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Home My WebLink AboutTruss0 m A M'_r1l `fl-t-- L t L A-d7-v o l) 3 0a-- e Labeled End Mark Total Truss Quantity = 86 DIMENSIONS FOR BAY WINDOW JACKS. THIS IS A TRUSS PLACEMENT PLAN. ITS INTENDED TO AID IN THE INSTALLATION OF TRUSSES. ENGINEERED TRUSS DRAWINGS AND ARCHITECTURALS SUPERCEDE THIS DOCUMENT. PLUM RE TO EN PP FOR CONNECTION. TYPICAL 7' SETBACK CORNERSET LABELING AND SPACING �10 00- General Notes 1) All parallel dad trusm, tld dine. and tat Wd— h— tb tap d-d partially p*W Sm- ta be hddtd groan " up. 2) M h6aa apto be Mipem K= will m allm@ ro4 8) All bwm Wad9 fa 24' O.G wdm ollntrilei mhd 4) Pw Traw Ptata I I BM —Bt mmamadaUm plrmmtad X biodny rwdd be plead at a romdonin *KkV t5 O.C. avow tle qim, to be rtpmtad d a mmdnran d 10' bI oadt X�raa tt ew lbuahid Ftmw rdar m B dLZ far dry a' 11' nd buckq aI ROOF LOADING SCHEDULE TCLL ea 20 PSF TCDL - 7 PSF BCLL ee • PSF BCDL ee 10 PSF TOTAL ee 37 PSF DURATION ee 1.25 % WIND SPD/TYPEFe 180 ENCLOSED BLDG EXPOSURE — C USAGE — RESMENTIAL CAT II VAND IMPORTANCE FACTOR= 1 UPLIFTS BASED ON= 8.2 PSF DESIGN CRITERIA FBC 2020 / TPI 2014 Truss member desib� Sc connector plotcs am desiggnned for ASCp. 7-1E and rourmunr In— W p botb cornponcnts and claddings and main wind force resisting systems. • Thesp Ws ha-be—M.,-at.., ry an additional l05psfnonao aaran tmmchonilihe load. FLOOR LOADING SCHEDU TCLL = PSF TCDL PSF BCDL = PSF TOTAL = PSF ROOF DESIGNED FOR SHINGLE ALL REAMON3 AND UPLIFTS ARE SHOWN ON ENGINBEMG, olo 01 WALL KEY DB'-B• ® 0 LOAD] DFSCRIFn0N INIr. DALE mt ran aenavm vaa Ara wnl till MTOn i9aminN RAN M //aiM R<Q Iltl � a'!m RVII Ir/Ws M MTan /11108 R l)w rntt allalE LOAD/ DESCRIPnm INIr. DATE CARPENTER CONTRACTORS OF AMERICA 3900 AVENUE G. K V. VINTER HAVEN FLORIDA 33880 PAT, (800) 959-8806 FAxi C863) 294-2490 BUILDER D.R.HORTON/BREVARD PROJECTCREEKSIDE MODEL 1756/EASn1AM/E nMS CCA PROJ/MODEL/ALT 7A5/320 175RA ALT DESC OTC 9520 POTOMAC DR,, LOT 120� BLOCK DESIGNER PAGE RWM 01 14.2014 ENGINEERING PACKAGE Builder: ID.R.HORTON / BRE*VARD Project: Model/Building: Lot Alt: Lot: 120 Address: Block: Unit: .......................................... ............ _ JobNumber: N372962 .............................................................. . j Revision Date: , New Load #: RH01 CARPENTER CONTRACTORS OF AMERICA, INC 3900 AVENUE G. N.W. WINTER .HAVEN, FLORIDA 33880 `� PH (800) 959-8806 FAX (941) 294-7934 .1 ME.ircb f-3,:20.1 9 M. Bob. Michaelis Carpenter:' 'tr, * ... Con alctot�. of America,: lna: 390 e 6, Northwest Menu. . - A west- L 0-6201 Wihte,'rI.H9fv6ri,,'F 33.66 A, ff W c6WAW 'Re: Atte�.mat V6e lh'stdilafions..'for 6 single 01y carried ttj,§s with a width Jess than the hanger width, ,and . Wbod.bfOOXInig.tQ: P-chieyo fijlj d6s" L-.*fdr-f4cp..-riTo.,Utitod.hanaer'- ttachMdnt-'6' a-oh6p� ign. lo4 'Valu . a n: .supporting girder (Reference Mail WA3M2),I.. Fora single ply carried truss'With- a. width less; than *the 'hanger width canihsta.lfp. prefabricated jack im sbIruss: -for wQqd.fi!lpr b]6CkihgL' The- chprd sizes;;chordgrades, and Alpine: hOct6r.pIk6(s) to .be the. same as the single: pl*' 18 truss. ,The Pr6fei6rcat6d.10'ck:scab truss - (*}:will q. minimum jength of 4 Plt�h-:Qf-51-12- m The single pi car �`tr,..qs shall havei.g readoil �"4pd, will y of 3, . &00'# or lesi. Aftadh'pre'fo-On-c�i%t6d.jack:tcab:tr.uss. with. two. tows:. -of 0. " x 128" 3ff"GUn Nails at2' -O.C:-pee-.rbv staggered -(S gge "d 1`�' Sitnpson-8rtrong- 204-I. page 216 Figure-3 for mare information; . H.4drie.."I . Fora .tirgib- pl",g.itd *" * -that tequirdt wobd'blookin "9 to,adhieva-�fUll design load Value forface-mounted hangers :attach: y er: one wood: block (*)tqlhe backface, of - the -s-i ' p.gl�q:-girder-gi. er With theF same sita an y d gtade--as'thd b0tt6rn.- bhotd, Of 'tho. single. -ply girder_ The.'Wo6d: block 1e00,th to. 4e Wbh thatAhe"W66d blockifig---extends to each adj4d6nt`pa66 I poihts:(*615s--afid b6ttoni chord intersections}:: Mach wpod, b dk' 46-128'.XIO 4 ..perrow e Gun Nails dt, dtb.-the 6760'Forum Drive Suite 505,.Orlando; FL, 3282.1--(80. mww.atpi*nekw.=m 4� -q ALPINE single ..p .jy-girderface; with -anadditional ..(?-'q) 0J-28"x3V'Gun`l,;tafls *.-.each- pan" el ppJnt applied tothe, Wdod bloidk'.fabe ($6e Fi.906%2 WOW)- Ple.06 N- f6f'to C-C' 2019i page 216-,-,R&b-A for thdr&. hfdftnati6h. Figyj1e12::, ..... ........... .............. The application of prefabricated jack"scaii trials fbr v,►ii.od fillet :blocking :6r w-q(?d blocking -f6;achieve full. design )oad'yz(luefor face�-mount6dh�ngprs.must be -:approved by the- hardware manufaciu'rer., AIIedge-and end: distances, ah6�0Adibo4df-all nail 6bnnedflWs'md8tbe of "Wodd., rther assistance: if you an.be of any further have any-qQ stion$, please sqve -me a call. H No.-106 STATE William H- KH&RE. "-% k .:: .14. Chief En!41heer, * M 10 Alpin-.P-an-ITW-C-6rA'p9ny E4dj n** eering P6Pqam6rft- Oflqr]qloj FL 675076'riu-m` - DflV_e.-Su_1it6'305*,;Oflandd,. F4.32821 - (800)'5.21-.9790 - (863) 4.22- - 8685 ALPINE M"COVOW Ap ril 26:2019, Mr. Bob Mich'ad'i's Cqjrp '.ter Cotitra'dWrt-of-Atneriba, Inc. '$90D Avenue nue G. Northwest Wintet Hbv6ri, FL 33880,6201: Dear Bob,. R6. Str6ng156GK bridging. on fbbf tru§.ses. I understand'thete. it -sorne concern over our recornmendati6ns` f6r.'strdhgback bridging-oti roof trus"ses, '8fron bgckbri ging-fpr�rpqftr ssesisnot.a-require.mentp.f:ANSI-TPI 2.914pprisit irernentofthe 0 u are u. q Building .Component -Safety, Information- .(BCSJ), .But strongback b(idgiihg- bry roof tjr.p9ges is j C 'ik - i 'iomm -' .... ea .' dt5yC' he functions:* One, bridging al1;igpq thebo,tton *-chord s.after thpVa-re- set Aso- t.he .are 4n!fprR along theceilihg fine and - ' �4RY T-woj bridging reduces- i6lativd d6ftct16ni of adjAb6bt--bbss&t, Stropgbacl brTd9Inj.,do6s- Hot.---pr&Vent-pr reiduce-overall indiVidual diAecti6n, esipe6ially -an"y" r66ftUs969, deflepfing 'e than 1/41 inc h.__ . . .. . . . ......... .. ....... ............ . Sirongback- bridging 9!qg p. roof. trusses does 'not serve:'as lerhobra"' : oe lJeiffn A`66ht: �rqqih % Is t. ry- g an no .intended to' bet�veeh -Q, -�pnseque tl�, -no design lbafti �h�ay. .&VIbuio. or design esiga loads, trusses. C P .been accoUnt.ed for'With thig. detittil and dohtihUbLis- §trdhgba-ck'bMdgihd shthjld'not :be .-attached between- emenehon and Mrclertrusses-.- The. use :of strongback bridging% sfiafl not.1riterfere with other, design considerations 6s'.soeclfi6d'bk-the EMgi?iOkr'.*O,fRecord drthe. Building: Designer: Th& outer -ends othe igtrorjg'b%relk- bridging shall - be: a: .11 -,or anqther� ecure end..r wall -Of ap-.sppci5ed:.py th6 Engineer oA Rdbo.Mdrthd BUilding.136tijbidr., 8fr6nigbiack- bridging shall be ti. niinimilm'Of 2x-6 -tiorbihat iUmibeir. oriented -AW . th ihO d'eOth ve i it; ctf'.. Attach with :common. nails MAWx3H-) nails at. each intersecting When -extending the- Pd -pqrp . g rpernbe�. . .str.dhgba& bridging overlap by-It.'a.minimum -oftwo .tmste.% The-jocatim of. the: #rongback bridgin maybe: specified: P*y,jhe-Tru- §'s MahUfAd.tUhNr-,. Engineer dfRedord,. or Building De§lgrfer.-'Please ref&- to- btsij ttrongbackipg jortio Xp1n_e::8TR R-1.8AT-01-4 deipili for m h ore. information. The. nraphid% shown T1dUr'e*_--1) is: f6r geniond JOUMr�aiiite purpose only. ,67.60 F6ru.rn Drive:Suite 305, Qr%ndo, FL 328.2 T- (800) 52 1_9790.-- (863)4228685 www:wpin6iw,.Om • ALPINE I N. it i1. % V L. Figure-J. If I. -.can- b� of any fUdhb( assistance` orl you halve! -.an .any questions; Pieqse-give. me -a C611. Willbit. H,,Knck RE. Alphe an ITW.:Compginy En Department . glp�edn�'1360Aftni "e Orlando;. FL. V82.1. 8A0 Forum Drive gulite...30, Grfandd,-FL 2N2 . I -; (800). 521-9.790'- (863)-.422468.5' STRO N133ACK, `.RIDGING RECOMMENDATIONS 3L(T.T.STRONGBACK 0!-- All scab.--.6n b(ocks 'sha.1l:.b.e;..-m- minimum`i&4� 'stress gt�o;qe�d -kumber'? :BRIDGING 10GETIiER so- At L -tr.on b ac4 3ridgIno.'.a.n.d bracingshbA be:: -a mlnlMum 2% 1.ttr;ss gra61e6' HIdei-! 'pOrposeof stron6b.a.ck brld6iho-ls, -,ko- C SCAB jWITH'10d;BOVGUN ..develop 0 r ad shd'fng b&tween1n-dRddL'fb.( trusses,: W moo.' ZX6. 0. R0.01 W%ILS: RtIWS'--AT res.Ultlno In 'an In, -the SCAB NOTE- -.'IN LIEU.':13F- SPLICING. a N, -STRONGBACK-:9RIDGING ne .:o -systert LAP HE Fok.:AT'LEAST ONE. TRU=..SPA 1, !!�t)6onqbaqk- brk�glnb, po'k1,*Iohdd- ids� --.tthlowh In details, 'is recommended 10' =0` o.c. (max;> S.T.-RaNOBACK, SRJDGING=:SPLICE 'DETAIL. f A .at '06-3h( -.t �erms: 'b'rIbibIhd:' nand are sometimes NOTD b'ositalls J. and ;R.-arlb the ;preferred * attalthmen't motkbd5. i ATTACH �TRONd�bk'711 s q0e) "� .*. -qn. Mistakenly' �u ect' Interchangeably, -'bra 9..* 1" -5 'WEEV/ �0) 104-TIMMON' :0.14afk3l). 'OR jmpqr..tan*t' s-tructural e.OqO t 1"t�eh of -.4n-y a .NAILS /7 _% M.-Iod 'BaVam m, I�efer to'the or roof' �Ehe: Truss. Dle_-floh NAILS (TDD) Tbr4, tiie; :bracing 'for Julr'bm ents f. each jhc.11VIdQak .truss compone . 'BrIoI*qIng*,,,F - 's partIcUtarly rec6mmehdotIdh- f Pr a -t r us s- system -to. help co I n: adbfti�i ntrjo on; tbaIdIrig..'In the: IP disittA.1b.p.tion of p6lr).t' tbad._-;� b.dtW.&&ei ixdjcx-CL1-n-t -truss., strongiback' 16.ragfng serves to reduce A• STRONGWk 31.RT1)QINQ. ATTACHMENT. ALTTERNATIME.'S i AN ITWOOMW 6*V&d 461006, MO 63P43- buying.5. o.r gs, Y. . Y.IPT-1.3i.3,.kor,. resulting: fr..-om mc),01,g 00!htOqoilt'.j, I :5t4ch as footsteps; ., THe performance' 6f. -all 'floor systems -are. the. int' .' 00h bK-s*rbeig6a�jtk enhanced by."' taUjal by1olglnb and th&r6for.6.:Is. strongly recommended by Alpine, For ac dltlonql 'Info In'f di ' �%,Matlon i�,ebqf cileig strongba5�k t!rIcIbIng, refer -kO - ;N:Sj 'O 'U'U16g. Component Safety Informailon). A n ft Its' 'L_U' PSF* REF' -STRUI TCfSDt-. :PSF DATE. -1620i/ N6. 70861. 'b L' PSF- DRVG:qTRB PSF-. If..LI_ S"F' - ETA E `P F- PSF -END-- SIF,10RINIG.- RE C W" .. . . .... .......... . . . . . . ........ EREjlb,_.,,,,,,,,. . .... .... .. SY Is, ir ft�urtis, * . 13F __0QN .1 u -NAN" U00 A A -ME. TO' BE HLK��,O-- g-R- IN ol.4. 'MOsW-Ko' SNPHORSE114a R 56. M TRA TIEV, - G..;-UPPM F.- M 4.0.0-9-STOU VIM MA*7M-PJAL._ .6 -11-C A Vi�EP I - A� A 'ASTJA PALT W : Lip PLAM.*S AND.: ROT- E' NPT :NOT XTEMAL -Ahl L-AEfQFat: , ALL.'Af, vc, T -ATq MAt".h 'JO. BE' V TpULM -9 PY -P gry b-rf&#.r. a I -Mu. M,*l * X---8 bN `2 j4 ..64 SRO A �i4ii- A. om A SIP-0 .6** brrw P Q -.7 RW .1red ams, i sm, IL mn M, CraC* keel or Broken This drawing specifies repairs for a truss with broken chord or web member, This design Is valid only for single ply trusses with 2x4 or 2x6 broken members, No more than one break per chord.panel ? and no more than two breaks per truss are allowed, j Contact the truss manufacturer for any repairs that do not I comply with this detail, (B) - Damaged area, 12' max length of damaged section I (L) - Minimum nailing distance on each side of damaged area (B) I (S) = Two 2x4 or two 2x6 side members, same size, grade, and: I species as damaged member. Apply one scab per face, Minimum side member length(s) = (2)(L) + (B) Scab member length (S) must be within the broken panel, I Nall Into 2x4 members using two (2) rows at 4' o,c., rows. stagggered, Nall Into 2x6 members using three (3) 'rows at 4' ac„ rows sEaggerecl, Nall using 10d box or gun nalls (0,128'x3', m1n) Into each side member, The maximum permitted lumber grade for -use with this detail Is limited to Visual grade 41 and MSR grade 1650f. This repair detall may be used. for broken connector plate at mid -panel splices. This repair detall mayy not be used for damaged chord or web ' sectlons occurring within the connector plats: area. F 3 Broken chord may not support any tle-In loads. Member-', Repair Detail Load Duration = 0% Member forces may be increased for Duration of Load Maximum Member Axial Force Member; Size L SPF-C HF DF-L SYP Web Only 2x4 12, 620# 635# 730# 60014 Web Only 2x4 18' 975# 1055# 1295# 1415# Web or Chord 2x4 24f 975# 1055# 1495# 1745# Web or.Clhord 2x6 1465V 1565# 2245# 2620# Web or -Chord 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. Cord 2x6 3535# 3635# 4295# 4745# Web or Chord 2x4 2 2975# 3045# 35054 3835# Web or Chord 2x6 4395# 4500# 5225# 5725# Web or Chord 2x4 Br. 3460# 3540# 4070# 4445# Web or Chord 2x6 5165# 5280# 6095# 6660# S• � � . Hlntnun ' I E L nlsianae, t i e i �TypIcal �'- ' s L + O + O + O + O O i O l O i O rinimunB L 1Dlsiance r (: i L Stagger > = Back Face 10d Box (0.128' x 31, min> Nails ro = Front Face 2x6 Member - Double' Row tang ered t Nail Spacing Betol L Dl"'"'"nnH L 1 stea .,nrAApp�q Mon READ MO IFTU V ALL Nara ON rllS'-WAVDlQl •, REF MEMBER REPAIR WP m DRTANNA fURN1SH THIS MAVDIG TO ALL. CCNI'M711" IL kNf3 7K DISTALLERt ; Trussea ml•ukv rwtr■nr care In fabrlediln0, ha7Al shippper� M II1� and MaelAc Refer to and I DATE 10/01/14 /oboe tM latest rdHlon of 1CS1 OuldN9 Co,pa,rnt SafAy In(or■ot[nn,!by TPI and SSCAf far safety 9pprrapNse■s prlr to perfreJn9 the . funellarm Installers shall. avkM=t■n orary �hraalnp NN�� 1esL •i, DRWG REPCHRD1014 .4 noted athenlee, top ehor�shall have properly attached strUcWral sMaihiri9 on: bpotton Chard a�a11 hnw a properly a ndkd r 1d cal L■enNons sheen Por pans"mt lateral restraint of re A 111 haW broehp haial ad per. I Isdiaex 3G. f7 or 71p. as apPlIcalotr. Apply Plates to rods face PO of truss and posItlan as shorn above, and an ihr Aelni Driols, un e,,ss Mte o rvlse. - t�-- Rehr to *.arinpe ISOA•Z for standard plate posltton+. f Alpl», C. dMalon of ITV fuldin Conponrnir Gr■ Ina, ■haLL ei be!' nspanrlble for o,ry deviation Fran j AN rrW cOMPARY tN j�ra■lnp, any Mug io bulb the :toss In eon ranar 412 M$1/�P, 1, r for handl�9, s IPPIto, lv ollailan L •pp..acM9 of irussrs. A s"I'an iMs dra or over pa ustN9 ills drawl'. Mcain�acf■ptancr profssslonal A ■ r■■pon■ foie y Ior i do shorn. TYr /ultabll 'anti we, of a draeMp laaev4ake9onlodva t y e r x�or � JULM9 Dfsl9ner perOWSlRrl I Sect EaAhoky,MOB3G45 ►er Men Inforwnik,n srr ihhlr Jobs general no!:, ppa a and those web flt►at SPACING 24,0' MAX ALPINP, rwmal nrltr�eonl TP]. vw,tplrrtor9) S1CA Vvtesbdnol�uctrysr L ICG rrrJtcsafr,ar9 I Lumber Size a Pudrrjl4cpml hAd4— BOARP ON S olval,le.y VA Imam Requirements. TM&S- 2-D Tfkfija UNDER �IALLEY -FRA'M[NG 1, . ML. � 1RAMP .OR RIDGE CRIP.PL j +CrlpolQb'-40-0Ndr-3d psf (TL);and -26 pof (.Tp) Mlix. ?.Ifhto2(oh r*W'XftV0nJ fr"thtwQloys bf-sloopom pfe (ocatlops are F)k fALI-EL TbL VALLEY RAFTER .—W .—LL -(yjfwf4 SEAM.AVERY IVOPIX RAFTERS o'T V,.Aha nkli- Uflln WIELI -Maximum helght. JTJ VA!=;LE)'!ROV k8ll AtUcftenti l'ya's -- 41 are glU. 4. O&nills '416due,nallt 3. CrIPPID.IdAfePe iea'Wnq VI a 16d.faw-nalls 4. Raft9rfd-41dipaf4VblbWht. 516dtof.-nalfs AjftdYt6r.two-7.x6 sleeper .' 4 168 tae4al rs - Trizio., li 16Qtke .g. .10. Trusrt6;010pla. TARE USED) 4 lodut-nalts. .1w .j.T • S 0 46 64 91!P "VkUY P�NIXI am it, ik ATE -TC DL lt ZO 7 D. ' 10/91 la Y for—'" Y'. JA t"W.J. Mat �Jlc 0 .0 0 0 ORWO !/6qtqyl �ojqp BCC LL 0 0 0 0 . L jFc 5b 4.7 81 ORA bTj Rg.M.N.(; -$tt AROVE Simpson Strong -Tier, Wood Construction Connectors Face-Mount•ers - I -Joists, Glularn and SCL W IM ED These products are available with additional corrosion protection. For more information, see p.15. Codes: See p.12 for Code Reference Key Chart. Actual Jo4st :.'Size (m) Model No s Carzted Member ° Dimensions (4n) ` Min / Max Fasteners , (ld) Allowable Laads Cade Ref.; LD c� �' ,Web 0 Stiff1N. _ Regd H B Face Jolst DF/SP Species Header ~ SPF/HF $pecles Header Upi4ft Floor (100) Snow' Roof (125) Floor (100) Snow (115)=.. ;Roof ;(125) IUS2.56/16 - 25/a 16 2 Min. (14) 0.148 x 3 - 7D 1,660 1,805 i,8D5 1,425 1,555 1,555 Max. (16) 0.148 x 3 - 70 1,805 1,805 1,805 1,555 1,555 1,555 21/2 x 16 MIU2.56/16 • - 2% 153iis 21h - (24) 0.162 x 31h (2) 0.148 x 11h 230 3,455 3,920 4,045 2,970 3,370 13,480 U314 • ✓ 29/�6 101h 2 - (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-A. 141/6 21/2 - (20) 0.162 x 31/2 (8) 0.148 x 11h 1,515 2,975 3,360 3,610 2,565 2,895 3,110 IBC, L. MW2.56/18 - 29ti6 17tie . 21h - - (26)' 6.162 x 31/2' (2) 0148 x llh 230 3,745 4 045' 4 045 '3,22D 3,48D 3,480 �q 21hx18 .' :HU316,/;HLIC316 :` ': ✓.!2'/61-,•14'/a 21h;"- (20)0:162x31h,`" ,(8)0.148x11h"'.~ 1515, 2,975 3,360`�3,61D 2365 2,895�3,110. 21h x 20 MIU2.56/20 - 29tis 19'/,s 21h - (28) 0.162 x 31h (2) 0.148 x 11h 230 4,030 4,060 4,060 3,465 3,495 3,495 to 26 MIU2 56/20 ✓ Z?5fi 197f s : 21/z (28) 0.162 x 31h: (2) 01,48 x 11h 230 4 030 4 O60 4 060 3,465 3 495+ 3,495' 29,46 x 91/a to 26 21A6' wide joists use the same hangers as 21h" wide joists and have the same loads. M1U312/9 = '.'31A 9yte ` 21h; •.= (16) 0.162 X 31/s?' (2+0148 x i 1h 230 2,305 2;615 12 820 1 980 12 245' 2,425. .;3x91h'. HU210-2/ HUC270 2 • . ✓,, 31A 8,13As 21h', Max. ` (18)`0.162 X 31h'. (10j<0:746 x 3' ; " r <5' 2,680 3,020 3,2502 305 2,605112;800 IB C, MIU3.12/11 ... HU212-2 / HUC272-2- -_ ✓ .3N 3% __.,,J1?h, 10MG _2'h_ 21h _ -_ Max -(20),0,1.62 x Vh (22} D1i 62 x 31/2 .. (2)_0.148 g 1'/� (10) "D 148 x 3 230- r j� 2,880 3,275 3.135, 3 695 ,3135_ 3 970 .2,475• 2,820 12,6.95, 318fT 2-,6R5. o;�42i F� . ' HU3 25/12/ HUC3'.25/12 !, , ' „ , ; .3?/a 113/a,,: , 21h, ;;", (24) 0;162 x 31/i`:! , (12);6.148 x 3 ; Y r 3;57D 4 03D' .4 335' 3 075 3,4 70 '3;735'. HU3 25G76 / HUC3 25116 • 3 /•a =" 13 3Ai 2 /2 r Min Max (20) D162 x 31h .(26) 0162 x 31h, (8) 0148 x 3 (12)`_0:148 x3 , 1515 r �. 2,975 3;870 3,36 4,365 ,3 610 4 695, 2;560 ;3330 2 894; 3,755': 3;105 4;040 - ;3� gluiam-. ,HUCO210?2 SDS""'. 31%a � 9,. `'._ _ 3_ = ;(12}.1/a:'x21h" SDS: (6)1/a' z21h" SDS' 2 0� 4,31a ' _ i5' k4 0,0 3:,50G 0 :o;71t FL HGUS325/10 . =' ` •. "'' 3ya _8'/e:' . 4 ; = (46) bAU X 31h`:'' '(1%6A(32 X 3lh" 4,095 9100 9,10D19100' 7825 i 7,825 '7,825'' IBC, HGUS3.25/12 •: 31/a 105/a;" 4; ; '= ; ` (56) 0:162 x 31V2 (20)'Q'.162 x 31h 5,040' 9,400 9,400';9,400` :S;D85' 8;085 8,085' FL LGU3 25=$DS , . 8 to'30" 41/2. += (16)1/a" x 21/s.' SDS (12)1Ws.x 21/2" SDS 5 555 6720 r 10,;�'i,.1 t 4 840 5 ^65: ,26 HHUS46 - Ni 51/a 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 31h x 51/a HGUS46 - 35/e 434, 4 - (20) 0.162 x 31h (8) 0.162 x 31h 2,155 4,360 41885 5,230 3,750 4,200 4,500 HLIS48 ` ",:... •, • ,--' 39hfi ...6tsAa , 2,, ' .= (6) 0.162•X 31h'; ' (6) 0.162•x 31h'' i 320 1,595 1,815 1960.;1;365 1;555' 1,680 31h x 71/a` .HHUS48, • . -' 35% 7�/6 ' . 3 '= (22):0:162 x 3'h = ~'(8) 0:162 x 31h' rt r' 1 4;210. 4,77D '5140, 3;61514,095 4,415 . HGUS48 • �' =: 35/a l 71/B „ , 4 :'= (36} 0:162 x 3'h '' . (12)-0:162 x 31h " 3;235 Z,460 7460" .746D': • 6,415'� fi a15' 6,415 IUS3.56/9.5 • - 35/a 91h 2 - (10) 0.148 x 3 - 70 1,185 1,345 1,455 1,020 1,160 1,250 MIU3.56/9 - 3% 813/i6 21h - .(16) 0.162 x 31/2 (2) 0.148 x 11h 210 2,305 2,615 2,820 1,980 2,245 2,425 U410 • • • ✓ 39A6 8% 2 - (14) 0.162 x 31/2 (6) 0.148 x 3 970 2,015 2,285 2,465 1,735 1,965 2,120 HUS410 • 6 - 3% 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 HHUS410 • • - 3% 9 3 - (30) 0.162 x 31/2 (10) 0.162 x 31/2 31565 5,635 6,380 6:445 4,845 5,486 5,545 31h x 91h HU410/HUC410 +� 39AG 85A 21h - (36) 0.162 x 31h (12) 0.162 x 31h 3,235 7,460 7,460 7,460 6,415 � 6,415 6,415 HUC0410-SDS • • - 3% 9 3 - (12)1/4" x 21h" SDS (6)1/a" x 21h" SDS 2,265 4,500 41500 4,500 3,240 3,240 3,240 HGUS410 - 35/6 911. 4 - (46) 0.162 x 31h (16) 0.162 x 31/2 4,095 9,100 9,100 9,100 7,825 7,825 7,825 IBC, FL LGU3.63•SDS - 35/6 8 to 30 41h - (16)1/a" x 21/2" SDS (12)1/4" x 21h" SDS 5,555 6,720 6,720 6,720 4,840 4,840 4,840 LA MGU3.63-SDS - 3% 91/a to 30 41h - (24)1/4" x 21h" SDS (16)1/a" x 21h" SDS 7,260 9,450 9,450 9,450 6,805 � 6,805 6,805 IUS3.56/11.88 _... !.. - 85/6 , i „1.1 /8 2" _ ; . - (12}0148x3=' .., ;, - 0c: 1,,420 16j5`. 1,745 , ;1,220 1';390' 1;485 MIU3 56111 -` .- , 39/ic .. 11 %a'". 21h = , (20) 0:162 x 31/z: ' , (2) 0.148 x l lh � : 210 2,SSD 3;135'i-3;135. '2,475 12,695' 2,695' U414 ' ' ✓ 39f fi 10 (16}'0:162 x 31h -, . (6)-0148 x 3 n`' 70, 2,305 2,615 � 2 820;�' 1 98O 2;245' 2,425' HHUS4ID ` .. •' `:` '- . 35/e :9 .: 3, - ' ,,{30) 0.162 X 31fi (10) 0:162 x 31h -3 65 5';635 6 380: ,6 44�, 4,895 5,486 5;545: HUS412' ' • ' `_` 3`9/t6 ,.-10'h.. , 2'. i- ; (10}0.162 x 31h::; ob b-.162 x 31/� ? "� 2,860 3;025' 3 265,�'2;275`I 2,590. 2,795 31h z 11>/e; HU412 /,RUC412 s 105�is ` ?'h. Max:, . ,{16) 0162 z 31h : . (22) 0.162 x 31/z . (6) 0:198 x 3 ` (10) 01.48 x 3 ', 1135 .':,r 5 2;380 $,275 2 685 j 1,6951 2 89D 3,970 2;05012;315 2,820 3,180 2,490 13,425' ` H000412 SDS . '_ •' • .:. 3, 6 11.: = = , (14)`!/a"'x 21/F SDS (6)'/a:' x21/1".SDS 2,26. ,,,04 5 HGUS412, - • - 35/6 ; a107fis , 4, , - {56) 0.162 x 31fz' .; . 2D 0:162 x 31h (. ) .5;040' 9.,400 9 40D 9 400: 8;085 8;085; :8;085 LGU3:63 SDS • ' , , , 135%"' 8 td 3D 41h' ' ` (16)1/a" x 21h" SDS' (12)1/a' x'21/2"'SDS, '5;555 6,726 6 720 :6 7 0` 4;840 4,84014 MGU3.63-SDS : `. " - �' `' 35/a '9'/a to 30 ,41fz; ;.= (24) lLa'-x 2?h" SDS (16)1/4"-'x'2'h" SDS .7,260 9,450 9,450 9 450 '6,805 6,8051 6,8D5 " ' .HGU3.63 SDS. ..` •:.� =_'' 3§ 11 to 30 -41h' =' (36)?/a' x 21NI SDS (24)1/a":x 21h" SD5 : 4auC i. , f30' S,Ifi 1a,1fi 1,'7a '9 ,' 46 See footnotes on p.150. Simpson Strong -Ties' Wood Construction Connectors .. THA/THAC Adjustable Truss Hangers This product is preferable to similar connectors because of (a) easier installation, (b) higher loads, (c) lower installed cost, or a combination of these features. I 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. 