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HomeMy WebLinkAboutTruss4 0 40'—O' 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. 1-f9E E® - LcL '6'X-0d1')50r— r PLUM RUM TO PAIR FOR CONNECBON. I. -o' TYPICAL 7' SETBACK CORNERSET LABELING AND SPACING DIFFERENTIAL (SEE STRDNGBACK LETTER IN ENG. PACK) e1s- -I� 0 General Notes 1) M pmN clad trmm, flat team aW fld 9W- h— Br bW d-d PNU* p*W 7- 2 ) M 16it hddW Wm � — to sitQeat HM tml m cUm eotrd 3) N tram waft is 2r O.C. adrm atrwdm rubrd. 4) Rr Tnn Phh bab0ub BC481 mmmffm*Bm panwiak X-buft da" be gaud d a Ia hm. waft 15 O.C. 0Q ffa am to b. tgwa6fd at a mm,bewn of 2r bftm mch x-4vm tlrab,a t tln a U&M =edar m "Im far aq a OwW bmft ROOF LOADING -SCHEDULE TCDL = 70 PSF BCDL = 10 PSF 37 DURATION 1.25 AL %F WIND SPD/TYPE 160 ENCLOSED BLDG EXPOSURE — C USAGE - RESIDENTIAL CAT D NAND IMPORTANCE FACTOR= 1 UPLIFTS BASED ON= 9.2 PSF DESIGN CRITERIA FBC 2020 TPI 2014 Truo member deli6� 3. connector plates are designed for ASCF 7-16 and maximum forces gvm both compeonents and claddings avd main wind fo0 msisang systans. ' These hnsses have been rcAc ed 01, carry an vddilional 10# psf—o urrent bottom churl live load. FLOOR LOADING SCHEDU TOLL = PSF TCDL PSF BCDL = PSF TOTAL = PSF ROOF DESIGNED FOR SHINGLE ALL IMCHONS AND UPI.TPTS ARE 3H04N ON ENGINE0MG 01 WALL KEY ® 0 LOAD] DESCRIPTION IN1r. DATE � ,ate �enavm ven ttytt grans sA MiaB IxYnGnaT RM M a/mM fm my C= mm Rat 0;—. Nl Ml➢O /tMOO 1g 1J1 M L16/8 v.••. r I. N. I 1 J CARPENTER CONTRACTORS OF AMERICA 3900 AVENUE G. K W. WINTER HAVEN FLORIDA 33680 PH13M (800) 959-8806 FAX, (863) 294-2488 BUILDER D.R.HORTON/BREVARD PROJECTCREEKSIDE MODEL 1756/EAS RAM/E PLUM CCA PROJ/MODEL/ALT 7A5/320 175EA ALT DESC OTC 3331 HOMESTEAD DR LOT 5 BLOCK DESIGNER PAGE RWM 1 01 14.2014 '1372962L Sc' "=1' EiJGhdEERING PACKAGE Builder: Project: Model/Building: Lot Alt: Lot: j�5 ----� Block: unit: Revision Date: New Load #: RH01 CARP E NTE R'CONTRACTO RS OF AMERICA., INC 3900, AVENUE G. N.W. WINTER HAVEN, FLORIDA 33880 PH (800) 959-8806 FAX (941) 294-7934 March 1-3,20.19 An rrWC6WAW Mr.. Bob. Michaelis C-2 "' ht6r"C c .�pb -C.-Oritradd of -390P Anuo G . �e Northwest .. Wjbt6r Hav6h,,:FL 33.860-626.1 Re: Alternative:""nst6116tions-Jbr 6 single 01y carni6d truss with a width less than n the -hanger width, grid' load : value-f6rfdci-. Mo.Ljnt6d:'hgngei.r,.attachiii6nt6n.-*a,one Ply .§U.Pporung girder(R6fef6n`d6 d6t6ll WA37-02)... Dear Bob,, .F& a 6inglia ply carded truss with - 'a width lest thah'the'ha'ngee. Width yoii can iiistall'a. prefabricated iack scab .truss: for wood.filler bI6ck'*IhgL-The' chord: sizes,r-Oqrd..grqaes, and -AlPirTe:.;cdhnedtbr.pWfe(s) to - .be the. saute as'the single ply-camodtnj'§s.'The prefabricated jack scab truss (*};inrill have a.minimum jengti of 48" and will have a. minimum pij6h,:Qf-;5A I. The single p y. Ir.. ve..? reaction Of I card shall ha -e htwo. �4 foWs:,'of 0.428" 3,&00# or less. Atta0h.PrefEi���i6d.i�6k:'tcab:tr.uss, wit . x3.0'?'G(in Nailsat.27 -- ------ - --- - T,O..pet.rb*,-st.agger6d'-staggered-(ae-F4'uf6 I bdlb*. P]66�e.efertuth&,SMsowSror►g-Tie -catofog Gam—,C&)p 2Q%ppg# 216 Pigqr9--24qr mare information: FigiM& .1 For,' — -Ii 'I" ltd " at requires Wobd'blockin6 to,'adhii veAUil design load Value for face -mounted Fora single er, E� .. .. . -- nte.d hangers :attach: on back. face of. the ejng,,e::Pl* -g! .e- Wqpq- Oloc.k jq`t4e girder with tl�q same size. and Y �� 0 length to be such that-1116--wi6cid grade. .at'thd bottom. -char d.O.f'th.e sfn66.-ply girder. block f600 blocking: -extends to eaqadjacent: panel r6oihts.'(Wdb:.;tkfid b4ttom'..ch&d intersecrionq),;. P�qaqh.Vvp' block (-)-.'.with 28. x$V'O' pp'r:'r'o' . staggered . g fe-d - 3.0 . applied to the Gun Nciiis at gp w er 6*.'Forum Drive Suite $05, Odandqi.- FL. 3282j mwmatpineihwcom a a e LPINE single p x .3 Gun "N8tis.4�,-each panel ply face. with. an additional (.2p) 0.. 128.!� -PpJnt appe.d Iothe, %ddod blobklad O"to." -pa'de 216-,- tfidrt irif6ftnatio'n. Figure21' . ...... ..... .. The -application of- prdfabhbated jadk'*'sc4b ttU"'§s f6r-Wdod fiIl6ebIocki1n'g':61f w- ' qpd blocking locking -to; achieve. kill. design joad'vallue for fqc&-mo.unt6d h4ngprq must be -.approved by -the -hardware manufacturer: istarices, and tpAdibo. . all nail connections mast be su icien -t o Al -.and bind: d t "."i pre VEint-spliffirig of Vvodd., If I canbe of any -further assist r)qe,-or if have any:qLj qnsi please -give mp a call.. a py qsf 4: Williaim H ` Krick-P.E. -Chief Engj j h0er Alpine -an ITW- Cbrh . pAny- E-n-g'jr-jei.-.ring Popafrngnt. Odandoi FL STAT 675076rUm­- DiW6:Su_'1t6-'305', Oflafidd.. FL 32821 - (8DQ).521.9790 - (863) 422- - 8685 0, 61 ALPINE A .0JI 26:.'2019' Mr. Bob Michaelis Carpenter G- oritraidtort -of.Aft)6ridef, Inc. -3900 Avertop iC; Nqr.0w 0 Wintet Haven, FL 33880-6201: Dear. Bob,. R61 Strdnobabk brid.gihq.bh fbbftrusset- I understand -there. i's -so Me. concern over our febb'frihiendati6ris f6r:str4bhgback- bridoind'oh- roof trusses, p:poqq!r.arqent. S . P. ..a require. Rg�Ack- bridging for roof trusses is not _qfAN 1-�T 121914nprl'!5�- 1. mentofthe. BLilldirjg .Component -Safety, Information- .(BCS`),. E�vt -strorIgback. bridgihg ory roof :trusses is recommended' y„i,arpenfer if St k- b"i-d"i—` h . J6116V Cdftt -W.-Americal n ging. 86 funcfidns:., One, bridging aligns the bottom -chords :after -thp.y: pre- set so -they are qnifq.. along rTn .. Pg the ceiling ljneand h&i h'- "Ilk Orvj1*Eib1q- Osw --cei ings -E T.woi bridging ing redureducesi6lativd deflection of. a'dj6d&ht:tt'Uss69z: .. - - Strongback bddging"'.4doe's- n z ot-'Prevent-or reduce: -overall indiVidual deflection, especially -any r66ftUs969, 4E!f 10 qftDcLM9�re fharl 114i inch. Sirongback- I bridging in, roof. trusses doe's 'not servel'-Asi '.teffipi6r6Lry'*..oe. ge4Tna*'ridht:,bra_qjhg --and k p9t. id6 . d t . 6 -4eWeeh ir'dt�;.qs. Consequently,. -no desibo [bad" TiAv. .ihten A§tribUte. or design joiads.* . ' i . ­ . . $ .been accodritedfor-With thig.detail and continuous-strcihgback'bddgirig b6tw6em- " comehon and g'i.rd.e.r The.. use :of s.i.p.9-gback bridging� shall .Rot: nWfere with other, design considerations as specified .by the Engii�eikr . '6ff26cordorth'gBLi.ilding:DesignL:ir.' -Thdouter -ends of'file '$ir-orfit3ack- bridging shall be attached; -to a.* W;jjJ or anpther:secure e 'or as. sppcifiedl.by the Sfijiheer of R66otd 6f.thd Building.Designer: bridging shall be �a-nffinimin :Of 2x.6 horhiriaf Lull -.'bei.r.oriented -Mth f4e depth vertical'.. Attach with 1:00 -common. nails .0.1'629x3.5".-) nailsat, each intersecting hembeit. When extending the- .strdrgbabk bridging overlap- byAt. a.minirum qf. Wofrussps, Tha.Jocation: of. the: tr n_gba ck. bridging. - mayOqspecified'Oy theT u§s MahUf6LtuhMr,. Ehgineerof Redord -or BuildingDe§igner.Please -tefe-t0 "StrangbAckiog'P.rovrsions"I Or.jo Apjne;8T 8R1.8.ki'-014 detpi for more. information. qn. The. graphic re.. illustrative purpose o -1" ,§ho%Wh U' -1) is for ionly. t7.60 Fbru.rn DriveSulte 305, Oflando, FL 328.2 1% - (800) 52.1-9790..- (8631.422"8685 6 11 ALPINE 1111.11-11- ROOF, RE--T-.Al-*L- (N.T..S) Figured... -If Lcadi. b� of MY further gss'istarite orlyou -have -.arty qq6aons,- pie.a.sergive-me a-c.all. pal: 70 WHIWM H,.Knck- RE E 0 Alpirle an ITW:C-omoginy Engineejin.j'D6pWtm'e"fit IOIYA' -Oftndo: - FL. V824, i5760'Forum Drive guite...366i Grkdd.,-'FL 32821-i 8001,521-9.790'- (863)422=9685' ww �tllpir��c w ..oi :41 ­V N6. .;SCAB NaTri `IN LIEU."OF LAP VRONGBACK-:1 FaW.-AT'LEAST 13HI STREINGBACK, *BRIDG NOTEi DOtdIts;1. and .;R:;ar*'the ATTACH DING - AN MOOMPANY STRON63AtKjtIDLING I NG RECOMMENDATIONS erOjbd of IMUM) STRUNGBA CM - IEDATEACHENR' OP -All SCOL07-Oh MOCKS snatt, jae: :(X. r-unimum—tv., 'stress gradedtumber?' jER 0-.- At L..str 01, acl� brldglnq.ancl bracingskdl be::.o.. mlriliqum 'stress grq . L?.. - - Wribe;,�.-! - - .. '®--The -'p­gr*'­ p ose r of girondb.ark:bricI6IhQ.'N;., to. Clei jVITH'10d:BOX�GUN v 0 elop load sharing I6etwee6'1n-dKdC'I'(1bL( true es„ A.149 .';N�- ROW..SA . T ' i^es:ul'ting In arI overall .Increase" In, -thy stlff'r1 5s .:of the: floor -systert. -23.e6- 64-� [A G_ 1k I t— I "�.j A. Or ku Oc 1. YU j— k.. u b.wh .incle , ta,lts, Is rec.ommen-oliecl a,-.t 10' =O"' o.c. (max,> eift Mi?thbd'5. '*_-.ThL�­ 'brI.bIb!hd' :6rd :'b*t4'd'dh­,` - som - g "are . e.tImes mfstake.nly' •usecl-'-'In-t"erchoLnge*ckbty.'.' `TrqOh6'1 Is. on ..uIret1eh.t­.bf Any. ftdar or raof­_5ys.tiE�M. 1� efL the: T)-ussCt-e8loh . '.r ltb -Drc.k'*Jn9 (TIM :f.6r;-. -the;'-.br%dnb `L-.0uV'&ments -fbr ea:c1A IOOVMQM.-trugs component, 'BrIdgling.,41 P(xrtIcu*(aMy, "s-trongboLdk.-"•b.ridging,''.I*'S, a . : rec6mmehdQ�tjdh,. for bL truss m -.t system help on: :In the: vlbr.i�+Iah. 1h: disttIbLAtIon of pblnt* Wads b.etWO66 bdjacent I :truss, •SF.4.rongback' rlabfnq serves% to reduce STRONGBACK 3""" IREME14TS :io IV Nbhe. re uFred IV ia,2V rvo.ki emler of 20r-io: 21 HKIn 3w to. Oyer OY, 'te'Foes al,w4c bounce. or Fe.slatlat .0 971r. .6hi re-ew-ting: from MOV111d, 001htsuch ..As fog-tstops. Th-e Performance- of all 'floor systems -are enhanced'- +r8h*q6j�!