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'm 39'-8" 10'-0' 17'-4' L m m m L le 14'-0' 4'-4' 21'-4" lie 39'—B" �kV I c" N NOTE: DO NOT CUT OR ALTER TRUSSES WITHOUT CONSENT OF THIS OFFICE BACK CHARGES WALL NOT BE ACCEPTED WRHOUT PRIOR WRITTEN APPROVAL BY OUR SERVICE Total Truss Quantity = 75 DEPARTMENT AT CARPENTER CONTRACTORS OF AMEPJCA, 'INC. 877-293-9487 THIS IS A TRUSS PLACEMENT PLAN. ITS INTENDED TO AID IN THE INSTALLATION OF TRUSSES. ENGINEERED TRUSS DRAWINGS AND ARCHITECTURALS SUPERCEDE THIS DOCUMENT. - REFT3t ro L REI FOR .. CONNEC00N. PLUMB TYPICAL 7' SETBACK CORNERSET LABELING AND SPACING SHINGLE ROOF 8 I m 4auLe--L A-vL4-jw,4-i Ltc_ PdLoon509 f��j Pi Pi Rl' Al I Labeled End Mark ..M10 0 tw Ciaft COn►PfiatTo� Ott General Notes 1) N pm1M dttad truon , flat irui wd flat Idb- haw thr bop d-d pv�y p� 1w 2) �hmptra to sty HPUSm who oNrtaYa 8) N tm Wait to 24' O.C. ohm ollis ICtd. 4) Pr Tnea Nda i3b3rts om"I nmtmRdaUan nIM&Ma WMt 1919 O.O. mm Us Wm, to a rVedig! at a rtt.A m of 2O' baton ash druch=lair-dBC9-BI waddOvd 6adt ROOF LOADING SCHEDUL TCLL = 20 PSF TCDL = 7 PSF BCLL • PSF BCDL = 10 PSF TOTAL = 37 PSF DURATION = 1.25 R WIND SPD/TYPE= 100 ENCLOSED BLDG EXPOSURE - C USAGE - RIMENTIAL CAT II NAND IMPORTANCE FACTOR= 1 UPLIFTS BASED ON= 9.2 PSF DESIGN CRITERIA FBC 2017 TPI 2014 Tmss member design & connector plates are des=ga� , forASCE 7-10 and maximum forces fmmboth components, and claddings and main wind Some resisting systems. • These trusses Lave been reviewed m carry m additional 100 psfnon-mm ncieat bottom chord live load. FLOOR LOADING SCHEDUL TCLL PSF TCOL PSF BCDL = PSF TOTAL = PSF ROOF DESIGNED FOR SHINGLE AIL REACTIONS AND UPLIFTS ARE SHOWN ON ENGINEERING WALL KEY 08-8' ® 0 DFSCRIP(10N INR. DATE ■ta asts ant awns LOW/ DESCRIPTION INIT. DATE is tttantm�o taa ttnrn CARPENTER CONTRACTORS OF AMERICA 3900 AVENUE G. N. W. WINTER HAVEN FLORIDA 33880 PH3NEt(80W 959-8806 FAX, (863) 294-2488 BUILDER D.R. HORTON SrATBRIDE PROJECTCREEK.9ID-9 MODEL 1828/CALL/4EBB CCA PROJ/MODEL/ALT 7A5/ 182ED.F/ 02 ALT DESOIM MM MI T/10 n 011A0 OTC 3248 TRINITY CIR LOT 48 BLOCK DESIGNER PAGE RFS 3 31 17 1 LAN3SCALE 34504R 1 4 °=1' MX� SHINGLE ROOF 12'-4' 10'-0' 17'-4' 6 yid a 'a ccaa (i a •� 4 HEEL-4-3/1 �) CJIA C a PLUMB -� c D3G m D2 o f— cT c1 r1 r1 y�� W L.-4 D r1 r1 11 m m c) L. 1 L.N rT W '� ��1 TYPICAL 7 SETBACK CORNERSET LABELING AND SPACING CJI CJI M. V 4 D CJ3 CJ3 0 CJS CJ5 i, A10G A9 A8 A7 A6 A5 e I A4 N Al Al c0 I Al ID 60 Al m m Al— Al Al AIA Al Al Al srlc� Al I m Al C4 = Reviewed for Al Code Compliance Al Universal Engineeft - MTu m®m v� Al Sciences A3 'r) A5GE •! I e' Total Truss Quantity = 75 14'-Cr le 4'-4" ATTENTION! ff &ACIMS I71GO=M 1WSS QIAt V Alai n= [t Ill = A CD.O PLM TITS ESTL DLM AM IN WI ADD EN u IF TRUM ff iWSSSS TM DI DMV Y AR01 C Is A TW1S5 PLMFIdI PI.AW lI3 1WIS® TB AID IN tl6 MM DO ARCH At I OI�R >E Olfai=13 SIPFFAII Es1E IDW07id EMIR CME DK s,e�¢ TIOs 0M SWL Labeled End Mark • . �� IiCSI�B1 T.� Y Mai a ���r' Y.� �l st�ld• VIA YYL n7• �v Als irs tIM q. sdm ruto lunysr ate ml¢•rna u lam aYu = rAsroo Tenan mTi YELi ra m mEVD m Eor tm m M.e nazs V[IIaA' m®a v tia ss>¢ lAat oYAm vu Y)r c rcmtm Htaar, nmt Uarrpr AEEYnva n ML 1lAOG vMu WCr E AinMlftr ®o ID aJlf M tnms� �m �OL/F f�fi 9ELIIIM MI 1811a F� Mllm IQ M � O� AT G/EWIQ maGdl� a ME>YA� )G Yi® ff M IYRi ®Ttl6>a. MO 1�6f IC Ri112 NO 11 !00[ M TAIQ$ M[ ff.T ■ ®10 AV® m11Qi 1Ofmcm c vrr IRTaIlZ iati TY� m a mmsltlmna:are rm i ret� s tmwmm ®ga ®wrs A>fnwrlaa TDAS lAs rwwT mw lAa .YRAi a�wa. tuvm T MILES i Y IMRM�aII T Allis t NISJM CY{Ymt Ce�A TR lK >t MDTMII ullms AYI[ft✓>MZS t>t rmra lave Ww Emma Yfi1W aYRTMOIta ! QVIfm OI fJ�OaP 1L11lICl�t 6 uLv+a YE clews awarAs la Las Tara a TM6Qa. T Iml M OI YEdll T DI QV® Mad 1[ IEtMi ! IRaYQ1A aE. f)/-tl]910 IWGE MrMI IAS VMMmQ General Notes 1) 9Eddll dote BW mp�dad ppvt'�* Pa N flat m be kotdod g e :de * 2) M 10— m be 5— HM .1m atlrYoe 3) M b m W36 q is 24' O.C. WJW aft— ♦) Phi T tide huShde BCS-M nm W tiz ptTloMlmt x-bmcig dbdd be plmed d a rtmilon Wood g 19 = dam the tpm, to bet at a ntoTllmt d 2W brJxat amh x-0ime m'diyne fro dlticu& REaI rdr m BG9-B1 for any ad 1 &-*v ddalL ROOF LOADING SCHEDULE TOOL = 7 PSF SF BCDL = 10 PSF TOTAL = 37 PSF DURATION = 1.25 R WIND SPD/TYPe- 160 ENCLOSED BLDG EXPOSURE = C USAGE = RESIDENTIAL CAT II WIND IMPORTANCE FACTOR = 1 UPLIFTS BASED ON= 9.2 PSF DESIGN CRITERIA FBC 2017 TPI 2014 Tmss member deli &---wrplates deli��ed for ASCT7-10 and maximlan f 6om both mmponwre and claddings and main wind force resistmg systems. • These tmsses have been revi a to carsy an additional Ills psf noaune�ment bottom or live In d FLOOR LO TCLL TCDL BCDL TOTAL ROOF DESIGNED FOR SHINGLE ALL REACTIONS AND UPLIFTS AM SHOWN ON ENGINEERING WALL KEY �8'-B- L DESCRIFMON Mr. DATE K lAs tiYY l.e/D w Ma tam I�r Tna flm � f1• N9--CARPENTER CONTRACTORS OF AMERICA 39M AVENUE G N. W. WINTER HAVEN FLORIDA 33880 PHONE- Q= 959-8806 FAX. (863) 294-2488 BUILDER D.R. RORTON STATEwmE PROJECT CREEKSIDE MODEL 1826/CALL/4EBB CCA PROJ/MODEL/ALT 7A5/ 320/182ED,F/ 02 ALT DESQW I= RM V/1013 COY I= OTC 3246 TRiNrrY CIRCLE LOT 48 BLOCK 01 DESIGNER PAGE RFS 1 1 DATE 3 17SCALE ,y31 L'NN334504R 1 4 M=1' ENGINEERING PACKAGE Builder: LC�R HORTON / STATEWIDE Project: 7A5/320 CREEKS IDE Model/Building: 182ED,F Lot Alt: 02 F Lot: 48 Block: Address: 3246 TRINITY CIRCLE .................._.............. ................... --- ................ ................... .......................... JobNumber: N334504 ............................................................................................. _.... ... ... . . .......... Revision Date: New Load #: JkH:01 CARPENTER CONTRACTORS OF AMERICA, INC 3900 AVENUE G. N.W. WINTER HAVEN, FLORIDA 33880 PH (800) 959-8806 FAX (941) 294-7934 .a 11 ALPIN , E March 1*3,:410 ANfTWCOMPAW Mt. Bob: Michaelis Carpenter -'Contractors of Am6riba, Inc.: 3900 Avenue G, Northwest, Winter Haven,: FL 33.880-6201 `Re: AlternatiV6 Ihst6lWiofis.for a single ply carried truss with a i.-*'wid*th'J'q4s tha n the hanger widh, and: woodblocking to-achevefull des'on-IPa i6oforfac�-roountLd.hang6r'attaohmdhton a.: one ply SUpporting girder (Reference detail WA37�02).. Dear Bob,. Fofa single Ply carried truss Witft at'vidth less than the hanger. width you can install :a prefabricated jackscab. . truss. - *).for wo.od'.fil.ler.bl.06.,k.i.fig.- The chord sizes, �-qhQrd.graOes, and:A 1p . io cbrih6ctoirpla to t6(s be the. same as the single ON carried truss. The jack scab truss haVe a minimum f �J �. ..-. Y . . . Jqqgth�.o 48 and will, have q, minimum pitch. of 5112, The singleply carried truss shall have: a reaction of 3.,500# or less. Attach 'prefabricated, j'ack:sc.ab.�trussWith, two. (2) rows of 0.1 28"x3ff"GUn Nails btZ Q,Q. pet row; staggered I " -(See.'Figure: I bdld*).- Pl6a'se'-.W& to-thd Simpson mpson -Strong.-Tie Catalog C-*G All page 216 - Figjum'.g for more information figure 1. wood J9 W,achieve JUII design load Value for face -mounted Fora single ply',gitd6r'thatIreq'uir0`s oo hangers :attach one .wood -block to ,the back face of the single: ply 6i.rderWith the same size: and grade,as" the' bottom. chord of the .single -ply Order. The. -Wood: block length to. - be such that.the'wood blockingextendsto each adj6derit'-p6he'l points :(webs and bottom chord intersections)., Attach wood . blo ck (�)-v. it h. .two._(-2) rows of OJ.128 x1W Gu 1 n "is at E. OJO. perrstaggered efecl 3.0 applied tothe 6760:'Forum Drive Suite 305, Orlando; FL 32821 --(000) 621-97*90 -.(86.3).-4212.-8685I vwmalpineft.com !R ALPINE �rtw,co�+rn�: single,ply girder face; with an additional (20) 0.1.28"x3 0" Gun Nails at; each panel .point applied to'the, wood. block.face ($ee Figure 2 belb.*). Please trefer'to the Simpson Strong Tie -Catalog C�C`20:19, page 21.6; Figure.) for more information. Figure 2 The application of prefabricated jack'scab truss foi- Wood filler blocking or wood :blocking to: achieve full design load value for face=mounted hangers must be approved by the hardware manufacturer: All edge. -and end: distances, and spacing for all nail connections.must, be sufficient to prevent -splitting of wood.: If I can be -of any further assistance, -or if you have any questions; please°give me a :call. ISIM 70861; STATE C$f William H. KnOKRE. Chief Engineer Alpine an ITVV Company Engineering Department Orlando; FL 6750 Forum Drive. Suita:305; Orlando, FL,$2821 - (800):521-9.790 - (863) 422-8685 www,aipineit-w.corn ALPINE AN I WCW?ANV April 26,2019 Mr. Bob Michaelis Carpenter Contraictort of America, Inc. 3000 AvenueG4 Northwest Winter Haven, FL 33880-6201 -Dear Bob Rd- -Str6ngback bridging: 6b tbbf frLi6set. I -understand -there. is some concern over ou r rei'do''m mi''endations for strongladck bridging 6h` r6oftrutses.- Strongback bridging for roof trusses is not, a:require.ment of ANSkTP 2014,n risi are Ui 9_ -.9 . Building CornpoiIent Safety: lnf6rmAo,n(5CS ' I)', '.B,vi st"ro*rigback bridging, on roof trusses )s nii a recommended. by Carpenter ContractorsofArnefica'. ZtrohgWck bridging :serves the. following two, functions:. - One, bridging aligns the;bottom -chords -.after they are. set so they are uniform along the iine- and heaps:"with ceiling serviceability TWoibrid.gi.fig.reduce§ledlative'diaflL-eti6h:6fadia'ce'iitittU's's'e-s.. Strongback brid 'gin g'".does. bot:'-prevent or reduce overall iddiViddal deflection, especiallyany.roof trusses - 405 cuh4 or a. more than 1/4" inch. . ......... ... . ........ I ....... . ... I...-----.---..---.---,-.��.."..� .. ......... bridging in roof. trusses does not serve - as :temporary..orpermanent:.bra s oe bracing and is not, _5i�on&ack intended to .distribute. or share design- loads. between trusses. Consequen tly , no design. load's have been accounted forWith this. detail and d6htihUbLis-!§trohgb6ck'btidgirio'�§hd.ijicI not :tie attached between,: PP . - common and :girder The . q. use of stroogback bridging':'shall not.,interfere with other- design considerations as specified :by -'the Engineer'of Record or the Building - ' Desgner.. Th6 outer ends of 'th6,stronig'4ack.bridging,shal..I be att9ched.to awall or another secure end. restraint, or as specifled'-y.b -the Engineer of Record '6f*.th&Building ..D6sijh6r. Strongback bfid.ging'shall.- be a minimum :of 24 horhinal lumber oriented With, the depth- Vertical*.. Attach with T'Sd common nails (0.1'.62!�x&F) na.i.10 at. each intersecting member. When extending the sttdn 'back bridging overlap; by at a ,minimum.of I two trusses. The -16cafiba of i, s't*'. bridging ho'. q&aw maybe- specified. b,y:the Tr6§i9 Manufacturer',. Ehoihe&e of Record, or Building Desidn'er., Please referto BCSI "Strangb4icking.Pr.oVitions" or to Alpin"$TR8kl.ak1,.0!:4 detail for m information.. i,n,fb , ation. The. graphiq ghoWh (Fid'U're. 1) is f6r.g.6 noiric ikjWJUvd pjUrpose only, 8760 Fbrum'DHve:8uite *805-1 GriAndo, FL 32821- (800) 5214790.- (863) 422-8685 ALPINE (tLY.S., Aot 107 Sr:alel� I Figiu,re.i. If Lean' be of'any further assistance' or-N.ypu,heiVeI an . y questions, plpa.s.e*give. me a.call. .William: .H. Kndk 025- Chief Engineer Alpine an ITW.Cqmp;any Engineering "D*' - epa men, Orlando;. -FL. 328211. 67.6.0 Forum -Drive gub.305, Griihd FL 12821 -; (800)521-9.M - (8153) 422-8686 2 STRONGRACK, 3RIDGING' BUTT STRONGBACK BRIDGING TOGETHER 40 0" ATTACH SCAB WITW10d.BDVGUN (0.128V ,'x ). 3 . NAILS IWR ROWS AT ;SCAB O.C. NOTE' IN LIEU *OF- SPLICING AS SHOWN, LAP VRONGBACK !BRIDGING MEMBERS FOWAT"LtAST ONE TRUSS, SPACING STRUNGBACK, BRIDGING :SPLICE DETAIL STRONG -BACK BRIDGING ATTACHMENT ALTERNATIVE.S' AN 11WOOMR 13723 Rwpbd D&- SUIte 2X Maryland Wphtij MO GW3: RECOMMENDATIONS b-Att scab -.on blocks slhaLl, be;,a. minimum, 2` 4: 'stress qr.,qq1ed lumber:' 'ib-Att.stron ' gbcxck bridging and bracing shall :be: 'a minimum 2x6 'stress graded, lumber., 100-The P'urp.ose of strongbackArIddiho, Isto. develop Mood sharing between 'IndI.vId&&( -trusses,: resulting In an overall Increase In*'-,t e stiffness.:of :tk-e'floor. system, -2x6 strongback bridging, Posl.-tlohod. -dsi ;shibw' In de�talls, is recommended at 10' 0.c. 'Cmax> *_The_ terms 'br[bibind' and :'bracing' .,are sometimes A1 stakeniy used nterchangtably. * 'Bracing'Is 'an Important* -structural tiequlremen of any 't f ., toor or roof 'system, Refer to the; Truss.I Design bro; Ing (TDD) ifbi,; 'the,.be-acing .re.q uIrei-ment .5 for each individual truss component, 'Bridging,' partIcLAarly a. rec6mmehdQtIdn- for a :truss system to help control vIbro*LtIoi)'._ In: addition- to: aiding.: In the. i distrIbUtlion of point loads b&t.w&6 adjacent e -truss, •strongback bridging. servesto reduce Fd 1 SW_ 13 'ts) 14 mW r *W bounce, or residual.vibration: resulting; fror7 P)pyin:g point lqqdk,-:;such as foo-tst..eps. The 0erf6rmqn6e: of all f loor -systems -are enhanced by. the. Inst.C'Matloh of 's+r6ngback- bridging and :therOfore :19' strongly recommended by Alpine, For additional Infdrmat'loh rebqr;dIhg stronqbqqk bridging, refer *to BCS1 GuIldIA9, Component Safety Informatlon5, N6..70861 4 DL. P91F j D L PSF LL .-.Pg'F ;ILD. 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Rld al8uis .aoj} AlU0 pilvA sl uelsap slNl ',aagwaw qaM Ao p.Aogm uas o Aq t.la.iM. ssn.aa. v Ao.4 s.Aloda.A sal.4lpads Owjwo ap s141 ua>10jg J0 pa>pn)Jo . .... ... .. VALLEY-F)RAMI iiIOGE BOARD (M) of VilFeq qLLAR BEAM. -EVERY TWRD. IR,OF RAFTERS f2: . (YVfi- r4 qj 6",.&hb ng dowgil�u-ifirduglvthoathfftfsito,pyrtin with a in1dipip -U 10: . e-3 . g 1 ."X2. , eamtRrnon to fi ijLi-st'-66:"JdaX6if Bj thiwhlXf[dlHg;tWskd.hotR . fd.WflO;cohdltlol%s: -Sp.Snt!(' istAn .9.6Gen -heel' ),-#01;09-*r 1"s .11HU 14 - -Maximum MbAlfrdbf height 30-foet Mphp."csse ' d,Cat 1, .0 A, Ms#ximum bf ' i " X-80 mPiSUE ' ' ' 'h jok-d"'EX13 Di Kxt+I.G P,V41 YCKINa TRU:MS- TOU�gaUNDsll VALLEY -FRAMING 7- RAFTER -.OR RIDGE cm +C-RIPPLt +Crf poleb,41-01NOr-36 Psf (TL)'alld -26 p-9f (TP) Max. r.spa f r.!!(oh * row,stAhtnj from-thd v'41sys bf-sleepom 'that crlpiitelocatlons are rows,, bl-O.C:(Typ) or by-v6ers) are O,qrf66-cfl6.n P,'6q irement-ttqt 1. 1. *4 l6dld&�Mlll' de'diredtly 4 X6&%4-nills ieathinqtishaatiTlttg A� Wd-fate-nalls sudtoe-nails Mft&t&.TwO-2X6 $leepers. 4 1 Sd tce-4alrs 5. "Stdoodi td-btfs' 4'1:6d tdd-Aalls 3 -160 t6W;aJUs..eajch slPeper-A.04S .6. .:Rjdg4e:bohrd.ti3-r.00f bldck 4 16d toe-nills 'RF§'D-FOR PfMP 1. -Rildjer.bo.2itd to:trjUs�s- 4:Lrrd.t6q7Aljj.ls S. 4rufliri to (TVO)- .g. -TriXf.tO'U6Wlke 10, T-ruswte'�rlppld Truss'o wo.*Oje. 4 'A use) 13. .4lWr.'bi!ahvtO xsltdt 4 i6d'tol&,-nafls. NOTE-;.Hil�(046269-Vf) 40MMbU NAILS L� 46 54 RE P NitUtY P kA�IIXG N0.10B.. 060*�. FLOW: TM w 7 '7 DATE: k4 talar -tF- latilat idliGn "OP, 4- a-d*v. Ob��- ;kL orty. y -A) 1� TC DL It ZO io/ql/ P1 BC b! NV Plo-M 9w&d DRW.13 VAP 1801015 ne .0 0 0 -: .. ds AK*.� bi�A- W.bnAhd.. Mpt'Ll"'t. —,dh Ba. •LL 0 .0 0 4., *4- ho, a d'6of jiv V��dT. ke- Ala. Md. IM FOP—sbta To - D d A nw TOT. L ,37o DO 4.7 vZ'wPoQ'v4Rl AK." DOA 'F�, 12 7M �-"'P 11017". k� a1* 11 . . .. . L 10WO-MOM a �*" - Z— —=kt. -.1. 1 1 AB.Ovr. v W L V C G yU t0 E E 7 <0 J no 8 y ., O M o. 'O E ,)0 Simpson Strong-TieO Wood Construction Connectors -'SIMPSON -is• • MOMWOM . • t 0 0 u ku I& These products are available with additional corrosion protection. For more information, see p.15, Codes: See p.12 for Code Reference Key Chart. Actual' Joist Size Model <- No. Carried Member Dimensions (in) 1Min.l Max.= (` Fasteners (in.) Allowable Loads Code' Ref. = Web " W H B "iFace Joist -DF/SP, Species Header's SPF/HF; .Species Header =Uplift ,160) Floor (100) Snow {116) Roof ;j12b) Floor (100) Snow (115) Root (125) IUS2.56/16 - 25/6 16 2 Min. (14) 0.148 x 3 - 70 1,660 1,805 ',805 1,425 1,555 1,555 Max. (16) 0.148 x 3 - 70 1.805 1,805 1,805 1,555 1,555 1,555 21/z x 16 MIU2.56/16 • - 29/16 157A6 21h - (24) 0.162 x 3'h (2) 0.148 x 11/z 230 3,455 3,920 4,045 2,970 3,370 3,480 U314 • ✓ 29A6 101/z 2 I - (16) 0.162 x 31h" (6) 0.148 x 11h" 970 1,945 2,205 2,375 1,675 1.895 2,045 HU316 / HUC316 • ✓ 2% 14 'A 21h - (20) 0.162 x 31/z (8) 0.148 x 11/2 1,515 2,975 3,360 3,610 2,565 2,895 3,110 IBC, 18 MIU2i56/18 - '29fe 17ahs , 2'/z �`-. (26) 0.162 x 3Yz= . (2) 0.14&x 11/2. > 230 , 3,745 4 045' };045 3,220 3,480 3,480, LA 2'/z x HU3169 HUC316 " ✓ '2°/ifi. 14 'A 21h - (20)'10.162 x 31fi `: (8) 0.148 x 1'h" 1515' 2975 3,360 3,610 2;565 2,895 '3,110' 21h x 20 MIU2.56/20 I 129A61 197A6 21h - (28) 0.162 x 31h (2) 0.148 x 11/z 230 4,030 4,060 4,060 3,465 3,495 3,495 2 x 22 to 26 to MIU2.56/20 • 1/29 fi 197/a 2'h. - (28) 0.162 x 311z (2) 0348 x 11/z = 230 „ 4 030 4 060' 4,060 3,465 3,495 3,495'' 21Ax 91/4 too 26 2%" wide joists use the same hangers as 21h" wide joists and have the same loads. MIU3.12/9 13%1 9'tifi. 21/z -' (16) 0.162 x 31/z (2) 0148 x 11/z 2,305 2 615 -2,820 1,980 2,245 2,425' 3x91h HU21072 / HUG210-2 • ✓ ' '3'/a 8',a46 21/z Max. -(18) 0.162 x, 3141, ., (10) 0.148 x 3 11795 2 680 3 020 3 250. ..e 2,305 2,605 2,800', IBC, MIU3.12/11 • - 31% 11'A 2'/z - (20) 0.162 x 31/z (2) 0.148 x 11/z 230 2,880 3,135 3,135 2,475 2,695 2,695 FL, 3 x 117/e HU212-2 / HUC212-2 • ✓ 31/6 109A6 21h Max. (22) 0.162 x 31/z (10) 0.148 x 3 1,795 3,275 3,695 3,970 2,820 3,180 3,425 LA HU3,25/12/HUC3;25/12, • 3% '113/4 21/z:- (24)0.162x3?h„� (12)OJ48x3_-, 1 ,'d, 3,570 4,030, ;335 3,075 3,470 �3,735' HU3.25/16 / HUC3i25/16 31/� 13'346 - 21z Min. (20)-0.162 x 3'/z�' (8):0.1�48 x 3 1 M6 2,9Z5 3 366 3,610 2,5 O6 2,890� 3,105':. • i ;Max. (26) 0162 x 31z (12) 0.l48 x 3 1 h35 3,870 `4;365 4;695 3;330 3,755 4;040 , - 3 % gIU12m HUCO210 2-SDS `. •.-- 3'14 9' 3-(12)17 x 21/z" /Xh 23 :5, 1,:r4315 31 , s,600 3,7,r ,7;i FL HGUS3.25/10 • 31/4 8 /6 4 ,= (416) 0.162 x 31/2' ' (16)(1.16201h :4,095. 9,100 9,100; ;%100. 7,825 7,825 7,825I IBC, HGUS3.25/12 314 1 10% 4 - (56) 0.162 x 3'h°_ (20) 0'.162 x 31h `5 040 9,400 9 400; 9;400 8,085 8,085 r8,085 FL LG03:25-SDS, 1 • - 31,44' 8 to`30 . 41h - (16)'/a' x 21h" SDS (12)1/4""x'21/z' SDS..'5 555 6; 20 731G 410 4,840 5,265 5,2651 HHUS46 • • - 35A 51/6 3 - (14) 0.162 x 3'h (6) 0.162 x 31/z 1,320 2,7851 3,155 3,405 2,395 2,715 2,930 3'/z x 5'/a HGUS46 - 35A 06 4 - (20) 0.162 x 31/2 (8) 0.162 x 31/z 2,155 4,360 4,885 15,23013,750 4,200 4,500 HUS48 •; - 39h6' 61S46 2 -- (6)0.162x31h: ., (6)'0.162x31z 1 x0.1.595 1,815, 1;969 1,365 1,555:1,680' 31/z x 71/4 HHUS48 3% 71A 3 �', - (22)`0.162 x 3Yz . (8) 0.162 x 31/2 ! 780, 4,21ry0 4 770; .5,.4`0 3,615- 4,095 .4,415 HGUS48 •' •' - 3% 7'tis : 4 - (36) 0.162 x 3'hi (12} 0J62 x 3'h 3 235, 7,460 7460; ;7,460 6,415 6,415 6,415 IUS3.56/9.5 • - 31s 91h (10)0.148x3 - 70 1,185 1,345 1,455 1,020 1,160 1,250MIU3.56/9 - 39A6 8% (16) 0.162 x 3'h (2) 0.148 x 11/z 210 2,305 2,615 2,820 1,980 2,245 2,425 U410 • • • ✓ 39/6 816 !t- (14) 0.162 x 31/z (6) 0.148 x 3 970 2,015 2,285 2.465 1,735 1,965 2,120 HUS410 • • - 39/6 815A6 2 I - (8) 0.162 x 31h (8) 0.162 x 31/z 2,990 2,125 2,420 2,615 11,820 2,070 2,240 HHUS410 0 0 - 35/e 9 3 - (30) 0.162 x 31h (10)0.162x31/z 3,565 5,635 6,380 6,445 4,845 5,486 5,545 3%x91/z HU410/HUC410 • • • ✓ 39/6 85/a 2'/z - (36) 0.162 x 31/z (12) 0.162 x 3% 3,235 7,460 7,460 7,460 6,415 6,415 6,415 HUC0410-SDS • • - 39/I6 9 3 1 - (12)1/4" x 21h" SDS (6)1/4' x 2'h" SDS 2,265 4,500 4,500 4.500 3,240 3,240 3,240 HGUS410 • • - 3% 9'1A6 4 - (46) 0.162 x 31/z (16) 0.162 x 31h 4,095 9,100 9,100 9,100 7,825 7,825 7,825 IBC, LGU3.63-SDS • • - 35A 8 to 30 41h - (16)1/4" x 2'h" SDS (12)'/4" x 21h" SDS 5,555 6,720 6,720 6,720 4,840 4,840 4,840 LA MGU3.63-SDS - 35/6 91/4 to 30 41h - (24)1/4" x 21h" SDS (16)1/4" x 21h" SDS 7,260 9,450 9,450 9,450 6,805 6,805 6,805 IUS3i56/11.88 = • - .35h '1?/a 2 ; ;- (12}0748.x3",= - ;f, 1,426 1 615 1745` 1;220 1,390 1,485_ MIU3.56/11 • - 39f6 1'Is 21h - ( 20}`0162'x 31z"'' 1 (2) 0.14$ x 1 /z : 210 2,880 3135; 3,136 2,4- 2,695 2.695' U414 _ ✓ 39A - -,0' 2 �,-,- (16) 0.162 x 3'h (6) 0:448 x 3 07.0 2;3m, :2,615: 2,820 1,980 2,245 =2.,425, HHUS410 • •' - 35/a 9` 3 '- , (30) 0.162 x 31a' • (10) 0.162'X 3'/z 3, 65', 5,635 ,6,380; 8 15 4,845 5,486 5,545'. HUS412 •' - '3°/i6 10?/z 2 e, � (10) 0.162 x 3'%i;: , (10) "0.162 x 31h - `.3 4 2;660 3,025; 3,265 2;275 2,590 2,795' 3'/z x 11;�i� HU412 (HUC412 •° - 3 s 10 a -'Max: (16) 0162 x 3% . (6) 0.148 x 3 1735 238D 2 685. 2,890 .2,050 2,315 ,2,490 (22) 0.162 x 3'Fz' '` .(10) 0.148 x 3 1, 90 3,275 3 695 '3,970 .2;820 3,180 3,425I. HUCO'412 SDS • - 39AG 1T(14) IA" x 2/h' SDS (6)1/4" x.21h" SDS '2 2. 5,t0 ;5 5,04.. 5. `4a- 3,e30 "s,630 630' HGUS412 •, � - 13%a 1074 0(36)1/4" (56) 0.162 x 31z` (20) 0.162 x 3'h ;5,040', 9,400 9,400 9,400 8,085 8,085 '8,085 LGU3.63-SDS • `:j - 35A 8 to 30 (16)1/a" x 21h" SDS (12))/4" x21/z" SDS 5,565 8,720 6 720' fi 720 4,840 41840° MGU3.63-SDS •'� - 3 a 91/440.30(24)1/4" x 21h" SDS (10)114" x 2'h" SDS 7260' 9,450 9,450. 6,450 6,805 6,805 90! HGU3t63 SDS �= •�� - 35/e 11-tot30 ' x 2'h'"SDS (24)'1<'�X21z' SDS 8,}6 n t3;10G ,3,1601 ,.0 3 4t 9, -r`5 + 146 See footnotes on p.150. Simpson Strong -Tie® Wood Construction Connectors Adjustable Truss Hangers This product is preferable to similar connectors because of (a) easier installation, M) higher loads, (c) lower installed cost, or a combination of these features. The THA series have extra long straps that can be field -formed to give height adjustability and top -flange hanger convenience. THA hangers can be installed as top -flange or face -mount hangers. THA4x and THA2x-2 models feature a dense nail pattern in the straps, which provides more installation options and allows for easy top -flange installation. Material: See table Finish: Galvanized. Some products available in ZKAW coating. See Corrosion Information, pp.13-15. Installation: • Use all specified fasteners; see General Notes. The following installation methods may be used: • Top -Flange Installation — The straps must be field formed over the header — see table for minimum top -flange requirements. Install top and face nails according to the table. Top nails shall not be within 1/4" from the edge of the top -flange members. For the THA29, nails used for joist attachment must be driven at an angle so that they penetrate through the corner of the joist and into the header. For all other top -flange installations, straighten the double -shear nailing tabs and install the nails straight into the joist. • Face -Mount (Min.) Installation — Install face nails according to the table, with at least half of the required fasteners in the top hall of the header. Not all nail holes in the straps will be filled. Nails must have a minimum 1/2" edge distance. Straighten the double -shear nailing tabs and install the joist nails straight into the joist. The face -mount (min.) installation option accommodates conditions where the supported member hangs either partially or entirely below the header. • Face -Mount (Max.) Installation — Install face nails according to the table. Not all nail holes in the straps will be filled except for the following models: THA29, THA213, THA218 and THA413. For all other models with more nail holes than required, the straps may be installed straight or wrapped over the header, with the tabulated quantity of face nails installed into the face and top of the header. The lowest four face holes must be filled. Nails used for the joist attachment must be driven at an angle so that they penetrate through the corner of the joist into the header. • Uplift — Lowest face nails must be filled to achieve uplift loads. Options: • THA hangers available with the header flanges turned in for 35/e" (except THA413) and larger, with no load reduction — order THAC hanger. Codes: See p.12 for Code Reference Key Chart THAC422 Face nails Top nails per table per table THA418 Double 4x2 - Use full table value Single 4x2-� See nailer table Ie" Straighten the double - ' shear nailing tabs and install nails straight into the joist Typical THA Top Flange Installation on a Nailer (except THA29) THA422 Face -Mount (Max.) Installation Straps may be installed straight or wrapped over with tabulated face nails installed into top and face of headE ® Double -Shear Double Nailing Dome Double -Shear Shear Nailing Side View q Nailing Side View; Do not (Available on Top View bend tab some models) E 2 face nails (total) N 4 top nails - (total) 'IQ.Straighten the double shear nailing tabs and install nails straight Typical THA422 Top Flange Installation on a 4x2 Floor Truss THA44 Face -Mount (Min.) Installation Top Flange Installation °er to tnote 5 p.187 186 Simpson Strong -Tie® Wood Construction Connectors Adjustable Truss Hangers (cont.) ID These products are available with additional corrosion protection. For more information, see p.15. n 0 Dimensions Fasteners' SPF/HF Min. : Min. ` (in.) Allowable Loads Allowable Loads Model Ga Top Header Code No Flange Depth Carrying Member Carried U,phft Flooi Snow :Roof! , Uphft Floor Snow Roof/_, Ref.; (in.) .' Un) Wind, Wind Tnn Member ;(160), (104), ,(115), ri�criam .