 32821 Job Number. N334504 Ply: 1 SEON: 7669 / T20 / COMN Cust: R8975 JRO: IWW689750053 .7A5 ,182ED.F ,02F ,RH01 / 18281CALIMEBB ELEV.D/F Ott, 1 FROM: RWM DiwNo: 168.20.1220,54012 Truss Label: B7 KM / BAF 06/16/2020 57"4 Loading Criteria (par) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-10 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP. C Des Ld: 37.00 Mean Height 15.00 R NCBCLL: 10.00 TCDL 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 Spacing: 24.0" C&C Dist a: 3.00 It Loc. from endwall: Any GCpi: 0.18 Wind Duration:1.60 Value Set: 13B (Effective 61112013) Top chord 2x4 SP #2 N Bet chord 2x4 SP #2 N Webs 2x4 SP #3 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. FURNISH 10'6" Snow Criteria (Pg,Pf 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 2017 RES TPI Sid: 2014 Rep Factors Used: Yes FT/RT:20(0)/10(0) Plate Type(s): WAVE -4X4 D 13'4" ' Defl/CSI Criteria PP Deflection in loc Udell U# VERT(LL): 0.047 H 999 240 VERT(TL): 0.129 H 999 240 HORZ(LL): 0.020 G - - HORZ(TL): 0.037 G - - Creep Factor: 2.0 Max TC CSI: 0.433 Max BC CSI: 0.617 Max Web CSI: 0.260 VIEW Ven 17.02.02A.1213.21 \\ O •rya •/��I \\iEN ,(' iA777 °i No, 86367 0 STATE OF Q a F �� 57"4 ♦ Maximum Reactions (Ibs) Loc R I /Rw /Rh /RL /W B 864 1397 1529 / - 1229 18.0 F 805 1360 1463 /- /- 18.0 Wind reactions based on MWFRS B Min Erg Width Req = 1.5 F Min Brg Width Req = 1.5 Bearings B & F are a rigid surface. Bearings B & F require a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp B - C 1226 -1344 D - E 1201 -1152 C-D 1152-1146 E-F 1286 -1351 Maximum But Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B-H 1152 -995 G-F 1161 -996 H - G 795 -554 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp.. C - H 428 -284 D - G 394 - 374 H - D 383 -355 G - E 433 -289 FPC\•••C0 D C S A, 1�,1 FL REG# 278, Yoonhwak Kim, FL PE #86367 06/16/2020 2400 Lake Orange Dr. Suite 150 Orlando FL, 32837 Job Number. N334504 Ply: 1 SEON: 7670 / T3 / GABL I Cust: R8975 JRe(: 1WW689750053 ,7A5,182ED,F,02F ,RH01/1828/CALI/4EBB ELEV.D/F Oty: 1 FROM:HMT DrwNo: 168.20.1220.54183 Truss Label: 82GE KM / BAF 06/16/2020 I— 4'6' T --j (TYP) =4x4 F � 1•P 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 fit 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: 3.001t Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Value Set: 133 (Effective 61112013) Top chord 2x4 SP #2 N Bot chord 2x4 SP #2 N Webs 2x4 SP #3 Lumber value set "138" uses design values approved 1/30/2013 by ALSC Special Loads -----(Lumber Dur.Fac =1.25 / Plate Dur.Fac.=1.25) TC: From 96 plf at -1.00 to 96 pit at 22.33 BC: From 20 pit at 0.00 to 20 pit at 21.33 Plating Notes All plates are 2X4 except as noted. Wind Wind loads based on MWFRS with additional C&C member design. Additional Notes See DWGS A16015ENC101014 & GBLLETIN1014 for gable wind bracing and other requirements. FURNISH THIS Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: W PC NA Cc: NA Lu: NA Cs: NA Snow Duration: NA Code I Misc Criteria Bldg Code: FBC 2017 RES TPI Std: 2014 Rep Factors Used: Yes FT/RT.20(0)/10(0) Plate Type(s): WAVE 21'4" 21'4" Defl/CSI Criteria PP Deflection in Joe Udefl U# VERT(LL): 0.005 R 999 240 VERT(TL): 0.017 R 999 240 HORZ(LL): 0.004 L - - HORZ(TL): 0.006 R - - Creep Factor. 2.0 Max TC CSI: 0.323 Max BC CSI: 0.211 Max Web CSI: 0.092 VIEW Ver 17.02.02A.1213.21 r ♦ Maximum Reactions (lbs), or'=PLF Loc R /U /Rw /Rh /RL /W B' 125 148 /39 /- Ill /256 Wind reactions based on MWFRS B Min Brg Width Req = - Bearing B is a rigid surface. Members not listed have forces less than 375# O`,`,1�1i111111i1i/I► :`��`��o� 0 �SF�'��'��' a No, 86367 1 �• �1T :14w STATE OF , L. �"1A, FL REG# 278, Yoonhwak Kim, FL PE #86367 06/16/2020 ALPINE IHnW(pM 2400 Lake Orange Dr. Suite 150 Orlando FL, 32837 li Job Number: N334504 Ply: 1 SEON: 7671 / Tin ICOMN CUSL R8975 JRef: IWVV68975005b3 ,7A5,182ED,F,02F ,RH01/1828/CALI/4EBB ELEV.D/F Oty: 1 FROM: RVM Dn,No: 168,20.1220,54138 Truss Label: C1 JB / BAF 06/16/2020 f'- 1 1 r Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) TCLL: 20.00 Wind Std: ASCE 7-10 Pg: NA Ct: NA CAT:NA TCDL: 7.00 Speed: 160 mph Pf. NA Ce: NA BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA BCDL: 10.00 Risk Category: II Snow Duration: NA EXP. C Des Ld: 37.00 Mean Height: 15.00 it NCBCLL: 10.00 TCDL: 4.2 psf Code I Misr. Criteria Soffit: 0.00 BCDL: 5.0 psf Bldg Code: FBC 2017 RES Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 TPI Std: 2014 Spacing:'24.0" C&C Dist a: 3.00 it Rep Factors Used: Yes Loc. from endwall: Any FT/RT:20(0)/10(0) GCpi: 0.18 Plate Type(s): Wind Duration: 1.60 WAVE Lumber 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 Wind Wind loads based on MWFRS with additional C&C member design. 114C6 14' Defl/CSI Criteria PP Deflection in loc Udefl VERT(LL): 0.014 E 999 VERT(TL): 0.037 E 999 HORZ(LL): 0.009 E - HORZ(TL): 0.013 E - Creep Factor. 2.0 Max TC CSI: 0.761 Max BC CSI: 0.542 Max Web CSI: 0.119 14' ♦Maximum Reactions (Ibs) L/# Loc R / U / Rw / Rh / RL / W 240 B 588 1272 1371 1- 1158 / 8.0 240 D 527 / 234 1304 / - / - / 8.0 Wind reactions based on MWFRS - B Min Brg Width Req = 1.5 D Min Brg Width Req = 1.5 Bearings B & D are a rigid surface. Bearings B & D require a seat plate. VIEW Ver. 17.02.02A.1213.21 Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp, Chords Tens. Comp. B - C 777 -740 C - D 809 -739 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B-E 598 -536 E-D 598 -536 1'41111111111opiff, pN�WAk �•. No.86367 STATE OF F': <0R1Q�: ® o`er L S,ONIA; ,�11 FL REG# 278, Yoonhwak Kim, FL PE 486367 06/16/2020 Dorm Snored ghats nave a or geny lunle s notetl otherws e.B7Refer to ALPINE his drawing,any failure to build the this drawl vg on or cover pa e, 1e des i n shown. The suitgabillty 2400 Lake Orange Dr. 9 TPI 1 Sec.2. Suite 150 CA: v Sbundusuy.c nn; ICC: w .icmare.orn Odando FL, 32837 Job Number: N334504 Ply: 1 SEON: 7672 / T7 / GASL Cusb R8975 JRef. 1WW689750053 ,7A5,182ED,F,02F,RH01 / 1828/CALI/4EBB ELEV.D/F Oty: 1 FROM: RWM OmNo: 168.20,1220.54371 Truss Label: C2GE KM / BAF O6/162020 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 Des Ld: 37.00 EXP. C Mean Height: 15.00 it NCBCLL: 10.00 TCDL: 4.2 psf Soffit: 0.0a BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 Spacing: 24.0" C&C Dist a: 3.00 it Loc. from endwall: Any GCpi: 0,18 Wind Duration: 1.60 Value Set: 13B (Effective 6/112013) Top chord 2x4 SP #2 N Bot chord 2x4 SP #2 N Webs 2x4 SP #3 Lumber value set "l3B" uses design values approved 1/30/2013 by ALSC Special Loads ----(Lumber Dur.Fac =1.25 / Plate Dur.Fac =1.25) TC: From 96 pit at -1.00 to 96 plf at 15.00 BC: From 20 plf at 0.00 to 20 plf at 14.00 Plating Notes All plates are 2X4 except as noted. Wind Wind loads based on MWFRS with additional C&C member design. Additional Notes See DWGSA16015ENC101014 & GBLLETIN1014 for gable wind bracing and other requirements. of (TYP) Snow Criteria (P9,Pf m PSF) Pg: NA Ct NA CAT: N/ Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Code / Misc Criteria Bldg Code: FBC 2017 RES TPI Sid: 2014 Rep Factors Used: Yes FT/RT:20(0)/10(0) Plate Type(s): WAVE NOTES =4x4 D 14' 14' DeH/CSI Criteria PP Deflection in loc Udell U# VERT(LL): 0.007 J 999 240 VERT(TL): 0.021 J 999 240 HORZ(LL):-0.004 H - - HORZ(TL): 0.009 H - - Creep Factor: 2.0 Max TC CSI: 0.392 Max BC CSI: 0.256 Max Web CSI: 0.135 VIEW Ven 17.02.02A.1213.21 ,rr `l4WArh of ,.