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Home My WebLink AboutTruss Engineering PackageENGINEERING PACKAGE Builder: Project: Model/Building: Lot Alt: Lot: _ ? W._ _ �� Brack: �M_.._ �_. Unit: v . 1 Address: JobNumber: [N362326 y � Revision Date: New Load #: JL01 CARPENTER CONTRACTORS OF AMERICA, INC 3900 AVENUE G. N.W. WINTER IIAVEN, FLORIDA 33880 PH (800) 959-8806 FAX (941) 294-7934 ALPINE� M, FTW c6mmw MOrcb T-3,:20.11 Or.. b04 Michaeliis Carpenter Contractors of America,: Iris. Avenue r) A�e G., NorthwestNorthwest-390. .. wiht&.HdvOh,:;FL .33.680-6201 'Re: Alternative -in't'61 lafions..'for6-sinjli�olg.cpm.'6dt�j,§s%Vithaw Jess than the hanger width, s ie I oad:-' 6. rf'To 9 -A wbod..hlbicking tQ.-9ch_. VO fUl dP$ign I. - , value: -fd -face-.. uhted:han-er' ttadhib6nt :an -a'off6 ply .supporting girder* (Reference detail WA3M2).,. qpqr Bob., For `a n sjqjl..a,Q re(abdqatediack- -sbablruss: (?")'.for woodfiller b16 kin The dbprd sites,;qhord..gTadas, and A1pinb:bdhn at6(s) to - be the. same as the singkPly-car.Qtru§s.Thepr&faUHcate jpck.&Eb truss have a. minimum. jqn-g#i of 48" and Will have a. minimum .pitch.:of-5/1 2.., The single ply. card I eO:'trqss;shajl havo.-A reapflon of 3, . 500 or less.Ai . ta0l� . profaO60aiedj .ack-s'cab:fruss. with.U6. (Z) rows0of O'428"XIM' GCin Mails at2' Simpson 201,9-,.-page 216t Figqrg-,'-2�,fqr more information; Figure 21 Fora tirIgIb- ieqOirds wood blooking to,'�idhlVelftill design lo�ad, Valu6-for face -mounted 'han -qftarh qpp Wqpo. �Ibck to'the . back face of. the 6ihgle::pl'y gkrd�kr with . the. s�p(.-Oe size I Z6 anid. 9.qrs .. -, *..,' 1 : * 4"', �.. , '". * girder dyade..ds'thei bottom.- Obtd. OfthO- single -ply girder - The wood block 1660.th to 46. 'such that the -wood blocking; extends to eaqadjade'nt'panel pQ'ihts:(*615�-.;�fid b6tt6m ch6r.,.d intersections):; Attach wood "rows. b: .1 28�'� x3. 0" Gun Nails dttr- p ow, staggptec[ 3.0"' applied to: the block (*)'with two. .2 U. per 6760'Forumlorive Suitq 505, bdando. ft 3282.! 0 wwmalpineitw-mom f, ALPINE .AW"COMF�M single -ply, -girder face, with. an- additional (20) 0J-.2$.N3'-W'Qun'*-Na0s at-,epch: . p .jy panel applied tolhe, pirit. app Wood blo c k fabe (S6e FigtJ63%;Z b-elb.*)..P-Iease; refer to tiie Simpson Strong=Te Catalog C-C201*91 pade 216-,. fljoiVe-Ifor more irikiftnaboh. Odyfe 2 .......... The application of prdfabhb'ated k" scab. tf.§s fog wood fill&blocki'h'g:b*r wood blocking -tp. achieve fdll jac sca . u .9 .. ... design load value for fa!qe;-rpqunt 6d haingqrs must be -approved by the. ha.rdware m4nufpdUrer: nail 6_onnedfibn9'md8t be. suitibiL:inttd,oteV6ht.tplitffhg of If I canbe of any figther assistance. -or if you have anyqi4estions, please7give, -me acall. N. 9'. 8- 6. 1.: STATE TAT 'Chief Enginivet* Alpine 1-rw. Company ....P.ny, Engineering j)OP;44mebt. OHando, FL ffm 6750Tb'r'-um- DaV&Suite "-306',;Of.lafid6,. F02821 - (POQ.).5,21.9790 - (863) 422- - 8685 W. ,.w wlivitw-Om . �pi �pi , " ALPINE M"Ca?-%kW A.on] 26,2019' Mr. Bob Michaelis Carpenter Contractors -of.At.ne"rib;Ef, Inc. 39.0.0 Avenue qr. .3.4 Northwest .. .. Wihtet Haven, FL 33880-6201� Dea.r. Bob,. Rd. Str6n.Obabk bridgihq. 6h fbbftrussO. I understandAhete. is —some. boh&6m over oUrfeddrnm6ndati6ns f6rstrofigbpok bridging onroof trus-ses. tfi_ongbAqk bridging for roof trusses is not.a .requirement pf:At4�Sj=TR! 2014 nor is it a requirementofthe BUIldirIg Comporiont -Safety, Inf6rmation stroogback . bricloffig%, 66 roof- AT.u§§es is - -re 0 �d America ing=tmo. recommended -r!Gc h actors fUncfi&ns; - idging aligp!� the bottom -chords after th-pyz are. setso-tbpy ap 4nif pralong. .m.. g the, tpllihg rind and - m'fflng--sorvice-abl T-Woj bridging redu.ces r. a ived6flecti'Oh .6f. adjAb&btAfUss6s, Strongbackbridgin§*.,dobs-tiot.-pr6Vent-prreiduciBF.ovetailI indiVidual deflection, e§pe6iall,�-a'n"'y'�'66ftUi�969, .... .. . ....... .:..: " , than 114" inch. Sirongback- bridging in roof. trusses does 'not serve -6s 06ftnAfibilt: brqqing :and is not. or design loads. eque ,gp dpsido l6ads—hay. .intended td.dl,§t6Uid 'between i(U$ses. C-Ons* ntl� been * n accounted f6.r-*with this. detdil and dohtihUbLis- str6hoback i�hdUlcl'iiot -bb .-�ttt6cihdd betW6eft- comMon and :girder trusses. Th '. Use :of stro ' b k bridging* ing* shall not. Inierfere with other desig n cbrisidefatl6h's as specified b�y''the Em Jh* r'bf Record br t46. Building. Desi9 ner. . Th& outer iahcls of the kroq4** bridging shall haIl be attoched. to a wall or another -.secure end. restraint; -of a. . ,s-spe cified'.Py th6 5rigMeeir'' of R&botd &IW 8dildino..136sijbdr, Sfr6nigjbiack bridging shall be 'a minimum -.Of. 2X6 -horbihaf tum,'bd. r. ohoht6cl -With the depth voitioaL Attach with c (0.16Z!x3:5 th (3) f8d :common. nails naift 4t, each intersecting sn"ember. When -extending e- -strongbatic bridging overlap by. Af. a.miniMum of two .trusses, The-:1ocatim of the�. qtrongback: bridging:maybe specified :bV*the,-Truss . Maritjtiaut.Lmr-,. E.,hghe&r* 6T R6dord,- or Building De§i6ji,&.- -Please-refer-to AIPInP:: . KI. information. The. g 13CS1 Strangbacking Provisions" or -to 8T IARIORII:914 detail for more. W6 rapfiid� fdr;..jiluMrptjve'P0rj)dS8 only. §hoWh,(FidUrb_--1) is.-geh.6ric ,6760 F.brum *Drive:Suite 305, OrlMclo, FL 32821- (800).52147901-- (863),4228685 OM-- ALPINE Figure-j. 'If Lcaihbb of any iudhi§t assistance' or -if ypa-hava-arty questions; pleqSe;,give.me a C.A.. N STA TE WdIi&il..HKnck- O.tATA.-T . & ''RID XO Alpirie an I1W.:.Co.M,Oan._Y Engine6rIn.d*D6p'Attni e-fit N A -Odand*q., . FL V82 I 8760 - Forum Drive Suite..3. 66, Cir(a6db n 'FL32821(800).52-I'-97.-90'-(8153)-.4224685' w"AlpKeW.PorTi ;4f LIV &6. 'SCAB' NaiEl -.-IN STRUMaBACK BRIDGING; :SPLICE DETAII Retails J, and 2.-;cLtb '-the :p1hef,erY..L-d 6 .ATTACH VRONGDACK 10 (2) -10d CDMMOWXG.1485=') OR 2WOUK (0A28'ic3.0.TN4ILS'AT Tej3Z--ANi)1iaTTOM-:13F 9x4 ,s v 'JiLqM' :sTRONGBA' !z!]K' - 'ATTACH CK TO BLOCK W/':(3) Iccl COMMON c0148!x3?) NAILS 09 Wldd, 1112XIGUN', (0108,X3,01) NAILS. tTR0Nd))A0k A Tq, lOd 1FRItiTUA"T' WA n M AN rTWCDM*W 49"MA; _Ar7Y"F_W1,A'k._W_A? 4,_ AXa�jff. or g .A:3*4V & , V:WdfA*,*, ',w%7W7krw:Jx.. 'x,,*xwhMY.-0F M*v�Desbw pw AMPM1.1 W10 2DO far Maryland MTp0tz,M083PA3- I RECOMMENDATIONS 'rx-AIL scab-.on �b��on blocks ks -9.hati, b.e;:a-- minimum. 'stress w7AOecl wmbet,-,? lo—All --strongloack bridg1hg -anq bracing 'shallbe::.a. minimum �X,.6 .. - , `,a .1 .1 V4.e,6, .. t--The purpose of of svtrongbock :brlcl6lha- Is-. -,to- m� -deveto'p '(6oxf sharing b.*qtwee.nresulting IA 'art oiieralf ,! '1n.-dKtidUbL( :irM' ss s, Fe n, the s-tif Pnessr.:of - -the. floor systerli .2k6' st?%ongback. brldgln6, pok1hd .tI0cI- A:-s� t� hibwh In details, 'Is' recjDmmenclect .at 10, =Od* o.c. . (m Methods fk�Yhk- -.ket^ms- 'b'r1bIb1nd' -.qre• some -times impqr-'-tarit :structural rieoUlrehiehti- bf -.411y. floor or raof-system. Refer, to the: Truss. DesJoh Drawing CT-PD) -'-th0;* .br+wtlnb rLw.quW-'&0ents -for eae'Fi In" MolUat -truss compc nen't, I partIcUtaHy* "strongbadk. -bridging' U., f rec6 ' mmia.hcIa:t1dh-- or h truss- system to help con In: adblW�-�. 0 tr._� 16 *6-:qIcI1riC).jn -6he: di-5ti4lbUtIan Of point' Wads beitw,,6ii adjacent e -truss., 4trongfoack'I:r'1dg(nq serves-. -t6 reduce STRONGBACK BRIDGING. REQUIR MENTS Upria IV Nbnel rdqutred 10, io,?V 1-rom-w carter of sw. 2,ft" _di MOPE 0 pounces. or rzslcluca from m !�,, -ofi't p6 c?,� Y. g p .1n Mciii:sOch as footsteps; Thies Performance. of oil 'floor -sys*1 tens -are' enhanced' by. the. Int ' ;:t alla,, t b-F. :strbhig.60�- bridging ph*cl thereforetherefore:is`. stt,*04,nQ,ly, recommended by. -Alpine, For adclftlilondl Inf:op*mati6,h gejufd'Ift. s trongbag< I oQIng, refe� to' <BuIIdIng Component Safety, lnformcxilon). f I - ATTACH To Bur. :#10 No. 70861. E. F:-- W.::1-22.bll - 'L'.L: P-sr, DL.. PSF DL PS.F- ;/LD, PSF D- :0- SHORRIN-t- D. E.`: REG- MAEN -E . . . . . . . . . . . . . . AR Iqt.l T r;l sr 0-*�a��, ' MORE F TO., BE RLAO�.UP.M SHOS,lr4 a � 10 r4 d Of; CIN-TRA L 0 TiEQ - Ag, pp, .- - A. 'TON MA'Tt-01AL.. ra 4 'ANUMUR wt- gme%l Y AIST 2-T-S c qpkul "R:mvz a ".DoW L.UMBE.S. :PLAMZl AMI.: -OTHEO IDATA ulldl m A �9; AL Al EIQR: 't 6L PUM- RA oi .-Y Ott''. uk. - X., 6 "RZAMS e V b- _Elll j�ayq 4 C. U M 4 SO. Cracked or Brokbn This drawing specifies repairs for a truss with broken chard or, web member.° This design Is valid only for single ply trusses with 'ax4 or 2x6 broken members, No more than one break per chord panel and no more than two breaks per truss are allowed. s Contact the truss manufacturer for any repairs that do not comply with this detail, i (B) - Damaged area, 12' max length of damaged section (L) - Minimum nailing distance on each side of damaged area (B) j. (S)' = Two 2x4 or. two 2x6 side members, same size, grade, and t; species as damaged member. Apply one scab per face. Minimum side member length(s) _ (2><L) + (3) Scab member length (S) must be within the broken panel, Nall Into 2x4 members using two (2) rows at 4' o,c„ rows sta geredG Nall Into 2x6 members using three (3) rows at 4e o,c„ rows NmggeFed. Nall using 10d box or gun nails (0.12810', min) Into each side member. The maximum permitted lumber grade for -use with this detail is limited to Visual grade # 1 and MSR grade 1650f. This repair detail may be used for broken connector plate at mid -panel splices. This repair detail may not be used for damaged chord or web sections occurring within the connector plate area. Broken chord may not support any tie-Ih loads. L ---! L ' �oz Ts yplcal + O + 0 + O + O O + O -1 O + O + ■ Stagger - = Back Face lloci Box (0.128'b x 3', min) Nailsl Front Face 2x6 Member - . Trlplee Row tagoerei Nail Spacing Detall d t 11 la AN RW LOMPANY 133" Lekehonl Odvs . Ifor GAY EeAh 00V, Mo 03045 )v.11A�}pNW■19 READ AND fOLuN ALL HO= DO anAiPl>ItTANTt■ fllRN1SO THIS DRAVDIO T11 ALL COHf MIDIS BUAdM Components Cre Inc. AMU got by to b Al.P t W #rust in conformance ■Ft�i An trusses. or We" po LLstMpb DINS drn.ko Mdcnie ■uty ramp4ovfart *? In Vwpn 'AIIW2 Deter per, Member-, Repair Detall Load Duration = 0Y. Member forces may be Increased for. Duration of Load Maximum Member Axial Force . Members Size L SPF-C HF DF-L SYP Web Only i 2x4 12' 620# 635# 730# 8001t Web Only � 2x4 18' 975# 1055# 1295# 14150 Web or, Chord �x4 24 f 975# 1055# 1495# 1745# Web or Cti�ord 2x6 1465# 1585# 2245# 2620# Web or Clhord 2x4. 30' 1910# 1960# 2315# 2555# Web or Chord 2x6 2230# 2365# 3125# 3575# Web or -Chord 2x4 36, 2470# 2530# 2930# 3210# Web or Nord 2x6, 3535# 3635# 4295# 4745# Web or Chord 2x4 2 2975# 3045# 35054 3835# Web or Chord 2x6 43954 4500# 5225# 5725# Web or Chord 2x4 3460# 3540# 4070# 4445# Web or Chord 2x6 5165#1 5280# 6095# 6660# \L INSTALLERS. elno. Refer to and d SBCA) for safetY breeNo per 70sh i nkl Cre mint no, rebosd � plates to eadk face ! orb for ohondMD cih1APIV, ' Hlnlnu<, L Dlstnnc■ a L s L �B • L NlNnun e 1 L L Distance REF MEMBER REPAIR DATE 10/01/14 DRWG REPCHRD1014 1 0 -iiniber Size a , makt-6o*d- ter•lpans•�Ftt-0'•�r lasso jKM4 Phis; BOARD (2Xi) 17, MOP �p of vilieg AHnWODMWW fit- plimmUerl : P, -V'Ak PLA N. BEAM.-FvgRy 7WPA KAMRS kt 12: I v a 304"t nigh; . lBp mp. n4Iota-d,'txp M, W--1-0 In'r lal"% g. eFtafter, i &erRf•nalis are r t. TRVO- TRUSa UNDER VALLEY -FRAMING RAFTER -OR RIDGE - +Crlpoleb'-4'-W'ldr-3i pSf�rwand 26 POf (.TD) Mak.* icrdhaerREntg'In raid `QTW'jrlajfdU&dWo i�at cripote (ackt1ops ore hl ox:vfyP) I C Itt16 3. cflooled�ft .�fiu. ... llbWhk• SlOdlovoulfs T..wb*:2.k 0 3 160 t&d-'.'nJUs.Gkch slaeper-lk truss 6.--mdge:bobrAia-roof bldck A led, toe-xMs Pi-�i .7. -Rid jm-bq2fM ta.tr.UV57 4 lfid.tdr-A"Wts S. -.FtulntitQ,(T"j- 3c160-tdo-npfjs. S. Trijscto.,6(6W,e , 4*16d,toc-AWIf 4.16.d.toe-h4lb sAREUSED) .13. .'r,4bjrbi!aM tblaft& 4 16d'Wt-naIl$. NOTE-,'114+!PASZNSA: )- OMM& NAIL§ M&W.1 Lf ;2-t '86 46 54 RE P Nktlty f� DATA" 10/plj.l,4 S. -,rC M. it ZO 7 '? DRWO VACNVIE Te" -ST I w QC! ffL 0 .0 0 0 Qz BC. - 'Ll, 0 LD-5705—b .0 0 0 16T. Zpk. 'Flk-c, L_ 0 U d C O U L d E 3 J d N •O CL E O U Fa R Face -Mount Hangers - I -Joists, Glulam and SCL E- These products are available with additional corrosion protection. For more information, see p.15. 0 Codes: See p.12 for Code Reference Key Chart. Jmst size (m) 3 Model ` s No Carried Di " mensions Min l Max Fasteners Allowable Loads Code Ref.; ar N co y Web 3 Stdf Reqd W H I,. B ,. Face Joist DF/SP z Species Header. _,, SPFJHF- Species Header I)pbft Floor Snow Roof Floor Snow {115);. Roof (125} IUS2.56/16 - 25/6 16 2 Min. (14) 0.148 x 3 - 70 1,660 1,805 1,805 1,425 1 1,555 11,555 Max. 1 (16) 0.148 x 3 - 70 1,805 1,805 1,805 1,555 1,555 11,555 21h x 16 MIU2.56/16 - 29hs 157fi6 21h - (24) 0.162 x 31h (2) 0.148 x 11h 230 3,455 3,920 4,045 2,970 3,370 3,480 U314 • ✓ 2% 101h 2 - 1 (16) 0.162 x 31/z" (6) 0.148 x 11h" 970 1,945 2,205 2,375 1,675 1,895 2,045 HU316 / HUC316 ✓ 2-A6 141/6 21h - (20) 0.162 x 31h (8) 0.148 x 11h 1,515 2,975 3;360 3,610 12,565 2,895 3,110 IBC, MIU2.56/18 .- �1 .,. 2%ifi 1Tti6K 21/z = . ' (26) 0.162 X 3'h, (2) 0.148 x 11h , -':230; -3,745 .4;045 4 045;I 3;220 3,480_�3,480 LA HU316 / HUC316. , ✓. 2s/i6 )41/e`, 21h -! (20)'0162x'31h" (8)0:148X,11h 1:1515'"2,975 3;360'3,610'$;565 2;895:3;110: 21h x 20 MIU2.56/20 • - 29/I6 19% 21h - (28) 0.162 x 31h (2) 0.148 x 11h 230 4,030 4,060 4,060 3,465 3,495 13,495 21 to 26 MIU2 56/20 ,�; ✓ 2% 197fi6 , 21h (28) 0.162 x (2 0148 x 11h 23D 4 030 1,060 4 060 3 465 3 495: 3;495 29A6 x 91/4 to 26 29/16 " wide joists use the same hangers as 21h" wide joists and have the same bads. MIU3.72%9` `> 3'A 91tis 21h = (16)'0.162 x 31h' (2) 0:148 x 11h 230 2,3115 2,615,'2 820 1,98D 2,245` 2,425' 3x91/z ,HU210=2:T:HUC2tD 2: ✓.`." 3176 813ri6 :: 21h-_ Max : (18), D:162 x 31/z:i. • (10} 0.148 x 3- "',, E 2;680 3;020..3;250 2,305,L2;605:I2;800' IBC, MIU3.12/11 HU212-27 RUC212=2' ' - _ + ✓ 31/fi .... 31/6 111/6 _ N6' 21h 21fz - Max" (20) 0.162 x 31/2 _ (2) 0.148 x 11h 230 2,880 3,135 3,135 2,475 2,695 2,695 FL, (22rO'.162 X31/i - (10) 0.148 x 3 -' - 1,795 95 - 3;273 3 695' 3;97 -2;$2D 3; t80 "3,425 HU3.25/12'(HUC3.25/12 ! 3'/a 113/a' ; 21h -' (24) 0162 x 31/z`,; (12)'0:148 x 3 , < ;' r, 5 ;3;570, 4 030 :4,335 3;075 3,470 L3,,735; ry HU3 25/16'/ HUC3.25116 31/a 1313/6 21h Mr., (20) Or162 x 31/z (8) 0,148 x 3 I '1 515, .2;975 3'360` :3 610 2560 .2,890I 3,105';' Maio :=(26) 0.162 x 31h ' , _(]2)A:148 x.3 , 5; 3;870 4,365 4 695 .3;330, 3,755 I4,040; - 3?/e glulam-.:,H000210-2 SDS, (12),1/W' x21/z SDS; (6)1/a'.:x21/z' SDS, 2 v,.. ,7 D+ FL HGUS325%10, , _ , , `• , ;, 3�/a 86/e ,;.; 4 „�" (46) A:162 x 31/z - (16) 0.162 x 31h ', 4,095' 9;100 119,,j 00 9,160.1`7,825, 7,825r 7;825 IBC, HGUS3:25/12 „ ,. '._ •, : - ' ; , $1/a, 104 ° „ 4� _ (56)'6162 x 31,i (20) 0.162 x 31h , 5,040 9,400' 9,400 j9,400' 8;085 8;085 8;085 FL LGU3'.25 SDS - `3'/a - 8 td3D" 41/z = (16)'/a",x21h" SDS (12).1/a" x-21/z' SDS 5,555; 6,72D r'1� i.'• 'i0 4;840 o �fi5 5;265 31h 51/4 HHUS46 - 35/a 51A 3 - (14) 0.162 x 31h (6) 0.162 x 31h 1,320 2,785 3,155 3,405 2,395 2,715 2,930 x HGUS46 - 3% 06 4 - (20) 0.162 x 31h (8) 0.162 x 31h 2,155 4,360 4,885 5,230 3,750 4,200 4,500 HUS48-+' = 39/te' 615/i6: 2`' = ;(6)0.162X31h`. {6)'0.162X31/z`, J3_ 1,595 1,815 196D.7365.'1.555 1;680: 31h X 71/a : 'HHUS48''" ` •1 35% 71/6 3 - ` 22 '0162 X 31h- • ( ) B A:162 x 31h O. " ?k 9;210. 4,77D 5,140 3615 .4,095 4,415 HGUS48""` • • "' 5 3,% . Tf6.;:' 4 "= ' (36)0.162x'31h`. `"(12):0.162x31h" 3735' 7;460 7,460=�7,460'-6;415 6415` 6,. - IUS3.56/9.5 - 3% 91h 2 - (10) 0.148 x 3 - 70 1,185 1,345 1,455 1,020 1,160 1,250 MIU3.56/9 • • • - 3% 8t3/i6 21h - (16) 0.162 x 31h (2) 0.148 x 11h 210 2,305 2,615 2,820 1,980 2,245 2,425 U410 1 N- . 83/6 2 - (14) 0.162 x 31h (6) 0.148 x 3 970 2,015 2,285 2,465 1,735 1,965 2,120 HUS410 • • - 39A6 815/6 2 - (8) 0.162 x 31h (8) 0.162 x 31h 2,990 2,125 2,420 2,615 1,820 2,070 2,240 31h 91/2 HHUS410 - 3% 9 3 - (30) 0.162 x 31h (10) 0.162 x 31/z 3,565 5,635 6,38016,445 4,845 5,486 5,545 x HU410/HUC410 • • • ✓ 39/16 85A 21h - (36) 0.162 x 31/z (12) 0.162 x 31h 3,235 7,460 7,460 7,460 6,415 6,415 6,415 HUC0410-SDS - 39A6 9 3 - (12)1/4" x 21h" SDS (6)1/d' x 21h" SDS 2,265 4,500 4:500 4,500 3,240 3,240 3,240 HGUS410 - 3% 91ti6 4 - (46) 0.162 x 31h (16) 0.162 x 31/2 -4,095 9,100 9,100 19,100 7,825 7,825 17,825 IBC, LGU3.63-SDS - 35/6 8 to 30 41h - (16)114" x 21/z" SDS (12)1/4' x 21h" SDS 5,555 6,720 6,720 6,720 4,840 4,840 4,840 LA LA MGU3.63-SDS • • - 35h 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 IUS3.56/11.88, o" •' -" "35/a .117h 2 =. ` .(12)'0.148 x3, = ,...,' n ; 1;420 1 615 ;1,745I1;22D 1 390'1,485 -.. ,�'(20) 0162 x 3'h, `. N (2).0:148 x 11h : '"210 , 2;880" 3,135 �::3135: 2,475 2'6951'2,695' U414 , , _ ,:.: ,• �, . ✓ 39/i6 _ 10'° i 2, ,- ", (16) 0,162X 3.h; : „'(6),0.148 is 3 . ; ,.5 0 2;305 2,615.2,820' , .1 80•� 2,245` 2,425 HHUS410>: `' •.' •; = 35% 9 ^: 3 °:= (30)'.0'.162 x 31/r ` ` (10) 0.162 x.31h �r5 5;635 6 380 �6 4�0 4;$45, 5;486 5;545. HUS412 10?h 2 , „- (10)' 0.162 z 31h"' `'(1 D)-0:162 x 3�h . '� v 2 660 3 025 j'3 265 .`2;275. 2;59012,795: 3?h x Ti U. HU412 / HUC412 39fi6 105/6 ;; 21/z Tulin (16) 0.162 x 31fi ' ' (6) D.14B x 3 :1135 2;380 2,685 1 2,890 2;D50 2;315;I'2,490 Max: , (22)'0.162 k 31h~ ., '(10)'0:148 x 3... ', r , 3;275 3,695,1 3,970 2;82013,160 13,425 HUCQ412-SDS : '; • • '' ' - 39/+6 11 .:.... `-' (14)'/a:' x`21/z"`SD$' ,(6)1/a'1x21h SDS"' 2 c �;L45 44 ',D4 o;83C 3 L30' 3;nSu' HGUS412 ._ '_, •, •...`;.-' 35/e '-107/6, 4tt = ,;(56)%O.t62x31/z,.„` (20)?0:162x'3�fi•''5;040 9,400 9,40019,400 1 8;085'I8;08518;085` ''.LGU3:63-SDS •: '`=..'35/s `8to"3Di= 41/z':- (16) /4"'t 21/i'-SDS (12p1/a:x'21h','SDS"5,555, 6,720 6;720' 6720 4840, 4;840:14,840' MGU363 SDS •. • "`"-:.�35/a I 91/ato:30 4'/z „= (24)1/ic21h"SDS (16)'Ia";x.21/z"SDS''726D. 9,450 9,45019,450 6;805 6,805-16,805 _ HGU3.63-SDS e; = 3W `.11to30 41/z: � (36)'7a"x'21/2 DS(24)1/a"x21/z,SDS' -t46 ,7G 3,1GDI;:S.lut it-:4 5 47` a4'L 46 See footnotes on p.150. Simpson Strong -Tie° Wood Construction Connectors Era "MoRrm Adjustable Truss -Hangers M v, This product is preferable to similar connectors because of (a) easier installation, (b) higher loads, (c) lower installed cost or a combination of these features. The THA series have extra long straps that can be field -formed to give height 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 ZMAXO coating. oSee Corrosion Information, pp.13-15. V Installation: (D. Use all specified fasteners; see General Notes. O The following installation methods may be used: U N Top -Flange Installation — The straps must be field formed over the header — see table for minimum top -flange requirements. F= Install top and face nails according to the table. Top nails shall "a not be within 1/4" from the edge of the top -flange members. For -' the'1 HA29; nails used•.4orjhist-a#daeFiment must be driven at an- �' a. cc angle so that they penetrate through the comer of the joist and into the header..For all other top -flange installations, straighten the double -shear nailing tabs and install the nails straight into the.joist • Face -Mount (Min.) Installation — Install face nails according to the table, with at least half of the required fasteners in the top half of the header. Not all nail holes in the straps, will be filled. Nails must have a minimum 1/V edge distance. Straighten the double -shear nailing tabs and install the joist nails straight into the joist. The face -mount (min.) installation option accommodates conditions where the supported member hangs either partially or entirely below the header. • Face -Mount (Max.) Installation — Install face nails according to the table. Not all nail holes in the straps will be filled except for the following models: THA29, THA213, THA218 and THA413. For all . other models with more nail holes than required, the straps may be installed straight or wrapped over the header, with the tabulated quantity of face nails installed into the face and top of the header.. The lowest four face holes must be filled. Nails used for the joist attachment must be driven at an angle so that they penetrate - through the comer of the joist into the header. • Uplift — Lowest face nails must be filled to achieve uplift loads. Options: • THA hangers available with the header flanges turned in for 3s/e" (except THA413) and larger, with no load reduction — order THAC hanger. Codes: See p.12 for Code Reference Key Chart for 21/z for THA422-2 THA426.2 THAC422 Face nails per table IYA typical ' 2�'h' for THA422-2 andTHA426-2 THA418 Double 4x2— 2face nails Use f ull table value (total) Single 42—�...: 4 top nails See (totap nails nailer table ' Straighten the double hear nailing tabs and install nails straight into the joist Typical THA Top Flange Installation on a Nailer (except THA29) THA422 Face -Mount (Max.) Installation Straps may be installed straight or wrapped over with tabulated face nails installed into top and face of heads ® i Double -Shear Double j Nailing Dome Double -Shear Shear , Nailing Side View i Side View; Nailing ; (Available on Do not i Top View. bend tabs some models) j 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 ly P'l .' I l A—U Top Flange Installation er to tnote 5 p.187 ,86 THA/THAC ' r Adjustable Truss Hangers (cost.) These products are available with additional corrosion protection. For more information, see p.15. KI NJ .. Dimensions <` f Fasteners 'DFlSP � SPF/HF � =` rn) Mm Mm (in) Allowable Loads Allowable Loads Model Top Header Cade No Oa Flange Oepth Carrying Member Carried ilplift Eloor Snow t, Roof j�' Uplift Floor Snows pn� {in) Top Member : Wmd (960) (10D) (11� , Wmd . (100) (115) Face ,. �•125/16D);,=(160) (125/160)t t�-, Top Flange Installation 11h - (2) 0.148 x 3 (6) 0.148 x 3 (4) 0.148 x 3 525 1,750 1,750 1,750 450 1,330 1,330 1,330 THA29 18 15/a 9I�fis 5Ye 27fis - (4) 0.148 x 3 (6) 0.148 x 3 (4) 0.148 x 3 525 2 10 2,610 2,610 450 1,985 1,985 1,985 THA213 , ; " 78 Va ` 135/is 5'h 2 - , (4} 0:148 X 3 , ,. ,, , . '(2) 0148.z,3 (4) 0:148 x 11h .- 1 146 + 11"+t f+ 1 THA218 18 15/a 173A6 51/2 2 - (4) 0.148 x 3 (2) 0,148 x 3 (4) 0.148 x 1112 - 1,460 is460 1,460 - 1,110 1,110 1,110 THA218 2 �16 31/a" 171tis 8 `' 2 - (4) 0.162x31h '(2) 0162X 31/z (6) 0148 x 3 - ci 1 1C ^,y 3 1 515 l 01�; IBC, FL, LA THA222-2 16 31/a 223/1a 8 2 - .(4) 0.162 x 31h (2) 0.162 x 31/2 (6)0.148 x 3 - 1.960 1,9m 1995 :. - 1.490 1,515 . 1,515 THA413 18 35/e,: 1354s 4'h . 2 ;'- _ 4 0:148 x 3 (.). ,,.. " 2 0148x 8 �.(.) .,, -...... (4) 0148 x 3 - ::: 1 ? A'3" i ;o (i� i, ` + �u THA418 16 35/a 1714 77A 2 - (4) 0.162 x 31h (2) 0.162 x 31h (6) 0.148 x 3 - 1,960 i 995 1,995 - 11490 1,515 1,515 THA422 16 35/a ; �22 T/a , 2 = , (4)'0,162 x 31/s ,.(2) 0162 X;3?h (6) 6.148 THA426 14 35/a 26 77/a 2 - (4) 0,162 x 31/2 (4) 0.162 x 3Ih (6) 0.162 x 31/2 - 2,435 2,435 2,435 - 2,095 2,095 2,095 THA422 2 _14 71/a 22Y11 e 93/4 ` 2 - " (4) 0:162 X 31h' - 4 0162'x3'h (6) 0162 X 31/2 - :3,330 3 330 -;3 330 ' 2 865 7�865 7s865_ . FL._ THA426-2 14 71/4 261/a 93/4 2 - (4) 0.162 x 31h (4) 0.16.2 x 31/2 (6) 0.162 x 31/2 - 3,330 3,330 3,330 - 2,865 2,865 2,865 Mourit (Max) lnsialIatmn ` THA29 18 1 % P/+s 5Ya - 91me - (16) 0.148 x 3 (4) 0.148 x 3 525 2,265 2,265 2,265 450 1950 1950 1950 THA213 .18 TPA_, 1.3�s 51/z l48 x 3 'a5 c,�a _ ' 3�ri . _.. c.,> 4y� . . THA218 18 15/a 173A6 51/z - 173A6 - (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/a 17% " 8 141f+s - (22) D 162"x 31/z (6) 0.162 x 3'h 1";855 3 fn' �1 ` `' 1,595 ' 1 2:.5: '2 :5 " ; IBC, FL THA222-2 16' 31/a 122%1 8 - 141/is I (22) 0.162 x 31/z (6) 0.162 x 31h 1,855 3,310 3,310 3,310 1,595 2,845 2,845 2,845 LA AW3 " 18. 35/e ]3gis 41/2 ; 133/s - (14) D.148 X 3 (4) 0148 x 3 $?� c u4 43, 34 t THA418 16 35/a 171h 77/a - 141 6 - (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 35/e::22"' 77/s`. 