13f4' for THA0422 2rh' for THA422-2 TRA426-2 Finish: Galvanized. Some products available in ZMAX® coating. r;,,.. O See Corrosion Information, pp.13-15. k �0 Installation: I THAC422 d . • Use all specified fasteners; see General Notes. The following installation methods may be used: N • . Top -Flange Installation — The straps must be field formed I over the header — see table for minimum top -flange requirements. F= Install top and face nails according to the table. Top nails shall -not be-w4bio1i.4-fro the edge of the_top-flange. membPrs._Fc - -- ---=•the THA29, nails usedforjoisc attachment-r,:tsst-b-a-driven•at an aangle so that they penetrate through the comer of the joist and ' into the header. For all other top -flange installations, straighten s the double -shear nailing tabs and install the nails straight into the joist. Material: See table • 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 1/2" edge distance. Straighten the double -shear nailing tabs and install the joist nails straight into the joist. The face -mount (min.) installation option accommodates conditions where the supported member hangs either partially or entirely below the header. • Face -Mount (Max.) Installation — Install face nails according to the table. Not all nail holes in the straps will be filled except for the following models: THA29, THA213, THA218 and THA413. For all other models with more nail holes than required, the straps may be installed straight or wrapped overthe header, with the tabulated quantity of face nails installed into the face and top of the header. The lowest four face holes must be filled. Nails used for the joist attachment must be driven at an angle so that they penetrate through the corner of the joist into the header. • Uplift — Lowest face nails must be filled to achieve uplift loads. Options: • THA hangers available with the header flanges turned in for 3W (except THA413) and larger, with no load reduction — order THAC hanger. Codes: See p.12 for Code Reference Key Chart Face nails Top nails per table per table 13/; typical 21T for THA422-2 andTHA426-2 THA418 21leN ' I w r4. hw 2tGI THA29 Double 42— 2 face nails Use full table value (total) Singls4x2—1-14 „ Seep nailertable o t the double tabs and install it into the joist Typical THA Top Flange Installation on a Nailer (except 77-IA29) THA422 Face -Mount (Max.) Installation Straps may be installed straight or wrapped over with tabulated face nails installed into top and face of headE ® Double -Shear Double y = Dome Double -Shear Shear Nailing I Side View; Nailing Side ViewI Nailing Do not (Available on Top View �° r bend tab some models) 4 top nails _ (total) '%�' 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 lyp.— "- Top Flange Installation 'er to tnote 5 p.187 �86 Simpson Strong -Tie° Wood Construction Connectors Adjustable Truss Hangers (cont.) ID These products are available with additional corrosion protection. For more information, see p.15. M.. EVI r "� Bu.« ti,u - MIT - e Dlmenstons ' } Fasteners ` DF/SP ,4 S PF/HF Un) Mm ' Mm iln) Allowable Loads Allowable Loads Model' Top Header Cede' No 6a Flange Uepth 'Carrying Member Carned llphft Floor Snow -RO° d Uphft Floor Snow W° d W H C Cn) Cn) . Member" (1 fi0) (100) (115) (ifi0) (100) (115) ;T0? . "., , r ° .• Face , ; {125/160) (125/160) ; r salato n. I u 11/2 - (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 1 B 1 % 911/6 51/a 27/6 - (4) 0.148 x 3 (6) 0.148 x 3 (4) 0.148 x 3 525 2,610 2,6101 2,610 450 1,985 1,985 1,985 THN213 18 13a/s 51h7 2 .:.. - (4p0.148x3:,{2)0148x3, " (4)"0:1A8x11h - �0 1461 THA218 18 1 % 17346 51/2 2 - (4) 0.14E x 3 (2) 0.148 x 3 (4) 0.148 x 11h - 1460 1,460 1,460 - 1,110 1,110 1,110 IBC, THA2182 -16 3Y6;1:711/+s0162x31h 162x 2 0; 0148x3 - 1, a lt3c� ' ",hut FL, LA THA222-2 16 31A P2V,6 8 2 - (4) 0.162 x-31h (2) 0.162 x 31/2 (6) 0.148 x 3 - I A0 1,g35 1,995 - 11490 1,515 1,515 THA413 '; 18 36/s;` 135/is "41h. 2 Q1413.0 ' (2) 0148 X 3 (4) 0:148 x 3', - C 11 t 7, i 1u5 ' "(4) THA418 16 36/e 171h 7% 2 - (4) 0.162 x 31h (2) 0.162 x 31h (6) 0.148 x 3 - 1 6C 1;935 1,995 - 1,490 1,515 1,515 THA422• ,16 '36/a:','22 11 17/a' 2 - (4)0162x31h (2)0162'X31/z. (6)0.14'8 - 1. r{: ,, ;11 n ayu 1,ti1 1515' THA426 14 36/a 26 77/a 2 - (4) 0.162 x 31h (4) 0.162 x 31/2 (6) 0.162 x 31/2 - 2,435 2,435 2,435 - 2,095 2,095 2,095 THA4;c 2 ._1 . r %a rc r� 9 a !, 2 - (4) a tot 3ai i u I6� 1:3 r i6)GfS2 C 31�"� 3 330 3 330 „ 3,330 �' Cx�s 2 uft 2 865 •' FL THA426-2 14 71/a 261/s " 9a/a 2 - (4) 0.162 x 31/2 (4) 0.162 x 31/2 (6) 0.162 x 31h - 3,330 3,330 3,330 - 2,865 2,865 2,865 3Ce-MOunt�IVlallj,lhSt3l�atiDO 7�c d 5�' ;n R", . r a n .A THA29 18 1 % 911/6 5% - 91%, 1 (16) 0.148 x 3 (4) 0.148 x 3 525 2,265 2,265 2,265 450 1950 1950 1950 THA213 ; 1 B 16/a` 13�4s 5'h . 136/6 r "(14) 0148:X 3 (4) 0.148 x 3 'v ° c t , 4rt `, u b,:.THA218 E2'1 18 16/a 17aAi 51h - 170'is - (18) 0.148 x 3 (4) 0.148 x 3 855 2,450 2,450 2,450 735 2105 210b5 THA218.2 : ;'i 6 ; $1/a',1.71✓tis " 8 ,: 141f s (22) 0162 x 31/z (6)_01&2 x 31/z '.1;855 3 t� �1 1 595 e"� r FL, THA222-2 16 31/a 223A6 8 - 141/6 - (22) 0.162 x 31/2 (6) 0.162 x 31/2 1,855 3,310 3,310 3,310 1,595 2,845 2,845 2,845 LA THA413 " 18. 3�/a 136/s ._4.1h 1331e _ (14) 0:148 X 3s (4) l).148 x 3 -` _ " 15 ' 040 .00 - ' , 'S s 5C THA418- 16 36/a 171h 71a - 141/a - (22) 0.162 x 31/2 (6) 0.162 x 31/2 1,855 3;310 3.310 3,310 f595 2,845 2,845 2,845 THA422 ;16 , 36/a'. 22 77/a- 14Yis .. (22) 0162 01/z (6)'0.162 X 31h 1,855 d C.5 THA426 14 3% 26 77/a - 161/6 - (30) 0.162 x 31/2 (6) 0.162 x 31h 1,855 4,415 4,480 4,480 1,595 3,795 3,855 3,855 THA422-2 `14 " 71/ 22'1/s 93/q '; 16a/6 (30) 0162'X 31h (6J 0.162 x 3'h 1;855 .111]5170 5,52 0 ":. 5 520 .' ] 595 4,445 4,745- - 4,745 ? FL THA426-2 14 71/4 261/s 9a/a - 18 - (38) 0.162 x 31/z (6) 0.162 x 31h 1,855 5,520 5,520 5,520 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 loads are based on a minimum 2-ply 2x carrying member. For 4x2 truss carrying members with double top chords, use the specified fasteners for full tabulated values. For single 4x2 top chord or nailer applications, refer to the Nailer Table. 4. Face -mount installation bads are based on a two-ply 2x carrying member minimum. For single 2x carrying members, use 0.148" x 11h' nail in the carrying member -and tabulated fasteners in the carried member, and use 0.80 of the table value for 18 gauge, and 0.68 of the table value for 16 gauge and 14 gauge. 5. For the THA 2x models, one strap may be instated vertically according to the face -mount nailing requirements and the other strap wrapped over the truss chord according to the top-flange,naiing 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. F= 18 LUS/MUS/HUS/HHUS/HGUS Face -Mount Joist Hangers This product is preferable to similar connectors because '4 of a) easier installation, b) higher loads, c) lower 9, installed cost, or a combination of these features. The double -shear hanger series, ranging from the light -capacity LUS hangers to the highest -capacity HGUS hangers, feature innovative double -shear naiifng that distributes the toad 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 ZMAX® coating. See Corrosion Information, pp.13-15. Installation: • Use all specified fasteners; see General Notes. • Nails must be driven at an angle through the joist or truss into the header to achieve the table loads. :-Not ' esigned for welded or'nailer Options: • LUS and MUS hangers cannot be modified • Concealed flanges are not available for HGUS and HHUS • Other sizes available; consult your Simpson Strong -Tie representative i Codes: See p.12 for Code Reference Key Chart Double -Shear Nailing Top View Double -Shear Nailing Side View 'x Do not bend tab s Dome Double -Shear - Nailing Side View (Available on some models) 0 1. for ber, 1''Ae for 4x's n N' o 4 H x e LUS28 Or HHUS210-2 4'm is k d t£ ty a o e�- • �WZ MUS28 HUS210 (HUS26, HUS28, and HHUS similar) l --25W- •1 HGUS28-2 6hs Typical HUS26 Installation with Reduced Heel Height (multiple member fastening by Designer) 19 LUS/MUS/HUS/HHUS/HGUS Face -Mount Joist Hangers (cont.) U L' o 0 U d C C O U N W O H a a a ISSI M SS= Model No _ Mm Heel _ Hergfit a Ga i Dimensions (m } Fasteners , `: W H g ; Carrying I r Carried Member Member Single 2x Sizes LUS24: LUS26.,i', 25/e 411a , 18 1 %6 ` '- 31/e ' .1'?14 '_'-(4)'0148 x 3 ::; (2) 0`'.148 1s r " OW" l 3/4 ;;;(4) 0.148 x 3 :;) MUS26 4134s 18 19A5 5% 2 (6) 0.148 x 3 1 (6) 0.148 x 3 HUS26 4-A6 16 15/8 53/8 3 (14) 0.162 x 31h (6) 0.162 x 31h 'HGUS26'., ',4sfe^ 12 .15/e ':534;.:I' .'5. ' 10S28' ` .: 4'/ie' 18,',' 1 �5s ;_- 65/s . •.13/4 , (6)."0148 x 3 ;, , , (4) 0.148 x 3,'!.;. MUS28 65 i. 18 19lis 613As 2 (8) 0.148 x 3 (8) 0.148 x 3 HUS28 61h 16 15/s 7 3 (22) 0.162 x 31h (8) 0.162 x 31h HGUS28 66/i6 12 15/a 71/a 5 (36) 0.162 x 31h (12) 0.162 x 31h LUS210 41/4_ TB i=:' i his;,; :.71�Ss i " 13/a ,;' =(8J 0148 x 3'' . {4)•, 0148 x 3';;' HUS21D 83�e=' 16 ,(30)`.0.162 X 31/r' (10)i0.162 x 1A HGUS210 I '•`, B6hc. 1, 12 •.. - 1 W1%" 91/s :I 5: ..(46).0.162.x 3l12� , (16):6.162 x 37h 1. See table below for allowable loads. a�13S Elc ED These products are available with additional corrosion protection. For more information, see p.15. 0 For stainless -steel fasteners, see p. 21. a�., Many of these products are approved for installation E'�) E . with Strong -Drives SD Connector screws. See pp. 335-337 for more information. Model No DF Allowable Loads Uplifti Floor:` Snow Raof Wind (160) (100 L115) , (125�, j160} .✓ SP Allowable Loads Uplrftl Floor Snow Hoof Wind -.,-Uplifts . (160) ;. (10D) (1151 (125� (160) . SPF/HF Allowable Loads �:; Floor Snow Roof Wind �160) (10Uj (115) (125)_. < (T60j., Code' Ref ._... Single2xS¢e's".._.__._._._.._..........:..w_..._.,._.w.._..-..... LUS24: 5 670 : -1,045, 3 '725. .:.825 ' B90. _ ,1. 2J... �66 495 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'i; , '-9w , 1(295 ,,1.480- 1,560: 1,1 �60 : , ° ; .1405 1„56D 15 D , t;560 ',9.55', ', 5 LA HUS26 1,320 2,735 3,095 3,235 3:235 1,320 2,960 3,280 3:280 3,280 1,150 2,350 2,660 2,7.80 2,780 HGUS26 4,340', "4850. "5;170,'` 5,390'`'' s / ;' =`4,690 ' `.5,220 ''."5;390; ' S;390 73,'; -.3;22. ,, 3,610; , 3,870' 3;965°' IBC, FL LUS28 1,165 1,100 1,260 1,350 1,725 1,165 1,195 1,360 1,465 1,730 865 810 925 1,000 1,270 MUS28 • 1;32U 1,73D: °,'.1;975 2;125 .' 2,_; o - :,1,d2< : '1,875 2135 ; '+''2;255 "%51,_ -, 150'- -1,270 s,1,45$ 1,575 : �,955:. IBC, FL, LA HUS28 1,760 4,095 4,095 4,095 4,095 1,760 4,095 4,095 4:095 4,095 1480 3,520 3,520 3,520 3,520 HGUS28. 1,6 0 ,5 ,_ __.7,275 ` 7,275; , •.7,275 ' t,u50 '7,�, .7,° •7;215„ 7,275 ;"1;az5 3,670 _3;82b; .3,915)= 4;250-" IBC, FL LUS210 1,165 1,335 1,530 1,640 2,090 1,165 1,450 1,655 1,775 2,270 865 985 1,120 1,215 1,500 IBC, FL, NLIS2ID' ' 5 450 5.795 583_+.: 18 o�3 ; 5 zF 5, C. 3s0 "�-0 222r .333 c 5 �,5,- '`, LA HGUS210 2,090 9,100 .,,,00 G, 00 9,i00 2,090 9,100 9,100 9,100 9,100 1,5=;5 0340 6:730 F730 6,7m IBC, FL 1. For dimensions and fastener information, see table above. See table footnotes on p. 195. HHUS/HGUS See Hanger Options information on pp.98-99. HHUS - Sloped and/or Skewed Seat • HHUS hangers can be skewed to a maximum of 45" and/or sloped to a maximum of 45" • For skew only, maximum allowable download is-0.85 of the table load • For sloped only or sloped and skewed hangers, the maximum allowable download^ is 0.65 of the table load • Uplift loads for sloped/skewed conditions are 0.72 of the table load, not to exceed 2,475 lb. )Acute • The joist must be bevel -cut to allow for double shear nailing side HGUS - Skewed Seat` • HGUS hangers can be skewed only to a maximum of 45°. Allowable bads are: po HGUS Seat Width Joist Down Load Uplift Specify angle W < 2" Square cut 0.62 of table load 0.46 of table load Top View HHUS Hanger W < 2" Bevel cut 0.72 of table load 0.46 of table load Skewed Right 2" < W < 6" Bevel cut 0,85 of table load 0.41 of table load (/oist must be bevel cut) 2" < W < 6" Square cut 0.46 of table load 0.41 of table load All joist nails installed the outside angle (non -acute side). W > 6" Bevel cut 0.85 of table load 0.41 of table load 94 LUS/MUS/HUS/HHUS/HGUS These products are available with For stainless additional corrosion protection. steel fasteners, For more information, see p.15. see p. 21. SS IV Many of these products are approved for installation `€E with Strong -Drive® SD Connector. screws. See pp. 335-337 for more information. Model No :Height Mm I Heel ;Ga Dimensions,(m) W; , H g .. Fasteners (in) Carrying Corned Member Member DF/SP Allowabletoads Uplift Floor SnfWind (160) (100) IoITIII)(125) SRF/HF Aliowabletoads Uplift Floor 5nouv Roof ;_Wind (160) Code Ref Double 2x Sizes LUS24 2 2�/a 18M` 31/a .3'/s : " 2 " i (4) 0.162 x 3'h -.(2) 0.162 x 3%x •Nv17 800:;'. 905 ; 980 '1;245 355' .. 690 7.80 845' '-1;070. LUS26 2 .:'� 4s/is ' 18'• 3'h 47/s ' '2 (4)•0::i62 x 311z r (4) 0162.x 31h �6� 1 030k, 70 , 1,265 1 595 910 : 885 ' `1005 1090 :`1,370? HHUS26-2 45/is 14 3-546 53/s 3 (14) 0.162 x 31h (6) 0.162 x 31h 1,320 2,830 3,190 3,415 4,250 1,135 2,435 2,745 2,935 3,655 HGUS26-2 4s/ts 12 3-54s 57% 4 (20) 0.162 x 31/z (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 LUS282 4/is 18..3'✓e' 7'.-.`"2 (6)-0:162x,3'ft _(4)0.162;i(31h n;U 1315'1,490;'1;61D;2;030 9101`: 7130 7;280 1,385 1,745'IBC,FL, HHUS28-2r" " `fish.' 14 35/is `71/a. ,.'3' (22) 0.162 x 37/z' `(8) 0:162 x31h 760 4 265, 4 810 "5;755' •6,980 1 515 - ;3;67D • 4,135. 4;435 `, 5,145' LA H6U528-2r``:I; 6%s 12 3As 73i6; „4• 1 (35):0.7162,x3hj (12)0162.X31h 3,235 7,460:;7,46D; 7,460 7ASO 2,780=;6415,,6,415, 6,415'`6„415, LUS210-2 06 18 31/a 9 2 (8) 0.162 x 31h (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/s 14 3-546 87/s 3 (30) 0.162 x 31h (10) 0.162 x 31h 3:550 5,705 6,435 6,435 6 485 3,335 4,905 5,340 5;060 5,190 HGUS210-2 8s/is 12 35/is 93/is 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 Triple 2x Sizes ;H'GUS26-3;" 413/is, 12 4'-Ns 51h ,4"(20)0.162x3'/z: '(8)0.162.x31h• 2,15b, 4,340 •4,850`' 5,170' 5,575' 1,855",;3,730 4,170 4,445: 4,795 IBC, FL, 'HGUS283` ~ 61As, 12 475/is 7,1/4 +14 (36):0.162x3lh ;(12)0.162x31h 3235 7460 746D7,460 7,460" 2;780 6,415`1.6,415, 6,41&;6,415-, LA HHUS210-3 8% 14 41346 87/s 3 (30) 0.162x 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 HGUS2IQ3_. ,813fs,. 12. 415/is _9?4 (46]01fi2x3!4._(16).Q.162,x3'fz, 4,095 9,100 9,100 9,100 9,100 3,520 7825 7,825" 7,825 7,825 _ 711GUS212-3° 1l)5/a' " 12' 415hs 103/4 r 4156Y,0162 K31h'' r(20) 0.162•x 31h #i95 ' 0 5 t n , a d, y S 9tEu 1;: 3t bL1 .`, 'bi)'' IBA El , LA ;'HGUS2143" 411's 123/a "4 ';(66)0;162x3'/zi (22);0.162,X3'h. 5;695 .. 10,125,'10,125,10;12510;725 4;900,:,,s;190: _ 8,190 8190, 8,190' Quadruple 2x Sizes HGUS26 4 `, . 51h ' 12.-, 6sh6; MAS : 4 (20) 6.162 x 3'/" " 8) 0.162 x 31/z 2,155 4,34D ;4 850 ; 5,170 "5 575 1,855 '3;730 `4;170. 4;445 4;795 IBC, HGUS28-4 71/4 12 6s/is 73AG 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 8% 14 61% 87/s 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 HGUS2,10-4" 91/� J �12 6s/�e 93As .4:'(40)0'.162x-31/z.'(16)-0:162x3Yz 4;095 9,100 9,100 9,100 9,100 i3,520,;7,8251 7,825 `7;825 7,825 HGUS212=4. ° `1 O5/s ':.12, ' 6-As l04 .4 (56) D 162 x 3'h (20) 0162x 31h ° 6 i5 0-: G t 4� 9 C;il, ;7 4;Z ,JO ;'z u. ?78, d0' . 7,7K' Ig C, FL, .HGUS214-4, ': 12%, 12 6-A. 125h ` 4 . (6q) 0.162 x 31/z. (22)`0.162 X 31/, ' 5 695. 10,12510,125 110 725 10;125 4,900..8,,ft .-010. 8,71g' -8,710 4x Sizes LUS46' ,� ' 4% ` 18 3s/6 43/4 , 2 '(4) 0.162 01h - (4):0.162 X 31/z ;u 1` 1,030, .117.0 • ,1;265, 1,595. _'P10," 885'; 1;005. 1,090 1,370 IBC, FL HGUS46 • : 47hs'' ` 12 '.35%a 47% 4' (20) 0AKA31/z ",(8) 0.162 x31/z 21,55 4,340` `9 850' 5,170 5,575' 1,855' •3,730! :4,170 4;445 :4,795' HHUS46 . ' 4-546 + .14 -3% .53A6 .3 ; (14) 0.162 x 31h (Q-0.162 01/z a20 2,830 .3,190 , .3 415, 4;250 7 i i' 2,435 2,745 .2,935 3,655 LUS48 43/a 18 3s/is 63/4 2 (6) 0.162 x 31h (4) 0.162 x 31h 1 060 1,315 1,490 1,610 2,030 910 1,130 1,280 1,385 1,745 IgC HUS48 61/s 14 38fis 7 2 (6) 0.162 x 31h (6) 0.162 x 31h 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/s 3 (22) 0.162 x 31/z (8) 0.162 x 31h 1,7.60 4,265 4,810 5,155 5,080 1,515 13,670 4,135 4,435 5,145 HGUS48 6346 12 3% 7146 4 (36) 0.162 x 31/z (12) 0.162 x 31h 3,235 7,4601 7,460 7,460 7,460 2,780 6,415 6,415 6,4151 6,415 WS416 61/4. ,' 18 . 39As ` 83/a ` 2- `(8)'.0.162 x 31/z (6) 0.162'x 3% , , 445 1,830 '2,675 `2,245 2,830' .; 245 1;575 '1,785, 1,936 2,435'. ;HHUS410 '' 83/fi '_;14' .3% 9 ;."3' (30)0.162X"3?fz •(l0)0.162i3ih v5a0" 5,705';6435 6,4Z� o.48Fi; . 165. 4,905' 5;535 c5,' 5:575' HGUS410 834E ;•-.12' 35/e' 91Hs `..4' • ..(46),0.162 X 31/z, (16) 0;162 z 31/z 4,D95, 9,100 91 D0 .9,10D 9,100.' 3,520' 7,8251 7;825 7,825. 7,825 IB FL, HGUS412 107/is 12 3% 107/is 4 (56) 0.162 x 31h (20) 0.162 x 31h 5,695 9:045 9,045 9,0345 9,045 4,900 7,780 7,780 7?80 T780 HGUS414 117/is 12 3% 123is 4 1 (66) 0.162 x 31h (22) 0.162 x 31h 5,6B5 10,125 10,125 10,125 10,125 4,900 8,190 8,190 8,190 8,190 Double 4x Sizes HGUS7.37/10.I , 87he `12 , "-7.36 :B% : ,_ 4 ,'(46) 0.162 X3'h' "'(16) 0.162 x 3'fz 3;430 9;095j 9 095.:9;095. 9,095 2;950 •7;820- 7,820: 7,520 ;7,820 `:HGUS7.37112', '10s .4, ;(56).0.162x31/2 (20)0.162x3ih .3;835 9,295- 9,295,'92295' 9,295; 3,300;.7,995 7,995' .7;995, 7,995 FL HGUS737/14 117,ie . 12 73/e 12s/is, 4':';(66)0.162x31h':.?(22)b.162x,3?h, 5080;1D,50016;50010;50010,500 4,370 9;030 9;030 9030-':9j030 1. Uplift loads have been increased for earthquake or wind loading with no further increase allowed. Reduce where other bads govern. 2. Wind (160) is a download rating. 3. Minimum heel height shown is required to achieve full table bads. For less than minimum heel height, see technical bulletin T-C-REDHEEL at strongtie.com. 4. Truss chord cross -grain tension may limit allowable loads in accordance with ANSVTPI 1-2014. Simpson Strong -Tied Connector Selector6 software includes the evaluation of cross -grain tension in its hanger allowable bads. 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 fisted diameter by length. See pp. 21-22 for fastener information. Simpson Strong-TieO Wood Construction Connectors ISIMPSON 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 37W. Minimum and maximum nailing options provide solutions for varying heel heights and end conditions. Altemate allowable loads are provided for gaps between the end of the truss and the carrying member up to 1h" max. to allow for greater construction tolerances (maximum gap for standard allowable loads is 1/e" per ASTM D1761 and D7147). See technical bulletin T-C-HANGERGAP at strongtie.com for more information. Material: 16 gauge i Finish: Galvanized Installation: U • Use all specked fasteners; see General Notes o• Can be installed filling round holes only, or filling U round and triangle holes for maximum values N • See alternate installation for applications i using the HTU26 on a 2x4 carrying member or' HTU28 or. HTU210 on a 2x6 carrying member for additional uplift capacity +� - - - •Options:-:_._.._ _-_ _ _...... _ _..._.... _... ,. _,.. -- ctf 0. HTU may be skewed up to 671W. See Hanger 96 Options on pp. 98-99 for allowable loads. • See engineering letter L-C-HTUSD at strongtie.com for installation with Strong -Drive® SD fasteners. Codes: See p.12 for Code Reference Key Chart HTU26 Min. heel height per table __-.._ .. �- R max. gap between end c truss and carrying member HTU Installation for Standard Allowable Loads (for 112" maximum gap, use Alternate Allowable Loads.) Many of these products are approved for installation with Strong -Drive°' F< SD Connector screws. See pp. 335-337 for more information. Standard Allowable Loads (1/8" Maximum Hanger Gap) Installation Alternate Installation - HTU28 Installed on 2x6 Carrying Member (HTU210 similar) Made[ ' Min Dlmerisions (m:) ` . Fasteners (in) -' DFlSP Allowable l;aads 5PF/HF Allowable Loads : 'No.,Height Heel W H B harrying Corned M..ember Member Uplift: (160)-, Floor _000) . ;Snow, ° (115) .Roof (l25) .Wind : (1fif]) Upliff ' (160) Floor, (100) ,'_Snow ; (115} -Roof , Wind (725) , (160) Code Ref., Single 2x Sizes HTU26,.. .~ :3'/z;` 15/a:"57fie. 3'h (20),0.162x`3?h :(11)0:148x1?h, „rD 7s,.", ,2,613 ._ t 2v7 F'.'.F .t.,J.1 �C,cJ 1;Fb{l.. 1;c30 HT1126(Min:)` 3'/a` .: • 1'S/e. 5'/s' 31/z'', ;(20) 0.162 x3^fz (14) 0.148:X:1?7s' 1,250: 2,940•=, ;3,2601 206',� ;3,200 075: 1,852 ;1 .2,015 :.2 015 "> 2;015 HTf126 (Max:) 51h": .1 Sia ! 5?/is 3'k " '(20) 0.162'X 3'/z L (20) 0.148:it 11h' 1;555'� 2,940 `' ?L u ^�ti'; 4;070 1:1,335 .2,530 : `u l 0 1 3,450 " IBC, HTU28 (Min.) 3% 15/s 71% 31h (26) 0.162 x 31h (14) 0.148 x 11h 1,235 3,820 3,895 3,895 3,895 1,060 2,865 12,920 2,920 2,920 FL, HTU28 (Max.) 71/4 1-1/s 7'As 3%. (26) 0.162 x 31h (26) 0.148 x 11h 2.020 3,820 4,315 4,655 5.435 1,735 3,295 1 3,710 4,005 4,675 LA `HTU210 (Min) .3'/a '; 1AA ,91% TA 1 (32) 0.162:x 3'h , , (14) 0.148 x 1 th . `:7,33D`' t U <"4,3 , _ 300 .�,� i • .."1,1.45 �;__5 �. � .^,;2 3;225 , HTU210(Max.) 1.`:91/4,- 15%`..9?fis 31N (32)'0.162k31/z] (32)0.14 0112. 3315-` 4,705 `Z,S'u 73C`'''5,995 � 2;8.50 4,045' ?ova, =1aD 5,155 Double 2x Sizes HTU26-2 (Min.)' 3%'. ;3%s 57Hs , ' 3'h' ",(20)•0,162 x.31h. .,(14) 0.14 x,3 1,513 21940.` = a2.;.. ru8t� ' 3,910 . 1;305' 1,850 `-'2,D90 •:.2,255 ,2,465 HTU26-2 (Max:) 5rz " '' ' 3�ic. 5/�s ' 1 3h'"20 ;( ) 1 . 0.162x3fz '(W) 0.148,x'3' , 2,'175"' 2,540 �,.�, _,P80 �. ry ,� -1;870 ; 2,530.,:� ;2 8�c O� 3:855 HTU28-2 (Min.) 1 37/8 3-51s 714s 31h (26) 0.162 x 31h (14) 0.148 x 3 1,530 3,820 4,310 14,310 4,310 1,315 2,865 3,235 3,235 3,235 IBC, HTU28-2 (Max.) 71/4 3-A6 71/is 31h (26) 0.162 x 31/z (26) 0.148 x 3 3,485 1 3,820 4,315 4,655 5,825 2,995 3,285 --- i 3=' `?, 05, - f'i LA HTU21 i)=2 Miri. , ' 3'/s, 35hs' :9'hs 3?h ; "32 0.162 x 3'h ' , 14 0.148 x 3, 1,755" 4,705 4 815 .4;815„ ;4,815 1,510 ; 3,530 j 3,61U ` 3;610. ' 3;610 'HTU2102;(Max).''9Y4:; 35/s;'91ric.'91h (32)30.162X31/z` ;t(32)0148X3'` 4,11D>,4,705 -'S31u,�,';-r1C ,6,�'w 3;535" 4,045 >�.,a,99dr 1. The maximum hanger gap is measured between the joist (or truss) end and the carrying member. 2. Minimum heel heights required for full table bads are based on a minimum 2:12 pitch. 3. Uplift bads have been Increased for earthquake or wind loading with no further increase allowed. Reduce where other bads govern. 4. Wind (160) is a download rating. 5. For hanger gaps between 1%" and W, use the Alternate Allowable Loads. 6. Truss chord cross -grain tension may Emit allowable bads in accordance with ANSVTPI 1-2014, Simpson Strong -Tie® Connector Selector" software includes the evaluation of cross -grain tension in its hanger allowable bads. For additional information, contact Simpson Strong -Tie. 7. Loads shown are based on a minimum fwo-ply 2x carrying member. For single 2x carrying members, use 0.148" x 11h" nails in the header and reduce the allowable download to 0.70 of the table value. The allowable uplift is 100% of the table bad. 8. Fasteners: Nail dimensions in the table are fisted diameter by length. See pp. 21-22 for fastener information. Simpson Strong -Tie° Wood Construction Connectors Face -Mount Truss Hanger (cont.) 17Many of these products are approved for installation with Strong -Drive® 131_ylSD Connector screws. See pp. 335-337 for more information. Alternate Installation Table for 2x4 and 2x6 Carrying Member Mm Fasteners On) r MF/SP Allowable Loads 5PF/HF Allowabl Loads Model No Heel Height Minimum Garmg Canned Upbft Floor Snow Roof Wmd Uplift Floor Snow > Roof Wmd Code: Ref :(n } Mem ember 'Member Member (160) (100) (115) (125) (160) (16D); (100) {115) > (125) HT026 (Min.) 37/a (2)2x4 (10) 0.162 x 31h (14) 0.148 x 11h 925 1,470 1,660 1,790 1,875 795 1,265 1,430 1,540 1,615 HTU26 (Max.) 51/2 (2) 2x4 (10) 0.162 x 31/2 (20) 0.148 x 11h 1,240 1,470 1,660 1,-790 2,220 1065 1,265 1,430 1,540 1,910 IBC, HTU23. Max '71/s 2 2x6 j 20 0162 x 3?