•`♦�'�d�� GEN F p No. 86367 o o � �oSTATE OF��; ♦Maximum Reactions (Ibs), or•=PLF Loc R I /Rw /Rh /RL /W B' 129 150 140 /- 112 /168 Wind reactions based on MWFRS B Min Brg Width Req = - Beadng B is a rigid surface. Members not listed have forces less than 375# Maximum Gable Forces Per Ply (Ibs) Gables Tens.Comp. Gables Tens. Comp. C-J 461 -403 H-E 451 -403 100 (ORI�P L FL REG# 278, Yoonhwak Kim, FL PE #86367 INCLUDING THE of ALPINE � 2400 Lake Orange Dr. Suite 150 Orlando FL, 32837 SEQN: 101751 / COMN Ply: 1 Job Number: N334504 Cus1: R8975 JRef:1VyW689750053T13 / FROM: LPM pry: t ,7A5,182ED,F,02F ,RH01/1828/CALIMEBB ELEV.D/F DrwNo: 168.20.1220.54526 Truss Label: D1 / YK 06/16/2020 10, �4X4 C 12 T I in B D A UE 2X4(A,) 1112X4 2x4(Al) 1 �-1, l_— Loading Criteria (psq 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 Kzt NA 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: 3.00 it Loc. from endwall: not in 4.50 it GCpi: OAS Wind Duration: 1.60 Lumber Value Set: 13B (Effective 6/l/2013) Top chord 2x4 SP #2 N Bot chord 2x4 SP #2 N Webs 2x4 SP #3 Lumber value set "1313" uses design values approved 1/30/2013 by ALSC Wind Wind loads based on MWFRS with additional C&C member design. Additional Notes Refer to General Notes for additional information READ 10, M 5' ' Snow Criteria (P9,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 SW: 2014 Rep Fac: No FT/RT:20(0)/10(0) Plate Type(s): WAVE 10, Defl/CSI Criteria PP Deflection in too Udefl L/# VERT(LL)i 0.007 F 999 240 VERT(CL): 0.013 F 999 240 HORZ(LL): 0.003 F - - HORZ(TL): 0.006 F - - Creep Factor: 2.0 Max TC CSI: 0.250 Max BC CSI: 0.264 Max Web CSI: 0.081 VIEW Ver: 18.02.0,A.0205.19 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 434 /- /- /287 1202 1134 D 434 P P /287 1202 /- Wind reactions based on MWFRS B Big Width =8.0 Min Req=1.6 D Brg Width=8.0 Min Req=1.5 Bearings B & D are a rigid surface. Bearings B & D require a seat plate. Members not listed have forces less than 3759 Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - C 358 -494 C - D 359 -494 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - F 396 -183 F - D 396 -183 FL REG# 278, Yoonhwak Kim, FL PE 986367 INCLUDING THE INSTALLERS ningethese func�lollns Installers shaiI�proviEesernpordaing lctural sheathin and bottom chord shall have a pro peryrly lav braonfq insNpIled per BCSI sections 53, B7 or 8,0, on the oin Details. unless notetl otherwise. Refer to failure to build the n. or The suaf9ability ALPINE u�nwmwr,rvv Suite Forum Drive Suite305 Orlando FL, 32821 SEON: 1017541 COMN Ply: 1 I Job Number: N334504 CuSt R8975 JReC1Ww689750053T26 / FROM: LPM Dry: 1 ,7A5,182ED,F,02F ,RH01/ 18281CAL114EBB ELEV.D/F DmNo: 168.20.1220.54635 Truss Label: D2 I / YK 06/16/2020 10, =4X4 C 12 T 6� _I N B D 1 E =2X4(A1) 1112X4-2X4(A1) 1 10, Loading Criteria fpsr) Wind Criteria Snow Criteria (P9,Prin PSF) TCLL: 20.00 Wind Sld: ASCE 7-10 Pg: NA CC NA CAT:N) TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA BCDL: 10.00 Risk Category: II Snow Duration: NA EXP: C Kzt NA Des Lot : 37.00 Mean Height 15.00 R NCBCLL: 10.00 TCDL: 4.2 psf Code / Misc Criteria Soffit: 0.00 BCDL: 5.0 psf Bldg Code: FBC 6th.ed 201 Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 TPI Std: 2014 Spacing: 24.0" C&C Dist a: 3.00 It Rep Fac: No Loc, from endwall: not in 4.50 It FT/RT:20(0)/10(0) GCpi: 0.18 Plate Type(s): Wind Duration: 1.60 WAVE Value Set: 13B (Effective 61112013) Top chord 2x4 SP #2 N Bot chord 2x4 SP #2 N Webs 2x4 SP #3 Lumber value set "13B" uses design values approved 1/30/2013 by ALSC Wind Wind loads based on MWFRS with additional C&C member design. Additional Notes Refer to General Notes for additional information FURNISH THIS 10, DefIICSI Criteria PP Deflection in loc Udefl U# VERT(LL): 0,007 F 999 240 VERT(CL): 0.013 F 999 240 HORZ(LL): 0.003 F - - HORZ(TL): 0.006 F - - Creep Factor: 2.0 Max TC CSI: 0.250 Max BC CSI: 0.264 Max Web CSI: 0.081 VIEW Ver: 18.02.01A.0205.19 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 434 /- /- /287 1202 1134 D 434 A /- /287 /202 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 D Brg Width =8.0 Min Req=1.5 Bearings B & D are a rigid surface. Bearings B & D require a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - C 358 -494 C - D 359 -494 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B-F 396 -183 F-D %0,tj11111III 11/ VNCENSF •2i No.66367 e oa STATE OF RIV A' FL REG# 278, Yoonhwak Kim, FL PE #86367 06/16/2020 on 396 -183 levy 310, r to ALPINE the e bility 6750 Forum Drive Suite 305 :i=.re.org Orlando FL, 32821 ob Number. N334504 975 FROM: LPMfit / HIPS Qty 1 5,182ED,F 02F ,RH01 / 1828/CALI/4EBB ELEV.D/F DmNo8168.20.1220.54589 5ao Truss Label: D3G / YK 06/16/20201 T 0 4'3 Loading Criteria (par) 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 " 7' 4' =4X6 Z4X6 12 C D 10, 3' 6� T B E i� Li H G 1 2X4(A1) 1112X4 1112X4 --2x4(Al) 1, T 3'1"l2 3112 Wind Criteria Wind Std: ASCE7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA 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 GCpr 0.18 Wind Duration: 1.60 Value Set: 13B (Effective 6/112013) Top chord 2x4 SP #2 N Bet chord 2x4 SP #2 N Webs 2x4 SP #3 Lumber value set "l3B" uses design values approved 1/30/2013 by ALSC Special Loads --(Lumber Dur.Fac =1.25 / Plate Dur.Fac =1.25) TC: From 56 plf at -1.00 to 56 plf at 3.00 TC: From 28 plf at 3.00 to 28 pit at 7.00 TC: From 56 plf at 7.00 to 56 pit at 11.00 BC: From 20 plf at 0.00 to 20 plf at 3.03 BC: From 10 plf at 3.03 to 10 plf at 6.97 BC: From 20 plf at 6.97 to 20 plf at 10.00 TC: 129 lb Conc. Load at 3.03, 6.97 TC: 65 lb Conc. Load at 5.00 BC: 80 lb Conc. Load at 3.03. 6.97 BC: 52 lb Conc. Load at 6.00 Wind Wind loads and reactions based on MWFRS. Additional Notes Refer to General Notes for additional information of 10, 3'8"8 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT:W PC NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Code / Misc Criteria Bldg Code: FBC 6th.ed TPI Std: 2014 Rep Fac: No FT/RT:20(0)/10(0) Plate Type(s): WAVE ALL ii12 I ' �- 1 Deg/CSI Criteria PP Defection in loc L/de0 L/# VERT(LL): 0.022 H 999 240 VERT(CL): 0.044 H 999 240 HORZ(LL): 0.008 C - - HORZ(TL): 0.016 C - - Creep Factor. 2.0 Max TC CSI: 0.288 Max BC CSI: 0.379 Max Web CSI: 0.059 VIEW Ver. 18.02.01A.0205.19 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 625 1- /- /- /312 /- E 625 /- /- /- /312 /- Wind reactions based on MWFRS B Erg Width =8.0 Min Req=1.5 E Big Width =8.0 Min Req=1.5 Bearings B & E are a rigid surface. Bearings B & E 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 456 -963 D - E 456 -963 C - D 381 -842 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - H 829 -384 G - E 829 - 384 H - G 842 -381 `�\�,`ONC1 WA)I (I10PA • rl ,/_� No. 86367 11f • ' - • STATE OF '•:��Fa: �ORJQP, 1`m L 0, sc1% ••e• e� l6'404NiUl►10 FL REG# 278, Yoonhwak Kim, FL PE #86367 06/16/2020 INCLUDING THE INSTALLERS fi Refer to and follow the latest edition of BCSI (Building ning these functions. Installers shall provide temporary. Ictural sheathing and bottom chord shall have a proBperly lav bracnq installed per BCSI sections 133, B7 or 910, n fffe Joint Details. unless noted otherwise. Refer to ALPINE any 6750 Forum Drive Suite 305 Orlando FL, 32821 Job Number: N334504 Ply: 1 SEON: 7680 / T14 /VAL Cust: R8975 JRef: 1WW680750053 ,7A5,182ED,F,02F,RH01/1828/CAU/4EBB ELEV.D/F Oly: 1 FROM: LPM DnvNo: 168.20.1220.54246 Truss Label: V4 KM / BAF 06/16/2020 1'11"8 3'11" I 1'11"8 1'I1 8 12 6 =4X4 B T A4X4(DI) =4X4(D1) C 1 D 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 R 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" CBC Dist a: 3.00 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 Bot chord 2x4 SP #2 N Lumber value set "13B" uses design values approved 1/30/2013 by ALSC Wind Wind loads based on MWFRS with additional C&C member design. Additional Notes Valley truss connection to truss below shall be designed and furnished by others. THIS Snow Criteria (Pg,PI in PSF) Pg: NA Ct: NA CAT: NA PC NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Code / Misc Criteria Bldg Code: FBC 2017 RES TPI Std: 2014 Rep Factors Used: Yes FT/RT:20(0)/10(0) Plate Type(s): WAVE 3'11" -- 3'11" 3'11" Defl/CSI Criteria PP Deflection in Ice Udell U# VERT(LL): 0.004 999 240 VERT(TL): 0.011 999 240 HORZ(LL):.0.001 - - HORZ(TL): 0.003 - - Creep Factor: 2.0 Max TC CSI: 0.070 Max BC CSI: 0.104 Max Web CSI: 0.000 VIEW Ver: 17.02.02A.1213.21 ♦ Maximum Reactions (Ibs), or'=PLF Loc R / U / Rw / Rh / RL / W D' 75 /22 131 /- /6 147.0 Wind reactions based on MWFRS D Min Brg Width Req = - Bearing A is a rigid surface. Members not listed have forces less than 375# `��.oQNH WAk ,tea 4: o * \CENSF No. 86367 P � STATE OF�,cc.10 �� OR 60 10�ijS,ON(At FL REG# 278, Yoonhwak Kim, FL PE 486367 06/16/2020 ALPINE 700 � 2400 Lake Orange Dr. Suite 150 Orlando FL, 32837 Job Number. N334504 Ply: 1 SEON: 7681 / T16 /VAL Gust: R8975 JRef: 1VVW689750053 ,7A5,182ED,F,02F ,RH01/1828/CALI/4EBB ELEV.D/F Oty: 1 FROM: LPM DmNo: 168.20.1220.54262 Truss Label: Ve I I KM / BAF 06/16/2020 T N Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE7-10 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP. C Des Ld: 37.00 Mean Height: 15.00 ft NCBCLL: 10.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h Spacing: 24.0" C&C Dist a: 3.00ft 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 Bat chord 2x4 SP #2 N Webs 2x4 SP#3 Lumber value set "13B" uses design values approved 1/30/2013 by ALSC Wind Wind loads based on MWFRS with additional C&C member design. Additional Notes Valley truss connection to truss below shall be designed and furnished by others . 3'11"8 } T11" 3'118 Tl1"8 12 =4B4 D 1112X4 7'11" 1"8 3'11"8 1"8 7'11" Snow Criteria (Pg,Pf in PSF) De0/CSI Criteria ♦ Maximum Reactions (Ibs), or'=PLF Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# Loc R / U / Rw / Rh / RL / W Pf: NA Ce: NA VERT(LL): 0.007 D 999 240 E' 75 128 / 34 /- / 8 / 95.0 Lu: NA Cs: NA VERT(fL): 0.021 D 999 240 Wind reactions based on MWFRS Snow Duration: NA HORZ(LL):-0.003 D - E Min Brg Width Req = - HORZ(TL): 0.006 D - Bearing A is a rigid surface. Code / Misc Criteria Creep Factor: 2.0 Bldg Code: FBC 2017 RES Max TC CSI: 0.193 Members not listed have forces less than 375# TPI Ste: 2014 Max BC CSI: 0.160 Rep Factors Used: Yes Max Web CSI: 0.110 FT/RT:20(0)/10(0) Plate Type(s): WAVE VIEW Ver: 17.02.02A.1213.21 e'R 11111111ff/ H WAAr p�*o,o Irl .86367 •---- Do- %�S : ; ORis 0 a ,1A' b�, FL REG# 278, Yoonhwak Kim, FL PE #86367 06/162020 THIS THE INSTALLERS m failure to build the .or The suitability ALPINE ,wm Wm 2400 Lake Orange Dr. Suite 150 Grande FL, 328: Job Number, N334504 Ply; 1 SEON: 101742/ T15 /EJAC Cusl: R8975 JRef: 1WW689750053 ,7A5,162ED,F.02F ,RH0111828/CALI/4EBB ELEV.D/F Oty: 8 FROM: JRH DmNo: 166.20.1220.54432 Truss Label: EJ7 KD / YK 05/16/2020 C 12'2"11 12 6 m o u> in in -v B 13 A B'8" D Loading Criteria (psg Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-10 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP. C Des Ld: 37.00 Mean Height: 15.00 ft NCBCLL 10.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h Spacing: 24.0" C&C Dist a: 3.00 it Loc. from endwall: not in 4.50 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Value Set: 13B (Effective 61112013) Top chord 2x4 SIP #2 N Bot chord 2x4 SP #2 N Lumber value set '138" uses design values approved 1/30/2013 by ALSC Wind Wind loads based on MWFRS with additional C&C member design. Additional Notes Provide (2) 0.131'k3.0", min. toe -nails at top chord. Provide (2) 0.131'k3.0", min. toe -nails at bottom chord. of Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: N/ Pf. NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Code / Misc Criteria Bldg Code: FBC 6th.ed TPI Std: 2014 Rep Factors Used: No FT/RT:20(0)/10(0) Plate Type(s): WAVE ALL Def11CSI Criteria PP Deflection in loc Udell U# VERT(LL): NA VERT(fL): NA HORZ(LL): 0,017 D - - HORZ(fL): 0.031 D - - Creep Factor: 2.0 Max TC CSI: 0.713 Max BC CSI: 0,527 Max Web CSI: 0.000 VIEW Ver: 17.O2.02C.0211.16 o•,��.LO 0,�i No, 86367 0 � • a STATE OF D e 'etc ♦ Maximum Reactions (Ibs) Loc R /U /Rw /Rh /RL /W B 331 1117 / 259 / - 1173 18.0 D 127 120 /101 /- /- /1.5 C 171 1133 191 /- /- 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# �','� °• �0RI0 C ids •eae � FL REG# 278, Yoonhwak Kim, FL PE #86367 06/16/2020 ALPINE any w 0aro 6750 Fomm Drive Suite 305 Orlando FL, 32821 Job Number, N334504 Ply: 1 SEON: 101745/ T21 /EJAD Cust:R8975 JRef: 1VVW689750053 ,7A5.182ED,F,02F ,RH01/1828/CAL1/4EBB ELEV.D/F Oty: 6 FROM:HMT DmNo: 168.20.1220.54433 Tress Label: EJ7A GA / DF 06/16R020 111 =2 Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Sid: ASCE 7-10 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP. C Des Ld: 37.00 Mean Height: 15.00 it NCBCLL: 10.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h Spacing: 24.0" C&C Dist a: 3.00ff Loc. from endwall: not in 4.50 It 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 Lumber value set "13B" uses design values approved 1/3012013 by ALSC Wind Wind loads based on MWFRS with additional C&C member design. Additional Notes Provide (2) 0.131 "x3.0", min. toe -nails at top chord. Provide (2) 0.131"x3.0", min, toe -nails at bottom chord. 7- 7- Snow Criteria (Pg.Pf in PSF) Pg: NA CC NA CAT: Ni Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Code I Misc Criteria Bldg Code: FBC 6th ei TPI Std: 2014 Rep Factors Used: No FT/RT:20(0)/10(0) Plate Type(s): WAVE THIS DRAWING TO ALL Defl/CSI Criteria PP Deflection in loc Uden U# VERT(LL): NA ♦ Maximum Reactions (Ibs) Loc R / U / Rw / Rh / RL / W A 270 / 79 1188 / - 1151 / 8.0 VERTCTL): NA C 128 /21 1104 /- /- /1t5 HORZ(LL): 0.018 C - - B 174 /135 /95 /- /- /1.5 HORZ(TL): 0.033 C - Wind reactions based on MWFRS Creep Factor: 2.0 A Min Big Width Req = 1.5 Max TC CSI: 0.725 C Min Brg Width Req = - Max BC CSI: 0.533 B Min Brg Width Req = - Max Web CSI: 0.000 Bearing A is a rigid surface. Beaming A requires a seat plate. VIEW Ver: 17.02.02C.0211.16 I Members not listed have forces less than 375# sit Alit k t'`CEl'�<, ♦ • e •i No, 86367 i :d STATE OF �4,jZ IN FL REG# 278, Yoonhwak Kim, FL PE #86367 06/16/2020 uctural sBnpatnin9 and bottom Chord shall have a pro ehy on the Joint unle s noted ot�henvise.B7Referr to' Uefalllse ALPINE Ir any deviation from this drawing,au failure to build the 1ng of,trussesA seal on this drawl yg or cover e, pa , ,nslbillN solelyforthedesi nshown. The stitabJlty Desigder per ANSI/TPI 1 Sec.2. 6750 Forum Drive Suite 305 n; TPI: wew.Ipinslorg; SBCA: wwrvsbantlusW.com: ICC: www.icaafa.orn Orlando FL. 32821 SEON: 101550/ EJAC Ply: 1 Job Number: N334504 Cuat R8975 JRef:lMS89750053T24 / FROM: LPM Oly: 3,7A5,182ED,F,02F,RH01/1828/CALI/4EBB ELEV.D/F DmNo: 168.20.1220.54527 Truss Label: E.13 KD / YK 06/1612020 Loading Criteria (ps0 TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " V Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt NA Mean Height: 15.00 it TCDL: 4.2 pat BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration:. 1.60 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. Additional Notes Refer to General Notes for additional information Provide (2) 0.131"x3.0", min. toe -nails at top chord. Provide (2) 0.131"x3.0", min. toe -nails at bottom chord. of 3 Snow Criteria (Pg,Pf m PSF) Pg: NA Ct: NA CAT: Ni Pf. NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Code / Misc Criteria Bldg Code: FBC 61h.ed TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): WAVE C rm CD T r Deg/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): NA VERT(CL): NA HORZ(LL): 0.001 D - - HORZ(TL): 0.002 D - - Creep Factor. 