((160): (100)� (115) it�Giian": . THA29 18 15A 9"A6 51 11/2 — 1 (2) 0.148 x 3 (6) 0.148 x 3 (4) 0.148 x 3 1 525 1,750 1 1,750 1 1,7511 450 11,330 11,330 1,330 27A6 — (4) 0.148 x 3 (6) 0.148 x 3 ( (4) 0.148 x 3 525 2,610 i 2,610 2,610 450 1,985 1,985 1,985 THA213: 18 11/e 135he 51h' "2 — (4p0.148x3'' (2)0.148x3 (4)0.148x1"ham- t<�7�7 4 ;1�fi0 1'.1D .;ft0 THA218 18 1 % 171A6 51h 2 — (4) 0.148 x 3 (2) 0.148 x 3 (4) 0.148 x 11h — 1 460 1,460 1460 — 1.110 1110 1,110 IBC, � THA218=2 16 .31/e,` 171% 8 2. - — (4)0162 x�31/2 (2)0.162 x 31h (6) 0148 x 3 9 — loom) ) 0951 ,1 4i15 � 496 €,515.: €,515<r FL, THA222-2 16 31A 22-ie 8 2 — (4) 0.162 x 31/2 (2) 0.162 x 31/2 (6) 0.148 x 3 — 1,960 1,995 1,995 — 1 490 1,515 1,515 LA THA413 18 35/a> 135le 4'/z j . 2 — (9) 0.148 x 3 ' (2) 0.148 x 3 ' -(4).0.148 x 3 — 1 530 1030 '! 1 530 = 1,185 .1.165 ° ';165 , THA418 16 3% 17% 77 2 — (4) 0.162 x 31/z (2) 0.162 x 31/2 (6) 0.148 x 3 — 1,960 1,995 1,995 — 1,490 1,515 1,515 THA422 16 3%' 22 17A 2 , — (4) 0.162 x 31/2 (2) 0.162'x31/2 (6) 0.148 X3, : — 1 ofr0 1 055 31 n 5 ..' , A96 1. 5151 ,51 THA426 14 35/s 26 77/8 2 — (4) 0.162 x 31/z (4) 0.162 x 3'/z (6) 0,162 x 3"h — 2,435 2,435 2,435 — 2,095 2,095 2,096 THA422 2 14 I"/<<' 2211%e 93/< 4,,-, (4) Q162 Y,31/z, (4)0.162 z 31/216) 0162 x 31h 3 330 +3,330 . =2,865 2,865 ° 2;865 FL THA426-2 14 71/1 261/�e 93/n 1 2 1— (4) 0.162 x 31h (4) 0.162 x 31/z (6) 0.162 x 31/2 — 3,330 3,330 3,330 — 2,865 2,865 2,865 THA29 18 1 15/a 9"'/e 51/8 — 911/e — (16)0.148x3 (4)0.148x3 1 525 2126512,265 2,265 450 1 1950 '1950 1 1950 THA213 18 is/' 135J 5?/z — 13� — (74) 0.148 x 3- (4)-0:148 x 3 5g L,O 5 7 34n _ 2 4 ": 7 zo 1760 .2010 c105 THA218 18 1 % 171A6 51h — 171A6 — (18) 0.148 x 3 (4) 0.148 x 3 855 2,450 2,450 2,450 735 2105 2105 2105 THA218-2 16 31/8 17'Me $' — ,.,14!tie= = _ (22) 0.162-x 31/2 (6) 0.162 x 31/z 1`' 855 ^ �1p „ . ,, 10 ..... _ ; 1.k1. ` 1 595' 2 8'4 2,845 - z e45 IBC, THA222-2 16 31/a 22-e 8 — 141A6 — (22) 0.162 x 31/2 (6) 0.162 x 31/2 1,855 3,310 3,310 3,310 1,595 2,845 2,845 2 845 FL, LA THA413"" 18 :3b/a 135/s1 41/x -- 133ia — (14)0.14$,x3 ..(4).9:1480 .:QSn, 20a5 234 24 u ,2.010 .-2,105: THA418 16 3% 171/2 7r/e — 1411A6 — (22) 0.162 x 31h (6) 0.162 x 31/z 1,855 3,310 3,310 3,310 1595 2,845 2,845 2,845 THA422 16 35la � 22 T/a 14"fe — (22) 0.162 x 31h (6) 0a62 x 3"/z Y;855 t 1G1 s1u -', o s10 159h 2.845 2,845< < 2,345 THA426 14 3% 26 77 — 161tie — (30) 0.162 x 31/z (6) 0.162 x 31/2 1,855 4,415 4,480 4,480 1,595 3,795 3,855 3,855 THA422-2 14 7"/a" 22?'/e .93/a 16�e �:.— 30) 0.162 x 31h 6 0.1'62 x 31/z �a , . 1855 '1 5170 ....., 5 520 .. , ..,:> 5 520 (595 -. 4 415 4,745' • 4,745 ; FL THA426-2 14 71/a 261A. 93/n — 18 — (38) 0.162 x 31h (6) 0.162 x 31/2 1,855 5,520 5,520 5,520 1,595 4,745 4,745 4,745 1. Uplift bads have been increased for earthquake or wind loading with no further increase allowed. Reduce where other loads 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 V min. top flange are based on a single 2x carrying member; all other top -flange installation bads are based on a minimum 2-ply 2x carrying member. For 4x2 truss carrying members with double top chords, use the specified fasteners for full tabulated values. For single 4x2 top chord or nailer applications, refer to the Nailer Table. 4. Face -mount installation bads are based on a two-ply 2x carrying member minimum. For single 2x carrying members, use 0.148" x 11h" nails in the carrying member and tabulated fasteners in the carried member, and use 0.80 of the table value for 18 gauge, and 0.68 of the table value for 16 gauge and 14 gauge. 5. For the THA 2x models, one strap may be installed vertically according to the face -mount nailing requirements and the other strap wrapped over the truss chord according to the top -flange nailing requirements (see drawing on p. 186) and achieve full tabulated top -flange installation bads. 6. Refer to installation instructions regarding fastener installation into carried hoist) member. Based on the installation condition, nails will be installed either straight with straighted double -shear nailing tabs or slanted. 7. Fasteners: Nail dimensions in the table are listed diameter by length. See pp. 21-22 for fastener information. LUS/MUS/HUS/HHUS/HGUS Face -Mount Joist Hangers ��`�EERfp This product is preferable to similar connectors because °4 of a) easier installation, b) higher loads, c) lower +WjJ m installed cost, or a combination of these features. The double -shear hanger series, ranging from the light -capacity LUS hangers to the highest -capacity HGUS hangers, feature innovative double -shear nailing that distributes the load through two points on each ioist 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 ZMAX® coating. See Corrosion Information, pp.13-15. Installation: • Use all specified fasteners; see General Notes. • Nails must be driven at an angle through the joist or truss into the header to achieve the table loads. • Not designed for welded or nailer applications. Options: • LUS and MUS hangers cannot be modified • Concealed flanges are not available for HGUS and HHUS • Other sizes available; consult your Simpson Strong -Tie representative Codes: See p.12 for Code Reference Key Chart Double -Shear Nailing Top View Double -Shear Nailing Side View Do not bend tab Dome Double -Shear Nailing Side View (Available on i some models) 1' for bes 11A0" for4x's o e: C 0 H LUS28 HHUS210-2 P VA'MUS28 VAV c d � e ; a) a U1% HUS210 (HUS26, HUS28, and HHUS similar) HGUS28-2 Typical HUS26 Installation with Reduced Heel Height (multiple member fastening by Designer) Simpson Strong -Tie® Wood Construction Connectors Face -Mount Joist Hangers (cont.) a 0 N Model No." Min e Hid Ga. Dimensions(ir) Fasteners W FIH g Carrying :. ;Member'_ Carried Member '. Single 2x Sizes LUS24 25/s 18" 1 §16 '= 3'/a' 13/4 A 0.148:x 3 € (2) 0.148 x 3 LU826 41/4 1 9/,6 43/4 : ' 13/4 ',,(4) 0.148 0 : ` (4) 0.148 x 3, MUS26 41M6 18 1 9/16 53/i6 2 (6) 0.148 x 3 (6) 0.148 x 3 HUS26 45A6 16 1 % 5% 3 (14) 0.162 x 31h (6) 0.162 x 31h HGUS26 4'Ai - 12, 15/e s 53/a .' '5 -(20) 0.162 x 31/z (8) 0.162 x 31h' LUS28 4% 18 1 V161 6% 13/4 .(6) 0.148 x 31," (4) 0.148 x 3' MUS28 65A6 18 19/16 613A6 2 (8) 0.148 x 3 (8) 0.148 x 3 HUS28 61h 16 1 % 7 3 (22) 0.162 x 3'h (8) 0.162 x 3'h HGUS28 69A6 12 15A 71/e 5 (36) 0.162 x 31h (12) 0.162 x 31h LUS210 -41/4- 18 1946 ` 71-6 ".134 (8)0,148x3`' (4) 0.148x3 =` HUS210 $s/6 16 1 9 3 (30))0.162 x 31h ' (10) 0.162 x 31h HCUS210.1 814e 12 1 §'a 91/e 5 (46)'10.162 x 31h (16) 6.162 x 31h 1. See table below for allowable loads. ®These products are available with additional corrosion protection. For more information, see p.15. 0 For stainless -steel fasteners, seep. 21. Many of these products are approved for installation E with Strong -Drive° SD Connector screws. See pp. 335-337 for more information. DF Allowable Loads SP Allowable Loads s� SPF/HF Allowable Loads. -, Code" Model No 604 (1„60) Floor '(100) Snouv (113) Raof (125) Wmd_„ (160)1', Upliftl. (160) ._ Floor, (100) rSnow !,- Roof (115) ) '_(1251 ..Wind, (160) Upliftl (160) Floor, (100) Snow:; (115)_ Roof" ` Wind (125) ' i' "(180) Ref. Single 2x Sizes US2.4 „ 4 0 ., �;• 6Z0 , 7,65 ,. , ,.820 „. ,1,045--� " 435 ' : 725 - 825 __ 890 , : ;;120 '3%Q 495 5661 605, 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 33tt,. ' 1;295 ,:1,4$0 _ ' 1,560-..1 �60', - 930 -- . 1,405 -1 560- ` l`60-. i r60 e. 811 955 1,090`,.:1,180", .,550-.LA HUS26 1,320 2,735 31095 3,235 3,235 1,320 2,960 3,280 3.280 3:2.80 1,1511 2,350 1660 2,780 2,780 HCHS28 ts, :4;340 ' 4,850 5,170; 'S;390 ;', 875 " 4,690 5,220 ,-5,390 " 5 390 780 3,225 . 3,610, 31870`.j'3,985 ? IBC, FL LUS28 1,165 1100 1,260 1350 1725 1165 1,195 1,360 1465 1,730 865 810 925 1,000 1,270 MUS28 20 1;750 1,975 2,125'> 22 _a,:: 1c0. ":,; 1,875°` ^2,135 ; `2,255 ° "'2,Lo 1,1u ' 1,270, 1,455 .1;575''E 1 ,) 5': IBC, FL, LA HUS28 1.760 4,095 4,095 4,095 4,095 1,760 4,095 4.095 4,095 4 095 1.480 3,520 3,520 3,520 3,520 HGUS28 6C0 . , ?2ro 7,275 . ° :7,275 , 7,215 ': .650 ' 7,27a :=7,27 7,275 7,1275 1 1,325 U 0 3,820:, 3;915 ' i. ,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 1,500 IBC, FL, HUS210 266 `. 50 0 7 95 sS6 7 b30 ' 7;635 a 395 ;' ti 780 j 610 5f3 s 22u 2 3?0 2 L56 2 53zs ' x 8P5" LA H-GUS210 1 2,090 9,100 9,100 9,100 9,100 2,090 1,100 9,100 9100 9.100 1,549 6,340 6,730 1 6,730 1 6,730 1 IBC,FI. 1. For dimensions and fastener information, see table above. See table footnotes on p. 195. HHUS/HGUS See Hanger Options information on pp.98-99. HHUS - Sloped and/or Skewed Seat • HHUS hangers can be skewed to a maximum of 45° and/or sloped to a maximum of 45° • For skew only, maximum allowable download is 0.85 of the table load • For sloped only or sloped and skewed hangers, the maximum allowable download is 0.65 of the table load • Uplift loads for sloped/skewed conditions are 0.72 of the table load, not to exceed 2,475 lb. • The joist must be bevel -cut to allow for double shear nailing HGUS - Skewed Seat • HGUS hangers can be skewed only to a maximum of 45°. Allowable loads are: HGUS Seat Width Joist Down Load Uplift W < 2" Square cut 0.62 of table load 0.46 of table load W < 2" Bevel cut 0.72 of table bad 0.46 of table load 2" < W < 6" Bevel cut 0.85 of table load 0.41 of table load 2" < W < 6" Square cut 0.46 of table bad 0.41 of table load W > 6" Bevel cut 0.85 of table load 0.41 of table load 194 Acute 'side opecuy angle Top View HHUS Hanger Skewed Right aoist must be bevel cut) All joist nails installed on the outside angle (non -acute side). LUS/MUS/HUS/HHUS/HGUS 4 SS ss a. These products are available with For stainless additional corrosion protection. ® steel fasteners, For more information, see p.15. see p. 21. Many of these products are approved for installation 6 with Strong -Drive' SD Connector screws. See pp. 335-337 for more information. c Min.Dimenslons(In)'. Fasteriers'(in.) DF/SP Allowable Loads SPF/HF Allowable Loads _ Code Model;' No. ` Heel-' .Height. Ga:: W H B. Carrying " Member Carried ' Member Uplift (160)(100)s Floor; Snow (ii5) ;Root (125) Wmd'=.=. (160) Uplift, (160)' Floor ;(:100) Snow' (115) Roof .(125) WindRef. I(160), Double 2x Sizes LUS24-2i'. 2'/a . 18 -3'/e 3'/a„ _ t, 2 4 (4)'0.162 x31/z,' e_(2) 0.162'z3h _ ,`?^_, , 800 , ,"905 , ;9$0 ,1,,24�a? 355 :.690 78Q.° 845 1,070 LUS26 2 41A6. 18 ' 31h 47/6 2 (4)"0.162'x 31h , (4) 0.162 x 3Yz 1O6u 1 0'3 '1,170 ,1',265- .1,595 _ 910 -"5 1,005 1,090 '1',370' HHUS26-2 45A6 14 3-'AG 53/e 3 (14) 0.162 x 3'/2 (6) 0.162 x 31h 1:320 2,830 3,190 3,415 4,250 1,135 2,435 2,745 2,935 3,655 HGUS26.2 06 12 35A6 57/16 4 (20) 0.162 x 31h (8) 0.162 x 31/2 2,155 4,340 4,850 5,170 5,575 1,855 3, 330 4,170 4,445 4,795 LUS28-2-_- =49fs-J� 18 31/e 7 ;"2, (6)0.162`x3%`; '(4)0.162'x3tlz 1,9fl0 1315`� 1490 7,610 2,030 910 .1,130�' ,280� 1;385 1,745` IBC,FL, HHUS2&2 6�i6_ 14 35/a 71/4 : 3 (22) 0.162x 3'h (8) 0.162 z 31h 17z ,O 1.HGUS28-2 4 265 4 810 5,155 5 980' 1,515 ; 3,670 '4;135 4,435 5,1451 LA 6s/ig, 12 35ti6 73/6 _ 4 (36) 0.162 X 3;/z. -(12) 0,182 x 31h 3 235 7460 7460, 7�fi0 7,4600. 2,780, 6,415 6,415 6,415' '6,415' LUS210-2 67/6 18. 311s 9 2 (8) 0.162 x 31h (6) 0.162 x 31/2 1,445 1,830 2,075 2,245 2,830 1,245 1,575 1,785 1,930 2,435 HHUS210-2 8% 14 35/,6 87/a 3 (30) 0.162 x 31/2 (10) 0.162 x 31/z 3,550 5,705 6,435 6,485 6:485 3:335 4,905 5,340 5.060 5,190 HGUS210-2 89A6 12 35/16 94iie 4 (46) 0.162 x 31/2 (16) 0.162 x 31h 4,095 9,100 9,100 9,100 9,100 3,520 7,460 7,825 7,825 7,825 Triple 2x Sizes HGUS26-3 4?�46 ` 12 - 4' 6 51h ` 4 (20);0.162 x 3'/z" (8)'Ol62 z 31/z 2 Y55 4 340 �4 850, 5170 5 575 ,1,855° `3,730 '4,1706-4,445 4,795 IBC, FL, HGUS28-3 613As'l 12, 41 6 N-4 `; 4. (36) 0.162 z 31h (12) 0.162 x 3% 3,235 7,460' 7460 7,460 7460` 2;780 6,415. 6,415 6,415 $,415- LA HHUS210-3 83/� 14 41%6 87A 3 (30) 0.162 x 31h (10) 0.162 x 31h 3,405 5,630 6,375 6,485 6,485 2,930 4,840 5,485 5,575 5,575 FL HGUS210.3 813/i6 12 415AG 91/4 4 (46) 0.162 x 31/2 (16) 0.162 x 31h 4,095 9,100 9,100 9,100 9,100 3,520 7,825 7,825 7,825 7,825 HGUS212i3• s 10/6 12''4�s-10/4" 1 3 '4 (56)-0.162x31/ 1 �(20)0.162'x3h r E9� 904,4 n 4�,"03, a r 9,C!4Y 10 :,,,sJ 77#6', 7;734 r80� IBC FL, LA HGUS214 3 12-1s! 12 ' 415A6 123/4` '4 ._ (66)-0.162 x 3 h 1: (22) 0.162 x 31ho 5,605 %12510,125 10 ,25 - _,10;125 - 4,900, 8;190" 8,190, 8,190. 8,190' Quadruple 2x Sizes HGUS26= " 51h . - 12. 69/e 57/s -, 4' ,(20}"0.162 x 31)s`` =.8) 0.162:z 31h 2;155 4 346i 4 850 5,170 5 575'1,855 3;730 4,1Z0 4 445; 4,797 IBC, FL HGUS28-4 71/4 12 61A6 73A6 4 (36) 0.162 x 31/2 (12) 0.162 x 31/z 3,235 17,460 7,460 7,460 17,460 2,780 6,415 6,415 6,415 6,415 LA HHUS210-4 83/8 14 6 %6 87/6 3 (30) 0.162 x 31/2 (10) 0.162 x 31/2 3,405 5,630 6,375 6,485 6,485 2,930 4,840 5,485 5,575 5,575 FL HGUS216-4. 91/<'" -� 12 6s✓6 93/is' " 4 ,(46) 0.162 x 31h> (16) 0,162 x 31h 4;095 9,100; 0700, ,9;100 ,9,100 `,3,520, 7;825 ..7,825j 7,825 7,825 HGUS212-4` 1Osi'a'. ' 12 .69A6 105h',. 4- (56),0.162x31h- (20)0.162-X,U2 £9s 9"04a� ,n47 9, 904� 9i130- 7,780 ff1!i IBC, FL, LA H6US21a 4 . 12% 12' '69h6 125/e 4 (66) 0.162 x 31/z (22).0162,x 31h 5,695 10125; 10,125 1012� °10;125 4,900 8,710 $,7-70 8,710' 8,710.' U Sizes LUS46 1 43A' "18 ifs 4314 . 2 (4) 0_:162'x 31h" ; (4) 0.162 x 31h 1(1U 1 0301 1170 1,285 1 595 010 "- 885 ` 1,6051 1,090:1 1,3t IBC, FL HGUS46` 47A6 112 35A 4346. 4 . (20);0,162`x 31/2 (8) 0.162x 31h 2155 4,340_ 4 $50 5170 5,575 1 855, 3,730 4,170 4 445- 4,795 HHUS46'.;•: 4356. 14 . 35A 5 A r` 3 -(14)'0.162 x 31/2 � (6) 0.162 x 31h ,1 • "2il 2 836 3190 3 415 4 250; 11 5 2,435 2,745` 2,935 3,655 LUS48 4% 18 39A6 63/4 2 (6) 0.162 x 31/2 (4) 0.162 x 31/z 1,060 1,315 1,490 1,610 2,030 910 1,130 1,280 1,385 1,745 IBC, FL, HUS48 61h 14 33A6 7 2 (6) 0.162 x 31h (6) 0.162 x 31/2 1,320 1,580 1,790 1,930 2,415 1,135 1,360 1,540 1,660 2,075 LA HHUS48 61/2 14 3% 71/8 3 (2210.162 x 31/2 (8) 0.162 x 31h 11760 4,265 4,810 5,155 5,980 1,515 13,670 4,135 4,435 5,145 HGUS48 67h6 12 3% 71ti6 4 (36) 0.162 x 31h (12) 0.162 x 31/z 3,235 7,460 7,460 7,460 7,460 2,780 6,415 6,415 6,415 16,415 LUS410'.' .-� '61/4;' 18 3% 83/4" ;2 - (8)0:162x31/2 -(6),0.162x31h 1,+4r 1830 2075 2,245 2.830� 7;2<5 1575: 1;785` 1,930 2,435'. HHUS410 = 83/6 " 14 . 3% 9 3 . (30) 0.162 x 31hF =(10) O.162x 31h 650 5 700 6 435 0 4s 6 4p5„a.265= 4,905 '5,535 6,575 5i575_' HGUS410` 7 8ti6, ,12 ° o 376.9M6. 4 t (46),0.162,x3/x,'�06)0.162x3/2 _� 1 4�0O 9106 91,00 9100 9100 3,520', 7,825�7,825 .7,825,s7;825IBC,FL, LA HGUS412 1O7i6 12 3% 10346 4 (56) 0.162 x 31h (20) 0.162 x 31h ' 695 9,045 9,045 9,045 9,045 4:900 7,780 7.780 7,780 -1,781) HGUS414 117A6 12 3 A 127/i6 4 (66) 0.162 x 31h (22) 0.162 x 31h 5,695 10,125 10,125 10,125 10,125 4,900 8,190 8,190 8,190 8,190 Double 4x Sizes HGUS7.37/10 06' 12 73h 8°hs =' 4 (46)'0:162 x 31h' =(16) 0.162x 31/s 3,430, 9,0$5 9,095;' 9,095„ 9,095 .2,950 7;820: ! 820° 7,820 =7,820+ HGUS7.37/12 107tic, 12 , 73h 10556 - 4 ,'(56) _ 0.162 x 3'h, {20) 0.162X 31h 3;835 .._ 9 295 9295' 9;295, ,9,295 3,300 7,995 7,995; 7,995" <7,995` FL HGUS7.37/14 117tis 12 73h 12 ii6 4 (66) 0.162 x 31/2, (22) 0.162 x 31h 5,080 10 50Q 19500 10 500 10,500 4 370 i91030' 9,030' 9,030 '9,030 1. Uplift bads have been increased for earthquake or wind loading with no further increase allowed. Reduce where other bads govern. 2. Wind (160) is a download rating. 3. Minimum heel height shown is required to achieve full table loads. For less than minimum heel height, see technical bulletin T-C-REDHEEL at strongtie.com. 4. Truss chord cross -grain tension may limit allowable loads in accordance with ANSVfPI 1-2014. Simpson Strong -Tie° Connector Selector® software includes the evaluation of cross -grain tension in its hanger allowable loads. For additional information, contact Simpson Strong -Tie. 5. Loads shown are based on a two-ply 2x carrying member minimum for nailed hangers. With 3x carrying members, use 0.162" x 21/2, nails in the header and 0.162" x 31/2" in the joist, with no bad reduction. With single 2x carrying members, use 0.148" x 11h" nails in the header and 0.148" x 3" in the joist, and reduce the load to 0.64 of the table value. 6. Fasteners: Nail dimensions in the table are listed diameter by length. See pp. 21-22 for fastener information. L 0 V d C s: O V W N 3 H .a N 195 HTU Face -Mount Truss Hanger The HTU face -mount truss hanger has nail patterns designed specifically for shallow heel heights, so that full allowable loads (with minimum nailing) apply to heel heights as low as 37/s". Minimum and maximum nailing options provide solutions for varying heel heights and end conditions. Alternate allowable loads are provided for gaps between the end of the truss and the carrying member up to 1/2" max. to allow for greater construction tolerances (maximum gap for standard allowable loads is 1/s" per ASTM D1761 and D7147). See technical bulletin T C-HANGERGAP at strongtie.com for more information. Material: 16 gauge N Finish: Galvanized i Installation: v • Use all specified fasteners; see General Notes • Can be installed filling round holes only, or filling V round and triangle holes for maximum values N • See alternate installation for applications using the HTU26 on a 2x4 carrying member or HTU28 or HTU210 on a 2x6 carrying member a for additional uplift capacity Options: C. • HTU may be skewed up to 6711e. See Hanger Options on pp. 98-99 for allowable loads. • See engineering letter L-C-HTUSD at strongtie.com for installation with Strong -Drive" SD fasteners. Codes: See p.12 for Code Reference Key Chart Min. heel height per table Many of these products are approved for installation with Strong -Driven l SD Connector screws. See pp. 335-337 for more information. HTU26 truss and carrying member HTU Installation for Standard Allowable Loads (for 1/2" maximum gap, use Altemate Allowable Loads.) Standard Allowable Loads (1/8" Maximum Hanger Gap) Typical HTU26 Minimum Nailing Installation Alternate Installation - HTU28Installed on 2x6 Carrying Member (HTU210 similar) Mm Dimensions.(in.) (mCarried le SFloforF Allowable Loads' Code Model Model Heel Height W H B Carrying Member ; Member '` Uplift °,(i60j E1oorP=A�Snow (100)„_(115).: Roofs ;(25) ; ,Wind , ..{160}: Uplift (160). (100)�;(115) oof ,(125) , Wind .(164) -Ref. `. Single 2x Sizes HTU26 3?h" 15/s '57Ae 3'fz (20)0:162 x 31/2 (11) 0.148 x 11/2 ,.a 0 )-2,0..0� '2 670' 2670 .e;87 r. T1680 . '1;680 HTU26 (Min.) 37/s 1 % -51e 31/2 (20) 0.162 x Th o ;(14) 0.148 X 1'112 1,250 , 2,940; - 3,209 .3,200 . ;3;200 1;075 1;852 . ' 2,015 2,015 2,015 HTU26,(Max,) . , _ .5?Fe 1 % ,'5718 Th (20) 0162,x 3W (20) 0.148 x;11/2- :1,555 d ,2,940-; m3,31f 680„ ;4;010 ; ,1,335= 2,530 '2,855 , ? �80::3,450,' IBC, HTU28 (Min.) 37A 1 % 71Ae Th (26) 0.162 x Th (14) 0.148 x 11h 1,235 3,820 3,895 3,895 3,895 1,060 2,865 2,920 2,920 2,920 FL, HTU28 (Max.) 71/4 1 % 71tie Th (26) 0.162 x 31/2 (26) 0.148 x 11h 2,020 3,820 4.315 4,655 5,435 17735 3,285 3,710 4,005 4,675 LA HTU210'(Min:) ale 11,6 =91/ie' 31h (32) 0:162 x 31/2 , ,(14) 0.148 x'11h 133b , ?, U0 ;, ,100 , ,. <a 4,, ,4;300 �1,145 - 3;225 , 22c :3 225: 3,225 HTU210 (Max.),, 9'/a . `15/s 9yis '31h, -(32):0.16,2 x 3?h : (32).0.1.48 x;11h ,:3;375„ 4,705; ; a,31i3_. ,;3t7 ,5,99,5„ 2,850 4,045 =4 ��u .49 40. 5,155', Double 2x Sizes HTU26-2 (Min.). ''37% 3V16 -571s' '31h (20) 0.162'x 31h , ;(14).0.148 x 3 1515 21940 ,3 2u , u;�58� ;3 910 _ 1;305 '1;850-.-2 090 2,265 2,965 . HTU26-HTU26 51/s = 3 fSe 1 As -31h , (20) 0.162 x 31/2 , ;- (2%0.148.x3 - -:2j17,5,. 2,940, ,� ?20 R0- 4d80 1,870 ,2,530 ` 3,866' HTU28-2 (Min.) 37/e 3'Aa TAe 31/2 (26) 0.162 x 31/2 (14) 0.148 x 3 1,530 3,820 4,310 4,310 4,310 1,315 2,865 3,235 3,235 3,235 BC, FL, HTU28-2 (Max.) 71/4 35A6 711e 31/2 (26) 0.162 x 31h (26) 0.148 x 3 3,485 3,820 4,315 4,655 5.825 2,995 3,285 -3 r 10 =4 (lu5 . ;F,010, LA HTU210-2(Min.) '3%" 3%6'g11e Th- .(32f0.16' x31/2, ,`(14)0148X3 �1,755 4;705:.4,815„ z;815 .h;815 1,510�' 3,530 -.3;610 .3,610° 3;610.' HTU210-2. Max. ( } ; 9 /4 3eAe t °9 ,16 1" 1 3 h ) 1 (42 0.162 x 3,h : , 32 0148 z 3 ( ) 4;11„ 0 ,4,705„1:o,a1Q ,b1a3u 6530,;3;535i 4,045 <. 60 ,_4;935 5,605_ 1. The maximum hanger gap is measured between the joist (or truss) end and the carrying member. 2. Minimum heel heights required for full table bads are based on a minimum 2:12 pitch. 3. Uplift loads have been increased for earthquake or wind loading with no further increase allowed. Reduce where other bads govern. 4. Wind (160) is a download rating. 5. For hanger gaps between 1/a" and 1/2", use the Alternate Allowable Loads. 6. Truss chord cross -grain tension may Emit allowable bads in accordance with ANSVTPI 1-2014. Simpson Strong -Tie"' Connector Selector® software includes the evaluation of cross -grain tension in its hanger allowable bads. For additional information, contact Simpson Strong Tie. 7. Loads shown are based on a minimum two-ply 2x carrying member. For single 2x carrying members, use 0.148" x 11h" nails in the header and reduce the allowable download to 0.70 of the table value. The allowable uplift is 100% of the table bad. S. Fasteners: Nail dimensions in the table are fisted diameter by length. See pp. 21-22 for fastener information. 196 HTU Face -Mount Truss Hanger (cont.) Many of these products are approved for installation with Strong -Drive' SD Connector screws. See pp. 335-337 for more information. Alternate Installation fable for 2x4 and Lxb Varrying Member SIMPSON P in `- Fasteners (n) ., " DF/SP Allowable Loads 3 'SPF/HF Allowable Loads Model No Heel;, HeIn) t Minimum :Carrying Code, ti Wind„ UPI ift W60j :Member , " Membe9 Member (1610) (115) (10 1100)" (115) _ ' (125}" HTU26 (Min,) 37/a (2) 2x4 (10) 0.152 x 31h (14) 0.148 x 11/2 925 1,470 1,660 1,790 1,S75 795 1,265 1,430 1,540 1,615 HTU26 (Max.) 51/2 (2) 2x4 (10) 0.162 x 31/2 (20) 0.148 x 11h 1,240 1,470 1,660 1790 2,220 1065 1,265 1 A30 540 1 o10 IBC, urnoa rne�mA• :. w. . ' rrn �6a " i�rarn (I ia�a w r�A1 n ie0v 1 ` 1� sin •• ti•n oen - .,n I••� n "z or a'° a ab4 = rQn:' 1 n'"- ° n.rs0n . s ann ` FL, LA 1. See table above for dimensions and additional footnotes. 