/z 26 0:148 x 11/z ,1 97D 2 94023 $33;905 FL, LA HTU210 (Max) 91/< .(2) 2x6 ' '(20) 0162 x 31h (32) 0:148 x 1 l/ 2760 2 s3n 1. See table above for dimensions and additional footnotes. 2. Maximum hanger gap for the alternative installation is W. 3. Wind (160) is a download rating. 4. Fasteners: Nail dimensions in the table are listed diameter by length. See pp. 21-22 for fastener information. Alternative Allowable Loads (1/2" Maximum Hanger Gap) Model No w Msr -Neel Height Dimensions (m) W H g Fasteners (m) Carrying + Carved e•Member: Member DF/5P Allowable Loads _ Uplift Floor Snow Roof Wmd (16D) (100) (115) (125)- (160},;e(160) 06.F Allowable Loads `` 'Upirft Floor Snow Roof Wmd (100) (.175) (125).' (160) .:. Code' Ref. Single 2x Sizes HTU26 31/2:: s/a 57fe` 31h , i(20) 0162 x:31/e (11) 014E x 1yh' -' �5 zz oQ . r n5 2 no o4a E-10 :HTU26.(Min) 371a 1$/a 57ffi <' '3i/x '(20) 0162 z 31/x {14) Q.748 x 11h^ ` 1175 2 940 3,100 3100 ` 310Q 1 010 t 955 1 955 1,955 ! 1,955 HTU26 {Max j i 51/z 15/e 57fe" 31h; ;(20) 0162 x31h (20)•0148 x Ph }1215 2,940 320 5 , " a 13 1,045 4 850 z ucC P.5 2 h35 IBC, HTU28 (Min.) 37/a 16/a 71/16 31/2 (26) 0.162 x 31h (14) 0.148 x 11/2 1,110 3,770 3,770 3,770 3,770 955 2,825 1 2,825 2,825 2,825 FL, HTU28 (Max.) 71/4 15/a 7% 31/2 (26) 0.162 x 31h (26) 0.148 x 1112 1,920 3,820 4,315 41655 5,015 1,695 2,865 3.235 3,490 3,765 LA HTU210 (Min) •,- 37/a; .15/a ; 9Ya < , 31h, ;(32)13162 x 31/2 (14):0.148 x 11h. 1250 3;600 3.600 3,6D0 ; 3 600? -1075' 2700 `2;700 2700 2700 HT021 0 (Max.) 91/a; 0.162 x:31h (32) 0:148 x 11h r 3 255 4 705 5,020 5 02'0 - 5 020.-'2,800 ',3,530 37,65 3 765, : 3,765 Double 2x Sizes n:) , , 37/s 3�a "57/s, 3'h (20) 0162 x.31h • (14) 0148 x 3 '1 515 2;940 �,;,yn 3 500 3 500 ,1305 . 2205 2,205 2 205A 2205 ax.) ; 51A, :3�6 •57AB 131h • ,(20) 0.)62:x31/2 (20)0148 x 3 ,1910 2,940 2`0 3 500'' 3,500. 1,645 `2,,205 2,205 2 205 2.205 in.) 37/a 33'i6 7146 31/2 (26) 0.162 x 31/2 (14) 0.148x 3 1,490 3,820 3,980 3,980 3,980 1,280 2,865 2,985 2,985 2,985 IBC, FL, VHTU28-2 ax.) 71/4 36ii6 71A6 31/2 (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 in:),' 37/a 3�6 ' 06 31h •(32) 0162 x 31/2 (14) 0148 x 3 +1755 4 250 4 255 4 255, 4 255 1 510 3',190 3;190 3,19D ` 3;19Dax.), 91I4 36 91/6 31h ,(32) 0162 x'31h (32):0148 x 3 ' 3 855 4705 I 1 „ �' 6 470 3 315 3;530 13;980 4 300.` 1. The maximum hanger gap is measured between the joist (or truss) end and the carrying member. 2. Minimum heel heights required for full table bads are based on a minimum 2:12 pitch. 3. Uplift bads have been increased for earthquake or wind loading with no further increase allowed. Reduce -where other bads govern. 4. Wind (160) is a download rating. 5. For hanger gaps between 'A' and W, use the Attemate Allowable Loads. 6. Truss chord cross -grain tension may limit allowable bads in accordance with P.NSV PI 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-py 2x carrying member. For single 2x carrying members, use 0.148' x 1112° 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 fisted diameter by length. See pp. 21-22 for fastener information. 19 Simpson Strong -Tie° Wood Construction Connectors Medium -Duty Face -Mount Hangers HU/HUC hangers may be installed on a masonry/concrete wall as described below. Additionally, HU hangers with one flange concealed may be installed similarly. HU and HUC products are heavy-duty face -mount joist hangers made from 14-gauge galvanized steel. • The HUC is a concealed flange (face flanges turned in) version of the HU. • HU is available with both flanges concealed, provided the W dimension is 25/16' 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 W version and specify flange to conceal. • For any HU or HUC shown in this catalog, the user may substitute all face nails with 1/4" x 1 3/4" Titen® 2 screws (Model TTN2-25134H) for concrete and 1/4` x 2�/V Titen. 2 screws (Model TTN2-25234H) for GFCMU. Follow all installation instructions and use the loads from the sawn lumber or 1=WP sections. Material: 14 gauge. _ Finish: Galvanized; 7MW.aosi,s ainle.$s_Steel.ayailable . - _ 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 0/4" x 13/4' - Model TTN2-25134H) are not provided with the hangers. • Drill the 3/,s -diameter hole to the specified embedment depth plus 1/2". • Altematively, drill the IN" -diameter hole to the specified embedment depth and blow it clean using compressed air. • Caution: Oversized -diameter holes in the base material o 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 F7 3/,5" drill bit and hex -head driver bit (Model TTNT01-RC); Z a 3/,s° x 41h" drill bit is also available -(Model MDB18412). 0 FS • A minimum edge distance of 11/2" and minimum end -distance 0 of 37/e° is required as shown in Figure 1 for full uplift load. co IL • Where no uplifr load is required, a minimum end distance of 11/2" is permitted. oCodes: See p.12 for Code Reference Key Chart Concealed flanges HUC410 Mn I.W Figure 1 — HUC410 Installed on Masonry Block End Wall Figure 2 — HUG410 Installed on Masonry Block End Wall M,�c cQm. w,w� 3z3 # x 23 ,- Simpson Strong -Ties' Wood Construction Connectors ° , � $�MPSON Medium -Duty Face -Mount Hangers (cont.) 41 0 These products are available with additional corrosion protection. For more information, see p.15. Model No Fasteners t . . Atlowable`Loads (DF/SP) , Code ` GFCMU oncrete C Standard Concealed GFCMU Titen� 2 Concrete Titen®2 Joist h Uplift (i6D} now 100/125)'„ Uplift PY Down i110/125) Ref HU26 HU26X (4)1/4 x 23/4 (4)1/4 x 1 �K (2) 0.148 x 11/2 335 1,000 335 1,545 HU28 "- HU28X` 1500 HU24-2 HUC24-2 (4)1/4 x 23/4 (4) 1/4 x 13/4 (2) 0.148 x 3 380 1,000 380 1,545 HU2&2 (Mtn) _, HUC26-2 (8j 1/a x 23/4(8)-�% x 13/+ , '; {4j 0148 ic3 760 2 D00," -= 760` 3;200 't HU26 2 (Max) -' ,HUC26=2 {12):Yax 23/a , (12} Ya;x 13/a (6) 0148 x:3 1',135 3 0D0,', 1135 3950 . .. HU26-3 (Min.). HUC26-3 (Min.) (8)1/a x 23/4 (8)'/a x 13/+ (4) 0.148 x 3 760 2,000 760 3,200 HU26-3 (Max.) HUC26-3 (Max.) (12)1/4 x 23/4 (12)1/4 x 13/4 (6) 0.148 x 3 1,135 3,000 1,135 3,950 HU28-2 Oin) , ` 'HUG28 2 (Min) (16);'/4 x 23/ : 00)'1/4 z`-] 3/a500 *`• 760,. `3,725 (Max) HUC28r2 (Max.) ?%4 x 23/4 4) a() 608x3iU28=2 3; 500 " _ 1,135 HU210 HU210X (8)1/a x 23/a (8)1/4 x 13/4 (4) 0.148 x 11/2 545 2,000 760 2,415 HU210 2 (Min ) ,', ' HUC210 2 (Min.), (14) 1/ x 23/a y'(6) 0148 X 3 1;135 3 500 K: 1735 4,920 HU21'0 2 (Max) HUC210 2 (Max) {1D) %4 4 2/, Y aj^i4 x• 13/i (10) 0148 t 3 i 8uu 1 u00 F800 5 085 HU210-3 (Min.) HUC210-3 (Min.) (14)1/4 x 23/4 (14)114 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 U-212, HU212X. (10) ?%a x 2 (10)1/a x. J 3/4 ' (6) 0148 x ?h 1;135 2 500'` ' 1135 2;665 HU212-2 (Min.) HU0212-2 (Min.) (16)1/a x 23/4 (16)1/a 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)114 x 1 3/4 (10) 0.148 x 3 1,350 5,085 1,350 5,085 HU2i2,3 (MN"".) HUC212 3 (M�n) . (i6}✓!x 23/+ (16)1%a x 13/a (6) 0146x 3 1:,135 : 4 00D :" T 135 .4,920 _ IiU212-3 (Max) ` HUC212-3 (Max.) ' • (22)'1/4 x 23/a ;i ° (22)1/4.x.13/e (10) 0148 x 3 1;800 r 5 085 '"' 1 800 5;085 `` - HU214 HU214X (12)1/4 x 23/4 (12)-1/4 x 13/4 (6) 0.148 x 11/2 1,135 2,665 1,135 2,665 HU2(Mm ). " 1 (18)`11 .x () " 5 50D' , 515 8514=2 5;0C42 " 4 2Max); ' HUC21,4-2 (Max:):c (24)?/4:x 23/a ;' (24)1/4 x 13/a,. 4-3 (Min.) gHU214-3�(Ivlax.) HUC214-3 (Min.) (18)114 x 23/4 (18)1/4 x 13/a (8) 0.148 x 3 1,515 4,500 1,515 5,085 HUC214-3 (Max.) (24)1/4 x 23/4 (24)114 x 13/a (12) 0.148 x 3 2,015 5,085 2,015 5,085 HU216' HU216X - 1B11/4x23/a `.. 18'/ax;t3/4 8 0148_x.,Jlh 151a2920 ` ' .'' 15i"5' 2920. , " HU216-2 (Min.) HUC216-2 (Min.) (20)1/a x 23/4 I (20) Y4 x 13/4 (8) 0.148 x 3 1,515 4,920 1,515` 4,920 HU216-2 (Max.) HUC216-2 (Max.) (26)1/4 x 23/4 (26) 1/4 x 13/4 (12) 0.148 x 3 2,015 5,085 2,015 5,085 HU2163(Min.)''• HUC216- (Min.) . .•(20}?/<x23/a {20)11ax;13/a ;"(8)0.198X,3 1,515 492D ,'-= 1515 4,920 HUC216-3 (Max.)., , (26) 4,x 23/4 ; (" (26)1/4 x 13/i , " ., '(12) 0.146,x 3 + 2,015 5 085 2 075 HU7 (Min.) (Not available) (12)1144 x 23/4 (12)1/4 x 13/a- (4) 0.148 x 11h 545 2,980 760 2,980 HU7 (Max.) (Not available) (16)1/4 x 23/4 (16)114 x 13/4 (8) 0.148 x 11/2 1,085 3,485 1,085 3,485 In HU9�(M "", : (Not available) r {18j,'%4 x 23/a =." - (18)1%a x11h 1735 _ 3 230 W 1;35 ;•3230 HUB (Max.)'','(Not available) , " , • (24)`1/4 x 23/4 =: (24)'/a X 131a 10) 0148 x 1'h 1445 3 735 °: 1,445 HU11 (Min.) (Not available) (22)1/4 x 23/4 (22)1/4 x 13/4 (6) 0.148 x 11/2 1,135 3,230 1,135 3,230 HU11 (Max.) (Not available) (30)1/a x 23/4 (30)1/4 x 13/4 (10) 0.148 x 11h 1,445 3,735 1,445 3,735 HU14 (Min. {Not available) -.. (28) -Ili x 23/4I , (28j 1/a"x 13/a (8) 0148 x1'h 1,515 3,485 ' H014 (Max) (Not available) "" " (36) ?lax 23/a - = ` (36)17a.x 7 3/. " :; (14) 0148 x 1:1/2 2 015 4 24�' `' 2;075 , -4,245 0 z z a 0 0 U 0 z 0 Q u, z 0 CD m N 0 N U U '38 S: i 1 y 1. STAGGER JOINTS,- TYP� RAISED HEEL ROOF TR45ES B/SKIf PLAN UPLIFT/SHEAR ANC EACH TRUSS - SEE PLAN �a�i9aaaa�aaa�aa�u aaa�a�aaaaa�aa�aaaaau BBON BOARD -SEE CHEDULE FOR SPACING ASTENING TO TRUSSES is I MASONRY WALL;: B/SKI SEE PLAN t NOTE: ADD'L FRAMING NOT F SHOWN FOR CLARITY RAISED HEEL TRU65 BEARING A SCALE, NTe SKI EI ROOF SHEATHING- SEE I SOFFIT/FA5CIA- SEE ARCH. RAISED HEEL ROOF TRUSSES -SEE PLAN W N ILI RIBBON BOARD - SEE SCHEDULE FOR SPACING t FASTENING TO d TRUSSES WALL SHEATHING -SEE PLAN MIN. 15/32' CDX PLYWOOD OR 1/16' 055 WITH ed GUN NAILS (0.131' X 2 1/2') ® 6' O.G. TO UPLIFT/SHEAR GYP. CEILING - RIBBON BOARDS ANCHOR EACH SEE PLAN 4 TRUSS- SEE PLAN SCHEDULE p0 NOT FASTEN RIBBON BOARD INTOWALL- INTO END GRAIN OF ROOF TRUS5 BOTTOM CHORD SEE PLAN RAISED HEEL TRU65 BEARING SCALE, NTS SKI RIBBON 5CHEDULIPp DESIGN CRITERIA RIB66N MATERIAL RIBBON SPACING RIBBON ATTACHMENT yult-165 MPH (Vaed=128 MPH) ; ' (2) 12d GUN (0.131' X 3) EXP. B, 64 SPF'2 24' TO EACH TRUSS, (4) ENCLOSED NAILS AT JOINTS Vult-180 MPH (Vasd•135 MPH) (2) 12d GUN (0.131' X 3) EXP. G, 2X4 SPF12 IV TO EACH TRUSS, (4) ENCLOSED NAILS AT JOINTS 0 V z 0 (D u� as LQ x w LL o z0m w O 3 U a w ❑ ❑ SNEETTNEE SHEET INFORMATION: eEnEwrner. w SK.I ALPINE AN.F'%'JCO,V.PA.%Y january,10,2020 Carpent&tCidn'tractors of Am., erica, hic. 3,00 Avenue 0, NW Winter Haven, F-L-33880;-.62.01. Dear Matt: It has corne-to'my attention that some qqestions were raised concern ..con cerning 5/8" diameter holds.arilldd thtu the,c.h6td§ tWi& face) of'syA gable. endtrussestoallow for threaded fo& u8bdlde "be Adwhs."If these gable ends are •over continuous rt PR -�iboutt-lie:,centerl-i-ne-ofth-ffwide-- K; aih- and the vvitli one face ly- s face no close;than4j -Q,C Vithout'datnaging any, �onnedof*P lates or verif,cal webs then no.re dad P-4 is,roq41redA �truss only supports�.� e."Offibbr-1 sand no additional ,hL Tpad,i If you have Any -questions. please give me a-tal-1. V %tENSe4-0 .00 No, 86367 $TATE OF A re RM N AL V-nnnhwn1r,1S IPWI 6750 Suite 80g, Orland% FL 32821 - (80Q) 521-97.90—�863)422,86m wwm�dpingftw.qom B �/V��y4t1tli11tffillf�/ E Ns No, 8C357 ' STATE OF S�alYA ALPINE AN YTW COMPANY FL REG# 278, Xoonhwak Kim; FL PE #86367 03/18/2021 Tsui € ,» v r host an artginat sire must be vow uwv In wigirw A"twic vim: 09 Customer. Carpenter Contractors of America Job Number. N372962 Job Descri tlon: 7A'5/320 ,175EA ,RHOl / 1.756/EASTHAM/EXPRESS Address: Alpine,, an ITW Company 6750 Forum Drive, Suite 305 Orlando, FL 32821 Phone: (800)755-600.1 www.alpineitw..com 0 <F Design Code: FBC 7th Ed. 2020 Res IntelliVlEW Version: 20.02.00A. JRef# lX3T89750046 Wind Standard., ASCE 7-16 Wind Speed (mph): 160 Design Loading (pso: 37.00 Building Type: Closed This package contains general notes pages, 39 truss drawing(s) and 4 detail(s). 1 } 077:21,1003.35649 Al 3 077.21.100133663 A2 5 077.21.1003.32867 A4 7 077.21,1003.35821 A6 9 077.21.1003'.33101 A8 11 077.21.100134976 A10 13 077.21.1003.33913 Al2 15 077.21.1003.33945 A14G 17 077.21.1003,32773 A16 19 077.21,1003,34476 B1 21 077.21.1003.33398 B3G 23 077.21.1003.34679 Cl 25 077.21.1003.33023 EJ7 27 077.21.1003,33632 EJ2 29 077'.21.1003.36163 CJ5A 31 077.21.1003.23976 CJ4 33 077.21.1003,36352 CJ3A 35 077.21 A 003.35163 CJ1 A. 37 077.21.1003.32726 HJ7A 39 077:21,1003.23914 HJ4 41 A16015ENC160118 43 GBLLETIN0118 2 077.21.1003.35304 A1A 4 077.21.1003.32632 A3 6 077.21.1003.32695 A5 8 07721.1003.32820 A7 10 077,21.1003.33679 A9 12 077.21.1003.34585 All 14 077.21.1003.35820 A13 16 077.21.1003.34523 A15 18 077.21.1003.34851 A17G 20 077.21.1003.33445 B2 22 077.21.1003.23695 C2 24 077.21.1003.2371.0 C3G 26 077',21.1003.36070 EJ7A 28 077.21.1003.33836 CJ5 30 077.21.1003,23773 CJA 32 077.21.1003.34320 CJ3 34 077.21.1003.35460 CJ1 36 077.21.100335601 HJ7 38 077.21.1003.23632 HJ6 40 160TL 42 CNNAILSP1014 Florida Certificate of Product Approval #FL1999 Printed 3/18/2021 10:22:09 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. ora. Fire Retardant Treated Lumber: Fire retardant treated lumber must be properly re -dried and maintained below 19% or less moisture level through all stages of construction and usage. Fire retardant treated lumber may be more brittle than untreated lumber. Special handling care must be taken to prevent breakage during all handling activities. Page 1 of 3 General Notes (continued) Key to Terms: Information provided on drawings reflects a summary of the pertinent information required for the truss design. Detailed information on load cases, reactions, member lengths, forces and members requiring permanent lateral support may be found in calculation sheets available upon written request. BCDL = Bottom Chord standard design Dead Load in pounds per square foot. BCLL = Bottom Chord standard design Live Load in pounds per square foot. CL = Certified lumber. Des Ld = total of TCLL, TCDL, BCLL and BCDL Design Load in pounds per square foot. FRT = Fire Retardant Treated lumber. FRT-DB = D-Blaze Fire Retardant Treated lumber. FRT-DC = Dricon Fire Retardant Treated lumber. FRT-FP = FirePRO Fire Retardant Treated lumber. FRT-FL = FlamePRO Fire Retardant Treated lumber. FRT-FT = FlameTech Fire Retardant Treated lumber. FRT-PG = PYRO-GUARD Fire Retardant Treated lumber. g = green lumber. HORZ(LL) = maximum Horizontal panel point deflection due to Live Load, in inches. HORZ(TL) = maximum Horizontal panel point long term deflection in inches, due to Total Load, including creep adjustment. HPL = additional Horizontal Load added to a truss Piece in pounds per linear foot or pounds. Ic = Incised lumber. FJ = Finger Jointed lumber. L/# = user specified divisor for limiting span/deflection ratio for evaluation of actual L/defl value. L/defl = ratio of Length between bearings, in inches, divided by the vertical Deflection due to creep, in inches, at the referenced panel point. Reported as 999 if greater than or equal to 999. Loc = Location, starting location of left end of bearing or panel point (joint) location of deflection. Max BC CSI = Maximum bending and axial Combined Stress Index for Bottom Chords for of all load cases. Max TC CSI = Maximum bending and axial Combined Stress Index for Top Chords for of all load cases. Max Web CSI= Maximum bending and axial Combined Stress Index for Webs for of all load cases. NCBCLL = Non -Concurrent Bottom Chord design Live Load in pounds per square foot. PL = additional Load applied at a user specified angle on a truss Piece in pounds per linear foot or pounds. PLB = additional vertical load added to a Bottom chord Piece of a truss in pounds per linear foot or pounds PLT = additional vertical load added to a Top chord Piece of a truss in pounds per linear foot or pounds. PP = Panel Point. R = maximum downward design Reaction, in pounds, from all specified gravity load cases, at the indicated location (Loc). -R = maximum upward design Reaction, in pounds, from all specified gravity load cases, at the identified location (Loc). Rh = maximum horizontal design Reaction in either direction, in pounds, from all specified gravity load cases, at the indicated location (Loc). RL = maximum horizontal design Reaction in either direction, in pounds, from all specified non -gravity (wind or seismic) load cases, at the indicated location (Loc). Rw = maximum downward design Reaction, in pounds, from all specified non -gravity (wind or seismic) load cases, at the identified location (Loc). TCDL = Top Chord standard design Dead Load in pounds per square foot. TCLL = Top Chord standard design Live Load in pounds per square foot. U = maximum Upward design reaction, in pounds, from all specified non -gravity (wind or seismic) load cases, at the indicated location (Loc). VERT(CL) = maximum Vertical panel point deflection in inches due to Live Load and Creep Component of Dead Load in. inches. VERT(CTL) = maximum Vertical panel point deflection ratios due to Live Load and Creep Component of Dead Load, and maximum long term Vertical panel point deflection in inches due to Total load, including creep adjustment. VERT(LL) = maximum Vertical panel point deflection in inches due to Live Load. VERT(TL) = maximum Vertical panel point long term deflection in inches due to Total load, including creep adjustment. W = Width of non -hanger bearing, in inches. Refer to ASCE-7 for Wind and Seismic abbreviations. Uppercase Acronyms not explained above are as defined in TPI 1. Page 2 of 3 " References: 1. AWC: American Wood Council; 222 Catoctin Circle SE, Suite 201; Leesburg, VA 20175; www.awc.org. 2. ICC: International Code Council; www.iccsafe.ora. 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; wwwtpinst.org. 5. SBCA: Wood Truss Council of America, 6300 Enterprise Lane, Madison, WI 53719; www.sbcindustry.com. Page 3 of 3 SEQN: 4596 / COMN Ply: 1 Job Number: N372962 Cust: R 8975 JRef:1X3T89750046 T14 / FROM: RWM Qty: 4 , A5/320 ,175EA ,RH01 / 1756/EASTHAM/EXPRESS DrwNo: 077.21.1003.35649 Truss Label: Al / YK 03/18/2021 8'2"6 8'2"6 co EO 33 13'6"10 + 20' 5'4"3 6'6-6 =6X6 E 40' 10, 10, 10, + 20' 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 Des EXP: C Kzt: NA Building Code: .00 NCBCLL: 10.00 Mean Height: 15.00 ft TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Load Duration: 1.25 MWFRS Parallel Dist: h to 2h TPI Std: 2014 Spacing: 24.0 " C&C Dist a: 4.00 ft Rep Fac: Yes Loc. from endwall: not in 13.00 it FT/RT:20(0)/10(0) GCpi: 0.18 Plate Type(s): Wind Duration: 1.60 WAVE Lumber Top chord: 2x4 SP #1; T2,T3 2x4 SP #2 N; Bot chord: 2x4 SP #1; Webs: 2x4 SP #3; W3,W4,W5 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. "WARNING" READ AND FOLLOW AL "IMPORTANT** FURNISH THIS DRAWING TO ALL quire extreme care in fabricating, handling: shiOD!na. in; 1A?"6 31'9"10 40' 656 T 5'4"3 10, 30' Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): 0.263 K 999 360 VERT(CL): 0.460 K 999 240 HORZ(LL): 0.090 J - - HORZ(TL): 0.158 J Creep Factor: 2.0 Max TC CSI: 0.929 Max BC CSI: 0.873 Max Web CSI: 0.737 Ver: 20.02.00A.1020.21 °i •o �r`v�r Ys� •S 'tea 0 Na, 86367 16 - ;'p a STATE OF M 0 m t_e,811 10, 4�_1 40' ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 1677 !- /- /923 /333 /344 H 1677 1- /- /923 /333 A Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 2.0 H Brg Width = 8.0 Min Req = 2.0 Bearings B & H are a rigid surface. Bearings B & H require a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - C 1645 - 3455 E - F 1243 - 2261 C - D 1632 - 3264 F - G 1632 - 3264 D E 1243 - 2261 G - H 1645 - 3455 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - L 3115 -1391 K - J 2601 -1090 L - K 2601 -1107 J - H 3115 -1373 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. L - D 680 - 256 K - F 523 - 762 D - K 523 - 762 F - J 680 - 256 E-K 1313 -554 OR IV, /ONA FL REG# 278, Yoonhwak Kim, FL PE #86367 03/18/2021 ON THIS DRAWING! ;TORS INCLUDING THE INSTALLERS brac_inq.. Refer to and follow the latest edition of as appucaoie. Apply iates to eacn Lace or truss and position as shown above and on the Joint -Details, unless noted otherwise. Refer to drawings 160A-Z for s andard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW BuildincLComponents 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 bracin of trusses. A seal on this drawing or cover pa e listing this drawing indicates acceptance of professional encLmeering responsibilittyv solely -for the design shown. The suitability and use of This drawing for any structure is the responsibility of the Building -Designer per ANSIfrPI 1 Sec.2. For more information see these web sites: Alpine: al ineilw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.or ALPINE AN-COWANY 6750 Forum Drive Suite 305 Orlando FL, 32821 SEQN: 4599 / COMN Ply: 1 Job Number: N372962 Cust: R 8975 JRef:1X3T89750046 FROM: RWM Qty: 1 7A5/320 ,175EA ,RH01 / 1756/EASTHAM/EXPRESS DrwNo: 077.21.1003.35304 Truss Label: A1A / YK 03/18/2021 EO m T (V 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 " Lumber 8'2"6 13'6"10 16'10"4 20' 8'2"6 5'4"3 3'3"10't' 3'V12 1U 10, 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: h to 2h C&C Dist a: 4.00 ft Loc. from endwall: not in 13.00 ft GCpi: 0.18 Wnd Duration: 1.60 Top chord: 2x4 SP #1; T2,T3 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; B1,B5 2x4 SP #1; Webs: 2x4 SP #3; W3,W7,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. (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 1116X6 F 1112X4 1113X6 T 17' 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): 40' 26'5"6 31'9"10 40' 6'S"6 5'4"3 87'6 10112 30, Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): 0.295 N 999 360 VERT(CL): 0.547 N 871 240 HORZ(LL): 0.127 K - - HORZ(TL): 0.235 K - Creep Factor: 2.0 Max TC CSI: 0.870 Max BC CSI: 0.881 Max Web CSI: 0.915 Ve r: 20.02.00A.1020.21 `lk NH WAk �0 a NO. 86367 STATE 4F�c�,� 10, 1' 40' + '� ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 1554 /- /- /923 /333 /344 1 1554 /- /- /923 /333 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.8 1 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 1653 - 3124 F - G 1512 - 2651 C - D 1631 - 2923 G - H 1621 - 2934 D - E 1783 - 3204 H - 1 1641 - 3132 E - F 1869 - 3187 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - P 2814 -1402 K - I 2819 -1370 N - L 2391 - 958 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. P - D 222 - 460 F - L 846 - 386 P - N 2981 -1394 L - G 363 - 414 N - F 1183 - 714 L - K 2694 -1281 FL REG# 278, Yoonhwak Kim, FL PE 486367 03/18/2021 "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 r7 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 _ attachetl rigid ceiling Locations shown for permanent lateral restraint otywebs shall have bracing installed per BCSI sections B3, B7 or B10, iiiil as applicable. Apply plates to each face of truss and position as shown above and on the Joinf Details, unless noted otherwise. Refer to A LPI N E drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Buildincc��Components Group Inc. shall not,be responsible for any deviation from this drawing, any failure to build the ANmvCDWAW truss in conformance with ANSI/TPI 1, or for handling, shipping,. installation and bracin of trusses. A seal on this drawing or cover pa a 6750 Forum Drive listing this drawingg indicates acceptance of professional engineering responsibilitty� solely -for the design shown. The suitability and use of this Suite Fos 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: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 4601 / COMN Ply: 1 Job Number: N372962 Cust: R 8975 JRef:1X3T89750046 T21 / FROM: RWM Qty.. 1 ,7A5/320 ,175EA ,RHO1 / 1756/EASTHAM/EXPRESS DrwNo: 077.21.1003.33663 Truss Label: A2 / YK 03/18/2021 All' r 8,8'2"13"10 19' 2Q' r 2„66 '6 5� 1112X4 :6X6 =6X6 =6X6 E F G 40' 10 + 10 10' 20' 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: 15.00 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 to 2h TPI Std: 2014 Spacing: 24.0 " C&C Dist a: 4.00 ft Rep Fac: Yes Loc. from endwall: not in 13.00 ft FT/RT:20(0)/10(0) GCpi: 0.18 Plate Type(s): Wind Duration: 1.60 rnin%i. Lumber Top chord: 2x4 SP #2 N; T1,T5 2x4 SP #1; Bot chord: 2x4 SP #1; Webs: 2x4 SP #3; W3,W5,W7 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. 