2.0 Max TC CSI: 0.216 Max BC CSI: 0.123 Max Web CSI: 0.000 VIEW Ver: 18.02.01A.0205.19 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 188 /- /- /162 176 /86 D 52 /- /- /41 /6 /- C 65 /- /- /31 151 /- Wind reactions based on MWFRS B Big Width = &0 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Big Width = 1.5 Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Members not listed have forces less than 375# `t��t�trvrrer� I NHWAkry�`,*o, No.86367 e ae STATE OF ., tSall,� > o At - III I"01 FL REG# 278, Yoonhwak Kim, FL PE 486367 06/16/2020 INSTALLERS of failure to build the l or Cover pa ¢.. 6750 Forum Driven. The suif9ablllty Suite 305 ry.mm' IC C: wnw.[.at.:., Orlando FL, 32821 Job Number. N334504 Ply: 1 SEON:7679 / T23 /JACK Cust:R8975 JRef: 1WW689750053 ,7A5 ,182EO,F ,02F ,RH01 / 1828/CALI/4EB8 ELEV.D/F City; 2 FROM: RWM DrwNo: 168.20.1220.5413'0 Truss Label: EJ2 KM / BAF 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 " F Wind Criteria Wind Sld: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Mean Height: 15.00 it TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: h to 2h C&C Dist a: 3.00 it Loc. from endwall: not in 9.00 R GCpi: 0.18 Wind Duration: 1.60 .Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP #2 N Bot chord 2x4 SP #2 N Lumber value set "1313" uses design values approved 1/30/2013 by ALSC Wind Wind loads based on MWFRS with additional C&C member design. Additional Notes Provide (2) 0.131"x3.0", min. tce-nails at top chord. Provide (2) 0.131"x3.0", min. toe -nails at bottom chord. 12 C 2X4(A1) Snow Criteria (Pg,Pf In PSF) Pg: NA Ct: NA CAT: N1 Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Code / Misc Criteria Bldg Code: FBC 2017 RES TPI Sid: 2014 Rep Factors Used: Yes FT/RT:20(0)/10(0) Plate Type(s): WAVE DRAWING TO ALL 21 21 i Defl/CSI Criteria PP Deflection in Icc Udell L/# VERT(LL): NA VERT(TL): NA HORZ(LL): 0.000 D - - HORZ(TL): 0.001 D - - Creep Factor. 2.0 Max TC CSI: 0.114 Max BC CSI: 0.029 Max Web CSI: 0.000 VIEW Ver: 17.02.02A.1213.21 e . F a No. 8636: ��•� STATE OF o ,r T co T LO ♦Maximum Reactions (Ibs) Loc R / U / Rw / Rh / RL / W B 157 /58 /144 /- /43 /8.0 D 32 /5 129 /- /- /1.5 C 34 117 /12 /- /- 11.5 Wind reactions based on MWFRS B Min Big Width Req = 1.5 D Min Brg Width Req = - C Min Big Width Req = - Bearing B is a rigid surface. Bearings S, D. & C require a seat plate. Members not listed have forces less than 375# /ON(A� FL REG# 278, Yoonhwak Kim, FL PE #86367 06/16/2020 icturai sneathin- and bottom Chord Shall have a properly lave bramn0 installed per BCSI sections B3, B7 or B10, on t11e Joint Details, unless notetl otherwise. Refer to ALPINE q any deviation from this drpwif�g,apv failure to build the mmvcoM>un ang of tmssesA seal on this tlrawiiiiig or cover pace, , 2400 Lake Orange Dr. maibllittyv solel for the desl nshown. The suit9abiliry 9 Deslgrfer peryANSUTPI 1 Sec.2. Suite 150 r,TPI: wJpinatorg; SBC :..sbandustry.wm;[CC: waw.iccsafe.om Orlando FL, 32837 Job Number. N334504 Ply: 1 SEON: 7676 / T34 /JACK Cust: R8975 JRef: 1WW689750053 ,7A5,182ED,F,02F ,RH01/1828/CALI/4EBB ELEV.D/F Oty: 4 FROM: LPM DmNo: 168.20.1220.54263' Truss Label: CJS KD / YK 06116/202C T3 4'11"4 1 4' 11 "4 Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE7-10 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: 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: 0 to h/2 Spacing: 24.0" C&C Dist a: 3.00 it Loc. from endwall: not in 4.50 It GCpi: 0.18 Wind Duration: 1.60 Value Set: 13B (Effective 6/112013) Top chord 2x4 SP #2 N Bot chord 2x4 SP #2 N Lumber value set "13B" uses design values approved 113012013 by ALSC Wind Wind loads based on MWFRS with additional C&C member design. Additional Notes Provide (2) 0.131"x3.0", min. toe -nails at top chord. Provide (2) 0.131'h3.0", min. toe -nails at bottom chord. THIS Snow Criteria (Pg,Pf In PSF) Pg: NA CC NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Code / Misc Criteria Bldg Code: FBC 61h.ed TPI Sid: 2014 Rep Factors Used: Yes FT/RT:20(0)/10(0) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc Udell L/# C ♦Maximum Reactions (Ibs) Loc R / U / Rw / Rh / RL / W VERT(LL): NA B 256 / 95 1207 /- / 128 / 8.0 VERT(TL): NA D 89 /13 /68 /- /- /1.5 HORZ(LL): 0.005 D - - C 118 / 92 / 61 /- /- 11.5 HORZ(fL): 0.010 D - Wind reactions based on MWFRS Creep Factor. 2.0 B Min Brg Width Req = 1.5 Max TC CSI: 0.411 D Min Brg Width Req = - Max BC CSI: 0.254 C Min Big Width Req = - Max Web CSI: 0.000 Bearing B is a rigid surface. VIEW Ver: 17.02.02AA213.21 Members not listed have forces less than 375# It111II, 11Hkf rf ENq No, 66367 d STATE OF off f RtO;:C�,�� Al - FL REG# 278, Yoonhwak Kim, FL PE #86367 06/162020 ALL CONTRACTORS ALPINE VaVIlOelNlY 2400 Lake Orange Dr. Suite 150 Orlando FL, 32837 Job Number. N334504 Ply: 1 SEON: 7675 / T33 /JACK Cusb R8975 JRef: 1WW689750053� ,7A5 ,182ED,F ,02F ,RH01 / 1828/CALI/4EBB ELEV.D/F OIy: 4 FROM: LPM DmNo: 168.20.1220.54324 Truss Label: CJ3 KM / BAF 06/16/202C Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE7-10 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II Des Ld: 37.00 EXP. C Mean Height: 15.001t NCBCLL: 10.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1,25 MWFRS Parallel Dist: 0 to h/2 Spacing: 24.0 " C&C Dist a: 3.00 fit Loc. from endwall: Any GCpi: 0,18 Wind Duration: 1.60 Lumber Value Set: 13B (Effective 611/2013) Top chord 2x4 SP #2 N Bot chord 2x4 SP #2 N Lumber value set "l3B" uses design values approved 1/30/2013 by ALSC Wind Wind loads based on MWFRS with additional C&C member design. Additional Notes Provide (2) 0.131"x3.0", min. toe -nails at lop chord. Provide (2) 0.131"x3.0", min. toe -nails at bottom chord. Snow Criteria (Pg,F1 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 2017 RES TPI Std: 2014 Rep Factors Used: Yes FTIRT:20(0)/10(0) Plate Type(s): WAVE TO ALL 10 2' 11 "4 2' 11 "4 DefUCSI Criteria PP Deflection in loc Udefl 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 T co O) co N ♦ Maximum Reactions (lbs) Loc R I /Rw /Rh /RL I B 185 /75 1160 /- /84 /8.0 D 50 /6 141 /- /- /1.5 C 63 /50 /29 /- /- /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. Members not listed have forces less than 375# `` ot%t1111111IPff NNWAk'''%,, GENS�!;�i''%; No, 66367 s STATE 4F ��s ro� a A1 (1�t1 FL REG# 278, Yoonhwak Kim, FL PE #86367 06/16/2020 ALPINE 2400 Lake Orange Dr. Suite 150 Orlando FL, 32837 SEON: 1017571 JACK Piy: i Job Number: N334504Cust R8975 JRef:11hW689750053T29 / FROM: LPM Oty: 4,7A5,182ED,F,02F,RH01/1828/CALI/4EBB ELEV.D/F DrwNo: 168.20.1220.54463 Truss Label: CJ1 KD / YK 06/16/2020 Loading Criteria lost) 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 12 6 � C B 92115 M r 4"3 A M 8'prr D Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height 15.00 It TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 it Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Value Set: 133 (Effective 611/2013) Top chord 2x4 SP #2 N Bot chord 2x4 SP #2 N Lumber value set "13B" uses design values approved 1/30/2013 by ALSC Wind Wind loads based on MWFRS with additional C&C member design. Additional Notes Refer to General Notes for additional information Provide (2) 0.131"x3.0", min. toe -nails at top chord. Provide (2) 0.131"x3.0", min, toe -nails at bottom chord. any 114 11"4 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: N/ Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Code I Misc Criteria Bldg Code: FBC 6th.ed TPI Std: 2014 Rep Fee: No FT/RT:20(0)/10(0) Plate Type(s): WAVE TO ALL Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): NA VERT(CL): 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: 18.02.01A.0205.19 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 143 /- /- /148 /79 141 D 11 /-2 /- /18 /12 A C - /-15 /- /27 /32 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Big Width = 1.5 Min Req = - Bearing B is a rigid surface. Members not listed have forces less than 375# ♦ 11111111111lf1 ♦`�pNH`Np''' Ak10 ♦ •�a�e 4-r ♦ t� CENSF'�•�'•. s No, $6367 u Sj1 i s STATE OF c,,, S ;0 ORIDP� C ,�N+A1� L, FL REGN 278, Yoonhwak Kim, FL PE #86367 06/16/2020 UC[Ural sbealrlln9 and bottom Chord shall have a pro erly have brlcinlq insl811etl per BCSI sections B3, 07 or �10, on the oin Details, unless noted otherwise. Refer to ALPINE Iran aviation from this dmwin a failure to build the o,tmssesA seal on this drawri�g or cover e, Imm�wv Cm pa , InsIb111ttyy sole)v for the tlesi nshown. The sult9ablllty Des lgrter 1 Sec.2. s750 Forum Drive Suite 305 perANSUTPI n; TPI: w .tpinstorg; SBCA: wnw.sbdndustry.com: ICC: aww.Iccsare.oro Orlando FL, 32821 SEQN: 101763/ JACK I Ply: 1 Job Number: N334504 Cust R8975 JRef:1yvv689750D53T27 / FROM: LPM Qty: 4,7A5,182ED,F,02F,RH01/1828/CALI/4EBB ELEV.D/F DrxNo: 168.20,1220.54588 Truss Label: CAA / YK 06/16/2020 12 6 F7- C g M 9'2"5 _ rn 4' 3 A M 8181. D 1 T 11 4 11 "4 Loading Criteria (ps0 TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL 10.