�k- by. the. In tjatbat -'16.h bt 4, bridglrig. and •theY`efore is. -s't.rrbng'ty, recommended by Alpine. For adclWonql Infclha' i6h rebqt cllhg. •5-troqqba�_ 1#-Iclolng, ref6r to :BCSI (Building Component Scifety� Informailon). T ATTACH STRmramxj sillmi"Iffj?" 70 BUTTD4.a-MD- WLW ON t,tl V. L.s -:SF' -D REF'-STR13NGBA No. tg6l. 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LJ;.im asn•aoJ apva6 aagwnl pa441wiad wnwixvw aql aagwaw aplt: t{dva o}ul (Ulu ',Ex,BC110) sllvu un8 ja xoq p01 Oulsn llvN 'pa ji?Gan}}s smog "o'o ,l J v smo.a (t) a8.,Agq. 6uisn s.Jagwaw gxa w ul 11vN 'paI.Ia66vq,s smog ''vo ,y :.v smoa (a) om� Bulsn saagwaw bxa q ul 11vN 'lauvd uaaloaq aqq. ultTq.lm aq }snw (S) 41.Bu81 ,aagwaw q'oaS (H) + Cl7�Z) (s>q:}Sual .Iagwaw apls wnwluAW l i aov4 uad qvo$u ao lddy '.aagwaw paeowop so saloa s :l pun lapo.a8 ,azls awns [s.aagwaw apls gxP_ omq. ao yxz oml = (S) ii (H) va.Jv pa6vwvp 4o apls Ljwoa uo anuv}sip 6ulllvu wnwlulW - Cl) uol�vas pa6vwop 4o t{}.eual xow ,8T 'va av pa6vwvQ = (g) llva-ap s144 N;•Im ,Cldwoo }ou op :.vN} salodaa Auv aof aaana.ovJnuvw ssnal. at{} av�uo3 pamo lv aav ssnal. iad srlvaaq cm} uv4} a,aow ou pun lauvd p.aoNo sad >{vaaq auo uvu aaow ol� 'saagwaw ua>lo.aq 9x3 ao yx� Li;lm sassna} Ald alsuls aoi �tluo pllvn sl uBlsap s141 'aagwaw clam ao pv0-1 40 uola.van([ ao,4 pasua.aoul aq Row sa7aod aaOlwaW ; paocp ua�ioaq td41m ssnaa. v ao} s.dloda,a sal.413ads vulmv.ap sM1 %0 = uol4.vanC[ pool • 1���-aCI .�l�oda� �ac��taW ua�o.�g.�o. pa��n.�� . 0 SCARP (2xq) of I-pir(c MiRer.1al 4'. ul COLLAR SEAM,AVERV 7WRCL PAJR'OF RAFTERS -&ifiarq of , hg-fift,opilln vAth a �Maxjmum fi"Tfrqbf height; 3,04act. 'r A*,�M— okil"'Exp D, Yxtwl.0 l how qsamwf . mel6nq as; a fropolr,nu r-,f H;are jhr,6,1124 n4kifti(,�� (.after If sbaepers'are.n6t U964, , lo­ kwo t0ejop -12ni6t Wed, N01i * t TRV'S- T,,ktA§a UNDER VALLEY -FRAMING VALLdY RAFTER.OR M011E Ippleb,41-Mldr-36 psf tTL)'A/ld-20 P:gf (-TDJ.Msk. 'd*'teacoh IiPtel.'ridife'��&�icihatortp6tatocations era r 4 ma'ta-iiin14- C. -yWjd:. 4k6dYPe nails 3. wathing A 160-bbe-nalls 4, 516citot-031119 sIcepem., 42641tOe-d3l1i s. -sldapdi ttkmui, 4'Y6d W&WIA T.Wl5,.,-2* Ii,slddylvth*L30 a loki td6ndUs.eaAh slaeper-lk yup 6. ::Pjdge:bohrAAi3-r.00f bldck 4 lBd toe-twus 'RWD.FPFL FTPCy .7. -Rld ja-hqeilu for.mvs- 414d-t0a-A Is ... S. -Flufna to"I (T� A16.4tdo-njills. .•Trisio.6164kitke 4A6ittac-AW14 .g. 10. ' 'rru3s,td;'(irIoptd*. 4-4&tov�n*ll4 No - -- Orrun'to &A .n. ;.ARE USED) .13. 4 16WW-netts. NOTE;-.1600-162N(L-t�} 40MMbff IWL-§ lcl;9jk)d , W-) o B. I&I -Bb 40 64 Rk P low. U=-A, TC DL- 0 ZG 7 DAT9 10/q'�Jk4 �r IP, Ard'. IL. Ll IWW* Y. es Prsar. to WfW�rw "f&Z-00a. ins QC ffL 0 .0 0 0 ORWO n�C mr zVV-18010 zi 0 A- oo*�W- thtr—ydX*, Wp"•6?,Gwcl* WVQLK Two P,�"e P IT, 6&'tW- I J- -3'0 50 TA r 0- .0 0. 0 BC t m z fq -pW mw� oxw. c il U -d hu. 1�v de k Im. !p6l. La... .7 F 0 L4 , d 4 31 -PT 7 A cin laovkw PAW Art.kv P.M b-:W 3 FRI u Simpson Strong-Tiec, Wood Construction Connectors Face -Mount Hangers - I -Joists, Glulam and SCL B These products are available with additional corrosion protection. For more information, see p.15. Codes: See p.12 for Code Reference Key Chart. W C Actual, JDist Size' (in) s k Model No x Carried Member timensions (in) Mm9 Max Fasteners e Altowahl Loads , Code Ref: E, �' w Web o Shff Regd W° H B Face Joist DF/SP = Species Header; SPF/HF Species Header ,Dplift Floor Snow '.Roof Floor ' Snow (115) Roof .(125) IUS2.56/1 6 - 25/s 16 2 Min. (14) 0.148 x 3 - 70 1,660 1,805 1,805 1,425 1,555 1,555 Max. (16) 0.148 x 3 - 70 1,805 1,805 1,805 i,555 11,555 1,555 21h x 16 MIU2.56/16 I I - 29f�s 1 15% 2% - (24) 0.162 x 31h (2) 0.148 x 11h 230 3,455 3,920 4,045 2,970 3,370 3,480 U314 • ✓ IN. 101h 2 - (16) 0.162 x 31h" (6) 0.148 x 11h" 970 1,945 2,205 2,375 1,675 1,895 2,045 HU316 / HUG316 MIU2.56/18 7 ✓ 2% 2°tis 141/s 177tis 21h 2'h - - (20) 0.162 x 31/z (2%) .162 x 31/z;: (8) 0.148 x 11h (2) 0148 x 1 /2 1,515 230 2,975 3,745 3,360 4 045 3,610 12,56512,895 4 045 3 220 3 480'� 3,110 3,48Q. C. FL, LA 21/z'x•18` HU316 _r- . !'; ✓ . 29/+s" „, 14'/s 21h - (8) 0148'x I'h 1515 2,975 3 360. 3 610' _.. 265 _ 2 895. 3,110:. 21h x 20 MIU2.56/20 •t-2 197/te 21h - (28) 0,162 x 31h (2) 0.148 x 11h 230 4,030 4,060 4,060 3,465 3,495 3,495 '21hx22 to 261,7 197tis - 21h r= (28) 0.162 x 3'h" (2) 0148 x 1'h x_� 230 4 030 4 060 '4 O60 3 465 3 495 3 495 29/i6 x 91/4 to 26 28/1s" wide joists use the same hangers as 21h" wide joists and have the same bads. MIU312/9' 31h I 9'/is r 2'h - (16) 0:162 x 3'h' } (2) 0.148 x 1'h 230 2'305 2 615: 2 820 1,9BD 2 245;�,2,425 3 x 91h - tHU210 2 /=HUC210 2 ! . ✓. " 3�/a' 8"fis , 21/z Mex (18) 0..162 x 31h 1. - (10).0:148 x 3 z i �' 2,680 3.0 26, ;3 250 2305) 2 605.2,SD0' IBC, �. _ 3Ys 230, 2,$80 3,135. 31.35. 3 x 117h HU212-2 / HUG2t227- - _. ✓ - 31/. " 10-As 21h Max. (22} 0:16L-z 31h" " (iU)`U.148 X 3 " ":,795 3,275 3,695 3,970 2,820 3 IBPi • ;Yi25 :'! "HU3 25/12%HUC3 25/72 3?%a- 113/a 21/z (24) 0 762 x 3'h,-•` , (12) O':148 x 3 1 r, 3;570 4 . 4 335 3;075 3 470;' 3,735. HU3 25/16F/ HUC3 25/16 31/a 1313/is : 21h Min :' (8) 0148 x 3 S ', ,7 515 2 975 3 360 ;3 610 2,560 2 890; 3105• Max (26) 0.162 x 3'hr",' r oG 3,870 4 365 4 695 3 33D 3 755 :4 040'. - 3'/s glulam HUCD210 2 SDS 31/a , 9 3 (12)1/a x 21h SDS {6)'la ;X2'h, SDS" 2 a t.a"1� � 10; 4 $1c OL 01<0 71"D FL • . HGUS325/iB$/a _4 7= (46)`0.162 X 3'h : (16)+0:162 x 3'/z: :4 695, 9;700 9100 :9100' 7825 7,825 7825 1BG. -- " (56} 0.162 x 3'h:,l., {2D)'Qd62 x 3'fi,'•' 5,040 9,400 9 &I 9 4D0 8;085 $;085, 8,D85 FL .LGU3 25 SDS, > ; ; •.:. ' T. 31%a ; 8 to"3D 41/z - 16 1 a4 x 21h"'SDS (1 72 ?/4'sx2'h •SDS (-) 5 555 6;72D r '70, , 11 .. 4;840 ,265 5,265 HHUS46 - 3% 51/s 3 - (14) 0.162 x 31h (6) 0.162 x 31h 1,320 2,785 3,155 3,405 2,395 2,715 2,930 31h x 51/a HGUS46 • - 35h 06 4 - (20) 0.162 x 31h (8) 0.162 x 31h 2,155 4,360 4,885 5,230 3,750 4,200 4,500 HUS48 . ; , ; �: •; . '.-- 39fis ;•6'/1s 2 , .=. , (6);;0.162 x.31/s'.;' (6)'0:162 x 31/z' : o r, 1,595 1,815 :1960 ,1;365 j 1,555 1,680 3'/z x 7'/a";: HHUS48 :,;,, • 1� 3$%s 71/s 3 '. (22)`0162 x3'/z (8) U162 x 31h &,b 4,210 4 770; 5140 -3;615 4,095 4,415 HGUS48' .; •: ' 35/s 711is'?- 4 - ' (36) 0.162 x 3'/z; ' (12) 0:1'E2 x"31fz i 3;235 7,460 7,460. 7460 .. 16.415 j 6 415 I"6,415 IUS3.56/9.5 - 3s/s 91h 2 - (10) 0.148 x 3 - 70 1,185 1,345 1,455 1,020 1,160 1,250 MIU3.56/9 - TA. _ 81Y1. 21h - (16) 0.162 x 31h (2) 0.148 x 11h 210 2,305 2,615 2,820 1,980 2,245 2,425 U410 • • ✓ 39/,6 83h 2 - (14) 0.162 x 31h (6) 0.148 x 3 97D 2,015 2,285 2,465 1,735 1,965 2,120 HUS410 • • - 39f 6 81-'As 2 - (8) 0.162 x 31h (8) 0.162 x 3'h 2,990 2,125 2,420 2,615 1,820 2,070 2,240 HHUS410 • • - 35/e 9 3 - (30) 0.162 x 31h (10) 0.162 x 31h 3,565 5,635 6,380- 6,445 4,845 5,486 5,545 31h x 91h HU410/HUC410 • • ✓ 3% 85h 21h - (36) 0.162 x 31h (12) 0.162 x 31h 3,235 7,460 7,460 7,460 16,415 6,415 G,4 i5 HUC0410-SDS • • - 39ti6 9 3 - (12)1/a" x 21h" SDS (6)1/4" x 21h" SDS 2,265 4,500 4,500 4,500 3,240 3,240 3,240 HGUS410 • • - 35h 91/is 4 - (46) 0.162 x 31h (16) 0.162 x 3'h 4,095 9,100 9,100 9,100 7,825 7,825 7,825 IBC, LGU3.63-SDS • • - 35/s 8 to 30 41/z - .(16)1/a" x 2'N' SDS (12)1/4" x 21/z" SDS 5,555 6,720 6,720 6,720 4,840 4,840 4,840 Lq MGU3.63-SDS - 35/s 9'/a to 30 41h - (24)1/4" x 21h" SDS (16)1/4" x 2'h" SDS 7,260 9,450 9,450 9-450 6,805 6,805 6,805 " .IUS3.56/11 88 = " 35h 11?/a'a '1;426 ,1 61,51,1 5 ,1:;22D 1,39Q 1,485. MIU3i56/112'h -; . (20) 0.162 x31/z -' (2) D:148 x 11h. , 210. ;2;880' 3;135 >3;135'�"2,475 i.2;695 .2;695 ✓'` 3?/r6 70': 2 " .;- {1fi},°0`:162x3'fz;- ,.(6)D148x3 �ru"- 2,305 2,615'' 28201. L1980�'2,245�2,425 HHUS410 !. • : .- ,04a 4,845i5486 5,545 , HUS412' - " • =`• 3?5s 10'h""- (10) 0:162 x 3'/z :. 3.4 2;660 3,025:'3 265 2;275 2,590: 2,795 31h x 117/e ; HU412 / HUC412 39/is 10§Ss 2'h: Min.] (16).0.162 x 34h :- (6) 0.1 48 x 3 1135 2,380 2,68512 890 2;050"2,315 "2,49D' ' . Max' (22)'D.162 x 3'h'.` (10) 0:148 x 3 „ : '.r.e6 3;275 3;695 3,97012,820' 3,i80 +3,425' HUC0412 SDS •:` !• ,', =. 39/is 11 `= '(14)1/a" x 2'h" SDS (6)'/a°'x 2'lz>:SDS 2.26 ,,5,1'e U4 ' 3;630 ,c30'� HGUS412 -, .. •; • -. 3.Sh ; .1D7fis 4 - ` 0.162X 3 040.9.,400409 0 8;08 8(56) 085;1 8;085 ' LGU3.63 57:8t0 'h 1xz:SDS 6'/a" 21/ z' 12)'/' x=2/ 5W2 72 " 6 720 4;840�4,0`j4,840SUS , MGU3;63 SDS .• ; • •, '. 35h/ato,30 ,41h - (24).YVX21/z;:SDS (16)•'/a'x21h SDS: 7,260 9,450 9450`,`9450 6;805, 6,805 6;805, HGU3:63 SDS . ,.: `fi'`' - " :3 17.tD30 4'h,k 21h"SDS' (24)1/4'";x'2}h "SDS ;9, luD i.a;16r1 a.ifi0 5�,16, 9,4'51 A75 9,47 U z 0 0 F7 0 z 0 Cr 0 a U) N rn N U U 46 See footnotes on p.150. Simpson Strong -Ties' Wood Construction Connectors r � Adjustable Truss Hangers This product is preferable to similar connectors because of (a) easier installation, (b) higher loads, (c) lower installed cost, or a combination of these features. The THA series have extra long straps that can be field -formed to give height adjustability and top -flange hanger convenience.. THA hangers can be installed as top -flange or face -mount hangers. THA4x and THA2x-2 models feature a dense nail pattern in the straps, which provides more installation options and allows for easy top -flange installation. Material: See table Finish: Galvanized.. Some products available in ZMAX® coating. OSee Corrosion Information, pp.13-15. Installation: d . C Use all specified fasteners; see General Notes. 