265T + L-'—'l0 5Y6 5'4"3 10, 30' Defl/CSI Criteria PP Deflection in loc L/defl U# VERT(LL): 0.221 M 999 360 VERT(CL): 0.411 M 999 240 HORZ(LL): 0.077 L - - HORZ(TL): 0.142 L Creep Factor: 2.0 Max TC CSI: 0.868 Max BC CSI: 0.800 Max Web CSI: 0.503 VIEW Ver: 20.02.00A.1020.21 POO + N0. 86367 7i ,r STATE OF e r (� o �• � rT(,f `w 40' 40' ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 1555 /- /- /926 /337 /328 J 1555 /- A /926 /337 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.8 J 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 1731 - 3133 F - G 1433 - 2182 C - D 1718 - 2941 G - H 1326 - 2026 D - E 1326 - 2026 H - 1 1718 - 2941 E - F 1434 - 2182 1 - J 1731 - 3133 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - N 2821 -1479 M - L 2336 -1174 N - M 2336 -1192 L - J 2821 -1462 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp N - D 617 - 261 O - M 1105 - 537 D - M 516 -709 0 - G 563 -232 E - 0 563 - 232 H - L 617 - 261 M-H 516 -709 i'Zij °pool® 14udmil likilk�� FL REG# 278, Yoonhwak Kim, FL PE #86367 03/18/2021 "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 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 rigqid ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10 as applicable. Apply plates to each face of truss and position as shown above and on the 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 Building Components Group Inc. shall not. -be responsible for any deviation from this drawing, any failure to build the trdss in conformance with ANSI 1, or for handling, shipping,. installation and bracingof trusses. A seal on this drawing or cover pa a 6750 Forum Drive listing this drawing indicates acceptance of professional enpmeenng responsibilitty� solely -for the design shown. The suitability and use of This drawing for any sQr'ucture is the responsibility of the Building -Designer per ANSI/TP1 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: 4604 / COMN Ply: 1 Job Number: N372962 Cust: R 8975 JRef:1X3T89750046 T13 / FROM: RWM Qty: 1 7A5/320 ,175EA ,RH01 / 1756/EASTHAM/EXPRESS DrwNo: 077.21.1003.32632 Truss,Label: A3 / YK 03/18/2021 8'2"6 13'610 18' 20' 22' 26'S 6 31'9"10 40' 8'2"6 543 r � 2' r�� 4'S"6 5'4"3 87-6 1112X4 .6X6 =6X6 -6X6 E F G -4X4 4X4 12 D 0 H 5 W5 05X5 15X5 o C W (a) (a) m T1 W3 T5 B J A K �8 8 =4X6(A2) _— 6X6 = 5X8 = 6X6 =4X6(A2) 40' 10' 10, 10, 10, +1'� 10' r 20' 30' 40' Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦.Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# Gravity Non -Gravity TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.234 M 999 360 Loc R+ / R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.433 M 999 240 B 1555 /- /- /928 /341 /313 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.076 L - - J 1555 /- /- /928 /341 A EXP: C Kzt: NA Des Ld: 37.00 HORZ(TL): 0.142 L Wind reactions based on MWFRS Mean Height: 15.00 ft NCBCLL: 10.00 TCDL: 4.2 psf Building Code: Creep Factor: 2.0 B Brg Width = 8.0 Min Req = 1.8 Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.859 J Brg Width = 8.0 Min Req = 1.8 Load Duration: 1.25 MWFRS Parallel Dist: h to 2h TPI Std: 2014 Max BC CSI: 0.800 Bearings B & J are rigid surface. Bearings B & li require seat plate. Spacing: 24.0 " C&C Dist a: 4.00 ft Rep Fac: Yes Max Web CSI: 0.380 Members not listed havea forces less than 375# Loc. from endwall: not in 13.00 ft FT/RT:20(0)/10(0) Maximum Top Chord Forces Per Ply (Ibs) GCpi: 0.18 Plate Type(s): Chords Tens.Comp. Chords Tens. Comp. Wind Duration: 1.60 WAVE VIEW Ver: 20.02.00A.1020.21 Lumber B - C 1827 - 3136 F - G 1826 - 2702 C - D 1813 - 2943 G - H 1415 - 2035 Top chord: 2x4 SP #2 N; T1,T5 2x4 SP #1; D - E 1415 -2035 H - 1 1813 -2943 Bot chord: 2x4 SP #1; E - F 1826 -2702 I - J 1827 -3136 Webs: 2x4 SP #3; W3,W5,W7 2x4 SP #2 N; Bracing Maximum Bot Chord Forces Per Ply (Ibs) (a) 1X4 #3SRB or better continuous lateral restraint to Chords Tens.Comp. Chords Tens. Comp. be equally spaced. Attach with (2) 8d Box or Gun B - N 2823 -1568 M - L 2329 -1256 nails(0.113"x2.5",min.). Restraint material to be supplied N - M 2329 -1274 L - J 2823 -1550 and attached at both ends to a suitable support by erection contractor. (a) scab reinforcement may used in lieu) l j �f A �� Webs Maximum Per(Ib r cabCLR � N01, Tens.Comp. W bs Tens. Comp. restraint. substitute (1) scab for (1) CLR and (2) scabs o '1 l,. (1 for (2) CLR'S where shown. Scab reinforcement to beef �°/ • 0 626 1059 500 same size, species, and 80% length of o�1 �mB� grade, web -268 O - G - `a�' ®® �v�` r S D - M 544 member. Attach with 0.128x3" gun nails @ 6" oc. •, a ' r er a ^: C 0 E - O 998 - 544 H - L 626 - 268 Wind m No. 86367 e M - H 496 -681 o- r e41 Wind loads based on MWFRS with additional C&C CC p member design. Wind loading based on both gable and hip roof types. e STATE DE ®4, .0 0'01�?Rlad '>®,SdsWoe® S1aNA, f`�li' FL REG# 278, Yoonhwak Kim, FL PE #86367 03/18/2021 **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 attachetl rigid ceilin Locations shown for permanent lateral restraint of webs 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 Join Details, -unless noted otherwise. Refer to drawings-160A-Z for standard plate positions. Refer to job's General Notes page for additional information. A LPI N E Alpine, a division of ITW BuildinccLLComponents.Group Inc. -shall not be respponsible for any deviation from this drawing, any failure to build the ANMCOMPANY _ truss in conformance with ANSIITPI 1,- or for handling, shipping,, instal lation.and bracing trusses. A this drawing of seal on or cover pa a 6750 Forum Drive listing this drawing indicates acceptance of professional enptneering responsibili((�� solely -for the design shown. The suitability and use ofVs drawing for -Designer Suite 305 any structure is the responsibility of the Building per ANSI/TP1 1 Sec.2. 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: 4606 / COMN Ply: 1 Job Number: N372962 R 8975 JRef:1X3T89750046 T20 ! FROM: RWM Qty: 1 7A5/320 ,175EA ,RHOl ! 1756/EASTHAM/EXPRESS [Dunl077.21.1003.32867 Truss Label: A4 / YK 03/18/2021 8'2"6 17' 23' 31'9"10 40, 8'2"6 8'9"10 6' + 8191,10 8'2"6 i .6X6 =6X6 D E T2 12 T4 5 � 5�5C5 W 5X5 _ F M �n W5 n� B G A H � �88, =4X6(A2) -6X6 =6X6 =6X6 =4X6(A2) 40' 10' 10, 10, 10, 10' 20' 30' 40' Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# Gravity Non -Gravity TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.208 J 999 360 Loc R+ / R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.386 J 999 240 B 1555 /- /- /929 /345 /297 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.073 1 - - G 1555 /- /- /929 /345 /- EXP: C KZt: NA Des Ld: 37.00 HORZ(TL): 0.135 I Wind reactions based on MWFRS Mean Height: 15.00 ft NCBCLL: 10.00 Building Code: Creep Factor: 2.0 B Brg Width = 8.0 Min Req = 1.8 TCDL: psf G Br Width = 8.0 Min Re 1.8 Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.854 g q = 5.0 Load Duration: 1.25 TPI Std: 2014 Max BC CSI: 0.801 Bearings B & G are a rigid surface. MWFRS Parallel Dist: h to 2h Bearings B & G require a seat plate. Spacing: 24.0 " C&C Dist a: 4.00 ft Rep Fac: Yes Max Web CSI: 0.865 Members not listed have forces less than 375# Loc. from endwall: not in 13.00 ft FT/RT:20(0)/10(0) Maximum Top Chord Forces Per Ply (Ibs) GCpi: 0.18 Plate Type(s): Chords Tens.Comp. Chords Tens. Comp. Wind Duration: 1.60 WAVE VIEW Ver: 20.02.00A.1020.21 Lumber B - C 1960 -3166 E - F 1947 -2964 C - D 1947 - 2964 F - G 1960 - 3166 Top chord: 2x4 SP #2 N; T2,T4 2x4 SP 2400f-2.OE; D - E 1559 -2091 Bot chord: 2x4 SP #1; Webs: 2x4 SP #3; W2,W5 2x4 SP #2 N; Maximum Bot Chord Forces Per Ply (Ibs) Wind Chords Tens.Comp. Chords Tens. Comp. Wind loads based on MWFRS with additional C&C B - K 2858 -1699 J - 1 2048 -1147 member design. K - J 2048 -1165 I - G 2858 -1682 Wind loading based on both gable and hip roof types. Maximum Web Forces Per Ply (lbs) r�1t4f11P�/��po 4,�Adf t�Webs Tens.Comp. Webs Tens. Comp. /n1�e�f�� C - K 474 -455 E - 1 851 -445 �,\ W E Q�° 0� K - D 851 -445 I - F 474 455 No $6367 b ab STATE OFft FL REG# 278, Yoonhwak Kim, FL PE #86367 03/18/2021 **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 to these functions. Installers saty practices prior performing shall provide temporary bracing per BCSI. Unless noted. otherwise, top chord shall have attached structurat.sheathing and bottom have propery chord shall a properly attached ri id ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, as applicabgle. Apply Oates 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 drawing, Alpine, a division of ITW Building1 Components Group Inc. shall not. be responsible for any deviation from this drawing, any, failure to build the AN TW COMPANY truss in ANSI 1,- for handling, conformance with or shipping,, installation and bracing of trusses. A seal on this or cover page 6750 Forum Drive listing this drawincl indicates acceptance of professional en meering responsibilit solely -for the design shown. The suitabiliply and use of this Suite 305 drawing for any sQr'ucture is the responsibility of the Building�Designer perANSI/51 1 Sec.2. 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: 4608 / COMN Ply: 1 ob Number: N372962 Cust R 8975 JRetlX3T89750046 T10 / FROM: RWM Qty: 1 1,7A5/,320,175EA,RH01/ 1756/EASTHAM/EXPRESS DrwNo: 077.21,1003.32695 russ Label: A5 / YK 03/18/2021 8'2"6 16' 24' 31'9"10 40, 8'26 T9" 10 8' T9" 10 8'2"6 5X5 5X5 D E 12 5 � 05X5 W :5F5 C 0 T1 W5 'v r` T5 B G A H 4X6(A2) -6X6 =6X6 =6X6=4X6(A2) 40' 10' 10, 10, 10, 10' 20' 30' 40' Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# Gravity Non -Gravity TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.221 J 999 360 Loc R+ / R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.409 J 999 240 B 1555 /- /- /929 /348 /281 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.074 1 - - G 1566 P /- /929 /348 /- EXP: C Kzt: NA Des Ld: 37.00 HORZ(TL): 0.137 1 Wind reactions based on MWFRS Mean Height: 15.00 ft NCBCLL: 10.00 Building Code: Creep Factor: 2.0 B Brg Width = 8.0 Min Req = 1.8 TCDL: psf 5.2 G Br Width = 8.0 Min Re = 1.8 Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.836 g q — Load Duration: 1.25 MWFRS Parallel Dist: h to 2h TPI Std: 2014 Max BC CSI: 0.797 Bearings B & G are a rigid surface. Bearings B & G require a seat plate.Members Spacing: 24.0 " C&C Dist a: 4.00 ft Rep Fac: Yes Max Web CSI: 0.584 not listed have forces less than 375# Loc. from endwali: not in 13.00 ft FT/RT:20(0)/10(0) Maximum Top Chord Forces Per Ply (Ibs) GCpi: 0.18 Plate Type(s): Chords Tens.Comp. Chords Tens. Comp. Wind Duration: 1.60 WAVE VIEW Ver: 20.02.00A.1020.21 Lumber B - C 2038 - 3151 E - F 2026 - 2953 C - D 2026 - 2953 F - G 2038 - 3151 Top chord: 2x4 SP #2 N; T1,T5 2x4 SP #1; D - E 1677 -2197 Bot chord: 2x4 SP #1; Webs: 2x4 SP #3; W2,W5 2x4 SP #2 N; Maximum Bot Chord Forces Per Ply (Ibs) Wind Chords Tens.Comp. Chords Tens. Comp. Wind loads based on MWFRS with additional C&C B - K 2841 -1768 J - 1 2137 -1302 member design. K - J 2137 -1320 I - G 2841 -1750 Wind loading based on both gable and hip roof types. Maximum Web Forces Per Ply (Ibs) A� A Webs Tens.Comp. Webs Tens. Comp. o M�0,0, E C E N+ e K - D 765 - 372 F 427 - 412 4 No.86367 a -p ° STATE OE••��4�I ems` V�®��®0+of aC��To� FL REG# 278, Yoonhwak Kim, FL PE #86367 03/18/2021 **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 to these functions. safety practices prior performing 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 ermanent lateral restraintnf webs shall have bracin installed per BCSI sections B3, B7 or B10, as applicable. Apply plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. A LPI N E Alpine, a division of ITW Building Components Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the - nNmvmEa ANY truss in conformance with ANSI PI 1, for handling, or shipping,. installation and bracin of trusses. A seal on this drawing or cover pa a 6750 Forum Drive listing this drawincl indicates acceptance of professional engiineenng 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: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 4610 / COMN Ply: 1 oNumber: N372962 Cust: R 8975 JRef:1X3T89750046 T19 / FROM: RWM Oty: 1 T,7A�5/22O175EA,RH01 / 1756/EASTHAM/EXPRESS DrwNo: 077.21.1003.35821 russ Label: A6 ! YK 03/18l2021 8'2"6 15, 25' 31'9"10 40' 8'2"6 6'9"10. 10' 69"10 87"6 .6X6 =6X6 D T3 E 12 T2 T4 5 SXS � 5X5 C F M f� - (o _ 1 B G � A H 33 8'8" =4X6(A2) = 6X6 = 6X6 = 6X6 =4X6(A2) 40' 10' 10, 10, 10, 10' 20' 30' 40' Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# Gravity Non -Gravity TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.211 J 999 360 Loc R+ / R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.392 J 999 240 B 1555 A /- /927 1350 /266 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.075 1 - - G 1555 /- /- /927 /350 /- EXP: C Kzt: NA Des Ld: 37.00 HORZ(TL): 0.139 1 Wind reactions based on MWFRS Mean Height: 15.00 ft NCBCLL: 10.00 Building Code: Creep Factor: 2.0 B Brg Width = 8.0 Min Req = 1.8 TCDL: 4.2 psf G Br Width = 8.0 Min Re 1.8 Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.890 g q = Load Duration: 1.25 MWFRS Parallel Dist: h to 2h TPI Std: 2014 Max BC CSI: 0.800 Bearings B & G are a rigid surface. Bearings B & G require a seat plate. Spacing: 24.0 " C&C Dist a: 4.00 ft Rep Fac: Yes Max Web CSI: 0.366 Members not listed have forces less than 375# 0 /10 0 Loc. from endwall: not in 13.00 ft FT/RT:20 () () Maximum Top Chord Forces Per Ply (Ibs) GCpi: 0.18 Plate Type(s): Chords Tens.Comp. Chords Tens. Comp. Wind Duration: 1.60 WAVE VIEW Ver: 20.02.00A.1020.21 Lumber - B - C 2077 -3134 E - F 2067 -2941 C - D 2067 - 2941 F - G 2077 - 3134 Top chord: 2x4 SP #1; T2,T4 2x4 SP #2 N; D - E 1770 -2312 T3 2x4 SP 2400f-2.OE; Bot chord: 2x4 SP #1; Webs: 2x4 SP #3; Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. Wind B - K 2822 -1799 J - 1 2233 -1428 Wind loads based on MWFRS with additional C&C K - J 2233 -1446 1 - G 2822 -1782 member design. Wind loading based on both gable and hip roof types. ial111P► Maximum Web Forces Per Ply (Ibs) HWgk� �j Webs Tens.Comp. Webs Tens. Comp. ln��0a 5010, K-D 674 -291 E-I 674 -291 1J I N0. 86367 0 i@ p ,, 2. STATE OF®�tv� FL REG# 278, Yoonhwak Kim, FL PE #86367 03/18/2021 **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 to these functions. Installers practices prior performing shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have propery attached structural sheathing and bottom chord shall have a properly — - Locations attached rigid ceiling shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, as applicable. -Apply plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. A L PI N E Alpine, a division of ITW Buildin Components Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the *NRWCOEP AW truss in ANSI/TPI 1, for handling,... installation conformance with or shipping,. and bracing of trusses; A seal on this drawin or cover page 6750 Forum Drive listing this drawing indicates acceptance of professional en�neenng responsibility solely -for the design shown. The suitabilit9y 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: 4612 / COMN Ply: 1 b umber: N372962 Cust: R 8975 JRef:1X3T89750046 T8 / FROM: RWM Qty: 1 T,7A,51�320,175EARHO1 / 1756/EASTHAM/EXPRESS DrwNo: 077.21.1003.32820 uss Label: A7 I YK 03/18/2021 6'2"6 14' 20' 26' 31'9"10 40' 8'2" 6 69"10 6' 6' 5'9" 10 8'2"6 ;SX5 1112X4 =5X5 D E F T12 5 � 0 5X5 � SX5 C G m T1 W3 Z 0 T5 `O B H IMA 4X6(A2) =6X6 =5X8 =6X6 =4X6(A2) 40' 10' i 10, 10, 10, 1' 10' 20' 30' + 40' Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# Gravity Non -Gravity TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.237 E 999 360 Loc R+ / R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(Cll 0.440 E 999 240 B 1555 /- /- /925 /401 /250 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.076 J - - H 1555 /- A /925 /401 /- EXP: C Kzt: NA Des Ld: 37.00 HORZ(TL): 0.141 J Wind reactions based on MWFRS Mean Height: 15.00 ft NCBCLL: 10.00 TCDL: 4.2 psf Building Code: Creep Factor: 2.0 B Brg Width = 8.0 Min Req = 1.8 Soffit: 0.00 FBC 7th Ed. 2020 Res. Max TC CSI: 0.847 H Brg Width = 8.0 Min Req = 1.8 BCDL: 5.0 psf Bearings B & H are a rigid surface. Load Duration: 1.25 MWFRS Parallel Dist: h to 2h TPI Std: 2014 Max BC CSI: 0.801 Bearings B & li require a seat plate. Spacing: 24.0 " C&C Dist a: 4.00 ft Rep Fac: Yes Max Web CSI: 0.407 Members not listed have forces less than 375# Loc. from endwall: not in 13.00 ft FT/RT:20(0)/10(0) Maximum Top Chord Forces Per Ply (Ibs) GCpi: 0.18 Plate Type(s): Chords Tens.Comp. Chords Tens. Comp. Wind Duration: 1.60 WAVE VIEW Ver: 20.02.00A.1020.21 Lumber B - C 2110 - 3137 E - F 2023 - 2566 C - D 2093 - 2944 F - G .2093 - 2944 Top chord: 2x4 SP #2 N; T1,T5 2x4 SP #1; D - E 2023 -2566 G - H 2110 - 3137 Bot chord: 2x4 SP #1; Webs: 2x4 SP #3; W3,W5 2x4 SP #2 N; Maximum Bot Chord Forces Per Ply (Ibs) Wind Chords Tens.Comp. Chords Tens. Comp. Wind loads based on MWFRS with additional C&C B - L 2825 -1831 K - J 2289 -1453 member design. L - K 2289 -1470 J - H 2825 -1813 Wind loading based on both gable and hip roof types. t!`111f if P f�, Maximum Web Forces Per Ply (lbs) �0l)',� Webs Tens.Comp. Webs Tens. Comp. j�.y WA \•`� 8 • • 4 �f dPA C - L 399 - 367 K - F 387 - 304 �`�� d p L - D 647 - 309 F - J 647 - 309 • i D - K 387 - 304 J - G 399 - 367 o No. 86367 s E-K 500 -344 a r t! Av o � via ; STATE OF �tl /P/ � �• 0®it9 `� 0NAk- NI(4!liN11 FL REG# 278, Yoonhwak Kim, FL PE #86367 03/18/2021 "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 SBCA) for to these functions. Installers temporary " and safety practices prior performing shall provide bracing per BCSI. Unless noted dttherwise; top chord shall have proper)% attached structural sheathing and bottom chord shall have a properly attached rigpid ceiling Locations shown for permanent lateral restraint of webs shall have bracingq installed per BCSI sections B3, B7 or B10, as applicable: Apply to each face of truss and above the Joins Details, Refer to plates position as shown and on unless noted otherwise. drawings 16OA-Z for standard plate positions. Refer to job's General Notes page for additional information. ALPINE Alpine, a division of ITW Buildin$QComponents Group Inc. shall not be responsible for any -deviation from this drawl any, failure to build the pNnWCCM,p,,,, truss in conformance with ANSI 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 en sneering responsibilitty�r solely for the design shown: The suitability and use of this Suite Fos -Designer drawing for any structure is the responsibility of the Building per ANSI/TP1 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.org Orlando FL, 32821 SEQN: 4614 / COMN Ply: 1 --] umber: N372962 Cust: R 8975 JRef:1X3T89750046 T18 / FROM: RWM Qty: 1 F,7A15/,320,175EA,RH01/ 1756/EASTHAM/EXPRESS DrwNo: 077.21.1003.33101 Label: A8 / YK 03/18/2021 8'212 13' 20' 27' 31'9"4 40' 8'212 4'9"4 7' 7' 4'9"4 8'2"12 .5X5 1112X4 a 5X5 D E T2 F 12 5 \\\ 24 /// 2XX4 T T W Cn W3 cIo B H A 116,6., �3 4X6(A2) = 6X6 = 5X8 = 6X6 =4X6(A2) 40' 10, 10, 10' 1' 10' 20' T 30' f 40' Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Sid: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# Gravity Non -Gravity TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.245 E 999 360 Loc R+ / R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.454 E 999 240 B 1559 /- /- /921 [727 /234 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.077 J - - H 1558 /- /- /921 /727 /- EXP: C Kzt: NA Des Ld: 37.00 HORZ(TL): 0.144 J - - Wind reactions based on MWFRS Mean Height: 15.00 ft NCBCLL: 10.00 Building Code: Creep Factor: 2.0 B Brg Width = 8.0 Min Req = 1.8 TCDL: 4.2 psf H Br Width = 8.0 Min Re Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.830 9 q = 1.8 Bearings B & H are a rigid surface. TPI Std: 2014 Max BC CSI: 0.804 Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h Bearings B & H require a seat plate. Spacing: 24.0 " C&C Dist a: 4.00 ft Rep Fac: Yes Max Web CSI: 0.613 Members not listed have forces less than 375# Loc. from endwall: not in 13.00 ft FT/RT:20(0)/10(0) Maximum Top Chord Forces Per Ply (Ibs) GCpi: 0.18 Plate Type(s): Chords Tens.Comp. Chords Tens. Comp. Wind Duration: 1.60 WAVE VIEW Ver: 20.02.00A.1020.21 Lumber B - C 2130 -3143 E - F 2181 -2780 C - D 2111 - 2951 F - G 2111 - 2951 Top chord: 2x4 SP #1; T2 2x4 SP #2 N; D - E 2181 -2780 G - H 2130 -3143 Bot chord: 2x4 SP #1; Webs: 2x4 SP #3; W3,W5 2x4 SP #2 N; Maximum Bot Chord Forces Per Ply (Ibs) Wind Chords Tens.Comp. Chords Tens. Comp. Wind loads based on MWFRS with additional C&C B - L 2830 -1848 K - J 2386 -1532 member design. L - K 2386 -1539 J - H 2830 -1830 Wind loading based on both gable and hip roof types. ,��ivtE�rtr►rrr�i Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. �WA� /' .Ow `4a W�"�+1®®� + O �rl�f�o AAA C - L 378 - 343 K - F 500 407 �� js ® 1C e• •73 D-K 500 -407 J-G 378 -2343 No. 86367 ® 'I' E-K 576 -418 C! a$ V/ e A a STATE OF4r °e fijpRSpP ��, / 0NAL iijriifillik FL REG# 278, Yoonhwak Kim, FL PE #86367 03/18/2021 **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 to these functions. Installers practices prior performing 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 bracing installed per BCSI sections B3, B7 or 1310 Applgy to face truss as applicable. plates each • of drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. and position as shown above and on the Joint Details, unless noted otherwise. Refer to ALPINE Alpine, a division of ITW Buildin$cLComponents Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the - - ANMCOWA- truss in ANSIITPI.1, for conformance with or handling, shipping,, installation and bracin of trusses. A seal on this drawing or cover page 6750 Forum Drive listing this drawing indicates acceptance of professional engiineering responsibility 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. 