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Lumber Wind Criteria Wind Std: ASCE7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP:C Kzt NA Mean Height: 15.00 It TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Value Set: 136 (Effective 6/112013) Top chord 2x4 SP #2 N But chord 2x4 SP #2 N Lumber value set "13B" uses design values approved 1/3012013 by ALSC Wind Wind loads based on MWFRS with additional C&C member design. Additional Notes Refer to General Notes for additional information Provide (2) 0.131"x3.0", min. toe -nails at top chord. Provide (2) 0.131"6.0", min, toe -nails at bottom chord. DRAWING TO Snow Criteria (P9,Pf in PSF) Pg: NA Cb NA CAT: Ni Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Code / Misc Criteria Bldg Code: FBC 6th.ed TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): NA VERT(CL): 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 Vec. 18.02.01A.0205.19 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ /R- /Rh /Rw /U /RL B 143 /- /- /148 R9 /41 D 11 /-2 /- /18 /12 /- C - /-15 /- /27 132 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Brg Width =1.5 Min Req= - Beadng B is a rigid surface. Members not listed have forces less than 375# r� A_1 t°0 No. �6367 0 a � o a a va STATE OF �'-a �oFS F4� P -Sr �o / e , P R 10, rre�°e`er AlO FL REG# 278, Yoonhwak Kim, FL PE 486367 06/16/2020 INSTALLERS failure to build the or cover pa a-, n. The pa ALPINE u ew aun 6750 Forum Drive Suite 305 Orlando FL, 32821 Job Number: N334504 Ply: 1 SEON: 7678 / T22 /HIP_ Cust:R8975 JRef: 1WW689750053 ,7A5 ,182ED.F 02F ,RH01/1828/CALI/4EBB ELEVU/F Oly: 2 FROM:HMT DrwNo: 168.20.1220.54042 Truss Label: HJ7 I KM / YK 06/162020 4-3 1'5" Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE7-10 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: 11 EXP. C Des Ld: 37.00 Mean Height: 15.00 ft NCBCLL: 0.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 Spacing: 24.0" C&C Dist ai 3.00 It Loc. from endwall: NA GCpi: 0,18 Wind Duration: 1.60 Value Set: 13B (Effective 61112013) Top chord 2x4 SP #2 N Bot chord 2x4 SP #1 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. Additional Notes Provide (3) 0.162"x3.5"; min toe -nails at top chord. Provide (3) 0.162"x3.5", min toe -nails at bottom chord. 5'3"5 9110"1 5'3"5 4'6"l1 9'2"2 9'2"2 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: N/ Pf. NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Code / Misc Criteria Bldg Code: FBC 2017 RES TPI Sld: 2014 Rep Factors Used: No Ff/RT:20(0)/10(0) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in too Udefl VERT(LL): 0.046 F 999 VERT(fL): 0.129 F 999 HORZ(LL): 0.011 C - HORZ(TL): 0.021 C - Creep Factor: 2.0 Max TC CSI: 0.592 Max BC CSI: 0.646 Max Web CSI: 0.252 L/# ♦ Maximum Reactions (Ibs) Loc R / U / Rw / Rh / RL / W 240 B 388 1206 /- /- /- /10.6 240 E 353 175 /- /0 /0 11.5 - D 216 /179 /- /- /- /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. VIEW Ver: 17.02.02A.1213.21 WAI{ o' 0Aa, CE No.66367 a o ` a STATE OF �g 0 e gag <c �. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. B - C 379 -549 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. B-F 515 -340 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. C - F 374 -566 �07T��to;OG- O\�D flog A FL REG# 278, Yoonhwak Kim, FL PE #86367 06/16/2020 NOTES ON THIS DRAWING! ONTRACTORS INCLUDING THE INSTALLERS IImm and bracing. Refer to and follow the latest edition of BCSI f failure to buildthe n�r The sua ability ALPINE rmwu Suite Lake Orange Dr. Suite 150 Orlando FL, 32837 SEON: 1015481 HIP_ Ply: 1 Job Number. N334504 CusC R8975 JRef:1NNd689750053T17 / FROM: LPM Div: 2 ,7A5,182ED,F,02F ,RH01/ 18281CAL114EBB ELEV.D/F DmNo: 168.20.1220.54434 Truss Label: HJ3 KID / YK 06/16/2020 C 12 4.24 10'2"6 v T B c� 1 A Lv $-8n D Loading Criteria (ps0 TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 0.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0" — 1'5" 4'2"3 4'2"3 Wind Criteria Wind Sid: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category:_ II EXP: C Kzt: NA Mean Height: 15.00 it TCDL: 4.2 psf BCDL: 6.0 psf MWFRS Parallel Dist: 0 to t✓2 C&C Dist a: 3.00 it Loc. from endwall: NA GCpi: 0.18 Wind Duration: 1.60 Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP #2 N Bot chord 2x4 SP #2 N Lumber value set "l38" uses design values approved 113012013 by ALSC Loading Hipjack supports 2-11-8 setback jacks with no webs. Wind Wind loads and reactions based on MWFRS. Additional Notes Refer to General Notes for additional information Provide (2) 0.131"x3.0", min, toe -nails at top chord. Provide (2) 0.131"x3.0", min. toe -nails at bottom chord. "IMPORTANT" FURNISH THIS Snow Criteria (Pg,Pt in PSF) Pg: NA Cl: 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 Fee: No FT/RT:20(0)/10(0) Plate Type(s): WAVE DeNCSI Criteria PP Deflection in loc Udeg U# VERT(LL): NA VERT(CL): NA HORZ(LL): 0.001 D - - HORZ(fL): 0.002 D - - Creep Factor. 2.0 Max TC CSI: 0.120 Max BC CSI: 0.074 Max Web CSI: 0.000 VIEW Ver: 18.02.01A.0205.19 ♦ Maximum Reactions (lbs) Gravity Non -Gravity Loc R• / R- / Rh / Rw / U / RL B 84 1- l- A 145 1- D 28 /- /- /7 /- /- C 64 1- A /- 148 A Wind reactions based on MWFRS B Brg Width = 10.6 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Brg Width = 1.6 Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Members not listed have forces less than 375# ,�t��nrrrrrh �"S%10^ WAA, ��All ® N0.86367 1 • • y s STATE OFr�atc,�r i,.145,� fill(if Ai t�"k FL REG# 278, Yoonhwak Kim, FL PE #86367 06/16/2020 ALPINE AN nW� 6750 Forum Dnve Suite 305 Orlando FL, 32821 Gable Stud Reinforcement Detail ASCE 7-101 160 mph Wind Speed, 15' Mean Height, Enclosed, Exposure C, Kzt = 1.00 Or, 140 mph Wind Speed, 15' Mean Height, Partially Enclosed, Exposure C, Kzt = 1.00 Dri 140 mph Wind Speed, 15' Mean Height, Enclosed, Exposure D, Kzt = 1.00 Drl 120 mph Wind Speed, 15' Mean Height, Partially Enclosed, Exposure D, Kzt = 1.00 S 2x4 Brace Gable Vertical Spacing Species Grade No Braces (1) lx4 'L' Brace • (1) 2x4 'L' Brace w (2) 2x4 'L' Brace we (1) 2x6 'L' Brace • (2) 2x6 'L' Brace we Group A Group B Group A Group B Group A Group B Group A Group B Group A Group B r #1 q2 , U S P r #3 3' 8', 5' 9' 6' 2' 7' 8' 7' 11' 9' t' 9' 6' 0 12, ' 12, 6' 0 l4' ' 14' 0' F- Stud 3' 8' 5' 9' 6' l' 7' 8' 7' 11' 9' 1' 9' 6' 12, 0' 12' 6' 14' 0' 14' 0' Q r Standard 3' 8' 4' 11' S' 3' 6' 7' 7' t' Ill 11' 9' 6' 10' 4' ill 1' 14' 0' 14' 0' Q% #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' t' 9' 3' 9' 7' 12, 2' 12, 8' 14' 0' 14' 0' #3 3' 9' 5' 3' 5' 7' 6' I1' 7' 