2. Maximum hanger gap for the affernative installation is 1h". 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 Hanger (3ap) Tulin. Dimensions (in.) Fasteners (in.) DF/SP Allowable Loads SPF/HF Allowable Loads Model = HeeL_. = - Code No Carrying Carried Uplrft Floor Snow R°of Wlntl "Uplift Floor Snow Roof• Wind Ref: Heighk W B Member Member {160)'100) (115) (12)1, (160) (16D) (100) (115} {125) (160) Single 2x Sizes HTU26': HTU28 (Min.) 37/a 15/a 711As 31/2 (26) 0.162 x 31/2 (14) 0.148 x 11/2 1.110 3,770 3,770 3,770 3,770' 955 2,825 2,825 2,825 2,825 L. LA HTU28 (Max.) 71/4 15/a 71ti6 31h (26) 0.162 x 31/2 (26) 0.148 x 11/2 1,920 3,820 4,315 4,655 5,015 1,695 2,865 3,235 3,490 3,765 HTU210 (Min:) 37A : l % 01Ae6 .31/2 (32) 0.162"z 31/z (1gp0.1�8 x"1?h� 1,250, 4,600 3,6,00 3 60Q) 3 600 ,1,075 '2,700 , 2,700 2,700 2,700 Double 2x Sizes HTU26r2,(I0in) " Ma :. 35A. '57A. ° 31h ','(20) 0.16ix, 31/2, (14) 0.148 x3 ,. 1 515 "2 940 320'1 2,265,1 2,205 . HTU26-2 (Max.) . 51h 3�is 06 '31/2 (20) 0.162 z 31/2- ; (20) 0.148 x 3 =' 1,910 "2 940 �,Si :3,500, 3 a00 ` :1,645" " 2 205 '2,205 `: 2,205 .2 205 HTU28-2 (Min.) 37h 3-M6 71'As 31h (26) 0.162 x 31/2 (14) 0.148 x 3 1,490 3,820 3,980 3,980 3,980 1,280 2,865 2,985 2,985 2,985 IBC, FL, HTU28-2 (Max.) 71/4 35/s 71tis 31/2 (26) 0.162 x 31/2 (26) 0.148 x 3 3,035 3,820 4,315 4,655 5,520 2,610 2,865 31235 3,490 4,'i40 LA 91/4 1 354s 19346, I"31h. 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. Uprift loads have been increased for earthquake or wind loading with no further increase allowed. Reduce where other bads govern. 4. Wind (160) is a download rating. 5. For hanger gaps between Ma" and 1/2", use the Alternate Allowable Loads. 6. Truss chord cross -grain tension may Emit allowable bads in accordance with ANSVTPI 1-2014. Simpson Strong-T& Connector Selector® software includes the evaluation of cross -grain tension in its hanger allowable bads. For additional information, contact Simpson Strong -Tie. 7. Loads shown are based on a minimum two-ply 2x carrying member. For single 2x carrying members, use 0.148" x 11h° nails in the header and reduce the allowable download to 0.70 of the table value. The allowable uplift is 100% of the table load. 8. Fasteners: Nail dimensions in the table are listed diameter by length. See pp. 21-22 for fastener information. HU/HUC/HSUR/L Medium -Duty Face -Mount Hangers HU/HUC hangers may be installed on a masonry/concrete wall as described below. Additionally, HU hangers with one flange concealed may be installed similarly. HU and HUC products are heavy-duty face -mount joist hangers made from 14-gauge galvanized steel. • The HUC is a concealed flange (face flanges turned in) version of the HU. • HU is available with both flanges concealed, provided the W dimension is 25/16" or greater, at 100% of the table bad. Specify HUC. • HU is available with one flange concealed when the W dimension is less than 25/16" at 100% of the table load. Specify as an 'X' version and specify flange to conceal. • For any HU or HUC shown in this catalog, the user may substitute all face nails with 1/4" x 1 3/4" Titen® 2 screws (Model TFN2-25134H) for concrete and %" x 2314" Titen 2 screws (Model TTN2-25234H) for GFCMU. Follow all installation instructions and use the loads from the sawn lumber or El"JP sections. Material: 14 gauge Finish: Galvanized; ZMAV and stainless steel available Installation: • Attach the hangers to concrete or GFCMU walls using hex -head Titen 2 screws. Titen screws for GFCMU (1/4" x 23/4" — Model TTN2-25234H) and for concrete (1/4" x 13/4" — Model TTN2-25134H) are not provided with the hangers. • Drill the 3/6"-diameter hole to the specified embedment depth plus 1/2". • Alternatively, drill the 3/1s _diameter hole to the specified embedment depth and blow it clean using compressed air. • Caution: Oversized -diameter holes in the base material will reduce or eliminate the mechanical interlock of the threads with the base material and will reduce the anchor's load capacity. • Titen Installation Tool Kits are available. They include a 3/16" drill bit and hex -head driver bit (Model TTNT01-RC); a 3/16 x 41/2" drill bit is also available (Model MD1318412). • A minimum edge distance of 11/2" and minimum end distance of 37/6" is required as shown in Figure 1 for full uplift load. • Where no uplift load is required, a minimum end distance of 11h" is pen itted. Codes: See p.12 for Code Reference Key Chart Concealed flanges HUC410 edge file HU214 Figure 1 — HUC410 Installed on Masonry Block End Wall Figure 2 — HUC410 Installed on Masonry Block End Wall s- - 237 HU/HUC/HSUR/L . . ....... . ......... . . ... . ...... .... . ... . ..... ........... ...................... . . . . . ...................... . ......... . . . ........ . . . .. . ..... . .... . ................... . .... . ... ........... . ..... . .. . . ... .. . .............................. Medium -Duty Face -Mount Hangers (cont.) ID These products are available with additional corrosion protection. For more information, see p. 15. Model No.' 'Fasteners '(im), ds a C,6 Concrete...... . ......... Standard Concealed GFGMU!-_'- JiteO �-.Concrete TRW Joist6 _"P5 P. 777, Down Ref. - HU26 HU26X (4) 1/4 x 2 3/4 (4)1/4 x 13/4 (2) 0.148 x 11/2 335 1,000 335 1:545 HU28 HU28X, N 6/4 x2 /4 6)14 x I 3K4)'0.148 x 11/ - - 2400HU24-2 HUC24-2 (4)1/4 x 2 3/4 (4)1/4 x 13/4 1 (2) 0.148 x 3 380 1,000 380 1,545 111.1264(1010N HUC26-2 (8) 114 x: 2 Ni29- �0 �(8)1/ /4_' - 8 x3 4 : -h 06 ;7607,,,:� .. 2Q HU26-2 --HUC2&2 (I )'Y4X2V4 ,_A1 4". HU26-3 (Min.) HUC26-3 (Min.) (8) 1/4 x 2 3/4 (8) 1/4 x 1114 (4) 0.148 x 3 760 2,000 760 3,200 HU26-3 (Max.) HUC26-3 (Max.) (12) 1/4 x 2Y4 (12) 1/4 x 13/4 (6) 0.148 x 3 1,135 3,000 1,135 3,950 HU28-2 (Min)-.-, HUC28-2 (Min.),:: 4 x 2W 1/4 X 1 14,1,�� 7 6 ,i� 6 6, 760 3725 �HU284(Wx. 3 '14 X �/4 114 X 1 3/4 "(6 0.14 ......... HU210 HU21OX (8) 1/4 x 2 3/4 (8) 1/4 X 13/4 (4) 0.148 x 11/2 545 2,000 760 2,415 HU210--2 HUC210-2-(Min.),', (14) 1/4 x 2 3/4 4 ) 4 x 13/4 : (6) d.14,8X 3 1�135 3 500 _ 1135 4920 HU216-2 (Va -2�([A X, a '/ (18)14 OW- (18)1/4X-13/4 0 0148x 1 HU210-3 (Min.) HUC210-3 (Min.) (14) 1/4 x 21/4 (14) 1/4 x 13/4 (6) 0.148 x 3 1,135 3,500 1,135 4,920 HU210-3 (Max.) HUC210-3 (Max.) (18) 1/4 x 2 3/4 (18) 1/4 x 13/4 (10) 0.148 x 3 1,800 4,500 1,800 5,085 HU212' (10) 1�4 x 2-YA (110) 1�� X 13/4 560 HU212-2 (Min.) HUC212-2 (Min.) (16) 1/4 x 2 3/4 (16) 1/4 x 13/4 (6) 0.148 x 3 1,135 4,000 1,135 4,920 HU212-2 (Max.) HUG212-2 (Max.) (2 2) 1/4 x 2Y4 (2 2) 1/4 x 13/4 (10) 0.148 x 3 1,350 5,085 1,350 5,085 HU212 -3.(Min.:'�" HUC212 3 (Min .) 116) 1/4 3/, 4x1 4', 0 P) V 0.'f48,x� HU'21'2-3 (Max.,), 3/ '(22) 1/4 x 2 45-'L: " (22) 1/4 x 1314 OJ48 x 3 1800 HU214 HU214X (12) 1/4 x 2 3/4 (12) 114 x 13/4 (6) 0.148 x 11/2 1,135 2,665 1,135 2,665 HU214-2 ,,-HUC214-2 (Min.) •(8) (1 8)1�4 )�Z3,4, .(1 8),"A x 1 �/4 _. 0 .1.48 x 3 0 (106S , - -2(Max.)H0214-2 (M 4 4, 1/4 X 13/4 .14 3, 5,x (1 2)085 5� J 085 015,��'_, HU214-3 (Min.) HUC214-3 (Min.) (18) 114 x 2 3/4 (18) % x 13/4 (8) 0.148 x 3 1,515 4,500 1,515 5,085 HU214-3 (Max.) HUC214-3 (Max.) (2 4) 1/4 x 2 3/4 (2 4) 114 x 13/4 (12) 0.148 x 3 2,015 5,085 2,015 5,085 HUM, I �� L� �' 8) 1/4x 2-Y4, (18) 1/4 X 13/4 0.14 V/,,� HU216-2 (Min.) HUC216-2 (Min.) (2 0) 114 x 2 3/4 (20) 114 x 13/4 (8) 0.148 x 3 1,515 4,920 1,515 4,920 HU216-2 (Max.) HUC216-2 (Max.) (2 6) 1/4 x 2 314 (2 6) 1/4 x 13/4 (12) 0.148 x 3 2,015 5,085 2,015 5,085 :HU218-3,(Min)',- HUC216-3 (Min). (20)1/4x,23/4'.I'_E (20) -1/4, x 13/4 148,i3ZLL� 515� ... 4:9 HU216, -3(Max' (Ma- 1/ '(26) 4 x 23/4 �(26) 114 x 13/4 (1 Q.1 4 8 x 3% 6,088:� 0.15 71 .......... -------------- HU7 (Min.) (Not available) (12) 1/4 x 2 3/4 (12) 1/4 x 13/4 (4) 0.148 x 1112 545 2,980 760 2,980 HU7 (Max.) (Not available) (16) 114 x 2 3/4 (16) 1/4 x 13/4 (8) 0.148 x 11/2 1,085 3,485 1,085 3,485 HU9 (MIP.)_' (Not avallabi e):� -(18) 1/4 x 2 I/C (1'0) 13/4 16 6,41XI� 1�_"' 1 .3 32 ON�` 'HU9 (Max.)` (Not available), (24) 114 x 2 3/4 (24) 1/4 x 13/4,1 1b) 48,x 1 Ih �O I 5 1,44 �!�j ��,�3;735��_-� j73 5, HU11 (Min.) (Not available) (2 2) 1/4 x 2 3/4 (2 2) 114 x 13/4 (6) 0.148 x 1112 1,135 3,230 1,135 3,230 HU11 (Max.) (Not available) (3 0) 1/4 x 2 3/4 (3 0) 114 x 13/4 (10) 0.148 x 1112 1,445 3,735 1,445 3,735 .'HU14 'le)"' (Not avai lab, ',x,2'4-; P) V� -,(2 "Xl (8) 'HU14 (Max.Y.", (Not available) (36)1/40-W 6): X 13 ,(3 1/4 /4 14) 0.148 1 2 �A245� 238 STAGGER JOINTS - TYP.7\ R/C,Ifls, UPLIFT/SHEAR ANC EACH TRUSS - SEE PLAN RAISED HEEL ROOF TRUSSES %SEE PLAN 1-m6p, �,� B/5KIf NOTE: ADVL FRAMING NOT SHOWN FOR CLARITY RAISED HEEL TRUSS BEARING A w.-m NTa SKI ROOF SHEATHING- SEE I SOFFIT/FASCIA- SEE ARCH. RAISED HEEL ROOF TRUSSES -SEE PLAN RIBBON BOARD - SEE SCHEDULE FOR SPACING 4 IBBON BOARD- SEE FASTENING TO CHEDULE FOR SPACING t TRUSSES TRUSSES 4STENING TO TRUSSES WALL SHEATHING -SEE PLAN MIN. 15/32' CDX PLYWOOD OR IA( 055 WITH 8d GUN NAILS (0.131' X 2 In') O V O.G. TO UPLIFT/SHEAR GYP. CEILING- -MASONRY WALL- RIBBON BOARDS ANCHOR EACH SEE PLAN 4 SEE PLAN TRUSS- SEE PLAN SCHEDULE DO NOT FASTEN RIBBON BOARD INTO END GRAIN OF ROOF TRUSS MASONRY WALL - BOTTOM CHORD SEE PLAN RAISED HEEL TRUSS BEARING B OC&E, NTe SKI RIBBON SCHEDULE DESIGN CRITERIA RIBBON MATERIAL RIBBON SPACING RIBBON ATTACHMENT Vult=165 MPH (2) 12d GUN (0.131' X 3') (Vaed=128 MPH) 2X4 SPF02 24' TO EACH TRUSS, (4) EXP. B, NAILS AT JOINTS ENCLOSED Vult=180 MPH (2) 12d GUN (0.131' X 39 (Vaed=139 MPH) 2X4 5PF02 16' TO EACH TRUSS, (4) EXP. C, NAILS AT JOINTS ENCLOSED SHEET T nE: weeon LxFUL wB R.�SFO HFFL HOOF IN SSF1 SHEET INFONMATION: JOB NO: B 11 65U. IIABIB D""BY: REYRWFD BY: SK.1 .ALPINE PIN OMPANY January 10; 2.020 Carpenter Contractors of America, Inc. '3900 Avenue G, NW Winter.Haven, FL 33880-G201 Dear Matt: It has come to my attention that some questions were raised concerning 5/8" diameter holes drilled thru the chords (wide face) of sys42 gable end trusses 'to allow for threaded rods used for "tie"downs:' If these gable ends are over continuous support` with one fa ce.fullysheathed and the holes are drilled about the centerline of the wide face no=close than V O.0 withoutdamaging a`ny connector plates or vertical webs then no repair is required. The truss only. supports 2'feet of floor loads and.no additional load:. If you have any questions, -please give me a call. Sincerely, � Ak �r *.\GENSF•.' % No.86367 _ ►: •. STATE OF O�•iLQ�t��s'•� Y o o (� c t7�rvro 6750 .Forum Drive, Suite 305, Orlando, FL 32821 - (800.) 521-9790.- (863j 422=8685 www alpine w,.com tom., _r 1 t4,%JjjEiltIIIfyfl, WA A - No. 86367 �s e 1 �"+a STATE OFF 20 OR s-Zt",44 ONAL. 0' Ttfs docimort has bean alactroniralf sighed and sedsd.using a DWU Signattwo. Prned copies wmwut an orvnw awnalwo must be ve dtl" Lising 4tm orightai electronic version. ALPINE FL REG# 278, Yoonhwak Kim, FL PE #86367 Alpine, an ITW Company 6750 Forum Drive, Suite 305 Orlando, FL 32821 Phone: (800)755-6001 www.alpineitw.com Site 'tiaforMptiran: Customer: Carpenter Contractors of America Job Number. N334504 Job Description: 7A51320 ,182ED,F ,02F ,RHO 1 / 1828/CALI/4EBB ELEV.D/F Address: Jab Ert Ireeria Criteria:` Design Code: FBC 6th.ed 2017 IntelliVIEWVersion: 17.02.02A through 18.02.01A JRef #: 1 WXd89750090 Wind Standard: ASCE 7-10 Wind Speed (mph): 160 Roof Load (pso 20.00- 7.00- 0.00-10.00 Building Type: Closed Floor Load' s : None This package contains general notes pages, 30 truss drawing(s) and 5 detail(s). Item Oraywing Number 'truss 1 211,20.1438.14961 Al 3 211:20.1438.14852 A3 5 211.20.1438.15383 A5 7 21.1.20,1438.16193 A6 9 211.20.1438.15943 A8 11 211.20.1438.21435 A10G 13 21110.1438.15273 132GE 15 211.20.1438.16302 C2GE 17 211.20.1438,21294 D2 19 211.20.1438.15397 V4 21 211.20.1438.19157 EJ7 23 211.20 1438,19453 EJ3 25 21120.1438.15491 CJ5 27 21120.1438.19360 CJ1 29 2.11.20.1438.15039 HJ7 31 A16015ENC1.01014 33 GBLLETIN0118 35 VAL160101014 Ititn: ` Drawing Nuir(ber 77 °fiva5 2 211,20.1438.15226 AM 4 211.20.1438A 5631 A4 6 211.20.1438.21357 A5GE 8 211.20.1438.15538 A7 10 211.20.1438.15040 A9 12 211.20.1438.14820 B1 14 211.20.1438.15195 C1 16 211,20.1438.21389 D1 18 211.20.1438.21358 D313 20 211.20.1438.15429 V8 22 211.20.1438.18970 EJ7A 24 21120.1438.15070 EJ2 26 211.20.1438.16084 CJ3 28 211,20.1438.21466 CJ1A 30 211.20A 438.19330 HJ3 32 A18015ENC101.014 34 GBLLETIN1014 Florda Certificate of Product Approval #FL1999 Printed 7/29/2020 2:4236 PM General Notes Truss Design Engineer Scope of Work, Design Assumptions and Design Responsibilities: The design responsibilities assumed in the preparation of these design drawings are those specified in ANSI/TPI 1, Chapter 2; and the National Design Standard for Metal Plate Connected Wood Truss Construction, by the Truss Plate Institute. The truss component designs conform to the applicable provisions of ANSI/TPI 1 and NDS, the National Design Specification for Wood Construction by AWC. The truss component designs are based on the specified loading and dimension information furnished by others to the Truss Design Engineer. The Truss Design Engineer has no duty to independently verify the accuracy or completeness of the information provided by others and may rely on that information without liability. The responsibility for verification of that information remains with others neither employed nor controlled by the Truss Design Engineer. The Truss Design Engineer's seal and signature on the attached drawings, or cover page listing these drawings, indicates acceptance of professional engineering responsibility solely for the truss component designs and not for the technical information furnished by others which technical information and consequences thereof remain their sole responsibility. The suitability and use of these drawings for any particular structure is the responsibility of the Building Designer in accordance with ANSI/TPI 1 Chapter 2. The Building Designer is responsible for determining that the dimensions and loads for each truss component match those.required by the plans and by the actual use of the individual component, and for ascertaining that the loads shown on the drawings meet or exceed applicable building code requirements and any additional factors required in the particular application. Truss components using metal connector plates with integral teeth shall not be placed in environments that will cause the moisture content of the wood in which plates are embedded to exceed 19% and/or cause corrosion of connector plates and other metal fasteners. The Truss Design Engineer shall not be responsible for items beyond the specific scope of the agreed contracted work set forth herein, including but not limited to: verifying the dimensions of the truss component, calculation of any of the truss component design loads, inspection of the truss components before or after installation, the design of temporary or permanent bracing and their attachment required in the roof and/or floor systems, the design of diaphragms or shear walls, the design of load transfer connections to and from diaphragms and shear walls, the design of load transfer to the foundation, the design of connections for truss components to their bearing supports, the design of the bearing supports, installation of the truss components, observation of the truss component installation process, review of truss assembly procedures, sequencing of the truss component installation, construction means and methods, site and/or worker safety in the installation of the truss components and/or its connections. This document may be a high quality facsimile of the original engineering document which is a digitally signed electronic file with third party authentication. A wet or embossed seal copy of this engineering document is available upon request. Temporary Lateral Restraint and Bracing: Temporary lateral restraint and diagonal bracing shall be installed according to the provisions of BCSI chapters B1, B2, B7 and/or B10 (Building Component Safety Information, by TPI and SBCA), or as specified by the Building Designer or other Registered Design Professional. The required locations for lateral restraint and/or bracing depicted on these drawings are only for the permanent lateral support of the truss members to reduce buckling lengths, and do not apply to and may not be relied upon for the temporary stability of the truss components during their installation. Permanent Lateral Restraint and Bracing: The required locations for lateral restraint or bracing depicted on these drawings are for the permanent lateral support of the truss members to reduce buckling lengths. Permanent lateral support shall be installed according to the provisions of BCSI chapters B3, B7 and/or B10, or as specified by the Building Designer or other Registered Design Professional. These drawings do not depict or specify installation/erection bracing, wind bracing, portal bracing or similar building stability bracing which are parts of the overall building design to be specified, designed and detailed by the Building Designer. Connector Plate Information: Alpine connector plates are made of ASTM A653 or ASTM A1063 galvanized steel with the following designations, gauges and grades: W=Wave, 20ga, grade 40; H=High Strength, 20ga, grade 60; S=Super Strength, 18ga, grade 60. Information on model code compliance is contained in the ICC Evaluation Service report ESR-1118, available on-line at www. icc-es. ora. Fire Retardant Treated Lumber: Fire retardant treated lumber must be properly re -dried and maintained below 19% or less moisture level through all stages of construction and usage. Fire retardant treated lumber may be more brittle than untreated lumber. Special handling care must be taken to prevent breakage during all handling activities. Page 1 of 3 General Notes (continued) Key to Terms: Information provided on drawings reflects a summary of the pertinent information required for the truss design. Detailed information on load cases, reactions, member lengths, forces and members requiring permanent lateral support may be found in calculation sheets available upon written request. BCDL = Bottom Chord standard design Dead Load in pounds per square foot. BCLL = Bottom Chord standard design Live Load in pounds per square foot. CL = Certified lumber. Des Ld = total of TCLL, TCDL, BCLL and BCDL Design Load in pounds per square foot. FRT = Fire Retardant Treated lumber. FRT-DB = D-Blaze Fire Retardant Treated lumber. FRT-DC = Dricon Fire Retardant Treated lumber. FRT-FP = FirePRO Fire Retardant Treated lumber. FRT-FL = FlamePRO Fire Retardant Treated lumber. FRT-FT = FlameTech Fire Retardant Treated lumber. FRT-PG = PYRO-GUARD Fire Retardant Treated lumber. g = green lumber. HORZ(LL) = maximum Horizontal panel point deflection due to Live Load, in inches. HORZ(TL) = maximum Horizontal panel point long term deflection in inches, due to Total Load, including creep adjustment. HPL = additional Horizontal Load added to, a truss Piece in pounds per linear foot or pounds. Ic = Incised lumber. FJ = Finger Jointed lumber. L/# = user specified divisor for limiting "span/deflection ratio for evaluation of actual L/defl value. L/defl = ratio of Length between bearings, in inches, divided by the vertical Deflection due to creep, in inches, at the referenced panel point. Reported as 999 if greater than or equal to 999. Loc = Location, starting location of left end of bearing or panel point (joint) location of deflection. Max BC CSI = Maximum bending and axial Combined Stress Index for Bottom Chords for of all load cases. Max TC CSI = Maximum bending and axial Combined Stress Index for Top Chords for of all load cases. Max Web CSI= Maximum bending and axial Combined Stress Index for Webs for of all load cases. NCBCLL = Non -Concurrent Bottom Chord design Live Load in pounds per square foot. PL = additional Load applied at a user specified angle on a truss Piece in pounds per linear foot or pounds. PLB = additional vertical load added to a Bottom chord Piece of a truss in pounds per linear foot or pounds PLT = additional vertical load added to a Top chord Piece of a truss in pounds per linear foot or pounds. PP = Panel Point. R = maximum downward design Reaction, in pounds, from all specified gravity load cases, at the indicated location (Loc). -R = maximum upward design Reaction, in pounds, from all specified gravity load cases, at the identified location (Loc). Rh = maximum horizontal design Reaction in either direction, in pounds, from all specified gravity load cases, at the indicated location (Loc). RL = maximum horizontal design Reaction in either direction, in pounds, from all specified non -gravity (wind or seismic) load cases, at the indicated location (Loc). Rw = maximum downward design Reaction, in pounds, from all specified non -gravity (wind or seismic) load cases, at the identified location (Loc). TCDL = Top Chord standard design Dead Load in pounds per square foot. TCLL = Top Chord standard design Live Load in pounds per square foot. U = maximum Upward design reaction, in pounds, from all specified non -gravity (wind or seismic) load cases, at the indicated location (Loc). VERT(CL) = maximum Vertical panel point deflection in inches due to Live Load and Creep Component of Dead Load in inches. VERT(CTL) = maximum Vertical panel point deflection ratios due to Live Load and Creep Component of Dead Load, and maximum long term Vertical panel point deflection in inches due to Total load, including creep adjustment. VERT(LL) = maximum Vertical panel point deflection in inches due to Live Load. VERT(TL) = maximum Vertical panel point long term deflection in inches due to Total load, including creep adjustment. W = Width of non -hanger bearing, in inches. Refer to ASCE-7 for Wind and Seismic abbreviations. Uppercase Acronyms not explained above are as defined in TPI 1. Page 2 of 3 References:: 1. AWC: American Wood Council; 222 Catoctin Circle SE, Suite 201; Leesburg, VA 20175; www.awc.or4. 2. ICC: International Code Council; www.iccsafe.ora. 3. Alpine, a division of ITW Building Components Group Inc.: 13723 Riverport Drive, Suite 200, Maryland Heights, MO 63043; www.alpineitw.com. 4. TPI: Truss Plate Institute, 2670 Crain Highway, Suite 203, Waldorf, MD 20601; www.tpinst.org. 5. SBCA: Wood Truss Council of America, 6300 Enterprise Lane, Madison, WI 53719; www.sbcindustry.com. Page 3 of 3 SEQN: 7658 / COMN Ply: 1 FROM: RWM Qty: 16 617 Job Number: N334504 ,7A5/320 ,182ED,F ,02F ,RH01 / 1828/CALI/4EBB ELEV.D/F Truss Label: Al 12' 11"15 19,101, 26'8"1 6'10"8 610"l 6'10"1 =5X5 E � 10 10' Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-10 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Kzt: NA Des Ld: 37.00 Mean Height: 15.00 ft NCBCLL: 10.