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: 4616 / COMN Ply: 1 Job Number: N372962 Cust: R 8975 JRef1X3T89750046 T7 / FROM: RWM Qty: 1 7A5/320 ,175EA ,RH01 / 1756/EASTHAM/EXPRESS DrwNo: 077.21.1003.33679 Truss Label: A9 / YK 03/18/2021 8'212 12' 20' 28' 31'9"4 40' 8'2"12 3'9'4 8' 8' 3'9"4 8'2"12 :5X5 1112X4 =5X5 D E T2 F 5\\\2C4 T 12 � ///2XX4 T W v W3 B 1 A a H n 33 4X6(A2) = 6X6 =5X8 = 6X6 = 4X6(A2) 40' 10' 10, 10, 10, + 10' 20' 30' +1'� + 40' Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc L/defl U# Gravity Non -Gravity TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.268 E 999 360 Loc R+ / R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.496 E 959 240 B 1558 A A /916 /417 /219 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.079 J - - H 1558 A A /916 /417 A EXP: C Kzt: NA Des Ld: 37.00 HORZ(TL): 0.146 J Wind reactions based on MWFRS Mean Height: 15.00 ft NCBCLL: 10.00 Building Code: Creep Factor: 2.0 TCDL: 4.2. psf B Brg Width = 8.0 Min Req = 1.8 Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.872 H Br Width = 8.0 Min Re 1.8 g q = Load Duration: 1.25 MWFRS Parallel Dist: h to 2h TPI Std: 2014 Max BC CSI: 0.806 Bearings B & H are a rigid surface. Bearings B & H require a seat plate. Spacing: 24.0 " C&C Dist a: 4.00 It Rep Fac: Yes Max Web CSI: 0.923 Members not listed have forces less than 375# Loc. from endwall: not in 13.00 ft FT/RT:20(0)/10(0) Maximum Top Chord Forces Per Ply (Ibs) GCpi: 0.18 Plate Type(s): Chords Tens.Comp. Chords Tens. Comp. Wind Duration: 1.60 WAVE VIEW Ver: 20.02.00A.1020.21 Lumber B - C 2148 -3140 E - F 2361 -3026 C - D 2128 - 2951 F - G 2128 - 2951 Top chord: 2x4 SP #1; T2 2x4 SP #2 N; D - E 2361 - 3026 G - H 2148 - 3140 Bot chord: 2x4 SP #1; Webs: 2x4 SP #3; W3,W5 2x4 SP #2 N; Maximum Bot Chord Forces Per Ply (Ibs) Wind Chords Tens.Comp. Chords Tens. Comp. Wind loads based on MWFRS with additional C&C B - L 2826 -1864 K - J 2489 -1629 member design. L - K 2489 -1611 J - H 2826 -1846 Wind loading based on both gable and hip roof types. 111i If lli ffIf�� Maximum Web Forces Per Ply (Ibs) �OnN t l �/ A !^'E Tens.Comp.Tens. Comp. ` PI L - Dbs -235 K - Fs 634 -537 N,9 f V �a �p D - K 634 - 537 F - J 539 - 235 • `r E - K 635 -481 fro.815367 0 r STATE OF o ORIV�' FL REG# 278, Yoonhwak Kim, FL PE #86367 03/18/2021 —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 Component Safety Information, of BCSI (Building _ 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 rigqid 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 drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. ALPINE Alpine, a division of ITW Building Components Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the ANMCOWAW truss in ANSI/TPI 1, for handling, conformance. with or shipping,. installation and bracin of trusses. A sea! on this drawing listing this drawin indicates acceptance of professional engineering responsibility solely -for the design shown. The suitability drawing for any s ructure is the responsibility of the Building -Designer per ANSIfT I 1 Sec.2. or cover pa a 6750 Forum Drive and use of this 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: 4622 / COMN Ply: 1 Job Number: N372962 8976 JRef:1X3T89750046 T17FROM: RWM Qty: 1 7A5/320,175EA,RH01 /1756/EASTHAM/EXPRESS rs,N: 077.21.1003.34976 Truss Label: A10 YK 03/18/2021 8'2"12 11' 20' 29' 31'9"4 40' 8'212 2'9"4 9' 9' 2'9"4 8212 =6X6 =8X8 =6X6 D T2 E T3 F 12 T5 \24 ///2XC4 (a) (a) W W3 B H u� 4X6(A1) __ 8X8 = 8X8 =8X8 =4X6(A1) 40' 10' 10, 10, 10, 10' 20' 30' 40' Loading Criteria (psf) Wind Criteria Snow Criteria (Pg.Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in too Udefl U# Gravity Non -Gravity TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.212 E 999 360 Loc R+ / R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.394 E 999 240 M 1568 /- !- /911 1727 /203 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.049 J - - H 1558 /- /- /911 /727 /- EXP: C Kzt: NA Des Ld: 37.00 HORZ(TL): 0.092 J Wind reactions based on MWFRS Mean Height: 15.00 ft NCBCLL: 10.00 TCDL: 4.2 psf Building Code: Creep Factor: 2.0 M Br Width = 8.0 Min Re 1.8 9 q = Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.701 H Brg Width = 8.0 Min Req = 1.8 Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Max BC CSI: 0.345 Bearings M & H are a rigid surface. Bearings M & H require a seat plate. Spacing: 24.0 " C&C Dist a: 4.00 ft Rep Fac: Yes Max Web CSI: 0.795 Members not listed have forces less than 375# Loc. from endwall: not in 6.50 ft FT/RT:20(0)/10(0) Maximum Top Chord Forces Per Ply (Ibs) GCpi: 0.18 Plate Type(s): Chords Tens.Comp. Chords Tens. Comp. Wind Duration: 1.60 WAVE VIEW Ver: 20.02.00A.1020.21 Lumber B - C 2214 - 3201 E - F 2654 - 3428 C - D 2201 - 3021 F - G 2201 - 3021 Top chord: 2x4 SP #1; T2,T3 2x6 SP SS; D - E 2653 -3428 G - H 2214 -3201 Bot chord: 2x6 SP SS; Webs: 2x4 SP #3; W3,W5 2x4 SP #2 N; Maximum Bot Chord Forces Per Ply (Ibs) Bracing Chords Tens.Comp. Chords Tens. Comp. (a) 1X4 #3SRB or better continuous lateral restraint to B - L 2888 -1921 K - J 2655 -1740 be equally spaced. Attach with (2) 8d Box or Gun L - K 2655 -1723 J - H 2888 -1903 nails(0.113"x2.5",min.). Restraint material to be supplied and attached at both ends to a suitable support by erection contractor. 1��ilf R�1110� Maximum Web Forces Per Ply (Ibs) (a) or scab reinforcement may be used in lieu of CLR ,�h1`R, {1� Webs Tens.Comp. Webs Tens. Comp. %v�/� restraint. substitute scabs forab reinforcemCLR and ent r�A%P hQ e + �p•� (shown. L - D 512 -233 K - F 863 749 Scscab to be `�,�4 for (2) CLR'S where •' CE f Ys�* F - J 512 233 same size, species, grade, and 80%length of web+�+�o y i� D _ K 747 -596 member. Attach with 0.128x3" gun nails @ 6" oc. ., p� A No.86367 b Wind o Wind loads based on MWFRS C&C with additional member design. : • ,. Wind loading based on both gable and hip roof types. + •- Q o �a � STATE 4F cu1 ft �f°'',SS- /0NAL� 9ili0 FL REG# 278, Yoonhwak Kim, FL PE #86367 03/18/2021 "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 Component Safety Information, by BCSI (Building TPI an 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 permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, as applicable. Apply to face, truss Details, Refer plates each of and position as shown above and on the Join unless noted otherwise. drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. to ALPINE Alpine, a division of ITW Buildin$Components Group Inc. shall not. be responsible for any deviation from this drawing, any failure truss in -conformance with ANSI/TPI 1, or for handling, shipping,, installapon,and bracing trusses. A this drawing to build the ANR CCWANY of seal on listing this drawin indicates acceptance of professional engmeering responsibili(� solely -for the design shown. The suitability drawing for any structure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2. or cover pa a 675o Forum Drive and use of 4 is 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: 4620 / COMN Ply: 1 Job Number: N372962 Cust: R 8975 JRef:1X3T89750046 T6 / FROM: RWM Qty: 1 7A5/320 ,175EA ,RH01 / 1756/EASTHAM/EXPRESS DrwNo: 077.21.1003.34585 Truss Label: All / YK 03/18/2021 10, 20' 30' 40' 10, 10, 10' 10, :6X8 =6X6 =6X8 12 C D E T 5 T I (a) (a) W ZO v W2 0 B F v A G S4 4X6(A2) =6X6 =5X8 6X6=4X6(A2) 40' 10' 10, 10, 10, 10' 20' 30' 40' Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# Gravity Non -Gravity TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.272 D 999 360 Loc R+ / R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.504 D 944 240 B 1558 /- /- /904 /729 /187 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.082 H - - F 1558 /- /- /904 /729 /- EXP: C Kzt: NA Des Ld: 37.00 HORZ(TL): 0.152 H Wind reactions based on MWFRS Mean Height: 15.00 It NCBCLL: 10.00 Building Code: Creep Factor: 2.0 B Brg Width = 8.0 Min Req = 1.8 TCDL: psf F Br Width = 8.0 Min Re 1.8 Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.641 g q = 5.0 TPI Std: 2014 Max BC CSI: 0.821 Bearings B & F are a rigid surface. Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h Bearings B & F require a seat plate. Spacing: 24.0 " C&C Dist a: 4.00 ft Rep Fac: Yes Max Web CSI: 0.931 Members not listed have forces less than Loc. from endwall: not in 13.00 ft FT/RT:20(0)/l0(0) Maximum Top Chord Forces Per Ply (Ibs) GCp1: 0.18 Plate Type(s): Chords Tens.Comp. Chords Tens. Comp. Wind Duration: 1.60 WAVE VIEW Ver: 20.02.00A.1020.21 Lumber B - C 2195 - 3087 D - E 2800 - 3641 C - D 2800 - 3641 E - F 2195 - 3087 Top chord: 2x4 SP 2400f-2.OE; Bot chord: 2x4 SP #1; We Maximum Bot Chord Forces Per PI Webs: 2x4 SP #3; W2,W4 2x4 SP #2 N; Y (Ib s) Chords Tens.Comp. Chords Tens. Comp. Bracing B - J 2766 -1844 I - H 2774 -1854 (a) 1X4 #3SRB or better continuous lateral restraint to J -1 2774 -1841 H - F 2766 -1857 be equally spaced. Attach with (2) 8d Box or Gun nails(0.113"x2.5",min.). Restraint material to be supplied Maximum Web Forces Per PI and attached at both ends to a suitable support by y (Ibs ) erection contractor. Webs Tens.Comp. Webs Tens. Comp. ,�`y1�1f�f101R�P/lP� (a) or scab reinforcement may be used in lieu of CLR ry P010. • • • C - J 415 0 I - E 940 -813 restraint. for CLR � substitute (1) scab ♦,,qdO�� (1) and (2) scabs o • ,p /';A C-1 940 -813 H -E 415 0 for 2 CLR'S where shown. Scab reinforcement to be < f Y • 6j () `��NSa •+ �v D - I 693 -546 +� same size, species, grade, and 80% length of web ,p*` e• 4 member. Attach with 0.128x3" gun nails @ 6" oc. a'; • p • Na, 86367 Wind •• w • • "` Wind loads based on MWFRS with additional C&C *` e� member design. • • o Wind loading based on both gable and hip roof types. ` STATE ATE OF % dfe S, •00®®® FL REG# 278, Yoonhwak Kim, FL PE #86367 03/18/2021 "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) y safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top -chord shall have pproperlyY attached structural sheathing and bottom chord shall have a properly attached rigid ceiling Locations shown for permanent lateral restraint of -Webs have bracin installed BCSI B3, B7 B10, shall per sections or .. as applicable. Apply plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Defer to _- - drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. ALPINE Alpine, a division of ITW Buildin FcLComponents Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the pN RW COMVANY truss in ANSI conformance with ITPI -1, or for handling, shipping,, installation and bracin4 of trusses. A seal on this drawingor cover paWe 6750 Forum Drive listing this drawing indicates acceptance of professional enpmeering responsibilittyy solely -for the design shown. The suitabiliy 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: 4625 / COMN Ply: 1 Job Number: N372962 8975 JRef1X3T89750046 T16FROM: RWM Qty: 1 7A51320,175EA,RH01 / 1756/EASTHAM/EXPRESS TDmNo:077.21.1003.33913 Truss Label: Al2 YK 03/18/2021 9' 16'413 1 36"3 31' 40' 9' 7'4"13 7' 1 "5 7'5"13 9' 12 =5CDT2 8 =4X= 4 =6X6 5X5 E T3 F T5 T (a) (a) 'a iN 1 B G v A H �3 =3X6(A1) 1112X4 =5X5 =4X4 =6X61 B3=3X6(A1) 304" qv. 12 6'11"9 T1"5 7'1"5 9'8" 9'1"12 16'1"5 23'2"11 30'4" 40' Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# Gravity Non -Gravity TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.128 K 999 360 Loc R+ / R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.231 K 999 240 B 1090 /- A 1669 /521 /172 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.043 1 - - 1 1955 A A /946 /869 /- EXP: C Kzt: NA Des Ld: 37.00 Mean Height: 15.00 ft HORZ(TL): 0.080 1 G 305 /-214 /- /204 /175 A NCBCLL: 10.00 Building Code: Creep Factor: 2.0 Wind reactions based on MWFRS TCDL: 4.0 psf B Br Width = 8.0 Min Re Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.909 9 q = 1.5 Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Max BC CSI: 0.877 1 Brg Width = 8.0 Min Req = 2.5 G Brg Width = 8.0 Min Req = 1.5 Spacing: 24.0 " C&C Dist a: 4.00 ft Rep Fac: Yes Max Web CSI: 0.763 Bearings B, 1, & G are a rigid surface. Loc. from endwall: not in 6.50 ft FT/RT:20(0)/10(0) Bearings B & I require a seat plate. GCpi: 0.18 Plate Type(s): Members not listed have forces less than 375# Wind Duration: 1.60 WAVE VIEW Ver: 20.02.o0A.1020.21 Maximum Top Chord Forces Per Ply (Ibs) Lumber Chords Tens.Comp. Chords Tens. Comp. Top chord: 2x4 SP #1; T2,T3 2x4 SP #2 N; B - C 1409 -1944 E - F 984 - 541 Bot chord: 2x4 SP #2 N; B3 2x4 SP #1; C - D 1549 -1828 F - G 983 -594 Webs: 2x4 SP #3; D - E 932 -1016 Bracing (a) 1X4 #3SRB or better continuous lateral restraint to Maximum Bot Chord Forces Per Ply (Ibs) be equally spaced. Attach with (2) 8d Box or Gun Chords Tens.Comp. Chords Tens. Comp. nails(0.113"x2.5",min.). Restraint material to be supplied B - L 1720 -1143 J - 1 973 -661 and attached at both ends to a suitable support by erection contractor. L-K 1727-1140 I-G 682 -882 `�Jjj110►ItIIfI/ (a) or scab reinforcement may be used in lieu of CLR ,O, 1 A WA%{ K - J 1821 -1301 restraint. for CLR v+' ' /p substitute (1) scab (1) and (2) scabs �,� o A` • for (2) CLR'S where shown. Scab reinforcement to be Ap 4 s • + � rdd�� Maximum Web Forces Per Ply (Ibs) 'fig` cE' Y Sir Webs same size, species, grade, and 80% length of web y a �1 Tens.Comp. Webs Tens. Comp. • member. Attach with 0.128x3" gun nails @ 6" oc. N0. 86367 g i D-J 788 -948 E-I 1661 -2138 Wind a • o J - E 589 -295 1 - F 648 -704 • Wind loads based on MWFRS with additional C&C member design. • p • Wind loading based on both gable and hip roof types.a STATE OF Additional Notes ��r�.� •+ f: /+� - `�� Negative reaction(s) of -214# MAX. from a non-windload Pia' • M e P • s �� uplift connection. See Maximum /s'/0Ar+�� Reactions.assrequires 1 `� FL REG# 278, Yoonhwak Kim, FL PE #86367 03/18/2021 **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 safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI._.Unless noted otherwise, top chord shall have ppropg)) attached structural sheathing and bottom chord -shall have a proper.ly_. attached rigid ceiling Locations shown for permanent fateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or 810, as applicab-le. 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 Alpine, a division of ITW BuildinlComponents Group Inc_ shall_ not, be respponsible for any. deviation from this drawing, any failure to build the ANR CCMFAW truss in ANSI/TPI PI 1, for handling, conformance with or shipping,, installation and- bracinq of trusses. A seal on this drawing or cover page 675o Forum Drive listing this drawing indicates acceptance of professional en ineering responsibility solely -for the design shown. The suitability and use oflhis drawing for any structure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2. Suite 306 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:4636/ CO MN Ply: 1 Job Number: N372962 Cust:R8975 JRef: 1 X3T89750046 T2 / FROM: RWM Qty: 1 7A5/320 ,175EA ,RH01 / 1756/EASTHAM/EXPRESS DrwNo: 077.21.1003.35820 Truss Label: A13 / YK 03/18/2021 8' 16' 20' 23'11"7 32' J. 40' 8' 8' 4' 3' 11 "7 8' 12 =5C5 =5XD5 1112E4 =4F4 >5XC b 51� T rb io 0 B H -v A I 41 1 =4X6(A2) .5X8 =5X8 =5X8 =4X6(A2) 40' 10, 10' i 10' i 1'� 10' 20' 30' 40' Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Sid: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# Gravity Non -Gravity TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.410 E 999 360 Loc R+ / R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.760 E 626 240 B 1557 /- /- /886 1729 /156 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.106 J - - H 1557 /- /- /886 [729 A EXP: C Kzt: NA Des Ld: 37.00 HORZ(TL): 0.197 J Wind reactions based on MWFRS Mean Height: 15.00 ft BuildingB Br Width = 8.0 Min Re 1.8 NCBCLL: 10.00 TCDL: 4.2 psf Code: Creep Factor: 2.0 9 q = Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.714 H Brg Width = 8.0 Min Req = 1.8 Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Max BC CSI: 0.932 Bearings B & H are rigid surface. Bearings B & li require a seat plate. Spacing: 24.0 " C&C Dist a: 4.00 ft Rep Fac: Yes Max Web CSI: 0.326 Members not listed have forces less than 375# Loc. from endwall: not in 6.50 ft FT/RT:20(0)/10(0) Maximum Top Chord Forces Per Ply (Ibs) GCpi: 0.18 Plate Type(s): Chords Tens.Comp. Chords Tens. Comp. Wind Duration: 1.60 WAVE VIEW Ver: 20.02.00A.1020.21 Lumber B-C 2318 -3161 E-F 3219 -4401 C - D 2442 - 3287 F - G 2446 - 3289 Top chord: 2x4 SP #1; D - E 3219 -4401 G - H 2321 -3162 Bot chord: 2x4 SP #1; Webs: 2x4 SP #3; Maximum Bot Chord Forces Per Ply (Ibs) Bracing Chords Tens.Comp. Chords Tens. Comp. (a) 1X4 #3SRB or better continuous lateral restraint to B - L 2851 -1988 K - J 4232 - 3086 be equally spaced. Attach with (2) 8d Box or Gun L - K 4227 - 3058 J - H 2852 -1994 nails(0.113"x2.5",min.). Restraint material to be supplied and attached at both ends to a suitable support by glq f" � erection contractor. �111 1 foo Maximum Web Forces Per Ply (Ibs) (a) or scab reinforcement may be used in lieu of CLRj Webs Tens.Comp. Webs Tens. Comp. restraint. substitute (1) scab for (1) CLR and (2) scabs `�� O • • o •^•r • /® C - L 854 -438 F - J 993 -1081 . 854 993 1081 for (2) CLR'S where shown. Scab reinforcement to be • --438 J - G `ye �" Et y A "f L - D -442 S� same size, species, grade, and 80 /o length of web • a `,,, member. Attach with 0.128x3" gun nails @ 6" oc. 6 A t� �� r� s 'Y Wind � b a � 4 • tl Wind loads based on MWFRS with additional C&C e ..� member design. • • Wind loading based on both gable and hip roof types. ®� b STATE et A t9TE fl� • Cam, 1" / po�f1� 9 FL REG# 278, Yoonhwak Kim, FL PE #86367 03/18/2021 —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) 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 havea properly attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or B10, _ as applicab a. Apply plates to each face of truss and position as shown above and on the Joint Details, unless noted otherwise. Refer to drawings-16OA-Z for standard plate positions. Refer to job's General Notes page for additional information. ALPINE� Alpine, a division of ITW BuildinggComponents Group Inc. shall not, be responsible for any deviation from this drawing, any failure to build the " COWA r truss in conformance with ANSI 1, or for:handling, shipping;. installation and bracin of trusses. A seal on this drawinp or cover pa a 6750 Forum Dr ve listing this drawing indicates acceptance of professional engineering responsibili(� solely -for the design shown. The suitability and use of This drawing for is the the Building -Designer ANSI/TPI 1 Sec.2. Suite 305 any structure responsibility of per 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: 4663 / HIPS Ply: 1 Job Number: N372962 Curt: R 8975 JRef:1X3T89750046 T15 / FROM: RWM Qty: 1 7A5/320 ,175EA ,RH01 / 1756/EASTHAM/EXPRESS DrwNo: 077.21.1003.33945 Truss Label: A14G / YK 03/1812021 7' 15' 25' 33' 40' 7' 8' 10' 8' 7' 12 =6X8 =8X8 =_8X14 1/16X8 5 C D E F T_ T1 T a w ( ) () a io (a T5 o B 5 G A c) 33 H 8„ 4X8(A1) = H0710 = 8X8 = 8X 12=4X6(A1) 30'4" 9'8" 10' 10, 10'4" 9'8" 1'. 