5' 9' 2' 9' 7' 1 10' 11' 11' e' 14' 0' 14' 0' (11 D P L Stud 3' 9' 5' 3' 5' 7' 6' I1' 7' 5' 9' 2' 9' 7' 10, 11' Ill 8' 14' 0' Standard 3' 6' 4' 7' 4' 11' 6' 2' 6' 7' 8' 4' 8' 11' 9' 8' 10' 4' 13' V U_ r #1 / #2 4' S' 7' 6' 7' 9' B' 10, 9' 3' 10' 7' 11' 0' 13, 11' 14' 0' 14' 0' SPr #3 4' 2' 7' 1' 7' 9' 8'9'9'1'10, 5' 10, 10, 13' 9' 14' 0' 14' 0' u FiF Stud4' 2' 7' 1' 7' 6' 8' 9' 9'1'10, 5' 10' 10' 13' 9' 14' 0' 14' 0' OStandard 4' 2' 6't'6' 5' 8'1'8'e' 10, 5' 10, 10, 12, 8' 13' 7' 14' 0' fl14'O' #I 4' 7' 7' 7' 7' 11' 9'0'9' 4' 10, 8' ill 1' 14' 0' 14' 0' 14' 0' S P #2 4' 5' 7' 6' 7' 9' 8' 10, 9' 3'10' 7' 111 0' 13' 11' 14' 0' 14' 0' #3 4' 4' 6' 5' 6' 10' 8' 6' 9' 1' 10, 6' 10, 11' 13' 4' 14' 0' 14' 0' � ° D L Stud 4' 4' 6' 5' 6' 10,8' 6' 9' 1' 10' 6' 10, Ill 13' 4' 14' 0' 14' 0' 'Standard 4' 2' 5' 8' V 0' 7' 6' 8' a' 10, 2' to, l0' 11' 10' 12, 7' 14' 0' ' .Q #1 / #2 4' 10, 8' 3' 8' 7' 9' 9' 10' 2' 10' 7' 12, 1' 14' 0' 14' 0' 14' 0' 14' 0' d S PfF- #3 4' 7' 8' 2' 8' 5' 9' 8' 10, 0' 11' 6' 12, 0' 14' 0' 14' 0' 14' 0' 14' 0' ()' U I Ir Stud 4' 7' 8' 2' 8' 5' 9' 8' 10, 0' 11' 6' 12, 0' 14' 0' 14' 0' 14' 0' 14' 0' O �l r Standard 1 4' 7' 1 7' Be 1 7' 5' 9' 4' 10, 0' 11' 6' 12, 0' 14' 0' 14' 0' 14' 0' 14' 0' X #I 5' V 8' 5' 8' e' 9' II' 10, 3' 11' 9' 12, 3' 14. 0' 14' 0' 14' 0' 14' 0' S P #2 13 4' 10' 8' 3' 8' 7' 9' 9' 10' 2' 11' 7' 12' 1' 14' 0' 14' 0' 14' 0' 14' 0' : 4. 9' 7' 4' 7' 10' 9' 8' 10, 1' 11' 7' 12, 0' 14' 0' 14' 0' 14' 0' 14' 0' N r L D f Stud 4' 9' 1 7' 4' 1 7' 10' 9' 8' 10' Y 11' 7' 12, 0' 14' 0' 14' 0' 14' 0' 14' 0' Standard 1 4' 7' 1 6' 6' 1 6' 11' e' e' 9' 3' 11' 6' 12' 0' 13' 7' 14' 0' 14' 0' 14' 0' DI4Gonat brace optloni vertical length mey be doubted when dlaganal brace Is used. Connect diagonal brace for 600a at each end Moo web total length Is 14', Vertical length shown In table above. Connect diagona at midpoint of vertical wet LpANE_ AN TIW C OMPANY 1Iu723l 2verponl onve \\sute130a \I Maryland) H6,himA Mot 63043 Truss 1 18, AE 'L• 1- 1111111111/1/ Br ce 2;� `% Ak (�,�i2x6 ➢F-L #2 or0 + fl/better diagonal \brace, single Vor double cut8'(as shown) at L 1 upper end. an�upuseBearing Refer to chart ab6�Pi?dP ma e t al wWAf4@Y3a RFAO AXO Plal➢W ALL IY)ES OR THIS MVINm wm@aRTMliwe {URI'Mo1 Pas DRAWING TO All C®rtRfiTURS INCLWRIG TIE INST&U34% as � 0u1re tr.n. cord In fobrkothg, hondyy, ehippnp Instaltbe and trac1% Refer to o oWo r(\ 0 Meet eit. of BCSI (Moo, C.ganent Safety W.mlmon, by TPI .d SBCA) for f.ty 0 1ryC %`a to Per4'arN'a these functions Installers shall provide ten Emory tradnG per BCSLOI Og 0 tl o#N .be, top chard shot have properly att..d str.tun.l h.atWra antl bate. dve-a / S pr.,Ay ttached HOW c AFB. L....m :Moen Por permanent toteral reso-aht of ..be SI/ S/ NAL E braNq Wtauee pr B[Sl sectls 33, a7 or Bla, as Wk.W.. Appty Pious to each fa. / O el Itbn as .na.n above W . o w t lwtanf, w..e mated th.r.l:.. ��/91111111I111�1 era. 16OA-Z far .t.ara' ato minskn of " Buedng Components Grmp lne shwa not bm, resp.sa4. f'p�y wvv Bno' a, my fNaw to Load the truss In c.f.,nrc. with A161/TPI 1. o, fo, iN { braNp of trusses. n the draalen,v m eorm Rape totem, this draww,. wmtes acapmnc. of praf.zshwl Io-rec'ae. is tk. em;, anM acde, for the, du. Bed, Beol w I peerz1voont. new raavml i se o2 thic `~d•M Fun wore hfornatbn see thts job's general rotes p 6. eM these .eb wheal YIIF .wwalplM<.e m TPL .v.Wnstorpl SBa4 vwsbeVMmtryaral IM wwwkce.F..,g Bracing Group Species and Grades, Group AI S ruce-Pine-Fir Hem -Fir gl / #2 St.ndord Ia2 Stud q3 1 Stud I 1 #3 Standord Bou has Fir -Larch Southern Pine... #3 a3 Stud s<m Standard I I Standard Group Bl Hen -Fir al 6 Bit, p] ➢. has Flr-Lurch Southern Pine... al qt a2 42 Is4 Braces shall be SRB (Stress -Rated Board), vvFer Ix4 So. Pine use only Industrial 55 or industrial 45 Stress -Rated Boards. Group B values mo be used vlkh these roses. table Truss Detail Notes - Wind Load deflection criterion Is L/240. Provide upLift connections for 75 plf over continuous bearing (5 psf TC Dead Load). Goble end supports toad from 4' 0' outlookers with 2' 0' overhang, or 12' plywood overhang. Attach 'L' br.ces with told Oaln'x3.0' min) nails. W For (1) 'L' brace) so... malls at 2' ..c. In IS- end zones and 4' o.c. between zones. )b)Wor (2) 'L' braces, space malls at 3' o.c In 18' end zones and G' o.c. between zones. 'L' bracing must be a minimum of 80% of web member length. Gable Ver{Icol Plot e Sizes + Refer to common truss design for peok, splice, and heel plates. Refer to the Building Designer for conditions not addressed by this detail. REF ASCE7-10-13016015 DATE 10/01/14 DRWG A16015ENC101014 Vertical Len Path WAM No S Ilce Less than 4. 0' 2X3 Greoter than /' 0', but less than 3%4 Greoter than 11' 6' TOT. LD. 60 PSF SPACING 24.0' 78, Yoonhwak Kim, FL PE 486367 Gable Stud Reinforcement Detail ASCE 7-101 180 mph Wind Speed, 15' Mean Height, Enclosed, Exposure C, Kzt = 1.00 Ore 160 mph Wind Speed, 15' Mean Height, Partially Enclosed, Exposure C, Kzt = 1.00 Ore 160 mph Wind Speed, 15' Mean Height, Enclosed, Exposure 0, Kzt = 1.00 Ore 140 mph Wind Speed, 15' Mean Height, Partially Enclosed, Exposure B, Kzt = 1.00 S 2x4 Brace Gable Vertical pacing I Species I Grade No Braces (1) 1x4 'LBrace IS (V 2x4 'L' Brace it (2) 2x4 'L' Brace we (1) 2x6 'L' Brace it (2) 2x6 'L' Brace me 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' I' 7' 4' 8' S' 8' 9' I1' l' ll' 7' 13' 3' 13' 9' U S P F #3 3' 4' 5' l' 5' 5' 6' 9' 7' 3' 8' 4' 81. 8' 10' 7- ll ' 4' 13' V 13' 7' HL� F Stud 3' 4- 5' 0' 5' 4' 6' 9' 7' 2' 8' 4' 8' 8' 10, 6' 11' 3' 13' 1' 13' 7' L o Standard 3' 4- 4' 4' 4' 7' 5' 9' 6' 2' 7' 10' 8' 5' 9' 1' 9' B' 12' 4' 13' 2' 0% #1 3' 8' 6' 1. 6' 4' 7' 2' 7' 5' 8' 6' 8' 10, 11' 3' 11' 8' 13' 4' 13, 11' —� S P #2 3' 6' 5' 9' 6' 2' 7' 1' 7' 4' 8' 5' 8' 9' I1' l' 11' 7' 13' 3' 13, 9' #3 3' 5' 4' 7' 4' 10' 6' 1' 6' 6' 8' 2' 8' 9' 9' 6' 10' 2' 12, 11' 13' 8' 0j D F L Stud 1 3' S' 4' 7' 4' 10' 6' V 6' 6' 8' 2' B' 9' 9' 6' 10' 2' 12' It- 13' 8' d Standard 3' l' 4' 0' 4. 3' 5' 4' 5' 9' 1 7' 3' 7' 9' 8' 5- 9' 0' 11' 5' 1 12' 3' U #1 / #2 4' 0' 6' 10' 7' 2' 8' 1' 8' 5' 8 9' ' 10, 1' 12' 9' 13' 3' 14' 0' 14' D' 4' S P F #3 3' 10' 1 6' 2' 7' 2' 8' 0' 8' 4' 9' 7' 9' Ill 12' 7' 13, t' 14' 0' 14 D' L U H F Stud 3' 10' 6' 2' 6' 7' 8 ' 0' 8' 4' 9' 7' 9' 11' 12' 7' 13' V 14' 0' 14' 0' aj 0 fl Standard 3' 10' 5' 4' 5' 8' 7' 1' 7' 7' 9' 7' 9' 11' 11' t' it, Il' 14' 0' 14' 0' \ #1 4' 3' 7' 0' 7' 3- 8' 3' 8' 6' 9' 9' 10, 2' 12, 11' 13' 5' 14' 0' 14' 0' / S P #2 4' 0' 6' to, 7' 2' 8' 1' 8' 5' 9' 8' 10, 1' 12, 9' 13' 3' 14' 0' 14' 0' #3 3' 11' 5' 7' 5' Ill 7' 5' 7' 11' 9' 7' 10, 0' 11' e' 12, 6' 14' 0' 14' 0' Ql D F L Stud 3' 11' 5' 7' S' ll' 7' 5' 7' 11' 9' 7' 10, 0' 11' 8' 12' 6' 14' 0' 14' 0' Standard 3' 9- 4' 11' 5' 3' 6' 7' 7' 0' 8' 11' 9' 6' 1 10' 4' 11' 1' 14' C' 14' 0' #1 / #2 4' 5' 7' 7' 7' 10' e, 11' 9' 3' 9' e' it, 1' 14' 0' 14' 0' 14' 0' 14' 0' d S P F #3 4' 3' 7' 2' 7' 7' 8' 10, 9' 2' 10' 6' ID, 11' 13, to, 14. 0' 14' 0' 14' 0' 1� U H F Stud 4' 3' 7' 1' 7' 7' 8' 10, 9' 2' 10' 6' 10, it- 13' 10' 14' 0' 14' 0' 14' 0' O Standard 4' 3' 6' 2' 6' 6' 1 8' 2' 8' 9' 1 10' 6' 10, il, 12' 10' 13' 9' 14' 0' 14' 0' X #I 4' 8' 7' 8' 7' 11' 9' 0• 9' 5' 10' 9' ll' 2' 14' 0' 14' 0' 14' 0' 14' 0' d P #2 4' 5' 7' 7' 7' 10' e' 11' 9' 3' 10, 8' 1l' V 14' 0' l4' 0' 14' C' 14' 0' #3 4' 4' 6' 5' 6' to- 8' 7' 9' 12' 10' 7' 11' 0' 13' S' l4. 0' 14' 0' 14' D' .