141fis - (22)0162k31/z(6)0.762x31h 1.;B55 3 t ; i10.'� 1�30 ? 3_ •' THA426 14 3% 26 7% - 16% - (30) 0.162 x 31/2 (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` 71/4`: 211fis 94 ;' 163/is - (30) 0162 X 31h (6J 0.162 x 31/z 5170 5 520.'. , 5 52D• 9,595 41445FL .1855 THA426-2 14 7Y4 261/+e 93/, - 18 - (38) 0.162 x 31/2 (6) 0.162 x 31/2 1,855 5,520 5,520 57520 1,595 4,745 4,745 4,745 1. Uplift loads have been increased for earthquake or wind loading with no further increase allowed. Reduce where other loads govern. 2. Wind (160) 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 11h" 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 caning members, use 0.148" x 11h" nails in the carrying member and tabulated fasteners in the.canied 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 na ling requirements (see drawing on p. 186) and achieve full tabulated top -flange installation loads. 6. Refer to installation instructions regarding fastener installation into carried Qoist) 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. Simpson Strong -Tie® Wood Construction Connectors Face -Mount Joist Hangers This product is preferable to similar connectors because of a) easier installation, b) higher loads, c) lower installed cost or a combination of these features. The double -shear hanger series, ranging from the fight -capacity LUS hangers to the highest -capacity HGUS hangers, feature innovative double -shear nailing that distributes the bad through two points on each joist nail for greater strength. This allows for fewer. nails, faster installation and the use of all common nails for the same connection. For medium -load truss applications, the MUS offers a lower -cost alternative and easier installation than the HUS or THA hangers, while providing greater load capacity and bearing than the LUS. Material: See tables on pp. 194-195 Finish: Galvanized. Some products available in -stainless steel or ZMAXQ 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. �. �... .. ate.,_. ...� ..-..--..�..: �.�...�..� _-.... c:c�..r-r.-.-. _..r. _-_.. ....... ... . . .- .. - ...� c -. ♦.n :.::...... Not designed for welded or nailer applications. . Options: • LUS and MUS hangers cannot be modified • Concealed flanges are riot available for HGUS and HHUS • Other sizes available; consult your Simpson Strong -Tie representative Codes: See p.12 for Code Reference Key Chart Double -Shear ' Nailing Top View CDouble -Shear Nailing Side View Do not bend tab Dome Double -Shear Nailing Side View (Available on some models) 1' for 2x's lyis forVs m; H �WB LUS28 HHUS210-2 e MUS28 • N L V • °' ` p U6 D; .o is e - N N sB • 4. HUS210 (HUS26, HUS28, and HHUS similar) HGUS28-2 Typical HUS26 Installation with Reduced Heel Height (multiple member fastening by Designer) 19 LUS/MUS/HUS/HHUS/HGUS Face -Mount Joist Hangers (cont.) W M SS< 0 ED 0 Model , No Mm '` Heel: Heigbt Ga Dimensions (m ); Fasteners W H L B 6arrymg em Mber - Carried Member Single 2x Sizes 25/e ', 18 .. 1 °/i '3 "."13/a (4) 0148 X 3 (2) 0148 x 3 .Luk2 ." 41/s 1 °/ie.., 4°/4 11`3/i (4Y 148 x 3 ..(4) 0:14'8 x3: -; MUS26 471tie 18 1 %6 Rs 2 (6) 0.148 x 3 (6) 0.148 x 3 HUS26 4-A6 16 15/a 53/a 3 (14) 0.162 x 31h (6) 0.162 x 31/2 'HGUS26. , .486" �, 12`r:,,1s/e' .53/e. 5 (26)'0,162ic31h', .(8).Of62x31/2, LUS28"' ` 43 6:,, 18 ';; 151ia '.:65/°'; . 134 "; .',.(6) 01,48 x3 `'„I '(4):0148X 3 MUS28 6% 18 1 %6 61�ii6 2 (8) 0.148 x 3 (8) 0.148 x 3 HUS28 61/2 16 15/a 7 3 (22) 0.162 x 31/2 (8) 0.162 x 31h HGUS28 6V, 12 15/a 71A 5 (36) 0.162 x 31/2 (12) 0.162 x 31h LUS210 41/4% , 18'`` 19/15 ` :71�ia,:...1?/4 :'� ,' (8) 0148 x 3 ':" "(4)'A.148 x3'':;' HUS216- � ''_'83/e'" 76, � is/e-, ',9 _ �13' ' 'JW)•A:162X31%'3.(10)0:162X31%a: HGUS210 ' . 89/ta = 12 =' :15h . '9'A ( 5 1 (46) 0.162 x 312 '(16)'0:162 x 3Jz 1. See table below for allowable loads. These products are available with additional corrosion protection. For more information, see p.15. ED For stainless -steel fasteners, see p. 21. Many of these products are approved for installation B with Strong -Drive* SD Connector screws. See pp. 335-337 for more information. Model No DF Allowable Loads :. Upliftl Floor Snow ' Roof Wmd (160)t!'(115) SP Allowable Loads Upbfti Floor ° Snow Roof Wind (125) , (160) SPF/HF Allowable Loads;: _ Upliftl -Floor7 Snow Roof Wmd.• (100) , : (100} (115),., „ (125) (160) Code Ref 'Single 2x Sizes _ __........_ . . LUS24 35: 670:'F 765" 820 Y`, 1 045. ;= 'S £< 725, :"`; 825.., � 890 , ,1,12; 360 _ 495. _ ,5fi5" 605s = , 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•... .,3 1 295 1,480 . ,1,560-= i, oU -'-'- 931 1405., ; ,1 560 i;5 1 1;5uv 810'. `: 955 �1;090 1,180 5 ' ; LA HUS26 1,320 2,735 3,095 3,235 3,235 1,320 2,960 3,280 3,280 3,280 1150 2,350 2,660 2,780 2,780 HGUS26 75'- 1-4;340" ,41850' 5,170`: '5,396: 87 '.. -4,(390 ,; 51220` , 5;390 , ;5;390 ::'II8 ` ,3;225 3,610. `3;$70._ '3;985, IBC, FL LUS28 1,165 1,100 1,260 1,350 1,725 1 1,165 1,195 1,360 1,465.1 1,730 865 1 810 925 1 1,000 1,270 MUS28 1r32i 1,730 ' 1,975"-, 2,125" 2;22551_: 13_-1 ._1,875? 4135 .2255 1;270, :1,455; : 1;575'' _ ;95a_, lou,FL, LA HUS28 1,760 4,095 4,095 4,095 4.095 1,760 4,095 4,095 4,095 4,025 -1,480 3,520 3,520 3,520 3,520 HGUS28. - 1 650 7a . 7,275r 7,275 :� . 7,275, 'a, o� ' ,'; .� 5 ' .:7; r5. :� 7,275 . ' 7,275 ' ' 1,32 '0 �=3;820 '`3915 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, ';635 s 457• a r95 ;830.: . 83 ,63 ; 5 eo �, S ' 5 83 , ry0 2;22U_. '.3 z 55 3 . . 2,8_15 LA HGUS210 2,090 9J00 9,100 9:100 9,100 2,090 1 9,100 9,100 9,100 9,100 1,545- 6,340 F6,730 6,730 6,730 IB0, FL 1. For dimensions and fastener information,'see table above. See table footnotes on p. 195. HHUS/HGUS See Hanger Options information on pp.98-99: HHUS - Sloped and/or Skewed Seat • HHUS hangers can be skewed to a maximum of 45' and/or sloped to a maximum of 45' • For skew only, maximum allowable download is 0.65 of the table -load • For sloped ony or sloped and skewed hangers, the maximum allowable download is 0.65 of the table load • Uprift 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 load 0.41 of table load W > 6" Bevel cut 0.85 of table load 0.41. of table load 94 JAcute side 0° 1 Specify angle Top View HHUS Hanger Skewed Right Qoist must be bevel cut) All joist nails installed on the outside angle (non -acute side). 0 z a 0 0 w F7 (5 z 0 W z 0 co U) 0 0 N ti 0 LUS/M US/H US/H H US/H G US m These products are available with For stainiess Many of these products are approved for installation- ED additional corrosion protection. steel fasteners, C with Strong -Drive° SD Connector screws. For more information, see p.15. see p. 21. See pp. 335-337 for more information. _ Mm Dimensmns (in') Fasteners (in) DF/SP /111owable Loads SPF/HF Afluwable Loads Model ,< Code No He ght xGa W H g Carrying Carved, Uplift Floor Snow Roof Wind: Uplift Floor Snow Roaf Wind ;Ref., : Member Member (16G) (100} ':(115) (125} (160). -(160)`:(100)!-,(115} (125)„ Double 2x Sizes (US24 2 `" ; 2'/a , 18„ -3'/e; 3'/s -`2 (4):0.1:62 x,3?h ' ,(2) 0.162'x: 44 4 i0 800 ; _.905'; 980 1',245; 355 %690 , ";78D 8. AD '1;070: LUS262;, 4?hs;`1831% 4�/s2'': (4).0.162x3r/z:;,;(4),D162'x'3�h CSC 1030'1170' 1,265 1,595; 910 .,'885' 1,005° 1;090'; 1,370- HHUS26-2 45/is 14 35/is 5% 3 (14) 0.162 x 31h (6) 0.162 x 3112. 1,320 2,830 3,190 3,415 4,250 1,135 2,435 2,745 2,935 3,555 HGUS26-2 f 4s/1s 12 3-54s 57% 4 (20) 0.162 x 31h (8) 0.162 x 31h 2,155 4,340 4,850 5,170 5,575 1,855 3,730 4,170 4,445 4,795 LUS28 2 4efis `' 18 31% : 7 2 (6) 0.162x 31h ;'(4) D 162 �, 3 C 6C 1 315 :1 490 ,1,, 610 2 030.' 910 1130 1;280 1745; 1BG, FL, HHUS28 2 , ' 6s/is 14 35/ie' 71/4 3, (22)'0.162 x 31/z ;(8) 0.162 xj31h nf0 4 265 4 810 5155 5 980. 1515 .3,670 4,135 4,435., 5,145 LA :HGUS28-2 69ls' 12 ,' 3% 1 73A 4:` (36)-0.762 x 31h: =.(12) 0,162 x.3'h 3;235 7 460, 7460, 7,46D 7460: 2,780 6 415 6,415 6 415' 6;415:' WS210-2 67/is 18 31A 9 2 (8) 0.162 x 31/z (6) 0.162 x 31h 1,445 1,830 2,075 2,245 2,830 1,245 1,575 1,785 1,930 2,435 HHUS210-2 83/a 14 3-54s 87A 3 (30) 0.162 x 31h (10) 0.162 x 31h 3,550 5,705 6,435 6,485 6:485 3,335 4,905 5,340 5:060 5,190 HGUS210-2 8-4s 12 35/is i)% 4 (46) 0.162 x 31h (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 L O V W a Triple 2x Sizes C HGU9263 =413/is'' 12 4_15/is '415/is, `5^h `4' , (20)`0.162x31h': 162x31h. 2,155 4346' . -.. 4-850; 5;170' S;575 ;1;855 3,730: A,770 9,445s,4;795 1B C, FL, U HGUS28 3 .. 6* '12- 71/4, -,4=. (36)`0:162X39/z (12)p.162x31h `3;235 .,7,460 ,746D;`.7,460: 7,460, 2780„ :6;415. '6,415 :6;415: 6;415' LA N HHUS210 3 I 83/a 14 4"fs 87/a 3 (30) 0.162 x 31h (10) 0.162 x 3'h 3,405 5,630 6,375 6,485 6,485 2,930 4,840 5,485 5,575 5,575 FL it HGUS210-3 813/is 12 415As 91/4 4 (46) 0.162 x 31h (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 'a HGUb2123": 105%{=12 415/te;'1U3/a ,4' (b6)U,162x31h.:(2U)U162X31h T( �(�5';Q11er r'.ti ,Y q}u'7,'�7,1 HGUS2143,.: 125/a;'12 . ;4?Sfie„1T3/4 4``'- (66)-0.762x31h :(22)0162x31/z ,5;695 10,125'1D125 1Q,125 1!),125 4,900 8,190 8190: 8,190 8,190. a Quadruple 2x Sizes HGUS26 4.: 51h 12;., BSfi= 57'tis 4 (20)'0.162x31h ''8):0.162x,31h 2,155 4,340" 4-850..5170.,5;575' 1,855' 3;Z3D 4,170 4,445 4,795. IBC, FL, HGUS28-4 71/4 12 6-As 73 G 4 (36) 0.162 x 31h (12) 0.162 x 31h 3,235 7,460 7,460 7,460 7,460 2,780 6,415 6,415 6,415 6,415 LA HHUS210-4 83/a 14 6'/a .87/e 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 HGUS210-4, 91/4' 12 6-'Aa' 93hs- ,,4 '(46)0.162zN :(16),0.162x31h -4,095 9,100 ;9,100' 9;100 9,100' 3;520 7,825� 7,825 •7;825 7,825- 105/a.``,12: '12 69As 105/s, 4.„ (56).0.762r3?/z+;(20)0.162x31h `,0.5 c0 a;,v� 45 904 a:u 4,300 ,:;'8u 775 7?3j J780 IBC, FL, HbUS214.4 " ;I 12% '12 ..6-/i WAJ - '.4 1 (66)'0.162 x'31/z: ={22p0.162 i 31%z ;5;"695 10;126 10,125110,125 10;125 4 900 :8;710 18.710il8;710' LA 6 4x Sizes u LUS46 'i `', 43/a `-_18: 33/s ,43/a•' 2`; (4) 01.162x3?h :(4) 0.16Zx' 3V2 O60 1,030= :1170` 1265 1;595' , gin 885 1;005 1,090' 1,370, IBC, FL HGUS46' :' " 47/s': ! 12 . 35/8- ,47As C 4. , (20) 0162 x 31/e? :(8) 0.162 x'3Yz" '2.155 4,340 4,850 5170' S1575' .1,855'' 3,730 4;170 4,445 41795` M ;HHUS46 45/is ':, 14. As_ 5 iis'-. 3 (14)G.162x31h,"'(6).0,162.x3A 320� T,830;:3,190,-.3,415 4,250` 1135', 2,435. 2;745` 2;935 '3,655 LUS48 43/a 18 3a/s 63/a 2 (6) 0.162 x 31h (4) 0.162 x 31h 1,060 1,315 1,490 1,610 12,030 910 1,130 1,280 1,385 1,745 IBC, FL. HUS48 6'/a 14 3s/is 7 2 (6) 0.162 x 31h (6) 0.162 x 31h 1,320 1,580 1,790 1,930 2,415 1,135 1,360 1,540 1,660. 2,075 LA HHUS48 61h 14 3% 71/a 3 (22) 0.162 x 31/z 1 (8)0.16201h 1;760 4,265 4,810 5,155 5,980 i,515 3,670 4,135 4,435 5,145 HGUS48 6% 12 35/e 71tis 4 (3610162 x 31/z (12) 0162 x 3'h 3 235 7460 1117460 7460 7460 2 780 415 2a' (8)0.162x31/z.', (6).0.162x3�h .j,? 8 .1,830'i 2'075; 2;245 2 830T,1.245 , 1;575:1;765: 6,415 61415 1,930 6,415 1 2;435 `HHU5410 ,.I 83/e • "..14" 3%" 9 :3- r (30) 0,162 x 3?h. -(1'0)-0162 x 3'h . ,55 , 'S,7D5„ '6 435 13r e , , c i,265. 4;905 ;5535 a, HGU9410,= •-87/s. '; `12: 35/s. '91/% •4:`: (46)0.162x31/2',(16)0.162X81h 4,695 '9,100 9,1061 9,100 9,100' 3,520'-.7$25 7;825 .7825i 7,825 IBC,R, LA HGUS412 106 12 3% 107As 4 (56) 0.162 x 31h (20) 0.162 x 31h 5,695 9,045 9,045 9,045 9:045 4,900 7,180 7,780 7,780 7,780 HGUS414 117/ts 12 35A 127/s 4 (66) 0.162 x 31h (22) 0.162 x 31h 5,695 10,125 10,125 10,125 10,125 4,900 8,1 0 8,190 8,190 8,190 Double 4x Sizes H&US7.37/10 87/,6 ]:_12 ' 7% '8a/is, . 4 (46) 0.162 X.3�ii: (16) D.162x.3'h 3,430' 9,095: '9,095: •9,D95, r9;095 1 2,950' Z.8201 7,820 1 7$20 7,820 HGUSZ37/12'> 107/ts '12'' 73/s' 10% 4 ,,(56)�0762x31h (2D)0.162x31h 3;g35 9295_' 9;295 '9;295 9,295'3,300 7,995. 7,995 7,995; 7,995 FL HGUSZ37/14' 117/+s"., '.12 TW 12s d `4`'1,.(66) 0.762 x 31/z. (22) 0162x 31fz 5;080;10 50010.,50010;50010,500 '4,370 10,6301 9,0301 9;030 9,030' 1. Uplift loads have been increased for earthquake or wind loading with no further increase allowed. Reduce where other bads govem. 2. Wind (160) is a download rating. 3. Minimum heel height shown is required to achieve full table bads. For loss 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 ANSVTPI 1-2014. Simpson Strong -Tie® Connector Selectors' 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 21h" nails in the header and 0.162" x 3W 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. 19 1 Simpson Strong-Tiel- Wood Construction Connectors HTU Face -Mount Truss Hanger The HTU face -mount truss hanger has nail patterns designed specifically for shallow heel heights, so that full allowable loads (with minimum nailing) apply to heel heights as low as 37/a". Minimum and maximum nailing options provide solutions for varying heel heights and end conditions. Alternate allowable loads are provided for gaps between the end of the truss and the carrying member up to 1h" max. to allow for greater construction tolerances (maximum gap for standard allowable loads is 'A' per ASTM D1761 and D7147). See technical bulletin T-C-HANGERGAP at strongtie.com for more information. Material: 16 gauge 2 Finish: Galvanized 0 Installation: v CUse all specified fasteners; see General Notes 0 Can be installed filling round holes only, or filling U 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 for additional uplift capacity 4.-.,.. <-Options: p. HTU may be skewed up to 671/2°. See Hanger Options on pp. 98-99 for allowable loads. w 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-DrIVEP f SD Connector screws. See pp. 335-337 for more information. . i:110KI Inm Typical HTU26 Minimum Nailing Installation 1/a rrizz.'gap between erid'of truss and carrying member- HTU Installation.for Standard Allowable Loads (for 1/z" maximum gap, use Alternate Allowable Loads.) Standard Allowable Loads 11/8" Maximum Hanger Gap) Alternate Installation - HTU28 Installed on . 2x6 Carrying Member (HTU210 similar) Model ': No Min „ Heel Height' Dlmeris'ions (m.) , W H g „_ Fasteners,(in) Carrying Canned Member Member ` DF)SP Allowable Laads Uplift 1 Floor Snow Roof Wind {760) i (100) •,(115) (t25) (160) SPF/HF Allowable Loads Uplift [60or ' Sngw ,'Roof 1Nind . (160) (100) (115) (125)," (160) Cddd Ref. Single 2x Sizes HTU26. °, 31/a 1%'.157As:'3'/z (20);0.162x3?h''<(11)0.148x:1112 u 1= /,u C;'::=,�'0c90": +a� :;,rdD :; 3G HTU26 (Mm.): , , -3%t VAJa 57As�' 31h'; :(20);0.162;x 31h :(14) 0:148 x`l"A 1,25D`.,2,940 .3,200 �„ 3,200, 3,200 : 1;G75 n1,852-' 2 015 z ,2;D15 2i015 ; -HTU26,(Max.)% , '.51/2 1%'j `57As, 31h, w-(20)0.162`x3'h _-(20)0148x l :1,555,' 2,940. ^ ,3,..:.;o t?.';.4;010.I 1;335 2530=';t°.,5' '3090 '3;450= IBC, HTU28 (Min.) 37/a 15/a 71,is 31/2 (26) 0.162 x 31h (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 % 71As 31h (26) 0.162 x 31h (26) 0.148 x 11/2 2,020 3,820 -4,315 4,655 5,435 1,735 3,285 3,710 4,005 4,675 LA HTU210.(Min.) , 37/a ,; 151a', -9?/ic ',31/2,-" (32)'0.162x31/ -(14)'0.146.x11/i ;1,330`; , . ut1' f zUU 3sU` .1,145 �,_ 5" . 225, ^2 L5 3i 25' KUM1 Max:) Al/a::.15Ja'' 914s 3ih•' (32):0.162X31h'l (32)•0.148,x'11h -3,315µ`1 4,705 t 1 „8.7z .'5995:I 2,85014,645`" ,5655 4,3u10 ,155 Double 2x Sizes •HTU26,2;(Min):� 3?/a''' 35As! 4''As 31h= ,(W),0.16Zk'31h ';(1,4)0.148X:3' 1;515"' 2;940'--� , t?-� ? SdD,,'3;910' '1,`3D5. 1,850 2,090 `. `2,255` .2,465'' 'HTU26-2{Max ). _51/2 35/i -" 57/ts.. 3,h :. •(20)+0.162x 31h. `.: (20) 0:148 %3 2,175. ,,2,940 ti'3 2i ? . J, T 53U .4� {r 1;870 ' 2'530.' . ,855 ,38U , 3,855 HTU28-2 (Min.) 37A 3�is 71As 31/2 (26) 0.162 x Th (14) 0.148 x 3 1,530 3;820 4,310 4,310 4,310 1,315 2,865 3,235 3,23.5 3,235 HTU28-2 (Max.) 71/4 T'As 71A6 Th (26) 0.162 x 31h (26) 0.148 x 3 3,485 3,820 4,315 4,655 5,825 2,995 3,285 . 0 1t 4; 05 15 212 ' FL, LA HTU210-2 (Min.). 3?X, `: 355s '9'As 21h . `(32) 0.162 x 31h •, '`.(14) O'.148 x.3 _ 1,755.' ,4,705 i..`4,815. 4,B15 -41315 , 1510 3,530 ° ° 3,610. 3;610 . 3;610 HTU210-2;(Max) , 91/.i':, 3% '91As 31/z ;(32)0.162.x31/z.::.{32).0148x'3'. 4;110'° 4,705. ~,� ! „7.�o 6;51, '3;535 .4,045 565,' 4; 30. v ui3- 1. The maximum hanger gap is measured between the joist (or truss) end and the canying'member. 2. Minimum heel heights required for full table bads are based on a minimum 2:12 pitch. 3. Uplift bads have been increased for earthquake or wind loading with no further increase allowed. Reduce where other bads govern. 4. Wind (160) is a download rating. 5. For hanger gaps between 1/a" and 1h", use the Alternate Allowable Loads. 6. Truss chord cross -grain tension may limit 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 1 W nails in the header and reduce the allowable download to 0.70 of the table value. The allowable uplift is 100% of the table bad. 8. Fasteners: Nail dimensions in the table are listed diameter by length. See pp. 21-22 for fastener information. 96 Simpson Strong -Tie° Wood Construction Connectors SIMPSON Face -Mount Truss Hanger (cont.) Many of these products are approved for installation with Strong -Drive® SD Connector screws. See pp. 335-337 for more information. Alternate Installation Table for .2x4 and 2x6 Carrying Member ;Min Fasteners (m) DF/SP Allowable Loads SPF/HF Allowable Loads Model No Heel Height Minimum Carrying Carrying '`' , Carved Uplift Floor Snow Roof Wind Uplift.; 'Floor ' Snow `Roof Wind Code Ref.;. (n) Member Member Member (16D) (100) {115) (125} (160) (160)' (100) ;. (115) , {125) (160} HTU26 (Min.) 31A (2) 2x4 (10) 0.162 x 31h (14) 0.148 x 11/z 925 1,470 1,660 1,790 1,875 795 1,265 1,430 1,540 1,615 HTU26 (Max.) 51h (2) 2x4 (10) 0.162 x 31h (20) 0.148 x 11/z 1.240 1 1.470 1,660 1,790 2,220 1065 1,265 1,430 1,510 1,910 IBC HTU28i(MaX) 7�/a (2):2x6 (20) 0162 x"3�h (26) 0:1r48 x 1 Yz 1 970 , 2;940 ''?ta 5 50 3 905 1695T 2 530` 3�� =' uti "3 360 FL, LA HTU210 Max 9�/a 2 2x6 2Q':0162 R 3^h 32 -0.148 x 1 �h 2 760 2 940[ > 3� 3 905 2 375 2;530 ' �5ri 1. See table above for dimensions and additional footnotes. 2. Maximum hanger gap for the alternative 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 Gap) Model N0 Mm fie ght Dimensmns (in) 4 W H g Fasteners {In )' ,- Carrying Carried Member Member ,;,-Y, DF/SP Allowable Loads llpi t Floor Sn°w Roof Wmd {160) (100) (115) (125) (i60) SPF/HF Allowable Loads UpliftFloor Snow Roof Windt ,(160) 000) {115) {725) {160) Ref :- Single 2x Sizes HTU26 5�/,s' ''3�h .{20)0162x3,1h (11)0148x1�/z '`:G°r C e '5 Ova` z�ao. =040 Fair= 1' iii j 31a HTU26; (Min) 'ha 3Jz 20) 0162 x 31/2 {14) 0.148 x 17h '1175 2 940 3,100z 3100'r', 3100, 7 01D • 1.955 1,955 1',955;; 1,955HTU26.(Max) 57tia : 31h (20) 0162 x 31/z (2D) 0:148 x 11h :"7 215 2;940 0 �0 ' , r 3 i' i d , "'1045 1;850 1 � 19r , l;_25 9 L i5BC, HTU28 (Min.) 7�fe 31h (26) 0.162 x 31/z (14) 0.148 x 11h 1,110 3,770 3,770 3,770 3,770 955 2,825 2,825 2,825 2,825 FL, HTU28 (Max.) T31 7146 31h (26) 0.162 x 31h (26) 0.148 x 1'h 1,920 3,820 4,315 4,655 5;015 1,695 2,865 3,235 3,490 3,765 HTU21'0(Min) . :: 9 Yte .; ; 3�h'; (32) 0.162'z:3�/z (14) 0148,z 11h 1 250 ;3 600 3;6D0 3 600:': 3 600 ' : 7,075, 2,700 2,7.00 2 700' 2,700 HTU210 (Max) ' ''914a 31/z'` :(32) 0.162 X.3y/z (3210.14 8 x 11h "'3 255 ;4',705 , 5;020 5;020:: 5 020'' 2 8D0. 3;530 3,765 3 765 : ' 3,765 Double 2x Sizes HTU26=2 (MIn j .= 37/a 3 a 57/a'' 31h j20) 0.162 x:31/z _ (14) O'148 x 3 t 1,515 2;940, a %" 3 500 3 500 1 305 :2.200 2,205 2 205-', 2 2D5 HTU26 2 (Max) 51h 33ia 5�/6 .. 31�z,? {20) 0162 x31h • (20) 0:48 x 3.. '1910 2;940 '2' 3 b00; 3 50D' ;1,6d5, 2,205. 2;205 , , 2,205 2;205 HTU28-2 (Min.) 37/a 334s 7146 31h (26) 0.162 x 31h (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/a TYls 71A6 31h (26) 0.162 x 31h (26) 0.148 x 3 3,035 3.820 4,315 4,655 5.520 2,610 2,865 3,235 3,490 4,140 LA HTU2 0 2 (Min : ° 37/a 3 a 914s " 31h' ':(32) 0162:x 31/z , (14) 0.148 x 3 , ' 1755- '4 255 14 255 4 255 4 255-::1,510'. 3.190 ` 3;190 3,19W "3,190" HTll210 2,(Maxa " 91/a ! 3a = 9Y,e_ 31h ,(32) 0162 1'31h (32) 0148 x 3 `3 855 ,4,7D5 ;3?0 v' 6 47D 3,315 3;530 3,980 4,300: 4855 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 Ma" and W, use the Alternate Allowable Loads. 6. Truss chord cross -grain tension may limit allowable bads in accordance with ANSUTPI 1-2014. Simpson Strong-TieConnector Selector® software includes the evaluation of cross -grain tension in its hanger albwable 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 albwable uplift is 100% of the table bad. 8. Fasteners: Nail dimensions in the table are listed diameter by length. See pp. 21-22 for fastener information. 97 19 Simpson Strong -Tie° Wood Construction Connectors Medium -Duty Face -Mount Hangers HU/HUC hangers may be installed on a masonry/concrete wall as described below. Additionally, HU hangers with one flange concealed may be installed similarly. HU and HUC products are heavy-duty face -mount joist hangers made from 14-gauge galvanized steel. • The HUC is a concealed flange (face flanges turned in) version of the HU. • HU is available with both flanges concealed, provided the W dimension is 25/iB" or greater, at 100% of the table load. Specify HUC. • HU is available with one flange concealed when the W dimension is less than 25/16" at 100% of the table load. Specify as an `X' version and specify flange to conceal. • For any HU or HUC shown in this catalog, the user may substitute all face nails with 1/4" x 13/4" Titen® 2 screws (Model TTN2-25134H) for concrete and %4° x 2�W Titen 2 screws (Model T TN2-25234M, for GFCMU. Follow all installation instructions and use the loads from the sawn lumber or RVP sections. Material: 14 gauge Finish: Galvanized; ZMAXe 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 TFN2-25234H) and for concrete (1/4" x 13/4" — Model TFN2-25134H) are not provided with the hangers. • Drill the 3/5 _diameter hole to the specified embedment depth plus 1/z°. • Aftematively, drill the Y11e"-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/,e" drill bit and hex -head driver bit (Model TTNT01-RC); a 3/15" x 41/2" drill bit is also available (Model MDB18412). • A minimum edge distance of 11h" and minimum end distance of 3'/e" is required as shown in Figure 1 for full uplift load. • Where no upli• load is required; a minimum end distance of 11/2" is pem?itted. Codes: See p.12 for Code Reference Key Chart Concealed flanges HUC410 PA /e Inter ..Figure 1 — HUC 410 Installed on Masonry Block End Wall Figure 2 — HUG410 Installed on Masonry Block End Wall 23 HU/HUC/HSUR/L Medium -Duty Face -Mount Hangers (cont.) • These products are available with additional corrosion protection. For more information, see p.15. Model No Fasteners (10) x, AllowableLoads (DFlSP) :Code ; G FGMU x Y'~Concrete' dt, Standard Concealed GF'CMU Titen®2 Concrete T)ten°!2 Joist 1)ft Up (16D) c :Down {100/125) `_ U It p (160 ; Down (ioq/.! 5 Ref HU26 HU26X (4)1/4 x 23/4 (4) 1/4 x 13/a (2) 0148 x 11h 335 1,000 335 1545 HU28X ` {6) Ya x 23'a r (6)'1/a x`13/4 (4) 0148 x 1?h 545 1500 760_ 2 4DD HU24-2 HUC24-2 (4)114 x 23/4 (4)1/4 x 13/4 (2) 0.148 x 3 380 1,000 380 1,545 (8)1/a x 23/a {8)'/4 x 1;3/4 :q (4) 0148 x:3 76D 2 D00 760 3 200 HU26=2 Max (. ) HUC262 ,- , 12 1/arx 23/a (.),__. 12 1/a x 13/a R,( ) ..., 6�0146x_3 y1135 a 3000 i,135 3,950; HU26-3 (Min.) HUC26-3 (Min.) (8)1/4 x 23/4 (8) 1/4 x 1 3/4 (4) 0.148 x 3 760 2,000 760 3,200 HU26-3 (Max.) HUC26.3 (Max.) (12)1/4 x 23/4 (12)1/a x 13/a (6) 0.148 x 3 1,135 3,000 1,135 3,950 HUC28 2 (Min) (10) •?/a x 23h : (10)1/a x;13/a (4) 0148 z'3 „ 760 760 HU28 2 (Max) ,. HUC28 2 Max ( ) 1 {14) /4 z 23/i 1 3 (14) /a x j /a i6) 0146 X 1,135 3 500 113C 4;920 HU210 HU21 OX (8)1/4 x 23/4 (8)1/4 x 13/4 (4) 0.148 x 11/z 545 2,000 760 2,415 HU210 223/4 (14) ?