0 The following installation methods may be used: U rn • Top -Flange Installation — The straps must be field formed over the header — see table for minimum top -flange requirements. Y^ Install top and face nails according to the table. Top nails shall Z3 not be within 'la".frorr3.thedfxq..c�f tb� tgn.f�a[ige.emb_,ers. Fgr Syr- ~ theTHA29, nails used for joist achment�ustib-•e-driven at an ca - angle so that they penetrate through the comer of the joist and into the header. For all other top -flange installations, straighten the double -shear nailing tabs and install the nails straight into RM, M-1 the joist. a' 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 over the header, with the tabulated quantity of face nails installed into the face and top of the header. The lowest four face holes must be filled. Nails used for the joist attachment must be driven at an angle so that they penetrate through the corner of the joist into the header. • Uplift — Lowest face nails must be filled to achieve uplift loads. Options: • THA hangers available with the header flanges turned in for • 34" (except THA413) and larger, with no load reduction — order THAC hanger. Codes: See p.12 for Code Reference Key Chart r 13/4' for THAG422 for 122.2 426-2 THAC422 Face nails Top nails per table per table N'typicai 21h' for THA422-2 and THA426-2 THA418 Double 4x2— 2face nails Use full table value (total) Single 4 2—tea 4 top nails See (total) nailer table ' Straighten the double hear nailing tabs and install nails straight into the joist Typical THA Top Flange Installation on a Nailer (except THA29) THA422 Face -Mount (Max.) Installation Straps may be installed straight or wrapped over with tabulated face nails installed into top and face of heade ® Doubb-Shear j Double Nailing Dome Double -Shear Shear „� Nailing Side View Nailing �y Side View; i (Available on Do not some models Top View bend tab ) '%7 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 lypl�al Top Flange Installation er to tnote 5 p.187 86 THA/THAC Adjustable Truss Hangers (cont.) 10 These products are available with additional corrosion protection. For more information, see p.15. 21 01 a Dtmenstons Fasteners DF/SP SPF/HF �ln) Mm Min {m j Allowable Loads Allowable Loads Model Ga Top Header Code No Flange Depth Carrying Member Canted lJplrft Floor. Snow.,;Roof/ Uplift, Floor, Snow >� Roof / Ref K W H C (n) (n) Top, Face Member (160) (100) (115) Wrnd (160) (100) {115) °'- . „ r (1251160) (125/i60) TopyFlangetnstatlatfon 11h - (2) 0.148 x 3 (6) 0.148 x 3 (4) 0.148 x 3 525 1,750 1,750 1,750 450 1,330 1,330 1,330 THA29 18 1 s/a 911tis 5Ya 27% - (4) 0.148 x 3 (6) 0.148 x 3 (4) 0.148 x 3 525 2,610 2,610 2,610 450 1,985 1,985 1,985 THA213 :- ' 18 1 5'h' 2 - (4) 0:]48 x 3 ;(2) 0148 X 3 (4) 0:198 x 1'h - 14 "G d 401 - _ ,1 i t THA218 18 1 % 173/is 51/z 2 - (4) 0.148 x 3 (2) 0148 x 3 (4) 0.148 x 11h - 1,460 1,460 1,460 - 1,110 1110 1,110 IBC, THA218 2 16 31/e 17"hs 8 <' 2 - (4) 0162x 3?h (2) 0162 x:3'/z (6).0.148 x 3 - i ) _ . 1 ,� 7i 1 c 1 , t5 ;:; FL, THA222-2 16 3Ya 2ns 8 2 - (4) 0.162 x'3'h (2) 0.162 x 31h (6) 0.148 x 3 - '1,960 1,995 1,995 - 1:490 1,515 1,515 LA THA413 1,18 3s/s,,�Ns 4'/z''; 2 - (4)Od48x3„j2).0148x3 (4)0148r3 THA418 16 3% 171h 77/a 2 - (4) 0.162 x 31h (2) 0.162 x 31h (6) 0.148 x 3 - 1960 1,995 1,995 - 1:490 1,515 1,515 THA422 16 3s% 22 77/e 2 - (4) O'162 x 3'h {2) 0162 x'31/z (6) 0148 x 3 =+ 1 ^t u- THA426 14 3% 26 77/a 2 - (4) 0.162 x 31h (4) 0.162 x 31/z (6) 0.162 x 31h - 2,435 2,435 2,435 - 2,095 2,095 2,095 711A422 2 _,14. T/a` 2"tis 93Ja ,' 2. t' a -0 theh (._ __ ' `4 D 162 X:3 h (.). (6) 0.16'z x3Yz - , - 3 330. 3,3 0 r-3 330 --,, ,2,8f5 2 865. `'> 2 865 .' ' Ft~ THA426-2 14 71/4 26Y,s • 9% 2 _ - (4) 0.162 x 31h (4) 0.162 x 3'h (6) 0.162 x 3'h _ �- _ 3,330 1 3,330 3;330 1 2,865 2,865 2,865 "kg#1S Tate-Mount (Max)installatton # ` THA29 18 1 s/a 9"tis 5'/e - 91Y,s - (16) 0.148 x 3 (4) 0.148 x 3 525 2,265 2,265 2,265 450 1 1950 1950 1950 '1''8 /a 13 f s„ 4014x )THA213 q , THA218 18 1 % 173/is 51h - 17:Ms - (18) 0.148 x 3 (4) 0.148 x 3 855 2,450 2,450 2,450 735 2105 2105 2105 THA218 2 ; ,16 3'/a Ttis 8;:. 14'/�s1;595 ...,:.. F ; �c5 „ ;' 45; „ IBC, THA222-2 16 3Ya 22 Ali 8 - 14Y,6 - (22) 0.162 x 3Yz (6) 0.162 x 31h 1,855 3,310 3,310. 3,310 1,595 2:845 2,845 2,845 FL LA ' . 18 3s/a' l3 ' 014x ,TWA413 l 1 ' THA418 16 3% 171h 77/a - 141146 - (22) 0.162 x 31/z (6) 0.162 x 31h 1,855 3,310 3,310 3,310 1595 2,845 2,845 2,345 'THA422 ; . 6 3Vs 22 77/a' 14'/,s - (22) 0162-X3'h (6)-0162 x3'h 1,855 't; It? ,=3 o- 15L�a 3" �4 THA426 14 3% 26 7% - 16% - (3o) 0.162 x 31/z (6) 0.162 x 3Yz 1,855 4,415 4,480 4,480 1,595 3,795 3,855 3,855 THA422-2 j .14' ' 71/4 22"IAs 93/a < 16?fis - (30) 0162 x 3'h {6) 01$2 x 3?h ,1;855 5170 5 52D ..5 520 1,595 4 445 4745' 4,745 FL THA426-2 14 71/4 261/s 93/4 1 18 1 (38) 0.162 x 3Yz (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 downbad rating. 3. Min. top flange refers to the minimum length of strap that must be field -formed over the header. The tabulated bads for the THA29 with 11h' min. top flange are based on a single 2x carrying member, all other top -flange installation bads are based on a minimum 2-ply 2x carrying member. For 4x2 truss carrying members with double top chords, use the specified fasteners for full tabulated values. For single 4x2 top chord or nailer applications, refer to the Nailer Table. 4. Face -mount installation bads are based on a two-ply 2x carrying member minimum. For single 2x carrying members, use 0.148" x 11h' nails in the carrying member and tabulated fasteners in the carried member, and use 0.80 of the table value for 18 gauge, and 0.68 of the table value -for 16 gauge and 14 gauge. 5. For the THA 2x models, one strap may be installed vertically according to the face -mount nailing requirements and the other strap wrapped over the truss chord according to the top -flange nailing requirements (see drawing on p. 186) and achieve full tabulated top -flange installation loads. 6. Refer to installation instructions regarding fastener installation into carried Ooist) 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. it I LUS/MUS/HUS/HHUS/HGUS Face -Mount Joist Hangers WG`a�E 9> This product is preferable to similar connectors because of a) easier installation, b) higher loads, c) lower installed cost, or a combination of these features. The double -shear hanger series, ranging from the fig: ,t-capacity LUS hangers to the highest -capacity HGUS hangers, feature innovative double -shear nailing that disti1butes the load through t!vo 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 apprications, 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. _...._:_; _ .. __- No�aesignedt`or-wefcka or'nailer appl'ications.---_—___ Options: . • LUS and MUS hangers cannot be modified • Concealed flanges are not available for HGUS and HHUS • Other sizes available; consult your Simpson Strong -Tie representative Codes: See p.12 for Code Reference Key Chart Double -Shear Nailing Top View Double -Shear Nailing Side View Do not band tab Dome Double -Shear Nailing Side View (Available on some models) r 1' for ors 1,A for4xs H t' B LUS28 HHUS210-2 MUS28 HUS210 (HUS26, HUS28, and HHUS similar) HGUS28-2 Typical HUS26 Installation with Reduced Heel Height (multiple member fastening by Designer) e EL 19 .. .. ... Construction Connectors LUS/MUS/HUS/HHUS/HGUS Face -Mount Joist Hangers (cont.) Y Min P Model � Heel ' No Heights � � Gad Dimensions (ni) � ' ' Fasteners � � s W H B I. '' Carried Membe ,,.Member. Single 2x Sizes LUS24' ;i ` 25/e '' 1$ 1 s�1a 131a (4) D 1z}8 x 3 (2) 0148 x 3 a 19ha _ ...4�/i ,I, 13/a „(4),d148 x 3,n,• MUS26 41th6 18 1 OA6 53ie 2 (6) 0.148 x 3 (6) 0.148 x 3 HUS26 4-Ar 16 15/a 5% 3 (14) 0.162 x 31/z (6) 0.162 x 31h HGUS26` 43Fia "' 18 .;, : 1,a . , '65/e 1 ?la (6).0;148 x MUS28 65As 18 1 %6 61%s 2 (8) 0.148 x 3 (8) 0.148 x 3 HUS28 61h 16 15/a 7 3 1 (22) 0.162 x 31/z (8) 0.162 x 31h HGUS28 69AB 12 15/a 71/a 5 (36) 0.162 x 31/2 (12) 0.162 x 31h LUS210'"'i 41/a;,';, s/ia'.:7?�ia '13/a (8).Q748x3„? t4};0:148x3,<', HUS210•'�,_ Ba/eF 76 _ 1$le " 9 3`' , (30)0.162x31/z` ,(1-0)0.�62x37/, HGUS210 1 , 8afs„'ss 12;-r''.15/e 91/e 5:i-„' ,(45)0.162x3, 2 j,`(16)0.162x311z O 1. See table below for allowable loads. U W N O F= Ss i Ss` SIMPSON' ED These products are available with additional corrosion protection. For more information, see p.15. For stainless -steel fasteners, see p.21. Many of these products are approved for installation E with Strong -Drive' SD Connector screws. See pp. 335-337 for more information. Allawable Loads SP Allowable Loads SPF/HF Allowable Loads P Model Gode No Up�ftOifi Wmd , Uphft1 floor < Snow Roof WmdUpliftl Floor Snow ° Roof Wmd Ref v , , �Io0o0rRoofs r.�.,.�'.(125) (160)' (160) �100}'`�. ��1$)4 (160) (160) (100�;(125��; Sin' le 2x Sizes LUS24 „` 3' 670'". 765_; .820 1,045 35, 725 825 , „890 „ _7. 4� 3 . ,495_;' ,565 :, r605.;.x77,0 ;. LUS26 1,165 865 990 1,070 1,355 1,165 935 1,070 1,150 1,475 865 635 725 785 1,090 IBC, FL, MU526i �� J0, 3F1295 1;480 1,560 1 �6t3 ='c;0,• ,1405 156D „�; 1. 