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: h to 2h Spacing: 24.0 " C&C Dist a: 3.97 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Value Set: 13B (Effective 6/1/2013) Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #1; . Webs: 2x4 SP #3; W3,W4,W5 2x4 SP #2 N; Lumber value set "13B" uses design values approved 1/30/2013 by ALSC Bracing (a) 1X4 #3SRB or better continuous lateral restraint to be equally spaced. Attach with (2) 8d Box or Gun nails(0.113"x2.5",min.). Restraint material to be supplied and attached at both ends to a suitable support by erection contractor. (a) or scab reinforcement may be used in lieu of CLR restraint. substitute (1) scab for (1) CLR and (2) scabs for (2) CLR'S where shown. Scab reinforcement to be same size, species, grade, and 80% length of web member. Attach with 0.128x3" gun nails @ 6" oc. Loading Truss passed check for 20 psf additional bottom chord live load in areas with 42"-high x 24"-wide clearance. Wind Wind loads based on MWFRS with additional C&C member design. 39'8" Cust: R8975 JRef:1WXd89750090 T10 DrwNo: 211.20.1438.14961 TCE / YK 07/29/2020 33'6. 39'8" 6'10"8 6'1'7 91101, i 9110" 19,10" 29'8" Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# Pf: NA Ce: NA VERT(LL): 0.222 K 999 240 Lu: NA Cs: NA VERT(CL): 0.385 K 999 240 Snow Duration: NA HORZ(LL): 0.081 J - - HORZ(TL): 0.140 J Building Code: Creep Factor: 2.0 FBC 6th ed.2017 Max TC CSI: 0.616 TPI Std: 2014 Max BC CSI: 0.982 Rep Fac: Yes Max Web CSI: 0.527 FT/RT:20(0)/10(0) Plate Type(s): VIEW Ver: 17.02.02A.1213.21 WAVE 11�*3i1a11tIPlIr/f/ ®�AHW AA a No, 86367 i STATE OF02 10, 1' 39'8"+ ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ /R- /Rh /Rw /U /RL B 1709 /- /- 1961 1308 /445 H 1710 /- /- /961 /308 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 2.0 H Brg 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 1488 - 3151 E - F 1102 - 2027 C - D 1387 - 2871 F - G 1387 - 2872 D - E 1102 - 2027 G - H 1488 - 3153 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - L 2756 -1187 K - J 2276 - 889 L - K 2276 - 863 J- H 2757 -1187 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. L - D 539 - 206 K - F 485 - 745 D - K 485 - 744 F - J 540 - 206 E - K 1361 - 646 eel® � FL REG# 278, Yoonhwak Kim, FL PE #86367 07/29/2020 **WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. , Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary, bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached riqqid ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections 53, B7 or B10, as applicable. Apply plates to each face. of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to ALPINE drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW BuildinccLLComponents Group Inc. shall not.be responsible for any deviation from this drawing, any failure to build the mrrxcompmy truss in conformance with ANSI 1, or for handling, shipping,, installation and bracing of trusses. A seal on this drawing or cover pa a 6750 Forum Drive listing this drawing indicates acceptance of professional engineering responsibilit�yy solely -for the design shown. The suitabilify and use of this drawing for any structure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2., P. , Suite 305 For more information see these web sites: Alpine: www.al ineitw.com; TPI: www.t inst.or ; SBCA: wvr.:.sbcindustr;.com; !CC: www.iccsafe.org Orlando FL, 32821 SEQN: 7662! COMN Ply: 1 Job Number: N334504 Cust: R8975 JRef:1WXd89750090 T25 / FROM: ALS Qty.. 1 7A5/320 ,182ED,F ,02F ,RH01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 211.20.1438.15226 Truss Label: A1A �TCE / WHK 07/29/2020 7'11"2 7'11"2 12' 17'1"12 19'10" 23'8" 4'0"14 5'1"12 24 3'10" —5'—i 3'9"3 + 2'1"12 3' 11'10"4 14' 17' 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 Kzt: NA Des Ld: 37.00 Mean Height: 15.00 It NCBCLL: 10.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: h to 2h Spacing: 24.0 " C&C Dist a: 3.97 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Value Set: 13B (Effective 6/1/2013) Top chord: 2x4 SP #2 N; T1 2x4 SP #1; Bot chord: 2x4 SP #2 N; Webs: 2x4 SP #3; W3,W6,W9,W11 2x4 SP #2 N; Lumber value set "1313" uses design values approved 1 /30/2013 by ALSC Bracing (a) 1X4 #3SRB or better continuous lateral restraint to be equally spaced. Attach with (2) 8d Box or Gun nails(0.113"x2.5",min.). Restraint material to be supplied and attached at both ends to a suitable support by erection contractor. (a) or scab reinforcement may be used in lieu of CLR restraint. substitute (1) scab for (1) CLR and (2) scabs for (2) CLR'S where shown. Scab reinforcement to be same size, species, grade, and 80% length of web member. Attach with 0.128x3" gun nails @ 6" oc. Plating Notes All plates are 2X4 except as noted. (1) - plates so marked were sized using 0% Fabrication Tolerance, 0 degrees Rotational Tolerance, and/or zero Positioning Tolerance. Wind Wind loads based on MWFRS with additional C&C member design. =6X6 F 39'8" Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: N/ Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA 31'8"14 39'8" 8'0"14 + 7'11"2 6'8" 90"11 23'8 31'811 Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): 0.386 O 999 240 VERT(CL): 0.669 O 706 240 HORZ(LL): 0.168 K - - HORZ(TL): 0.314 K - - Building Code: Creep Factor: 2.0 FBC 6th ed.2017 Max TC CSI: 0.791 TPI Std: 2014 Max BC CSI: 0.993 Rep Fac: Yes Max Web CSI: 0.958 FT/RT:20(0)/10(0) Plate Type(s): WAVE, HS VIEW Ver: 17.02.02A.1213.21 The 5-0-0 section of Bottom Chord at 8-8-0 elevation between panel points N and R may be field -removed as required provided that all remaining plate/wood contact areas stay intact and undisturbed. `0N� WAk ��r''Ao 4. ® No.86367 A ,s � R w STATE 4F�.�—a�� "d" ZQ_N� 0 �8'8" T11"5 1' 39'8"r ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 1556 /- /- /961 /308 /445 1 1556 /- /- /961 /308 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 2.2 1 Brg Width = 8.0 Min Req = 2.2 Bearings B & I are a rigid surface. Bearings B & I require a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - C 1429 - 2745 F - G 1353 - 2068 C - D 2160 - 4245 G - H 1201 - 2103 D - E 1504 - 2794 H - 1 1445 - 2777 E - F 1610 - 2771 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - S 2371 -1106 L - K 2402 -1133 Q - M 3738 -1618 K - 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 1864 - 657 S - Q 2850 -1328 F - L 440 - 454 Q - D 1271 - 597 L - H 458 - 688 D - M 804 -1539 BPC) Y 11 4. +�,Elimilk10 FL REG# 278, Yoonhwak Kim, FL PE #86367 07/29/2020 `"`WARNING*" READ AND FOLLOW ALL NOTES ON THIS DRAWING! "IMPORTANT'" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. , Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI an SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have proper)Y attached structural sheathing and bottom chord shall have a properly attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, as applicable. Apply plates to each face. of truss and position as shown above and on the Joint9Details, unless noted otherwise. Refer to ALPINE drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW BuildinlgComponents Group Inc. shall not. be responsible for any deviation from this drawing, any, failure to build the ,o WM truss in conformance with ANSI 1, or for handling, shipping,. installation and bracing of trusses. A seal on this drawing or cover pa a 6750 Forum Drive listing this drawingg indicates acceptance of professional engineering responsibili��vy solely'for the design shown. The suitability and use of this Suite 305 drawing for any sfr'ucture is the responsibility of the Building -Designer perANSI/TPI 1 Sec.2. For more information see these web sites: Alpine: www.alpineihv.com; TPI: www.tpinst.org; SBCA: vvwv.sbcindustry.com; ICC: www.iccsafe.org Orlando FL, 32821 Job Number: N334504 Ply: 1 SEQN: 7664 / T2 / COMN Cust: R8975 JRef: 1WXd89750090 ,7A5/320 ,182ED,F ,02F ,RH01 / 1828/CALI/4EBB ELEV.D/F Qty: 1 FROM: RWM DrwNo: 211.20.1438.14852 Truss Label: A3 TCE / YK 07/29/2020 6'1"7 12'11"15 19'10" 24'4" 33'6"9 6'1"7 6'10"8 6'101 4'6" 9'2"9 Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Lumber 1' to' Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: h to 2h C&C Dist a: 3.97 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP #2 N Bot chord 2x4 SP #1 :133, B4 2x4 SP #2 IN: Webs 2x4 SP #3 :W3, W4, W5, W7 2x4 SP #2 N: Lumber value set "1313" uses design values approved 1/30/2013 by ALSC Bracing (a) 1X4 #3SRB or better continuous lateral restraint to be equally spaced. Attach with (2) 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. B3 1114X4 20'8" i5'8" i13'4" —� 9'10" 19,10" Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: N/ Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Code / Misc Criteria Bldg Code: FBC 2017 RES TPI Std: 2014 Rep Factors Used: Yes FT/RT:20(0)/10(0) Plate Type(s)`. WAVE 5'4" 24'4" I 29'8„ Defl/CSI Criteria PP Deflection in loc L/defl U# 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 10, 1' 39'8"+ ♦ Maximum Reactions (Ibs), or *=PLF Loc R /U /Rw /Rh /RL /W B 871 / 188 / 627 / - / 445 / 8.0 N* 323 / 67 / 150 / - / - / 68.0 H 508 / 164 / 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 375# 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,�>,1111l1 tt1►����'� No. 86367 r 0 � o STATE 4F ©4rQr r g • Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp B - M 1138 - 554 K - J 847 - 668 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 785 - 304 J - G 408 - 484 1*0 �Iltf4ildbltl FL REG# 278, Yoonhwak Kim, FL PE #86367 07/29/2020 **WARNING"' READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS quire extreme care in fabricating, handling,shipping, installing, and bracing. , Refer to and follow the latest edition of BCSI (Building t Safety Information, bV TPI and SBCA) fsa�ety practices prior to performing these functions. Installers shall provide temporary. r BCSI. Unless noted oyherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a properly aid ceiling Locations shown for permanent lateral restraint of webs shall have bracing Installed per BCSI sections 63, B7 or B10. le. AppTy plates to each face oftruss and position as shown above and on the Joint -Details, unless noted otherwise. Refer to 60A-Z for standard plate positions. of I t-i i, or Tor rationing,snlppir acceptance of ro essiorr any structure is the respons his drawing,any failure to build the on this drawing or cover pa e . . Le design shown. The suid blllty ALPINE u+rtwcourwr 2400 Lake Orange Dr. Suite 150 Orlando FL, 32837 more information see this Job Number: N334504 ,7A5/320 ,182ED,F ,02F ,RH01 / 1828/CALI/4EBB ELEV.D/F Truss Label: A4 6'1"7 6'1 "7 12'6"15 6'5"8 10' -r 1, 0 Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-10 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Des Ld: 37.00 Mean Height: 15.00 ft NCBCLL: 10.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: h to 2h Spacing: 24.0 " C&C Dist a: 3.97 It Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP #2 N Bot chord 2x4 SP #1 Webs 2x4 SP #3 :W3, W4, W5, W6 2x4 SP #2 N Lumber value set "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. Wind Wind loads based on MWFRS with additional C&C member design. Ply: 1 Qty: 1 19, 20'8" 6'5"1 1'8" .5X5=5X5 E F 39'8" SEQN: 7663 / T9 / HIPS Cust: R8975 JRef: 1WXd89750090 FROM: HMT DnwNo: 211.20.1438.15631 KID / YK 07/29/2020 6'S"1 6'S"8 6'1'7 9.10" 9110.. 19,10" F 29'8" Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# Pf: NA Ce: NA VERT(LL): 0.172 L 999 240 Lu: NA Cs: NA VERT(TL): 0.470 L 999 240 Snow Duration: NA HORZ(LL): 0.066 K - - HORZ(TL): 0.123 K Code / Misc Criteria Creep Factor: 2.0 Bldg Code: FBC 6th.ed 201 Max TC CSI: 0.480 TPI Std: 2014 Max BC CSI: 0.856 Rep Factors Used: Yes Max Web CSI: 0.669 FT/RT:20(0)/10(0) Plate Type(s): VIEW Ver: 17.02.02A.1213.21 WAVE 10' 1' 39'8+ ♦ Maximum Reactions (Ibs) Loc R /U /Rw /Rh /RL /W B 1556 / 309 / 964 / - / 428 / 8.0 1 1556 / 309 / 964 / - / - / 8.0 Wind reactions based on MWFRS B Min Brg Width Req = 1.8 1 Min Brg Width Req = 1.8 Bearings B & I are a rigid surface. Bearings B & I require a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp B - C 1511 - 2800 F - G 1123 -1779 C - D 1415 - 2521 G - H 1415 - 2521 D - E 1123 -1779 H - 1 1511 - 2800 E - F 1093 -1559 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - M 2444 -1206 L - K 2030 - 941 M - L 2030 - 911 K - 1 2444 -1216 4��tl1l1111lI//t WA - �%/�v Maximum Web Forces Per Ply (Ibs) C e�•; rrl+f��� Webs Tens.Comp. Webs Tens. Comp. `4A ®q ��i�, M - D 508 -192 L - F 548 - 381 a 6 • D - L 482 - 683 L - G 482 - 683 0 = E-L 548 -381 G-K 508 -192 NCI, $6367 w • o p 0 02 STATE OF 9 h WO 9 P6 o C OR1Q FL REG# 278, Yoonhwak Kim, FL PE #86367 07/29/2020 **WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI an SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathingand bottom chord shall have a propperly attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracin insalled per BCSI sections B3, B7 or B10, as applicable. Apply Oates to each face. of truss and position as shown above and on the Joinf9Details, unless noted otherwise. Refer to ALPINE drawings 160A-Z for standard plate positions. Alpine, a division of ITW Building1 Components Group Inc., shall not be responsible for any deviation from this drawing,any failure to build the Mma coMvun truss in conformance with ANSI/TPI 1, or for handling, shipping, installation and bracing of.trussesA seal on this drawing or cover page. , 2400 Lake Orange Dr. listing this drawing, indicates acceptance of pro) essiona engineering responsibility solely for the design shown. The suitability and use of this d�awing for any structure is the responsibility of the Building Designer per ANSI/TPI 1 design Suite 150 Far more information see this job's general notes page and these web sites: ALPINE: www.at ineitwxom; TPI: www.t insn torg; SBCA: wanv.sbdndustry.com; ICC: www.iccsafe.org Orlando FL, 32837 Job Number: N334504 Ply: 1 SEQN: 7665 / T8 / HIPS Cust: R8975 JRef: 1WXd89750090 ,7A5/320 ,182ED,F ,02F ,RH01 / 1828/CALI/4EBB ELEV.D/F Qty: 1 FROM: RWM DrwNo: 211.20.1438.15383 Truss Label: A5 KM / BAF 07/29/2020 7'10"14 7'10"14 1' 10. -r 10. Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-10 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Des Ld: 37.00 Mean Height: 15.00 ft NCBCLL: 10.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: h to 2h Spacing: 24.0 " C&C Dist a: 3.97 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP #2 N :T2, T4 2x4 SP 2400f-2.OE: Bot chord 2x4 SP #1 Webs 2x4 SP #2 N :W1, W6 2x4 SP #3: Lumber value set "1313" uses design values approved 1/30/2013 by ALSC Bracing (a) 1X4 #3SRB or better continuous lateral restraint to be equally spaced. Attach with (2) 8d Box or Gun nails(0.113"x2.5",min.). Restraint material to be supplied and attached at both ends to a suitable support by erection contractor. (a) or scab reinforcement may be used in lieu of CLR restraint. substitute (1) scab for (1) CLR and (2) scabs for (2) CLR'S where shown. Scab reinforcement to be same size, species, grade, and 80% length of web member. Attach with 0.128x3" gun nails @ 6" oc. Wind Wind loads based on MWFRS with additional C&C 17 31'9"2 :5X5 =5X5 D E 39'8" 9'10" 19,10" 9'10" 29'8" Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# Pf: NA Ce: NA VERT(LL): 0.149 J 999 240 Lu: NA Cs: NA VERT(TL): 0.408 J 999 240 Snow Duration: NA HORZ(LL): 0.060 1 - - HORZ(TL): 0.112 1 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:20(0)/10(0) Plate Type(s): WAVE VIEW Ver: 17.02.02A.1213.21 a No, $6367 0 4 STATE OF v o , 39'8" 7'10"14 10, 1' 39'8"� ♦ Maximum Reactions (Ibs) Loc R /U /Rw /Rh /RL /W B 1552 / 318 / 965 / - / 387 / 8.0 G 1552 /318 /965 /- /- /8.0 Wind reactions based on MWFRS B Min Brg Width Reg = 1.8 G Min Brg Width Reg = 1.8 Bearings B & G are a rigid surface. Bearings B & G require a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp B - C 1532 - 2755 E - F 1559 - 2561 C - D 1559 - 2561 F - G 1532 - 2755 D - E 1205 -1728 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - K 2393 -1221 J - 1 1695 - 768 K - J 1695 - 738 1 - G 2393 -1250 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. C - K 404 -448 J - E 389 - 234 K - D 770 - 462 E - 1 770 - 462 D - J 388 -234 I - F 403 -448 member design. 01' �f i j�171� 11b 0, t 4 • fliltq g ® U 41�5;,��NAL�ti �a�ioltes►11 FL REG# 278, Yoonhwak Kim, FL PE #86367 07/29/2020 "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! ""IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Fusses require extreme care in fabricating, handlin shipping, installingand bracing. Refer to and follow the latest edition of BCSI (Building ;omponent Safety Information, by TPI an SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary tracing per BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a properly ittached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or 910, is applicable. Apply plates to each face. of truss and position as shown above and on the Joint9Details, unless noted otherwise. kefer to irawings 160A-Z for standard plate positions. (Alpine, a division of i H 1, or For nanaiing, snippir acceptance of ro essioni any structure is the respons e his drawing,any failure to build the on this drawing or cover page ie design shown. The suitability ALPINE M rTW COmvu+r 2400 Lake Orange Dr. Suite 150 Orlando FL, 32837 SEQN: 101578 / COMNI Ply: 1 Job Number: N334504 I Cust: R 8975 JRef:1 WXd89750090 T11 / FROM: RDP Qty: 1 7A5/320 ,182ED,F ,02F ,RH01 / 1828/CALIMEBB ELEV.D/F DrwNo: 211.20.1438.21357 Truss Label: A5GE / YK 07/29/2020 Loading Criteria (pst) 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 " �1211'15 ' Y.i'15 1'4 14147 2 4 '2 6'1'721'1 ' 23'1 Ze 31'10'1 3 8' 39'8' 6'17 3'85 10' I 6Y0'1 + 7 7 2D'1 �P 14 _5K 21' i S' i 13'8" 9'B'4 + 1712 5' + 3'e° 1 3' + 10' 19'8'4 21 26' 29'8' 32'8' 39'8' 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: h to 2h C&C Dist a: 3.97 ft Loc. from endwall: NA GCpi: 0.18 Wind Duration: 1.60 Lumber Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP #2 N Bot chord 2x4 SP #1 Webs 2x4 SP #3 :W7, W14, W15, W16 2x4 SP #2 N: Lumber value set "l3B" uses design values approved 1/30/2013 by ALSC Bracing (a) 1X4 #3SRB or better continuous lateral restraint to be equally spaced. Attach with (2) 8d Box or Gun nails(0.113"x2.5",min.). Restraint material to be supplied and attached at both ends to a suitable support by erection contractor. (a) or scab reinforcement may be used in lieu of CLR restraint. substitute (1) scab for (1) CLR and (2) scabs for (2) CLR'S where shown. Scab reinforcement to be same size, species, grade, and 80% length of web member. Attach with 0.128x3" gun nails @ 6" oc. Special Loads ------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC: From 56 pif at -1.00 to 56 plf at 10.67 TC: From 96 plf at 10.67 to 96 plf at 32.67 TC: From 56 plf at 32.67 to 56 plf at 40.67 BC: From 20 plf at 0.00 to 20 plf at - 39.67 BC: 128 lb Conc. Load at 23.21,23.79 PL: 136 lb Conc. Load at (23.27, 9.98). (23.80.9.98) Plating Notes All plates are 2X4 except as noted. 21'1 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: N/ Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Code / Misc Criteria Bldg Code: FBC 6th.ed 201 TPI Std: 2014 Rep Fac: No FT/RT:20(0)/10(0) Plate Type(s): WAVE 3'10'8 -I- 13712 Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): 0.107 AE 999 24 VERT(CL): 0.211 AE 999 24 HORZ(LL): 0.045 1 HORZ(TL): 0.088 1 Creep Factor: 2.0 Max TC CSI: 0.827 Max BC CSI: 0.722 Max Web CS 1: 0.944 VIEW Ver: 18.02.01A.0205.19 Wind Wind loads based on MWFRS with additional C&C member design. Additional Notes Refer to General Notes for additional information ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 769 /- /- 1514 /323 /445 AB 2345 /- /- /913 /990 !- Z 1079 /- /- 1500 /352 /- T 519 /- /- /405 /219 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 AB 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, AB, 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 - 262 E - F 420 - 759 L - M 608 - 296 F - G 411 - 678 M - N 506 - 244 H-I 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 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. 0 �� AH-AI 529 -282 AB -AR 265 -482 ,`®®jam•{{� p1 R1D ,r � I-AJ 565 -302 AR -AS 377 -568 •�� AJ-G 527 -288 AW-Z 272 -747 ON A ( @� 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 07/29/2020 1yJIIt1t11Fit/ltor r No. 86367 b ,*.W • . 0 Q, STATE OF 4Z 3 **WARNING- READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI an c7 SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a propperly attached mid ceiling Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections 63, B7 or 610, as applicable. Apply fates to each face of truss and position as shown above and on the Joint Details, unless noted otherwise. kefer to drawings 160A-Z for s�andard plate positions. Alpine, a division of ITW Buildinq_Components Group Inc. shall not be responsible for anv deviation from this drawin0.anv failure to build the nice wan AN51/ I NI 1, or Tor nandllnq, snipping, Inst inq, indicates acceptance of pro-fessiona eng i drawing for any structure is fhe responsibility see this job's general notes page and these web sites: ALPINE: I or cover pa e n. The sui ability ALPINE ANFWCOMPAW 6750 Forum Drive Suite 305 Orlando FL, 32821 Job Number: N334504 Ply: 1 SEQN: 7667 / T7 / HIPS Cust: R8975 JRef: 1WXd89750090 ,7A5/320 ,182ED,F ,02F ,RHO / 1828/CALI/4EBB ELEV.D/F Qty: 1 FROM: RWM DrwNo: 211.20.1438.16193 Truss Label: A6 KM / BAF 07/2912020 L T10"14 15' 24'8" 31'9"2 39'8" 7'10"14 7'1"2 9'8" T 7'12 7'10"14 ;6x6 6x6 D T3 E 12 6 ,5X5 �SF5 C o N_ r t'I W in W1 B G A ate"' H 4X6(A2) =-5X5 =5X5 =-5X5=4X6(A2) � 39'8" 9110" 9'10" 10 1 10' 19'10" 29'8" 39'8" Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Deft/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Sid: ASCE 7-10 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# Loc R / U / Rw / Rh / RL / W TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.159 J 999 240 B 1552 / 328 / 962 / - / 346 / 8.0 BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(TL): 0.436 J 999 240 G 1552 / 328 / 962 / - / - / 8.0 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.061 1 - - Wind reactions based on MWFRS EXP: Ceight: Des Ld: 37.00 Mean H 15.00 ft HORZ(TL): 0.115 I - - B Min Brg Width Req = 1.8 Height: NCBCLL: 10.00 TCDL: psf Code / Misc Criteria Creep Factor: 2.0 G Min Brg Width Req = 1.8 Soffit: 0.00 Bldg Code: FBC 2017 RES Max TC CSI: 0.913 Bearings B & G are a rigid surface. BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: h to 2h TPI Std: 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 Tap Chord Forces Per Ply (Ibs) GCpi: 0.18 Plate Type(s): Chords Tens.Comp. Chords Tens. Comp. Wind Duration: 1.60 WAVE VIEW Ver: 17.02.02A.1213.21 Lumber B - C 1547 -2729 E - F 1568 -2537 C - D 1568 - 2538 F - G 1547 - 2729 Value Set: 13B (Effective 6/1/2013) D - E 1287 -1910 Top chord 2x4 SP #2 N :T3 2x4 SP 2400f-2.OE: Bot chord 2x4 SP #1 Maximum Bot Chord Forces Per Ply (Ibs) Webs 2x4 SP #2 N :W1, W6 2x4 SP #3: Chords Tens.Comp. Chords Tens. Comp. Lumber value set "l313" uses design values approved 1/30/2013 by ALSC B - K 2363 -1228 J - 1 1847 -899 K - J 1847 - 870 1 - G 2363 -1257 Wind Wind loads based on MWFRS with additional C&C 11 �) f (P �l Maximum Web Forces Per Ply (Ibs) member design. I{ljr�r Y1` Webs Tens.Comp. Webs Tens. Comp. K - D 628 -363 E - I 628 -363 oEft { No, 66367 0 v STATE OF�kf%� '®�®+�s •��� IDP, • ° 1`` C CAR oS'AL iA�aN IJ1�ldlttb FL REG# 278, Yoonhwak Kim, FL PE #86367 07/29/2020 "WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! '"IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handling shipping, installing and bracing.. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by r TPI and SBCA) safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted oytherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a propperly attached rigid ceiling Locations shown forpermanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, as applicable. Apply plates to each face ortruss and position as shown above and on the Join�Details, unless noted otherwise. f�efer to drawings 160A-Z for standard plate positions. A LP I N E Alpine, a division of ITW Buildl1'ng Components Grout) Inc. shall not be responsible for any deviation from this drawing,any failure to build the AN iW[oMrrrn truss in ANSI/TPI 1, for handli conformance with or g, shipping, installation and bracing of,trussesA seal on this drawing or cover page, , 240o Lake Orange Dr. listing this drawing indicates acceptance of pro) esslonar engineering responsibility solely for the desi n shown. The Suifabtllty and use of this r7�awing for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. Suite 150 For more information see this job's general notes page and these web sites: ALPINE: www,alpineitw.com; TPI: www.tpinst.org; SBCA:_www.sbcindustry.com; ICC: www.iccsafe.org Orlando FL, 32837 Job Number: N334504 Ply: 1 SEQN: 7668 / T6 / HIPS Cust: R8975 JRef: 1WXd89750090 ,7A5/320 ,182ED,F ,02F ,RH01 / 1828/CALI/4EBB ELEV.D/F Qty: 1 FROM: RWM DnwNo: 211.20.1438.15538 Truss Label: A7 KM / BAF 07/29/2020 6'9"4 6'9"4 �1. + 10, 10, 13' 6'212 Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-10 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II Des Ld: 37.00 EXP: C Mean Height: 15.00 ft NCBCLL: 10.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h Spacing: 24.0 " C&C Dist a: 3.97 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP #2 N Bot chord 2x4 SP #1 Webs 2x4 SP #3 :W3, W5 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. 19'10" 26'8" 6'10" 6'10" .5X5 1112X4 �z 5X5 D E F 39'8" 9110" I 9110.. 19,10" 29'8" Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria Pg: NA Ct: NA CAT: NA PP Deflection in loc L/defl U# Pf: NA Ce: NA VERT(LL): 0.191 E 999 240 Lu: NA Cs: NA VERT(TL): 0.523 E 999 240 Snow Duration: NA HORZ(LL): 0.065 J - - HORZ(TL): 0.121 J Code / Misc Criteria Creep Factor: 2.0 Bldg Code: FBC 2017 RES Max TC CSI: 0.502 TPI Std: 2014 Max BC CSI: 0.864 Rep Factors Used: Yes Max Web CSI: 0.431 FT/RT:20(0)/10(0) Plate Type(s): WAVE VIEW Ver: 17.02.02A.1213.21 0111It A, r-re / 1 No, 86367 -p STATE OF 32'10"12 39'8" 6'2"12 + 6'9"4 10, 39,8" ♦ Maximum Reactions (Ibs) Loc R /U /Rw /Rh /RL /W B 1556 / 716 / 953 / - / 305 / 8.0 H 1556 /716 /953 /- /- /8.0 Wind reactions based on MWFRS B Min Brg Width Req = 1.8 H Min Brg Width Req = 1.8 Bearings B & H are a rigid surface. Bearings B & H require a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp B - C 1617 - 2780 E - F 1504 - 2289 C - D 1545 - 2523 F - G 1544 - 2523 D - E 1504 - 2289 G - H 1616 - 2780 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - L 2421 -1306 K - J 1982 -1003 L - K 1982 - 973 J - H 2421 -1335 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. L - D 535 - 255 K - F 425 - 251 D - K 425 - 251 F - J 535 - 255 E - K 306 - 391 FL REG# 278, Yoonhwak Kim, FL PE #86367 07/29/2020 "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS quire extreme care in fabricating, handling,shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building t Safety Information, by TPI an SBCA) for safety practices prior to performing these functions. Installers shall provide temporary BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a properly id ceilincl Locations shown forpermanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or B10, e. AppTy plates to each face oftrussand position as shown above and on the Joint Details, unless noted otherwise. Defer to 60A-Z for standard plate positions. a division of ITW Buildin Q—Components Group Inc.. shall not be responsible for any deviation from this drawing,an V, failure to build the conformance with ANSI 1, or for handling, shipping, installation and bracing of,trussesA seal on this drawl g or cover page, this drawing indicates acceptance of pro) essionar engineering responsibility solely for the design shown. The suitabdlty ,e of this yawing for any structure is the responsibility of the Building Designerper ANSI/TPI 1 Sec.2. information see this job's general notes page and these web sites: ALPINE: www.alpineitw.com; TPI: www.tpinst.org; SBCA: www.sbcindustry.com; ICC: www.iccsaf ALPINE AN rrW COMPANY 2400 Lake Orange Dr. Suite 150 Orlando FL, 32837 SEQN: 7659 / HIPS Ply: 1 Job Number: N334504 Cust: R 8975 JRef:1WXd89750090 T5 / FROM: RWM Qty: 1 7A5/320 ,182ED,F ,02F ,RH01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 211.20.1438.15943 Truss Label: A8 KD / YK 07/2912020 28'8 3" 0"12 3189' 99"845'9"44 H-12 9'8 555X5 = 5X5 5X5 D E T3 F 12 6 F:1 •2X4 T C W �2X4 ro G n W3 h B 1 A H I� Tj 11�8,8., 4X6(A2) =5X5 = 5X8 = 5X5 =4X6(A2) 39'8" 10' 9'10" 9.10" 10, 10' 19,10" 29'8" 39'8" Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-10 Pg: NA Ct: NA CAT: NA PP Deflection in loc L/defl L/# Gravity Non -Gravity TCDL: 7.00 Speed: 160 mph Pf: NA Ce: 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 1556 /- /- /940 f718 /264 BCDL: 10.00 Risk Category: 11 Snow Duration: NA HORZ(LL): 0.068 J - - H 1556 /- /- /940 1718 /- EXP: C Kzt: NA Des Ld: 37.00 ght: 15.00 ft HORZ(TL): 0.127 J - - Mean Hei ei Wind reactions based on MWFRS NCBCLL: 10.00 TCDL: psf Code / Misc Criteria Creep Factor: 2.0 B Brg Width = 8.0 Min Req = 1.8 Soffit: 0.00 BCDL: 5.0 psf Bldg Code: FBC 6th.ed 201 Max TC CSI: 0.870 H Big Width = 8.0 Min Req = 1.8 Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Max BC CSI: 0.865 Bearings B & H are a rigid surface. Bearings B & H require a seat plate. Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Fac: Yes Max Web CSI: 0.969 Members not listed have forces less than 375# Loc. from endwall: not in 9.00 ft FT/RT:20(0)/10(0) Maximum Top Chord Forces Per Ply (Ibs) GCpi: 0.18 Plate Type(s): Chords Tens.Comp. Chords Tens. Comp. Wind Duration: 1.60 WAVE VIEW Ver: 17.02.02A.1213.21 Lumber B - C 1669 -2804 E - F 1721 -2693 C - D 1547 - 2533 F - G 1552 - 2539 Value Set: 13B (Effective 6/1/2013) D - E 1783 -2773 G - H 1663 -2797 Top chord: 2x4 SP #2 N; T3 2x4 SP 2400f-2.OE; Bot chord: 2x4 SP #1; Webs: 2x4 SP #3; W3,W5 2x4 SP #2 N; Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. Lumber value set "13B" uses design values approved 1 /30/2013 by ALSC B - L 2448 -1362 K - J 2163 -1134 L - K 2147 -1091 J - H 2440 -1384 Wind Wind loads based on MWFRS with additional C&C It Maximum Web Forces Per Ply (Ibs) member design. ,�y A I r�I/ Webs Tens.Comp. Webs Tens. Comp. �� O • i e • ®�� �0 L - D 470 -163 K - F 626 - 371 D-K 739 F-J 466 ® �3� -462 -151 0 E - K 419 - 534 No, 86367 a w R ! STATE OF 00a b,, �ft W019,�°#$ COR1D� o��e 1.0;(y 0 RI b 144118 FL REG# 278, Yoonhwak Kim, FL PE #86367 07/29/2020 "WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handling shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI SBCA) an r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached rigid ceiling Locations shown forpermanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or 610, as applicable. Apply pfates to each face oftrussand position as shown above and on the Joint9Details, unless noted otherwise. Refer to ALPINE� drawings 160A-Z for standard plate positions. Alpine, a division of ITW BuildinQQComponents Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the ANnwcoaePAW truss in conformance with ANSI/TPI 1, or for handling, shipping, installati n and bracing of,trussesA seal on this drawing or listing this drawingy indicates acceptance of pro) essionar engineering responsibility solely for the design shown. gnawing cover page.. 13723 Riverport Drive The suitability Suite 200 and use of this for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. For more information see this job's general notes page and these web sites: ALPINE: www.al ineitw.com; TPI: www.tpinst.or4 SBCA: www.sbcindust .corn; ]CC: www.iccsafe.org Maryland Heights, MO 6304 SEQN: 7660 / HIPS Ply: 1 Job Number: N334504 Cust: R 8975 JRef:1WXd89750090 T4 / FROM: RWM Qty: 1 7A5/320 ,182ED,F ,02F ,RH01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 211.20.1438.15040 Truss Label: A9 KD / YK 07/29/2020 9' 17' 228" 30'8" 39'8" 9' 8' 5'8" a5C5 T2 =5XD5 =4E4 T3 =5F5 T 12 6 o (a) W (a) a B T W5 G n A 4X6(A2) = 6X6 - 6X6 = 6X6 = 4X6(A2) 39'8" 10' 9'101, 9'10" 10 1 10' 19'10" 29'8" 39'8" Loading Criteria (psf) Wind Criteria Snow Criteria_ (Pg,Pf in PsF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-10 Pg: NA Ct: NA CAT: NA PP Deflection in loc L/defl L/# Gravity Non -Gravity TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.251 J 999 240 Loc 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 l720 /223 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.081 1 - - G 1556 /- /- 1921 /720 /- EXP: C Kzt: NA Des Ld: 37.00 Height: 15.00 ft Mean Hei ei HORZ(TL): 0.150 I - - Wind reactions based on MWFRS NCBCLL: 10.00 TCDL: 4.2 psf Code / Misc Criteria Creep Factor: 2.0 B Brg Width = 8.0 Min Req = 1.8 Soffit: 0.00 BCDL: psf Bldg Code: FBC 6th.ed 201 Max TC CSI: 0.939 G Brig 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 & G are rigid surface. Bearings B & li require a seat plate. Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Fac: Yes Max Web CSI: 0.306 Members not listed have forces less than 375# Loc. from endwall: not in 9.00 ft FT/RT:20(0)/10(0) Maximum Top Chord Forces Per Ply (Ibs) GCpi: 0.18 Plate Type(s): Chords Tens.Comp. Chords Tens. 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; Bot chord: 2x4 SP #1; Maximum Bot Chord Forces Per Ply (Ibs) Webs: 2x4 SP #3; W2,W5 2x4 SP #2 N; Chords Tens.Comp. Chords Tens. Comp. Lumber value set "1313" uses design values approved 1/30/2013 by ALSC B - K 2330 -1246 J -1 3176 -1733 K - J 3174 -1732 I - G 2329 -1275 Bracing (a) 1X4 #3SRB or better continuous lateral restraint to be equally spaced. Attach with (2) 8d Box or Gun ��� i!1 f (P f f�Maximum Web Forces Per Ply (Ibs) � t 1 /I rrWebs Tens.Comp. Webs Tens. Comp. nails(0.113"x2.5",min.). Restraint material to be supplied and attached at both to O.1 ra a ° • 1� Sd'� C K 718 E I 529 834 ends a suitable support by erection contractor. �� s ®' - -313 - NS * s� K D 527 I F 718 314 ,�� 10E d� - -832 - - (a) or scab reinforcement may be used in lieu of CLR q°` `' • restraint. substitute (1) scab for (1) CLR and (2) +a ��. 86367 • '" i scabs for (2) CLR'S where shown. Scab reinforcement to be same size, species, grade, and Y e ,w ` • 80% length of web member. Attach with 0.128x3" gun nails @ 6" oc. • Wind "x1 p• SrTE OF o Wind loads based on MWFRS with additional C&Cpp :�/ ooc • member design. �` o��a O'''jNA. f1404i f Nlltl��` FL REG# 278, Yoonhwak Kim, FL PE #86367 07/29/2020 —WARNING`* READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, b TPI an SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted o)herwise,top chord shall have properly attached structural sheathin and bottom chord shall have a propperly attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracinginstalled per BCSI sections B3, B7 or B10, as applicable. AppTy plates to each face otptruss and position as shown above and on the JointDetails, unless noted otherwise. f7efer to drawings 160A-Z for standard plate positions. A LPI N E Alpine, a division of ITW BuildinQQComponents Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the ,u,n, campAw in truss conformance with ANSI 1, or for handli4 shipping, Installation and bracing of,trussesA seal on this drawing or cover page, . 13723 Riverport Drive listing this drawing indicates acceptance of pro essiona engineering responsibility solely for the design shown. The suitability Suite 200 and use of this 7rawing for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. For more information see this job's general notes page and these web sites: ALPINE: www.al ineitw.com; TPI: www.t inst.or ; SBCA: www.sbcindustry.com; ICC: www.iccsafe.org Maryland Heights, MO 6304 SEQN: 101748 / HIPS Ply: 2 Job Number: N334504 Cust: R 8975 JRef:1 WXd89750090 T12 / FROM: LPM Qty: 1 7A5/320 ,182ED,F ,02F ,RH01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 211.20.1438.21435 Truss Label: A10G / YK 07/29/2020 2 Complete Trusses Required 7' 17' 22'8" 32'8" 39'8" + + 7' 10, 5'8" 10, 7' 12 —6C6 T2 =BXD8 T3 =8X8 E T4 =6X6 F T 6� T G v 1 3� A I I I H B'B" 4X6(A1) = 8X8 = 8X8 = 8X8=4X6(A1) 39'8" 10' 10, 1 10' 19,10" 29'8" 39'8" Loading Criteria (psp Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-10 Pg: NA Ct: NA CAT: NA PP Deflection in loc L/defl L/# 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 BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.555 J 850 240 B 3135 /- /- /- 11427 /- BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.064 1 - - G 3135 /- /- /- /1427 /- EXP: C Kzt: NA Des Ld: 37.00 HORZ(TL): 0.121 I Wind reactions based on MWFRS Mean Height: 15.00 ft NCBCLL: 0.00 TCDL: 4.2 psf Code / Misc Criteria Creep Factor: 2.0 B Brg Width = 8.0 Min Req = 1.8 Soffit: 0.00 BCDL: 5.0 sf Bldg Code: FBC 6th.ed 201 Max TC CSI: 0.675 p G Brg Width = 8.0 Min Req = 1.8 Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 TPI Std: 2014 Max BC CSI: 0.507 Bearings B & G are a rigid surface. Bearings B & G require a seat plate. Spacing: 24.0 " C&C Dist a: 3.97 It Rep Fac: No Max Web CSI: 0.760 Members not listed have forces less than 375# Loc. from endwall: NA 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: 18.02.01A.0205.19 Lumber B - C 1424 -3093 E - F 1533 - 3601 C - D 1533 - 3601 F - G 1424 - 3093 Value Set: 13B (Effective 6/1/2013) D - E 2127 -4831 Top chord 2x4 SP #2 N :T2, T4 2x6 SP SS: :T3 2x6 SP #2 N: Maximum Bot Chord Forces Per Ply (Ibs) Bot chord 2x6 SP SS Webs 2x4 SP #3 Chords Tens.Comp. Chords Tens. Comp. Lumber value set "1313" 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 Nail Schedule:0.128"x3", min. nails Maximum Web Forces Per Ply (Ibs) Top Chord: 1 Row J�`/� Webs Tens.Comp. Webs Tens. Comp. @12.00" o.c. 1t! °rA, Bot Webshord 11RowRow @ 4" o.c. o.c. `asp ( �,\••`\• 0 0 psJ o, � / �'"A K - D 1287 --417 E- F 1727 1297 Use equal spacing between rows and stagger nails • ��C E ► r • tee! 4, in each row to o �4 • ;A avoid splitting. q," a No' 8636% 0 +� Loading #1 hip supports 7-0-0 jacks with no webs. • .; .. Wind, a STATE OF0 �� Wind loads based MWFRS. and reactions on P Additional Notes p�i�� `• �� QP, I�� ® �'•` Refer to General Notes for additional information sd 0 • ®d ® �� FL REG# 278, Yoonhwak Kim, FL PE #86367 07/29/2020 "WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! "IMPORTANT"` FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component fo'r Safety Information, by TPI and SBCA) safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached ri id ceiling Locations shown forpermanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, _ as applicable. Apply plates to each face ofptruss and position as shown above and on the Joinf9Details, unless noted otherwise. kefer to drawings 160A-Z for standard plate positions. ALPINE� Alpine, a division of ITW Building Components Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the MnWCAMPAW truss in conformance with ANSI 1, or for handling, shipping, installation and bracing of.trussesA seal on this drawing or cover pafge, , 6750 Forum Drive listing this drawing indicates acceptance of pro essiona engineerin responsibility solely for the design shown. The sui ability Suite 305 this drawing for is the Nuilding Designer ANSI/TPI 1 Sec.2. and use of any structure the responsibility of per For more information see this job's general notes page and these web sites: ALPINE: vnvw.al ineitw.com; TPI: www.t inst.or ; SBCA: www.sbcindust .com; ICC: www.iccsafe.org Orlando FL, 32821 Job Number: N334504 Ply: 1 SEQN: 7669 / T20 / COMN Cust: R8975 JRef: 1 WXd89750090 ,7A5/320 ,182ED,F ,02F ,RH01 / 1828/CALI/4EBB ELEV.D/F Qty: 1 I FROM: RWM DrwNo: 211.20.1438.14820 Truss Label: B1 KM / BAF 07/29/2020 r ao rn P3 Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " 5'7"4 5'7"4 Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Lumber Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP #2 N Bot chord 2x4 SP #2 N Webs 2x4 SP #3 Lumber value set "13B" uses design values approved 1/30/2013 by ALSC Wind Wind loads based on MWFRS with additional C&C member design. 10'8" 15'8"12 21'4" 5'0"12 50"12 57A =4X4 D 21'4" 64" 13'4" Snow Criteria (pg,Pf in PSF) Defl/CSI Criteria Pg: NA Ct: NA CAT: NA PP Deflection in loc L/defl L/# Pf: NA Ce: NA VERT(LL): 0.047 H 999 240 Lu: NA Cs: NA VERT(TL): 0.129 H 999 240 Snow Duration: NA HORZ(LL): 0.020 G - - HORZ(TL): 0.037 G Code / Misc Criteria Creep Factor: 2.0 Bldg Code: FBC 2017 RES Max TC CSI: 0.433 TPI Std: 2014 Max BC CSI: 0.617 Rep Factors Used: Yes Max Web CSI: 0.260 FT/RT:20(0)/l 0(0) Plate Type(s): VIEW Ver: 17.02.02A.1213.21 WAVE 8' 21'4" ♦ Maximum Reactions (Ibs) Loc R /U /Rw /Rh /RL /W B 864 / 397 / 529 / - / 229 / 8.0 F 805 / 360 / 463 / - /- / 8.0 Wind reactions based on MWFRS B Min Brg 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 Bot 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 FL REG# 278, Yoonhwak Kim, FL PE 486367 07/29/2020 **WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS quire extreme care in fabricating, handling,shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Safety Information, by TPI an c7 SBCA) for safety practices prior to performing these functions. Installers shall provide temporary r BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathin and bottom chord shall have a properly qid ceiling Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or 910, fle. Apply plates to each face of truss and position as shown above and on the Joint Details, unless noted otherwise. Defer to 60A-Z for standard plate positions. of i rl 1; or torn acceptance any structure from this drawing,any failure to build the seal on this drawing or cover pa e for the design shown. The SuiPability 4NSIfTPI 1 Sec.2. org; SBCA: www.sbcindustry.com; ICC: www.iccsaf AL NE ANrtw:oMPANY 2400 Lake Orange Dr. Suite 150 Orlando FL, 32837 Job Number: N334504 Ply: 1 SEQN: 7670 / T3 / GABL Cust: R8975 JRef: 1WXd1197511090 ,7A5/320 ,182ED,F ,02F ,RH01 / 1828/CALI/4EBB ELEV.D/F Qty: 1 FROM: HMT DrwNc: 211.20.1438.15273 Truss Label: B2GE KM / BAF 07/29/2020 10,8" 21'4" �- 4'8" 2' ----{ (TYP) =4X4 F 51 to N 4J Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-10 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II Des Ld: 37.00 EXP: C Mean Height: 15.00 ft NCBCLL: 10.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 Spacing: 24.0 " C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Lumber Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP #2 N Bot chord 2x4 SP #2 N Webs 2x4 SP #3 Lumber value set "1313" uses design values approved 1/30/2013 by ALSC Special Loads ---(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC: From 96 plf at -1.00 to 96 plf at 22.33 BC: From 20 plf at 0.00 to 20 plf at 21.33 Plating Notes All plates are 2X4 except as noted. Wind Wind loads based on MWFRS with additional C&C member design. Additional Notes See DWGS A16015ENC101014 & GBLLETIN1014 for gable wind bracing and other requirements. Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: N/ Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Code / Misc Criteria Bldg Code: FBC 2017 RES TPI Std: 2014 Rep Factors Used: Yes FT/RT:20(0)/10(0) Plate Type(s): WAVE 21'4" 21'4" 21'4" Defl/CSI Criteria PP Deflection in loc Udefl L/# 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 ♦ Maximum Reactions (Ibs), or *=PLF Loc R /U /Rw /Rh /RL /W B* 125 / 48 / 39 /- / 11 / 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# �1i11@11►Ii ffto H WA A, !6,,, s�0a a o`.a �I �rdl ;10 N0. 86.367 0 �� STATE OF�,b AOVfds�ON A FL REG# 278, Yoonhwak Kim, FL PE #86367 07/29/2020 **WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS quire extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building t Safety Information, by TPI an SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary. BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathingand bottom chord shall have a properly �e ceiling Locations shown for ermanent lateral restraint of webs shall have bracing insalled per BCSI sections B3, B7 or B10, le. AppTy plates to each face oftrussand position as shown above and on the JoinQDetails, unless noted otherwise. Refer to 60A-Z for standard plate positions. 'IFi 1, or Tor acceptance any structure failure to build the 1 or cover pa e n. The s iit-abuity ALPINE u+rrwcomvnrry 2400 Lake Orange Dr. Suite 150 Orlando FL, 32837 more information see this job's general notes page and these web sites: ALPINE: www.alpineitw.com: TPI: Job Number: N334504 Ply: 1 SEQN: 7671 / T19 / COMN Cusl: R8975 JRef: 1WXd89750090 ,7A5/320 ,182ED,F ,02F ,RH01 / 1828/CALI/4EBB ELEV.D/F Qty: 1 FROM: RWM DrwNo: 211.20.1438.15195 Truss Label: C1 JB / BAF 07/29/2020 1, IL Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-10 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II Des Ld: 37.00 EXP: C Mean Height: 15.00 ft NCBCLL: 10.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 Spacing: 24.0 " C&C Dist a: $.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Lumber Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP #2 N Bot chord 2x4 SP #2 N Webs 2x4 SP #3 Lumber value set "1313" uses design values approved 1/30/2013 by ALSC Wind Wind loads based on MWFRS with additional C&C member design. 7' 14' 7' 7' 1114X6 C 14' 7' 7' 7' 14' Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria Pg: NA Ct: NA CAT: NA PP Deflection in loc L/def! U# Pf: NA Ce: NA VERT(LL): 0.014 E 999 240 Lu: NA Cs: NA VERT(TL): 0.037 E 999 240 Snow Duration: NA HORZ(LL): 0.009 E - - HORZ(TL): 0.013 E Code / Misc Criteria Creep Factor: 2.0 Bldg Code: FBC 2017 RES Max TC CSI: 0.761 TPI Std: 2014 Max BC CSI: 0.542 Rep Factors Used: Yes Max Web CSI: 0.119 FT/RT:20(0)/10(0) Plate Type(s): VIEW Ver: 17.02.02A.1213.21 WAVE ♦ Maximum Reactions (Ibs) Loc R /U /Rw /Rh /RL /W B 588 / 272 / 371 / - / 158 / 8.0 D 527 / 234 / 304 / - /- / 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. 