10' 20' 30'4" 40' Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defi/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# Gravity Non -Gravity TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.274 D 999 360 Loc R+ / R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.508 D 712 240 L 2241 /- /- /- /1105 /- BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.054 C - - 1 5449 /- /- /- /2652 /- EXP: C Kzt: NA Des Ld: 37.00 HORZ(TL): 0.101 C G - /-820 /- /275/- Mean Height: 15.00 ft NCBCLL: 10.00 Building Code: Creep Factor: 2.0 Wind reactions based on MWFRS TCDL: psf L Br Width = 8.0 Min Re = 2.6 Soffit: 0.00 gCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.945 g q - 5.0 Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 TPI Std: 2014 Max BC CSI: 0.772 1 Brg Width = 8.0 Min Req = 6.4 G Brg Width = 7.3 Min Req = 1.5 Spacing: 24.0 " C&C Dist a: 4.00 ft Rep Fac: Varies by Ld Case Max Web CSI: 0.986 Bearings L, I, & G are a rigid surface. Loc. from endwall: not in 6.50 ft FT/RT:20(0)/10(0) Bearings L, I, & G require a seat plate. GCpi: 0.18 Plate Type(s): Members not listed have forces less than 375# Wind Duration: 1.60 WAVE HS VIEW Ver: 20.02.00A.1020.21 Maximum Top Chord Forces Per Ply (Ibs) Lumber Wind Chords Tens.Comp. Chords Tens. Comp. Top chord: 2x6 SP SS; T1,T5 2x4 SP #1; Wind loads and reactions based on MWFRS. B - C 2447 -4843 E - F 3902 - 2066 Bot chord: 2x6 SP SS; Wind loading based on both gable and hip roof types. C - D 2605 -5674 F - G 2711 -1286 Webs: 2x4 SP #3; W4,W5 2x4 SP #2 N; D - E 1838 -4161 Bracing Additional Notes (a) 1X4 #3SR6 or better continuous lateral restraint to Negative reaction(s) of -820# MAX. from a non -wind Maximum Bot Chord Forces Per Ply (Ibs) be equally spaced. Attach with (2) 8d Box or Gun be case requires uplift connection. See Maximum Chords Tens.Comp. Chords Tens. Comp. nails(0.113"x2.5",min.). Restraint material to be supplied Reactions. B - K 4440 -2224 J - 1 1314 -884 and attached at both ends to a suitable support by erection contractor. K - J 5888 - 3087 I - G 1147 - 2488 `rrrrrrrrQf�� lieu CLR b reinforcement fo r(1) CLR 0"",a l'M WA�'', Maximum Web Forces Per Ply (Ibs) restrainor t.substtute d (1) scab an(2)f cabs b be ® ® ° 4'1 Webs Tens.Comp. Webs Tens. Comp. saforme sizeR'S where reinforcement.0. +� ° ® species, showgraden and length of web (°� o E /V, " ��d , ,®� # C - K 1693 -521 J - E 3262 -1093 member. Attach with 0.128x3" gun nails @ 6" oc. ,tee ° �,,C C a r K- D 557 - 248 E- 1 3329 - 5871 Special Loads m B �Q, 'f367 ® s D-J 1 426 -1977 I -F 1338 -2176 ------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) m` ® ° 1 TC: From 55 plf at -1.00 to 55 plf at 7.00 : Y � TC: From 28 plf at 7.00 to 28 plf at 33.00 ° Q® TC: From 55 plf at 33.00 to 55 plf at 41.00� Y Ai� �� d STATE BC: From 20 plf at 0.00 to 20 plf at 7.03 / 0 BC: From 10 plf at 7.03 to 10 plf at 32.97 O" ° BC: From 20 plf at 32.97 to 20 plf at 40.00 OR194- `�� TC: 62 lb Conc. Load at 7.03,32.97 ✓� s so a A �°0 TC: 169 lb Conc. Load at 6 06, 9.06,20.94,22.94 24.94,26 94,28 94 ds�ed``1 A e 30 94,32.94 BC: 470 lb Conc. Load at 7.03,32.97 BC: 126 lb Conc. Load at 9.06,11.06,13.06,15.06 17.06,19.06,20.94,22.94, 24.94,26.94,28.94,30.94 FL REG# 278, Yoonhwak Kim, FL PE 486367 03/18/2021 **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 properly attached structural sheathing and bottom chord shall have a properly Locations for lateral attachetl rigpid ceilin shown permanent restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, as appliab-le. App�y 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 Alpine, a division of ITW Buildin Components Group Inc. shall not, be responsible for any deviation from this drawing, any. failure to build the ANMCOWAW truss in ANSIf� conformance with PI 1, orfor handling, shipping,, installation and bracin4qof trusses. A seal on this drawing or cover page = 6750 Forum Drive listing this drawing indicates acceptance of professional enWneering responsibility solely -for the design shown. The suitability and use of this drawing for any s9r'ucture is the responsibility of the Building -Designer per ANSINI 1 Sec.2. Suite 305 For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: !ccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 4634 / COMN Ply: 1 ob Number: N372962 Cust: R 8975 JRef:1X3T89750046 T5 / FROM: RWM Qty: 1 T�7A,51220,175EA ,RH01 / 1756/EASTHAM/EXPRESS DrwNo: 077.21.1003.34523 russ Label: A15 ! YK 03/18/2021 6' 14' 20 26' 34' 40' 6' 8' 6' 6' 8' 6' 5 12 :8C8 =8XD8 1112E4 =8F8 =8G8 T T1 le T o T5 M N H V A �3 g =4X6(A1) = 8X8 =SX8 =SX8 =4X6(A1) 40' 10' 10, 10, 10, 1 10' 20' 30, 40' Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# Gravity Non -Gravity TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.429 E 999 360 Loc R+ / R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.797 E 598 240 M 1558 /- /- /865 /731 /125 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.070 J - - H 1558 /- /- /865 f731 /- EXP: C Kzt: NA Des Ld: 37.00 Mean Height: 15.00 It HORZ(TL): 0.129 J Wind reactions based on MWFRS NCBCLL: 10.00 TCDL: 4.2 psf Building Code: Creep Factor: 2.0 M Brg Width = 8.0 Min Req = 1.5 Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.479 H Brg Width = 8.0 Min Req = 1.5 Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Max BC CSI: 0.344 Bearings M & H are a rigid surface. Bearings M & H require a seat plate.Members Spacing: 24.0 " C&C Dist a: 4.00 ft Rep Fac: Yes Max Web CSI: 0.660 not listed have forces less than 375# Loc. from endwall: not in 6.50 ft FT/RT:20(0)/10(0) Maximum Top Chord Forces Per Ply (Ibs) GCpi: 0.18 Plate Type(s): Chords Tens.Comp. Chords Tens. Comp. Wind Duration: 1.60 WAVE VIEW Ver: 20.02.00A.1020.21 Lumber B - C 2536 - 3340 E - F 4454 - 6219 C - D 3293 -4534 F - G 3293 -4534 Top chord: 2x6 SP 2400f-2.OE; T1,T5 2x4 SP #2 N;_ D - E 4454 -6219 G - H 2536 -3340 Bot chord: 2x6 SP 2400f-2.0E; Webs: 2x4 SP #3; Maximum Bot Chord Forces Per Ply (Ibs) Wind Chords Tens.Comp. Chords Tens. Comp. Wind loads based on MWFRS with additional C&C B - L 3050 - 2224 K - J 5655 -4188 member design. L - K 5655 -4173 J - H 3050 -2218 Wind loading based on both gable and hip roof types. !1!f 11P! Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. 0�� 41a/0 C - L 1731 -1044 K - F 607 - 368 p� 1607 s D-K 0` �4✓�'T `0-367 J-G 1731 -1W4 OFn00 ® G N0.86367 0 0 ,s ®a sTATE OF ft 0 10 FL REG# 278, Yoonhwak Kim, FL PE #86367 03/18/2021 **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 to these functions. safety practices prior performing 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 ermanent lateral restraint ofYwebs 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 drawings 160A-Z for standard plate positions. Refer to job's.General Notes page.for additional information. ALPINE 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 bracin of trusses. A seal on this drawn or cover page - listing this drawing indicates acceptance of professional engineering responsibility solely or the design shown. The suitability and use of this 675o Forum Drive 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: sbcindusl .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 46571 COMN Ply: 1 Job Number: N372962 Cust: R8975 JRef:1X3Te9750046 T4 ! FROM: RWM Qty. 1 ,7A5/320 ,175EA ,RH01 / 1756/EASTHAM/EXPRESS DrwNo: 077.21.1003.32773 Truss Label: A16 / YK 03/18/2021 4'9"2 10' 16' 20' 26'10"4 36' 40' 4'9"2 5'2"14 6' 4' 6'10"4 9'1"12 4' 12 T5� 6X8 fo C 1 3a A B 3X6(A1) Q 5X5 D :��FG (a) -H0510 =4X4 =4X6 R 5X8 8 5X 5X5 19-8" T4" � �1 4'11 12 I 79 6 4"12 11'11"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: 15.00 ft NCBCLL: 10.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h Spacing: 24.0 " C&C Dist a: 4.00 ft Loc. from endwall: not in 6.50 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; T4 2x4 SP #1; Bot chord: 2x4 SP #2 N; Webs: 2x4 SP #3; W9 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. Plating Notes All plates are 2X4 except as noted. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. 8'0"14 20' 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): T1"12 2TV12 T4 _ 6 X6 a L T� K z� T nn DeFl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.252 G 944 360 VERT(CL): 0.480 G 495 240 HORZ(LL): 0.059 D - - HORZ(TL): 0.113 D Creep Factor: 2.0 Max TC CSI: 0.922 Max BC CSI: 0.701 Max Web CSI: 0.794 Ver: 20.02.00A.1020.21 QIf IIIPoFto 4W A1 k SAC• ° .� s o No, 86367 ffi • � rr o � w • STATE OFF, cc, 13' 8'8"8 4'1"12 1' 35'10"4 40' ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 740 /- /- /472 /344 /188 R 1230 /- /- /586 /532 /- S 775 !- /- /321 /352 /- K 506 /- /- /335 /234 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 R Brg Width = 8.0 Min Req = 1.7 S Brg Width = 8.0 Min Req = 1.5 K Brg Width = 8.0 Min Req = 1.5 Bearings B, R, S, & K are a rigid surface. Bearings B, R, S, & K 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 862 -1412 G - H 621 - 346 C - E 927 -1372 H - 1 621 - 346 E - F 927 -1371 J - K 531 - 790 F - G 798 -445 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp B - Q 1276 - 720 N - M 702 - 364 'Q - P 1285 -713 M - K 690 -370 P - O 1532 - 914 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. C - P 469 -195 0-1 401 - 528 F - 0 1427 -2204 1 - N 600 -471 H - 0 574 - 498 N - J 559 - 840 4. FL REG# 278, Yoonhwak Kim, FL PE #86367 03/18/2021 **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 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 ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, . as applicabgle. Apply plates to each face, of truss and position as shown above and on the Join Details, unless noted otherwise. Flefer to ' ALPINE drawings 16OA-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 M—COMPANY truss in conformance with ANSI Q PI 1, or for handling, shipping,. installation and bracin44 of trusses. A seal on this drawingor cover pa a 675o Forum Drive listing this drawing indicates acceptance of professional engiineering responsibility solely -for the design shown. The suitabiliy and use of this drawing for any sOructure is the responsibility of the Building -Designer per ANSIITPI 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: 4646 / COMN Ply: 1 Job Number: N372962 Cust: R 8975 JRef:1X3T89750046 T22 ! FROM: RWM City: 1 7A5/320 ,175EA ,RH01 / 1756/EASTHAM/EXPRESS DrwNo: 077.21.1003.34851 Truss Label: A17G / YK 03/18/2021 5'3"14 10' 18' 23'4" 28'8" 33'4" 40' 5'3"14 4'8"2 8' 5'4" 5'4" 4'8" 6'8" 5X5 12 D T5 �2X4 -5H5 T T � =5X14 -3X8 =5X5 (0 b E F G = B I T v T M A J 3X6(A1) -5X8 1112X4 I -IN 1112X4 -5X8L =4X4 =3X6(A1) 1 =4X8 19'8" 7'4" 13' 1' 10' 9'8" 38„ 38„ 6'2"4 6'9"12 1' 10' 19'8" 23'4" T 27' 33'2"4 40' Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in too L/defl L/# Gravity Non -Gravity TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA -_ VERT(LL): 0.042 P 999 360 Loc R+ / R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.078 P 999 240 g 755 /- /- /- /366 /- BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.020 K - - N 1170 /- /- /- /520 /- EXP: C Kzt: NA Des Ld: 37.00 Mean Height: 15.00 ft HORZ(TL): 0.036 K L 821 /- /- /- /331 /- NCBCLL: 10.00 Building Code: Creep Factor: 2.0 1 516 /- /- /- /258 /- TCDL: 4.2 psf Wind reactions based on MWFRS Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.874 Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 TPI Std: 2014 Max BC CSI: 0.864 B Brg Width = 8.0 Min Req = 1.5 N Brg Width = 8.0 Min Req = 1.6 Spacing: 24.0 " C&C Dist a: 4.00 ft Rep Fac: Varies by Ld Case Max Web CSI: 0.384 Loc. from endwall: Any FT/RT:20(0)/10(0) L Brg Width = 8.0 Min Req = 1.5 I Brg Width = 8.0 Min Req = 1.5 GCpi: 0.18 Plate Type(s): Bearings B, N, L, & I are a rigid surface. Wind Duration: 1.60 WAVE VIEW Ver: 20.02.00A.1020.21 Bearings B, N, L, & I require a seat plate. Lumber Members not listed have forces less than 375# Top chord: 2x4 SP #2 N; Maximum Top Chord Forces Per Ply (Ibs) Bot chord: 2x4 SP #2 N; Chords Tens.Comp. Chords Tens. Comp. Webs: 2x4 SP #3; B - C 641 -1248 F - G 592 - 344 Special Loads C - D 416 -935 G - H 293 -640 D - E 456 - 979 H - 1 310 - 649 ------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) E - F 978 -482 TC: From 55 plf at -1.00 to 55 plf at 21.40 TC: From 28 plf at 21.40 to 28 plf at 25.27 TC: From 55 plf at 25.27 to 55 pif at 41.00 Maximum Bot Chord Forces Per Ply (Ibs) BC: From 20plf at 0.00 to 20plf at 21.40 �w�ilni0o! Chords Tens.Comp. Chords Tens. Comp. BC: From 10 plf at 21.40 to 10 plf at 25.27 ;�1�}� /{ ®%/"/ g _ p 1114 -550 L - K 407 251 BTC: 34 lb C: From lb Conc. Conc. Load at Load t 21.40 23 3pif at 25.27 to 0 5.27 40.00 �� a�� ®. '� ��t��P. O _ N 604 -259 -242 K - I 545 -239 4q� CEN`q" ' ,� Wind ` s 1��, p�� ® Maximum Web Forces Per Ply (Ibs) Wind loads and reactions based on MWFRS. tl ' `t GP a w� Webs Tens.Comp. Webs Tens. Comp. Wind loading based on both gable and hip roof types. • ® *' • D - P 433 0 F - L 291 - 790 X E-N 817-1766 L-G 671 -1111 v r STATE OF 6 �4 N-F 433-1009 +e1° OR I s ��S (_ FL REG# 278, Yoonhwak Kim, FL PE #86367 03/18/2021 **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 properly attached structural sheathing and bottom chord shall have a properly attached riggid ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, as applicable. Apply plates to each face of truss and position as shown above and on the 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$gComponents Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the - ANm COWAW truss in conformance with ANSI _1, or for handling, shipping,, installation and bracingpof trusses. A seal on this drawing or cover pa a 6750 Forum Drive listing this drawing indicates acceptance of professional en ineering responsibilitty� solely -for the design shown. The suitability -and use of lhis drawing for any structure is the responsibility of the Building Designer per ANSI/TP1 1 Sec.2. Suite 305 For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICG iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 46491 COMN Ply: 1 Job Number: N372962 Cust: R 8975 JRef:1X3T89750046 T24 / FROM: RWM Qty: 1 , A5/320 ,175EA ,RH01 / 1756/EASTHAM/EXPRESS DrwNo: 077.21.1003.34476 Truss Label: B1 / YK 03/18/2021 v 4'1 f— 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 " Lumber Top chord: 2x4 SP #1; Bot chord: 2x4 SP #1; Webs: 2x4 SP #3; Wind 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: h/2 to h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. 10, 10, H0510 C 20' 29 10, 10, 10, 10, + 20' Snow Criteria (Pg,Pfin PSF) Defl/CSI Criteria Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# Pf: NA Ce: NA VERT(LL): 0.042 E 999 360 Lu: NA Cs: NA VERT(CL): 0.077 E 999 240 Snow Duration: NA HORZ(LL): 0.019 E - - HORZ(TL): 0.036 E - Building Code: Creep Factor: 2.0 FBC 7th Ed. 2020 Res. Max TC CSI: 0.761 TPI Std: 2014 Max BC CSI: 0.707 Rep Fac: Yes Max Web CSI: 0.171 FT/RT:20(0)/l 0(0) Plate Type(s): VIEW Ver: 20.02.00A.1020.21 WAVP uc ,1; j i 11 l� AA,fPo, q v sn No.86367 a STATE OFF C FL REG# 278, Yoonhwak Kim, FL PE #86367 03/18/2021 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ /R- /Rh /Rw /U /RL B 809 /- /- /465 /378 /159 D 750 /- /- 1405 /341 /- 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 829 -1223 C - D 833 -1223 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - E 1051 - 620 E - D 1051 - 620 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. C - E 449 0 "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handling shipping, installing and bracing. , Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have proper)v attached structural sheathing and bottom chord shall have a properly attachetl rigid ceiling Locations shown for -permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, as applicable. Apply plates to each face of truss and position as shown above and on the 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 Building Components Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the ANMCOWANY truss in conformance with ANSI 1, or for handling, shipping;, installation and bracin of trusses. A seal on this drawin or cover paWe 6750 Forum Drive listing this drawing indicates acceptance of professional en sneering responsibilitty�/ 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.org Orlando FL, 32821 SEQN: 4652 / COMN Ply: 1 Job Number: N372962 Cust: R 8975 JRef:1X3T89750046 T23 / FROM: RWM Qty: 1 7A51320 ,175EA ,RHOl / 1756/EASTHAM/EXPRESS DrwNo: 077.21.1003.33445 Truss Label: B2 / YK 03/18/2021 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 " 9'1"12 9'1"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: h/2 to h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #1; T2 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. =5X8 =5X5 C T2 D 20' 1'6"1 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 Sid: 2014 Rep Fac: Yes FT/RT:20(0)/l 0(0) Plate Type(s): 20' 9' 9'3"8 20' Defl/CSI Criteria PP Deflection in loc L/defl U# VERT(LL): 0.040 G 999 360 VERT(CL): 0.073 G 999 240 HORZ(LL): 0.020 H - - HORZ(TL): 0.036 H Creep Factor: 2.0 Max TC CSI: 0.732 Max BC CSI: 0.842 Max Web CSI: 0.085 VIEW Ver: 20.02.00A.1020.21 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 807 /- /- /470 /377 /157 E 807 /- /- /470 /377 /- 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 963 -1226 D - E 963 -1225 C - D 1007 -1065 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - H 1056 - 716 G - E 1055 - 714 H-G 1060 -715 ,,A WA O,vt;tj�tltiotp��,r 00 4 s No. 86367 o STATE OF 4r ••'•ofi': fl live,R� Alf 0NAL � 1 �tl(Illdllll FL REG# 278, Yoonhwak Kim, FL PE #86367 03/18/2021 **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 satPety 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 bracinp installed per BCSI sections B3, B7 or B10, as applicable. Apply plates to each face, oT truss and position as shown above and on the JoinCDetails, 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 BuildinlgComponents Group Inc. shall not. be responsible for any deviation from this drawing, anyfailure.to build the ANMCOWAW truss in conformance with ANSI 1, or for handling, shipping,, installation and bracin of trusses. A seal on this drawingg or cover pale — - 675o Forum Drive' listing this drawing indicates acceptance of professional an meering responsibility solely -Tor the design shown. The suitability and use of this drawing for any sgructure is the responsibility of the BuildingVesigner 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.orq Orlando FL, 32821 SEQN: 4655 / COMN Ply: 1 Job Number: N372962 Cust: R 8975 JRef:1X3T89750046 T25 / FROM: RWM Qty: 1 7A5/320 ,175EA ,RH01 / 1756/EASTHAM/EXPRESS DrwNo: 077.21.1003.33398 Truss Label: B3G / YK 03/18/2021 7' 13' 7' 6' 5X8 = 5X5 C T2 D 20' 7' 12 5 M t` B E � 4 F H G =4X6(A2) = 6X6 = 4X4 = 4X6(A2) 20' 1 TT'12 66"12 TY8 1 7'1"12 12'8"8 20' 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; T2 2x4 SP 2400f-2.OE; Bot chord: 2x4 SP #1; 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 7.00 TC: From 28 plf at 7.00 to 28 plf at 13.00 TC: From 55 plf at 13.00 to 55 plf at 21.00 BC: From 20 plf at 0.00 to 20 plf at 7.03 BC: From 10 pif at 7.03 to 10 plf at 12.97 BC: From 20 plf at 12.97 to 20 pif at 20.00 TC: 62 lb Conc. Load at 7.03,12.97 TC: 169 lb Conc. Load at 7.06, 9.06,10.94,12.94 BC: 470 lb Conc. Load at 7.03,12.97 BC: 126 lb Conc. Load at 9.06,10.94 Wind Wind loads and reactions based on MWFRS. 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: Varies by Ld Case FT/RT:20(0)/10(0) Plate Type(s): Defl/CSI Criteria PP Deflection in lac Udefl U# VERT(LL): 0.140 H 999 360 VERT(CL): 0.258 H 917 240 HORZ(LL): 0.049 G - - HORZ(TL): 0.090 G Creep Factor: 2.0 Max TC CSI: 0.671 Max BC CSI: 0.797 Max Web CSI: 0.286 Ver: 20.02.00A.1020.21 �®1111111111IF10PIp a�%� A` A wA � �r✓i 0 No. 86367 Or • pAm �f o w �. • • w p �® STATE OF o off, �q • A �^'p �V ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 1691 /- /- /- /827 /- E 1691 /- /- /- /827 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 2.0 E Brg Width = 8.0 Min Req = 2.0 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 1742 - 3578 D - E 1741 - 3572 C - D 1564 - 3303 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - H 3241 -1558 G - E 3236 -1558 H - G 3275 -1562 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. C - H 735 -119 G - D 686 - 61 IV ®�.�'®•«4ORI\)`ems Sc, b FL REG4 278, Yoonhwak Kim, FL PE #86367 03/18/2021 **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 proper)%Y attached structural sheathing and bottom chord shall have a properly attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, as applicabge. Apply plates to each face of -truss and position as shown above and on the Join Details, unless noted otherwise. Refer to A LPI N E 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-CC..NV truss in conformance with ANSI 1, or for handling, shipping,, installation and bracing of trusses. A sea! on this drawin or cover pa a 675o Forum Drive listing this drawing indicates acceptance of professional encLneenng responsibility solely -for the design shown. The suitability and use of this drawing for any sgructure 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: 50131 / COMN Ply: 1 Job Number: N372962 Cust: R 8975 JRef:1X3T89750046 T9 / FROM: RWM Qty: 1 7A5/320 ,175EA ,RHOl / 1756/EASTHAM/EXPRESS DrwNo: 077.21.1003.23695 Truss Label: C2 / YK 03/18/2021 T m (Q i 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 " 6'8" 6-8" =4X6 C 13'4" 6'8" 12 5 N (O (h B D F 2X4(A1) 1112X4 =— 2X4(A1) 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: h/2 to h 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; 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. 13'4" 6'8" 6'8" 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/RT20(0)/10(0) Plate Type(s): 6'8" 13'4" Defl/CSI Criteria PP Deflection in loc L/defl U# VERT(LL): 0.017 F 999 360 VERT(CL): 0.032 F 999 240 HORZ(LL): 0.007 F - - HORZ(TL): 0.013 F Creep Factor: 2.0 Max TC CSI: 0.498 Max BC CSI: 0.465 Max Web CSI: 0.111 Ver: 20.02.00A.1020.20 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ /R- /Rh /Rw /U /RL B 556 /- /- /332 /261 /124 D 556 /- A /332 /261 /- 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 690 - 775 C - D 690 - 775 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - F 664 - 473 F - D 664 - 473 a s a N0.86367 so a . w 40 A q STATE OF .i1joiNAL Id11111�bk FL REG# 278, Yoonhwak Kim, FL PE #86367 03/18/2021 "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 nor 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 attache. rigid ceiling Locations shown for permanent lateral restraint o webs shall have bracin installed per BCSI sections B3, B7 or B10 as applicable. Apply places 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 BuildinggComponents Group Inc. shall not.be responsible for any deviation from this drawing, any failure to build the RNMCO.PA truss in conformance with ANSI 1, or for handling, shipping,, installation and bracing of trusses. A seal -on this drawing or cover pa 4a 6750 Forum Drive listing this drawing indicates acceptance of professional enpineenng 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 ineilw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 4660 / COMN Ply: 1 Job Number: N372962 Cust: R 8975 JRef:1X3T89750046 T1 / FROM: RWM Qty: 1 , A5/320 ,175EA ,RH01 / 1756/EASTHAM/EXPRESS DrwNo: 077.21.1003.34679 Truss Label: C1 / YK 03/18/2021 6'8" 6'8" 4X6 C 13'4" 6,8,E 12 5 N Co (M B D a 8'8" E 2X4(A1) 1112X4 = 2X4(A1) 13'4" 1' 1� 6'8" 6'8" 6'8" 13'4" 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 Udefl U# TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.017 E 999 360 BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.031 E 999 240 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.007 E - - Des Ld: 37.00 EXP: C Kzt: NA HORZ(TL): 0.014 E Building Code: NCBCLL: 10.00 Mean Height: 15.00 ft TCDL: 4.2 psf Creep Factor: 2.0 Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.510 Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Sid: 2014 Max BC CSI: 0.470 Spacing: 24.0 " C&C Dist a: 3.00 ft Rep Fac: No Max Web CSI: 0.111 Lac. from endwall: not in 9.00 ft FT/RT:20(0)/10(0) GCpi: 0.18 Plate Type(s): VIEW Ver: 20.02.00A.1020.21 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 559 /- /- /332 /263 /112 D 498 A A /271 /225 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 703 -785 C - D 705 -784 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - E 673 - 535 E - D 673 - 535 �m�tv9�r/rerre� CENS No. 86367 a -A a STATE OF 4 �� 0 0� 0R10 FL REG# 278, Yoonhwak Kim, FL PE #86367 03/18/2021 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS quire extreme care in fabricating, handlin shipping, installing.and bracing. , Refer to and follow the latest edition of BCSI (Building _ t Safety Information, by TPI and'SBCA) fo'r safety practices pnor to performing these functions. Installers shall provide temporary. r BCSI. Unless noted otherwise, top chord shall have proper)v attached structural sheathing and bottom chord shall have -a properly aid ceiling Locations shown for ermanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or B10, T e. Apply plates to.each face. of truss and position as shown above and on the Joint Details, unless. noted otherwise. Refer to iuH-Z Tor stanoara plate positions. Keter to )oos uenerai Notes page Tor aaaitionai mtormation. rision of ITW BuildingqComponents Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the formance.with ANSIrfPI 1, or for handling, shipping,, installation and bracin of trusses. A seal on this drawin or cover page rawinq indicates acceptance of professional engineering responsibilityy solely -for the design shown. The suitabilipy and use of this any s ructure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2. rrmation see these web sites: Alpine: alpineilw.com; TPI: tpinst.org; SBCA: sbcindustry.com; ]CC: iccsafe.org• AWC: awc.or ALPINE AN RW COMPANY 6750 Forum Drive Suite 305 Orlando FL, 32821 C SEQN: 50150 / FROM: RWM COMN Ply: Qty: 1 1 Job Number: N372962 7A5/320 ,175EA ,RH01 / 1756/EASTHAM/EXPRESS Truss Label: C3G Cust: R 8975 JRef:1X3T89750046 T12 / DnwNo: 077.21.1003.23710 / YK 03/18/2021 7'2"5 1�'0"b 4'0 11 9''03"11 '41"5 f 40"2 N 2 2 413015 12 3.45 p =4X4 =4X6 D E T12 \\\4CX6 ///4XF 5� T B G li yi A H 18'8" J I 4X4(A2) =4X4 =3X8 =4X4(A2) 13'4" 1, 4'4"7 4'6" 4'5"9 1, 4'4"7 8'10"7 1N.. 