/ax T3/a„ (6) 0148 x,3 1;135 ell3 500 ,: 1135 '4.;920k %- HU?f 0 2 (Max } `: HUC210.2 (Max) (18)1/!.x 23� (18�1�s--;13/4 (10) 0146 x 3 ' 1 800 { ` 4 5Gb1 •- 1 800 5;085 e HU210-3 (Min.) HUC210-3 (Min.) (14)1/4 x 23/4 (14)1/4 x 13/4 (6) 0.148 x 3 1,135 3,500 1,135 4,920 HU210-3 (Max.) HUC210-3 (Max.) (18)1/4 x 23/4 (18)1/4 x 13/4 (10) 0.148 x 3 1,800 4,500 1,800 5,085 HU212: ' HU212X` (10);%ix(10)1/a x`1;3/a (6) 0148 x 1,.'fi 1„135 2 5DD 1135 2,665 HU212-2 (Min.) HUC212-2 (Min.) (16)1/4 x 23/a 1 (16)1/4 x 13/4 (6) 0.148 X 3 1,135 4,000 1,135 4,920 HU212-2 (Max.) HUC212-2 (Max.) (22)1/4 x 23/4 (22)1/4 x 13/4 (10) 0.148 x 3 1,350 5,085 1,350 5,085 HU212 3 (Mm) ."'" HUC212 3 (Mln) ;,; (16) i7i x 23/i _ (16)1/a x`1:3/a (6) 0148 x3 1135s 4 000 1,135 9;920' , HU212-3 (Max) HUC272-3 {Max) (2 2) ?%a.'z 23Ia _ (22)1/a x .34 (10) 0148 Y 3 1,800 5 085 1,80Q 5;D85 - HU214 HU214X (12)1/4 x 23/4 (12)114 x 13/4 (6) 0.148 x 11/z 1,135 2,665 1,135 2,665 HU214-2 (M)n) ;j HUC214, 2 (M�n) (i8)1/,,z 23/a , (18)1/4�x.13/a (8) 0 746 x 3 1;515 4 500 ; 1 61,5 5085 ;- HU214 2 (Max) ::,'+' HUC214 2 (Max) (24)1%a-x 23/„ . (24)1/a x 13/a x (12) 0148 ,x 3 2',015 ` �: 5 085 2,015 b'D85 HU214-3 (Min.) HUC214-3 (Min.) (18)1/4 x 23/4 (18)1/4 x 13/4 (8) 0.148 x 3 1,515 4,500 1,515 5,085 HU214-3 (Max.) HUC214-3 (Max.) (24)1/4x 23/4 '(24)1/4 x 13/4 (12) 0.148 x 3 2,015 " 5,085 2,015 5,085 HU211i :. HU216X (18)1/4 x 23/4 (18)1/4 x 13/a (8) 0148 x 1 Yz 151a 2 920 1,575. 2,920 HU216-2 (Min.) HUC216-2 (Min.) (20)114 x 23/4 (20)1/4 x 13/4 (8) 0.148 x 3 1,515 4,920 1,515 4,920 HU216-2 (Max.) HUG216.2 (Max.) (2 6) 1/4 x 23/4 (2 6) 1/4 x 1 3/4 (12) 0.148 x 3 2,015 5,085 2,015 5,085 6 HU21Mm) UC216Mn (20) , 4 926Q,,515' HU216,'3 (Max.) : ' HUC216 3 {Max) (26)1%ax 23/a (26)1/a x 1:3/a (12) 0148 x`3 2;015 ` °, 5 085 2 015 5'`085 HU7 (Min.) (Not available) (12)1/4 x 23/4 (12)1/4 x 13/4 (4) 0.148 x 11/2 54-5 2,980 760 2,980 HU7 (Max.) (Not available) (16)114 x 23/4 (16)1/4 x 13/4 (8) 0.148 x 1112 1,085 3,485 1,085 3,485 HU9 (Min) (Not available) " " ^; (18)1%`x 23/4 " . (18)1/ayx 13'a {6) 0 i48 x 1-1h 1,135 3 23D „ i 135 3230 HU9,(Max) y,• (Notavaliable);(10' > 0148 x 71r� 1,445 3 735 1445 3 735 HU11 (Min.) (Not available) (22)1/4 x 23/4 (22)114 x 13/4 (6) 0.148 x 11/z 1,135 3,230 1,135 3,230 HU11 (Max.) (Not available) (30)1/4 x 23/4 (30)114 x 13/4 (10) 0.148 x 11h 1,445 3,735 1,445 3,735 HU14 {Min) .. (Not available) (28)1/4 X 231a ;(28)174:x 13/4 (8)'0148 x 1"/z . 1;515 3 485 '-.' 1 515' 3,485 HUi4 Max P (, ) Not available ( ) 36 /4 x 2 /4 ( )'_ . 3 36 1/4 x 7 ( ) _. 3l4 (14) 0148 x 1.?h 2t015 4 245 2,015 0 z rc. a 0 0 0 cs F z 0 a N 0 N C U 38 STAGGER JOINTS - TYP.T R/SKI s. UPLIFT/SHEAR ANC EACH TRUSS - SEE PLAN �.I►��:I�i.lr� aaa�a�aaaaaaa■aaa�a� • �� B/5KI f' NOTE: ADDIL FRAMING NOT 514OUN FOR CLARITY RAISED HEEL TRUSS BEARING A SCALE NTS 5K) S' i t i RAISED HEEL ROOF TRUSSES PLAN i; JBBON BOARD- SEE CHEDULE FOR SPACING / ASTENING TO TRUSSES —MASONRY WALL - SEE PLAN C. 'a i I, ! f ROOF SHEATHING- SEE SOFFIT/FASCIA- SEE ARa RAISED HEEL ROOF TRUSSES -SEE PLAN RIBBON BOARD - 5EE SCHEDULE FOR SPACING i FASTENING TO N Sd TRUSSES WALL SHEATHING -SEE PLAN == MIN. 15/32' CDX PLYWOOD OR l/16' 055 WITH 8d GUN NAILS Y (0.131' X 2 IR') a 6' O.G. TO UPLIFT/SHEAR GYP. CEILING - RIBBON BOARDS ANCHOR EACH SEE PLAN 4 [MASONRY TRUSS- SEE PLAN SCHEDULE DO NOT FASTEN RIBBON BOARD INTo END GRAIN OF ROOF TRUSS WALL- BOTTOM CHORD SEE PLAN RA15ED HEEL TRU55 BEARING B state, Nrs SKI RIBBON SCHEDULE DESIGN CRITERIA RIBBON MATERIAL RIBBON SPACING RIBBON ATTACHMENT Vult=165 MPH (Vasd=128 MPH) (2) 12d GUN (0.131' X 37 EXP. B, 2X4 SPF82 24' TO EACH TRUSS, (4) ENCLOSED NAILS AT JOINTS Vult=180 MPH lVasX MPH) :+ (2) 12d GUN (0.131' X 3') EXP. C, E 2X4 SPF12 16, TO EACH TRUSS, (4) ENCL05ED ii S. NAILS AT JOINTS fHEETTSHE: WSBOM OEYM FOR BMFO XEFI BOOEfWSSFS SHEET INFORMATION: IDB NO. ]ellle vuFlssuFo- II.Be.le oBwmm Br. - iENEWEOBY: M SK.1 ALPINE ANTMICOMPANT January I 0j, 20'20 tatp,eftet,fthtractors of America, Inc.. 3-90,0 AVeniie G, NW Winter -.1iaven, FL:33880-6201 Dear'Maft: I.thas. come to my attention that some questions were raised concerning 5/b." diameter holes. thru the ch6rds'fvVide face] of . � . I gable end. trusses, to'allow for flireaded rods used for "tie dolwng." If these gable ends are �oyer corifi'nuous support -04nd 11A]y--�4e&thad the fi6lbs' the:,cen i .6 Yfft too iF 76 JEVW .0 wi�bs then face no close "than 4� JCV14fout�dama i - gingany �onnedofplates or verticals no repair is required. The truss brily stippOrts: 2 feetof f1pbt. !&ads: and no, ddditionaj load.. If You have Any queAiibAs, -please give me-a.call., 5ilicerely,- X. A N 367 STATE Of 5� "'44fj/0NA1. Ybonhw4k, 67% Forum Drives Suite 869, Orlandp, FL 3.282.1 -- (800.) 521 �9790 1863).422 3-8f 85 www:ajP1rjPjtw,C0M loll IlItItI?FFIf'r Na.66367 ■ t STATE OF �r s • r .,` 46' i0NA ALPINE AN.COMPANY FL REG# 278, Yoonhwak Kim, FL PE #86367 03/22/2021 Tto doctvwt tw ben ele� *lqnd AN ssaNd unkV a 019M , kkftd capiss wkiwut an origiW cvi mint bs mftd using the wow owdmnic v mkm. 5r;9i17ri' Customer.- Carpenter Contractors of America Job Number: N362326 Job Description: 7A5/320 ,4EHJH ,01 H ,RLOI / 4EHB 12601 / HAYDEN EXPRESS' Address: Design Code:. FBC 7th Ed. 2020 Res InteUiVIEW Version: 20.02.00A JRef #: 1 X3U89750138 Wind Standard: ASCE 7-1.6 Wind Speed (mph): 160 Design Loading (pso., 37.00 ,Building Type: Closed This package contains general notes pages, 34 truss drawing(s) and 5 detail(s). faslt , 1 078.21.1706.35410 Al 3 078.21.1706.35457 A3 5 078,21.1706.35316 A5 7 078.21.1706.35878 A7 9 078.21 i 1706.36504 A9G 11 078.21:1706.35659 62G 1.3 078.21.11706.36332 L1 15 078.21.1706.35582 EGE 17 078.21.1706.36301 EJ3 19 078,21.1706.35520 CJ3E 21 078.2,1.1706.36456 CJ1L 23 078.21.1706,35676 EN 25 078.21.1706.35426 CJ5A 27 078.21.1706.36270 CJ52 29 078,21.1706.36113 CJ3A 31 078.21.1706.36051 CJ1 33 07&21,1706.36378 HJ3 35 A16015ENC101014 37 A16030ENC101014 39 GBLLETIN0118 Alpine, an ITW Company 6750-Forum Drive, Suite 305. Orlando, FL 32821 Phone:(800)755-6001 www.alpineitw.com u 2 078.21.1706.36081 A2 4 078.21.1706.36222 A4 6 078.21.1706.35816 A6 8 078.21.1706.36003 A8G 10 078:21.1706,35909 B1 12 078,21.170635613 MEG 14 078.21.1706.36409 L2G 16 078.21.1706.35395 EJ6E 18 078.21.1706.35784 CJ5E 20 078.21.1706.35753 CJ1E 22 078.21:1706.36457 MG1 24 078.21.1706.36050 EJ72 26 078.211706.35409 CJ5 28 078.21.1706.35472 CJ3 30 078.21.1706,36176 CJ32 32 078,21.1706.36207 HJ6E 34 078.21.1706.35941 HJ7' 36 A16015ENC1.60118 38 A16030ENC160118 F1oriO Certificate of Product Approval #FL1999 Printed 3/22/2021 7:49:47 AM General Notes Truss Design Engineer Scope of Work, Design Assumptions and Design Responsibilities: The design responsibilities assumed in the preparation of these design drawings are those specified in ANSI/TPI 1, Chapter 2; and the National Design Standard for Metal Plate Connected Wood Truss Construction, by the Truss Plate Institute. The truss component designs conform to the applicable provisions of ANSI/TPI 1 and NDS, the National Design Specification for Wood Construction by AWC. The truss component designs are based on the specified loading and dimension information furnished by others to the Truss Design Engineer. The Truss Design Engineer has no duty to independently verify the accuracy or completeness of the information provided by others and may rely on that information without liability. The responsibility for verification of that information remains with others neither employed nor controlled by the Truss Design Engineer. The Truss Design Engineer's seal and signature on the attached drawings, or cover page listing these drawings, indicates acceptance of professional engineering responsibility solely for the truss component designs and not for the technical information furnished by others which technical information and consequences thereof remain their sole responsibility. ' The suitability and use of these drawings for any particular structure is the responsibility of the Building Designer in accordance with ANSI/TPI 1 Chapter 2. The Building Designer is responsible for determining that the dimensions and loads for each truss component match those required by the plans and by the actual use of the individual component, and for ascertaining that the loads shown on the drawings meet or exceed applicable building code requirements and any additional factors required in the particular application. Truss components using metal connector plates with integral teeth shall not be placed in environments that will cause the moisture content of the wood in which plates are embedded to exceed 19% and/or cause corrosion of connector plates and other metal fasteners. The Truss Design Engineer shall not be responsible for items beyond the specific scope of the agreed contracted work set forth herein, including but not limited to: verifying the dimensions of the truss component, calculation of any of the truss component design loads, inspection of the truss components before or after installation, the design of temporary or permanent bracing and their attachment required in the roof and/or floor systems, the design of diaphragms or shear walls, the design of load transfer connections to and from diaphragms and shear walls, the design of load transfer to the foundation, the design of connections for truss components to their bearing supports, the design of the bearing supports, installation of the truss components, observation of the truss component installation process, review of truss assembly procedures, sequencing of the truss component installation, construction means and methods, site and/or worker safety in the installation of the truss components and/or its connections. This document may be a high quality facsimile of the original engineering document which is a digitally signed electronic file with third party authentication. A wet or embossed seal copy of this engineering document is available upon request. Temporary Lateral Restraint and Bracing: Temporary lateral restraint and diagonal bracing shall be installed according to the provisions of BCSI chapters B1, B2, B7 and/or B10 (Building Component Safety Information, by TPI and SBCA), or as specified by the Building Designer or other Registered Design Professional. The required locations for lateral restraint and/or bracing depicted on these drawings are only for the permanent lateral support of the truss members to reduce buckling lengths, and do not apply to and may not be relied upon for the temporary stability of the truss components during their installation. Permanent Lateral Restraint and Bracing: The required locations for lateral restraint or bracing depicted on these drawings are for the permanent lateral support of the truss members to reduce buckling lengths. Permanent lateral support shall be installed according to the provisions of BCSI chapters B3, B7 and/or B10, or as specified by the Building Designer or other Registered Design Professional. These drawings do not depict or specify installation/erection bracing, wind bracing, portal bracing or similar building stability bracing which are parts of the overall building design to be specified, designed and detailed by the Building Designer. Connector Plate Information: Alpine connector plates are made of ASTM A653 or ASTM A1063 galvanized steel with the following designations, gauges and grades: W=Wave, 20ga, grade 40; H=High Strength, 20ga, grade 60; S=Super Strength, 18ga, grade 60. Information on model code compliance is contained in the ICC Evaluation Service report ESR-1118, available on-line at www.icc-es.oro. 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.org. 2. ICC: International Code Council; www.iccsafe.org. 3. Alpine, a division of ITW Building Components Group Inc.: 514 Earth City Expressway, Suite 242, Earth City, MO 63045; www.alpineitw.com. 4. TPI: Truss Plate Institute, 2670 Crain Highway, Suite 203, Waldorf, MD 20601; www.tpinst.org. 5. SBCA: Wood Truss Council of America, 6300 Enterprise Lane, Madison, WI 53719; www.sbcindustry.com: Page 3 of 3 SEQN: 674901 HIPS Ply: 1 Job Number: N362326 Cust: R8975 JRef:1X3U89750138 T6 FROM: RAA Qty: 1 ' A5/320 ,4EHJH ,01 H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS DrwNo: 078.21.1706.35410 Truss Label: Al / YK 03119/2021 22"9 "20571+ 2"2 1116'1144 T 6'1"5 6'014 34 :5X5 =5X5 E F 33'6"l2 39'8" 6'1"5 6'1"4 N Q (D _q18'8"12 4Ab(t12) -5X5 =5X70 =5X5 =4X6(B2) 9'10" 9'10" Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-16 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Kzt: NA Des Ld: 37.00 Mean Height: 22.84 ft NCBCLL: 10.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h Spacing: 24.0 " C&C Dist a: 3.97 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #1; Webs: 2x4 SP #3; W3,W6 2x4 SP #2 N; Bracing (a) 1X4 #3SRB or better continuous lateral restraint to be equally spaced. Attach with (2) 8d Box or Gun nails(0.113"x2ff%min.). Restraint material to be supplied and attached at both ends to a suitable support by erection contractor. (a) or scab reinforcement may be used in lieu of CLR restraint. substitute (1) scab for (1) CLR and (2) scabs for (2) CLR'S where shown. Scab reinforcement to be same size, species, grade, and 80% length of web member. Attach with 0.128x3" gun nails @ 6" oc. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types 39'8" 10, 19,10" Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): 10, 29'10" Defl/CSI Criteria PP Deflection in loc Udell U# VERT(LL): 0.259 L 999 360 VERT(CL): 0.481 L 983 240 HORZ(LL): 0.097 K - - HORZ(TL): 0.179 K Creep Factor: 2.0 Max TC CSI: 0.865 Max BC CSI: 0.863 Max Web CSI: 0.392 Ver: 20.02.00A.1020.20 If pop'. � WAk a P (� O NO. 86367 e Lt " �v. STATE OF 0 �a N 9'10.1 1' 39'8" ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 1546 /- /- /861 1785 /303 N 1546 /- /- /861 f785 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.8 N Brg Width = 8.0 Min Req = 1.8 Bearings B & I are a rigid surface. Bearings B & I require a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - C 1981 - 3037 F - G 1518 - 2011 C - D 1835 - 2773 G - H 1835 - 2773 D - E 1518 - 2011 H - 1 1982 - 3037 E - F 1525 -1892 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - M 2726 -1720 L - K 2369 -1414 M - L 2369 -1433 K - I 2726 -1702 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. M - D 453 - 75 L - F 521 - 323 D - L 555 -703 L - G 556 -703 E - L 521 - 323 G - K 453 - 76 "`-"ZI°N1u� 1 ,, FL REG# 278, Yoonhwak Kim, FL PE #86367 03/22/2021 *"WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating handling shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) r saety 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 attaches rigid ceilin Locations shown for ermanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or 1310, _ as applicable. Appigy 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. �LPPII NN Alpine, a division of ITW BuildinggComponents Group Inc. shall not, be responsible for any deviation from this drawing, any failure to build the ANmv co�+cANv truss in conformance with ANSI/TPI 1, or for handling, shipping,, mstallatlon and bracing of trusses. A seal on this drawing or cover page 6750 Forum Drive listing this drawing indicates acceptance of professional encLmeering responsibilit solelyorthe design shown. The suitability and use of this drawing for any structure is the responsibility of the Building -Designer per ANSINI 1 Sec.2. Suite 305 For more information see these web sites: Alpine: al ine!tw.com;. TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or AWC: awc.or _ Orlando FL, 32821 SEQN: 67491 / HIPS Ply: 1 Job Number: N362326 Cust: R 8975 JRef:1X3U89750138 T12 / FROM: RAA City: 2 7A5/320 ,4EHJH ,01 H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS DrwNo: 078.21.1706.36081 Truss Label: A2 / YK 03/1912021 17' + 22'8" + 2T5"7 6'1"4 6'1"5 4'97 5'8" 4'9"7 9'10" 9'10.' Loading Criteria (pst) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-16 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Kzt: NA Des Ld: 37.00 Mean Height: 22.58 ft NCBCLL: 10.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h Spacing: 24.0 " C&C Dist a: 3.97 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; T1,T5 2x4 SP #1; Bot chord: 2x4 SP 2400f-2.OE; Webs: 2x4 SP #3; W3,W6 2x4 SP #2 N; Bracing (a) 1X4 #3SRB or better continuous lateral restraint to be equally spaced. Attach with (2) 8d Box or Gun nails(0.113"x2.5",min.). Restraint material to be supplied and attached at both ends to a suitable support by erection contractor. (a) or scab reinforcement may be used in lieu of CLR restraint. substitute (1) scab for (1) CLR and (2) scabs for (2) CLR'S where shown. Scab reinforcement to be same size, species, grade, and 80% length of web member. Attach with 0.128x3" gun nails @ 6" oc. Loading Truss passed check for 20 psf additional bottom chord live load in areas with 42"-high x 24"-wide clearance. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. =5X5 =5X5 E F 39'8" 10 + 10 19'10" 29'10" Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.264 L 999 360 VERT(CL): 0.466 L 999 240 HORZ(LL): 0.091 K - - HORZ(TL): 0.160 K Creep Factor: 2.0 Max TC CSI: 0.680 Max BC CSI: 0.542 Max Web CSI: 0.323 VIEW Ver: 20.02.00A.1020.20 `�1A �+NWAkI " ARi ,, & i a n No. 86367 a q �® STATE OF 33'6"12 + 39'8" 6'1"5 6-1"4 39'8" i � 39'8" ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ /R- /Rh /Rw /U /RL B 1645 /- /- /867 f786 /284 N 1645 A A /867 1786 A Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 N Erg Width = 8.0 Min Req = 1.5 Bearings B & I are a rigid surface. Bearings B & I require a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - C 2105 - 3292 F - G 1649 - 2207 C - D 1949 - 3025 G - H 1950 - 3025 D - E 1649 - 2207 H - I 2105 - 3292 E - F 1674 - 2198 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - M 2958 -1835 L - K 2568 -1513 M - L 2568 -1532 K - I 2958 -1817 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. M - D 456 - 81 L - F 590 - 280 D - L 494 -708 L - G 494 -708 E - L 590 - 280 G - K 456 - 81 °'o'�f�°• 1 �P/ l> 0�lqe° 4 a1;djd4NAj ` .0 FL REG# 278, Yoonhwak Kim, FL PE #86367 03/22/2021 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Alpine, a division of ITW Buildin Components Group Inc. shall not be responsible for any deviation from this drawing, any, failure to build the truss in conformance with ANSI PI 1, or for handling, shipping,, installation and bracing of trusses. A seal on this drawm or cover pa e listing this drawingg indicates acceptance of professional en sneering responsibilitty� solely -for the design shown. The suitability and use of This drawing for any sfr'ucture is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2. For more information see these web sites: Alpine: alpineitw com• TPI: tpinst orq• SBCA• sbcindustrycom; ]CC: iccsafe or • AWC: awc orq ALPINE ANRW COMPANY 6750 Forum Drive Suite 305 Orlando FL, 32821 SEQN: 674921 FROM:RAA HIPS Ply: 1 Qty: 2 7'8"6 7'8"6 Job Number: N362326 ,7A5/320 ,4EHJH ,01 H ,RL01 /4EHB / 2601 / HAYDEN EXPRESS Truss Label: A3 15, 19'10" 24'8" T3"10 4'10" 4'10" _5X5 III2X4 =5X5 D E T3 F Cust:R6975 JROAMU89750138 T11 / DrwNo: 078,21.1706.35457 / YK 03/19/2021 31'11"10 398" 7'3"10 r 7'8"6 4X6(B2) III6X8 y� =8X8 �J 1116X8 4X6(82) 1' 9'10" Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-16 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: If Des Ld: 37.00 EXP: C Kzt: NA Mean Height: 22.16 ft NCBCLL: 10.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h Spacing: 24.0 " C&C Dist a: 3.97 It Loc. from endwall: not in 9.00 ft GCpi: 0.18 - Wind Duration: 1.60 Lumber Top chord: 2x4 SP #1; T3 2x4 SP #2 N; Bot chord: 2x4 SP 2400f-2.OE; B2,B3 2x6 SP #2 N; Webs: 2x4 SP #2 N; W1,W4,W7 2x4 SP #3; Loading Truss passed check for 20 psf additional bottom chord live load in areas with 42"-high x 24"-wide clearance. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. 39'8" 10, 19,10" Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): 10, 29'10" Defl/CSI Criteria - PP Deflection in loc L/defl L/# VERT(LL): 0.278 E 999 360 VERT(CL): 0.480 E 985 240 HORZ(LL): 0.092 J - - HORZ(TL): 0.159 J Creep Factor: 2.0 Max TC CSI: 0.757 Max BC CSI: 0.840 Max Web CSI: 0.385 Ver: 20.02.00A.1020.20 ,,ltl1l9IrIplotfo �r No. 86367 ; 7d s l STATE OF 9'10" 1' 39'8"+ ♦ Maximum Reactions (Ibs) - Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 1692 /- /- /874 /789 /255 M 1692 /- /- /874 /789 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 M Brg Width = 8.0 Min Req = 1.5 Bearings B & H are a rigid surface. Bearings B & H require a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - C 2277 - 3391 E - F 2062 - 2703 C - D 2224 - 3172 F - G 2225 - 3172 D - E 2062 - 2703 G - H 2277 - 3391 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - L 3045 -1981 K - J 2456 -1533 L - K 2456 -1552 J- H 3045 -1963 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp C - L 447 - 349 K - F 411 - 252 L - D 639 - 300 F - J 639 - 300 D - K 411 - 252 J - G 447 - 349 E - K 389 - 207 4 o R `moo 04S'/ON�A► `#ll' FL REG# 278, Yoonhwak Kim, FL PE #86367 03/22/2021 **WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS the latest edition of BCSI (Building Installers shall provide temporary bottom chord shall have a properly )er BCSI sections B3, B7 or B10, Hess noted otherwise. keferto a division of ITW Building Components Group Inc, shall not.be responsible for any deviation from this drawing, any failure to build the conformance with ANSI/TPI 1, or for handling, shipping,, installation and bracin4 of trusses. A seal on this drawin or cover pa e us drawin indicates acceptance of professional engineering responsibility solely for the design shown. The suitability and use of this for any s ructure is the responsibility of the Building esigner perANSI/TPI 1 Sec.2. information see these web sites: Alpine: alpineitw com• TPI: tpinst org; SBCA: sbcindustrycom ICC• iccsafe or ; AWC: awc org ALPINE AN rW COMPANY 6750 Forum Drive Suite 305 Odando FL, 32821 SEQN: 67493 / HIPS Ply: 1 Job Number: N362326 Cust: R 8975 JRef:1X3U89750138 T10 / FROM: RAA Qty: 2 ,7A5/320 ,4EHJH ,01 H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS DrwNo: 078.21.1706.36222 Truss Label: A4 / YK 03/19/2021 T L. 1 6'3 7'4"5 7'4"5 9'10" 9'10" 13' 57'10 Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-16 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Kzt: NA Des Ld: 37.00 Mean Height: 21.75 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: 3.97 ft Loc. from endwall: not in 9.00 It GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #1; T2 2x4 SP #2 N; Bot chord: 2x4 SP 2400f-2.OE; 132,133 2x6 SP #2 N; Webs: 2x4 SP #3; W3, W5 2x4 SP #2 N; Loading Truss passed check for 20 psf additional bottom chord live load in areas with 42"-high x 24"-wide clearance. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. 19'10" 26'8" 6' 10" 6' 10" .5X5 1112X4 =5X5 D E T2 F 39'8" 10' 10, 19'10" + 29'10" Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): 32'3"11 + 39'8" 57'11 7-4"6 Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): 0.292 E 999 360 VERT(CL): 0.512 E 925 240 HORZ(LL): 0.089 J - - HORZ(TL): 0.156 J Creep Factor: 2.0 Max TC CSI: 0.689 Max BC CSI: 0.778 Max Web CSI: 0.748 Ver: 20.02.00A.1020.20 '01111E1ttJilrlliffte a Ao.86367 m 0 6 r w �+ STATE OF v ® p �• ®� �t,� eq 9'10" 1' 39'8" i '� ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 1657 A /- /875 /790 /225 M 1657 /- !