-1 D F L Stud 4' 4' 6' 5' 6' 10, 8' 7' 9' le, 10' 7' lt' D' 13' 5' 14' 0' 14' 0' 14' 0' Standard 1 4' 3' 5' 8' 6' 1' 7' 7' 8' 1' 10' 3- 10' It- 11' 11' 12, 9' 14' 0' 14' 0' Bracing Group Species and Grades) Group AI S race -Pine -Fir Hen -Fir pl / p2 SkondardF a2 Stud #3 Stutl IX3 Stondortl ➢ou lot Flr-Lurch Southern Plnewv N3 #3 S<utl Stud Standard Stondord Group Bs Hen -Fir Xl L Btr #t Dose has Flr-Larch Southern Pine... #1 tll 42 X2 1.4 Braces shot( be SRB (Stress-R.ted Be ..For two So. Pine use only Industrial 55 or Industrial 45 Stress -Rated Boards. Group B values en be used with these ratles. Gable Truss Detail Notes - Wind Load deflection criterion Is L/240, Provide uplift connections for 100 plf over continuous bearing (5 psf TC Dead Load). Debi. end supports lead from 4. 0' outt..ko,. with 2' 0' overhang, or 12' plywood overhang. ,sys, 'L Attach 'L' braces with led (0.128'x3.0- min) Hogs. able Truss X For (1) 'L' braces space halls at 2' a.c. In 16' end zones and 4' ac. between zones. ➢Iagonol brace option, )KW.r (2) 'L' brocess space nails at 3' oc, vertical length nay be T In l8' end zones and 6' ac, between zones. doubled when dla8on.l 18, W 'L' bracing must be a minimum of 80% of web brace Is used, Connect I meMer length. dlegonat brace for 7750 •L' L 1�1111111/ at each end. Max web Br ce )KI K �`� Ak I ///I/� G Ve(eHcnl Leln Vertical Plate Nol SeUce total length Is 11'. 2x6 DF-L #2 or I _t o Y •i�j %j Less then 4' 0• 2x3 better cilegonst ` r(' �j Greater than 4' 0', but T than IO' 0• 4X/ Vertical length shown brace) single less Is, O 4 In table above. or double cut 3K O p (as showat L -L 0 6 7 0 t Refer to common truss design for upper end. o a peak, splice, and heel plates. Connect tllagona at on +huousfHearin8 i • Refer to the Buikling Designer for candkions Mtl diet of vertiml web. Refer to chart abma e t al I I. not addressed by this det.R. IaVAIX@YFww pEAO AHO F V ALL hA1FS IN TICS BRAVINQ , IlPwrartw. FlRUVI THIS Distuo G To a - CGMR DIM INCLUDING TIC MTouoa. I a® r"'a'T.V " REF ASCE7-10-GABI8015 rrunes ... Fe exMne awe In f.sx1oathe, handling, SJPpbp, Nsto111nB end beau Refer to aril/ F f ' falls. the tateet edit.n of SCSI (But., aogm.nt Safety AV, by We and Seca far safety TLC • f QRIQr' �% �, DATE 10/01/14 area4es prior to perFarrin, these funeaw. Instanere than pravlde ten,orarY bracing Per BCSI. ♦' (1 9 • • g O West tee OWrwiv, top �d sMlt have property a<techea ztruclwnl Aso 2 two bottm chord /� ll.(�� • © DRWG A18015ENC101014 shall have property attache rIpd ceWa. Lewtbns dwm fo- perroncn< lateral rcs<raah< of webs I sf "hou have bracbg Nst t per Bf51 see " B3. B) o- Bla as ap Me. Of, MY plates to each Face `(I �fdAL �, d �� f trust m pasWea as shorn anew. and an the stionts, B<tMt, vi wt eaten o<heraew 1"16EIIIII001, defer to eradssu Ilion-z for wtarrmre ate AN OWCOMPANY �A=Ip�: divislarr of ITV BuldhB components croup Inc shaft net be supstaVe far any devwdon from bumttattm i 'pa eeno re tobulses. the truss in ea,hForna,ar with AHSirtr[ 1, or far hanmrg, :pipping. MA TOT. LD. 60 PSF A seal on Los orating or cover paae, (bWg this drawing, hdlw4s acceptance of proMide•at \\t3]]]\Riverpon\oeive enymeNrq reryduimy salter for M despi even llr uROHIH arq use of Lin drawn, \\Setel 200 iw any sT'cas'< b the rcsporNWty of the BhldYg Ikspwr = N6VIPI 1 SweZ \\Marylantll HeiObla.\MO\6J04J ALPIIg°�w�alpNNdmg1 Tpleurtl Npstnr0l SBU� vwsbdndus vBlhe eToo ...lc ssafturg AX. SPACING 24.0. PYIE M78, Yoonhwak Kim, FL PE 486367 'T Reinfo, Mend Go Tr Gable Detail Fnr I p+-In Vpr+Irnlc pproprlate Alpine gable detail for e sizes for vertical studs. Engineered truss design for peak, �b, and heel plates. vertical plates overlap, use a Ae that covers the total area of Lapped plates to span the web. e. 2*2X4 *2X8 rrov,ae Connections tar Mplltt SpeCltled on the engineered truss design. Attach each 'T' reinforcing member with End Driven Nalls. 10d Common (0.148'x 3.',min) Malls at 4' o.c. plus (4) nails In the top and bottom chords. Toenalled Nulls. 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 A33015051014, A32015051014, A11015051014, A10015051014, A14015051014, A13030051014, A12030051014, A11030051014, A10030051014, A14030051014 ASCE 7-10 6 ASCE 7-16 Gable Detail Drawings l��9 p A18015ENCI00118, A20015ENC100118, A200ISEND 00^1 ��2, �� CI o SSvII,1jI11/ A11530ENC100118, A12030ENC100118, A14030ENCl , l' �FIC•00f �^/ A18030ENC100118, A20030ENC100118, A20030EN Itp, AGO y<901�, S11515ENCIGOI18, S12015ENC100118, S14015EN 0118,A6 h$83 S18015ENC100118, S20015ENC100118, S20015EC10011% S l 15P 1 8� • SI1530ENC100118, 512030ENCI00II8, SI40306RCI00118, SIN ZfiW7 s S18030ENC100118, S20030ENC100118, S20030sN�,p0418, SE0030PED100118 0 na ,,{ See appropriate Alpine gable detail for mnxlmwl unrRlnforcetl°TdMe vertical 4 .sWARICING. READ ATDI FUUWW ALL In11ES M TIas DRAVDwi IIPMtTAe(T w PDIaaSM THIS DRAWDID TD ALL Clkfflt DRS a1CW001G THE IRSTALLFRS. Trusses r.,V. extreme core In Fabrlcathg, h.&N ahipphg. h Uttinp aAd bracha. Refer to a notice the latest edition of SCSI aluAArg Campanent Safety arnatlon, by TPI d SBCAI for of., pp ctkes prier to perfarnnc these functlens. Instatere hall psrovide ter, r ryy b .=rq per BCSL IlAt&$$ rated otherclse, top hard hatt have properly attached truet.ral heauYnp arN bot[on O se Shan have a praFwly attached bid ceiha Loca[bne hown for permanent mterol restrairt of we 64NIF shalt have brodre FsteR.d per BCSI sections B3, BT or 210, as,U.aK.. Apply µate. to each Poi f'ry s M poition as horn above don the hht ➢etals, unless noted otherelse. Refer to dr,AXgss160e-z For standard plate postbns AN ilviCOMPANY t.,.a.,W anyy Fat- to b d the truss hhaca�Arrarae tth ANSI Pl 1. A far MncOft rot be for Lq �sMtppiM,, hc[allalbn L b oca, of trusses. A seal an tints draeYp or cover paw aiMV tHs Arose, Ysdc tes acceptance M profession. \\ 1372M FtNelpod\ Dme engeweNrg rc t%e( iar tThe deign amen The sJlaNHy and use of Idsbashg 11WIe1BOo Iar ary str.x.4w b rcspenwlty of the "AW, Deslg.wr per MISVTPI I Sect \1Mag1anNHeig1A;\M0%63043 For rare Infonwgm see this lob's general notes page and these web ALP]ND wewa1p1ne1b.wml TPI. vw..tphstarg. SBLN vssbchWstrYarpl Ica � ° STATE OF FS�ORIO0a' °r•o°° d I;,jONAL I�IHIf1U1� Yoonhwak Kim, FL PE N86367 'T' Reinforcement Attachment Detall 'T' Relnfarcing 'T' Reinforcing Member Mender Toe -nail - 0, - End-noil To convert from 'L' to 'T' reinforcing members, multiply 'T' Increase by length (based an appropriate Alpine gable detalD. 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. /eb Length Increase w/ 'T' Brace Relnf. Mbr, Slze T' Increase 2x4 30 2x6 20 Example, ASCE 7-10 Wind Speed = 120 mph Mean Roof Height = 30 ft, Kzt = 1.00 Gable Vertical = 24'o.c. SP k3 'T' Reinforcing Member Size = 2x4 'T' Brace Increase (From Above) = 307. = 1.30 (1) 2x4 'L' Brace Length = 8' 7' Maximum 'T' Reinforced Gable Vertical Length 1.30 x 8' 7'=11'2' TOT. LD. 60 PSF FAC. ANY SPACING 24.0' LET -IN VERT 01/02/2018 GBLLETIN0118 'T Relnfol Memb GPI Tri Gable Detail For I Pt -In Vprtirnlc wepPQ(TANhe h Gable ppropriate Alpine gable detail for :e sizes for vertical studs. Engineered truss design for peak, ?b, and heel plates. vertical plates overlap, use a Re that covers the total area of lapped plates to span the web. p1 2X4 2X4 *2X8 Provide connections for uplift specified on the engineered truss design Attach each 'T' reinforcing member with End Driven Molise 10d Common (0.148'x 3.',min) Nails at 4' os. plus (4) malls In the top and bottom chords. Toenoifed 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 load. ASCE 7-05 Gable Detail Drawings A13015051014, A12015051014, A11015051014, A10015051014, A14015051014, A13030051014, A12030051014, A11030051014, A10030051014, A14030051014 ASCE 7-10 Gable Detail Drawings gg 1 A18015ENC101014, A2005ENC 0 014, A20015EN➢1010I(} �� M // A11530ENC101014, A12030ENC101014, A14030ENCI 4WC4 lSfB QEIII r,1# %r� A18030ENC101014, A20030ENC101014, A20030EN V ;41 S11515ENC100815, S12015ENL100815, S140ISEt✓Vl 0815#e51➢00 # 4: S18015ENC100815, S20015ENC100815, S200158�01008LI5, ��j ,0,15P D 97 w S11530ENC100815, S1203GENC100815, S1403&CI00®l5, =0 J S18030ENC100815, S20030ENC100815, S2003&ND108815, S20030PED100815 D 77iL # See appropriate Alpine gable detail for maxims; unr,?lnforced"6'Q*e-9verticol I® MS DRAWR!