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 �`I II I II If f��� 4p�`�� A - r.0'f� CEN s N0.86367 m G ^° STATE OF a i FL REG# 278, Yoonhwak Kim, FL PE #86367 07/29/2020 **WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a propperly attached rigid ceilin Locations shown forpermanent lateral restraint of webs shall have braciriinstalled per BCSI sections B3, B7 or 910, as applicable. Apply plates to each face ofPtruss and position as shown above and on the Joint9Details, unless noted otherwise. f7efer to ALPINE drawings 160A-Z for standard plate positions. Alpine, a division of ITW Buildin Components Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the u wcomvwr truss in conformance with ANSI 1, or for handling, shipping, installation and bracing of,trussesA seal on this drawing or cover pa e , , 2400 Lake Orange Dr. listing this drawing indicates acceptance of pro) esslonar engineering responsibility solely for the design shown. The suifabllity g and use of thisrawing for any structure is the responsibility of the Building Designer per ANSIITPI 1 Sec.2. Suite 150 For more information see this job's general notes page and these web sites: ALPINE: www.alpineitvi.com; TPI: www.tpinst.org; SBCA: www.sbctndustry.com; ICC: www.iccsafe.orq Orlando FL, 32837 Job Number: N334504 Ply: 1 SEQN: 7672 / T1 / GABL Cust: R8975 JRef: 1WXd89750090 ,7A5/320 ,182ED,F ,02F ,RH01 / 1828/CALI/4EBB ELEV.D/F Qty: 1 FROM: RWM DrwNo: 211.20.1438,16302 Truss Label: C2GE KM / BAF 07/29/2020 Loading Criteria (psi) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Lumber 5' 2' (TYP) 14' 7' 4X4 D i 14' Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 It Loc. from endwall: Any 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 Webs 2x4 SP #3 Lumber value set "13B" uses design values approved 1/30/2013 by ALSC Special Loads ------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC: From 96 plf at -1.00 to 96 plf at 15.00 BC: From 20 plf at 0.00 to 20 plf at 14.00 Plating Notes All plates are 2X4 except as noted. Wind Wind loads based on MWFRS with additional C&C member design. Additional Notes See DWGS A16015ENC101014 & GBLLETIN1014 for gable wind bracing and other requirements. "IMPORTANT" 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 Std: 2014 Rep Factors Used: Yes FT/RT:20(0)/10(0) Plate Type(s): WAVE 14' 14' Defl/CSI Criteria PP Deflection in loc Udefl 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 Ver: 17.02.02A.1213.21 ♦Maximum Reactions (lbs), or`=PLF Loc R /U /Rw /Rh /RL /W B` 129 / 50 / 40 /- / 12 / 168 Wind reactions based on MWFRS B Min Brg Width Req = - Bearing B is a rigid surface. Members not listed have forces less than 375# Maximum Gable Forces Per Ply (Ibs) Gables Tens.Comp. Gables Tens. Comp. C - J 461 - 403 H - E 461 - 403 1�,�tIt111P1IPlI/Ito (� HWq r�i {ti No, 66367 a +o ®v STATE OF�,� o6�►,ttJ/oN A I.1� e, FL REG# 278, Yoonhwak Kim, FL PE #86367 07/29/2020 RNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS the latest edition of BCSI (Building Installers shall provide temporary bottom chord shall have a propperly per BCSI sections B3, B7 or B10, unless not otherwise. Refer to Alpine, a division of ITW BuildinccLLComponents Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the truss in conformance with ANSI PI 1, or for handling, shipping, installation and bracing oftrussesA seal on this drawing or cover page listing this drawing indicates acceptance of pro) essiona engineering responsibility solely for the design shown. The suitability and use of this r7rawing for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. For more information see this job's general notes page and these web sites: ALPINE: www.alpineitw.com; TPI: www.tpinst.org; SBCA: www.sbcindustry.com; ICC: www.iccsaf ALPINE mrrw COMPANY 2400 Lake Orange Dr. Suite 150 Orlando FL, 32837 SEQN: 101751 / COMNI Ply: 1 Job Number: N334504 Cust: R 8975 JRefA WXd89750090 T13 / FROM: LPM Qty: 1 ,7A,' 20 ,182ED,F ,02F ,RH01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 211.20.1438.21389 Truss Label: D1 / YK 07/29/2020 I M O N _4 3 Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " 5' 5' 4X4 C 10, 5' 12 6 l!) M B D E 88 F 2X4(A1) 1112X4 = 2X4 (A1) Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 It Loc. from endwall: not in 4.50 It GCpi: 0.18 Wind Duration: 1.60 Lumber Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP #2 N 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 10, 5' 5' Snow Criteria (Pg,Pfin PSF) Pg: NA Ct: NA CAT: N/ Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Code / Misc Criteria Bldg Code: FBC 6th.ed 201 TPI Std: 2014 Rep Fac: No FT/RT:20(0)/10(0) Plate Type(s): WAVE 5' 10, Defl/CSI 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 /202 /134 D 434 /- /- /287 /202 !- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 D Brg Width = 8.0 Min Req = 1.5 Bearings B & D are a rigid surface. Bearings B & D require a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - C 358 - 494 C - D 359 - 494 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - F 396 -183 F - D 396 -183 �`W111 It M►drrf ,°`°QN' AWAK 'j'°� , of a No, 86367 " m e � o m @� STATE OF �Ife, "'"'4 f'/O M.. i�ieousse►►e°�° FL REG# 278, Yoonhwak Kim, FL PE #86367 07/29/2020 "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! —IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSL Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached ri id ceiling Locations shown forpermanentlateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or 910, as applicable. Apply plates to each face o truss and position as shown above and on the Joinf9Details, unless noted otherwise. Defer to ALPINE drawings 160A-Z for standard plate positions. Alpine, a division of ITW Buildjn,$cLComponents Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the � �m,,,,,v,,. truss in conformance with ANSI 1, or for handlin4, shipping, installation and bracing of,trussesA seal on this drawing or cover pa e , , 675o Forum Drive listing this drawing indicates acceptance of pro) esslonar engineering responsibility solely for the design shown. The s iit-ability and use of this yawing for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. Suite 305 For more information see this job's general notes page and these web sites: ALPINE: www.alpineitw.com; TPI: www.tpinst.org; SBCA: www.sbcindustry.com; ICC: www.iccsafe.org Orlando FL, 32821 SEQN: 101754 / COMN Ply: 1 Job Number: N334504 Cust: R 8975 JRef:1 WXd89750090 T26 / FROM: LPM Qty: 1 7A5/320 ,182ED,F ,02F ,RH01 / 1828/CALIMEBB ELEV.D/F DrwNo: 211.20.1438.21294 Truss Label: D2 / YK 07/29/2020 Loading Criteria (psi) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " 5' 5' =4X4 C 19 5' 12 6 M B D M 4 Eg 8 F 2X4(A1) 1112X4 = 2X4(A1) Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 15.00 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: not in 4.50 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP #2 N Bot chord 2x4 SP #2 N 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 10, 5' 5' Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: N/ Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Code / Misc Criteria Bldg Code: FBC 6th.ed 201 TPI Std: 2014 Rep Fac: No FT/RT:20(0)/10(0) Plate Type(s): WAVE 5' 10, Defl/CSI Criteria PP Deflection in Icc L/defl 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 /202 /134 D 434 /- /- /287 /202 A Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 D Brg Width = 8.0 Min Req = 1.5 Bearings B & D are a rigid surface. Bearings B & D require a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - C 358 - 494 C - D 359 - 494 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - F 396 -183 F - D 396 -183 ,, `,t�;t f fo"o- Q ��Ae 0�r��A `Qfy 0 NO, 86367 a r e e a� STATE OF 6 .q i�S <ORIP� �`'Pd 1jjjNAa � ', dmil FL REG# 278, Yoonhwak Kim, FL PE 486367 07/29/2020 "IMPORTANT`" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS quire extreme care in fabricating, handling,shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building t Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary r BCSI. Unless noted oythenvise,top chord shall have properly attached structural sheathing and bottom chord shall have a propperly i�id ceilin Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections 63, 67 or 810, e. AppTy plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. kefer to 60A-Z for standard plate positions. of his.drawing,au failure to build the on this drawl vg or cover page Le design shown. The suigability AL NE AN rrW COMPANY 6750 Forum Drive Suite 305 Orlando FL, 32821 SEQN: 101761 / HIPS Ply: 1 Job Number: N334504 Cust: R8975 JRef:1WXd89750090 T18 / FROM: LPM Qty: 1 7A5/320 ,182ED,F ,02F ,RH01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 211.20.1438.21358 Truss Label: D3G / YK 07/29/2020 Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " 3' 7' 10, 3' 4' 3' 4X6 ; 4X6 12 C D 6� T Lo B E M q F N 88 2X4(A1) 1112X4 1112X4=2X4(A1) 1 3'1"12 3'1"12 Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Lumber Value Set: 13B (Effective 6/l/2013,) Top chord 2x4 SP #2 N Bot chord 2x4 SP #2 N Webs 2x4 SP #3 Lumber value set "l3B" uses design values approved 1/30/2013 by ALSC Special Loads --(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC: From 56 plf at -1.00 to 56 plf at 3.00 TC: From 28 plf at 3.00 to 28 plf at 7.00 TC: From 56 plf at 7.00 to 56 plf at 11.00 BC: From 20 plf at 0.00 to 20 plf at 3.03 BC: From 10 plf at 3.03 to 10 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 5.00 Wind Wind loads and reactions based on MWFRS. Additional Notes Refer to General Notes for additional information im 3'8"8 6' 10"4 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: N/ Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Code / Misc Criteria Bldg Code: FBC 6th.ed 201 TPI Sid: 2014 Rep Fac: No FT/RT:20(0)/l 0(0) Plate Type(s): WAVE 3'1 "12 10, 1 Defl/CSI Criteria PP Deflection in loc Udefl U# 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 /- /- /- /312 /- E 625 /- /- /- /312 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 E Brg 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 No. �fi367 o � ^4. Y P� o STATE OF °OAS ° fi4 fl R10�' s'ee9p49gs FL REG# 278, Yoonhwak Kim, FL PE #86367 07/29/2020 "WARNING- READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. , Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a pro erly attach6. rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracingc� installed per BCSI sections B3, B7 or 910, as applicable. Apply plates to each face. oftrussand position as shown above and on the Join i Details, unless noted otherwise. Defer to drawings 160A-Z for standard plate positions. Alpine, a division of ITW BuildiphQCbmponents Group Inc., shall not be responsible for any deviation from this drawing,any failure to build the truss in conformance with ANSI/TPI 1, or for handlin shipping, installation and bracing of,trussesA seal on this drawing or cover page, listing this drawing indicates acceptance of pro essiona engineering responsibility solely for the design shown. The sui ability and use of this drawing, for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. ALPINE uamuma AW 6750 Forum Drive Suite 305 Orlando FL, 32821 Job Number: N334504 Ply: 1 SEQN: 7680 / T14 / VAL Cust: R8975 JRef: 1 WXd89750090 ,7A5/320 ,182ED,F ,02F ,RH01 / 1828/CALI/4EBB ELEV.D/F Qty: 1 FROM: LPM DrwNo: 211.20.1438.15397 Truss Label: V4 KM / BAF 07/29/2020 Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Lumber Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP #2 N Bot chord 2x4 SP #2 N Lumber value set "13B" uses design values approved 1/30/2013 byALSC 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 . 1'11 "8 3-11" 1'11 "8 1111,18 12 6 = 4X4 B A4X4(D1)=4X4(D1) C D Snow Criteria (Pg,Pfin PSF) Pg: NA Ct: NA CAT: NF 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 FT/RT:20(0)/10(0) Plate Type(s): WAVE 3'11" 3-11" 3'11" Defl/CSI Criteria PP Deflection in loc Udefl 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 (lbs), or*=PLF Loc R I /Rw /Rh /RL /W D* 75 /22 /31 /- /6 /47.0 Wind reactions based on MWFRS D Min Brg Width Req = - Bearing A is a rigid surface. Members not listed have forces less than 375# ,,�otttt►t►r►►����rj A WAS e 1 No. 86367 r ©�3 e STATE OF ti Sd ••eopg �N NSA d t , FL REG# 278, Yoonhwak Kim, FL PE #86367 07/29/2020 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a pro erly attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or 910. as applicable. AppTy plates to each face of"truss and position as shown above and on the Joint Details, unless noted otherwise. kefer to drawings 160A-Z for standard plate positions. Alpine, a division of ITW_Buildinq_Comoonents Group Inc. shall not be resnonsible for anv deviation from this drawing,any failure to build the k seal on this drawing or cover pa e F for the design shown. The suif9ability ANSI/TPI 1 Sec.2. ALPINE 'Ik 1, or Tor acceptance any sructure 2400 Lake Orange Dr. Suite 150 Orlando FL, 32837 Job Number: N334504 Ply: 1 SEQN: 7681 / T16 / VAL Cust: R8975 JRef: 1WXd89750090 ,7A5/320 ,182ED,F ,02F ,RH01 / 1828/CALI/4EBB ELEV.D/F Qty: 1 FROM: LPM DrwNo: 211.20.1438.15429 Truss Label: V8 KM / BAF 07/29/2020 Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " 3'11"8 7'11" 3'11"8 3'11"8 =4X4 12 B N J .,D_-0 Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Mean Height: 15.00 It TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 It GCpi: 0.18 Wind Duration: 1.60 Lumber Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP #2 N Bot chord 2x4 SP #2 N Webs 2x4 SP #3 Lumber value set "13B" uses design values approved 1/30/2013 by ALSC 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 3'11 "8 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 Std: 2014 Rep Factors Used: Yes FT/RT:20(0)/10(0) Plate Type(s): WAVE D 1112X4 7-11" I 3'11 "8 7'11" Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.007 D 999 240 VERT(TL): 0.021 D 999 240 HORZ(LL): -0.003 D - - HORZ(TL): 0.006 D Creep Factor: 2.0 Max TC CSI: 0.193 Max BC CSI: 0.160 Max Web CSI: 0.110 VIEW Ver: 17.02.02A.1213.21 ♦ Maximum Reactions (lbs), or *=PLF Loc R / U / Rw / Rh / RL / W E* 75 /28 /34 /- /8 /95.0 Wind reactions based on MWFRS E Min Big Width Req = - Bearing A is a rigid surface. Members not listed have forces less than 375# aa, �t\CEN pp 8GG ® �i a`s ! FIFO. S763V7 O ^^ ts ~: Or 0, 0 P. STATE OF�,cc,� N OR10 , ��'°6 ��moA® 0 .40 oililijunk FL REG# 278, Yoonhwak Kim, FL PE #86367 07/29/2020 **WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI an c7 SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a propperly attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracin Installed per BCSI sections B3, B7 or B10, as applicable. Apply Oates to each face of truss and position as shown above and on the Joint9Details, unless noted otherwise. refer to ALPINE drawings 160A-Z for standard plate positions. Alpine, a division of ITW Buildinl1Components Group Inc., shall not be responsible for any deviation from this drawing,any failure to build the ro PA truss in conformance with ANSI PI 1, or for handling, shipping, installation and bracing of.trussesA seal on this drawing or cover pacle , , 240o Lake Orange Dr. listing this drawing indicates acceptance of pro esslona engineering responsibility solely for the design shown. The sui ability 9 and use of this drawing for any structure is fhe responsibility of the Building Designer per ANSI/TPI 1 Sec.2. Suite 150 For more information see this job's general notes page and these web sites: ALPINE: www.alpineitw.com: TPI: www.tpinst.org; SBCA: www.sbcindustry.com;_ICC: www.iccsafe.org Orlando FL, 32837 Job Number: N334504 Ply: 1 SEQN: 101742 / T15 / EJAC Cust: R8975 JRef: 1 WXd89750090� ,7A5/320 ,182ED,F ,02F ,RHO1 / 1828/CALI/4EBB ELEV.D/F Qty: 8 FROM: JRH DrwNo: 211.20.1438.19157 Truss Label: EJ7 KID / YK 07/29/2020 C 12'2"11 12 6 M O Lo (M (0 V B A $,8„ D 1, + 7 7' Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-10 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Des Ld: 37.00 Mean Height: 15.00 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: 3.00 It Loc. from endwall: not in 4.50 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP #2 N Bot chord 2x4 SP #2 N Lumber value set "136" uses design values approved 1/30/2013 by ALSC Wind Wind loads based on MWFRS with additional C&C member design. Additional Notes Provide (2) 0.131"x3.0", min. toe -nails at top chord. Provide (2) 0.131 "x3.0", min. toe -nails at bottom chord. Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: N/ Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Code / Misc Criteria Bldg Code: FBC 6th.ed 201 TPI Std: 2014 Rep Factors Used: No FT/RT:20(0)/10(0) Plate Type(s): WAVE Defl/CSI Criteria ♦ Maximum Reactions (Ibs) PP Deflection in loc Udefl U# I Loc R / U / Rw / Rh / RL / W VERT(LL): NA VERT(TL): NA HORZ(LL): 0.017 D HORZ(TL): 0.031 D Creep Factor: 2.0 Max TC CSI: 0.713 Max BC CSI: 0.527 Max Web CSI: 0.000 VIEW Ver: 17.02.02C.0211.16 �I`111111P1/;r� L\0E'NsF `�.. w No. 86367 s STATE OF ®ccg B 331 /117 /259 /- /173 /8.0 D 127 /20 /101 /- /- /1.5 C 171 /133 /91 /- /- /1.5 Wind reactions based on MWFRS B Min Brg Width Req = 1.5 D Min Brg Width Req = - C Min Brg Width Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Members not listed have forces less than 375# RIVr o FL REG# 278, Yoonhwak Kim, FL PE #86367 07/29/2020 **WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! "IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCS Component Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide to bracing per BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathin and bottom chord shall have attached rigid ceilin Locations shown forrtpermanent lateral restraint of webs shall have brapri installed per BCSI sections B3, B as applicable. App�jr plates to each face o truss and position as shown above and on the Joint9Details, unless noted otherwise. drawings 16OA-Z for standard plate positions. phComponents Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the >PI 1, or for handling, shipping, installation and bracing oftrussesA seal on this drawing or cover pageg responsibility solely for the design shown. The suiTabili y B r any structure is fhe responsibility of the uilding Designer per ANSI/TPI 1 Sec.2. AL NE 6750 Forum Drive Suite 305 Orlando FL, 32821 Job Number: N334504 Ply: 1 SEQN: 1017451 T21 / EJAC I Cust: R8975 JRef: 1WXd89750090 ,7A5/320 ,182ED,F ,02F ,RH01 / 1828/CALI/4EBB ELEV.D/F Qty: 6 FROM: HMT DrwNo: 211.20.1438.18970 Truss Label: EJ7A GA / DF 07/29/2020 Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Lumber 2X4(A1) Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.00 It Loc. from endwall: not in 4.50 ft GCpi: 0.18 Wind Duration: 1.60 Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP #2 N Bot chord 2x4 SP #2 N Lumber value set "136" uses design values approved 1/30/2013 by ALSC Wind Wind loads based on MWFRS with additional C&C member design. Additional Notes Provide (2) 0.131"x3.0", min. toe -nails at top chord. Provide (2) 0.131"x3.0", min. toe -nails at bottom chord. 7' 7' Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: N/ Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Code / Misc Criteria Bldg Code: FBC 6th ed. TPI Std: 2014 Rep Factors Used: No FT/RT:20(0)/10(0) Plate Type(s): WAVE B Defl/CSI Criteria PP Deflection in loc L/defl U# VERT(LL): NA VERT(TL): NA HORZ(LL): 0.018 C HORZ(TL): 0.033 C Creep Factor: 2.0 'Max TC CSI: 0.725 Max BC CSI: 0.533 Max Web CSI: 0.000 VIEW Ver: 17.02.02C.0211.16 ♦ Maximum Reactions (Ibs) Loc R /U /Rw /Rh /RL /W A 270 / 79 1188 / - / 151 / 8.0 C 128 /21 /104 /- /- /1.5 B 174 /135 /95 !- /- /1.5 Wind reactions based on MWFRS A Min Brg Width Req = 1.5 C Min Brg Width Req = - B Min Brg Width Req = - Bearing A is a rigid surface. Bearing A requires a seat plate. Members not listed have forces less than 375# `���IIIE1111►ir�r� No- 86367 oe STATE ®F� 4iIr ~ w FL REG# 278, Yoonhwak Kim, FL PE #86367 07/29/2020 —WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handling shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathingand bottom chord shall have a propperly attached ri4!d cellinp Locations shown forpermanent lateral restraint of webs shall have bracing insalled per BCSI sections B3, B7 or 910, as applicable. Apply plates to each face of truss and position as shown above and on the Joint Details, unless noted otherwise. Refer to ALPINE drawings 160A-Z for standard plate positions. Alpine, a division of ITW Buildin,cLLComponents Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the mrrw co,, pmy truss in conformance with ANSI PI 1, or for handling, shipping, installation and bracing of,trussesA seal on this drawing or cover page . , 6750 Forum Drive listing this drawingq indicates acceptance of roTessionar engineering responsibility solely for the design shown. The suifabllrty Suite 305 and use of this drawing for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. For more information see this job's general notes page and these web sires: ALPINE: www.alpineitw.com; TPI: www.tpinst.org; SBCA: www.sbcindustry.com; ICC: www.imsafe.org Orlando FL, 32821 SEQN: 101550 / EJAC Ply: 1 Job Number: N334504 Cust: R 8975 JRef:1 WXd897500so T24 / FROM: LPM Qty; 3 7A5/320 ,182ED,F ,02F ,RH01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 211.20.1438.19453 Truss Label: EJ3 KID / YK 07/29/2020 Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 SCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.26 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Lumber Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP #2 N Bot chord 2x4 SIP #2 N Lumber value set "1313" uses design values approved 1/30/2013 by ALSC Wind Wind loads based on MWFRS with additional C&C member design. Additional Notes Refer to General Notes for additional information Provide (2) 0.131 "x3.0", min. toe -nails at top chord. Provide (2) 0.131"x3.0", min. toe -nails at bottom chord. 31 31 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: N/ Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Code / Misc Criteria Bldg Code: FBC 6th.ed 201 TPI Std: 2014 ' Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): WAVE T SO O Defl/CSI Criteria PP Deflection in loc L/defl L/# 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 10'2"11 LO M CV .♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 188 /- /- /162 /76 /86 D 52 /- /- /41 /6 /- C 65 /- /- /31 /51 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Reg = 1.5 D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Members not listed have forces less than 375# w111111fIHtp oEN a A +' No.8636� a r ID ® r m. m„ • 3 • STATE OF ®4/� OR I ®ifids/ONdA� tie, FL REG# 278, Yoonhwak Kim, FL PE #86367 07/29/2020 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS quire extreme care in fabricating, handling,shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building t Safety Information, by TPI and SBCA) fsafety practices prior to performing these functions. Installers shall provide temporary BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathingand bottom chord shall have a properly id ceiling Locations shown forpermanent lateral restraint of webs shall have bracin insalled per BCSI sections B3, B7 or 910, e. AppTy plates to each face oftrussand position as shown above and on the Join Details, unless noted otherwise. kefer to 60A-Z for standard plate positions. of ITW Buildin Components Group Inc.. shall not be responsible for any deviation from this drawing,any failure to build the nce with ANSI 1, or for handlin4, shipping, installation and bracing of,trussesA seal on this drawing or cover pa�e , nq indicates acceptance of pro-fessionaf engineering responsibility solely for the design shown. The sui abrhty yawing for any structure is the responsibility of the Building Designer per ANSIITPI 1 Sec.2. AL E AN ff W COUPANY 6750 Forum Drive Suite 305 Orlando FL, 32, see Job Number: N334504 Ply: 1 SEQN: 7679 / T23 / JACK Cust: RB975 JRef: 1WXd89750090 ,7A5/320 ,182ED,F ,02F ,RHO1 / 1828/CALI/4EBB ELEV.D/F Qty: 2 FROM: RWM DrwNo: 211.20.1438.15070 Truss Label: EJ2 KM / BAF 07/29/2020 Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: h to 2h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP #2 N Bot chord 2x4 SP #2 N Lumber value set "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. toe -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: 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 FT/RT:20(0)/1 O(0) Plate Type(s): WAVE 21 �1 21 Den/CSI Criteria PP Deflection in loc L/defl 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 No, 86367 � r • /� STATE OF4/� T C0 ♦ Maximum Reactions (Ibs) Loc R /U /Rw /Rh /RL /W B 157 / 58 1 144 / - / 43 . / 8.0 D 32 /5 /29 /- /- /1.5 C 34 /17 /12 /- /- /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. Bearings B, D, & C require a seat plate. Members not listed have forces less than 375# ON AL 1 , FL REG# 278, Yoonhwak Kim, FL PE 486367 07/29/2020 **WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! —IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted dtherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached rigid ceiling Locations shown fortpermanent lateral restraint of webs shall have brac'InA installed per BCSI sections B3, B7 or B10, as applicable. Apply plates to each face, o truss and position as shown above and on the Join gDetails, unless noted otherwise. Refer to ALPINE drawings 160A-Z for standard plate positions. Alpine, a division of ITW BuildinccLLComponents Group InC. shall not be responsible for any deviation from this drawing,any failure to build the Mr,,r,COMPAW truss in conformance with ANSI PI 1, or for handling, shipping, installation and bracing of,trussesA seal on this drawing or cover page .. 2400 Lake Orange Dr. listing this drawing indicates acceptance of pro) essiona engineering responsibility solely for the design shown. The suitabiitty and use of this drawing, for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. Suite 150 For more information see this job's general notes page and these web sites: ALPINE: www.al ineitw.corn; TPI: www.t inst.org; SBCA: www.sbcindustry.com; ICC: www.iccsafe.org Orlando FL, 32837 Job Number: N334504 Ply: 1 SEQN: 7676 / T34 / JACK Cust: R8975 JRef: 1 WXd89750090 ,7A5/320 ,182ED,F ,02F ,RHO / 1828/CALI/4EBB ELEV.D/F Qty: 4 FROM: LPM DrwNo: 211.20.1438.15491 Truss Label: CJ5 KD / YK 07/29/2020 C 12 6 M r, to N C�7 B i+M A D 1 } 4' 11 "4 4' 11 "4 Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-10 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Des Ld: 37.00 Mean Height: 15.00 ft NCBCLL: 10.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 Spacing: 24.0 " C&C Dist a: 3.00 ft Loc. from endwall: not in 4.50 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP #2 N Bot chord 2x4 SP #2 N Lumber value set "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. toe -nails at top chord. Provide (2) 0.131"x3.0", min. toe -nails at bottom chord. Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: Ni Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Code / Misc Criteria Bldg Code: FBC 6th.ed TPI Std: 2014. Rep Factors Used: 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(TL): NA HORZ(LL): 0.005 D HORZ(TL): 0.010 D Creep Factor: 2.0 Max TC CSI: 0.411 Max BC CSI: 0.254 Max Web CSI: 0.000 VIEW Ver: 17.02.02A.1213.21 ♦ Maximum Reactions (Ibs) Loc R /U /Rw /Rh /RL /W B 256 / 95 / 207 / - / 128 / 8.0 D 89 /13 /68 /- /- /1.5 C 118. /92 /61 /- /- /1.5 Wind reactions based on MWFRS B Min Brg Width Req = 1.5 D Min Brg Width Req = - C Min Brg Width Req = - Bearing B.is a rigid surface. Members not listed have forces less than 375# 'Qtgill�l+ill/{��I A WA/f �Asop L�GENS�'/% No.86367 G f +rr STATE OF ®cc,�� "'"-FOS/0NAI. -,s ��i�o�;tea►►o FL REG# 278, Yoonhwak Kim, FL PE #86367 07/29/2020 "WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS quire extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building t Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary. BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathingg and bottom chord shall have a propperly aatd ceiling Locations shown for ermanent lateral restraint of webs shall have bracin insTalled per BCSI sections B3, B7 or B10, ile._ AppTy plates to each face. ofptruss and position as shown above and on the Joint9Details. unless noted otherwise. Refer to a division of ITW BuildincctLComponents Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the conformance with ANSI/TPI 1, or for handling, shipping, installation and bracing of,trussesA seal on this drawing or cover page, this drawing indicates acceptance of pro) essionai engineering responsibility solely for the design shown. The su, ablllty le of this yawing for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. information see this job's general notes page and these web sites: ALPINE: www.alpineitw.com; TPI: www.l ine st.org; SBCA: www.sbcindustry.com; ICC: wvvw.iccsaf ALPINE AN nW COMPANY 2400 Lake Orange Dr. Suite 150 Orlando FL, 32837 Job Number: N334504 Ply: 1 SEQN: 7675 / T33 / JACK Cust: R8975 JRef: 1WXd89750090 ,7A5/320 ,182ED,F ,02F ,RH01 / 1828/CALI/4EBB ELEV.D/F Qty: 4 FROM: LPM DrwNo: 211.20.1438.16084 Truss Label: CJ3 KM / BAF 07/29/2020 Loading Criteria (psi) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Lumber Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP #2 N Bot chord 2x4 SP #2 N Lumber value set "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"x3.0", min. toe -nails at top chord. Provide (2) 0.131"x3.0", min. toe -nails at bottom chord. Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: 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 FT/RT:20(0)/10(0) Plate Type(s): WAVE C 2' 11 "4 2' 11 "4 ' Defl/CSI Criteria PP Deflection in loc L/defl 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 ♦ Maximum Reactions (Ibs) Loc R /U /Rw /Rh /RL /W B 185 /75 /160 /- /84 /8.0 D 50 /6 /41 /- /- /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# Ili111f 1t1lOr��� 41 No, 86367 a ®� STATE OF,, -,- FL REG# 278, Yoonhwak Kim, FL PE 986367 07/29/2020 **WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathin and bottom chord shall have a properly attachetl rigqid ceiling Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or B10, as app!icab-le. Apply plates to each face, of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to ALPINE drawings 160A-Z for standard plate positions. Alpine, a division of ITW Bu!ldincQt�Components Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the nrvnwcoMviwv truss in conformance with ANSI PI PI 1, or for handlin shippin , installation and bracing of,trussesA seal on this drawing or cover page , , 2400 Lake Orange rrW listing this drawino indicates acceptance of pro) essionalq engineering responsibility solely for the design shown. The suifability 9 and use of this cawing for any s ructure is a responsibility of the uilding Designer per ANSI/TPI 1 Sec.2. Suite 150 For more information see this job's general notes page and these web sites: ALPINE: www.at ineitw.com; TPI: www.tpinst.org; SBCA: www.sbcindustry.com; ICC: www.iccsafe.org Orlando FL, 32837 SEQN: 101757 / JACK Ply: 1 Job Number: N334504 Cust: R 8975 JRef:1 WXd89750090 FROM: LPM Qty: 4 7A5/320 ,182ED,F ,02F ,RH01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 211.20.1438.19360 Truss Label: CA KD / YK 07/29/2020 12 6 � C 43 V Loading Criteria (psi) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-10 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II Des Ld: 37.00 EXP: C Kzt: NA Mean Height: 15.00 ft NCBCLL: 10.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 Spacing: 24.0 " C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Lumber Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP #2 N Bot chord 2x4 SP #2 N Lumber value set "1313" uses design values approved 1/30/2013 by ALSC Wind Wind loads based on MWFRS with additional C&C member design. Additional Notes Refer to General Notes for additional information Provide (2) 0.131"x3.0", min. toe -nails at top chord. Provide (2) 0.131"x3.0", min. toe -nails at bottom chord. 1, 11 "4 11,14 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: N/ Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Code / Misc Criteria Bldg Code: FBC 6th.ed TPI Std: 2014 Rep Fac: No FT/RT:20(0)/l 0(0) Plate Type(s): WAVE M M Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): NA VERT(CL): NA HORZ(LL): -0.000 D HORZ(TL): 0.000 D Creep Factor: 2.0 Max TC CSI: 0.196 Max BC CSI: 0.025 Max Web CSI: 0.000 VIEW Ver: 18.02.01A.0205.19 9'2"5 ♦ Maximum Reactions (Ibs) - . Gravity Non -Gravity Loc R+ /R- /Rh /Rw /U /RL B 143 A A /148 /79 /41 D 11 /-2 A /18 /12 /- C - /-15 /- /27 /32 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Brg Width = 1:5 Min Req = - Bearing B is a rigid surface. Members not listed have forces less than 375# �°aitQii110►hp1 Ns a No, 86367 • w STATE OF cc,�w ro s °oc®e° o �+J se#e`oN+A� `� FL REG# 278, Yoonhwak Kim, FL PE #86367 07/29/2020 "WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! —IMPORTANT'* FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS quire extreme care in fabricating, handling,shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building t Safety Information, byY TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary. BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a pro pperly Id ceiling Locations shown for permanent lateral restraint of webs shall have bracinginstalled per BCSI sections B3, B7 or 810, e._ AppTy plates to each face. of truss and position as shown above and on the JoinfDetaiis, unless noted otherwise. f7efer to Alpine, a division of ITV truss in conformance w listing this drawing, it and use of this d�av For more information see this rI PI 1, or for ' handling, shipp acceptance of proresslor any structure is the respor :ral notes page and these web sites: this drawing,any failure to build the on this drawing or cover page . he design shown. The suifabllity ALPINEO 6750 Forum Drive Suite 305 Orlando FL, 32821 SEQN: 101763 / JACK Ply: 1 Job Number: N334504 Cust: R 8975 JRef:1WXd89750090 T27 ! FROM: LPM Qty: 4 7A5/320 ,182ED,F ,02F ,RH01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 211.20.1438.21466 Truss Label: CAA / YK 07/29/2020 12 6 � C 43 V Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-10 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II Des Ld: 37.00 D Des d:: EXP: C Kzt: NA Mean Height: 15.00 ft .00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 Spacing: 24.0 " C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Lumber Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP #2 N Bot chord 2x4 SP #2 N Lumber value set "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. 11 "4 1 BT© 11 "4 Snow Criteria (Pg,Pfin PSF) Pg: NA Ct: NA CAT: NF Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Code / Misc Criteria Bldg Code: FBC 6th.ed 201 TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): WAVE co M Defl/CSI Criteria PP Deflection in too Udefl U# 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 9'2"5 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ /R- /Rh /Rw /U /RL B 143 /- /- /148 f79 /41 D 11 /-2 /- /18 /12 /- C - A15 A /27 /32 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Members not listed have forces less than 375# �o a� Aq 4�CE Ns6�� `,rr��� ® No. 56367 STATE OF 1, 4q • a � *toe tA L �' �°bi6�lia9►►ti��, FL REG# 278, Yoonhwak Kim, FL PE 486367 07/29/2020 **WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathingg and bottom chord shall have a properly attached ri id ceiling Locations shown for ermanent lateral restraint of webs shall have bracin insjalled per BCSI sections B3, B7 or B10, as applicable. Apply plates to each face oftrussand position as shown above and on theJoin Details, unless noted otherwise. Refer to drawings 160A-Z for standard plate positions. Alpine, a division of ITW Buildina Components GrouD Inc. shall not be responsible for anv deviation from this drawing any failure to build the ALPINE M MOOMPAW 6750 Forum Drive Suite 305 Orlando FL, 32821 1 PI 1, or for handling,shippir acceptance of roTessfon< any structure is the respons more on this drawing or cover page. Ie design shown. The suitability TPI 1 Sec.2. CA: www.sbcindustrv.com: ICC: www.iccsaf Job Number: N334504 Ply: 1 SEQN: 1678 / T22 / HIP_ Cust: R8975 JRef: 1WXd89750090 ,7A5/320 ,182ED,F ,02F ,RHO1 / 1828/CALI/4EBB ELEV.D/F Qty: 2 FROM: HMT DrwNo: 211.20.1438.15039 Truss Label: HJ7 KM / YK 07/2912020 T 4°3 y 1'5" 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 Des Ld: 37.00 EXP. C 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 a: 3.00 ft Loc. from endwall: NA GCpi: 0.18 Wind Duration: 1.60 Lumber Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP #2 N Bot chord 2x4 SP #1 Webs 2x4 SP #3 Lumber value set "1313" uses design values approved 1/30/2013 by ALSC Loading Hipjack supports 6-11-8 setback jacks with no webs. Wind Wind loads and reactions based on MWFRS. 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"l 1 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 Std: 2014 Rep Factors Used: No FT/RT:20(0)/10(0) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): 0.046 F 999 240 VERT(TL): 0.129 F 999 240 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 VIEW Ver: 17.02.02A.1213.21 �,r�iilt911111�1'� NON, a No. 66367 s STATE OF 9'10"1 ♦ Maximum Reactions (Ibs) Loc R /U /Rw /Rh /RL /W B 388 /206 /- /- /- /10.6 E 353 /75 /- /0 /0 /1.5 D 216 1179 /- /- /- /1.5 Wind reactions based on MWFRS B Min Brg Width Req = 1.5 E Min Brg Width Req = - D Min Brg Width Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. B - C 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 4aNAo li,NNO FL REG# 278, Yoonhwak Kim, FL PE 486367 07/29/2020 "WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI an SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a propperly attached rigid ceiling Locations shown forpermanent lateral restraint of webs shall have bracingg Installed per BCSI sections B3, B7 or 810, 111611 as applicable. Apply plates to each face of truss and position as shown above and on the Joini Details, unless noted otherwise. Defer to ALPINE drawings 160A-Z for standard plate positions. Alpine, a division of ITW Building Components Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the M,rrWCOWMlY truss in conformance with ANSI/TPI 1, or for handling, shippiniq, installation and bracing oftrussesA seal on this drawing or cover page 2400 Lake Orange Dr. listing this drawingq indicates acceptance of pro) essiona engmeerin responsibility solely for the design shown. The suitability and use of this drawing for any structure is the responsibility of the Building Desigrier per ANSI[TPI 1 Sec.2. Suite 150 For more information see this job's general notes page and these web sites: ALPINE: www.a;pineitw.com; TPI: www.tpinst.org; SBCA: www.sbcindustry.com; ICC:wwwAccsafe.or Orlando FL, 32837 SEON: 101548 / HIP_ Ply: 1 Job Number: N334504 Cust: R8975 JRef:1WXd89750090 T17 / FROM: LPM Oty: 2 7A5/320 ,182ED,F ,02F ,RH01 / 1828/CALII4EBB ELEV.D/F DrwNo: 211.20.1438.19330 Truss Label: HJ3 KD / YK 07/29/2020 Loading Criteria (psi) 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 " 12 C 4.24 T 10'2"6 B c� N 81811 A D �-- 1 r5rr 4'2"3 4'2"3 Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: NA GCpi: 0.18 Wind Duration: 1.60 Lumber Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP #2 N Bot chord 2x4 SP #2 N Lumber value set "1313" uses design values approved 1/30/2013 by ALSC Loading Hipjack supports 2-11-8 setback jacks with no webs. Wind Wind loads and reactions based on MWFRS. Additional Notes Refer to General Notes for additional information Provide (2) 0.131 "x3.0", min. toe -nails at top chord. Provide (2) 0.131"x3.0", min. toe -nails at bottom chord. Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: N/ Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Code / Misc Criteria Bldg Code: FBC 6th.ed 201 TPI Std: 2014 Rep Fac: No FT/RT:20(0)/10(0) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): NA VERT(CL): NA HORZ(LL): 0.001 D HORZ(TL): 0.002 D Creep Factor: 2.0 Max TC CSI: 0.120 Max BC CSI: 0.074 Max Web CSI: 0.000 VIEW Ver: 18.02.01A.0205.19 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ ! R- / Rh / Rw / U / RL B 84 /- /- /- /45 /- D 28 /- /- /7/- C 64 /- /- /- 148 /- Wind reactions based on MWFRS B Brg Width = 10.6 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Members not listed have forces less than 375# q,,,`ii WA `�i11111111i/D�/ w V No. 86367 a► • G .�. • STATE OF e zid Ole �Iio ;�a�V A�. �� ��1411111111b0 FL REG# 278, Yoonhwak Kim, FL PE 486367 07/29/2020 "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT'* FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlingshipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted dtherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a progerly attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or 810, as applicable. Apply plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Defer to ALPINE drawings 16OA-Z for standard plate positions. Alpine, a division of ITW Building Components Group Inc., shall not be responsible for any deviation from this drawing,any failure to build the ANrrwcOMPANY truss in conformance with ANSIrfPI 1, or for handling, shippinq, Installation and bracing of.trussesA seal on this drawing or cover pafge .. 675o Forum Drive listing this drawingq indicates acceptance of pro) essiona. engineering responsibility solely for the design shown. The sui ability Suite Fos and use of this drawing for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. For more information see this job's general notes page and these web sites: ALPINE: www.al ineltw.com; TPI: www.tpinst.org; SBCA: www.sbcindustry.com; ICC: www.iccsafe.org Orlando FL, 32821 Gable Stud Reinforcement Detail ASCE 7-10: 160 mph Wind Speed, 15' Mean Height, Enclosed, Exposure C, Kzt = 1.00 Or, 140 mph Wind Speed, 15' Merin Height, Partially Enclosed, Exposure C, Kzt = 1.00 Uri 140 mph Wind Speed, 15' Mean Height, Enclosed, Exposure D, Kzt = 1.00 Uri 120 mnh Wind Snppd- 19, Mp Holnh+. Pn +Intl., Fr. i—.d C......n vim+ - i nn S 2x4 Brace Gable Vertical Spacing Species Grade No Braces (1) ix4 'L' Brace k (1) 2x4 'L' Brace se (2) 2x4 'L' Brace slim (1) 2x6 'L' Brace m (2) 2x6 'L' Brace was Group A Group B Group A Group B Group A Group B Group A Group B Group A Group B #1 / #2 3' 10' 6' 7' 6' 10, 7' 9' 8' 1' 9' 3' 9' 7' 12' 2' 12, 8' 14' 0' 14' 0' U S P P #3 3' 8' 5' 9' 6' 2' 7' 8' 7' 11' 9' 1' 9' 6' 12, 0' 12' 6' 14' 0' 14' 0' HF Stud 3' 8' 5' 9' 6' 1' 7' 8' 7' 11' 9' 1' 9' 6' 12' 0' 12' 6' 14' 0' 14' 0' O Standard 1 3' 8' 4' 11' 5' 3' 6' 7' 7' V B' 11' 9' 6' 10' 4' 11' 1' 14' 0' 14' 0' #1 4' 0' 6' 8' 6' 11' 7' 10' 8' 2' 9' 4' 9' 8' 12' 4' 12' 9' 14' 0' 14' 0' J 11 S P #2 3' 10' 6' 7' 6' 10' 7' 9' 8' 1' 9' 3' 9' 7' 12' 2' 12' 8' 14' 0' 14' 0' #3 3' 9' 5' 3' 5' 7' 6' 11' 7' 5' 9' 2' 9' 7' 10, 11' 11' 8' 14' 0' 14' 0' d 1 P Stud 3' 9' 5' 3' 5' 7' 6' 11' 7' 5' 9' 2' 9' 7' 10' 11' 11' 8' 14' 0' 14' 0' Standard 3' 6' 4' 7' 4' 11' 6' 2' 6' 7' 8' 4' a, 11' 9' 8' 10' 4' 13' V 14' 0' U _ #1 / #2 4' 5' 7' 6' 7' 9' 8' 10, 9' 3' 10' 7' 1 11' 0' 13' 11' 14' 0' 14' 0' 14' 0' _ S P P #3 4' 2' 7' 1' 7' 9' 8' 9' 9' 1' 10' 5' 10, 10, 13' 9' 14' 0' 14' 0' 14' 0' U L I [ H Stud 4' 2' 7' 1' 7' 6' 8' 9' 9' 1' 10' 5' 10, 10, 13' 9' 14' 0' 14' 0' 14' 0' O Standard 4' 2' 6' 1' 6' 5' 8' 1' 8' 8' 10' 5' 10, 10, 12, 8' 13' 7' 14' 0' 14' 0' #1 4' 7' 7' 7' 7' 11' 9' 0' 9' 4' 1W 8' 11' 1' 14' 0' 14' 0' 14' 0' 14' 0' S P #2 4' 5' 7' 6' 7' 9' 8' 10, 9' 3' 10' 7' 11' 0' 13' 11' 14' 0' 14' 0' 14' 0' #3 4' 4' 6' 5' 6' 10' 8' 6' 9' 1' 10' 6' 10, 11' 13' 4' 14' 0' 14' 0' 14' 0' �1 D P L Stud 4' 4' 6' 5' 6' 10' 8' 6' 9' 1' 10' 6' 10, 11' 13' 4' 14' 0' 14' 0' 14' 0' Standard 4' 2' 5' 8' 6' 0' 7' 6' 8' 0' 10' 2' 10' 10' 11' 10' 12' 7' 14' 0' 14' 0' #1 / #2 4' 10' 8' 3' 8' 7' 9' 9' 10' 2' 10' 7' 12' 1' 14' 0' 14' 0' 14' 0' 14' 0' d _ S[- P r #3 4' 7' 8' 2' 8' 5' 9' 8' 10, 0' 11' 6' 12' 0' 14' 0' 14' 0' 14' 0' 14' 0' l� U I_ _I r Stud 4' 7' 8' 2' 8' 5' 9' 8' 10, 0' 11' 6' 12' 0' 14' 0' 14' 0' 14' 0' 14' 0' O f ll Standard 4' 7' 7' 0' 7' 5' 9' 4' 10, 0' 11' 6' 12' 0' 14' 0' - 14' 0' 14' 0' 14' 0' X #1 5' V 8' 5' 8' 8' 9' ill 10' 3' 11' 9' 12' 3' 14' 0' 14' 0' 14' 0' 14' 0' d S P #2 4' 10' 8' 3' 1 8' 7' 9' 9' 10' 2' 11' 7' 12' V 14' 0' 14' 0' 14' 0' 14' 0' #3 4' 9' 7' 4' 1 7' 10' 9' 8' 10' 1' 11' 7' 12' 0' 14' 0' 14' 0' 14' 0' 14' 0' �--t D P L Stud 4' 9' 7' 4' 1 7' 10' 1 9' 8' 10' 1' 1 11' 7' 1 12' 0' 14' D' 14' 0' 14' 0' 14' 0' Standard 4' 7' 6' 6' 1 6' 11' I 8' 8' 9' 3' 1 11' 6' 1 12' 0' 13' 7' 14' 0' 14' 0' 14' 0' About able Truss Diagonal brace options vertical length may be T doubled when diagonal 18• brace Is used. Connect diagonal brace for 600# •L• at each end. Max web Brace PPPp total length Is 14'. 2x6 ]IF #2 or better diagonal I tl 1 /12 Vertical length shown brace) single T_ In table above. 45' or double cut (as shown) at 8, L 9 )K p 1 6 7 upper end. o on�uous'Benring ^^a Connect diagonal nt ® O midpoint of vertical web. Refer to chart abc>�PC{'l>' mn e t al left - "WARNMesse READ AND FRLaw ALL NQTES Oi THIS DRAWDIO sw-WGRTANTww FURRMH THIS DRAWING TD ALL CONTRACTORS IItCluDING THE INSTALLERS. a� Trusses requl^e extreme care N fabricating, handing shipping, Installing and bracing Refer to andl'p ®8 v X" folloe the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) for safety practices prior to performing these funetlons. Installers shall provide temporary 6rndng per BCSL Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached rigid calling. Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSL sections B7 or BOO, as applicable. Apply to each face {{ Ot��� 5, (4 d S 4 ® .,• �t+Sl� p + l y V �J�v d I�LJJ I�l�\\V'll V prates the Re truss and position -Z shown above and on the Joint Details, unless noted otherwise. Refer to drawings 160A-Z forstandard plate positions. HH �dAe1++4,a �11�� AN RW COMPANY Alpine, a division of ITV Building Components Group Inc. shall not be responsible for any devlatlon from this drawing, any failure to build the truss In conformance with ANSI/TPI 1, or for hnndUng, shipping, I.. on 6 bratlng of trusses. A seal on this drawing or cover page I6Hng this drawing, indcates acceptance of professional \i 13723\ Riverpartl Drive II Suite\200 engYteerkg responsibltty solely for the design shown The sultabNty and use of this drawing for any structure Is the respons6iBlty of the Building Designer per ANSI/TPI L Sec2. \\Maryland\ Heights,\MO\63043 For more Information see this Job's general notes page and these web sites ALPIW, www.alpineltwconl TPh ow.tpinst.orgl SBCAj w—sbcindustry.orgl IM—.1—safe.org C Bracing Group Species and Grades) Group At S ruce-Plne-Flr Hem-Flr #I / #2 Stnndnrd #2 Stud #3 Stud #3 Standard Dou ins Fir -Larch Southern Plnewww #3 #3 Stud Stud Standard Standard Group BI Hem -Fir #1 &Btr #I Do',," u I Fir -Larch Southern Plnewww #1 #1 #2 #2 Ix4 Braces shall be SRB (Stress -Rated Board). mmFor Ix4 So. Pine use only Industrial 55 or Industrial 45 Stress -Rated Boards. Group B values may be used with these orades. Gable Truss Deto ll Notes+ Wind Load deflection criterion Is L/240. Provide uplift connections for 75 plf over continuous bearing (5 psf TC Dead Load). Gable end supports load from 4' 0' outlookers with 2' 0' overhang, or 12' plywood overhang. Attach 'L' braces with 10d (0.128'x3.0' min) nails. W For <1) 'L' braces space nails at 2' o.c. In IS' end zones and 4' o.c. between zones. iK )Wor (2) 'L' braces, space nails at 3' o.c. In IS' end zones and 6' o.c. between zones. 