- /875 /790 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 M Brg Width = 8.0 Min Req = 1.5 Bearings B & H are a rigid surface. Bearings B & H require a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - C 2451 - 3301 E - F 2514 - 2994 C - D 2372 - 3073 F - G 2372 - 3073 D - E 2514 - 2994 G - H 2451 - 3301 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - L 2960 - 2140 K - J 2537 -1811 L - K 2537 -1830 J - H 2960 - 2122 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. L - D 504 -171 K - F 590 - 511 D - K 590 - 511 F - J 504 -171 E - K 645 - 388 �•+�0P ems° C d •p®� b sS/OIYA� /IIIJm1111 FL REG# 278, Yoonhwak Kim, FL PE #86367 03/22/2021 **WARNING*" READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS quire extreme care in fabricating, handling shipping, installing, and bracing. Refer to and follow the latest edition of BCSI (Building t Safety Information, by TPI and SBCA) r safety practices prior.to performing these functions. Installers shall provide temporary BCSI. Unless noted otherwise, top chord shall have propel attached structural sheathing and bottom chord shall have a properly �d ceiling Locations shown for permanent lateral restraint otYwebs shall have bracin installed per BCSI sections B3, B7-or•B10 le. App7y Oates to each face oT truss and position as shown above and on the Join Details, unless noted otherwise. Fefer to 60A-Z for standard plate positions. Refer to job's General Notes page for additional information. of deviation from this drawing, any, failure to build the of trusses. A seal on this drawing or cover page Rr the design shown. The suitability and use of this -- " ALPINE any these we AWC: AN nW COMPANY 6750 Forum Drive Suite 305 Orlando FL, 32821 SEQN: 67494/ HIPS Ply: 1 Job Number: N362326 Cust: R8975 JRef:1X3U89750138 T9 r FROM: RAA Qty: 2 7A5/320 ,4EHJH ,01 H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS DrwNo: 078.21.1706.35316 Truss Label: A5 / YK 03/19/2021 7'4"4 11' 16'11"4 22'8"12 28'8" 323"12 39'8" 7'4"4 + 3'7"12 5'11"4 59"8 "{" 5'114 3712f' 7'4"4 :5X5 =5X5 -4X4 5X5 �� D E F G 9'10" 9'10" Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-16 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Kzt: NA Des Ld: 37.00 Mean Height: 21.33 ft NCBCLL: 10.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h Spacing: 24.0 " C&C Dist a: 3.97 It Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #1; 132,133 2x6 SP #2 N; Webs: 2x4 SP #3; W3,W6 2x4 SP #2 N; Bracing (a) 1X4 #3SRB or better continuous lateral restraint to be equally spaced. Attach with (2) 8d Box or Gun nails(0.113"x2.5",min.). Restraint material to be supplied and attached at both ends to a suitable support by erection contractor. (a) or scab reinforcement may be used in lieu of CLR restraint. substitute (1) scab for (1) CLR and (2) scabs for (2) CLR'S where shown. Scab reinforcement to be same size, species, grade, and 80% length of web member. Attach with 0.128x3" gun nails @ 6" oc. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types T 1 _$18'812 I 39'8" 10' 10, 91101, 19'10.1 29'10" 39.8" Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate. Type(s): Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): 0.307 L 999 360 VERT(CL): 0.569 L 831 240 HORZ(LL): 0.094 K - - HORZ(TL): 0.173 K Creep Factor: 2.0 Max TC CSI: 0.890 Max BC CSI: 0.825 Max Web CSI: 0.314 Ver: 20.02.00A.1020.20 0411ItIII110/1p; ,\N4\pNWAk No. 86367 o STATE OF ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 1546 /- /- /872 1791 /196 N 1546 /- /- /872 f791 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.8 N Brg Width = 8.0 Min Req = 1.8 Bearings B & I are a rigid surface. Bearings B & I require a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - C 2614 - 3016 F - G 2270 - 2353 C - D 2542 - 2800 G - H 2542 - 2800 D - E 2271 - 2354 H -1 2615 - 3016 E - F 2947 - 3107 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - M 2698 - 2287 L - K 3032 - 2643 M - L 3030 - 2659 K - I 2698 - 2268 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. M - D 823 - 601 F - K 956 - 817 M - E 951 - 814 G - K 825 - 604 °aft• 4QRIVONAL Ta�' FL REG# 278, Yoonhwak Kim, FL PE #86367 03/22/2021 **WARNING*" READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of SCSI (Building Component Safety Information, by TPI and SBCA) tcr-satPety practices prior to performing these functions. Installers shall provide temporary bracing per SCSI. Unless noted otherwise, -top chord shall have properly attached -structural sheathing and bottom chord shall -have a properly attached ri id ceiling Locations shown for ermanent lateral restraint of webs shall have bracingq installed per BCSI sections B3, B7 or B10, _ as applicable. Apply Oates to each face off 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 Buildin Components Group -Inc: shall_not.be responsible for any deviation from this drawing, any failure to build the ANMCOWANY- truss in conformance with ANSI%-Pl--1, or for handling, shipping,, Installation and bracincl of trusses. A seal on this drawing or cover page - 6750 Forum Drive listing this drawing indicates acceptance of professional enpsneering responsibility solely -for the design shown. The suitability and use of this drawing for any structure is the responsibility of the Building -Designer per ANSI/TPl 1 Sec.2. - - Suite 305 For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 67495! SPEC Ply: 1 Job Number: N362326 Cusl: R8975 JRef:1X3U89750138 T20 / FROM: RAA Qty.. 1 7A5/320 ,4EHJH ,01 H ,RL01 / 4EHB 12601 ! HAYDEN EXPRESS DrwNo: 078.21.1706.35816 Truss Label: A6 / YK 03/19/2021 � 1'10' 7'1"1 10,101, i 19'10" 24'8" LOT" 32'�"5 39'8" r T1"1 -� 3'8"15, f T2„ �- 4'10" �- 6' 17" 74"l1 =5X5 1112X4 ... D =Rxn __ =FXS � 5XF 39'8" 9'10" 10' 9'10" + 19,10" Loading Criteria (psf) Wind Criteria -Snow Criteria (Pg,Pf in PSF) TCLL: 20.00 Wind Std: ASCE 7-16- - - - Pg: NA Ct: NA CAT: NA TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA BCDL: 10.00 Risk Category: II Snow Duration: NA EXP: C Kzt: NA Des Ld: 37.00 Mean Height: 21.30 ft NCBCLL: 10.00 TCDL: 4.2 psf Building Code: Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Fac: Yes Loc. from endwall: not in 9.00 ft FT/RT:20(0)/10(0) GCpi: 0.18 Plate Type(s): Wind Duration: 1.60 WAVE Lumber Top chord: 2x4 SP #2 N; T3 2x4 SP #1; Bot chord: 2x4 SP #1; Webs: 2x4 SP #3; W4 2x4 SP #2 N; Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types 9'10" 29'8" Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): 0.384 F 999 360 VERT(CL): 0.712 F 664 240 HORZ(LL): 0.104 L - - HORZ(TL): 0.193 L Creep Factor: 2.0 Max TC CSI: 0.896 Max BC CSI: 0.836 Max Web CSI: 0.917 VIEW Ver: 20.02.00A.1020.20 14, aNwfee sA ®� �, p \CENS° a•/'��r�0. I o i No.86 7 r FATE OF ®CC TT N V � T1_*18'8"12 10, 1 39'8" ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 1546 /- !- /855 f788 /193 O 1546 /- /- /859 f791 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.8 O Brg Width = 8.0 Min Req = 1.8 Bearings B & J are a rigid surface. Bearings B & J require a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - C 2618 - 3005 F - G 3611 - 3760 C - D 2523 - 2780 G - H 2615 - 2776 D - E 2200 - 2352 H - 1 2614 - 2789 E - F 3612 - 3761 1-1 2684 - 2992 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - N 2688 - 2277 M - L 3452 - 3105 N - M 3197 - 2820 L - J 2675 - 2328 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp N - D 1865 -1705 M - G 400 - 308 N - E 1923 -1815 G - L 1049 - 864 E - M 645 - 713 L - H 867 - 679 F - M 561 - 352 °Ft�'� ONrAe FL REG# 278, Yoonhwak Kim, FL PE 486367 03/22/2021 **WARNING`* READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached rigid ceiling.Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, as applicable. Appl_plates to each face. of truss and position as shown above and on the Joini Details, unless noted otherwise. Refer to ALPINE drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Buildin$gComponents Group Inc. shall not.be responsible for any deviation from this drawing, any failure to build the ANRWCCMPAW truss in conformance with ANSI 1, or for handling, shipping;. installation and bracing of trusses. A seal on this drawing or cover page 675o Forum Drive listing this drawing indicates -acceptance of professional engqineering responsibilityy solely -for the design shown. The suitability and use of Phis drawing for any structure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2. Suite 305 For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ]CC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 67496 / HIPS Ply: 1 Job Number: N362326 Cust: R 8975 JRef:1X3U89750138 T8 ! FROM: RAA Qty: 1 ,7A5/320 ,4EHJH ,01 H ,RL01 / 4EHB ! 2601 / HAYDEN EXPRESS DrwNo: 078.21.1706.35878 Truss Label: A7 / YK 03/19/2021 7'1"2 9' 16'8" 23' 30'8" 32'6"14 39'8" 7,1"2 1 1'10114 7'8" 64" + 7'8" 1'1014 7'1"2 1 :5X5 =4X4 =5X5 =5X5 �2X4 D E T2 F T3 G ar2X4 5 T C H T B A T W6 rn I `P J G3 1 .18'8"12 =4X6(B2) = 5X8 = 6X6 = 5X8 =4X6(B2) 39'8" �1'T 9'10" + 10, 10, 91101,�1 9'10" 19,10" 29'10" 3918" 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 Snow Criteria (Pg,Pfin PSF) Defl/CSI Criteria - ♦ Maximum Reactions (Ibs) Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc L/defl L/# Gravity Non -Gravity Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.367 L 999 360 Loc R+ / R- / Rh / Rw / U / RL B 1546 A /- /864 /827 /166 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.681 L 694 240 Risk Category: II Snow Duration: NA HORZ(LL): 0.110 K - - N 1546 A A /864 /827 /- EXP: C Kzt: NA HORZ(TL): 0.203 K Wind reactions based on MWFRS Building Code: Mean Height: 20.91 ft Creep Factor: 2.0 B Brg Width = 8.0 Min Req = 1.8 TCDL: 4.2 psf BCDL: 5.0 psf FBC 7th Ed2020 Res. . Max TC CSI: 0898 . N Brg Width = 8.0 Min Req = 1.8 MWFRS Parallel Dist: 0 to h/2 TPI Std: 2014 Max BC CSI: 0.869 Bearings B & I are a rigid surface. Bearings B & I require a seat plate. C&C Dist a: 3.97 ft Rep Fac: Yes Max Web CSI: 0.320 Members not listed have forces less than 375# Loc. from endwall: not in 9.00 It FT/RT:20(0)/10(0) Maximum Top Chord Forces Per Ply (Ibs) GCpi: 0.18 Plate Type(s): Chords Tens.Comp. Chords Tens. Comp. VIEW Ver: 20.02.00A.1020.20 Wind Duration: 1.60 WAVE Lumber Top chord: 2x4 SP #2 N; T2,T3 2x4 SP #1; Bot chord: 2x4 SP #1; Webs: 2x4 SP #3; W3,W6 2x4 SP #2 N; Bracing (a) 1X4 #3SRB or better continuous lateral restraint to be equally spaced. Attach with (2) 8d Box or Gun nails(0.113"x2.5",min.). Restraint material to be supplied and attached at both ends to a suitable support by erection contractor. (a) or scab reinforcement may be used in lieu of CLR restraint. substitute (1) scab for (1) CLR and (2) scabs for (2) CLR'S where shown. Scab reinforcement to be same size, species, grade, and 80% length of web member. Attach with 0.128x3" gun nails @ 6" oc. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. B - C 2761 - 2998 F - G 2686 - 2758 C - D 2709 - 2811 G - H 2710 - 2812 D - E 2685 - 2757 H - 1 2762 - 2998 E - F 3607 - 3700 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - M 2681 - 2420 L - K 3612 - 3366 M - L 3615 - 3388 K - I 2681 - 2402 o,�t��nttrrrir r q0S r1�� WA tr I�p Maximum Web Forces Per Ply (Ibs) N e • • e b �� ii�® Webs Tens.Comp. Webs Tens. Comp. Isle D - M 776 - 568 F - K 1200 - 989 ® l,(� •Q y M - E 1205 - 992 K - G 773 - 564 No, 86367 0 • o ,e Q � STATE OF • . 101 �/Eld(IdUJ1100�' FL REG# 278, Yoonhwak Kim, FL PE 486367 03/22/2021 **WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Alpine, a division of ITW Buildin Components Group Inc. shall not be res p,onsible for any deviation from this drawing, any failure to build the truss in conformance with ANSI/ PI 1, or for handling, shipping,, installation and bracin of trusses. - A seal on this drawing or cover paWe listing this drawing indicates acceptance of professional engs�neering responsibilitty�r solely or the design shown. The suitability and use of this drawing for any structure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2. For more.informalion see these web sites: Alpine: alpineitw.com; TPI: tpinsl.org; SBCA: sbcindustry.com; ICC: iccsafe.org; AWC• awc.org ALPINE AN rrW COMPANY 6750 Forum Drive Suite 305 Orlando FL, 32821 SEQN: 67499 / HIPS Ply: 2 Job Number: N362326 Cust: R 8975 JRef:1X3U89750138 T14 / FROM: RAA Qty.. 1 ,7A5/320 ,4EHJH ,01 H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS DrwNo: 078.21.1706.36003 Truss Label: ABG / YK 03/19/2021 2 Complete Trusses Required 7' 13'5"14 19,10" 26'2"2 7' 6'5"14 6'4"2 6'4"2 5 12 =6CDT2 6 =4X4 =-8X8 =4X4 T3 E F T P r� 39'8" �11 61O'A + 6'5"14 T 6'10"4 13'4"2 Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-16 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Kzt: NA Des Ld: 37.00 Mean Height: 20.50 ft NCBCLL: 0.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 Spacing: 24.0 " C&C Dist a: 3.97 ft Loc. from endwall: NA GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; T2,T3 2x6 SP #2 N; Bot chord: 2x6 SP SS; Webs: 2x4 SP #3; Nailnote Nail Schedule:0.128"x3" nails Top Chord: 1 Row @12.00" o.c. Bot Chord: 1 Row @12.00" o.c. Webs : 1 Row @ 4" o.c. Use equal spacing between rows and stagger nails in each row to avoid splitting. Loading #1 hip supports 7-0-0 jacks with no webs. Wind Wind loads and reactions based on MWFRS. Wind loading based on both gable and hip roof types. 6'5"14 19,10" :)w Criteria (Pg,Pf in PSF) NA Ct: NA CAT: NA NA Ce: NA NA Cs: NA )w Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: No FT/RT:20(0)/10(0) Plate Type(s): 32'8" + 39'8" 6.514 7' =6X6 G 1112X4 =8X8 =3X6 =8X8 1112X4 v 6'5"14 26'3"14 6'5"14 + 6'10"4 32'9"12 39'8" 1� T i" 1 +18'8"12 Defl/CSI Criteria ♦ Maximum Reactions (Ibs) PP Deflection in loc Udefl U# Gravity Non -Gravity VERT(LL): 0.434 E 999 360 Loc R+ / R- / Rh / Rw / U / RL VERT(CL): 0.813 E 581 240 B 3115 /- /- /- /1614 /- HORZ(LL): 0.071 C - - O 3115 /- /- /- /1614 /- HORZ(TL): 0.133 C Wind reactions based on MWFRS Creep Factor: 2.0 B Brg Width = 8.0 Min Req = 1.8 Max TC CSI: 0.542 O Brg Width = 8.0 Min Req = 1.8 Max BC CSI: 0.411 Bearings B & H are a rigid surface. Max Web CSI: 0.743 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. VIEW Ver: 20.02.00A.1020.20 B - C 1762 - 3442 E - F 2781 - 5458 C - D 2492 - 4892 F - G 2493 - 4893 D - E 2781 - 5458 G - H 1763 - 3443 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - N 3147 -1600 L - K 4957 - 2539 N - M 3136 -1600 K - J 3137 -1601 M - L 4956 - 2539 J - H 3148 -1601 ,1`�ti114111f1f�rP ®1,e0N�-11N,q� ��jD ` rjt Maximum Web Forces Webs Per Ply (Ibs) `1 O • 0 a 41 0 + + tt0� Tens.Comp. Webs Tens. Comp. eat 0' �CE f Y "� • ti F i C - M 1951 - 991 L - F 553 - 267 +°t. • s 0 No, 86367 o a M - D 488 - 672 D-L 554 -267 F - K 488 - 672 K-G 1951 991 a � • • o s o 0 -p da STATE 4F �Gc/�� q � •'� C a C)R1090606 FL REG# 278, Yoonhwak Kim, FL PE #86367 03/22/2021 —WARNING`* READ AND FOLLOW ALL NOTES ON THIS DRAWING! "IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary. bracingper. BCSI. Unless noted otherwise, -top chord shall have proper)y attached structural sheathing and bottom chord shall have a properly attacheU n id ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, _ as applrcabgle. Apply plates to each face, of truss and position as shown above and on the Join Details, unless noted otherwise. Defer to �11!� drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. /'�I �LPPII NN Alpine, a division of ITW Buildin Components Group Inc. shall not,be resronsible for any deviation from this drawing, any failure to build the truss in conformance with ANSI/ PI 1, or for handling, shipping,, installs ion and bracin4 of trusses. A seal on this drawing or cover pa a 675o Forum Drive listing this drawing indicates acceptance of professional en ineenng responsibility solely -for the design shown. The suitability and use of this drawing for any structure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2. Suite 305 For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 67500 / SPEC Ply: 2 Job Number: N362326 Cust: R 8975 JRef:1X3U89750138 T38 I FROM: HMT Qty: 1 ,7A5/320 ,4EHJH ,01 H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS DrwNo: 078.21.1706.36504 Truss Label: A9G AK / YK 03/19/2021 2 Complete Trusses Required T 1 "4 10,10" 7'1"4 7 3,8"12 =5X5 D T ,2 5 2X4 C ,-tee -4X6(A(a) 1) :33 A BB N =8X10 10' 0' Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-16 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Kzt: NA Des Ld: 37.00 Mean Height: 21.30 ft NCBCLL: 0.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 Spacing: 24.0 " C&C Dist a: 3.97 it Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; T3,T4 2x6 SP SS; Bot chord: 2x6 SP SS; B3 2x8 SP 2400f-2.OE; Webs: 2x4 SP #3; W8 2x4 SP #2 N; Bracing (a) 1X4 #3SRB or better continuous lateral restraint to be equally spaced. Attach with (2) 8d Box or Gun nails(0.113"x2.5",min.). Restraint material to be supplied and attached at both ends to a suitable support by erection contractor. Nailnote Nail Schedule:0.128"x3" nails Top Chord: 1 Row @12.00" o.c. Bot Chord: 1 Row @12.00" o.c. Webs : 1 Row @ 4" o.c. Use equal spacing between rows and stagger nails in each row to avoid splitting. Special Loads ------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC: From 55 plf at -1.00 to 55 plf at 22.60 TC: From 28 pif at 22.60 to 28 plf at 32.67 TC: From 55 plf at 32.67 to 55 plf at 40.67 BC: From 20 plf at 0.00 to 20 plf at 22.60 BC: From 10 pif at 22.60 to 10 plf at 32.64 BC: From 20 plf at 32.64 to 20 pif at 39.67 TC: 177 lb Conc. Load at 22.60,24.60,26.60 TC: 169 lb Conc. Load at 28.60,30.60 TC: 380 lb Conc. Load at 32.60 BC: 1445 lb Conc. Load at 21.14 BC: 129 lb Conc. Load at 22.60,24.60,26.60 BC: 127 lb Conc. Load at 28.60,30.60 BC: 491 lb Conc. Load at 32.64 14'8 19'10"4 24'8" 3'10" 5'2"4 I 4912 =8X8 1112X4 - E F T3 10, 20' 32'8" + 39'8" 8' T 8X8 T4 =6H6 =1-11014 B3 =10X10 1112X4 39'8" Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: No FT/RT:20(0)/10(0) Plate Type(s): T T� M (V =4X8(B1) �Ml J 1 �18'8"12 T8" 5'1"12 6'10"4 1' 27'8" 32'9"12 + 39'8" + Defl/CSI Criteria PP Deflection in ]cc Udefl U# VERT(LL): 0.426 F 999 360 VERT(CL): 0.789 F 598 240 HORZ(LL): 0.092 D - - HORZ(TL): 0.170 D Creep Factor: 2.0 Max TC CSI: 0.730 Max BC CSI: 0.479 Max Web CSI: 0.791 VIEW Ver: 20.02.00A.1020.20 Wind Wind loads and reactions based on MWFRS. Wind loading based on both gable and hip roof types. `,�q�+,taaavrrrri��o' No. $63 y rtl Q i o � `i STATE 4F a ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 2756 /- /- A /1633 A O 3785 /- 1- /- /2265 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.6 0 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 1792 - 2983 F - G 3944 - 6563 C - D 1688 - 2876 G - H 3368 - 5683 D - E 1476 - 2504 H - 1 2532 - 4224 E - F 3951 - 6570 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp B - N 2713 -1619 L - K 3865 - 2314 N - M 5151 - 3100 K - 1 3869 - 2310 M - L 6323 - 3909 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. N - D 1975 -1124 G - L 797 - 897 N - E 2091 - 3404 L - H 2117 -1255 E - M 1625 - 973 1,,l�altita8l��+� FL REG# 278, Yoonhwak Kim, FL PE #86367 03/22/2021 **WARNING- READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT`* FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall -have proper)v attached structural -sheathing and bottom chord shall have a properly attached rigid ceilin Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or B10, as applicable. Applgy plates to each face o�truss and position as shown above and on the Joint Details, unless noted otherwise. Pefer to ALPINE drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW BuildingComponents 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 of trusses. A seal on this drawin or cover pa a 6750 Forum Drive listing this drawin indicates acceptance of professional engineering responsibility solely -for the design shown. The suitability and use of this drawing for any structure is the responsibility of the Buildingo esigner per ANSI/TPI 1 Sec.2. Suite 305 For more information see these web sites: Alpine: al ineitw.com; TPI: t insl.or SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 67475 / HIPS Ply: 1 Job Number: N362326 Cust: R 8975 JRef:1X3U89750138 T2 / FROM: RAA Qty: 1 7A5/320 ,4EHJH ,01 H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS DrwNo: 078.21.1706.35909 Truss Label: B1 / YK 03/19/2021 1, + 9'1"12 9'1"12 Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Sid, ASCE 7-16 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Kzt: NA Des Ld: 37.00 Mean Height: 20.91 ft NCBCLL: 10.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 Spacing: 24.0 " C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #1; T2 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Webs: 2x4 SP #3; W4 2x4 SP #2 N; Wind Wind loads based on MWFRS with additional C&C member design. Right end vertical not exposed to wind pressure. Wind loading based on both gable and hip roof types 1 Z8" 3'8" C8 T2 =5XD5 21' 3'4"8 12'6"4 Snow Criteria (Pg;Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): WAVE 21' 8'4" 8'2"4 20'8"8 Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.036 G 999 360 VERT(CL): 0.066 G 999 240 HORZ(LL): -0.015 H - - HORZ(TL): 0.026 E Creep Factor: 2.0 Max TC CSI: 0.822 Max BC CSI: 0.757 Max Web CSI: 0.949 VIEW Ver: 20.02.00A.1020.20 � !l�1tlfllP)p�� e��yQe•®a•o�•�j"r •0 CEN,94 a No .8fi367 B STATE OF �3"8 2, ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 850 /- /- /475 /536 /137 F 778 /- /- /396 /486 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 F Brg Width = - Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - C 1163 -1274 D - E 1136 -1241 C - D 1178 -1073 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - H 1088 - 958 H - G 1093 - 956 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. G - E 825 - 717 E - F 708 - 706 �' S' •tees• FL REG# 278, Yoonhwak Kim, FL PE 486367 03/22/2021 **WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS 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 otherwise; top chord shall have proper)y attached structural sheathing and bottom chord shall have a -properly attached rigid ceiling.Locations shown for ermanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10. as applicable. Appplates to each face opf 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 Buildingq�Components Group Inc. shall not.be responsible for any deviation from this drawing, any failure to build the ANMCOWV truss in conformance with ANSI/TPI 1, or for handling, shipping,, installation and bracing of trusses. - A seal on -this drawin or cover pa a 675o Forum Drive listing this drawing indicates acceptance of professional en ineering responsibility solely for the design shown. The suitabilit9y and use of this drawing for any s9ructur is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2. Suite 305 For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 67478 / HIPS Ply: 1 Job Number: N362326 Cust: R 8975 JRef: 1X3U89750138 T5 ! FROM: RAA Qty: 1 ,7A5/320 ,4EHJH ,01 H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS DrwNo: 078.21.1706.35659 Truss Label: B2G / YK 03/19/2021 6' 10"4 6' 10"4 Loading Criteria (psf) Wind Criteria - TCLL: 20.00 Wind Std: ASCE 7-16 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Kzt: NA Des Ld: 37.00 Mean Height: 20.50 ft NCBCLL: 0.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 Spacing: 24.0 " C&C Dist a: 3.00 ft Loc. from endwall: NA GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #1; T2 2x6 SP SS; Bot chord: 2x4 SP 2400f-2.OE; B2 2x4 SP #1; Webs: 2x4 SP #3; W2,W4 2x4 SP #2 N; Bracing (a) 1X4 #3SRB or better continuous lateral restraint to be equally spaced. Attach with (2) 8d Box or Gun nails(0.113"x2.5",min.). Restraint material to be supplied and attached at both ends to a suitable support by erection contractor. (a) or scab reinforcement may be used in lieu of CLR restraint. substitute (1) scab for (1) CLR and (2) scabs for (2) CLR'S where shown. Scab reinforcement to be same size, species, grade, and 80% length of web member. Attach with 0.128x3" gun nails @ 6" oc. Loading #1 hip supports 7-0-0 jacks with no webs. Left side jacks have 7-0-0 setback with 0-0-0 cant and 1-0-0 overhang. End jacks have 7-0-0 setback with 0-0-0 cant and 1-0-0 overhang. Right side jacks have 6-4-0 setback with 0-0-0 cant and 0-0-0 overhang. 