(d DIfJ m THE MSTASLERS I_jr_.,2ju u vE� Reieryto tlrpehpss160A-Z iorss<antlartl Plate pasltbns. oemsx, w4ess noted otbeMse. ll AN 1IW COMPAM/ tws ad oelOg, W fair t bbulid ,ee t�rasms h c, fornnc. eMtb MVnPI Igor Ifw borcANp, zWpp4V, Nstnuntinn t bradra of trusses. acceptance of Prafea5anl A zeal on tNc basYip m mvfo POP aw.'D sho m T1,e, bWmtes \ISOW\RNeryon\Dnra fore -VW , !yy soWY ns tme f t,* smoen De sJtaW antl use of tHs tlrvsme \1Sui1e1200 im an)' strvcdww pn rczponsfilo of tjo , . DPsrole. per A mt th 1 Seeb \\Maryland)HeipMs,\MO\eSOaJ for note of e.cotlan a tWs Jabs general notes PaOe antl Mese vb_d,R6/1fir:2��Q ALPIND vsaloN¢Ibsonj TPleve.tNZGrca� SB[N .v.zeeaeastr.e.ai ¢a . ♦ brAtl.w,n 'n a STATE OF �'sF'sn COR�OP`S6'a Yoonhwak Kim, FL PE #86367 'T' Reinforcement Attachment Detail 'T' Reinforcing 'T' Reinforcing Member Member Toe -mall - 01 - End-na(l To convert from 'L' to 'T' reinforcing members, multiply 'T' Increase by length (based on appropriate Alpine gable detail). Maximum allowable 'T' reinforced gable vertical Length Is 14' from top to bottom chord. 'T' reinforcing member material must match size, specie, and grade of the 'L' reinforcing member. ✓eb Length Increase w/ 'T' Brac 'T' Relnf. Mbr. Size 'T' Increase 2.4 30 X 2x6 20 X Example ASCE 7-10 Wind Speed = 120 mph Mean Roof Height = 30 ft, Kzt = 1,00 Gable Vertical = 24'o.c. SP #3 'T' Reinforcing Member Size = 2x4 'T' Brace Increase (From Above) = 30X = 1.30 (1) 2x4 'L' Brace Length = e' 7' Maximum 'T' Reinforced Gable Vertical Length 1.30 x 8' 7'=11' 2' TOT. LD. 60 PSF FAC. ANY 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 withz (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 BulLding, Exp. D, Wind TC DL=5 psf, Kzt = 1.00 Bottom chord may be square or pitched cut as shown, Valleys short enough to be cut as solid triangular members from a single 2x6, or larger as required, shall be permitted in lieu of fabricating from separate 2x4 members. All plates shown are ITW BCG Wave Plates. Unless specified otherwise on engineer's sealed design, for vertical valley webs taller than 7-9' apply 2x4 'T' reinforcement, 80X length of web, same species and grade or better, attached with lOd box (0.128' x 3.0') nails at 6' o.c. In lieu of 'T' reinforcement, 2x4 Continuous Lateral Restraint applied at mid -length of web Is permitted with diagonal bracing as shown In DRWG BRCLBANC1014. Top chord of truss beneath valley set must be braced with, properly attached, rated sheathing applied prior to valley truss Installation. Or Purlins at 24' o.c. or as otherwise specified on engineer's sealed design Or By valley trusses used in lieu of purlin spacing as specified on Engineer's sealed design. xxx 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', 3X4 12 12 Max.;- 2X4 X4 Pitched Cut — 8-0-0 max Bottom Chorc Valley 4X4 12 12 Max. I— X3 IX3 1-:::6-0-0 _1X3 5X4/SPL (Max Spacing) 1X8 2X4 20-0-0 (++) Supporting trusses at 24' o.c. maximum spacing. AN RW COMPANY \\ 16721RiveMoM Onve \Suga\mg %Waryland,Melghis.\ MO\63"3 •.VNd -. R " fAl➢V agFmr . fu•� ,Mrs Y VMG m � m ar • SP : • r e d � e • oT mr61m of m Molm cenpmm<z Gasp f p 11 rot hs cespanzW* For a" d< 4Va , m L bneMO f to ex. a< <rvis h cmiwnarc .IM MS11ML 1, an for haMhg, sMppeq. apt W.WQ m [aver pap uastlnpen Mls o-asYp. Wlrotn accro<ance or praf..L L rcspan W sorcs"penaAty, o* fM "1 Q h�slp� W� I IaSe �sN 2X4 4X4 Cut Stubbed Valley Optional. Hip Chord End Detail Joint Detail Partial Framing Plan • • • '"""'' "'L 30 3040PSF r aZORIOP $'D� 20 is 7PSF • foss'/ONAL' `, C 10 10 k1lPSF llllllll l►l BC L 0 0PSF D. 60 55PSF 24.0' VALLEY DET 10/01/2014 VAL160101014 Yoonhwak Kim. FL PB #86367 � Ir 11 1 I VALLEY FRAMING & BRACING DETAIL I Lumber Size and Grade Minumum Reauirements GENERAL NOTES Purlins required 2'.0" O.C. In absence at plywood sheathing. Trusses without sheathing applied must be evaluated accordingly. Purlins should overlap sheathing one truss spacing minimum. In cases that this is impractical, overlap sheathing a minimum of 6", and nail upwards through sheathing Into purlln with a minimum of 8-8d (0.131"x2.5") common wire nails. Effects of not providing sheathing below a valley set must be evaluated by the building designer. This drawing applies to valleys with the following conditions: Spans (distance between hoels) 40'-0" or less -Maximum valley height: 14'-0" -Maximum mean roar height: 30 fast -ASCE 7-05, 140 mph, Enclosed, Cat 11, Exp B,1=1.0, Ktb1.0 -01 A Maximum of ASCE 7-10, 280 mph, Enclosed, Exp D, Ktt=2.0 TRUSS TRUSS UNDER VALLEY FRAMING VALLEY RAFTER OR RIDGE ® +CRIPPLE ripples 4'-D" for 30 psf (TL) and 20 psf (TD) Max. :e the crippes for each row starting from the valleys or sleepers working Inward to the ridge board so that cripple locations are gored between rows. TYP) nnection Requirement Notes 2x6 rafters to ridge 416d toe -nails Cripple to ridge 416d toe -nails Cripple to rafter 416d toe -nails o-) 816d face -nails Rafter to sleeper or blocking 516d toe -nails Rafter to two 2x6 sleepers 416d toe -nails Sleeper to truss 416d toe -nails Two 2x6 sleepers to truss 316d toe -nails each sleeper & truss Ridge board to roof block 416d toe -nails Ridge board to truss 416d toe -nails Pullin to(Typ) 316d toe -nails Truss to blocking 416d toe -nails Truss to cripple 416d toe -nails Truss to cripple 416d toe -nails Cripple to purlin 316d toe -nails 13. Collar beam to rafter 416d toe -nails CRIPPLE, BRACING, 8 BLOCKING NOTES NOTE: 16d (0.162"x3.5") COMMON NAILS -2x4 continuous lateral restraint (CLR) min. is required for cripples W-O" to 10'-0" to nailed wl 2.10d (0.148"x3") nails. Or 2x4 "T" or scab reinforcement nailed to gat edge of cripple with 10d (0.128"x3.0") nails at 6" o.c. "T' or scab must be 90%of cripple length. Cripples over 10'A' long requre two CLR's or both faces wl "T" or scab. Use stress graded lumber & box or common nails. ,Narrow edge of cripple can face ridge or rafter, as long as the proper number of nails are Installed Into ridge board -Install blocking under rafter if sleepers are not used. -Install blocking under cripples If cripples fall between lower truss top chards and lateral bracing Is not used. -Apply all nailing In accordance to current NDS requirements. Nails are common wire nails unless noted otherwise. • H. wlalmfY DEAD Naf To ALL Clr vt VKX DRG ,rDfVRAN[® sent +lei Dwvwc m Au ItNIpACTYtt lYalmac lse avp ,af1w-Arlo vfsg bnormcm, by 'Y .m seal foCN yu[tY<s Rlw to perla,wYe epos. lonc. u. Instot . YWl proNds 4 orcry br.=? poo 9 f1 t'Z.od aH,or.iv, top efvrd�]smn p.ve property .+toned sppor p ernanen ll p L p oM botja d �� a �V u:`.w epYnws� NstW�" pier )CSi ` <`�ivssbro t�J w "on io of d1ei... pob�yyy PllaW io ::m lam non .b e, on W. m Do,w. Is Refm tq 6o.Yps IeM-S fx storWu•d pl.<e p.snbnx i Npsw, . "N of ITV DxIwp Cm earns G= lm. pno t t be rcsporvbY fw v�ryy dev6K AN riWO7f gMlxY tlb dru k ory faW to b,Nd tee trvsa In r. Nm ANSVIPL 1, or far pprdxY, xtCt Yat.11atbn L bmGp of bsuses. A soot on this tr.epY v cover p.oe astFp t dash, bda4s smpfdrs or P osxbnol eNaooi,o ..apSimrny .easy era tn. desd,alWubwavly[ I E Ives wr�nir"r fv wry hs� Yes resymtllty tler x�Ido DaW�sr' Psr f cty. W M5 for , q brtem.Yon m tw Jdb' De,ero pay. and u.se ..b sew No.70861 * F 1r STATE OF ' Q ORIV..0 TC LL 20 30 40 54 IREF VALLEY TC EL 10 20 7 7 DATE 10/01/ BC DL 0 0 0 0 1 DRWG VACN BC LL 30 0 0 0 TOT. LD.30 50 47 61 FAC. l .25/1.15 NG SEE ABOVE