5D 81::✓' 955',, r1,090:` 1180-- > 5:r LA HUS26 1,320 2,735 31095 3,235 3,235 1,320 2,960 3:280 3,280 3,280 1,150 2,350 21660 2,780 2,780 HGU526� t r.. 4,340_ .w4,650' , 5,17D., 5390 `:>7, ;,,"4,690 .5;220 .T5;390`;,'5;390 zSn.,. .3;225 , 3,610�� 3,870 3;985 IBC, FL LUS28 1165 1100 1,260 1,350 1725 1165 1195 1,360 1,465 1,730 865 810 925 1,000 1 270 MUS28i .. 1 u2G, 1,,73D;, , 1 975 =2 ! - -� 32 ,;:-1875 2135 -- 2;255 7:c, {5?. 1;270 _1,455 `1,575s:: ;1,955=n IBC, FL, LA HUS28 1,760 4,095 4,095 4;095 1,760 4,095 4,095 4,095 4.095 1,4180 3,520 3,520 3,520 3,520 HGU52S i,s# ,�, 7,275" F,2 7,275 c7 ew. _, c, _ 2 5 _T275 ;7,275 1:3 5 ,t?0;, 3,820`3,915 °,4,250::` IBC, FL LUS210 1,1651,335 1,530 2,090 1,165 1,450 1,655 1,775 2,270 865 985 1,120 1,215 1,500 IBC, FL, " ✓,;t ��, ;.s 6�3 0` 5'£1 .�i;� t•1D c 22'0 ? , �, °>z - „f'-�..: LA HGUS210 2,080 9.iGG 9,i00 9.i0G 00 2,090 9;100 9iGG 9,100 9,100 1 51u5 6,340 1 6.730 6,7.30 6,73D 13C, m 1. For dimensions and fastener information, see table above. See table footnotes on p. 195. HHUS/HGUS See Hanger Options information on pp. 98-99. HHUS - Sloped and/or Skewed Seat • HHUS hangers can be skewed to a maximum of 45' and/or sloped to a maximum of 45" • For skew only, maximum allowable download is 0.85 of the table load • For sloped only or sloped and skewed hangers, the maximum allowable download is 0.65 of the table load • Uplift loads for sloped/skewed conditions are 0.72 of the table load, not to exceed 2,475 lb. • The joist must be bevel -cut to allow for double shear nailing HGUS - Skewed Seat • HGUS hangers can be skewed only to a maximum of 45°. Allowable loads are: HGUS Seat Width Joist Down Load Uplift W < 2" Square cut 0.62 of table load 0.46 of table load W < 2" Bevel cut 0.72 of table load 0.46 of table load 2" < W < 6" Bevel cut 0.85 of table load 0.41 of table load 2" < W < 6" Square cut 0.46 of table load 0.41 of table load W > 6" Bevel cut 0.85 of table load 0.41 of table load Acute 'side apecrty angie Top View HHUS Hanger Skewed Right hoist must be bevel cut) All joist nails installed on the outside angle (non -acute side). 94 6t •uolleuwolul jaualsel jol ZZ-LZ •dd aaS •yl6ual Aq ialawelp palsg WE 61gel Nl ul suclsuatulp 1RN :sJaualsej •g •ergen sjgel aql to tr9.0 of pool eyl eonpea pue ISM ayl ul ,£ x .9q L •0 pus jepeeq e41 ul sileu sr/, L x .9q L•0 asn 'sjegwaw 6u.Vwuo xZ el6uls y8M •uoilonpaj peol ou 4llm 'lslof ayl ul o?,s x oZ9 L'O pue japeeg ayl ul slleu „V Z; x ZgL•o asn 'sjagwaw 6u.VwE0 x£ yl!M •sje6ueg palpu jol wnwwlw jegwew 5ulweo xZ Nd-oml a uo paseg we umoys spool g •all 6uo.48 uosdwlS loeluoo 'uoilewjolui leuolBPPe io3 •speol algemcou ja6ueq sll ul uolsual ulei6-ssojo to uollenlena ayl sapnpul ejemgos v ioloeleS joloauuoj 09ll6ualS uosdwlS 'trLOZ- L Id ASNd 41.m 80uepJ000e ul spscl ejgemcge llwg Aew uolsual u!wb-ssojo pjogo ssrul 'b •woa•ag6uo45 le 133H43U-O-1 u4sllnq leoluyoal ass 'ly6l914 lacy wnwluiw ueyl ssal jo3 •spool elgel 11% analyoe of pajlnbaj si umoys ly6lay leay wnwlulW '£ 6 .lei peclumop e sl (09 L) puM •Z •wano6 specl jaipo ajaym eonpaa •pomope eseaioul �eylJnl ou yllm 6ulpeq pu.m jo aWnbyl.iea jol paseejoul useq aney spool lNdn ' L 0£0`6.0£0'610£0'6.10E0'6 OL£'tr`OOS'OIOOS:'OLOOS�OL009'OL`080`S ?/,-ckz9l'0',(ZZ)'ycxz9L0(99), pvsu %L', ZL 9YcCl':�;4L/L815(19H': lJ S66'L 966'L:.566L.r5662 1 OOE`£.:96Z6�;96Z6 968,'6 S686.'SE8£ ?/c£XzgL0O.OZ) ,%S,X-Z9L0(95) .b-'YsOLiB/eL 'ui. ?Ycol:,, ZL/L£'LSf1�JH„ OZ8'L DZ8`L O38'L 0Z8'L OS6'Z 'S60'6 S60 6 S60'6 960 6 '9Y8` WL:1 ZL - , 9Yi9- .Ii;OI'/LE`LS(19H sazls xb algnop OU'8 06l'8 06L'8 061.'8 006'b SZM SZ[,u SZL'0L SZL'OL S69'S vsxz9l•0(ZZ) 3/tsxz9l'0(99) b si/LZL 9/SE ZL 9YcLl nnn9H OSL'L 09L'L 08L'L 091'L O06'b 5`v016 qW6 Sb0'6 S4D`6 569'S %exz9L'0(0Z) Z/i£x39L'0(9S) b 9YcOL e/s£ ZL eviaL I ZL4sn9H lj'J81'SZB.T SZ8`L_ rSZB'L .SZBL OZS'E,;'00A OOl6 'OOl,6,'; OOL`6' 98 't: iZ/i8,XZ91•0�91) ?Y�ExZ9l0'(9tr)' _tr. ,9Y�6` AM ,,ZL•,'- 9YL9 '�'`, OLtS��o �LTSISS9 9£S'S.,.SO6'4 cac `W'a 8r S£tr.`9 SOLS c " -ek£ Z9L=0'(OL) z/icn9L0(0£)'--£e .6`:,e/sE'" Arl.- ,§e8, OL4SnHH` S£4.'Z' 0E6 L '.S8LL 9L4`L r�, '6E8'Z. 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(SZL1 loos :i5ll) moos iOdL) �dolH (O9l) ugd(l. ;'(09L) PuJN ;':(5Zl) " °oa (SLL) M.0us (OOL) �aol3 '�091) u�ldn agwaW PaweO )aquiaW 6mRi�eO 8 H : M E�' ly6iaH IaaH .1 w4 a a P 0 spool algEMoptl'3H/3dS speo l aigemoj}tl ds(HO 's (u jsaaua;sej ('ui) suoisuawi0 lopoW °1W r" SS SS SS •uolloLwolul ejow jol LEE -SEE •dd seS LZ •d aas SL •d aas 'ucllewiolul ajow jo3 •smajos JoloauuoC) 08 ®anua-6ua1S qv!h% ; j i 'sieuelsel leels 40 •uogoalojd uolsoyoo leuol}lppeIN uolleale;sw col pano�dde aye slonpad asayl to (ueNl ss�ulels J03 4l!m algeilene aye slonpad asayl sn0HisnHHisnHisnwisn� sjcjoiquuoj... .. . . 0 N O o 0 CD co 0 z rn 0 0 z c) 0 ZD z 0 Simpson Strong-TieO Wood Construction Connectors • 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 37A": Minimum and maximum nailing options provide solutions for varying heel heights and end conditions. Alternate allowable loads are provided for gaps between the end of the truss and the carrying member up to 1h" max. to allow for greater construction tolerances (maximum gap for standard allowable loads is 1/s" per ASTM D1761 and D7147). See technical bulletin T-C-HANGERGAP at strongtie.com for more information. Material: 16 gauge m Finish: Galvanized L +0, Installation: U C • Use all specified fasteners; see General Notes C • Can be installed filling round holes only, or filling V round and triangle holes for maximum values 07 • See alternate installation for applications using the HTU26 on a 2x4 carrying member or HTU28 or HTU210 on a 2x6 carrying member for additional uplift capacity �, ..._ _ ..Options:-._.✓_____...... c>s - ...._...._... � _ G. • HTU may be skewed up to 671/z°. See Hanger Options on pp. 98-99 for allowable loads. • See engineering letter L-C-HTUSD at strongtie.com for installation with Strong -Drive® SD fasteners. Codes: See p.12 for Code Reference Key Chart Min. heel height per table 4 Many of these products are approved for installation with Strong -Driver SD Connector screws. See pp. 335-337 for more information. HTU26 Typical HTU26 Minimum Nailing Installation 1/e' max. gap betWeen end bf•-'--' truss and carrying member HTU Installation for Standard Allowable Loads (for 112" maximum gap, use Alternate Allowable Loads.) Standard Allowable Loads (1/s" Maximum Hanger Gap) ------ -1711 1x r Alternate Installation - HTU28 Installed on 2x6 Carrying Member (HTU210 similar) Model Mm Dimensions (ln )' `` Fasteners (in) t DF/SP Allowable Loads SPF/HF. Allowable Loads Code ' No Heel ' Height{ 4 w ,,•,, H B �arrymg Carried Member Member Upbft (160)-_ Floor (16WT Snow (115) -Roof (125) Wind (i60) Uplift F,(160); Floor (100) _Snow Roof 1Mrid Ref. Single 2x Sizes HT1126. .:., 31h,.. _15/e' :57hs„ ;:31fi , '(20)0.162 x 31h ;:(11) D.148 x 1?h . can`: ? 6. ( :. �_ bt3 c,c i co7r 0 Eau €;c2r�". HT1126'.(Min)=`" 37ia, ,1.5/s 5V1 31h;=(20)0;162x3?/z,',(14)'048-xi?h 1,25D 2,94D 3,200 .3;200 '3;200 1,075' 1852±I£2.015 '2,`015.`2;015: HTU26 (Max.); ,. 1. 51h `:. '-7 5/a `.5tis 31h `,, . (20) 0.162x 3lh ' ;(20) 0.148 x 1'"h • ='1;555`' 2,940 ' 3 :?C, u;580 , ' 4,0]0 .j-:1,335` ,2,530 ''z F,,-. s: BJ '8,456. IBC, HTU28 (Min.) 3x/s 15/a 7'As 31h (26) 0.162 x 31h (14) 0.148 x 11h 1,235 13,820 3,895 3,895 3,895 1,060 2,865 2,920 2,920 2,920 FL, HTU28 (Max.) 71/4 1 % 71/is 31h (26) 0.162 x 31h (26) 0.148 x 11h 2,020 3.820 4,315 4,655 5,435 1,735 3,295 3,710 4,005 4,675 LA HTU210 {Mini) ,?' 37/A . `..15/e , 91A 31A (32) 0.162'X 31h'. "(14)'0148'z T^h . ,1,330i �uti _ ':�, 04 4, 0u `1;145` �,- F"' _ ao. ;3:2z 3;225 HTU210 (Maz;) 9'/d i sis i .9?5s 31/i 32 0.1.62:X 31h ( ) ( 32 0.148 x 11h 3,315 5;9955 2,850' . 4,045 . - oe , i 4 930 5,155 Double 2x Sizes HTU26 2:(Mirl:) , , 3�/a'' •35/ts! ;57f�s`(20)"0:162 z 31h ::(14) 0.148'%3'' 1,515, : 2;940 '''a c.1,�, L; fail' '3,910 •1 905' 1,850 ; 2,090 , "2;255 ,2,465' HTU26-2 (Max.) 51/z, 3-As, 57/%: 31h ` (20) 6.162 %31h ;(20) 0.148 x`3' 2;175 2,940 , .3..._:l. I S 580 :3% l' 1,870 , "2 530 s 0s .3;8551. HTU28-2 (Min.) 37/a 3% 71/ta 31h (26) 0.162 x 31/2 (14) 0.148 x 3 1,530 3,820 4,310 4,310 4;310 1,315 2,865 3,235 3,235 3,235 IBC, HTU28 2 (Max.) 7Ya 3 is 71tis 31h (26) 0.162 x 31h (26) 0.148 x 3 3,485 3,820 4:315 4,655 5,625 2,995 3,285 ' 3;710 ; 4,G 5 _� 5 r 0,j LA HTU210 2 (Min ), = 3% 3�4s : ;9yf s. Z3 ':. (32),0:162 x 31h ' :(14) 0.148;x,3 •, 1,755 `-'. 4 705 :,4,815` j' 4 815 ; '4,815 : '1,510 3,53D i;`3,610 3 610 ' 3,610 ` HTU210 2 (MaX) , 9Y4;'7 35/is 9l/ts' :31h .;(32) 0.162 X 31fz :.;(32) 0148X:3 , , 4,1.10`,t 4,705 ; .'S 3 iu' I- ,%sC u;�)5 ,. ; 1. The maximum hanger gap is measured between the joist (or truss) end and the carrying member. 2. Minimum heel heights required for full table bads are based on a minimum 2:12 pitch. 3. Uplift loads have been increased for earthquake or wind loading with no further increase allowed. Reduce where other bads govern. 4. Wind (160) is a download rating. 5. For hanger gaps between 'A" and W, use the Alternate Allowable Loads. 