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: 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 4.08 TC: From 27 plf at 4.08 to 27 plf at 9.25 TC: From 55 plf at 9.25 to 55 plf at 14.33 BC: From 20 plf at 0.00 to 20 plf at 4.08 BC: From 10 plf at 4.08 to 10 plf at 9.25 BC: From 20 plf at 9.25 to 20 pif at 13.33 TC: 73 lb Conc. Load at 4.08, 9.25 TC: 143 lb Conc. Load at 6.14, 7.19 BC: 32 lb Conc. Load at 4.08, 9.25 BC: 64 lb Conc. Load at 6.14, 7.19 Wind Wind loads and reactions based on MWFRS. 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: Varies by Ld Case FT/RT:20(0)/10(0) Plate Type(s): Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): 0.041 D 999 360 VERT(CL): 0.075 D 999 240 HORZ(LL): 0.0151 - - HORZ(TL): 0.027 1 - Creep Factor: 2.0 Max TC CSI: 0.213 Max BC CSI: 0.533 Max Web CSI: 0.086 VIEW Ver: 20.02.00A.1020.20 ��tjjjq If �� Wgk,+60,0�i �10ENs`$ o AAp a No.86367 � ®� STATE 4F ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ /R- /Rh /Rw /U /RL B 771 /- 1- /- /370 /- G 771 /- /- /- /370 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 G Brg Width = 8.0 Min Req = 1.5 Bearings B & G are a rigid surface. Bearings B & G require a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - C 631 -1409 E - F 572 -1324 C - D 575 -1327 F - G 632 -1408 D-E 521 -1129 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - J 1260 - 550 I - G 1259 - 552 J-1 1121 -521 r,Na6fff�d►►►6+4 FL REG# 278, Yoonhwak Kim, FL PE 486367 03/18/2021 **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 attachetl rigid ceiling Locations shown for permanent lateral restraint of webs shall have.bracin installed per BCSI sections B3, B7 or B10, 11 as applicab-le. Apply plates to each face oT truss and position as shown above and on the Join Details, unless noted otherwise. Refer to ALPINE 10996 drawings 16OA-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Buildip/$ Components Group Inc. shall hot. be responsible for any deviation from this drawing, any failure to build the AN M COMPANY truss in conformance with ANS-14PI- 1, or for handling, shipping,. installation and bracingof trusses. A seal on this drawing or cover page 6750 Forum Drive listing this drawing indicates acceptance of professional enppsneering responsibility solelyor the design shown. The suitability and use of this Suite 305 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 ineilw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 4570 / EJAC Ply: 1 Job Number: N372962 Cust: R 8975 JRef: 1X3T8975OO46 T31 / FROM: RWM Qty: 16 , A5/320 ,175EA ,RH01 / 1756/EASTHAM/EXPRESS DrwNo: 077.21.1003.33023 Truss Label: EJ7 / YK 03/18/2021 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 " 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: h/2 to h C&C Dist a: 3.00 ft Loc. from endwall: not in 4.50 ft 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 "4.0", 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 Sid: 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): 0.017 D HORZ(TL): 0.031 D Creep Factor: 2.0 Max TC CSI: 0.919 Max BC CSI: 0.518 Max Web CSI: 0.000 VIEW Ver: 20.02.00A.1020.21 C ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ /R- /Rh !Rw /U /RL B 329 /- /- /234 /125 /173 D 126 /- /- /73 /- /- C 169 /- /- /104 /154 /- 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# III H//t/ TWA Na, 86367 a ;iATE OF�� ®ohs FL REG# 278, Yoonhwak Kim, FL PE #86367 03/18/2021 —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, iless noted otherwise. Defer to of ITW Buildin$gComponents Group Inc. shall not,be responsible for any deviation from this drawing, any failure to build the rice with ANSI 1, or for handling, shipping, . installation an(d(��bracin of trusses. A seal on this drawin or cover pa4e �uctd eels the responsibility of the Building- nesignerrperr ANSIRPls1 ISee .2r the design shown. The suitability and use Nis ALPINE AWC: ANMCOMPANY 6750 Forum Drive Suite 305 Orlando FL, 32821 SEQN: 4590 / EJAC Ply: 1 Job Number: N372962 Cust: R 8975 JRef:1X3T89750046 T42 ! FROM: RWM Qly: 2 7A5/320 ,175EA ,RH01 / 1756/EASTHAM/EXPRESS DrwNo: 077.21.1003.36070 Truss Label: EJ7A / YK 03/18/2021 C 11'7"9 12 5 M ih B T A 8'8" D 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 " 7 I 7' 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: h/2 to h C&C Dist a: 3.00 ft Loc. from endwall: not in 4.50 ft 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. 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): 0.017 D HORZ(TL): 0.031 D Creep Factor: 2.0 Max TC CSI: 0.919 Max BC CSI: 0.518 Max Web CSI: 0.000 Ver: 20.02.00A.1020.21 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 329 /- /- /234 /125 /173 D 126 /- /- /73 /- /- C 169 /- /- /104 /154 A Wind reactions based on MWFRS B Brg Width = 7.3 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# ,,,I�Ii119111Flr��r� No. 86367 a r • w STATE OF e k-Ir ' ©��' 1OR1a� % C. �slON�A, , FL REG# 278, Yoonhwak Kim, FL PE #86367 03/18/2021 "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 permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or 1310, as applicable. Apply Oates to each face of truss and position as shown above and on the Joint Details, unless noted otherwise. Refer to ALPINE drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW BuildincLComponents Group Inc. shall not be responsible for any deviation from this drawing, any. failure to build the ANn COWAW truss in conformance with ANSI 4PI 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 enVeenng responsibility solely -For the design shown. The suitability and use of this Suite Fos drawing for any s9r'ucture is the responsibility of the Building Designer per ANSIfTPI 1 Sec.2. For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbc!ndust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 45921 JACK Ply: 1 Job Number: N372962 Cust: R 8975 JRef1X3T89750046 T27 ! FROM: RWM Qty: 3 ,7A5/320 ,175EA ,RH01 / 1756/EASTHAM/EXPRESS DrwNo: 077.21.1003.33632 Truss Label: EJ2 / YK 03/18/2021 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 " V 12 5 F �— 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 psf MWFRS Parallel Dist: h to 2h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Lumber 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. 2X4(A1) 2' 2' 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): L 9r6rr9 N 00 _ r- r- - 8r8n Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): NA VERT(CL): NA HORZ(LL): 0.000 D HORZ(TL): 0.000 D Creep Factor: 2.0 Max TC CSI: 0.131 Max BC CSI: 0.026 Max Web CSI: 0.000 Ver: 20.02.00A.1020.21 ♦ Maximum Reactions (lbs) Gravity Non -Gravity Loc R+ /R- /Rh /Rw /U /RL B 155 /- /- /130 /65 ME D 31 /- /- /17 /- /- C 34 /- /- /16 /23 /- 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# Oil, CEN,9,',s,*1 ot No $6367 a r � � w STATE 4F 4Q- 46,14NAL <� 9111100k I" FL REG# 278, Yoonhwak Kim, FL PE #86367 03/18/2021 ""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-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 B10, as applicable. Apply plates to each face. o truss and position as shown above and on the Join Details, unless noted otherwise. f�efer to ALPINE drawings 160A-Z for standard plate positrons. Refer to job's General Notes page for additional information. Alpine, a division of ITW Bu ildingg Components Group Inc. shall not, be responsible for any deviation from this drawing, any. failure to build the MMCOWAW truss in conformance with ANSI 1,- or for handling, shipping,.. installation and bracin of -trusses: A seal on this drawin or cover paga 675o Forum Drive listing this drawingg indicates acceptance of professional en sneering responsibilityt�r solely or the design shown. The suitability and use of this — Suite Fos drawing for any sfr'ucture is the responsibility of the Building -Designer per ANSI/TP1 1 Sec .2. For more information see these web sites: Alpine: alpineitw.com; TPI: tpinst.org; SBCA: sbcindustry.Com; ICC: iccsafe.org; AWC: awc.org Orlando FL, 32821 SEON: 4569 / JACK Ply: 1 Job Number: N372962 Cust: R 8975 JRef:1X3T89750046 T28 FROM: RWM Qty: 6 7A5/320 ,175EA ,RH01 / 1756/EASTHAM/EXPRESS DrwNo: 077.21.1003.33836 Truss Label: CJ5 KD / YK 03/18/2021 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 12 109 4 5 N 00 N 9) B N A 8'8" D 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: 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. 411 "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): 0.006 D HORZ(TL): 0.010 D Creep Factor: 2.0 Max TC CSI: 0.495 Max BC CSI: 0.246 Max Web CSI: 0.000 VIEW Ver: 20.02.00A.1020.21 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 254 /- /- /188 /100 /127 D 88 /- /- /49 A /- C 116 A /- /70 /106 /- 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# ,ortv�a �t�A�/►o►��ir No s a Na, $5367 all r s w pP STATE OF ° <v�� FL REG# 278, Yoonhwak Kim, FL PE #86367 03/18/2021 "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 �roperlr attacbad structural sheathing and bottom chord shall have a properly ____ attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, _._ as applicable. Apply plates to each face 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 Building Components Group Inc. shall not be responsible for any deviation from this drawing, any. failure to build the ANR CCMPAW truss in conformance with ANSI/TPI 1, or for handling, shipping,, installation and bracin of trusses. A seal on this drawing or cover pate 675o Forum Drive listing this drawin indicates acceptance of professional engineering responsibility solely -for the design shown. The suitability and use of is Suite For drawing for any structure is the responsibility of the Building -Designer perANSI/TPI 1 Sec.2.305 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: 4584 / JACK Ply: 1 Job Number: N372962 Cust: R 8975 JRef:1X3T89750046 T35 / FROM: RWM Qty: 2 , A5/320 ,175EA ,RH01 / 1756/EASTHAM/EXPRESS DrwNo: 077.21.1003.36163 Truss Label: CJ5A / YK 03/18/2021 IN 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 " [a] 1, T 4'11"4 I 4' 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: 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"4.0", 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)/l 0(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): 0.010 D Creep Factor: 2.0 Max TC CSI: 0.495 Max BC CSI: 0.246 Max Web CSI: 0.000 VIEW Ver: 20.02.00A.1020.21 10'9"4 N SO N � N 8'8" ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 254 A A /188 /100 /127 D 88 /- /- /49 /- /- C 116 A /- 170 /106 A Wind reactions based on MWFRS B Brg Width = 7.3 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# fossil Xrt S/TATE` OF +�R°�4a�� s 1 ONAL 01/4441/11 ire FL REG# 278, Yoonhwak Kim, FL PE #86367 03/18/2021 **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 properly attached structural sheathing and bottom chord shall have a properly attached r! id ceilm Locations shown for of lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or B10, as applicab a. Applgy Oates to each face. o truss and position as shown above and on the Joint Details, unless noted otherwise. Refer to drawings 160A-Z for standard plate positrons. 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 forhandling; shipping,. installapon,and bracin of trusses; A seal on this drawing or cover pa e listing this drawing indicates acceptance of professional engineering responsibili�y solely or the design shown. The suitability and use of This drawing for any structure is the responsibility of the Building -Designer per ANSIfTPI 1 Sec.2. ALPINE ANMCOMPANY 6750 Forum Drive Suite 305 Orlando FL, 32821 SEQN: 50143 / JACK Ply: 1 Job Number: N372962 Cust: R 8975 JRef:1X3T89750046 T26 / FROM: RWM Qty: 2 7A5/320 ,175EA ,RH01 / 1756/EASTHAM/EXPRESS DrwNo: 077.21.1003.23773 Truss Label: CJA / YK 03/18/2021 C 12 1110'6" 5 20 N CO B N T A 8'8° D 2X4(A1) 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 Des Ld:: 37.00 Mean Height: 15.00 ft 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: 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. 4'3"9 4'3"9 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): 0.006 D Creep Factor: 2.0 Max TC CSI: 0.368 Max BC CSI: 0.185 Max Web CSI: 0.000 Ver: 20.02.00A.1020.20 ♦Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ /R- /Rh /Rw /U /RL B 231 /- A /173 /93 /113 D 76 /- A /42 /- /- C 99 /- /- /60 /91 /- 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# IMIIIry►rl/h HWA A, e °• STATE OFF,• v �°'� ONA� �:,I, ie(�ilfe�lnb� FL REG# 278, Yoonhwak Kim, FL PE 486367 03/18/2021 **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.�roperlY attached structural sheathing and bottom chord shall have a properly attached ri,V ceilin Locations shown for Permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, as -applicable. Apply plates to each face o 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 Building Components Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the ANMCOMVANV truss in conformance with ANSI/) PI 1, -or for handling, shipping,, installation and bracin4of trusses. A seal on this drawin or cover page 675o Forum Drive listing this drawing indicates acceptance of professional en meering 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 ineilw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc._o_rg Orlando FL, 32821 SEQN: 50133 / JACK Ply: 1 Job Number: N372962 Cust: R 8975 JRef:1X3T89750046 T36 /I FROM: RWM Qty: 4 ,7A5/320 ,175EA ,RH01 / 1756/EASTHAM/EXPRESS DrwNo: 077.21.1003.23976 Truss Label: CJ4 / YK 03/18/2021 C 12 10'4"2 4.87 � 0 o B N A 8'8" D 2X4(A1) �— 1'0"6 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: 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. 4'0"4 4'0"4 :)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: Yes FT/RT:20(0)/10(0) Plate Type(s): Defl/CSI Criteria PP Deflection in loc L/defl U# VERT(LL): NA VERT(CL): NA HORZ(LL): 0.003 D HORZ(TL): 0.005 D Creep Factor: 2.0 Max TC CSI: 0.312 Max BC CSI: 0.158 Max Web CSI: 0.000 Ver: 20.02.00A.1020.20 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 223 /- A /167 /92 /104 D 70 /- /- /38 /- /- C 91 /- /- /52 /84 /- 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# ��r�a��rrr►0r�f,r 41N **fee 1'�• ♦ 1 S/ a No, 86367 m 8 .pi -p a STATE OF 0 •► ORI •°se° rrsoIAI FL REG# 278, Yoonhwak Kim, FL PE #86367 03/18/2021 "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 �roper)Y attached structural sheathing and bottom chord shall have a properly at -ch. rigid ceiling Locations shown for permanent lateral. restraint of webs shall have bracing installed per BCSI sections B3, B7 or B10, as applicable. AppTy plates to each face of truss and position as shown above and on the Joint Details, unless noted otherwise. Refer to ALPINE drawings 160A-Z for standard plate positions. 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 A„ t.,COWAN,. truss in conformance with ANSIITPI 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 enpsneering responsibilittyv solely for the design shown. The suitability and use of This Suite Fos drawing for any sgr'ucture 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 insl.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 45681 JACK Ply: 1 Job Number: N372962 Cust: R 8975 JRef:1X3T89750046 T29 / FROM: RWM pry: 6 , A5/320 ,175EA ,RH01 / 1756/EASTHAM/EXPRESS DrwNo: 077.21.1003.34320 Truss Label: CJ3 / YK 03/18/2021 12 C T8 9' 11 "4 N 00 B Cfl = A $r$n D 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: 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 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): 0.001 D HORZ(TL): 0.001 D Creep Factor: 2.0 Max TC CSI: 0.207 Max BC CSI: 0.103 Max Web CSI: 0.000 VIEW Ver: 20.02.00A.1020.21 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 184 /- /- /146 /78 /82 D 50 /- /- /27 /- /- C 62 /- /- /35 /58 /- 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# ,0jil@tllltlOv HWAop � �'r% N0, 56367 b •�+ ate.. ® STATE OFOR r w FL REG# 278, Yoonhwak Kim, FL PE 486367 03/18/2021 "`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 ter BCSI sections B3, 67 or B10, iless noted otherwise- Refer to of deviation from this drawing, any failure to build the of trusses. A -seal on this drawing or cover page ar the design shown. The suitability and use of this ALPINE any see these web TPI: ANMCOMPANY 6750 Forum Drive Suite 305 Orlando FL, 32821 SEQN: 45821 JACK Ply: 1 Job Number: N372962 Cust: R 8975 JRef:1X3T89750046 T37 / FROM: RWM Qty: 2 7A5/320 ,175EA ,RH01 / 1756/EASTHAM/EXPRESS DrwNo: 077.21.1003.36352 Truss Label: CJ3A / YK 03/18/2021 V 12 2X4(A1) 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: 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. 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): WAVE C 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: 0.207 Max BC CSI: 0.103 Max Web CSI: 0.000 Ve r: 20.02.00A.1020.21 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 184 A /- /146 f78 /82 D 50 /- A /27 /- /- C 62 /- /- /35 /58 /- Wind reactions based on MWFRS B Brg Width = 7.3 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# o�qwI►I� �g r`rv►v A N0. 85367 a STATE of e1V A� �- FL REG# 278, Yoonhwak Kim, FL PE #86367 03/18/2021 `"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-Lanc SBCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per SCSI. Unless noted -otherwise, lop 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. Apply plates to each face. otruss 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$c�Components Group Inc. shall not. be res onsible for any deviation from this drawing, any failure to build the -- AN-CO.F.W truss in conformance with ANSI/TPI 1, or for handling, shipping,. installapion and bracin of trusses. A seal on this drawing or cover paga 6750 Forum Drive listing this drawin indicates acceptance of professional en sneering responsibility solely or the design shown. The suitability and use of this drawing for any structure is the responsibility of the Buildinguesigner per ANSI/TPl 1 Sec.2. Suite 305 For more information see these web sites: Alpine: alpineitw.com; TPI: tpinst.orq; SBCA: sbcindustrv.com: ICC: !ccsafe.ora: AWC: awc.oro Orlando FL, 32821 SEQN: 4567 / JACK Ply: 1 Job Number: N372962 Cust: R 8975 JRef:1X3T89750046 T30 ! FROM: RWM Qty: 6 7A51320 ,175EA ,RH01 / 1756/EASTHAM/EXPRESS DrwNo: 077.21.1003.35460 Truss Label: CA / YK 03/18/2021 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 " 12 5 C T 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 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. "IMPORTANT** Trusses require extreme care Component Safety Informatior bracing per BCSI. Unless note attached ri id ceiling Location as applicable. Apply Oates tc drawings 160A-Z for standard Alpine, a division of ITW Build 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): N T 00 ao - Defl/CSI Criteria PP Deflection in loc Udefl L/# VERT(LL): NA VERT(CL): NA HORZ(LL): 0.000 D HORZ(TL): 0.000 D Creep Factor: 2.0 Max TC CSI: 0.177 Max BC CSI: 0.022 Max Web CSI: 0.000 VIEW Ver: 20.02.00A.1020.21 11111fpfo)illrr i WAS �+' o•` a 4 e / a C EN,s�,sas e N0.86367 A s ® d w q STATE OF 911114 ; ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 142 /- /- /133 /85 /3E D 10 /-2 /- /14 /10 /- C - /-15 /- /29 /29 /- 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# OR19 q' C ONAL FL REG# 278, Yoonhwak Kim, FL PE #86367 03/18/2021 RNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS in hComponents Group Inc. $hall not be responsible for any deviation from this drawing, any failure to build the >IlTPI 1, or for handling, shipping,. installation and bracin44 of trusses. A seal on this drawin or cover pale acceptance of professional enpmeering responsibility solely for the design shown. The suitabilif9y and use of this responsibility of the Buildingo esigner per ANSIITPI 1 Sec.2. AL NE —" AN CONWANV 6750 Forum Drive Suite 305 Orlando FL, 32821 any TPI: SEQN: 4580 / JACK Ply: 1 Job Number: N372962 Cust: R 8975 JRef:1X3T89750046 T39 / FROM: RWM Qty: 2 7A5/320 ,175EA ,RH01 / 1756/EASTHAM/EXPRESS DrwNo: 077.21.1003.35163 Truss Label: CAA / YK 03/1812021 12 5 C 4"1 T 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 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. 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)/l 0(0) Plate Type(s): Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): NA VERT(CL): NA HORZ(LL): 0.000 D HORZ(TL): 0.000 D Creep Factor: 2.0 Max TIC CSI: 0.177 Max BC CSI: 0.022 Max Web CSI: 0.000 Ver: 20.02.00A.1020.21 �Qt'i111f1111pf�� No.86367 a 4 � O A STATE OF ®cc, 9'1'A M. ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 142 /- /- /133 /85 /38 D 10 /-2 /- /14 /10 /- C - /-15 /- /29 /29 /- Wind reactions based on MWFRS B Brg Width = 7.3 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# °'��C`+• �QR�OLw �r*a � ss`p�fs0ONAL. i 1�, FL REG# 278, Yoonhwak Kim, FL PE #86367 03/18/2021 **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 riqid ceiling Locations shown for. permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, 67 or B10 as applicab-le. Apply to face truss "position plates each of and as shown above and on the Join Details, unless noted otherwise. FEefer to drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. ALPINE Alpine,.a division of ITW BuildinlgComponents Group Inc. shall not. be resp. onsible for any deviation from this drawing, any -failure to -build the truss in conformance with ANSI/TPI 1, or for handling, shipping,. installation and bracing4of trusses. A seal on this drawingor AN M COMPANY cover pa a listing this drawingg indicates -acceptance of professional enppmeering responsibilitty� solely for the design shown. The suitabilifand use of this drawing for any sfructure is the responsibility of the Building -Designer ANSIIrPI 1 Sec.2. 675o Forum Drive Suite 305 per 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: 4688 / HIP_ Ply: 1 Job Number: N372962 Cust: R 8975 JRef:1X3T89750046 T38 / FROM: RWM Qty. 3 7A5/320 ,175EA ,RHOl / 1756/EASTHAM/EXPRESS DrwNo: 077.21.1003.35601 Truss Label: HJ7 I / YK 03/16/2021 33"1 3 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 GCph 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP 2400f-2.OE; Webs: 2x4 SP #3; Special Loads ------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC: From 2 plf at 0.00 to 2 plf at 11.25 BC: From 2 plf at 1.35 to 2 plf at 11.25 TC: -2 lb Conc. Load at 2.78 TC: 124 lb Conc. Load at 5.61 TC: 232 lb Conc. Load at 8.44 BC: 20 lb Conc. Load at 2.78 BC: 99 lb Conc. Load at 5.61 BC: 175 lb Conc. Load at 8.44 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. 5'1 "9 611 "9 9'3"1 9'3"1 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): 9'10"13 4'9"4 Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): 0.042 F 999 360 VERT(CL): 0.087 F 999 240 HORZ(LL): 0.013 F - - HORZ(TL): 0.029 F Creep Factor: 2.0 Max TC CSI: 0.567 Max BC CSI: 0.639 Max Web CSI: 0.304 VIEW Ver: 20.02.00A.1020.21 '9 910' 13 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL ,geafifQtllflid/rI •• No, 86367 p, o a STATE OF • Cy t B 296 /- /- /- /177 /- E 344 /- /0 /- /132 /0 D 62 /- /- /- /59 /- Wind reactions based on MWFRS B Brg Width = 11.3 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 466 - 612 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. B - F 608 -436 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. C - F 461 - 642 o� S WR IV,, FL b FL REG# 278, Yoonhwak Kim, FL PE #86367 03/18/2021 "'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 properly attached structural sheathing and bottom chord 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 B10, as applicable. Apply plates to each -face of truss and position as shown above and on the Joint Details, unless noted otherwise. Defer to A LPI N E drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITIN Buildin Components Group Inc. shall not. be responsible for any -deviation from this drawing, any, failure to build the - A4n 10 4a truss in conformance -with ANSI/ PI 1, or for handling, shipping,, installation and bracin4 of trusses. A seal on this drawing or cover pa a 675o Forum Drive listing this drawingg 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 perANSI/fPI 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 ; Am: awc.org Odando FL, 32821 SEQN: 4586 / HIP_ Ply: 1 Job Number: N372962 Cust: R 8975 JRef:1X3T89750046 T45 FROM: RWM Qty: 1 7A5/320 ,175EA ,RHOl / 1756/EASTHAM/EXPRESS DrwNo: 077.21.1003.32726 Truss Label: HJ7A / YK 03/18/2021 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: 2x4 SP 2400f-2.OE; Webs: 2x4 SP #3; Special Loads ------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC: From 2 plf at 0.00 to 2 pif at 11.25 BC: From 2 plf at 1.35 to 2 plf at 11.25 TC: -2 lb Conc. Load at 2.78 TC: 124 lb Conc. Load at 5.61 TC: 232 lb Conc. Load at 8.44 BC: 20 lb Conc. Load at 2.78 BC: 99 lb Conc. Load at 5.61 BC: 175 lb Conc. Load at 8.44 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. 61 "8 5'1 "8 9'Y 9'3" 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 Sid: 2014 Rep Fac: Varies by Ld Case FT/RT:20(0)/10(0) Plate Type(s): 9'10"12 4'9"4 Defl/CSI Criteria PP Deflection in loc Udefi U# VERT(LL): 0.042 F 999 360 VERT(CL): 0.086 F 999 240 HORZ(LL): 0.013 F - - HORZ(TL): 0.029 F Creep Factor: 2.0 Max TC CSI: 0.566 Max BC CSI: 0.639 Max Web CSI: 0.303 VIEW Ver: 20.02.00A.1020.21 HwA�. L�CENS°° . ��'�o A Ala, 86367 n a,�d •�a O � � f +° STATE 4F °4,� 0 9'10' 12 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 296 A A /- /177 /- E 344 /- /0 /- /132 /0 D 62 /- A A /59 /- Wind reactions based on MWFRS B Brg Width = 10.3 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 466 -612 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. B - F 608 - 436 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. C - F 461 - 642 FL REG# 278, Yoonllwak Kim, FL PE #86367 03/18/2021 "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) 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 . attacheU ri4id.ceiling Locations shown for permanentlateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, as -applicable. -Apply plates to each face of truss and position as shown above and on the 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 Building Components Group Inc. shall not, be responsible for any deviation from this drawing, any, failure to build the ANMCOWANY truss in conformance with ANSI Q PI 1, or for handling, shipping,. installation and bracin44 of trusses. A seal on this drawn or cover pa a 6750 Forum Drive listing this drawing indicates acceptance of professional engineering responsibilitty�r solely -for the design shown. The suitability and use of Phis 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 inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEON: 50146 / HIP_ Ply: 1 Job Number: N372962 Cust: R 8975 JRef:1X3T89750046 T32 / FROM: RWM City: 2 7A5/320 ,175EA ,RH01 / 1756/EASTHAM/EXPRESS DrwNo: 077.21.1003.23632 Truss Label: HJ6 / WHK 03/18/2021 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 " C 10'11"15 12 4.56 r` N CV O co B A 8-8" D 2X4(A1) 1'1"3 2" 6 d"1 - 6'0"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 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; Loading Hipjack supports 4-2-15 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 (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: 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): 0.007 D HORZ(TL): 0.014 D Creep Factor: 2.0 Max TC CSI: 0.438 Max BC CSI: 0.264 Max Web CSI: 0.000 Ver: 20.02.00A.1020.20 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 128 /- !- A /62 /- D 64 /- A /14 /- /- C 143 A /- /- 1107 /- Wind reactions based on MWFRS B Brg Width = 8.6 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Members not listed have forces less than 375# *a°ryry�Q�HWAA-0 12 0EN,9 • a No, 86367 � � • .moo -;q e STATE 4Eft FL REG# 278, Yoonhwak Kim, FL PE #86367 03/18/2021 "'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_TP_I.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 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 ovtruss 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. �LPP�I 1 VN Alpine, a division of ITW Buildin Components Group Inc. shall not;be responsible for any deviation from this drawing, any failure to build the — - .r+"wcornvnur truss in conformance with ANSI/ PI 1, or for handling, shipping,. installation and bracin of trusses. A seal on this drawing or cover page 675o Forum Drive listing this drawing indicates acceptance of professional engineering responsibilitty�r solely -for the design shown. The suitability and use of This drawing for any structure 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: 501471 HIP_ Ply: 1 Job Number: N372962 Cust: R 8975 JRef:1X3T89750046 T11 / FROM: RWM Qty: 2 7A5/320 ,175EA ,RH01 / 1756/EASTHAM/EXPRESS DrwNo: 077.21.1003.23914 Truss Label: HJ4 / WHK 03/18/2021 Loading Criteria (psi) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 0.00 Soffit: 0.00 Load Duration: 1.25 Spacina: 24.0 " C Z 10'4"13 4.56 to o - • cV � B CV A$r811 D �.1 2X4(A1) �-- 1' 1 "3 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: NA GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Loading Hipjack supports 3-1-12 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 (2) 0.131"x3.0", min. toe -nails at top chord. Provide (2) 0.131 "x3.0", min. toe -nails at bottom chord. 4'5"6 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 Sid: 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): 0,002 D HORZ(TL): 0.003 D Creep Factor: 2.0 Max TC CSI: 0.148 Max BC CSI: 0.088 Max Web CSI: 0.000 Ver: 20.02.00A.1020.20 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 95 /- /- /- /50 A D 32 P P /9 /- P C 73 P P P /55 P Wind reactions based on MWFRS B Brg Width = 8.6 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Members not listed have forces less than 375# 01t11III rIpfffo '11-a o EN`SIrl pp��a. No.86367 ° STATE OF ®r�, aA FL REG# 278, Yoonhwak Kim, FL PE #86367 03/18/2021 "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) fo'r saty 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 attache. r! rd ceiling Locations shown for ermanent lateral restraint of webs shall have brac!np 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. Alping, a division -of ITW BuildinQQComponents Group Inc. shall not, be responsible for any deviation from this drawing, any failure to build the M+ COWANu truss in conformance with ANSI/TPI 1, or for handling, shipping,, installation and bracin of trusses. A seal on this drawing or cover pa a 6750 Forum Drive 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. 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 i r TYPICAL OFF PANEL SPLICE 1/2" t--, 4— TRULOX INFORMATION DETAIL ' DO NOT APPLY NAILS WITHIN 1/2" OF LUMBER TYPICAL PANEL POINT WITHOUT SPLICE EDGES OR 1" OF LUMBER ENDS ON EACH FACE, lit" AS SHOWN BY DASHED LINES. 1/2"1/2" 1/ —+- NAILS MUST NOT SPLIT LUMBER. n / % n I / " / X i/2„ 1/2" 1/2" n I / n J 1/2" 1/2" 1 1 1 1" TYPICAL FILLER — — — /2" 1" 1/2' 1/2' n 1/2,. TYPICAL HEEL PLATE AS SPECIFIED ON SEALED DESIGN / \ n TYPICAL PANEL POINT SPLICE 1/2 1/2 I I 111/2„ 1� 1/2" n 1t/2" 1 \ �I n I / / / i/2„ 1" n -� n 1/2" 1I1►12'" 1„ 1/2" 4,1 q�1.11 WA 1/2" ``'� �Q��as®r n TRULox PLATE g�•� tb \CrEN' •4, APPLIED OVER °� � OTHER PLATES. a t8 ► o. 863 �— e 1/2' TT �T / 1/2" • n n 1/2 STATE OF v �` a (� �' TRULOX PLATING NOTES: ,(�s r (n) IS THE REQUIRED NUMBER OF 0.120" X 1.375" NAILS, OR EQUAL, PER FACE 0"" y� goo* PER PLY AS Q PE LOCATES SPECIFIEDPLATE ON OR FLUSH EDGE. REFERENCING THIS DETAIL. 1/��,�tfNAi , ,1 (15 0 �� ❑ LOCATES PLATE CENTER. 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HuIr% '11- Udl rill 00'I = 4.z)l 'Q a ansodx3 'pasolou3 13.461aH uoaW ,sT 'paadS pulM L{dw ObT wo 00-T = D z) '8 a,4nsodx3 'pasolou3 Allol,uod '4.46IaH uoaW ,SI 'paadS pulA 4dw ObT 1u0 00'T = --� z>{ 13 a Ansodx�] 'pasoPu3 '145PH uoaW ,9T 'paadS puiM qdw 09T l9T-L :]SSd �in�aQ 4-uaw@DJOJuia�{ pn4-S alqbD NAIL SPACING DETAIL MINIMUM SPACING FOR SINGLE BLOCK IS SHOWN. DOUBLE NAIL SPACINGS AND STAGGER NAILING FOR TWO BL❑CKS, GREATER SPACING MAY BE REQUIRED TO AV❑ID SPLITTING. BLOCK L❑CATI❑N, SIZE, LENGTH,GRADE AND TOTAL NUMBER AND TYPE OF NAILS ARE TO BE SPECIFIED ON SEALED DESIGN REFERENCING THIS DETAIL, LOAD PERPENDICULAR TO GRAIN A - EDGE DISTANCE AND SPACING BETWEEN STAGGERED ROWS OF NAILS (6 NAIL DIAMETERS) B - SPACING OF NAILS IN A ROW (12 NAIL DIAMETERS) C - END DISTANCE (15 NAIL DIAMETERS) LOAD PARALLEL TO GRAIN A - EDGE DISTANCE (6 NAIL DIAMETERS) C - SPACING OF NAILS IN A ROW AND END DISTANCE (15 NAIL DIAMETERS) D - SPACING BETWEEN STAGGERED ROWS OF NAILS (7 1/2 NAIL DIAMETERS) IF NAIL HOLES ARE PREB❑RED, SOME SPACING MAY BE REDUCED BY THE AMOUNTS GIVEN BELOW: C)K)K w SPACING`MAY BE REDUCED BY 50% WX SPACING MAY BE REDUCED BY 33% i DIRECTI❑N OF LOAD AND NAIL R❑WS Cj NAIL LINE A 1 1 1 1 1 T T T --T�- B/2 W A C �E)"I \- TRUSS MEMBER LOAD APPLIED PERPENDICULAR TO GRAIN C)K C)K A D D D A LOAD APPLIED PARALLEL MINIMUM NAIL SPACING DISTANCES DISTANCES NAIL TYPE A B)K C)K)K D 8d BOX (0,113'X 2,5',MIN) 3/40 1 3/8' 1 3/4' 7/8' 10d BOX (0.128°X 3,',MIN) 7/8' 1 5/8' 2° 1' 12d BOX (0.128'X 3.25',MIN) 7/8" 1 5/8' 2' 1' 16d BOX (0,135'X 3,5',MIN) 7/8' 1 5/8' 2 1/8° 1 1/8' 20d BOX (0.148'X 4.0,MIN) 1' 1 7/80 2 1/4" 1 1/8' 8d COMMON (0.131'X 2,5°,MIN) 7/8' 1 5/8' 2° 1 1' 10d COMMON (0,148'X 3,',MIN) 1' 1 7/8' 2 1/4" 11 1/80 12d COMMON (0,148'X 3,25',MIN) 1° 1 7/8' 2 1/4' 1 1/8' 16d COMMON (0,162'X 3,5°,MIN) 1' 2' 2 1/2' 1 1/4' GUN C0,120"X 2.5',MIN) 3/4' 1 1/2' 1 7/8" 1' GUN (0,131'X 2.5°,MIN) 7/8' 1 5/8' 2' 1' GUN (0,120"X 3,',MIN) 3/4' 1 1/2' 1 7/8' 1' GUN (0,131'X 3,°,MIN) 7/8' 1 5/8' 2° 1' C/2)K* NAIL LINE ,Illllllillllt/��I WAk Irl 511. 4�C E NSF No. 86367 T❑®AdN STATE OF ! �, "VARNDM —1 READ AND FDLL13V ALL NDTES W THIS DRAVDICd �/ EN PIRTANT" Fl1RNISH THIS DRAVING TD ALL CWTRACTOM-INCLIIDMG TW MSTALIXIM "i s : ) Q t�{� - - `'� �'` a L `o �e� 1 REF NAIL SPACE Trusses require extreme care In fnbricnting, handling, shipping, Installing and bracing. Refer to and Follow the latest edition of HCSI (BuRtling Component Safety Information, by TPI and SBCA) for safety 1 0 0 / u 0 d 0 ,` (..- DATE 10/01/14 Practices prior to performing these functions. Installers shall provide temporary bracing per BCSL ltmtess noted otherwise, top chord shall have properly attached structural sheathing and bottom d NAI. DRWG CNNAILSP1014 chord shall hove n properly attached rigid ceiling. Locations shorn for permanent lateral restraint of webs /�'I // j� shall have bracing Installed per BCSI sections B3, B7 or BIO, ns applicable. Apply plates to each face of truss PI and position as shown above and on the Joint Details, unless noted otherwise. Refer to drnwings 160A-Z for -and ord plate positions. Alpine, a division of ITV Building Components Group Inc shall not be responsible for any deviation from this drawing, any facInilure to build the truss In conformance dth ANSI/TPf 1, or for handling, shipping, AN ITIN COMPANY A seal oon 6fhts dra of trusses. Page listing this drawing. irdcates acceptance of professional ty \\514l Earthl City\Expressway englneerbg responsbn oWel�vF thethis �w� yANSI/TPI I I Suite\ 242 for any structure Is the responsUity of the Bultding llesig 1 Sec2. \\ Earth\ City,% MO\ 63045 For more information see this Job's general notes page and these web site¢. ALPINE wwwalpineitw,conl TPL www.tpinst.orgi SBCAi www,sbclndustry.erg) ICO www 6 P . 7, 'T' Reinforcing Member Gable Truss Gabe DetoR Fnr I Pt -in VPrtirn 1 <,- Plate Sizes ppropriate Alpine gable detail for e sizes for vertical studs, Engineered truss design for peak, -b, and heel plates, vertical plates overtop, use a ,te that covers the total area of lapped plates to span the web, ei 2*2X4 2X8 rrovide connections for uplift specified on the engineered truss design. Attach each 'T' reinforcing member with End Driven Nallsl 10d Common (0.148'x 3.',min) Nalls at 4' o,c, plus (4) nails In the top and bottom chords. Toenalled Nails, 10d Common (0.148'x3',min) Toenails at 4' o,c, plus (4) toenails In the top and bottom chords. This detall to be used with the appropriate Alpine gable detail for ASCE wind load. ASCE 7-05 Gable Detall Drawings A13015051014, A12015051014, A11015051014, A10015051014, A14015051014, A13030051014, A12030051014, A11030051014, A10030051014, A14030051014 ASCE 7-10 & ASCE 7-16 Gable Detail Drawings A11515ENC100118, A12015ENC100118, A14015ENC100118, 91 11 A18015ENC100118, A20015ENC100118, A20015END1001 A11530ENC100118, A12030ENC100118, A14030ENCI > �liCiD(�1 �Q A18030ENC100118, A20030ENC100118, A20030ENA�0 3 S11515ENC100118, S12015ENC100118o S14015EN 0118,A6 6111Q S18015ENC100118, S20015ENC100118, S20015E�$110011% S 0 15P 1 8 S11530ENC100118, S12030ENC100118, S14030EQMC1001 aw / -7 "a S18030ENC100118, S20030ENC100118, S2003GZNWd1l8, S20030PED100118 8 • See appropriate Alpine gable detail for maxImuZ unrWinforced'a4e"trertical t4 "VARNDXIww READ AND FULLDV ALL NOTES RI THIS DRAVDIGI "WORTANTu FURNISH THIS DRAWM TD ALL CONTRACTORS DCLUDING UE DUTALLER& 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) far safety practices prior to performing these functions. Installers shall provide tem orary bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom &a shall have a properly attached rlgld ceiling. Lacatlons shown for permanent lateral restraint of welm va shall have bracing Installed per BCSI sections B3, B7 or BIC, as applicable. Apply plates to each face of truss 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 Building Components Group Inc shall not be responsible for any deviation fr this drawing, any failure to build the truss In conformance with ANSI/TPI 1, or for handling, shipping, AN ITW COMPANY Installatlon 6 bracing of trusses. \\514\Eanh\Cit 1Ex Expressway e A seal an this drawng or cover page ltstLg this drowig, Indicates acceptance of professional Y P Y nglnecring responsmRlty solely far the design shown. The suitnbtlty and use of this drawing \\Suite\242 for any structure Is the responsibility of the Bultding Designer per ANSI/TPI I Sect. \ \ Eanh\ City,\ MO\ 63045 For more Information see this Job's general notes page and these web s ALPINFj www.alpineltw.cuml TPD www.tpinet.orgi SBCAJ www.sbclndustryarg) ICQ ow! gT,&TP oP 4 oR�o�: ••♦400 rsiQN�A' a 'T' Relnforcement Attachment Detail 'T' Relnforcing 'T' Reinforcing Member Member Toe-nall - Or - End -mall To convert from 'L' to 'T' reinforcing members, multiply 'T' Increase by length (based on appropriate Alpine gable detail). Maximum allowable 'T' reinforced gable vertical Length Is 14' from top to bottom chord. 'T' reinforcing member material must match size, specie, and grade of the 'L' reinforcing member. /eb Length Increase w/ 'T' Brace 'T' Relnf, Mbr, Size Increase 2x4 30 2x6 20 Example ASCE 7-10 Wind Speed = 120 mph Mean Roof Height = 30 ft, Kzt = 1.00 Gable Vertical = 24'o.c. SP #3 'T' Reinforcing Member Slze = 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' VIAX, TOT, LD, 60 PSF DUR, FAC, ANY MAX, SPACING 24,0' REF LET -IN VERT DATE 01/02/2018 DRWG GBLLETIN0118 VALLEY FRAMING & BRACING DETAIL R 8< 01 Lumber Size and Grade Minumum Requirements GENERAL NOTES Purlins required 2'-0" O.C. in absence of plywood sheathing. Trusses without sheathing applied must be evaluated accordingly. Purlins should overlap sheathing one truss spacing minimum. In cases that this is impractical, overlap sheathing a minimum of 6", and nail upwards through sheathing into purlin with a minimum of 8-8d (0.131"x2.5") common wire nails. Effects of not providing sheathing below a valley set must be evaluated by the building designer. This drawing applies to valleys with the following conditions: Spans (distance between heels) 40'-0" or less -Maximum valley height: 14'-0" -Maximum mean roof height: 30 feet -ASCE 7-05, 140 mph, Enclosed, Cat II, Exp B,1=1.0, Kzt=1.0 -Or A Maximum of ASCE 7-10, 180 mph, Enclosed, Exp D, Kzt-1.0 TRUSS TRUSS UNDER VALLEY FRAMING VALLEY RAFTER OR RIDGE ® "CRIPPLE ripples 41-0" for 30 psf (TL) and 20 psf (TD) Max. ce the Grippes for each row starting from the valleys or sleepers working inward to the ridge board so that cripple locations are gored between rows. ITyp) innection 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 516d toe -nails Rafter to two Us 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) 316d toe -nails Truss to blocking 416d toe -nails Truss to cripple 416d toe -nails Truss to cripple 416d toe -nails Cripple to purlin 316d toe -nails 13. Collar beam to rafter 416d toe -nails CRIPPLE, BRACING, &BLOCKING NOTES NOTE:16d (0.162"x3.5") COMMON NAILS -2x4 continuous lateral restraint (CLR) min, is required for cripples 5'-0" to 10'-0" long nailed w/ 2 -10d (0.148"x3") nails. Or 2x4 "T' or scab reinforcement nailed to flat edge of cripple with 10d 50.128"x3.0") nails at 6" o.c. "T' or scab must be 90 % of cripple length. Cripples over 10'-0' long requre two CLR's or both faces w/'T' or scab. Use stress graded lumber & box or common nails. Narrow edge of cripple can face ridge or rafter, as long as the proper number of nails are Installed Into ridge board -Install blocking under rafter if sleepers are not used. -Install blocking under cripples If cripples fall between lower truss top chords and lateral bracing is not used. -Apply all nailing in accordance to current NDS requirements. Nails are common wire nails unless noted otherwise. .n�tiNlrtr.. _ f — L. rNA i/ (A) (B) ('") etyma FEM NO FU-LW NQTES a Tws BRnvlta� l No. 70861 mmeawwro Fuaasr Tms wAvme m &L awpAcnaRs neslmim ne txsT•u.mS . TC LL 20 30 40 54 REF VALLEY FRAMING Trusses regL&-* extr.,,e care In f.br+cnte,,, hoMl4ip, sNppkpand, InstaRkq obmdro' W&Ato —4 TC DL 10 20 7 7 DATE 10/O1/14 falo. the latest edtion of BCS1 Uk&.&p Component Safety W—matlon, by TH and saw foam ell. i prnetices prior to perfornkq these functWn Installers shall provwe temporary bratlno per. 1i 1. - • • unless noted other.lse, tap chord etce have property attached rbr.,cn,•at sheathing and bot�o„ cnoQd • :halt have o property attracted Clow eetkp �ocatlons seen for permm�ent taterat restrakhtyf .ebse BC DL 0 0 0 0 DRWG VACNV1801015 d ��^ n� shoo have brna,o kntaued per Best :ectl� the >J or BID, a, arA"s o dpotr pates to eam ra • .STATE OF • BC LL 0 0 0 0 u\\'I of truss and o =6 -s sham above or t _e the .Idol Iktolls, unless rated otherwise. i V Refer to drae4ips 160A-2 for stordard Ante posttlonc � � • /^� Npkx, n division of ITV Bu4usng Components Group Inc, shall not be responsibte for arry deNn i ^ • AN rtwaonAPMPtr aas a aeing any faav to b lld the truss In conformance etthn exSUTPI 1, or for— kw. •• •....OR� �DP.• • \� TOT. LD.30 50 47 61 Installation L bracing of trusses.• 01seal an this drmrkp or cover page usttg this d-meld;, bugmtes aa�mrce of professional 'Iy� solely nor the staen The .,{ 13389 Lakefront Drive fa' '"'' "e``' respondAtt' � bA�n'e'he"'e ti fl t`fs.e� �'�0 p N L �`�n�'�� DUR. FAC. 1.25/1.15 EaM City, MO 63045 Far sere kuformatlon see this job's general notes page and these ..b , I t t�� ra.P00 ersalpiettvcod TP11 .eetpk-Lorgl Sera eee.sbdndusayaryl rM eee.trz.feorg SPACING SEE ABOVE