14'8" 78" 6X6 a 6X6 C T2 D (•.its T11"8 14'9"12 Snow Criteria (Pg,Pf in PSF) Pg: NA - Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: No FT/RT:20(0)/10(0) Plate Type(s): Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): 0.136 H 999 360 VERT(CL): 0.253 H 989 240 HORZ(LL):- 0:043-E - - HORZ(TL): 0.081 E - Creep Factor: 2.0 Max TC CSI: 0.786 Max BC CSI: 0.945 Max Web CSI: 0.696 Ve r: 20.02.00A.1020.20 11111111IIIIIpil �` �`'" �� wok CEN kv� m No. 86367 0 P� STATE OF a cug 21' 6'4" 5'10"12 20'8"8 � 3'"8 '2i' ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 1605 /- !- /- /997 A F 1559 /- /- /- /953 P Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 F Brg Width = - Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - C 1967 - 3258 D - E 1904 - 3157 C - D 1711 - 2847 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - H 2932 -1748 H - G 2901 -1743 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. H - C 650 -106 G - E 2741 -1621 D - G 518 - 37 E - F 968 -1535 Wind o®• 40RIVr- �s'°� 0,00a° Wind loads and reactions based on MWFRS. �4W, 6 fryAt ^ t C Right end vertical not exposed to wind pressure. dtt'ddd it,1,!}"`t,4,11Y+;1 Wind loading based on both gable and hip roof types. FL REG# 278, Yoonhwak Kim, FL PE #86367 03/22/2021 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS the latest edition of BCSI (Building Installers shall provide temporary bottom chord shall have a properly )er BCSI sections B3, B7 or B10, iless noted otherMse. Refer to Alpine, a division of ITW Buildin$Components Group Inc. shall not be responsible for -any deviation from this drawing, any failure to build the truss in conformance with ANSIIl PI 1, or for handling, shipping,, installation and bracin4of trusses. A seal on this drawing or cover page listing this drawing indicates acceptance of professional engineering responsibility solely -for the design shown. The suitability and use of This drawing for any structure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2. For more information see these web sites: Alpine: alpineilw.com; TPI: tpinst.org; SBCA: sbcindustry.com• ICC: iccsafe.org; AWC: awc org ALPINE AN ITW COMPANY 6750 Forum Drive Suite 305 Orlando FL, 32821 SEQN: 67479 / HIPM Ply: 1 Job Number: N362326 Cust: R 8975 JROIX3U89750138 T39 / FROM: RAA Qty: 1 ,7A5/320 ,4EHJH ,01 H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS DrwNo: 078.21.1706.35613 Truss Label: MEG / WHK 03/19/2021 fi j9"8 11'8"15 17'8"6 17'i11"14 i 98 'f' 5'11"7 5'11"7 3'8 12 =5X8 f77- C 1, 511 4 511 "4 Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-16 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Kzt: NA Des Ld: 37.00 Mean Height: 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 Top chord: 2x4 SP #2 N; Bot chord: 2x6 SP #2 N; Webs: 2x4 SP #3; W4 2x4 SP #2 N; Rt Bearing Leg: 2x4 SP #3; Special Loads ------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC: From 55 plf at -1.00 to 55 plf at 5.79 TC: From 27 pif at 5.79 to 27 plf at 17.99 BC: From 20 plf at 0.00 to 20 pif at 5.82 BC: From 10 plf at 5.82 to 10 plf at 17.70 TC: 141 lb Conc. Load at 5.85, 7.85, 9.85,11.85 13.85,15.85 TC: 247 lb Conc. Load at 17.71 BC: 221 lb Conc. Load at 5.82 BC: 106 lb Conc. Load at 7.85, 9.85,11.85,13.85 15.85 Wind Wind loads and reactions based on MWFRS. Right end vertical not exposed to wind pressure. Wind loading based on both gable and hip roof types. 1112DX4 =4X12 E III LX4 = bX14 = 3X6 1113X6 17'11 "14 5191,11 5'11"7 11,81,16 17'8"6 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): 0.142 D 999 360 Lu: NA Cs: NA VERT(CL): 0.262 D 813 240 Snow Duration: NA HORZ(LL): 0.024 C - - HORZ(TL): 0.044 C Building Code: Creep Factor: 2.0 FBC 7th Ed. 2020 Res. Max TC CSI: 0.877 TPI Std: 2014 Max BC CSI: 0.796 Rep Fac: Varies by Ld Case Max Web CSI: 0.824 FT/RT:20(0)/10(0) Plate Type(s): VIEW Ver: 20.02.00A.1020.20 WAVE ` 1111111111pprrrr� ,.`slkON i HWAA- �'�, �� 0 ^/E Ns I�� a a No, 86367 m A w e STATE OF w �3' 8 i711"14 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL J 1248 /- /- /- /541 1- F 1537 A A /- /686 /- Wind reactions based on MWFRS J Brg Width = 8.0 Min Req = 1.7 F Brg Width = 1.6 Min Req = 1.5 Bearings J & F are a rigid surface. Bearing J requires a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - C 1184 - 2876 D - E 1282 - 2958 C - D 1282 - 2958 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - I 2687 -1092 1 - H 2711 -1083 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. D - H 551 - 622 E - F 1458 - 2167 H - E 2848 -1195 V b FL REG# 278, Yoonhwak Kim, FL PE #86367 03/22/2021 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS 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 SCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached ri id ceilin Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or 610, as applicabgle. Applgy plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. f�efer to ALPINE drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW.BuildincQ�Components Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the ANMCO..W truss in conformance with ANSI/TPI 1, or for handling, shipping,. Installation and bracing of trusses; A seal on this drawin or cover pa a 6750 Forum Drive listing this drawing indicates acceptance of professional engineering responsibilittyy solely -for the design shown. The suitability and use of this Suite Fos drawing for any structure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2. For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.orq Orlando FL, 32821 SEQN: 67476 / COMN Ply: 1 Job Number: N362326 Cust: R 8975 JRef:1X3L189750138 T24 / FROM: MRS Qty: 2 7A5/320 ,4EHJH ,01 H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS DrwNo: 078.21.1706.36332 Truss Label: L1 AK / YK 03/19/2021 13 5 5' 10, 5' 5' 12 =4C4 4 � B D ih a E i—(�B 8„ F 2X4(A1) 1112X4 - 2X4(A1) 10, � 1 i 5' � 5' 5' 10, Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc L/defl L/# TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.016 F 999 360 BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.028 F 999 240 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.005 F - - Des Ld: 37.00 EXP: C Kzt: NA HORZ(TL): 0.009 F g Code: NCBCLL: 10.00 Mean Height: 15.00 ItBuildin TCDL: 4.2 psf Creep Factor: 2.0 Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.396 Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 TPI Std: 2014 Max BC CSI: 0.306 Spacing: 24.0 " C&C Dist a: 3.00 ft Rep Fac: Yes Max Web CSI: 0.079 Loc. from endwall: Any FT/RT:20(0)/10(0) GCpi: 0.18 Plate Type(s): IVIEW Ver 20.02.00A.1020.20 Wind Duration: 1.60 WAVE Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Webs: 2x4 SP #3; Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 429 /- A /273 /206 /79 D 429 /- A /187 /206 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 1066 - 641 C - D 1066 - 641 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - F 578 - 825 F - D 578 - 825 � WA ArF�j i i r 6 No, 86357 m STATE OF cc,� -Ve;d-JJONaA� ` e FL REG# 278, Yoonhwak Kim, FL PE 486367 03/22/2021 '"WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Buildin( Component Safety Information, by TPI and SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary' bracing per BCSI. Unless noted otherwise, top chord shall have proper)y attached structural sheathing and bottom chord shall have a properl attached rigid ceilin -Locations shown for ermanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, as applicable. Applgy plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Pefer to drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Building Components Group Inc. shall not,be respponsible for any deviation from this drawing, any failure to build the truss in conformance with ANSIfTPI 1, -or for handling, shipping,. installation -and bracin44 of trusses. A seal on this drawing or cover pa e listing this drawing indicates acceptance of professional engineering responsibility solely -for the -design shown. The suitability and use of this drawing for any structure is the responsibility of the Building -Designer per ANSINI 1 Sec.2. web TPI: ALP NI E ANR CCWAW 6750 Forum Drive Suite 305 Orlando FL, 32821 SEQN: 67480 / HIPS Ply: 1 Job Number: N362326 Cust: R 8975 JR&AX3U89750138 T36 / FROM: MR S Qty: 1 ,7A5/320 ,4EHJH ,01 H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS DrwNo: 078.21.1706.36409 Truss Label: L2G AK / WHK 03119/2021 Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " 3' } 7' 10, 3' 4' 3' 12 4 = 4X4 = 4XX4 T B E � F 8-8" H G =2X4(A1) 1112X4 1112X4 =_2X4(A1) 1 3'1"12 3'1"12 Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc, from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Webs: 2x4 SP #3; Special Loads ------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC: From 55 plf at -1.00 to 55 plf at 3.00 TC: From 27 plf at 3.00 to 27 plf at 7.00 TC: From 55 plf at 7.00 to 55 pif at 11.00 BC: From 20 plf at 0.00 to 20 plf at 3.03 BC: From 10 plf at 3.03 to 10 plf at 6.97 BC: From 20 plf at 6.97 to 20 plf at 10.00 TC: 98 lb Conc. Load at 3.03, 6.97 TC: 63 lb Conc. Load at 5.00 BC: 119 lb Conc. Load at 3.03, 6.97 BC: 50 lb Conc. Load at 5.00 Wind Wind loads and reactions based on MWFRS. Wind loading based on both gable and hip roof types. 10, 3'8"8 610"4 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Varies by Ld Case FT/RT:20(0)/10(0) Plate Type(s): 3'1"12 10, 1 Defl/CSI Criteria PP Deflection in loc Udell U# VERT(LL): 0.037 G 999 360 VERT(CL): 0.074 G 999 240 HORZ(LL): 0.011 G - - HORZ(TL): 0.020 G Creep Factor: 2.0 Max TC CSI: 0.337 Max BC CSI: 0.502 Max Web CSI: 0.070 Ve r: 20.02.0 OA.1020.20 ♦Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ ! R- / Rh / Rw / U / RL B 628 /- /- /- /276 /- E 628 /- !- A /276 P 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 506 -1313 D-E 506 -1313 C - D 461 -1249 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - H 1226 - 466 G - E 1226 - 466 H - G 1249 -461 ��ii®ttrnrr�r' P 10 a as a' .� N0.86367 b STATE OF w �t FL REG# 278, Yoonhwak Kim, FL PE #86367 03/22/2021 "'WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme -care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of SCSI (Building Component Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached ri id ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections 63, B7 or B10, as applicable. Apply Oates 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 Buildin Components Group Inc. shall not. be responsible for any deviation from this drawing, any,.failure to build the MN CCWAW truss in conformance with ANSI 1, or for handling, shipping,. installation and bracin of trusses. A seal on this drawing or cover pa a 675o Forum Drive listing this drawing indicates acceptance of professional enpsneering responsibilittyy solely -for the design shown. The suitability and use of this drawing for any structure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2. Suite 305 For more information see these web sites: Alpine: al ineitw.com; TPI: t insl.or ; SBCA: sbcindusl .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 67477 / EJAC Ply: 1 Job Number: N362326 Cust: R 8975 JRef:lX3U89750138 T17 / FROM: RAA Qty. 1 7A51320 ,4EHJH ,01 H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS DrwNo: 078.21.1706.35582 Truss Label: EGE / YK 03/19/2021 Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " 1'8"12 1'1 "8 1'8"12 "12 12 4 1112X4CD B 20 T T T A 8'8" EF G =4X4(B1) 1112X4 8J-�L� 12"12 �1 + 1812 _?112 1'8"12 1'1 "8 Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wnd Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Webs: 2x4 SP #3; Wind Wind loads based on MWFRS with additional C&C member design. Right end vertical not exposed to wind pressure. Wind loading based on both gable and hip roof types. Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): NA VERT(CL): NA HORZ(LL): 0.000 F HORZ(TL): 0.000 F Creep Factor: 2.0 Max TC CSI: 0.177 Max BC CSI: 0.014 Max Web CSI: 0.061 VIEW Ver:20.02.00A.1020.20 ♦ Maximum Reactions (lbs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 131 /- /- /113 /86 /49 B 42 /- /- /24 /4 /- G 49 /- /- /30 /33 /- Wind reactions based on MWFRS B Brg Width = 1.5 Min Req = 1.5 B Brg Width = 14.5 Min Req = 1.5 G Brg Width = 7.5 Min Req = 1.5 Bearings B, B, & F are a rigid surface. Bearings B, B. & F require a seat plate. Members not listed have forces less than 375# HWAk �1cENSF�'� r�;0". N0.86367 g 0 ®� STATE OF4*4 ooee�s��l►�p®°� b� /QN+ai FL REG# 278, Yoonhwak Kim, FL PE #86367 03/22/2021 **WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS the latest edition of BCSI (Building Installers shall provide temporary bottom chord shall have a properly )er BCSI sections B3, B7 or 1310, 11ess noted otherwise. Refer to of ITW Buildin Components Group.lnc. shall not be responsible for any deviation from this drawing, any failure to build the ice with ANSIf� PI 1, or for handling, shipping, , installation antd�bracincgl of trusses. A seal on this drawing or cover page 3ructure is thecresponsibility of the Bui ding -Designer perr ANSI T_Pls1 ISlec 2r the design shown. The suitability and use of this ALPINE ANMCOMPANY 6750 Forum Drive Suite 305 Orlando FL, 32821 more information see these web sites: Alpine: alpineitw.com; TPI: 1pinsl.or ; SBCA: sbcindustry.com• ICC: iccsafe.oro; AWC: SEQN: 67459 / EJAC Ply: 1 Job Number: N362326 Cust: R 8975 JRef: 1 X3U89750138 T7 / FROM: RAA Qty: 7 7A5/320 ,4EHJH ,01 H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS DrwNo: 078.21.1706.35395 Truss Label: EJ6E / YK 03/19/2021 Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " C 12 Iov,11 4 N � B N A 8 8� D 4X4(B1) �— 1, Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 5.0 lost MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 4.50 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Additional Notes Provide (2) 0.131 "x3.0", min. toe -nails at top chord. Provide (2) 0.131 "x3.0", min. toe -nails at bottom chord. 5'9"8 5'9"8 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): Defl/CSI Criteria PP Deflection in too Udefl U# VERT(LL): NA VERT(CL): NA HORZ(LL): 0.007 D HORZ(TL): 0.012 D Creep Factor: 2.0 Max TC CSI: 0.805 Max BC CSI: 0.356 Max Web CSI: 0.000 VIEW Ver: 20.02.00A.1020.20 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 283 /- /- /210 /119 /117 D 106 /- /- /58 /- /- C 141 /- /- /85 /126 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Members not listed have forces less than 375# o�tww�,,a�t�ronr'��f &A� 4 WA Ar A {- No.86367 ®A 0 ` � 0 STATE OF cv�/ wr o a !, pg IV ,�'ssee 0 ;,/ONAL t, siartirlli�tut+ FL REG# 278, Yoonhwak Kim, FL PE 486367 03/22/2021 **WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS 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) for safPety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have proper)v attached structural sheathing and bottom chord shall have a properly attached rigid ceilin Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or B10. as applicable. Apply plates to each face of truss and position as shown above and on the Joint Details, unless noted otherwise. Refer to ALPINE drawings 160A-Z forstandard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Building Components Group Inc. shall not, be responsible for any deviation from this drawing, any failure to build the truss in conformance with ANSI Q PI 1, or for handling, shipping,, installation and bracing of trusses. A seal on this drawing or cover page 6750 Forum Drive listing this drawingg indicates acceptance of professional encLmeering responsibilitty� solely -for the design shown. The suitability and use of This drawing for any structure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2. Suite 305 For more information see these web sites: Alpine: al ineilw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 67460 / EJAC Ply: 1 Job Number: N362326 Cust: R 8975 JRef:1X3U89750138 T42 / FROM: MR S Qty: 3 7A5/320 ,4EHJH ,01 H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS DrwNo: 078.21.1706.36301 Truss Label: EJ3 AK / YK 03119/2021 12 4 F-� C Loading Criteria (psg Wind Criteria TCLL: - 20.00 Wind Std: ASCE 7-16 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II Des Ld: 37.00 EXP: C Kzt: NA Mean Height: 15.00 ft NCBCLL: 10.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 Spacing: 24.0 " C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Additional Notes Provide (2) 0.131 "x3.0", min. toe -nails at top chord. Provide (2) 0.131"x3.0", min. toe -nails at bottom chord. I 191 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): WAVE T Ln M 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: 0.234 Max BC CSI: 0.135 Max Web CSI: 0.000 Ver: 20.02.00A.1020.20 9'8" 7 ti 8'8" ♦ Maximum Reactions (Ibs) - Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 185 /- A /149 /85 /67 D 50 /- /- /27 /- A C 63 /- A /36 /54 A Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Members not listed have forces less than 375# No. 86367 •"� A � � �r STATE OF ogaaiPC AL FL REG# 278, Yoonhwak Kim, FL PE #86367 03/22/2021 **WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TP.I and SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary _ bracing per BCSI.-Unless noted otherwise, top chord shall have proper)v attached structural sheathing and bottom chord shall have a properly attached ri id ceilin Locations shown for ermanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or 1310, as applicable. App�y Oates to each face of truss -and position as shown above and on the Join Details, unless noted otherwise. Defer to ALPINE drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW BuildinlComponents Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the -_ MMCOWAW truss in conformance with ANSIII PI 1, or for handling, shipping,, installation and bracin of trusses. A seal on this drawing or cover page 675o Forum Drive listing this drawingg indicates acceptance of professional en sneering responsibilitty�r solely -for the design shown. The suitabiliCy and use of this drawing for any sCructure is the responsibility of the Building�esigner per ANSVTf l 1 Sec.2. Suite 305 For more information see these web sites: Alpine: al ineitw.com; TPI:_t inst.or ; SBCA: sbcindust .com; [CC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 67461 / JACK Ply: 1 Job Number: N362326 Cust: R 8975 JRef:1X3U89750138 T37 / FROM: RAA Qty: 2 7A5/320 ,4EHJH ,01 H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS DrwNc: 078.21.1706.35784 Truss Label: CJSE / YK 03/19/2021 6"1 t 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 " 4X4(B1) Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 15.00 it TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 4.50 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Additional Notes Provide (2) 0.131 "x3.0", min. toe -nails at top chord. Provide (2) 0.131 "x3.0", min. toe -nails at bottom chord. 17 4' 11 "4 4' 11 "4 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): Aw Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): NA VERT(CL): NA HORZ(LL): 0.004 D HORZ(TL): 0.007 D Creep Factor: 2.0 Max TC CSI: 0.560 Max BC CSI: 0.250 Max Web CSI: 0.000 VIEW Ver: 20.02.00A.1020.20 Ott illfffoff �A WAS '� i •ose* i4` P L�10 0EN,9 4;if * y 4 + No.86367 • a • � w 0 *J �� STATE OF • CVgb 4 W01- •{{4� 4 OR IVY;df FL REG# 278, Yoonhwak Kim, FL PE #86367 03/22/2021 **WARNING*" READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. , Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI an 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 rinid 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 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-Buildingg Components Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the ANR CCWAW truss in conformance with ANSI 1, or for handling, shipping,, -Installation and bracingof trusses. A seal on this drawing or cover page 6750 Forum Drive listing this-drawingg indicates acceptance of professional en Ines§ ng responsibili(t�y solelyor the design shown. The suitability and use of this Suite 305 drawing for any sfr'ucture is the responsibility of the Building�asigner per ANSI/TPI 1 Sec.2. For more information see these web sites: Alpine: alpineitw.com; TPI: tpin_st.org; SBCA: sbcindustry.com; ICC: iccsafe.org;_AWC:_a_wc.org Orlando FL, 32821 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 252 /- /- /191 /108 /102 D 90 /- /- /49 /- /- C 119 /- /- 171 /107 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Members not listed have forces less than 375# SEQN: 67462 / JACK Ply: 1 Job Number: N362326 Cust: R 8975 JRef:1X3U89750138 T32 ! FROM: RAA Qty: 2 7 A51320,4EHJH ,01 H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS DrwNo: 078.21.1706.35520 Truss Label: CJ3E i / YK 03/19/2021 Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spac!nq: 24.0 " T 12 4 C 1, 2'11"4 a�e 2' 11 "4 Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Additional Notes Provide (2) 0.131 "x3.0", min. toe -nails at top chord. Provide (2) 0.131 "x3.0", min. toe -nails at bottom chord. Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): TT 9' 10"5 m r` E ti Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): NA VERT(CL): NA HORZ(LL): -0.001 D HORZ(TL): 0.001 D Creep Factor: 2.0 Max TC CSI: 0.290 Max BC CSI: 0.078 Max Web CSI: 0.000 VIEW Ver: 20.02.00A.1020.20 8ipn ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 183 /- /- /147 /82 /68 D 52 /- /- 127 /- /- C 64 /- /- /35 /61 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Members not listed have forces less than 375# 1,,�go11/if tIII1t pilepfi rY No $6367 a o ®• STATE 4F�� `'r S ••�oa• v N A L. �- 16r11111111j1b 5 FL REG# 278, Yoonhwak Kim, FL PE #86367 03/22/2021 **WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the -latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI: Unless noted otherwise, top chord shall -have property attached structural sheathing and bottom chord shall have a properly - attached -rigid ceilin Locations shown for (permanent lateral restraint of webs shall have bracinq installed per BCSI s ctions B3, B7 or B10, as applicable. App�y Oates to each face o truss and position as shown above and on the Joinl Details, unless notedotherwise. Defer to ALPINE drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Buildinc Components Group Inc. shall not. be responsible for any -deviation from this drawing, any, failure to build the ANR COWAW truss in conformance with ANSI 4PI 1, or for handling, shipping,, installation, and bracin -of trusses. A seal on this drawin or cover pa a 675o Forum Drive listing this drawing indicates acceptance of professional en ineering responsibility solely -for the design shown. The suitabilil9y and use of This drawing for any structure is the responsibility of the Building -Designer per ANSI/T I 1 Sec.2. Suite 305 For more information see these web sites: Alpine: aI ineitw.com; TPI: t insl.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 674631 JACK Ply: 1 Job Number: N362326 Cusl: R 8975 JRet:1X3U89750138 T33 / FROM: RAA Qty: 2 7A5l320 ,4EHJH ,01 H ,RL01 / 4EHB 126011 HAYDEN EXPRESS DrwNo: 078.21.1706.35753 Truss Label: CAE / YK 03/19/2021 Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " T 6"1 i Wind Criteria Wind Sid: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wnd Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Additional Notes Provide (2) 0.131 "x3.0", min. toe -nails at top chord. Provide (2) 0.131 "x3.0", min. toe -nails at bottom chord. 