6. Truss chord cross -grain tension may Imit allowable bads in accordance with ANSVTPI 1-2014. Simpson Strong -Tie® Connector Selector° software includes the evaluation of cross -grain tension in its hanger allowable bads. For additional information, contact Simpson Strong -Tie. 7. Loads shown are based on a minimum two-ply 2x carrying member. For single 2x carrying members, use 0.148" x 1 W nails in the header and reduce the allowable download to 0.70 of the table value. The allowable uplift is 100% of the table bad. 8. Fasteners: Nail dimensions in the table are fisted diameter by length. See pp. 21-22 for fastener information. 96 6 Simpson Strong -Tie° Wood Construction Connectors ■ Face -Mount Truss Hanger (cont.) t Many of these products are approved for installation with Strong -Drive® SD Connector screws. See pp. 335-337 for more information. Alternate Installation Table for 2x4 and 2x6 Carrvina Member ts!i cr�l Mm Fasteners (m) DF1SP Allowable Loads SPF/HF AllowableLoads Model No Heel Height Maimum Gode� Ref, [HTU26 In ) Member Member Member (16ID) (100) (115) (125) ' (160) (1600r-1D) (100) (115) {125) Wsp) (Min.) 37/a (2) 2x4 (10) 0.162 x 31h (14) 0.148 x 11/z 925 1,470 1,660 1,790 1,875 795 1,265 1,430 1,540 1,615 HTU26 (Max.) 51h (2) 2x4 (10) 0.162 x 31h (20) 0.148 x 11/z 1,24C 1,470 1,660 1790 2,220 1065 1,265 1,430 1,540 1,910 IBC HTU23:(Max)t48 >.LA x 11/e ` 1 970 ; `2 940 a1 S qua { 3;905 1695, 2 530re1 ',1.5 FL, HTU21O,(Max) 91/a , .(2) 2x6 (20) 0162 x 3?h (32) 0148 x 11h' ,"' 2 760 2 940 ' a 5n I" 3,905 2 375; 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 Hanaer Gar)) Dimensions (m) Fasteners (m) DHSP Allowable Loads SPF/HF Allowable Loads; Model P�Un Heat _ �- ' Code No W H . B Carrying Gamed Uplift Faor Snow Roof Wmd Uplift Floor Snow Roof ;Wmd Ref w Height , Member Member ;(160) (100) (115) (125) -; {1y60) i(160) (100) (115j (125)V ,..: Single 2x Sizes HTU26R 31h 15/a 57/1a` 31h (2Q) 0162 x 3?h (11) 0148 x 1�h C'5 ? 3QJ "5 ^ 3 2 +nJ 04510 1 iu 1 r19 • n HTU26 (Min) .. 371a 1$/a . ,5�tifi, 31/z (20) 0162rx 3?Jz (14) D 148 x 11/z 1175, 2`940 3100 3100 31D0 '7 010 1 955 1 955 1955 ` 1 955 HT02__(Max) 51h 1:SJa 57fs 31h:, (20)0162.X'3?Iz (20)0.148x11/z ;1215 2;940 0 ^C tit r '1D45 1850 2 9L E5= 2255 IBC, HTU28 (Min.) 37/a 15/a 71AB 31/z (26) 0.162 x 31h (14) 0.148 x i lh 1,110 3,770 3,770 3,770 3,770 955 2,825 2,825 2,825 .2,825 FL,, LA' HTU28 (Max.) 71/4 15/a 71/16 31/z (26) 0.162 x 31h (26) 0.148 x 11h 1,920 3,820 4.315 4:655 5,015 1,695 2,865 3.235 3,490 3,765 HT1121" (Min:) 37/a . 15/a ; 935a . 31/z (32) 0162 x 31h (14) 0,148 x 1 ls' 1 250: 3;600 3;606, 3;60D 3 600 , '1075 2 700 2,700 2,700 2,700 ' HTU210 (Max:) ' j . 91a ' 15/a 9116E 3h' (32) 0162.x 3?h (32) 0.148 x 11h rLL3 255 4;705 5;020 5,020 5 020 `2 800 3;530 '3;765 3 765 3,765"' Double 2x Sizes HT,lJ26 2 (Min.): 3�/a' 3§ia 5�tie' 3?Iz' ,(20) 0162 x 31/z (14)ji0:148 x 3 : - 515 2 940^ o 3 C 3 500' 3 500' 1,305 2 205 2 205 2,2 05 ; _205 HTU2&2 (Max) ' S1z 3�6 57ti6 31/z ,(20) 0162 x ;3? (20) 0148 x 3 1910 2 940 °_P 3 500 3 500. 1 645 2.;205 205 2 265 2;205 HTU28-2 (Min.) . 37/a 3% 7346 31/2 (26) 0.162 x 31h (14) 0.148 x 3 1,490 3,820 3,980 3,980 3,980 1,280 2,865 2,985 2,985 2,985 113G, FL, HTU28-2 (Max.) 71/4 3-Ms 71i6 31/z (26) 0.162 x 31h (26) 0.148 x 3 3,035 3,820 t,315 4,655 5.520 2,610 2,865 3,235 3,490 4 40 .LA HTU21D 2 Miri. ! 3 la 36 9'f6 ; 1 3 h° 1Iz (32) 0162x 3'R 1 0:148 x3 : (4) 1755{ 4 25a 4 255 4 255 4 255: ,,1 510 , 3,190 -.3,190 3.190-' . .. , 3,193, 0.162x 31/z .(32) 0.148 x 3 ''3 855 4;705 alu _ S 6 470 3 315 3,530 3;980, 4,300 4 855 1. The maximum hanger gap is measured between the joist (or truss) end and the carrying member. 2. Minimum heel heights required for full table bads are based on a minimum 2:12 pitch. 3. Uplift loads have been increased for earthquake or wind loading with no further increase allowed. Reduce -where other bads govern. 4. Wind (160) is a download rating. 5. For hanger gaps between 1/V and 1h°, use the Alternate Allowable Loads. 6. Truss chord cross -grain tension may Emit allowable bads in accordance with ANSVTPI 1-2014. Simpson Strong -lie® Connector Selectors software includes the evaluation of cross -grain tension in its hanger allowable bads. For additional information, contact Simpson Strong -Tie. 7. Loads shown are based on a minimum two-ply 2x carrying member. For single 2x carrying members, use 0.148' x 11h° naiU in the header and reduce the allowable download to 0.70 of the table value. The allowable uplift is 100% of the table bad. 8. Fasteners: Nail dimensions in the table are listed diameter by length. See pp. 21-22 for fastener information. IL 0 19 Simpson Strong -Tie° Wood Construction Connectors $IMPSON� • 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/,e" 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 13/4" Titen® 2 screws (Model TfN2-25134H) for concrete and 1W x 2344" Titen 2 screws (Model TTN2-25234H) for GFCMU. Follow all installation instructions and use the loads from the sa un lumber or FV%rP sections. Material: 14 gauge Fnish;_r an70.ZMW and stainless_steel,availab!e_ Installation: • Attach the hangers to concrete or GFCMU walls using . hex -head Titen 2 screws. Titen screws for GFCMU (1/4" x 23/4" — Model TTN2-25234H) and for concrete 0/4" x 13/4" — Model TTN2-25134H) are not provided with the hangers. • Drill the V11e"-diameter hole to the specified embedment depth plus 1/2". • Alternatively, drill the 3/W-diameter hole to the specified embedment depth and blow it clean using compressed air. • Caution: Oversized -diameter holes in the base material will reduce or eliminate the mechanical interlock of the threads with the base material and will reduce the anchor's load capacity. • Titen Installation Tool Kits are available. They include a 3/1e° drill bit and hex -head driver, bit (Model TTNT01-RC); a 3/16" x 41/2" drill bit is also available (Model MDB18412). • A minimum edge distance of 11/2' and minimum end distance of 37/8' is required as shown, in Figure 1 for full uplift Toad. • Where no upliF lead is required, a minimum end distance of 11h" is pem;itted. Codes: See p.12 for Code Reference Key Chart Concealed flanges HUC410 AN! a mi" HU214 Figure 1 — HUC410 Installed on Masonry Block End Wall Figure 2 — HUC410 Installed on Masonry Block End Wall 23 Sirinpson.. ...Conn'ectors HU/HUC/HSUR/LElm fe Medium -Duty Face -Mount Hangers (cont.) ED These products are available with additional corrosion protection. For more information, see p.15. HU26 HU26X (4)1/4 x 23/4 (4)1/4 x 13/4 (2) 0.148 x 1'A 335 1,000 335 1,545. HU28 AU11' (6)1/a X a (6J 1/a r 1 �a (4) 0 748 x 11fi . 845' 15i]D 760'" 2,900 . HU24-2 HUC24-2 (4)1/4 x 23/4 (4)1/4 x 1 3/4 (2) 0.148 x 3 380 1,000 380 1,545 HU26,2 (Mm) HUC26 2 (8)1/a z 23/a ' a max;` (8)K1/ x 1?/i :,(4) 0148 x 3 76D 2 000 760: 3200 HUC26=2 (12)11a x 23/4 i ` (12)1/a x-13/a (fi) 0148 x 3s 1',135 3 DDO w i 135 3 95D HU26-3 (Min.) HU026-3 (Min.). (8)'/4 z 23a (8)'/a x 1.3/a (4) 0.148 x 3 760 2,000 760 3,200 HU26-3 (Max.) HUC26-3 (Max.) (12)114 x 23/4 (12)'/4 x 13/a (6) 0.148 x 3 1,135 3,000 1,135 3,950 HUC28 2 (Mm) (10)1/a X 23/ (10)1/a x 1,'/a (4j 0148 x 3` 7,6D" 2 500 760 3,725 ;'`. HU28=2{Max 2 Max) ?3 x / 41/a 6j 0148x3 3 = 3 500 1184HU28 HU210 HU21 OX (8)1/a x 23/4 (8)1/a x 13/a (4) 0.148 x 11/z 545 2,000 760 2,415 HU210-2 (Min) , HUC210-2 (Mih) `„; (14)14 z 23/a (14)1la x,1 /a (6) 0148 x 3 1135 3 50Q T 135r 4;920 11U21t) 211vta t) H2 (Mart) YL,21D 1 , i HU210-3 (Min.) HUC210-3 (Min.) (14)1/4 x 23/4 (14)1/4 x 13/4 (6) 0.148 x 3 1.135 3,500 1,135 4,920 U H0210-3 (Max.) HUC210-3 (Max.) (18)1/4 x 23/4 (18)1/a x 13/4 (10) 0.148 x 3 1,800 4,500 1,800 5,085 C HU212 HU212X' ;'e (10)1/d�>< 23/ (10)1la x 1?/a (6} 0148 x ] 1%z 1135 2 50D 1135' 2 665 0 HU212-2 (Min.) HUC212-2 (Min.) (16)1/4 x 23/4 (1 6) Ya x 13/4 (6) 0.148 x 3 1,135 4,000 1,135 4,920 V HU212-2 (Max.) HUG212-2 (Max.) (22)1/4 x 23/4 (22)1/4 x 13/4 (10) 0.148 x 3 1,350 5,085 1,350 5,085 HU. o" a , 1C212e(Min)HU22'3(l 1;135 ,�. 4 OOD ? 1135 4;920 Max) , 1/a22)x 48 x 3 00a (3(HU212- 7,8004 5 D85 1 800 5 085 C U HU214 HU214X (12)114 x 23/4 (12) 1/4 X 13/4 (6) 0.148 x 11/2 1,135 2,665 1,135 2,665 HU214-2 (Min) :' , HUC214 2 (Min j , } (18)1lax 231a (18} 1/a x 13/a {8) 0148 X3 T 1515 4 500 1 515 " 5;085 , H0214 2 (Max) , HUC214-2 '(Max.), (24)1/aX 231a (24}'/a.x 1?/a , , ;(12) 0148 z.3 2;015 5 085 HU214-3 (Min.) HUC214-3 (Min.) (18)1/4 x 23/4 (18)1/4 x 13/4 (8) 0.148 x 3 1,515 4,500 1,515 5,085 HU214-3 (Max.) HUG214-3 (Max.) (24)1/a x 23/a (24)1I4 x 13/a (12) 0.148 x 3 2,015 5,085 2,015 5,085 HU216 'a n r HU216X {18} lax 23/a (18)1I4 X l,3/a i (8) 0148 X 11/z 1,51� F 2 920 u."' 1 515 a ' 920 HU216-2 (Min.) HUC216-2 (Min.) (20)1/4 x 23/4 (20)1/4 x 13/4 (8) 0.148 x 3 1,515 4,920 1,515 4,920 HU216-2 (Max.) HUC216-2 (Max.) (26)1/4 x 23/4 (26) 1/a x 13/a (12) 0.148 x 3 2,015 5,085 2,015 5,085 HU21 ' (101 , ' HUG216-3 (Mm) (20)`1/ax 23/a r (24)1/a z 1 ?la (8) 0148 x'3 1 515 4 92D :? 1515> 4;920 HU216 3 (Max.)" ; HUC216 3 (Max) (26)16 23/a (26)1la z,1;3/a Y . ' '<(12) 0148 z 3 2015 IL 5 085 2 OT5 5 085 '' HU7 (Min.) (Not available) (12)114 x 23/4 (12)114 x 13/4 (4) 0.148 x 1112 545 2,980 760 2,980 HU7 (Max.) (Not available) (16)114 x 23/4 (16)1/4 x 13/4 (8) 0.148 x 11/2 1,085 3,485 1,085 3,485 w HU9 (Min) (Not avallablej {i B)1l4 x 23/a ': (18)1la x 1, '4 (6) 0148 x 1;1fz 1135 3 230 1136'` `3 230 HU9 (Max) (Not available) (24) ?