'L' bracing must be a minimum of 80% of web member length. Gable Vertical Plate Sizes + Refer to common truss design for peak, splice, and heel plates. Refer to the Building Designer for conditions not addressed by this detail. REF ASCE7-10-GAB16015 DATE 10/01/14 DR W G A16015ENC101014 Vertical Len tin No S lice Less than 4' 0' 2X3 Greater than 4' 0', but less than Il' 6' 3X4 Greater than Il' 6' 4X4 TOT. LD, 60 PSF X. SPACING 24,0' R/42MOR78, Yoonhwak Kim, FL PE #86367 Gable Stud Reinforcement Detail ASCE 7-10i 180 mph Wind Speed, 15' Mean Height, Enclosed, Exposure C, Kzt = 1.00 Or, 160 mph Wind Speed, 15' Mean Height, Partially Enclosed, Exposure C, Kzt = 1.00 Or, 160 mph Wind Speed, 15' Mean Height, Enclosed, Exposure D, Kzt = 1.00 Or, 140 mnh WinH Cnoori. 15' No— Holnh+ Par+I,.II., P,, i , A C.,..,..,. n v - i nn S 2"Brace Gable Vertical Spacing ISpecles I Grade No Braces (1) lx4 'L' Brace w (1) 2x4 'L' Brace s (2) 2x4 'L' Brace wl (1) 2x6 'L' Brace x (2) 2x6 'L' Brace ■ Group A Group B Group A Group B Group A Group B Group A Group B Group A Group B #1 / #2 3' 6' 6' 0' 6' 3' 7' 1' 7' 4' 8' 5' 8' 9' 11' 1' il' 7' 13' 3' 13, 9' U S P #3 3' 4' 5' 1' 5' 5' 6' 9' 7' 3' 8' 4' 8' 8' 10, 7' 11' 4' 13' 1' 13' 7' - L II— Stud 3' 4' 5' 0' 5' 4' 6' 9' 7' 2' 8' 4' 8' 8' 10, 6' 11' 3' 13' 1' 13' 7' f� r Standard 3' 4' 4' 4' 4' 7' 5' 9' 6' 2' 7' 10' 8' 5' 9' 1' 9' 8' 12' 4' 13' 2' #1 3' 8' 6' 1' 6' 4' 7' 2' 7' 5' 8' 6' 8' 10, 11' 3' 11' 8" 13' 4' 13' 11' k S P #2 3' 6' 5' 9' 6' 2' 7' 1' 7' 4' 8' 5' 8' 9' 11' 1' 11' 7' 13' 3' 13' 9' #3 3' 5' 4' 7' 4' 10' 6' 1' 6' 6' 8' 2' 8' 9' 9' 6' 10' 2' 12' 11' 13' 8' d o,jStud P 3' S' 4' 7' 4' 10' 6' 1' 6' 6' 8' 2' 8' 9' 9' 6' 10' 2' 12' 11' 13' 8' Standard 3' 1' 4' 0' 4' 3' 5' 4' 5' 9' 7' 3' 7' 9' 8' 5' 9' 0' 11' 5' 12' 3' U #1 / #2 1 4' 0' 6' 10' 7' 2' 8' 1' 8' 5' 9' 8' 10, 1' 12' 9' 13' 3' 14' 0' 14' 0' - S P F #3 3' 10' 6' 2' 1 7' 2' 8' 0' 8' 4' 9' 7' 9' 111 12' 7' 13' 1' 14' 0' 14' 0' U III— Stud 3' 10' 6' 2' 6' 7' 8' 0' 8' 4' 9' 7' 9' 11' 12' 7' 13, 1' 14' 0' 14' 0' QJ O I� r Standard 3' 10' 5' 4' 5' 8' 7' 1' 7' 7' 9' 7' 9' li' ill 1' 11' ill 14' 0' 14' 0' #1 4' 3' 7' 0' 7' 3' 8' 3' 8' 6' 9' 9' 10' 2' 12' 11' 13' 5' 14' 0' 14' 0' S P #2 4' 0' 6' 10' 7' 2' 8' 1' 8' 5' 9' 8' 10, 1' 12, 9' 13' 3' 14' 0' 14' 0' #3 3' I1' 5' 7' 5' 11' 7' 5' 7' I1' 9' 7' 10, 0' 11' 8' 12' 6' 14' 0' 14' 0' CU D P L Stud 3' 11' 1 5' 7' 5' 11' 7' 5' 7' 11' 9' 7' 10, 0' 11' 8' 12' 6' 14' 0' 14' 0' Standard 3' 9' 4' IS' 5' 3' 6' 7' 7' 0' 8' 11' 9' 6' 10' 4' 11' 1' 14' 0' 14' 0' #1 / #2 4' 5' 7' 7' 7' 10' 8' 11' 9' 3' 9' e' 11' 1' 14' 0' 14' 0' 14' 0' 14' 0' d _ S P P #3 4' 3' 7' 2' 7' 7' 8' 10' 9' 2' 10' 6' 10, ill 13' 10' 14' 0' 14' 0' 14' 0' U L_I P Stud 4' 3' 7' 1' 7' 7' 8' 10, 9' 2' 10' 6' 10' 11' 13' 10, 14' 0' 14' 0' 14' 0' OH Standard 4' 3' 6' 2' 6' 6' 8' 2' 8' 9' 10' 6' 10, 11' 12' 10' 13' 9' 14' 0' 14' 0' X #1 4' 8' 7' 8' 7' 11' 9' 0' 9' 5' 10, 9' 11' 2' 14' 0' 14' 0' 14' 0' 14' 0' d S P #2 4' 5' 7' 7' 7' 10' 8' 11' 9' 3' 10, 8' 11' 1' 14' 0 14' 0' 14' 0' 14' 0' #3 4' 4' 6' 5' 6' 10' 8' 7' 9' 12' 10' 7' 11' 0' 13' 5' 14' 0' 14' 0' 14' 0' r� r D r L Stud 4' 4' 6' S' 6' 10' B' 7' 9' 12' 10' 7' 11' 0' 13' S' 14' 0' 14' 0' 14' 0' Standard 4' 3' 1 5' 8' T 6' 1' 1 7' 7' 1 8' 1' 10' 3' 1 10' 11' 11' 11' 12' 9' 1 14' 0' 1 14' 0' Bracing Group Species and Grades - Group At S ruce-Plne-Fir Hen -Fir #L / #2 Standard #2 Stud #3 Stud 1 1 #3 listnndnrd Dou las Flr-Larch Southern Plnewlww #3 #3 Stud Stud Standard Standard Group Bt Hen -Fir #1 & Btr #1 Dou ins Flr-Larch Southern Plnewlww #1 ki #2 #2 ix4 Braces shall be SRB (Stress -Rated Board), ■:Far Ix4 So, Pine use only Industrial 55 or Industrial 45 Stress -Rated Boards. Group B values may be used with these rades. 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). Goble end supports load from 4' 0' outlookers with 2' 0' overhang, or 12' plywood overhang. About j'E Attach 'L' braces with 10d (0.128'x3.0' min) nails. tl6able Truss W For (1) 'L' brace- space nails at 2' o.c. In 18' end zones and 4' o.c. between zones. Diagonal brace optloni )K)KFor (2) 'L' braces, space nits at 3' o.c. verticnl length may be In 18' end zones and 6' o,c. between zones. doubled when diagonal 18, W 'L' bracing must be a minimum of 80X of web brace Is used, Connect L member length. diagonal brace'for 775# •L• ���QjIPi►1�� at each end. Max web Brace 1�/.r Gable Vertical Plate Sizes total length Is 14', Vertical L 2x6 DF-L or I , q 6 k r'���Pi Less than 40tin ' No 21ce better diagonal Greater than 4' 0', but I 4X4 Vertical length shown brace) single 18, p q0a less than 10' 0' In table above, or double cut ® ,0 45' (as shown) at L 1 „ a 7 p + Refer to common truss design for upper end. peak, splice, and heel plates. Connect diagonal at on�luous'Bearing 1,79 Refer to the Building Designer for conditions midpoint of vertical web. Refer to chart abd A ma e t o.l lett ,o not addressed by this detail.. aVARNDI(i.a READ AND FV10V ALL KM ON THIS DRAVDG v 'b oDP[IRTANTrw FURNISH THIS DRAWING TO ALL CONTRACTORS INdUDDIG THE INSTALLERS.P A A r"'gJ- REF ASCE7-10-GAB18015 Trusses require extreme care In fabrkating, handling, shipping, Installing and bracing. Refer to and @ � of 11ZV 0 £alto. the latest edltlon of BCSI (Binding Component Safety Information, by TPI and SBCA) for safety �J � DATE 10/01/14 practices prior to performing these functions. Installers shall provide temporary bracing per BCSI,5, ('� ®�b � unless noted otherwise, tap chord shall have properly attached structural sheathing and bottom chord C lam) ('� DRWG A18015ENC101014 shall have a properly attached rigid ceiling. Locations shown for permanent lateral restraint of webs®j flJ Ji�1 shall have bracing Installed per BCSI sections B3, B7 or B10, as applicable. Apply plates to each face O d I'�rLUJ'�JJ of truss and position as sham above and m the Joint Detalls, unless noted otherwise. I/�A'+'��"e1oA U Refer to drawings 16CA-Z for standard plate positions. Atpine, a division of ITV Building Components Group Inc, shall not be responsible for any deviation from AN RWCOMPANY this drawing, any failure to build the truss In conformance with ANSI/TPI 1, or for handling, shipping, InstallationMA TOT, LD, 60 PSF t bracing of trusses. A seal on this drawing or cover page Usting this dravi g, Indicates acceptance of professional 1113723\ RiverpoA\ Drive en gineering responsibility solely for the design sham The suitability and use of this drewFq \ \ Suite\ 200 far any structure Is the responslAtty of the Building Designer per ANSVTPI 1 Sec2. \ \ Maryland\ Heights,\ MO\ 63043 For more Information see this Job's general notes page and these web sites, ALPIND wwwatpineitwCom) TPI, www.tpinstorgl SBCA, .rwsbdndustry,orgi ICO wwwJccsafe.o AX, SPACING 24,0' 79. Yoonhwak Kim_ FT. PF. #96167 'T' Reinforcing Member Gable Truss Gable Detail For Let -in VPrtirnl<,- Gable Truss Plate Sizes pproprlate Alpine gable detail for e sizes for vertical studs. Engineered truss design for peak, ,b, and heel plates, vertical plates overlap, use a ,te that covers the total area of lapped plates to span the web, e, 2X4 2X4 2X8 t'rovide connections for uplift specified on the engineered truss design, Attach each 'T' reinforcing member with End Driven Nnils- 10d Common (0,148'x 3',min) Nalls at 4' o,c, plus (4) nails In the top and bottom chords. Toenalled Nallsi 10d Common (0,L48'x3',min) Toenails at 4' o,c, plus (4) toenails In the top and bottom chords. This detail to be used with the appropriate Alpine gable detail for ASCE wind load, ASCE 7-05 Gable Detail Drawings A13015051014, A12015051014, A11015051014, A10015051014, A14015051014, A13030051014, A12030051014, A11030051014, A10030051014, A14030051014 ASCE 7-10 & ASCE 7-16 Gable Detail Drawings AILSISENC100118, A12015ENC100118, A14015ENC100118,�l1�{�� d i>�Prrr A18015ENC100118, A20015ENC100118, A20015END1001 O ,�P> A11530ENC100118, A12030ENC100118, A14030ENC1 3 EMCNO01l A18030ENC100118, A20030ENC100118, A20030EN .,CIF S11515ENC100118, S12015ENC100118, S14015EN 0118 60 3 61�19�jj e� S18015ENC100118, S20015ENC100118, S20015E( I10011% S 0 15P 1 8 S11530ENC100118, S12030ENC100118, S1403052C1001 g, Sly kZ6W 7 S18030ENC100118, S20030ENC100118, S2003 118, S20030PED100118 0 -rg QSee appropriate Alpine gable detail for maxim' unWlnforced§e-Lerticnl l r. STATE OF 'T' Reinforcement Attachment Detail 'T' Reinforcing 'T' Reinforcing Member Member Toe-nall - Or - End -nail To convert from 'L' to 'T' reinforcing members, multiply 'T' increase by length (based on appropriate Alpine gable detail). Maximum allowable 'T' reinforced gable vertical length is 14' from top to bottom chord. 'T' reinforcing member material must match size, specie, and grade of the 'L' reinforcing member, ✓eb Length Increase w/ 'T' Brace 'T' Relnf, Mbr. Size '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 #3 'T' Reinforcing Member Size = 2x4 'T' Brace Increase (From Above) = 307 = 1.30 (1) 2x4 'L' Brace Length = 8' 7' Maximum 'T' Reinforced Gable Vertical Length 1.30 x 8' 7' = 11 ' 2 ' v -WARNING!" READ AND FII.LOV ALL MOTES DI1 TIOS DRAVIN3 P� "DWMTAMTo FURNISH THIS BRAVING TO ALL CDKTRACMRS INCLUDING THE INSTALLERS. WO Trusses require extreme care In fabricating, handling, shipping, Installing and bracing, Refer to and follow the latest edition of SCSI (Building Component Safety Information, by TPI and SBCA) for sofety prior to performing these functions. Installers shall provide temporary bracing per L, noted otherwise, top chord shall have properly attached structural sheathing and bottom cho have a properly attached r181d ceRing. Locations shorn for permanent lateral restraint of webs J or BIO, as applicable. APply plates to each Face shall have bracing Installed per BCSI sections the of truss and position as sham above and on the Joint Detans, unless noted otherwise. Refer to drawings 16CA-Z for standard plate positions. / •REF . C OR10 *Po� (� 0 0 J L1practices / rUnless �Jj tlshall // , d t jb M LET -IN VERT DATE O1/02/2018 DRWG GBLLETIN0118 AN 1TWCOMPANY 11137231 Riverport\Drive \ \ Suite\ 200the Alpine, a division of ITV Building Components Group Inc shall not be responsible for any deviation from this drawing, any fonure to build the truss in confornance with ANSI/TPI 1, or for handling, shipping, Installation & bracing of trusses. A seal on this drawing or cover page lktYg this drawing, Indicates acceptance of professloml Fnginecring�= �It�y�sreetyaty o s The oI i drawing AX, T❑T, LD, 60 PSF DUR, FAC, ANY MAX, SPACING 24,0° \\Maryland\Heights,\Mot 63043 For more Information see this Job's general notes page and these web site - ALPINE- www,alpineitw.coni TPI- wwr.tptnstorgi SBCA- rww,sbclndustry.orgi ICC- rr 'T' Reinforcing Member Gable Truss Gabe Detail For I Pt -in VPrilrnlcz Gable Truss Plntp ShPs ppropriate Alpine gable detail for :e sizes for vertical studs. Engineered truss design for peak, tb, and heel plates. vertical plates overtop, use a Lte that covers the total area of lapped plates to span the web, ei 2*2X4 2X8 Provide connections for uplift specified on the engineered truss design Attach each 'T' reinforcing member with End Driven Nallsi 10d Common (0.148'x 3,',min) Nalls at 4' o.c. plus (4) nalls In the top and bottom chords. Toenalled Nallsi 10d Common (0,148'x3',min) Toenails at 4' o.c. plus (4) toenails In the top and bottom chords. This detall to be used with the appropriate Alpine gable detail for ASCE wind load. ASCE 7-05 Gable Detall Drawings A13015051014, A12015051014, A11015051014, A10015051014, A14015051014, A13030051014, A12030051014, A11030051014, A10030051014, A14030051014 ASCE 7-10 Gable Detall Drawings zilrffo.".� A11515ENC101014, A12015ENC101014, A14015ENC101014,I�AG 51 MA18015ENC101014, A20015ENC101014, A20015END101� A11530ENC101014, A12030ENC101014, A14030ENC1 , A18030ENC101014, A20030ENC101014, A20030EN)�1O �03 S11515ENC100815, S12015ENC100815, S14015E1 1008150 �i`S18015ENC100815, S20015ENC100815, S20015 D1008j5, SP D 0 8 a S11530ENC100815, S12030ENC100815, S140301�1C100@15, 0 7 p S18030ENC100815, S20030ENC100815, S2003&gk0§815, S2003OPED100815 11 W 0 See appropriate Alpine gable detail for maxims unrRlnforced*TeMertical to STATE OF 'T' Reinforcement Attachment Detail 'T' Reinforcing 'T' Relnforcing Member Member Toe -nail - Or - End-nall To convert from 'L' to 'T' reinforcing members, multiply 'T' increase by length (based on appropriate Alpine gable detail). Maximum allowable 'T' reinforced gable vertical length Is 14' from top to bottom chord, 'T' reinforcing member material must match size, specie, and grade of the 'L' reinforcing member. ✓eb Length Increase w/ 'T' Brace 'T' Relnf. Mbr, Size '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 #3 'T' Reinforcing Member Size = 2x4 'T' Brace Increase (From Above) = 307 = 1.30 (1) 2x4 'L' Brace Length = 8' 7' Maximum 'T' Reinforced Gable Vertical Length 1.30 x 8' 7' = 11' 2' oVARt@1G1w- READ AND fOLLOV ALL NOTES ON THIS DRAVRQ �� onworzrANr.■ fl1RIOSN ras mzavRlG TO ALL fa+TRncTQts R+cLODnrG THE 1NSTALL7tS i 0 : , p `�� 0 `� to REF LET -IN VERT Trusses require extreme care In fabricating, handling, shipping, Installing and bracing. Refer to and follow the latest V��O(� ^`A- 1 d O 0 e p `� etDtion of BCSI (Building Component Safety Information, by TPI and SECA) for safety Practices prior to performing these functlon& Installers shall provide temporary bracing per HCSL+� Unless top cif v �1 DATE 10/01/14 DRWG GBLLETIN1014 noted otherwise, chord shalt have property attached structural sheathing and bottom or shall have a property attached rigid ceiling. Locations shown for permanent lateral restraint of webs f //'d1�,1 , lj shall have bracing installed per BCSI sections or E10, as applicable.Plates to each face ��`��,, d the J noted otherwise. of truss and drawings 1 0 -Z shown above and an the Joint Details, unless noted otherwise. Refer to drnwlnOs 160A-Z for standard plate positions. AN r1WCOMPANY Alpine, a division of ITV Bullding Components Group Inc shall not be responsible for any deviation from this drawing, any failure to build the truss In conformance with ANSI/TPI 1, or for handling, shipping, )AX. Installation 4 bracing of trusses. TAT, LD, 60 PSF A seal on this drawing ar cover page Ust6�g this drawing, Indicates acceptance of professional DUR, FAC, ANY \\Suite\ Riverportl Drive Theof *his drawing �� respor5s6Rity of V 1 Suite\ 200 \1Marylantl\Heights,\M0163043 the Building Designer ppeertyANNSI�I 1 SecZ se web ALPINE. www.alptneltrcomlFor more aTIR erw►.tpUe this storg,eSBCAi wwwabclnotes pndustry.o ge and eIM ww.ceshf q78 YDonhwak Kim, FL PE#86367 MAX, SPACING 24,0' Valley Detail - ASCE 7-101 160 mph, 30' Mean Height, Enclosed, Exp, C, Kzt=1,00 Top Chord 2x4 SP #2N, SPF #1/#2' DF-L #2 or better, Bot Chord 2x4 SP #2N or SPF #1/#2 or better. Webs 2x4 SP #3, SPF #1/#2, DF-L #2 or better. Ww Attach each valley to every supporting truss with: (2) 16d box (0.135' x 3,5') nails toe -nailed for ASCE 7-10 160 mph. 30' Mean Height, Enclosed Building, Exp, C, Wind TC DL=5 psf, Kzt = 1.00 Or ASCE 7-10 140 mph, 30' Mean Height, Enclosed Building, Exp, D, Wind TC DL=5 psf, Kzt = 1.00 Bottom chord may be square or pitched cut as shown. Valleys short enough to be cut as solid triangular members from a single 2x6, or larger as required, shall be permitted in lieu of fabricating from separate 2x4 members, All plates shown are ITW BCG Wave Plates, 3X4 12 Max,12 2X4 X4 i— 8-0-0 Max 4X4 20-0-0 (++) Supporting trusses at 24' o,c, maximum spacing, Unless specified otherwise on engineer's sealed design, for vertical valley webs taller than 7-9' apply 2x4 'T' reinforcement, 807 length of web, same species and grade or better, attached with 10d box (0.128' x 3.0') nails at 6' o,c, In lieu of 'T' reinforcement, 2x4 Continuous Lateral Restraint applied at mid -length of web Is permitted with diagonal bracing as shown In DRWG BRCLBANC1014, Top chord of truss beneath valley set must be braced with: properly attached, rated sheathing applied prior to valley truss installation, Or Purlins at 24' o.c, or as otherwise specified on engineer's sealed design Or By valley trusses used in lieu of purlin spacing as specified on Engineer's sealed design, www Note that the purlin spacing for bracing the top chord of the truss beneath the valley is measured along the slope of the top chord, ++ Larger spans may be built as long as the vertical height does not exceed 14'-0'. Pitched Cut Bottom Chord Valley Valle Spacing Square Cut Bottom Chord oe-nailed Valley ® NoJ n. • r M 9 fl 2X4 Stubbed Valley End Detail 0 4X4 --�Tf Optional Hip Joint Detail n I T ,u�s1e� Partial Framing Plan "VARNDM .. READ AND FEILL13V ALL NGTES ON THIS BRAWDO —DPQ2TANT— FURNM THIS DRAWING TO ALL C13NTRACMRS D�iCLMIM THE DWALLERS. o 0 1 M i L vr' d' d a�� Q q�L 30 30 40PSF REF VALLEY DETAIL Trusses require extrene care In fabricating, handling, shipping, InstalUng and bracing. Refer to and follow the latest edition of SCSI (Huttlhg Component Safety Information, by TPI and SBCA) for safety n �+ ��'��. a Qi"5��'Y i�Dt 20 15 7 PSF DATE 10/01/2014 practices prior to performing these funcdans. Installers shall provide temporary bracing per Unless top A ®• ®� DRWG VAL160101014 noted otherwise, chord shall have properly attached stwcturnl sheathing and hotton chord shall have a property attached rigid celling• Locations shown for pernanent Lateral restraint of webs shalt have bracing Installed per SCSI sections B3, B7 or B10, as applicable. Apply plates to each face d'� l? �'1 �/ fl�,/1A r /� y {'ij C D 1Q 10 10 PSF �r1� d 1��lU�JrJJ of truss and position as shown above and on the Joint Details, unless noted otherwise. r it }• i IIe�' BC L Q 0 0 PSF 1 Refer to drawings 160A-2 for standard plate positlons. 55 AN 1RWOOMPANY Alpine, a division of ITW Bultding Components Group 1— shalt not be responsible for any deviation from this drawing, any failure to build the truss In conformance with ANSI/TPI 1, or for handling, shipping, TOT, D. 60 57PSF installation 6 bracing of trusses. A seal on this drawing or cover page listing this drawig, indicates acceptance of professional DURF ,1.2511.33 1.15 1.15 \ \ 13723\ Riverport\ Drive f res�porensf� tysolety for the design shown. The suitability and use of this drawing �p°ns�ty of the Bulldig Designer per ANSI/TPI 1 Sec2. \I Suite\200 \\Maryland) Heighls,l MO\63043 Fr nore infornntion see this Job's general notes ppange and these web sitesi ALPDiE� w•walpineltw.canl TPB r•w.tpinstorgi sHCAi wwrshdndustry.argl ILG •wwlccsnfearg SPA ING 24A' PT./+ZWb8, Yoonhwak Kim, FL PE #86367 It VALLEY FRAMING & BRACING DETAIL R BC 1/2 o1 Lumber Size and Grade Minumum Requirements GENERAL NOTES Purlins required 2'-0" O.C. in absence of plywood sheathing. Trusses without sheathing applied must be evaluated accordingly. Purlins should overlap sheathing one truss spacing minimum. In cases that this is Impractical, overlap sheathing a minimum of 6", and nail upwards through sheathing into purlin with a minimum of 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 heels) 40'-0" or less -Maximum valley height: 14'-0" -Maximum mean roof height: 30 feet -ASCE 7-05, 140 mph, Enclosed, Cat 11, Exp B,1=1.0, Kzt=1.0 -Or A Maximum of ASCE 7.10, 180 mph, Enclosed, Exp D, Kzt=1.0 TRUSS TRUSS UNDER VALLEY FRAMING VALLEY RAFTER OR RIDGE ® +CRIPPLE ripples 4'-0" for 30 psf (TL) and 20 psf (TD) Max. :e the Grippes for each row starting from the valleys or sleepers working inward to the ridge board so that cripple locations are gored between rows. TYP) innection Requirement Notes 2x6 rafters to ridge 416d toe -nails Cripple to ridge 416d toe -nails Cripple to rafter 416d toe -nails ('w) 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 Purlin to (Typ) 3 16d toe -nails Truss to blocking 416d toe -nails Truss to cripple 416d toe -nails Truss to cripple 416d toe -nails Cripple to purlin 3 16d toe -nails °��' �`��" r "`r"" " ` "" 4 13. Collar beam to rafter 416d toe -nails CRIPPLE, BRACING, & BLOCKING NOTES NOTE: 16d (0.162"x3.5") COMMON NAILS -2x4 continuous lateral restraint (CLR) min. is required for cripples 5'-O" to 10'-0" long nailed w/ 2 40d (0.148"x3") nails. Or 2x4'T' or scab reinforcement nailed to flat edge of cripple with 10d 50.128"x1l)") nails at 6" o.c. "T' or scab must be 90% of cripple length. Cripples over 10'-0' long requre two CLR's or both faces w/ "T" or scab. Use stress graded lumber & box or common nails. Narrow edge of cripple can face ridge or rafter, as long as the proper number of nails are Installed Into ridge board -Install blocking under rafter if sleepers are not used. -Install blocking under cripples if cripples fall between lower truss top chords and lateral bracing is not used. -Apply all nailing In accordance to current NDS require; Nails are common wire nails unless noted otherwise i EIUs4c- .C� t -W RKD42- READ AND FR1DV ALL NeTES ON Ttos DM%n4(i s w■ 4MCRTWTo nXt? N TV= BRAV84c To ALL l] MACMM a4al M THE MST � Trusses rest i-e extreme care F, febrkntYq, ha d LkV, sNPphp, Installkp and brocYg RefeE 1�or folios the latest edtion of BCSI (Buldkp ConponaM Safety IMormtlon,'by TPI and SBCJ) foC i1 practices prior to perfornkv these functlens. Installers shall provide temporary bmchg perl BCSI. Unless noted other rls., tap chxdd shall have properly attached structural sheathing and bo1A_an cl shall have a properly attached rlpld eelkp. Locations shorn for pertrment lateral restraIntyf. d&�ON Fshall have bracing Installed per BCSI sections B3, ➢7 or B10, ns nppUcable. Appty plates to was f J of truss and postt— as sham above and on the JdM Betolls, unless noted otherwise, Refer to drawkVs 160A-Z for sinMard plate posnhns. Alpk», a dlvlslon of ITV Buldng Components Croup Inc shall rot be responsble for any devlatloXj AN ITWCDMPANY this d"awkq, any folure to build the teas In conforname with ANSI/TPI 1, or for har4kg, shlppift k,stollnt4on t brodng of trusses. A seal on this\dwwkp or cover page UstkV SNs d^awho, kd/eates o ptame of professional enpFr ee+ip �vr Orbd Zt solely for the design shown The WtoMlty ord use of IhW d-a•k,p 133B9Lakehont Drive for any sic Is the rerporKEltty of the 9LdY,g Dasl r_ per ArtSI/TPt 1 S—P Earth City. MO 63045 Far — Information see this Job's general notes pegs and these web it— ALPINFi we—IDkwltw4o TPB www.tokat.org, SBCN www. n-dustrv— IM ew•.k c-fe-ra STATE OF Q 0 R IOpe• NNAL (A) (B) (") TC LL 20 30 40 54 TC DL 10 20 7 7 BC DL 0 0 0 0 BC LL 0 0 0 0 TOT. LD.30 50 47 61 DUR. FAC. 1.25/1.15 SPACING SEE ABOVE REF VALLEY FRAMING DATE 10/01/14 DRWG VACNVI801015