12 4 F_� r Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPIStd: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): C _T T o Deft/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): NA VERT(CL): NA HORZ(LL): 0.000 D HORZ(TL): 0.000 C Creep Factor: 2.0 Max TC CSI: 0.186 Max BC CSI: 0.025 Max Web CSI: 0.000 VIEW Ver: 20.02.00A.1020.20 9'2"9 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 139 /- /- /129 /95 /32 D 14 1- 1- /11 /3 /- C - /-11 /- /28 /30 A Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Members not listed have forces less than 375# %11111@iliryF;P® 1 N0. 86367 0 � w A -p STATE 9E d 4Q b S/OI�lA L �' +P%1161ft1i111j1� FL REG# 278, Yoonhwak Kim, FL PE 486367 03/22/2021 —WARNING"'" READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS 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) 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 rigid ceilin Locations shown for permanent lateral restraint of webs shall have bracininstalled per BCSI sections B3, B7 or 610, as applicabgle. App�y plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to ALPINE drawings 16OA-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Buildin Components Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the ANRWCOMPANY truss in conformance with ANSI 1, or for handling, shipping,. installation and bracin4of trusses: A seal on this drawing or cover pa a 6750 Forum Drive listing this drawing indicates acceptance of professional en sneering responsibility solely -for the design shown. The suitability and use of This drawing for any structure is the responsibility of the Building -Designer per ANSI/r�l 1 Sec.2. Suite 305 For more information see these web sites: Alpine: al ineitw.com; TPI: t inst,or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 67464 / JACK Ply: 1 Job Number: N362326 Cust: R 8975 JRef:1X3U89750138 T40 / FROM: MRS Qty: 4 7A5/320 ,4EHJH ,01 H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS DrwNo: 078.21.1706.36456 Truss Label: CAL AK / YK 03/1912021 Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " 12 4 C B T 9'0"3 7 11 A_ 81811 D Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 15.00 it TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SIP #2 N; Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Additional Notes Provide (2) 0.131 "x3.0", min. toe -nails at top chord. Provide (2) 0.131"x3.0", min. toe -nails at bottom chord. 2X4(A1) 1, 11 "4 11 "4 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): NA VERT(CL): NA HORZ(LL): 0.000 D - HORZ(TL): 0.000 C - Creep Factor: 2.0 Max TC CSI: 0.198 Max BC CSI: 0.025 Max Web CSI: 0.000 VIEW Ver: 20.02.00A.1020.20 ,t0111111111ryI,Po r��''o E rYsL. S V No, 86367 0 r 4 r STATE OF��v`r� r® • �. ®� ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 141 /- A /134 /102 /31 D 10 Al /- /16 /11 /- C - A15 A /29 /27 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Members not listed have forces less than 375# I,0 All �.®14Rlvr ON AL FL REG# 278, Yoonhwak Kim; FL PE #86367 03/22/2021 **WARNING`* READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing, and bracing.. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) fo'r safPety practices pnor to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have proper )% attached structural sheathing and bottom chord shall have a properly attache. rigqid ceilin Locations shown for permanent lateral restraint of webs shall have bracingq installed per BCSI sections B3, B7 or 810, as applicable. Applgy plates to each face of truss and position as shown above and on the Join i Details, unless noted otherwise. Defer to ALPINE drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Buildin Components Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the AN rIW COMFANv truss in conformance with ANSI/ PI 1, or for handling, shipping,, installation and bracing of trusses. A seal on this drawin or cover pa a 6750 Forum Drive listing this drawing indicates acceptance of professional engineering responsibilityy solelyTor the design shown. The suitability and use of This Suite Fos drawing for any structure is the responsibility of the Building -Designer per ANSINI 1 Sec.2. For more information see these web sites: Alpine: aI ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 67482 / MONO Ply: 2 Job Number: N362326 Cust: R as75 JRef:1X3U89750138 T23 FROM: RAA Qty.. 1 7A5, 20 ,4EHJH ,01 H ,RL01 / 4EHB / 26011 HAYDEN EXPRESS DrwNo: 078.21.1706.36457 Truss Label: MG1 AK / WHK ' 03/19/2021 2 Complete Trusses Required 3'2"8 3'2"8 1112XC 12 5 F,- 48X4 r� in ih 4X4A(A1) Li 1a'e 1z E D 1114X6 1114X8 Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Sid: ASCE 7-16 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Kzt: NA Des Ld: 37.00 Mean Height: 20.70 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: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x6 SP #2 N; Webs: 2x4 SP #3; Nailnote Nail Schedule:0.128"x3" nails Top Chord: 1 Row @12.00" o.c. Bot Chord: 1 Row @ 4.25" o.c. Webs : 1 Row @ 4" o.c. Use equal spacing between rows and stagger nails in each row to avoid splitting. Special Loads -(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC: From 55 plf at 0.00 to 55 plf at 7.00 BC: From 10 plf at 0.00 to 10 plf at 7.00 BC: 161 lb Conc. Load at 1.09 BC: 1559 lb Conc. Load at 3.00 BC: 778 lb Conc. Load at 5.00 Wind Wind loads and reactions based on MWFRS. Right end vertical not exposed to wind pressure. Wind loading based on both gable and hip roof types. 7' 3'0"12 T0"12 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: No FT/RT:20(0)/10(0) Plate Type(s): Tl1"4 7' Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.021 E 999 360 VERT(CL): 0.038 E 999 240 HORZ(LL): 0.005 D - - HORZ(TL): 0.009 D Creep Factor: 2.0 Max TC CSI: 0.244 Max BC CSI: 0.667 Max Web CSI: 0.439 VIEW Ver: 20.02.00A.1020.20 ,,��11i111111111,►t't E-' A ie � �r•.. a / v 4 0 ! Nv, 86367 • P. STATE OF ♦ Maximum Reactions (Ibs) Gravity - Non -Gravity Loc R+ /R- /Rh /Rw /U /RL A 1508 /- /- A /956 /- D 1445 /- /- /- /945 /- Wind reactions based on MWFRS A Brg Width = 8.0 Min Req = 1.5 D Brg Width = - Min Req = - Bearing A is a rigid surface. Bearing A requires a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. A - B 931 -1442 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A - E 1311 - 843 E - D 1252 - 808 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. E - B 948 - 568 B - D 858 -1330 FL REG# 278, Yoonhwak Kim, FL PE 486367 03/22/2021 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS 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 Si.BCUnless noted otherwise, top chord shall have proper)V attached structural sheathing and bottom chord shall have a properly attache tl ri id ceilin Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, a as applicable. Applgy 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 Buildin Components Group Inc. shall not,be responsible for any deviation from this drawing, any failure to build the ANMCOWANY truss in conformance with ANSI/ PI 1, or for handling, shipping,. installation and-bracin of trusses. A seal on this drawingq or cover pa a 6750 Forum Drive listing this drawing indicates acceptance of professional engineering responsibilittyv solely -for the design shown. The suitability and use of this drawing for any sgructure is the responsibility of the Building -Designer per ANSVTPI 1 Sec.2. Suite 305 For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 67434 / SPEC Ply: 1 Job Number: N362326 Cust: R 8975 JRef:lX3U89750138 T18 ! FROM: RAA Qty: 22 7A5/320 ,4EHJH ,01 H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS DrwNo: 078.21.1706.35676 Truss Label: EJ7 / YK 03/19/2021 Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 _ Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " C 21' 10"3 12 5 M Cl) ir) c'7 r Cl) B A 18'8"12 D Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 20.50 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 4.50 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #1; Bot chord: 2x4 SP #2 N; Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Additional Notes Provide (2) 0.131 "x3.0", min. toe -nails at top chord. Provide (2) 0.131 "x3.0", min. toe -nails at bottom chord. 7 7' Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/l 0(0) Plate Type(s): Deft/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): NA VERT(CL): NA HORZ(LL): -0.016 D HORZ(TL): 0.021 D Creep Factor: 2.0 Max TC CSI: 0.794 Max BC CSI: 0.537 Max Web CSI: 0.000 Ve r: 20.02.00A.1020.20 *tea • • >��C r tl s� * °y N0.86367 s 0 Q STATE 4F ®�,g 'r0 o F®� - ♦ Maximum Reactions (lbs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 327 /- /- /224 /164 /210 D 129 /- /- /70 /- /- C 177 /- /- /99 /208 1- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Members not listed have forces less than 375# ®' N /Wei 0ps 10 `6 �lil(11111 0 FL REG# 278, Yoonhwak Kim, FL PE #86367 03/22/2021 "'WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! "'IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS quire extreme care in fabricating, handling, shipping, installing.and bracing.. Refer to and follow the latest edition of BC: dudcncu I I iu cemn Locduons mown ror ermanem iaierai restralni or wens span nave bracmqq mstaned per BCSI sections B3, B7 Or B10, as applicab e. App y plates to each face o truss and -position as shown above and on the Joini Details, unless noted otherwise. Refer to drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of_ITW Building Components Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the truss in conformance with ANSI 1, or for handling, shipping,, installation and bracincl of trusses. A seal on this drawingg or cover pag listing this drawing indicates acceptance of professional engqmeering responsibilit�yy solely -for the design shown. The suitabiliCy, 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 these web sites: Alpine: alpineilw.com; TPI• 1pinsl.org; SBCA• sbcindustrycom• ICC: iccsafe org• AWC: awc org ALPINE ANMCOMPANY 6750 Forum Drive Suite 305 Orlando FL, 32821 SEQN: 67443 / SPEC Ply: 1 Job Number: N362326 Cust: R 8975 JRef:1X3U89750138 T22 / FROM: RAA City: 3 7A5/320 ,4EHJH ,01 H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS DrwNo: 078.21.1706.36050 Truss Label: EJ72 / YK 03/19/2021 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 " CN 21' 10"3 12 5 M M 0 �r B 18'8"12 A p 4M(B1) 2, '} 7 T Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 20.29 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 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #1; Bot chord: 2x4 SP #2 N; Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Additional Notes Provide (2) 0.131"x3.0", min. toe -nails at top chord. Provide (2) 0.131 "x3.0", min. toe -nails at bottom chord. Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): NA VERT(CL): NA HORZ(LL): -0.012 D HORZ(TL): 0.016 D Creep Factor: 2.0 Max TC CSI: 0.738 Max BC CSI: 0.527 Max Web CSI: 0.000 VIEW Ver: 20.02.00A.1020.20 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 395 /- A /297 /219 /231 D 127 /- /- /67 A A C 169 /- /- /90 /199 A Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Members not listed have forces less than 3759 ,q�oi�f �,l rrprP�►rD .day00nn E /�0 0 0 4-1 Al, r�lys� No.86367 e ® � r ®� °® STATE OF �j - % sd°'®41ION A L �bo f1a11i111119 FL REG# 278, Yoonhwak Kim, FL PE #86367 03/22/2021 —WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing, Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI an 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 proper)y attached structural sheathing and bottom chord shall have a properly attached ri id ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or 1310, as applicable. Apply plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Buildin Components Group Inc. shall not, be responsible for any deviation from this drawing, any. failure to build the truss In conformance with ANSI 1, or for handling, shipping,. installation and bracing of trusses. A seal on this drawing or cover pa e listing this drawingq indicates acceptance of professional engineering responsibility solely -for the design shown. The suitability and use of this drawing for any sTr'ucture is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. For more information see these web sites: Alpine: alpineilw.com; TPI: tpinst.org; SBCA: sbcinduslrycom; ICC: iccsafe org; AWC: awc org ALPINE ANI COWW 6750 Forum Drive Suite 305 Orlando FL,32821 SEQN: 67444! JACK Ply: 1 Job Number: N362326 Cust: R8976 JRef:1X3U89750138 T4 ! FROM: HMT Qty: 1 7A5/320 ,4EHJH ,01 H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS DrwNo: 078.21.1706.35426 Truss Label: CJ5A / YK 03/1912021 Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " 12 C 1113X8((E3 D 4QE3) 5" �'i Wind Criteria Wind Std:- ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 20.41 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc, from endwall: not in 4.50 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Lt Slider: 2x4 SP #3; block length = 2.000' Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Additional Notes Provide (2) 0.131 "x3.0", min. toe -nails at top chord. Provide (2) 0.131 "x3.0", min. toe -nails at bottom chord. 3' 10"4 4'TA Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): 21'0112 N 18'81112 Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): NA VERT(CL): NA HORZ(LL): -0.033 B HORZ(TL): 0.038 B Creep Factor: 2.0 Max TC CSI: 0.598 Max BC CSI: 0.195 Max Web CSI: 0.176 VIEW Ver: 20.02.00A.1020.20 ♦ Maximum Reactions (lbs) Gravity- Non -Gravity Loc R+ / R- / Rh / Rw / U / RL A 161 /- A /95 /60 /114 D 80 /- /- /44 /- /- C 113 /- A /65 /138 A Wind reactions based on MWFRS A Brg Width = - Min Req = - D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Members not listed have forces less than 375# AWAA- �►�,`� �� VC, E Ns 0' d/OJJp� a \ 0 s+ v No, 86367 e a a STATE OFZoRIV >,s `°o S' °•eoe° � FL REG# 278, Yoonhwak Kim, FL PE #86367 03/22/2021 **WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handling shipping; installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI andSBCA) r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly - attached ri id ceilin Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or B10, as applical5 e. App7gy plates to each face of truss and position as shown above and on the Joint Details, unless noted otherwise. Defer to ALPINE drawings 16OA-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW BuildinQQComponents Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the ANIMCOMVAW truss in conformance with ANSI 1, or for handling, shipping,. installation and bracin of trusses. A seal on this drawing or cover pa a 675o Forum Drive listing this drawing indicates acceptance of professional engiineering responsibilittyv solely -for the design shown. The suitability and use of this drawing for any structure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2. Suite 305 For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.orq Orlando FL, 32821 SEQN: 67445 / JACK Ply: 1 Job Number: N362326 Cust: R 6975 JRef:1X3U89750138 T26 FROM: RAA Qty: B 7A51320 ,4EHJH ,01 H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS DrwNo: 078.21.1706.35409 Truss Label: CJ5 KID / YK 03/19/2021 C 12 20'11"14 5 w b) N N B 6 1-3 A 18'8"12 D 1, + 4'11"4 4'11"4 Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: - ASCE 7-16 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Kzt: NA Des Ld: 37.00 Mean Height: 20.07 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 It GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Additional Notes Provide (2) 0.131"x3.0", min. toe -nails at top chord. Provide (2) 0.131"x3.0", min. toe -nails at bottom chord. Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): NA VERT(CL): NA HORZ(LL): -0.006 D HORZ(TL): 0.007 D Creep Factor: 2.0 Max TC CSI: 0.624 Max BC CSI: 0.258 Max Web CSi: 0.000 VIEW Ver: 20.02.00A.1020.20 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 252 /- /- /180 /128 /152 C 121 1- A /67 /143 A D 91 A /- /49 A A Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 C Brg Width = 1.5 Min Req = - D Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Members not listed have forces less than 375# 000NHWAA No .86367 Goawe STATE OF m ro .ae®e' eifillbill I` FL REG# 278, Yoonhwak Kim, FL PE #86367 03/22/2021 —WARNING"" READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlinshipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI an SBCA) o'r sa shipping, practices prior to performing these functions. Installers shall provide temporary bracing per-BCSI. Unless noted otherwise, top chord shall have proper) attached structural sheathing and bottom chord shall have a properly attached ri id ceiling Locations shown for Permanent lateral restrraintolYwebs shall have bracing installed per BCSI sections B3, B7 or B10, as applicable. Apply plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Defer to ALPINE drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW BuildinIComponents Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the ANMCCWF truss in conformance with ANSI 1, or for handling, shipping,, installation and bracinQof trusses. A seal on this drawing or cover pa a 6750 Forum Drive listing this drawing indicates acceptance of professional engineering responsibilittyy solely -for the design shown. The suitability and use of this drawing for any structure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2. Suite 305 For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindusl .com; [CC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 67446 / JACK Ply: 1 Job Number: N362326 Cust: R 9975 JRef:1X3U89750138 730 / FROM: RAA Qty: 1 7A5/320 ,4EHJH ,01 H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS DrwNo: 078.21.1706.36270 Truss Label: CJ52 / YK 03/19/2021 Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " C 20'11"14 �r co 00 (V CV B M 18'8"12 A D 4X4(B1) I 2' Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 19.86 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 4.50 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Additional Notes Provide (2) 0.131"x3.0", min. toe -nails at top chord. Provide (2) 0.131 "x3.0", min. toe -nails at bottom chord. 4' 11 "4 4' 11 "4 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): NA VERT(CL): NA HORZ(LL): 0.004 D HORZ(TL): 0.005 D Creep Factor: 2.0 Max TC CSI: 0.572 Max BC CSI: 0.248 Max Web CSI: 0.000 VIEW Ver: 20.02.00A.1020.20 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ /R- /Rh /Rw /U /RL B 325 !- A /259 1186 /173 C 109 /- /- /53 /131 A D 90 /- A /47/- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 C Brg Width = 1.5 Min Req = - D Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Members not listed have forces less than 375# ��ri1411111lI��t ,a�`�pk `�� a' tiCENS�(�:�'�t�®''. ® `' 6 �r No, 86357 6 • p ss i vJ oo STATE OF�� f°SfQ�Y�A� �j,a��,toi►krs�° FL REG# 278, Yoonhwak Kim, FL PE #86367 03/22/2021 "WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI an SBCA) fo'r sa shipping, practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have proper) attached structural sheathing and bottom chord shall have a properly attached rigid ceiling Locations shown for permanent lateral restraint ofYwebs shall have bracin installed per BCSI sections 63, B7 or B10, as applicable. Apply plates to each face oT 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 BuildinctComponents Group Inc. shall not be res .onsible for any deviation from this drawing, any failure to build the ANMCOWAW truss in conformance with ANSI 1, or for handling, shipping,, installation and bracing of trusses. A seal on this drawing or cover pa a 675o Forum Drive listing this drawing indicates acceptance of professional en ineenng responsibility solely -for the design shown. The suitability and use of this Suite Fos drawing for any sgructure is the responsibility of the Building -Designer per ANSVTPI 1 Sec.2. For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.org; AWC: awc.org _ Orlando FL, 32821 SEQN: 67447 / JACK Ply: 1 Job Number: N362326 Cusl: R 8975 JRef:1X3U89750138 T27 / FROM: RAA Qly: 8 ,7A5/320 ,4EHJH ,01 H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS DrwNo: 078.21.1706.35472 Truss Label: CJ3 KID / YK 03/19/2021 Loading -Criteria (psf) TCLL: 20.00 TCDL: 7.00 BOLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " 12 C i 2' 11 "4 1 T� 2' 11 "4 Wind Criteria Wind Sid: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 19.65 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Additional Notes Provide (2) 0.131 "x3.0", min. toe -nails at top chord. Provide (2) 0.131 "x3.0", min. toe -nails at bottom chord. Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): T ao Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): NA VERT(CL): NA HORZ(LL): -0.001 D HORZ(TL): 0.001 D - Creep Factor: 2.0 Max TC CSI: 0.291 Max BC CSI: 0.080 Max Web CSI: 0.000 Ve r: 20.02.00A.1020.20 20'1 "14 20 18'8"12 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 182 /- /- /139 /96 /98 C 66 A A /34 /81 /- D 53 /- /- /28 A /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 C Brg Width = 1.5 Min Req = - D Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Members not listed have forces less than 375# �grt11�M�►IryPOO •�`' (jNH WA k t'jAA No. 86367 STATE OF d eQe � FL REG# 278, Yoonhwak Kim, FL PE #86367 03/22/2021 **WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS the latest edition of BCSI (Building Installers shall provide temporary bottom chord shall have a properly )er BCSI sections B3, B7 or B10, 1less noted otherwise. Refer to of drawing for any structui For more information see not. be responsible for any deviation from this drawing, any failure to build the g,, installation. and bracing of trusses. A seal on this drawingor cover page enng responsibilit(yv solely -for the design shown. The suitabilitand use of this >ignerper ANSI/TPI1 Sec.2. I: tpinst.org; SBCA: sbcindustry.com; ICC: iccsafe.org; AWC: awc.oM ALPINE ANMCOWAW 6750 Forum Drive Suite 305 Orlando FL, 32821 SEQN: 6744B / JACK Ply: 1 Job Number: N362326 Cust: R 8975 JRef:1X3U89750138 T13 1 FROM: RAA Qty: 1 7A51320 ,4EHJH ,01 H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS DrwNo: 078.21.1706.36113 Truss Label: CJ3A / YK 03119/2021 Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " I 6"3 i 4X4(B1) Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 19.86 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 Wnd Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Additional Notes Provide (2) 0.131 "x3.0", min. toe -nails at top chord. Provide (2) 0.131 "x3.0", min. toe -nails at bottom chord. 12 5 B 2' 11 "4 211 "4 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): 20'1 "14 _oo T 018'8"12 Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): NA VERT(CL): NA HORZ(LL): -0.002 C HORZ(TL): 0.002 C Creep Factor: 2.0 Max TC CSI: 0.343 Max BC CSI: 0.112 Max Web CSI: 0.000 Ve r: 20.02.00A.1020.20 ♦ Maximum Reactions (lbs) Gravity Non -Gravity Loc R+ . ! R- ! Rh / Rw / U / RL A 115 !- !- 169 /44 (76 B 74 /- A /42 188 A C 54 A A /30/- Wind reactions based on MWFRS A Brg Width = 8.0 Min Req = 1.5 B Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing A is a rigid surface. Bearing A requires a seat plate. Members not listed have forces less than 375# AA �N, HWak"t 0. A. N0. 86367 1 STATE OF "/0N+A, �� ► FL REG# 278, Yoonhwak Kim, FL PE #86367 03/22/2021 **WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installingand bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) fo'r satPety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI.-Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall -have a properly - attached ri id ceilin Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or B10, _ as applicabgle. Apply Oates to each face otruss and position as shown above and on the Joint Details, unless noted otherwise. Refer to ��^ 1, drawings 160A-Z for s�andard plate positions. Refer to job's General Notes page for additional information. �LPP II 1 VN Alire, a division of ITW BuildinQQComponents Group Inc. shall.not. be responsible for any deviation from this drawing, any failure to build the ANn COWA. trTss in conformance with ANSI 1, or for handling, -shipping,. installation and bracing of trusses. A seal on this drawing orcover page 6750 Forum Drive listing this drawing indicates acceptance of professional engineering responsibilityy solely -for the design shown. The suitability and use ofq is drawing for any structure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2. Suite 305 For more information see these web sites: Alpine: al ineilw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 67449 / JACK Ply: 1 Job Number: N362326 Cust: R 8975 JRef:1=89750138 T31 / FROM: RAA Qly: 1 7 A51320,4EHJH ,01 H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS DrwNo: 078.21.1706.36176 Truss Label: CJ32 / YK 03/19/2021 C 12 8 20'1 '14 5 B °O ao N � 18'8"12 A D 4X4(B 1) 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 " i 2' Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 19.44 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Additional Notes Provide (2) 0.131 "x3.0", min. toe -nails at top chord. Provide (2) 0.131"x3.0", min. toe -nails at bottom chord. 2' 11 "4 2' 11 "4 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): NA VERT(CL): NA HORZ(LL): 0.003 D HORZ(TL): 0.003 D Creep Factor: 2.0 Max TC CSI: 0.781 Max BC CSI: 0.129 Max Web CSI: 0.000 VIEW Ver: 20.02.00A.1020.20 ♦ Maximum Reactions (lbs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 268 /- /- /233 /165 1118 C 44 /- /- /27 161 /- D 51 /- /- /27/- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 C Brg Width = 1.5 Min Req = - D Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Members not listed have forces less than 375# ollifili/iifIt Arl No IS 86367 a STATE OF ® 4,; iWeeo41+04 QNiA� FL REG# 278, Yoonhwak Kim, FL PE #86367 03/22/2021 **WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCS] (Building Component Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing -per BCSI.: Unless noted otherwise, top chord shall have proper) attached structural sheathing and bottom chord shall have a properly attached rigid ceilin Locations shown for permanent lateral restraint otywebs shall have bracing installed per BCS! sections B3, B7 or 810, _ as applicable. App�y Oates to each face of truss and position as shown above and on the Joint Details, unless noted otherwise. Ffefer to ALPINE� drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Buildin Components Group Inc. shall not.be responsible for any deviation from this drawing, any failure to build the ANRWCOMPANr truss in conformance with ANSI/TPI 1, or for handling, shipping,, installation and bracincl of trusses. A seal on this drawing or cover page 675o Forum Drive listing this drawing indicates acceptance of professional emmneering responsibilittyv solely -for the design shown. The suitability and use of this drawing for any structure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2. Suite 305 For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindusl .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 67450 / JACK Ply: 1 Job Number: N362326 Cust: R 8975 JRef:1X3U89750138 T28 / FROM: RAA Qty: 10 7A5/320 ,4EHJH ,01 H ,RL01 / 4EHB 12601 / HAYDEN EXPRESS DrwNo: 078.21.1706.36051 Truss Label: CA / YK 03/19/2021 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 " T 6"3 i Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 19.23 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Additional Notes Provide (2) 0.131 "x3.0", min. toe -nails at top chord. Provide (2) 0.131 "x3.0", min. toe -nails at bottom chord. 12 5 � C I 11"4 I 1 i 11 "4 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/l 0(0) Plate Type(s): T co o r. Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): NA VERT(CL): NA HORZ(LL): 0.000 D HORZ(TL): 0.000 C Creep Factor: 2.0 Max TC CSI: 0.168 Max BC CSI: 0.022 Max Web CSI: 0.000 Ver: 20.02.00A.1020.20 19'3"14 18'8"12 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 135 A /- /123 /90 /44 C - All /- /29 /31 /- D 14 /- /- /10 /3 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 C Brg Width = 1.5 Min Req = - D Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Members not listed have forces less than 375# ,�ti111141 t t!!0/ ptIAo Ida.86367 a r z v e °® STATE QE NAL �ieimokkill FL REG# 278, Yoonhwak Kim, FL PE #86367 03/22/2021 —WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, hand)!% shipping, installing, and bracing. Refer to and follow the latest edition of SCSI (Building Component Safety Information, by TPI an SBCA) for.sa shipping, practices prior to performing these functions: Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have pproper) attached -structural sheathing and bottom chord shall have a properly attached rigid ceilin Locations shown for permanent lateral restraint.ofYwebs shall have bracin installed per BCSI sections B3, B7 or B10, as applicable. App�y plates to each face of truss and position as shown above and on the Joint9Details, unless noted otherwise. f�efer to ALPINE drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW BuildirhComponents Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the ANMCOWAW truss in conformance with ANSIPI1, or for handling, shipping,, installation and bracing of trusses. A seal on this drawing or cover pa a 675o Forum Drive listing this drawing indicates acceptance of professional engineering responsibilittyy solely -for the design shown. The suitability and use of This drawing for any structure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2. Suite 305 For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindusl .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 67467 / HIP_ Ply: 1 Job Number: N362326 Cust: R 8975 JRef:1=89750138 T1 / FROM: RAA Qty: 1 , A5/320 ,4EHJH ,01 H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS DrwNo: 078.21.1706.36207 Truss Label: HJ6E / YK 03/19/2021 12 C 2.83 10'97 � N Ln � N CO B N A 8'8" D 2X4(A1) 1'5" 8'2"5 8'2"5 Loading Criteria (psi) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-16 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Kzt: NA Des Ld: 37.00 Mean Height: 0.00 It NCBCLL: 0.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 Spacing: 24.0 " C&C Dist a: 3.00 It Loc. from endwall: NA GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #1; Bot chord: 2x4 SP #2 N; Loading Hipjack supports 5-9-8 setback jacks with no webs. Wind Wind loads and reactions based on MWFRS. Wind loading based on both gable and hip roof types. Additional Notes Provide (3) 0.131"x3.0", min. toe -nails at top chord. Provide (2) 0.131"x3.0", min. toe -nails at bottom chord. Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA - Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: No FT/RT:20(0)/10(0) Plate Type(s):- Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): NA VERT(CL): NA HORZ(LL): 0.017 D HORZ(TL): 0.031 D - Creep Factor: 2.0 Max TC CSI: 0.865 Max BC CSI: 0.594 Max Web CSI: 0.000 VIEW Ver: 20.02.00A.1020.20 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 250 /- /- /- /127 /- D 115 /- /- /32 A /- C 273 /- /- /- 1211 /- Wind reactions based on MWFRS B Brg Width = 11.3 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# oW11111pFff ro H WA Riau '�� go a No, 86367 a a • STATE OF h e, S •0*0a NAI FL REG# 278, Yoonhwak Kim, FL PE #86367 03/22/2021 -WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. , Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have proper)y attached structural sheathing and bottom chord shall have a properly attached n id ceilin Locations shown for ermanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or 610, as applicable. App7fly plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. kefer 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 AN"M'COMPANY truss in conformance with ANSI/TPI 1, or for handling, shipping,, installapon-and bracin4 of trusses. A seal on this drawin or cover pa a 6750 Forum Drive listing this drawing indicates acceptance of professional engsneering responsibilittyy solely -for the design shown. The suitability and use of this drawing for any s4ructure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2. Suite 305 For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 674681 HIP_ Ply: 1 Job Number: N362326 Cust: R 8975 JRefAX3U89750138 T43 / FROM: MRS Qty: 2 7A5/320 ,4EHJH ,01 H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS DrwNo: 078.21.1706.36378 Truss Label: HJ3 AK / YK 03/19/2021 2.83 o C T918114 CV B - ti cY) � A8r$rr E D 1'5" Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-16 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Kzt: NA Des Ld: 37.00 Mean Height: 15.00 ft NCBCLL: 10.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 Spacing: 24.0 " C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Special Loads ------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC: From -0 plf at -1.41 to 54 plf at 0.00 TC: From 2 plf at 0.00 to 2 plf at 4.18 BC: From 2 plf at 0.00 to 2 plf at 4.18 TC: -2 lb Conc. Load at 1.37 BC: 19 lb Conc. Load at 1.37 Wind Wind loads and reactions based on MWFRS. Wind loading based on both gable and hip roof types. Additional Notes Provide (2) 0.131 "x3.0", min. toe -nails at top chord. Provide (2) 0.131"x3.0", min, toe -nails at bottom chord. 4'2"3 4'2"3 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Varies by Ld Case 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): 0.004 D Creep Factor: 2.0 Max TC CSI: 0.120 Max BC CSI: 0.144 Max Web CSI: 0.000 Ve r: 20.02.0 OA.1020.20 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL E 142 /- /- /- /86 /- D 69 /- 1- /- /6 /- C 36 /- /- /- /8 /- Wind reactions based on MWFRS E Brg Width = 10.6 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing E is a rigid surface. Bearing E requires a seat plate. Members not listed have forces less than 375# illfltIpfffo O o. • • v 4 NO. 86367 o.ie,• •�r 0 7N" • ,r � � A B STATE of e _911 ®�� S b4e®®• �e 441j dddl�aE1J11b� FL REG# 278, Yoonhwak Kim, FL PE 486367 03/22/2021 **WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! `*IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care Component Safety Informatior bracing per BCSI. Unless note attached r! id ceiling Location as applicable. Apply plates tc drawings 160A-Z for standard Alpine. -a division of ITW Buildinc Components Group Inc. shall not be responsible for anv deviation from this drawing; any failure to build the of trusses. A seal on this drawin or cover pacie Rr the design shown. The suitabilif-y and use of this AL NE A1R COMPANY 6750 Forum Drive Suite 305 Orlando FL, 32821 any TPI: SEQN: 67452 / SPEC Ply: 1 Job Number: N362326 Cust: R 8975 JRef:1X3US9750138 T19 / FROM: RAA city: 5 ,7A' 3120 ,4EHJH ,01 H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS DrwNo: 078.21.1706.35941 Truss Label: HJ7 / WHK 03119/2021 5'7"8 57'8 9'10"1 4'2"9 21' 10"2 12 3.54 4X4 C u� 00 f— ih —613 B A 18'8"12 G F E Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 0.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " �— 1'5" Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 20.50 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 Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Webs: 2x4 SP #3; Loading Hipjack supports 6-11-8 setback jacks with no webs. Wind Wind loads and reactions based on MWFRS. Wind loading based on both gable and hip roof types. Additional Notes Refer to General Notes for additional information Provide (3) 16d common 0.162"x3.5", toe -nails at TC. Provide (3) 16d common 0.162"x3.5", toe -nails at BC. 5'5"12 5'5"12 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: No FT/RT:20(0)/10(0) Plate Type(s): 3'6"3 10 8'11 "15 9'1 Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): 0.044 G 999 360 VERT(CL): 0.082 G 999 240 HORZ(LL): 0.008 C - - HORZ(TL): 0.014 C Creep Factor: 2.0 Max TC CSI: 0.512 Max BC CSI: 0.699 Max Web CSI: 0.268 VIEW Ver: 20.02.00A.1020.20 QNH WAk ;0- Ne.86367 i 75t •w' ® e STATE OF ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 324 /- /- /- /205 A E 363 /- /- /- 1142 A D 211 A /- /- /206 1- Wind reactions based on MWFRS B Brg Width = 10.6 Min Req = 1.5 E Brg Width = 1.5 Min Req = - D Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. B - C 439 - 713 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - G 664 -404 G - F 654 -406 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. C - F 458 - 737 ''�'��• "• 4OF?1Dt- .•� C fpP4d464 f+Aj `�0 FL REG# 278, Yoonhwak Kim, FL PE #86367 03/22/2021 **WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS the latest edition of BCSI (Building Installers shall provide temporary bottom chord shall have a properly )er BCSI sections B3, B7 or B10, iless noted otherwise. Refer to of deviation from this drawing, any failure to build the of trusses. A seal on this drawin or cover page ^r the design shown. The suitability and use ofO is AL NE more any TPI: *NMCOMPANY 6750 Forum Drive Suite 305 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' Mean Helght, Partially Enclosed, Exposure C, Kzt = 1.00 I Orr 140 mph Wind Speed, 15' Mean Height, Enclosed, Exposure D; Kzt = 1.00 Ilri 1?n nh Wind Cr, orl }S, m_ usi,,w+ D_+L.li., r—i—.d r....__.._ S 12x4 Brace Gable Vertical Spacing: Species Grade No Braces (1) Ix4 'L' Brace x (1) 2x4 'L' Brace x (2) 2x4 'L' Brace (1) 2x6 'L'r Brace It (2) 2x6 'L' Brace F Group A Group B Group A Group B Group A Group B Group A Group B Group A Group B #1 #2 0' U 'S #3 3' 8' S' 9' 6' 2' 7' 8' 8' 11' 9' 1', 9' 6' 12' 0' 12' 6' 14' 0' 14' 0' �� Stud 3' S. 5' 9' 6' 1' 7' 8' 7' 11' 9' 1' 9' 6' 12' 0' 12' 6' 14' 0' 14' 0' O' Standard 3' 8' 4' 11' 5' 3' 6' 7' 7' 1' 8' Ile 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' -� 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 oj rVStQndard 3' 9' S' 3' S' 7' 6' 11' 7' 5' 9' 2' 9' 7' 10' 11' 11' 8' 14' 0' 14' 0' 3' 6' 4' 7' 4' 11' 6' 2' 6' 7' 8' 4' 8' 11' 9' 8' 10' 4' 13' 1' 14' 0' U _ S #2 4' 5' 7' 6' 7' 9' 8'10' 9' 3' 10' 7' il' 0' 13' 11' 14' 0' 14' 0' 14' 0' + _ P P 4' 2' 7' V 7' 9' 8'9'9'1'10' 5' 10'10' 13' 9' 14' 0' 14' 0' 14' 0' U I I P 4' 2' 7' 1' 7' 6' 8'9'9' 1' 10' 5' 10, 10' 13' 9' 14' 0' 14' 0' 14' 0' 01 OI� rd 4' 2' 6' 1' 6' 5' 8' 1' 8' B' 10' 5' 10' 10' 12' 8' 13' 7' 14' 0' 14' 0' 4' 7' 7' 7' 7' 11' 9' 0' 9' 4' 10, 8' 11' 1' 14' 0' 14' 0' 14' 0' 14' 0' S P #2 4' 5' 7' 6' 7' 9' 8' 10' 9' 3' 10' 7' 11' 0' 13' 11' 14' 0' 14' 0' 14' 0' #3 4' 4' 6' 5' 6' 10, 8' 6' 9' 1' 10, 6' 10, 11' 13' 4' 14' 0' 14' 0 14' 0' QJ D P L Stud 4' 4' 6' 5'r,7' 8' 6' 9' 1' 10' 6' 10, 11' 13' 4' 14' 0' 14' 0' 14' 0' Standard 4' 2' 5' 8'7' 6' 8' 0' 10' 2' 10, 10, 11' 10, 12' 7' 14' 0' 14' 0' 0 [- #1 / #2 4' 10' 8' 3' ;5' ' 9' 10' 2' 10' 7' 12, 1' 14' 0' 14' 0' 14' 0' 14' 0' d _ S P f #3 4' 7' 8' 2'9' 8' 10, 0' 11' 6' 12' 0' 14' 0' 14' 0' 14' 0' 14' 0' Lf U I� P Stud 4' T 8' 2'9' 8' 10' 0' 11' 6' 12' 0' 14' 0' 14' 0' 14' 0' 14' 0' U I� Standard 4' 7' 7' 0' 9' 4' 10, 0' 11' 6' 12' 0' 14' 0' 14' 0' 14' 0' 14' 0' X I #1 5' 1' 8' 5' 9' 11' 10' 3' 11' 9' 12' 3' 14' 0' 14' 0' 14' 0' 14' 0' d S P #2 4' 10' 8' 3' ' 9' 10, 2' 11, 7' 12' 1' 14' 0' 14' 0' 14' 0' 14' 0' cU #3 4' 9' 7' 4' ' 8' 10' 1' 11' 7' 12' 0' 14' 0' 14' 0' 14' 0' 14' 0' --I D P L Stud - 4' 9' 7' 4' ''10'1'11' 7' 12' 0' 14' 0' 14' 0' 14' 0' 14' 0' Standard 4' 7' 6' 6' ' 8' 9' 3' 11' 6' 12' 0' 13' 7' 14' 0' 14' 0' 14' 0' About Diagonal brace options vertical length may be T doubled when diagonal 18' )K brace Is used. Connect L diagonal brace for 600# •�• at each end. Max web Brace total ; length Is 14'. 2x6 DF-L #2 or better diagonal T_ Vertical! length shown bracel single k In table above. or double cut 8' 45' <as shown) at L 1 J�_ upper end. Connect diagonal at A.' midpoint of vertical web. Refer to chart alod TW ■■VARNDAiv READ AMD FOLLOW ALL IaTES ON THIS DRAVINII a —DPORTANT*m FURNISH THIS BRAVING TO ALL COMACTORS INCLIDIING THE INSTALLERS. i 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) for safety practices prior to performing these functions. Installers shall provide temparary bracing per BCSL Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chor shall have a properly attached rigid ceiling. Locations shown for permanent lateral restraint of webs shall have bracing Installed per BCSI sections B3, B7 or 1130, as applicable, Apply plates to each face of truss and position as shown above and an the Joint Details, unless noted otherwise. ' 4LAtpine, PINE Refer to drawings 16CA-Z for standard plate positions. a division of ITV Building Components Group Inc shall not be responsible for any deviation frc this drawing, any failure to build the truss In conformance with ANSI/TPI 1, or for handling, shipping, AN ITW COMPANY Installation 8 bracing of trusses. A sent on this drawing or cover page listing this drawing, kw0cates acceptance of professional \\5141 Earth\Cit 1Ex Expressway Y P y engineering responsibility solely for the design shown. The suttabllttY and use of this drawing \ \ Suite\ 242 for any structure Is the responsibility of the Budding Designer per ANSI/TPI 1 sec2. II Eatth\City.\MO\63045 For more Information see this Job's general notes page and these web si y/ ALPINEI wwwalpineltw.comi TPI, www.tpinst.orgi SBCA, www.sbcindustry.orgi ICCi www! L �t7£ lot� A Wqk ,� '••�i�. �• �0RVO d ,s�eb�d�e (dido 1�A� kj% Bracing Group Species and Gradesi Group At Spruce -Pine -Fir Hem -Fir #1 / #2 Stnndnrd #2 1 Stud #3 1 Stud #3 Stnndnrd Dou las Fir -Larch Southern Plnewiwwl #3 #3 Stud Stud Standard Standard Group Bi Hem -Fir #1 & Btr #1 Dou las Fir -Larch Southern Plnewwx i #1 #2 #2 Ix4 Braces shall be SRB (Stress -Rated Board), ■wtFor Ix4 So. Pine use only Industrial 55 or Industrial 45 Stress -Rated Boards. Group B values may be used with these grades. Gable Truss Detail Notest Wind Load deflection criterion Is L/240., Provide uplift connections for 75 plf over continuous bearing <5 psf TC Dead Load). Gable end supports load from 4' 0' outlookers with 2' 0' overhang, or 12' plywood overhang. Attach 'L' braces with 10d (0.128'x3.0' min) nails. )K For (1) 'L' brace- space nails at 2' o.c. In 18' end zones and 4' o.c. between zones. W-)KFor (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 807 of web member length. Gable Vertical Plate Sizes e Vertical Len th No S lice Less than 4' 0' 2X3 Greater than 4' 01, but less than 11' 6' 3X4 Greater than 11' 6' 4X4 I+ Refer to common truss design for peak, splice, and heel plates. s i Refer to the Building Designer for conditions I. not addressed by this detal6 REF ASCE7-10—GAB16015 DATE 10/01/14 DRWG A16015ENC101014 TOT. LD. 60 PSF SPACING 24.0' Gable Stud Reinforcement Detail ASCE 7-16: 160 mph Wind Speed, 15' Mean Height, Enclosed, Exposure C, Kzt = 1,00 Or, 140 mph Wind Speed, 15' Mean Height, Partially Enclosed, Exposure C, Kzt = 1.00 Orr 140 mph Wind Speed, 15' Mean Height, Enclosed, Exposure D, Kzt = 1.00 Fir. tpn mrh Winrl 4n 4 15' Mom., W.1-h+ c,. ,-+I,,II., t71-I C'_ n v_+ _ , nn 2x4 Brace Gable Vertical Spacing Species Grade No Braces (1) lx4 'LBrace w (1) 2x4 'L' Brace w (2) 2x4 'L' Brace xx 0) 2x6 'L' Brace x (2) 2x6 'L' Brace x Group A Group B Group A Group B Group A Group B Group A Group B Group A Group B S #1 #2 U I I #3 3' 8' 5' 9' 6' 2' 7' 8' 7' 11' 9' 1'' 9' 6' 12' 0' 12, 6' 14' 0' 14' 0' Stud 3' 8' 5' 9' 6' 1' 7' 8' 7' 11' 9' 1' 9' 6' 12' 0' 12' 6' 14' 0' 14' 0' Standard 3' 8' 4' 11' 5' 3' 6' 7' 7' 1' 8' 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' 1 12' 4' 12' 9' 14' 0' 14' 0' — 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 F Stud 3' 9' S' 3' S' 7' 6' 11' 7' S' 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' 8' 11' 9' 8' 10' 4' 13' V 14' V U _ #1 / #2 4' 5' 7' 6' 7' 9' 8' 10' 9' 3' 10' 7' Ill 0' 13, Il' 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' 1 14' 0' 14' 0' 14' 0' U i I P Stud 4' 2' 7' 1' 7' 6' 8' 9' 9' 1' 10' 5' 10, 10' 13' 9' 14' 0' 14' 0' 14' 0' a) O I� Standard 4' 2' 6' V 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' 10' 8' 11' 1' 14' 0' 14' 0' 14' 0' 14' 0' S P #2 4' 5' 7' 6' 7' 9' 8' 10' 9' 3' 10' 7' 11' 0' 13, 11' 14' 0' 14' 0' 14' 0' #3 4' 4' 6' 5' 6' 10' 8' 6' 9' 1' 10, 6' 10, 11' 13' 4' 14' 0' 14' 0' 14' 0' Q� r D r 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' G' 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 P #3 4' 7' 8' 2' B' 5' 9' 8' 10, 0' 11' 6' 12, 0' 14' 0' 14' 0' 14' 0' 14' 0' LD U I I F Stud 4' 7' 8' 2' 8' 5' 9' 8' 10, 0' 11' 6' 12' 0' 14' 0' 14' 0' 14' 0' 14' 0' O I l 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' 1' 8' 5' 8' B. 9' 11' 10' 3' 11' 9' 12' 3' 14' 0' 14' 0' 14' 0' 14' 0' d S P #2 4' 10' 8' 3' 8' 7' 9' 9' 10' 2' 11' 7' 12' 1' 14' 0' 14' 0' 14' 0' 14' 0' #3 4' 9' 7' 4' 7' 10' 9' 8' 10, 1' 11' 7' 12' 0' 14' 0' 14' 0' 14' 0' 14' 0' ---I D P L Stud 4' 9' 7' 4' 7' 10' 9' 8' 10, 1' 11' 7' 12' 0' 14' 0' 14' 0' 14' 0' 14' 0' Standard 4' 7' 6' 6' 6' 11' 1 8' 8' 9' 3' 11' 6' 12' 0' 13' 7' 14' 0' 14' 0' 14' 0' Diagonal brace ;option, vertical length: may be doubled when diagonal brace Is used. Connect diagonal brace for 600# at each end. Max web total length is 14'. Vertical length shown In table above. Connect diagona`t at midoolnt of vertical AN ITW CO 11 514% Eanh\ City% Expressway \ %Suite\ 242 % % Earth% City,% MO%63045 .ayr, About 18' L 'L' Brace End Zones, typ. 2x6 DF-L #2 or better diagonal r' bracel single 8, or double cut (as shown) at upper end, Refer to chart aboT§E "WARNDOmm READ AND FOLLOV ALL NDTES IN TFRS DRAVM C mmUGIEITANTww FLRNISH TIRS DRAVING TD ALL CONTRACTORS INCLUDM THE INSTALLERS Trusses require extreme core In fabricating, handling, shipping, Installing and bracing. Refer to and allow the latest edition of BCSI (Bulding Component Safety Information, by TPI and SBCA) for safety actices prior to performing these functions. Installers shall provide temporary bradng per SCSI, ,less noted otherwise, top chord shall have properly attached structural sheathing and bottom Cho init have a properly attached rigid ceiling. Locations shown for permanent lateral restraint of web: roll have bracing Installed per BCSI sections B3, B7 or RIO, as appUcable. Apply plates to each face truss and position as shown above and on the Joint Details, unless noted otherwise. Per to drawings 16CA-Z for stondard plate positions. Alpine, a division of ITV Building Components Group Inc. shall not be responsible for any deviation fr Is drawing, any failure to bulld the truss In conformance with ANSI/TPI 1, or for handling, shipping, ;tallation S bracing of trusses. A seal on this drawing or cover page Usti g this drawing, Indicates acceptance of professional gineering responsibility solely for the design shown The suttabiltty and use of this drawing r any structure Is the responsibility of the Building Designer per ANSI/TPI 1 SecZ For more Information see this Job's general notes page and these web sl $$yI LL ALPINE, www,alpineltw.comi TPI, www,tpinst,orgi SBCA, www,sbclndustry.orgi ICC, www,C t L r1111►rfffff a ®° 1 rlaod 4LIE VORica o: z aptio� �(1I_�♦fie IrVV4114 d i,` +B � 11' Yoonhwak Kim, FL PE Bracing Group Species and Grades+ Group At Spruce -Pine -Fir Hen -Fir #1 / #2 Standard #2 Stud #3 Stud 1 1 #3 Istandard Dou las Fir -Larch Southern Plnewww #3 #3 Stud Stud Standard Standard Group BI Hem -Fir #1 & Btr #1 Dou las Fir -Larch