/a z 23/a (24)1I4 x 1/a (10) D 148 x 1 ?/: 1445 3 735 1,4 5. 3 735 ' HU11 (Min.) (Not available) (22)1/4 x 234 (22)1/4 x 13/a (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 11/2 1,445 3,735 1,445 3,735 HU14'(Mm) (Notavailahle) (28)?/<x23/a ` (28)1/ax;lla , , (8)'0148x1'h 1;510 f 3485, 1515' 3;485 HU14,(Ma' , :x) (Not available) (36)1/a x 23/a (36)1/a x 1 l (14) 0148 x.1'/2 H 2 015 , , "" 4 245 ! 2,65 STAGGER JOINTS - TYP. RAISED HEEL ROOF TRUSSES 5/SKI SEE PLAN i N w 5EE RIBBON BOARD= SCHEDULE FOR SPACING 4 FASTENING TO TRUSSES UPLIFT/SHEAR ANCHOR MASONRY WALL. EACH TRJ56 - SEE B/SKI SEE PLAN ; PLAN I, NOTE: ADD'L FRAMING NOT SHOWN FOR CLARITY RAISED HEEL TRU55 BEARING A WALE, NTS SKI 'S 41 i ROOF SHEATHING- SEE I 50FFIT/FASCIA- SEE ARCH. RAISED HEEL ROOF TRUSSES -SEE PLAN RIBBON BOARD - SEE SCHEDULE FOR SPACING 4 FASTENING TO w N TRUSSES WALL SHEATHING -SEE PLAN 41 MIN. 15/32' CDX PLYWOOD OR Y 1/16' 055 WITH 8d GUN NAILS (0.131' X 2 1/29 a 6' O.C. TO UPLIFT/SHEAR GYP. CEILING - RIBBON BOARDS ANCHOR EACH SEE PLAN d TRUSS- SEE PLAN SCHEDULE DO NOT FASTEN RIBBON BOARD INTO END GRAIN OF ROOF TRUSS MASONRY WALL - BOTTOM CHORD SEE PLAN RAISED HEEL TRUSS BEARING E3 SCALE, HTS SKI RIBPON 5GHEDULF� DESIGN CRITERIA RIBI ON MATERIAL RIBBON SPACING RIBBON ATTACHMENT Vult-IS5 MPH .. (2) 12d GUN (0.131' X 39 (Vasd=125 MPH) i2X4 SFm 24' TO EACH TRUSS, (4) EXP. B, P NAILS AT JOINTS ENCLOSED VulL=180 MPH fi (2) 12d GUN (0.131' X 3') (Vaeda13 PH) E2X4 SPFn I6' TO EACH TRUSS, (4) G, NAILS AT JOINTS ENCLOSED O 8 U UZ� OW>>Uf» Q¢¢ � x IL la_ o � ZOm Iu TV 3 U SHEET TITLE: RIBBONfeElALf00. RAISED HEFT ROOFiRUSiie SHEET INFORMATION: eae no: Sewn oernswfo: nae.ie pRAYM BY: REVIfWFDOY: M SK.I ALPINE AN F-M, rOV.PA%Y January 10, 2020 Carp eiitet Cbhtraictor-,of America, Inc. 8--9d *0 Avenue OINW WinterEavieri, PV31880.-6-201 Dear Matt: It has tig come' to my attention c- that some questions were raised pint-eir, 'w; �ft& .5/8" dhixn holes,drilled thfu the chords (wide face) of'sy,s42 gable end trusses-tp,-Oow for threaded w . rods lfi�'f- Ab"Os." If.'these. gable ends.are pve!jcq.yi.Op Aq4� support. w�tii-Q-"ki u f i5ifh 'Z` the files -ar&dMII6--iboutth.e:,cenferlitrenofthffwidE- fge no a0-gothan 4? O4'v'jtout" &mag%-g anyc,o,n,ne,c,,tor,,,plat69- 6, r vertical webs then i 1 .01 ' fe no re r eirussoftlysuppQrts. O�et-offlbbrl p4k is-rengired,T_h, 2 Idadsand no additional tp-acL. If you have .any questib.nt.', "please give me a -.,call. WAA, No, S6367 S S 'TATE OF N 6750 FbNT.brjVej Suite 8U.9, Ofla.ndp, 1=.L 3.2821 - (800.) s21-9790 — (863).422-86a5 wwvy-aipInel tw-coM g � of STATE OF , T*doeixttur#f<iaa been eleavnicePr signed and seated u a oigW 64lnowe. Prkftd etvles %vfflwtA an on jet . rmW bo verified ns61g the or rri Wsdr roc w*Wn. ,A61, . ALPINE AN IT W COMPAY FL REG4 278„ Yoonhwak Kim, FL PE #86367 Alpine, an ITVV Company 6750 Forum Drive, Suite 305' Orlando, FL 32821 Phone:(800)755-6001 www.alpineitw.com �Jl fl< #ffSi7Tic ti il... 2s ` 0 Customer Carpenter Contractors of America Job Number N372962 Job Description: 7A5/320 ,175EA ,RHOI / 1756/EASTHAM/EXPRESS Address: Yi.A;nae'r�``-ri<e�I•pta k �•5. AM �.: s. .. �. / .,' ,' °' .'1F h .` ..J l { k✓` Design Code: FBC 7th Ed. 2020 Res IntelliVIEW Version: 20.02.00A JRef#.` 1X3T89750045 Wind Standard. ASCE 7-16 Wind Speed (mpfiJ` 160 Design Loading (psf)r 3T00 audding Type: Closed This package contains general notes pages, 39 truss draw ng(s) and 4 detail(s), iirp:3 T3r�rt Nor1€iierirss 1 077.21.1003.35258 Al 3 077.21.1003.33335 A2 5 077.21.1003.32602 A4 7 077.21.1003.35431 A6 9 07721.1003.32743 A8 11 077.21.100334.492 A10 13' 077.21.1003,33414 Al2 15 077.21.1003..33601 A14G 17 077.21,1003.32507 A16 19 077:21.1003.33992, 131 2.1 077.21.1003.33085 63G 23 077.21.100134304 C1 25 077.21..100332742 EJ7 27 077.21.1003.33304 EJ2 29 077,21.1003.35648 CJ5A. 31 077.21,.1003.23429 CJ4 33 077.21.100&35946 CJ3A. 35 077.21.1003,34617 CJ1A 37 077.'21.1003.32476 HJ7A 39 077.21.:1003.23352 HJ4 41 A16015ENC160118 43 GBLLETIN0118 2 07721.1003.34929 A1A. 4, 07721.1003.32398 A3, 6 077.21.1003,32445 A5 8 077.211003.32523' A7 10 077.21,1003.33132 A9 12 077.21.100134273 All 14 077.21.1003.35430 A13 16 077.21.1003.34179 A15 18 077.21:1003.34335 A17G 20 077.21.1003.33039 B2 22 077.21.1003.23351 C2, 24 077.21.1003.23320 C3G' 26 077,21.1003.35602 EJ7A 28 077.21100133429 W5 30 077.21;1003.23367 CJA 32 077.21.1003.33835 CJ3 34 077.21.1003.35085 CJ 1 36 077.21.1003.35243 HJ7 38 077.21.1003.23335' HJ6 40 160TL 42 CNNAILSP1014 Flo jda Certificate of Product Approval #FL1999 Printed'3/18/2021 10:21:42 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. or4. 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/defi = 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.orq. •3. Alpine, a division of ITW Building Components Group Inc.: 514 Earth City Expressway, Suite 242, Earth City, MO 63045; www.alpineitw.com. 4. TPI: Truss Plate Institute, 2670 Crain Highway, Suite 203, Waldorf, MD 20601; www.tpinst.org. 5. SBCA: Wood Truss Council of America, 6300 Enterprise Lane, Madison, WI 53719; www.sbcindustry.com. Page 3 of 3 SEQN: 4596 / COMN Ply: 1 Job Number: N372962 Cust: R 8975 JRef:1X3T89750045 T14 / FROM: RWM Qty: 4 7A5/320 ,175EA ,RH01 / 1756/EASTHAM/EXPRESS DrwNo: 077.21.1003.35258 Truss Label: Al / YK 03/18/2021 8'2"6 136"10 + 20' 8'2"6 5'4"3 6'5"6 ro 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 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 Sid: 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 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 ALL N "IMPORTANT"' FURNISH THIS DRAWING TO ALL CO 26'5"6 + 31'9"10 + 40' 6'5"6 5'4"3 8'2"6 10, 30' Defl/CSI Criteria PP Deflection in loc Udell L/# 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 EW Ver: 20.02.00A.1020.21 ,ott,�vtEtr�errrrrr • rl a • s� No.86367 R • ®13- p STATE OF 4,� a l 10, 1' 40' ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 1677 A !- /923 /333 /344 H 1677 /- /- /923 /333 /- 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 ''�o�'• P*_'41;t�R1a�Ngo il +Aa, FL REG# 278, Yoonliwak Kim, FL PE #86367 03/18/2021- ON THIS DRAWING! :TORS INCLUDING THE INSTALLERS bracing. _ Refer to and follow the latest edition of igs l t3uA-L Tor stanaara plate positions. Meter to )oos General Notes page for additional Intormatlon. a division of ITW Buildingp�Components Group Inc. shall notbe responsible for any deviation from this drawing, any failure to build the n conformance with ANSI/TPI 1, or for handling, shipping,, installation and bracinctof trusses: A seal on this drawinq or cover page this drawing indicates acceptance of professional englneering responsibility solely -for the design shown. The suitability and use of This lg for any structure is the responsibility of the Building Designer per ANSIfTPI 1 Sec.2. ,re information see these web sites: Alpine: alpineitw.com; TPI: tpinst.or ; SBCA: sbcindustry.com• ICC: iccsafe.org• AWC: awc.org ALPINE AN ITW COMPAW 6750 Forum Drive Suite 305 Orlando FL, 32821 SEQN: 4599 / COMN Ply: 1 Job Number: N372962 Cust: R 8975 J Ref: 1 X3T89750045 T34 / FROM: RWM Qty: 1 7A5/320 ,175EA ,RHOl / 1756/EASTHAM/EXPRESS DrwNo: 077.21.1003.34929 Truss Label: A1A / YK 03/.18/2021 8'2"6 13'610 16'10" 20' 8'2"6 T 54"3 + 3'3"10� 3'1"12 1116X6 F 1112X4 Inn 10' + T i 2'1C T 10' 17' 1911 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 WAVE Lumber 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) 1 X4 #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. 40' 26'5"6 31'9"l0 40' 6'5"6 f 5'4"3 i 87"6 10'1"12 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 VIEW Ver: 20.02.00A.1020.21 ,�t;4i114f f II1►lI fir! a `+ 0 4 n No.86367 p STATE OF • 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 1- 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 I" mot+ sa 40RI�a d 0aaa�a `1 �lioo NA1. , �iiiJ1JjJ4tA+ 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 o herwise; 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.._.AppTy plates to each face of truss and position as shown above and on the Joint9Details,- unless noted otherwise. Pefer_to ALPINE drawings 16OA-Z-for standard plate positions. Refer to job's General Notes page for additional information. - -- Alpine, adivision of ITW BuildincLComponents-Group Inc. shall not responsible for any deviation from this drawing, any failure to build the ANOWCOMPAW truss in conformance with ANSI. Pl. 1, or for handling, shipping,, mstalla ion, and bracing. of trusses. A seal on this drawing or cover pa a 6750 Forum Drive listing this drawing indicates acceptance of professional encLsneering responsibilittyy solely for the design shown. The suitabilifY and use of ibis 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 SEON: 4601 / COMN Ply: 1 Job Number: N372962 Cust: R 8975 JR&AX3T89750045 T21 / FROM: RWM Oty: 1 , A5/320 ,175EA ,RH01 / 1756/EASTHAWEXPRESS DrwNo: 077.21.1003.33335 Truss Label: A2 / 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 " 8'2"6 8'2"6 �' i 10' ''2l t4 13'6"10 19' 2q' i 26'5"6 31'9"10 40' 5'4"3 + 5 1'� 5'5"6 5'4"3 6'2"6 10, 20' 1112X4 e6X6 e6X6 6X6 E F G 40' Wind Criteria Snow Criteria (Pg,Pf in PSF) Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA Speed: 160 mph Pt. NA Ce: NA Enclosure: Closed Lu: NA Cs: NA Risk Category: II Snow Duration: NA EXP: C Kzt: NA Mean Height: 15.00 it Building Code: TCDL: 4.2 psf BCDL: 5.0 psf FBC 7th Ed. 2020 Res. MWFRS Parallel Dist: h to 2h TPI Std: 2014 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 MIMIC 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. Defl/CSI Criteria PP Deflection in ]cc L/defl L/# 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 Ve r: 20.02.00A.1020.21 wvp No. 86367 S. r 81 +`ems STATE OF ®�v� 10, 1' 40' ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 1555 /- /- /926 /337 /328 J 1555 /- /- /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 I - 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 O - G 563 - 232 E - 0 563 - 232 H - L 617 - 261 M - H 516 - 709 'sj,OdS�QN Al 1ti1 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 in ,QQComponents Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the - il/TPI 1, or for handling, shipping,, installation and bracing of trusses. A seal on this drawin or cover page cceptance of professional engineering responsibilitty� solely -for the design shown. The suitabili y and use of This a responsibility of the Building -Designer per ANSI/TPI 1 Sec.2. ALPINE ANR COMPANY 6750 Forum Drive Suite 305 Orlando FL, 32821 more ICC:iccsafe.org; AWC: SEQN: 4604 / COMN Ply: 1 Job Number: N372962 Cust: R 8975 JRef:1X3T89750045 T13 / FROM: RWM Qty: 1 7A5/320 ,175EA ,RH01 / 1756/EASTHAWEXPRESS DrwNo: 077.21.1003.32398 Truss Label: A3 / YK 03/1812021 8'2"6 13'6"10 18' 20' 22' "6 31'9"10 40' 46 8'26 54"3 4'5"6 2' 2' 4'S"6 5'4"3 8'2"6 III2X4 .6X6 =6X6 =6X6 E F G 04X4 4X4 12 D 0 H 5 W5 25X5 a5X5 b C W i� (a) (a) -oNo T1 W3 T5 B J A K ,1 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): 0.234 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 Building Code: Creep Factor: 2.0 B Brg Width = 8.0 Min Req = 1.8 TCDL: 4.2 psf J Br Width = 8.0 Min Re 1.8 Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.859 g q = TPI Std: 2014 BC CSI: 0.800 Bearings B & J are a rigid surface. Load Duration: 1.25 MWFRS Parallel Dist: In to 2h Max Spacing: 24.0 " C&C Dist a: 4.00 ft Rep Fac: Yes Max Web CSI: 0.380 Bearings B & J require a seat plate. Loc. from endwall: not in 13.00 ft FT/RT:20(0)/10(0) Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) GCpi: us 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"x2ff%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.►tt (a) or scab reinforcement may be used in lieu of CLR �Y 4A�, ��H I� k ��/� Maximum Web Forces Per Ply (Ibs) restraint. substitute (1) scab for (1) CLR and (2) scabs `�N (� of • • i °io Webs Tens.Comp. Webs Tens. Comp. for (2) CLR'S where shown. Scab reinforcement to be < '� ♦ SCE N q i �j o i� N - D 626 -268 O - M 1059 - 5W same size, species, grade, and 80% length of web Ram e �p member. Attach with 0.128x3" gun nails @ 6" oc. y ® �, D - M 496 -681 O - G 998 - 544 No, 86367 m + E - O 998 -544 H - L 626 268 Wind p Z M - H 496 -681 Wind loads based on MWFRS with additional C&C o �«m • "` member design. ° q Wind loading based on both gable and hip roof types. i� STATE ATE OF Z,Jy 4 "••g'��°®0 �ORIV000666 C �•'�e 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 -safety practices pnor performing shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have structural sheathing bottom have proper) .attached and chord shall a properly attached ri id ceilin Locations shown for lermanent lateral restraint otywebs shall have bracin installed per BCSI sections B3, B7 or B10. Apply to face as applicabgle. plates each drawings 160A-Z for standard plate positions. Refer to job's -General Notes page for additional information. o truss and position as shown above and on the-Joint9Details, unless noted otherwise. Refer to ALPINE Alpine, a division of ITW Buildingp�Components Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the ANMCOMPAW truss in ANSI/TPI 1, conformance with or for handling,. shipping,, installation and bracin4of trusses. A seaLon this drawing or cover pa a 6750 Forum Drive listing this drawin indicates acceptance of professional engineering responsibilittyy solely -for the design shown. The suitability and use of This drawing for any sir'ucture is the responsibility of the Building Designer per ANSIrrPI 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: 4606 / COMN Ply: 1 Job Number: N372962 t: R 8975 JRef:1X3T89750045 T20 / FROM: RWM Qty: 1 7A5/320 ,175EA ,RHOl / 1756/EASTHAM/EXPRESS 7Dr-wNo: 077.21.1003.32602 Truss Label: A4 / YK 03/18/2021 8'2"6 17' 23' 31'9"10 i 40' 8'26 8'9"10 6' 8'9"10 8'2"6 ,6X6 =6X6 D E T2 12 T4 5 � �-_-5C5 W Z5X5 _ F Cl) In r` n W5 9 B G A H 4X6(A2) = 6X6 = 6X6 = 6X6 =4X6(A2) L 40' 1' 10' 10, 10, J. 10, 1' 10' 20' 30' T 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 L/# 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 /- A /929 /345 /- EXP: C Kzt: NA Des Ld: 37.00 HORZ(TL): 0.135 1 Wind reactions based on MWFRS Mean Height: 15.00 ft NCBCLL: 10.00 TCDL: 4.2 psf Building Cade: Creep Factor: 2.0 B Br g Wi dth = 8.0 Min Req = 1.8 Soffit: 0.00 FBC 7th Ed. 2020 Res. Max TC CSI: 0.854 G Brg Width = 8.0 Min Req = 1.8 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: h to 2h TPI Std: 2014 Max BC CSI: 0.801 Bearings B & G are a 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: 0.865 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 (Ibs) �``�1�a11����ll/Jt�� NOwl�w/�a LrI�®, Webs Tens.Comp. Webs Tens. Comp. arl4 /f'���i AP �1``�E► E 474 Y K- D 851 -445 F 455 No. 86367 6 e all STATE ATE OF a WO �g h �� S' °•ooe°o �: 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. Referto-andfollow the latest edition of BCSI (Building . Component Safety Information, by.TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have-proper)v attached structural sheathing and bottom chord shall have a properly attached rigid 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 Joint9Details, unless noted otherwise. Defer to drawings 16OA-Z for standard plate positions. Refer to job's General Notes page for additional information. ALPINE drawing, Alpine, a division of ITW BuildinQQComponents Group Inc. shall not be responsible for any deviation from this drawing, any, failure to build the ANNWCOMPANV in truss conformance with ANSI/TPI 1, or for handling, shipping,- installation and bracing of trusses. A seal on this or cover page 6750 Forum Drive listing this drawing indicates acceptance of professional en p veering responsibility solely for the design shown. The suitability and use of this - drawing for any structure is the responsibility the Building -Designer ANSI/T 1 1 Sec.2. Suite 305 of per 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: 4608 / COMN Ply: 1 Job Number: N372962 Cust: R 8975 JRef:1X3T89750045 T10 / FROM: RWM Qty: 1 7A5/320 ,175EA ,RHOl / 1756/EASTHAM/EXPRESS DrwNo: 077.21.1003.32445 Truss Label: A5 / YK 03/18/2021 8'2"6 16' 24' 31'9"10 40' 8'2"6 7'9"10 8' 7'9"10 87"6 5X5 ; 5X5 D E 12 5 ,5X5 W z—�-5F5 C cv 0 T1 W5 T5 B G A H 3 4X6(A2) = 6X6 = 6X6 = 6X6 = 4X6(A2) 40' �1' 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 Udefi 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 A /- /929 /348 /281 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(L-L): 0.074 1 - - G 1555 /- /- /929 /348 /- EXP: C Kzt: NA Des Ld: 37.00 Mean Height: 15.00 ft HORZ(TL): 0.137 1 - - Wind reactions based on MWFRS NCBCLL: 10.00 TCDL: 4.2 psf Building Code: Creep Factor: 2.0 B Brg Width = 8.0 Min Req = 1.8 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 i rigid surface. Bearings B & li require a seat plate. Re Fac: Yes Max Web CSI: 0.584 Spacing: 24.0 " C&C Dist a: 4.00 ft p 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 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. ,gy�tr9lf' Maximum Web Forces Per Ply (Ibs) ///f/�/� Webs Tens.Comp. Webs Tens. Comp. HWgk �a�`kk On��� E K - D 765 -372 F 427 -412 i No.86367 g r STATE OF l +aNA� `��, 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 Trussearequire extreme care in fabricatingg, handlingshipping, installing -and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) r sa{ety to these functions. Installers practices prior performing shall provide temporary. - bracing pper.BCS1..Unless noted otherwise, top chord shall have proper)Y-attached.structural sheathing and bottom chord shall have a properly attached-ci id ceiling Locations shown for permanent lateral restraint of webs shall have bracingq installed per BCSI sections B3, B7 or B10, as applicable.