Southern Plnewww #1 #1 Ell #2 #2 Ix4 Braces shall be SRB (Stress -Rated Board), wwFor Ix4 So, Pine use only Industrial 55 or Industrial 45 Stress -Rated Boards. Group B values may be used with these grades. Gable Truss Detail Notes: Wind Load deflection criterion Is L/240, Provide uplift connections for 75 plf over continuous bearing (5 psf TC Dead Load). Gable end supports load from 4' 0' outlookers with 2' 0' overhang, or 12' plywood overhang, Attach 'L' braces with 10d (0.128'x3.0' min) nails. )K For (1) 'L' brace, space nails at 2' o,c. In IS' end zones and 4' o.c. between zones, )K)KFor (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 807 of web member length. Gable Vertical Plate Sizes Vertical Len th No S lice s Les than 4' 0' 2X3 Greater than 4' 0', but less than 11' 6' 3X4 Greater than 11' 6' 4X4 to II+ Refer common truss design for peak, ice, and heel plates. s Refer to the Building Designer for conditions i. not addressed by this detail. REF ASCE7-16-GAB16015 DATE 01/26/2018 / DRWG A16015ENC160118 TOT, LD, 60 PSF MAX, SPACING 24,0' t Gable; Stud Reinforcement Detail ASCE 7-10: 160 mph Wind Speed, 30' Mean Height, Enclosed, Exposure C, Kzt = 1.00 Orl 140 MPH Wind Speed, 30' Mean Height, Partially Enclosed, Exposure C, Kzt = 1.00 Orr 140 mph Wind Speed, 30' Mean Height, Enclosed, Exposure D, Kzt = 1.00 Orr 120 mph Wind Speed, 30' Mean Height, Partially Enclosed Exposure D Kzt = 100 S 2x4 Brace Gable Vertical Spacing Species Grade No Braces (1) lx4 'L' Brace x (1) 2x4 'L' Brace x (2) 2x4 'L' Brace xx (1) 2x6 'L' Brace )K (2) 2x6 'L' Brace x Group A Group B Group A Group B Group A Group B Group A Group B Group A Group B S P F #1 / #2 3' 8' 6' 3' 6' 6' 7' S' 7' 8' 8' 9' 9' 2' 11' 7' 12' 0' 13' 9' 14' 0' 0) U #3 3' 6' 5' 5' 5' 9' 7' 2' 7' 7' 8' 8' 9' 1' 11' 3' 11' 11' 13' 7' 14' 0' HF Stud 3' 6' 5' 4' 5' 8' 7' 2' 7' 7' 8' 8' 9' 1' 11' 2' 11' 11' 13' 7' 14' 0' O Standard 3' 6' 4' 7' 4' 11' 6' 2' 6' 7' 8' 4' 8' 11' 9' 8' 10' 4' 13' 1' 14' 0' #1 3' 10, 6' 4' 6' 7' 7' 6' 7' 9' 8' 11' 9' 3' 11' 9' 12' 2' 13' 11' 14' 0' —� S P #2 3' 8' 6' 1' 6' 6' 7' 5' 7' 8' 8' 9' 9' 2' 11' 7' 12' 0' 13' 9' 14' 0' #3 3' 7' 4' 10' 5' 2' 6' 5' 6' 11' 8' 9' 9' 1' 10' 1' 10' 10' 13, 8' 14' 0' d 7 D F Stud 3' 7' 4' 10' 5' 2' 6' 5' 6' 11' 8' 9' 9' 1' 10, 1' 10, 10' 13' 8' 14' 0' Standard 3' 3' 4' 3' 4' 7' 5' 8' 6' 1' 7' 9' 8' 3' 8' 11' 9' 7' 12' 2' 13, 0' U S P #1 / #2 4' 2' 7' 2' 7' 5' 8' 5' 8' 9' 10, 1" 10, 6' 13, 3' 13, 9' 14' 0' 14' 0' F #3 4' 0' 6' 7' 7' 5' 6' 4' 8' 8' 9' 11' 10' 4' 13' 1' 13' 7' 14' 0' 14' 0' U I I [ Stud 4' 0' 6' 7' 7' 0' 8' 4' 8' 8' 9' I1' 10' 4' 13' 1' 13' 7' 14' 0' 14' 0' QJ O I� I Standard 4' 0' 5' 8' 6' 0' 7' 6' 8' 0' 9' 11' 10' 4' 11' 10' 12, 8' 14' 0' 14' 0' #1 4' 5' 7' 3' 7' 6' 8' 7' 6' 11' 10' 2' 10' 7' 13' 5' 13' 11' 14' 0' 14' 0' S P #2 4' 2' 7' 2' 7' 5' 8' 5' 8' 9' 10' 1' 10' 6' 13' 3' 13' 9' 14' 0' 14' 0' #3 4' 1' 5' 11' 6' 4' 7' 11' 8' 5' 10, 01: 10' 5' 12' 5' 13' 3' 14' 0' 14' 0' Q) D F L Stud 4' 1' 5' 11' 6' 4' 7' 11' 8' 5' 10, 01' 10' 5' 12' S' 13' 3' 14' 0' 14' 0' Standard 4' 0' 5' 3' 5' 7' 7' 0' 7' 6' 9' 5' 10, 2' 11' 0' ill 9' 14' 0' 14' 0' S #1 / #2 4' 8' 7' 11' 8' 2' 9' 4' 9' 8' 10, 1' 11' 6' 14' 0' 14' 0' 14' 0' 14' 0' _ P F #3 4' 5' 7' 7' 8' 1' 9' 2' 9' 6' 10, 11' 11' 5' 14' 0' 14' 0' 14' 0' 14' 0' U I� F Stud 4' 5' 7' 7' 8' 1' 9' 2' 9' 6' 10, 11' ill 5' 14' 0' 14' 0' 14' 0' 14' 0' O I Standard 4' S' 6' 6' 6' 11' 6' 6' 9' 3' 10, 11' 11' 5' 13' 7' 14' 0' 14' 0' 14' 0' X #1 4' 10' 8' 0' 8' 3' 9' 5' 9' 9' 11' 2' 11' 8' 14' 0' 14' 0' 1 14' 0' 1 14' 0' d S P #2 4' 8' 7' 11' 8' 2' 9' 4' 9' B' Il' 1' 11' 6' 14' 0' 14' 0' 14' 0' 14' 0' #3 4' 6' 6' 10' 7' 3' 9' 1' 9' 7' ill 0' 11' 6' 14' 0' 14' 0' 14' 0' 14' 0' r—I D F L Stud 4' 6' 6' 10, 7' 3' 9' 1' 9' 7' 11' 0' Ill 6' 14' 0' 14' 0' 14' 0' 14' 0' Standard 4' 5' 6' 1' 6' 5' 6' 1' 8' 7' 1 10' 11' 1 11' 5' 12' 8' 13' 7' 14' 0' 14' 0' Bracing Group Species and Grades) Group At Spruce -Pine -Fir, Hen -Fir #1 / #2 Standard #2 Stud #3 1 Stud #3 Istandard Dou las Fir -Larch Southern Pine■ww #3 #3 Stud Stud Standard Standard_ Group Bt Hem -Fir IF:#1 & Btr #1 Douglas Fir -Larch Southern Pine■■■ #1I #I #2 i 1 #2 Ix4 Braces shall be SRB (Stress -Rated Board). ■■For Ix4 So. Pine use only Industrial 55 or Industrial 45 Stress -Rated Boards. Group B values maybe used with these wades. Gable Truss Detail Notes) Wind Load deflection criterion Is L/240. Provide uplift connections for 135 plf over continuous bearing (5 psf TC Dead Load), Gable end supports load from 4' 0' outlookers with 2' 0' overhang, or 12' plywood overhang. gyautj� Attach 'L' braces with 10d (0.128'x3.0' min) nalls. able Truss )K For (1) 'L' brace, space rolls at 2' o.c. In IS' end zones and 4' o,c, between zones. Diagonal brace options )KWFor (2) 'L' bracesi space nulls at 3' o.c. vertical length may be T in IS' end zones and 6' o.c. between zones. doubled when diagonal 18' )K 'L' bracing must be a minimum of 80X of web brace Is used. Connect diagonal brace for 690# .L. � member length. at each end. Max web �1�WA FOP Gable total length Is 14'. Brace �0 Vertical Plate Sizes /^e ®� Ir/ �y w ~P Verticnl Len th No Splice 2x6 DF-L #2 or better diagonal + S Q , Less than Greater than 4' 0', but r yw9, ®� 00 4X4 Vertical length shown braces single 8' E d less than 12' 0' In table above. �)45' or double cut )K �� 7 A (as shown) at L + Refer to common truss design for upper end. peak, splice, and heel plates. Connect diagonal at 0 wo on 1y_pltsoBearing ry, LLii C (1CIca �+•`w Refer to the Bullding Designer for conditions midpoint of vertical web. Refer to chart abo O or ma v�tft not addressed by this detail. ■■1,ARNISH TILLS READ AND F(aJ_DW ALL NOTES [INRS THIS DING TH ■■DwOlrANr■■ FllxusH Teas nRAWD+G To ALL CWTRACTDRS nacLUBDIG THE INSTALLERS ; C)R1'0� REF ASCE7-10-GAB16030 Trusses require extreme care In fabrlcating, handling, shipping, Installing and bracing. Refer to and follow the latest edition of SCSI Gulding Component Safety Information, by TPI and SBCA) for safety �(� A ®®D �` / 1.) ['� DATE 10�01�14 P prior to performing these functions. Installers shall provide temporary bracing per BCSL Unless noted otherwise, top chord shell have properly attached structural bottom r �V1/ I%� jt 1 y P v DRWG A16030ENC101014 sheathing and chord shall have a properly attached rigid ceiling. Locations shown for permanent lateral restraint of webs `� 4rjtl , 0� shall have bracing Installed per BCSI sections B3, B7 or B30, as applicable. Apply plates to each face truss P' of and position as shown above and on the Joint Details, unless noted otherwise. Refer to drawings 160A-Z for standard plate positions. Alpine, a division of ITV Bullding Components Group Inc shall not be responslble for any deviation from AN iTW COMPANY this drawing, any failure to bultd the truss In conformance with ANSI/TPI 1, or for handling, shipping, Installation R bracing of trusses. AX, TOT. LD, 60 PSF A seal on this drawing or cover page Usting this drawing, Indicates acceptance of professional \ \ 514\ Earth\ City\ Expressway engineering responsRMBty solely for the design sham The sultabllty and use of this drawing 1\Suite\242 for any structure Is the responsl Atty of the Building Designer per ANSI/TPI 1 secZ \1Earlh\Cily,\M0163045 For more Information see this Job's general notes page and these wesi /�178 ALPINE Yoonhwak Kim, FL PE #86367 MAX, SPACING 24.0" vw.nlpineitw.cami TPB vw,tpinstorgl SHCA, vrsbdndustry.orgl ICd wbvJc w s Gable Stud Reinforcement Detail ASCE 7-161 160 mph Wind Speed, 30' Mean Height, Enclosed, Exposure C, Kzt = 1.00 Or 140 MPH Wind Speed, 30' Mean Height, Partially Enclosed, Exposure C, Kzt = 1.00 Or: 140 mph Wind Speed, 30' Mean Height, Enclosed, Exposure D, Kzt = 1.00 Ori 120 mph Wind Speed, 30' Mean Height, Partially Enclosed Exposure D Kzt = 100 S 2x4 Brace Gable Vertical Spacing Specles Grade No Braces (1) ix4 'L' Brace w (1) 2x4 'L' Brace x (2) 2x4 'L' Brace )KO (1) 2x6 'L' Brace x / (2) 2x6 'L' Brace x Group A Group B Group A Group B Group A Group B Group A Group B Group A Group B S P F #1 / #2 3' 8' 6' 3' 6' 6' 7' 5' 7' 8' 8' 9' 9' 2' 11' 7' 12' 0' 13' 9' 14' 0' U #3 3' 6' 5' 5' 5' 9' 7' 2' 7' 7' 8' 8' 9' 1' 11' 3' 11' 11' 13' 7' 14' 0' HF Stud 3' 6' 5' 4' 5' 8' 7' 2' 7' 7' 8' 8' 9' 1' 11' 2' 11' 11' 13' 7' 14' 0' U I Standard 3' 6' 4' 7' 4' 11' 6' 2' 6' 7' 8' 4' 8' 11' 9' 8' 10' 4' 13, 1' 14' 0' #1 3' 10' 6' 4' 6' 7' 7' 6' 7' 9' 8' 11' 9' 3' ill 9' 12' 2' 13' 11' 14' 0' S P #2 3' 8' 6' 1' 6' 6' 7' 5' 7' 8' 9' 2' 11' 7' 12, 0' 13' 9' 14' 0' #3 3' 7' 4' 10' S' 2' 6' S' 6' 11' 9' 1' 10' 1' 10' 10' 13' 8' 14' 0' d F Stud 3' 7' 4' 10' 5' 2' 6' 5' 6' 11' 9' 1' 10, 1' 10, 10, 13' 8' 14' 0' Standard 3' 3' 4' 3' 4' 7' 5' 8' 6' 1' K7'9', 8' 3' 8' 11' 9' 7' 12, 2' 13' 0' U SPF #1 / #2 4' 2' 7' 2' 8' 5' 8' 9' 10, 6' 13, 3' 13, 9' 14' 0' 14' 0'� _ #3 4' 0' 6' 7' 8' 4' 8'8' 10' 4' 13' 1' 13' 7' 14' 0' 14' 0'U I I C Stud 4' 0' 6' 7' t7H' 8' 4' 8'8' 10' 4' 13' 1' 13' 7' 14' 0' 14' 0' O I l r Standard 4' 0' 5' 8' 7' 6' B' 0' 9' 11' 10, 4' 11' 10, 12, 8' 14' 0' 14' 0' #1 4' 5' 7' 3' 8' 7' 8' 11' 10' 2' 10' 7' 13' 5' 13' 11' 14' 0' 14' 0' S P #2 4' 2' 7' 2' 7' 5' 6' 5' 8' 9' 10, 1' 10' 6' 13' 3' 13' 9' 14' 0' 14' 0' #3 4' 1' 5' 11' 6' 4' 7' 11' 8' 5' 10, 0" 10' 5' 12' 5' 13, 3' 14' 0' 14' 0' n) ° D F L Stud 4' 1' 5' 11'1 6' 4' 7' 11' 8' 5' 10, 0' 10' 5' 12' 5' 13' 3' 14' 0' 14' 0' Standard 4' 0' 5' 3' 5' 7' 7' 0' 7' 6' 9' 5' 10' 2' 11' 0' 11' 9' 14' 0' 14' 0' #1 / #2 4' 8' 7' 11' 8' 2' 9' 4' 9' 8' 10, 1' 11' 6' 14' 0' 14' 0' 14' 0' 14' 0' d _ S P F #3 4' 5' 7' 7' 8' 1' 9' 2' 9' 6' 10, 11' Ill 5' 14' 0' 14' 0' 14' 0' 14' 0' Lf U I— F Stud 4' 5' 7' 7' 8' 1' 9' 2' 9' 6' 10, 11' 11' 5' 14' 0' 14' 0' 14' 0' 14' 0' O I� Standard 4' 5' 6' 6' 6' 11' 8' 8' 9' 3' 10, 11' 11' 5' 13' 7' 14' 0' 14' 0' 14' 0' X #1 4' 10' 1 -F—T-11-1 8' 0' 8' 3' 9' 5' 9' 9' 11' 2' 11' 8' 14' 0' 14' 0' 14' 0' 14' 0' d S P #2 4' 8' 8' 2' 9' 4' 9' 8' 11' 1' 11' 6' 14' 0' 14' 0' 14' 0' 14' 0' #3 4' 6' 6' 10' 7' 3' 9' 1' 9' 7' 11' 01, Ill 6' 14' 0' 14' 0' 14' 0' 14' 0' .--i T� D F L Stud 4' 6' 6' 10' 7' 3' 91' 9' 7' Ill 0' 11' 6' 14' 0' 14' 0' 14' 0' 14' 0' Standard 4' 5' 1 6' 1' 6' 5' 8' 1' 8' 7' 10' 11' 11' 5' 12' 8' 13' 7' 14' 0' 14' 0' Bracing Group Species and Grades, Group At S ruce-Pine-Fir Hen -Fir #1 / p2 lStanlard #2 Stud #3 1 Stud 1 #3 Ist.darel Doucitas Fir -Larch Southern Plnexxx #3 #3 Stud Stud Stnndnrd Stnndnrd Group B: Hen -Fir #1 & Btr #1 Dou ins Fir -Larch Southern Pinewxx #1 #1 #2 #2 1x4 Braces shall be SRB (Stress -Rated Board. xwFor ix4 So. Pine use only Industrial 55 or Industrial 45 Stress -Rated Boards. Group B values may be used with these grades. Gable Truss Detail Notes: Wind Load deflection criterion Is L/240. Provide uplift connections for 135 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. Aliou•t j'E Attach 'L' braces with IOd (0,128'x3.0' min) nulls. able Truss )K For (1) 'L' brace. space nails at 2' o.c, In 18' end zones and 4' o,c. between zones, Diagonal brace option, )K)iEFor (2) 'L' bracest space naps at 3' o,c. vertical length may be In 18' end zones and 6' o.c, between zones. doubled when diagonal 18' 'L' bracing must be a minimum of 80% of web brace :Is used, Connect diagonal brace for 690# L I i�11111l�/ member length. IjrP,, at each end. Max web 'L' Brace End �t WA k Gable Vertical Plate Sizes total •length Is 14', Zones, typ, (`� i ®, Irl xp. Verticnl Len th No S lice 2x6 DF-L #2 or, w e , 0 ` 'pep Less than 4' 0' 2X4 better diagonal T = Q® Greater than 4' 0', but 4X4 Vertical length shown brace: single 8, I e d less than 12' 0' In table above. or double cut S 7 45' (as shown) at * Refer common truss design for i upper end, LAWon'11s®Bearing Peak, splpt ice, and heel plates. Connect diagonal at I LL!! ry, �4• Refer to the Bullding Designer for conditions midpoint of vertical web. Refer to chart nbo S jl. �vplitica o ria gaBJ not addressed by this detail. ■■vaRNDxa■■ aEan AND Fatov ALL NOTES off THIS DRAvnaua v d ■.DFMTAKT— FURNISH THIS BRAVING To ALL CON RACTURS 24MUDM THE INSTALLERS "® /K�` o a te4 B a `� R t['��. / REF ASCE7-16—GAB16030 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) for safety t ® ® d S e + d ©.� ® C- DATE 01/26/2018 practices prior to performing these functions. Installers shall provide temporary bracing per SCSI. Unless noted otherwise, tap chard shall have attached structural ®d L7/�Ij�t�� DRWG A16030ENC160118 properly sheatWng and ,bottom chord shall havenproperlyattached ri Id ceiling. Locations shown for lateral restraint of webs g 9• shall have bracing Installed BCSI H3, B7 Yr i //Od`b'+\� � per sections ppperablent P or B10, as applicable. Apply lutes to each face of truss and the Joint P' position as shown above and an Details, unless noted otherwise. Refer to drawings 160A-Z for standard plate positions. I Alpine, a division of ITV Building Components Group Inc shall not be responsible for any deviation from AN ITW COMPANY this drawing, any failure to bind the truss In conformance with ANSI/TPI 1, or for handling, shipping, Installation 6 bracing of trusses. AX, TGT, LD, 60 PSF \ 1514\ Earth\ City\ Expressway A seal on this drawing or cover page Usting this drawing, IrxDcates acceptance of professloral engineering responsibility solely for the design shown The sultnbllty and use of this drawing 1 \ Suite\ 242 For any structure Is the responsbRlty of the Building Designer per ANSI/IPI 1 Sec2. \\Earth\City,\MO\63045 For more Information see this Job's general notes page and these web s ALPINE. www.atp[neitu.com) TPD www.tpinst.orgi SBCA. www.sbcindustry.org, ICo www,l MAX, SPACING 24,0' ! Iq •T Relnfoi Memk Gn Tr Gable DetoR Fnr, I Pt -in \/Prtirn I c Gahlp Trust Plntp 1 1a ppropriate 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. „ 2X4 2X4 *-2 Provide connections for uplift specified on the engineered truss design Attach each 'T' reinforcing member with End Driven Nnilsi 10d Common (0,148'x 3,',min) Nails at 4' o,c, plus (4) nails In the top and bottom chords. Toenalled Nnils- 10d Common (0,148'x3',m1n) Toenails at 4' o,c. plus (4) toenails In the top and bottom chords. This detail to be used with the appropriate Alpine gable detail for ASCE wind load. ASCE 7-05 Gable Detail Drawings A13015051014, A12015051014, A11015051014, A10015051014, A14015051014, A13030051014, A12030051014, A11030051014, A10030051014, A14030051014 ASCE 7-10 & ASCE 7-16 Gable Detall Drawings 11 t A11515ENC100118, A12015ENC100118, A14015ENC100118, A18015ENC100118, A20015ENC100118, A20015END1001 A11530ENC100118, A12030ENC100118, A14030ENC1 A18030ENC100118, A20030ENC100118, A20030EN li� Ard0fte, 4 S11515ENC100118, S12015ENC100118, S14015EN 0118,�1f '40 S18015ENC100118, S20015ENC100118, S20015E 10011% S 8�7e S11530ENC100118, S12030ENC100118, S140300C10008, S) 0 S18030ENC100118, S20030ENC100118, S20030eNnp�0118, SP-0030PED100118 Q Seen ro rlate Alpine **' AArrlt 6 pp p p gable detail for mnxlmm*' unrRlnforced"Ta*e'@Lerticnl l40 % ® STATE OF 'T' Reinforcement Attachment Detail 'T' Reinforcing 'T' Reinforcing Member Member Toe -null - 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' Reinf. Mbr. Size 'T' Increase 2x4 30 X 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' "VARN➢IGI-M READ AND FOLLDV ALL NOTES ON THIS DRAVIN(B � --IMPMTANTw. FLOIKSH TWS DRAVING TO ALL C@lfRACTORS INCLUDDIG THE INSTALLERS. W_ �` m OR��ry a r®® C REF LET -IN VERT Trusses require extreme core N fnbrlcnting, hnndling, shipping, Instnlling and bracing. Refer to and �('� 9 ®� follow the latest edition of BCSI (Burtding Component safety information, by TPI and SBCA) for safety d lJ a, .� ,, DATE 01/02/2018 practices prior to performing these functions. Installers shalt provide temporary bracing per BCSL A� Unless noted otherwise, top chord shall have property attached structural sheathing and bottom chard d v DRWG GBLLETIN0118 shall have n property attached rigid ceiling. Locations shorn for permanent lateral restraint of we �//A""+,�\� shall have bracing installed per BCSI sections B3, B7 or B10, as applicable. Apply plates t6 each face of truss and position as shown above and on the Joint Details, unless noted otherwise. PI Refer to drawings 16CA-Z for standard plate positions. Alpine, a division of ITV Building Components Group Inc shall not be responsible for any deviation from this drawing, any failure to build the truss In conformance with ANSI/TPI 1, or for hnndling, shipping, LAX,❑T. LD, 60 PSF AN ITW COMPANY Installation 6 bracing of trusses. 1 \ 5141 EanhV Cit 1 Expressway engineering Aaton this drawing or cover page listing this drawing, Indicates acceptance of professiaflal y P v responsibility solely for the design shown The suitability and use of thls drawls DUR, FAC, ANY \\Suite\242 for any structure Is the responsibility of the Building Designer per ANSI/TPI 1 Sec2. 1\Earth\City,\MC%63045 For more Information see this Job's general notes page and these web MAX, SPACING 24,0' ALPINE, www.alpineitw,comi TPD www.tpinstorgl SBCA1 vw.sbclndustry.orgi ICo vr�n p �7Q „�„T,,,,�L V;7 FT T3P ilQA1A7 VALLEY FRAMING & BRACING DETAIL R ac t/2 Of Lumber Size and Grade Minumum Requirements TRUSS TRUSS UNDER VALLEY FRAMING VALLEY RAFTER OR RIDGE ® +CRIPPLE ripples 4'-0" for 30 psf (TL) and 20 psf (TD) Max. ce the crippes for each row starting from the valleys or sleepers working inward to the ridge board so that cripple locations are gered between rows. (TYp) rnnection Requirement Notes 2x6 rafters to ridge 416d toe -nails Cripple to ridge 416d toe -nails Cripple to rafter 416d toe -nails (••) 816d face -nails Rafter to sleeper or blocking 5 16d toe -nails Rafter to two 2x6 sleepers 416d. toe -nails Sleeper to truss 416d toe -nails Two 2x6 sleepers to truss 3 16d 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 316d toe -nails 13. Collar beam to rafter 416d toe -nails CRIPPLE, BRACING, 8r BLOCKING NOTES NOTE: 16d (0.162"x3.5") COMMON NAILS -2x4 continuous lateral restraint (CLR) min. is required for cripples s'-0" to 10'-0" Tong nailed w/ 2 -10d (0.148"x3") nails. Or 2x4 "T" or scab reinforcement nailed to flat edge of cripple with 10d 40.128"x3.0") nails at 6" o.c. "T' or scab must be 90 % of cripple length. Cripp es 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 requirements. Nails are common wire nails unless noted otherwise. • U (A) (B) (') �TAKro r `�ADWAv'mwcf& CMMUZM s T1CIMMVp1°IC MT&UM ; • TC LL 20 30 40 54 REF VALLEY FRAMING Trusses requMe extreme core In fabNCatbq, handl4p, shippkW, Instal = No. 70861 • follow the latest ealtion of BCSI C&eldkV Corponent Safety Infornotl y'rPI rod"seuiefoem •.. l ♦ TC DL 10 20 7 7 DATE 10/01/14 practices prior to perforning these functlons. Installers shalt provide temporary brnclnp per. >�• 6 7f is Unless noted otherwlse, top chord shall have properly attached sb-ucbe•al sheathing and bolo• • shall have a properly attached Hold eelkq. Locations shown far permanent lateral restrahtW webs . BC DL 0 0 0 0 DRWG VACNV1801015 a �� n� of have W P.. Installed Bbov=a<d on th 17 Jar BIB, a� aptess noted of platef to ea,, f .STATE OF lJ �.I sh �f abr afWnn of fhaRl ahOV! alld p1 tFle JOlnt DISaRt, YnlKi le.A ply plate. I� tt Refer to dra.rpi 16DA-z far standard plot. positions • vQ BC LL 0 0 0 0 • AlpFhe, n dMslon of ITV Butlding Components Group Irc shall not be respons6le for devq � • • AN COMPANY this a '.%, any fah �e to Meld the truss In confornance wtth ANSLgPI 1, ar far nab g, s •.•� QR IOP.• •��c TOT. LD.30 50 47 61 Installation b bracing of trusses. •••,yes lees � A seat on this drowkp or cover page ltstft this a-awlng, r aoates acceptance of praflCClamat yy, ei Palely .ar the :ho.,. TThe 13389 Lekehonl Drive f°'n"' ""�`'e r"p°"�"'h'1iJ1�'e Be'+gA'eyP�'uavTMl t s.�. �°�`�° qN i. � DUR. FAC. 1.25�1.15 Each City, M063046 ForInformation ;•;hl• ; � web �ALPa;!a�;;;�pa,M,,frorg SPACING SEE ABOVE 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 II, Exp B,1=1.0, Kzt=1.0 -Or A Maximum of ASCE 7-10, 180 mph, Enclosed, Exp D, Kzt=1.0 N' I 'ENTION! _ 1 d � p y Products PIotID Net Qty Product Length Plies 11 9 16" BCI04500s-1.8 18, 0" 1 J2 3 16" BCIO 4500s-1.8 16' 0" 1 J3 10 16" BCIO 4500s-1.8 16' 0" 1 J4 1 16" BCIO 4500s-1.8 16' 0" 1 J5 1 16" BCI04500s-1.8 16' 0" 1 J6 3 16" BCIO45OOs-1.8 4' 0" 1 J7 10 16" BCI® 6000s-1.8 21' 0" 1 J8 1 16" BCI® 6000s-1.6 20' 0" 1 J9 4 16" BCIO 6000s-1.8 20' 0" 1 BM1 2 1-314" x 16" VERSA -LAMB 2.0 3100 SP 20' 1 1/8" 2 Bkt 18 16" BCI® 4500s-1.8 2' 0" 1 Bk2 4 16" BCIO 4500s-1.8 1.0. 1 Connector Summary PIotID Qty Manuf Product Skew Slope Hut 24 Simpson ITS1.81/16 Hu2 15 Simpson ITS2.37/16 - - Hu3 16 Simpson IUS1.81/16 STRO*REQUIRE-11 DUE TO DEFLECTION DIFFERENTIAL (SEE STRONGBACK LETTER IN ENG. PACK) FOR 11 tl EFFECTIVENESS, NSTALL smtalrilACKS BEFORE SHEETING IS APPutD TO TRUSSES. 39.-1. .. 21'-B" ,. 1W-T -. t� W��0 �� Total, Truss Duantlty = 107. THIS IS A TRUSS PLACEMENT PLAN, ITS INTENDED TO AID IN THE INSTALLATION OF TRUSSES, ENGINEERED TRUSS DRAWINGS AND ARCHITECTURALS SUPERCEDE THIS DOCUMENT. PLU . .. CONNECTION.I . CJ5 1 CJ3 Z' 5 CJ � U 2'-0" TYPICAL 7' SETBACK CORNERSET LABELING AND SPACING LOAD# DESCRIPTION Mr. DATE car euc rate rort a/Bene Real - row— e<anz aINIa InRd R® BATE LaAO Ha B/16/18 R"al BASE LOAD Jet 6/30nB sin BATE LIN➢ Los Iaavm Rol HASE LaA9 Lee Bnan9 WO1 BATE LOAD La D/tl/1D But BASE Low Gry m/eva R.IDI BATE LaAD L➢e A/1> LOAD# DESCRIPTION INIT. DATE W C®Y 7B1, RAN I6aC IDIT Ple9/IB au a rams aD anrrm GIB REV. RE'S JBI B/AIIB mB aEvsv m+rtETa a+Ta LVL Las .—To ale ®m rtR Vn-.msT La R/ I9 ma REVS'p FACE MINT aHiIRS La 9/1V19 mE REv>g.D IWrmLS av wru/zD r",.zzueei La An7m mF Ium s>g uTart M a� ANrmc PITL aaa�o HANGER CHART At,= HUS 26 (SIMPSON) \= HUS26-2 (SIMPSON) Lnbeled End Mark M NOT OUT BR ALTER TRUSSES VITHWT rB1SENT IS T=PC CHARGES VILL NOT BE ACCEPTS➢ VITHOUT MM VRITTBY SERVICE IIEPAR7IENT AT CARPENTER EmlTRACTIAS !ff ANOTE+ALL BEARING VALLS IIEED TO BE DLTTALLED PRIOR TO General Notes 1) A6 parallel Chard tosses, flat trusses and Oat girders have the tap chord partiagy painted green to be installed green side up. All hargen to be Simpson HUS26 unless otherwise 2) noted. A6 truss spacing is 24" O.C. unless otherwise 9) noted. Per Tots Plate Institute SCSI-111 recommendation 4) permanent X-bracing should be placed at a maximum spacing 15' O.C. across the span, to be repeated at It maximum of 20' between each X-brow throughout the sh e,—. Pleoss refer to 13CSI-B1 for any additional bracing details. ROOF LOADING SCHEDULE TCLL = 20 PSF TCDL = 7 PSF BCLL = • PSF BCDL = 10 PSF TOTAL = 9.2 PSF DURATION = 1.25 i WIND SPD/TyPF 160 ENCLOSED BLDG EXPOSURE = C USAGE = RESIDENTIAL CAT IT WIND IMPORTANCE FACTOR= 1 UPLIFTS BASED ON= 9.2 PSF DESIGN CRITERIA FBC 2020 TPI 2014 Tress member desib1,m & connector plates Bra deli ed for ASCG 7-18 aDd maximum fames fromb indforpomist ansysw . and main rind force resisting systems. These trusses have been reviewed to cant' an additional IOP pst'non-concurrentbottom chord live load. FLOOR LOADING SCHEDUL TCLL = 40 PSF TCDL = 10 PSF BCDL = 5 PSF TOTAL = 55 PSF ROOF DESIGNED FOR SHINGLE ALL REACTIONS OVER 5000# AND UPUFIS OVER 1000# ARE SHOWN ON ENGINEERING. 01 WALL KEY 0 8'-81, ®18'-1 '140 LOAD# DESCRIPTION INIT. DATE aml eLR: winLas7nwm oral Cue r>He LDB IIlA/® AJl BATE roan Les Iens/ea LOAD# DESCRIPTION INF. DATE OF REtABELEn La 7/m/Ba me LeA Las u/BD/eD aIH IEWB RES La ZVI— aW — TA lABr1S GSe eNRa21 01 0 CARPENTER CONTRACTORS OF AMERICA 3900 AVENUE G. N. W. WINTER HAVEN FLORIDA 33880 PHONEI(800) 959-8806 FAX- (863) 294-2488 BUILDER DR HORTON—BREVARD PROJECTCREEKSIDE / MODEL 4EHB/ HAYDEN/ H CCA PROJ/MODEL/ALT 7A5/32O/4EHBH/O1 ALT DESC 10' X 8' COV. LAN. OTC 3323 HOMESTEAD DR i LOT 7 _..- BLOCK DESIGNER PAGE RAA 1 DATE 10 24 17 LAN # N362326L SCALE 3 16