- Apply Oates to each.face, oT truss and position -as shown above and -on -the Joins -Details, unless noted otherwise. Refer to drawings-16OA-Z-forstandard plate positions. Refer to job's General Notes page for additional information. . ALPINE Alpine, a -division of ITW Buildingg Components Group Inc. shall not,be responsible for -any deviation from this drawing, any failure to build the AN T4COMPANV truss in conformance with ANSIf:PI 1, -or for handling, shipping,. installation and bracin4n of trusses. A seal on this drawin or cover pale 6750 listing this-drawingp indicates acceptance of professional engqineering responsibilittyv solely for the design shown. The suitabilipy and use of this Forum Drive drawing for any structure is the responsibility of the Building -Designer per ANSIlrPI 1 Sec.2. Suite 305 For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ]CC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 4610 / COMN Ply: 1 Job Number: N372962 Cust: R 8975 JRef:1X3T89750045 T19 / FROM: RWM Qty: 1 7A5/320 ,175EA ,RH01 / 1756/EASTHAM/EXPRESS DrwNo: 077.21.1003.35431 Truss Label: A6 / YK 03/18/2021 8'2"6 15' 25' 31'9"10 40' 8'2"6 6'9"10 10 6910 87"6 .6X6 =6X6 D T3 E 12 T2 T4 5 05C5 �5F5 c� i� m - 1 B G io H �iA 4X6(A2) __ 6X6 = 6X6 =6X6 = 4X6(A2) 40' 10' 10, 10, 10, 1 10' 20' 30' 40' Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pfin 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 /- /- /927 /350 1266 BCDL: 10.00 Risk Category: II - Snow Duration: NA HORZ(LL): 0.075 1 - - G 1555 /- A /927 /350 /- EXP: C Kzt: NA Des Ld: 37.00 Mean Height: 15.00 ft HORZ(TL): 0.139 1 - - Wind reactions based on MWFRS 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: 0.890 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# Loc. from endwall: not in 13.00 ft FT/RT:20(0)/10(0) Maximum Top Chord Forces Per Ply (Ibs) 0.18 Plate Type(s): Chords Tens.Comp. Chords Tens. Comp. GCon 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-2.0E; 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 I - G 2822 -1782 member design. Wind loading based on both gable and hip roof types. q!f ! 11► Maximum Web Forces Per Ply (Ibs) 941,' iAI '�� HWAk�r0I Webs Tens.Comp. Webs Tens. Comp. �4R �o 1^•�: • • • : ,. lrtlK - D 674 - 291 E - 1 674 - 291 ��ot,� No.86367 is • a ,e 2. a STATE OF tv� 'r, X, 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, 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 BCSI. Unless top have per noted otherwise, chord shall proper)v attached structural sheathing and bottom chord shall have a properly attached rig4id ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, as Apply to each face applicable. Oates of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to � A ' drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. �LPPII 1 VN Aline, a division of ITW Buildin$c�Components Group Inc. shall not,be respponsible for any deviation from this drawing, any failure to build the ANR COWAW truss in conformance with ANSI/TPI 1—or for handling, shipping,, installation and bracin44of trusses. A seal on this drawing or cover page listing this drawingg indicates acceptance of professional enccLLsneering responsibili solely -for the design shown. The-suitabilify and use of iris 6750 Forum Drive drawing for any structure is the responsibility of the Building -Designer per ANSI/T% 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: 4612 / COMN Ply: 1 Job Number: N372962 Cust: R 8975 JRef:1X3T89750045 T8 ! FROM: RWM Qty: 1 7A5/320 ,175EA ,RH01 / 1756/EASTHAM/EXPRESS DrwNo: 077.21.1003.32523 Truss Label: A7 / YK 03/18/2021 8'2"6 14' 20' 26' 31'9"10 40' 8'26 5'9"10 6' 6' 55 10 87 6 ;5X5 1112X4 =5X5 D E F T12 5 05X5 C G M zo T1 W3 ZD io ZS;z—z5X5 T5 tO B H A I t ev, =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): 0.237 E 999 360 Loc R+ / R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 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 1401 /- Des Ld: 37.00 EXP: .141 J - Wind reactions based on MWFRS Mean Height: 15.00 ft B Br Width NCBCLL: 10.00 TCDL: 4.2 psf Building Code: Creep Factor: 2.0 g dth = 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 Sid: 2014 Max BC CSI: 0.801 Bearings B & H 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.o0 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. Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. see E Iv L-D 647 F-J s/�� -309 647 -309 ,y {� o ,. D - K 387 - 304 J - G 399 - 367 p No. 86 7 E - K 500 -344 V VV// ! �w s. 0 v �O ;® STATE OF � �� I—aw` �+4�`�IQ�� °ice i0•0��� '�S dNA.141m 11I,Wll. 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 safety practices prior performing these functions. _ Installers shall provide temporary bracing per_BCSI. Unless noted otherwise, top chord shall have propery 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 oT truss and position as shown above and on the Join Details, unless noted otherwise. f�efer to ��1� 1, drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. �LPPII 1 VN Alpine, a division of ITW Buildingg�Components Group Inc. shall not be.responsible for any deviation from this drawing, any failure to build the ANMCOMPANY tr ss in conformance -with. ANSI 1, for handling, or shipping,, installation and bracingof trusses. A seal on this drawingor cover page - - 6750 Forum Drive listing -this drawing- indicates acceptance of professional -engineering responsibili{��r solelyor 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: 4614 / COMN Ply: 1 Job Number: N372962 Cust: R 8975 JRef:1X3T89750045 T18 / FROM: RWM Qty: 1 7A5/320 ,175EA ,RH01 / 1756/EASTHAM/EXPRESS DnvNo: 077.21.1003.32743 Truss Label: A8 / YK 03/18/2021 8'212 13' 20' 27' 31'9"4 40' 8'2"12 4'9"4 7' 7' 4'9"4 8'2"12 :5DX5 1112E4 T2 �5F5 12 5 \\\2C4 /// T T G4 W in n W3 _ � B H A � = 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 L/defl L/# 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 1727 /234 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.077 J - - H 1558 /- /- 1921 /727 /- EXP: C Kzt: NA Des Ld: 37.00 Mean Height: 15.00 ft HORZ(TL): 0.144 J Wind reactions based on MWFRS 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 = 1.8 Soffit: 0.00 FBC 7th Ed. 2020 Res. Max TC CSI: 0.830 g q - BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Max BC CSI: 0.804 Bearings B & H are a rigid surface. 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. �ttttllllf►�r� Maximum Web Forces Per Ply (Ibs) A r/r' Webs Tens.Comp. Webs Tens. Comp. q,,41W QO ^0 4 Irl :00. C - L 378 - 343 K - F 500 - 407 •V rj ®`1 �� • L - D 587 - 272 F - J 587 - 273 e �r (� • y D - K 500 - 407 J - G 378 - 343 si • e P E - K 576 - 418 4 No.86367 o ge 10, S • * i 4 a STATE OFa'L 0��ORIVt- , AN L 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 and safety practices nor to performing these functions. Installers shall provide temporary bracing per BCSI: Unless -noted otherwise, top chord shall have propery attached structural sheathing and bottom chord shall have a properly attached ri id ceiling Locations shown for ermanent 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 drawings 16OA-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 ANmvcoW-V truss -in conformance with ANSI 1, or for handling, shipping,, installation and bracing of trusses. A seal on this drawing -or cover pa a listing this drawing indicates acceptance of professional enpmeering responsibili solely -for the design shown -The suitability and use of this 675o Forum Drive_ drawing for any structure is the responsibility of the Building -Designer ANSI/T�I 1 Sec.2. Suite 305 per For more information see these web sites: Alpine: al ineitw.com; TPI: 1 inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEON: 4616 / COMN Ply: 1 Job Number: N372962 Cust: R 8975 JRef:1X3T89750045 T7 / FROM: RWM City: 1 7A5/320 ,175EA ,RH01 / 1756/EASTHAM/EXPRESS DrwNo: 077.21.1003.33132 Truss Label: A9 / YK 03/18/2021 8'212 12' 20' 28' 31'9"4 40' 8'212 3'9"4 8' 8' 3'9"4 8'2"12 =5DX5 1112E4 T2 =5F5 5 T 12 \\\2C4 ///2XC�4 T W n W3 ao rn B H A 11�6,6„ 4X6(A2) = 6X6 =5X8 = 6X6=4X6(A2) 40' 10' 10, 10, 10, +1'� 10' 20' 30' 40' Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pfin 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 /- /- /916 /417 /219 BCDL: 10.00 Risk Category: II _ Snow Duration: NA HORZ(LL): 0.079 J - - H 1558 /- /- 1916 /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 TCDL: 4.2 psf Building Code: Creep Factor: 2.0 B Brg Width = 8.0 Min Req = 1.8 H Br Width = 8.0 Min Re 1.8 Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.872 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 ft 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 B - C 2148 - 3140 E - F 2361 - 3026 Lumber 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. Maximum Web Forces Per Ply (Ibs) . �rl�P*, Webs Tens.Comp. Webs Tens. Comp. 4,4`^O�AH1A/A A/p L-D 53-235 K-F 3-537 V D �l1��Y+,i�j��i�l - K 634 - 537 F - J 539 -235 0 E - K 635 -481 No. 86357 v .e STATE OF - , ,` 7J ONA�; 41 14444441��0 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, handling shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) r to these functions. Installers safety practices prior performing shall provide temporary bracing per BGSI. Unless noted otherwise, top chord shall have proper)% attached structural sheathing and bottom chord shall have a properly attached ri id ceiling Locations shown for permanent lateral 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. Ffefer to,ALPINE drawings 160A-Z for standard plate positions. Refer to jobs General Notes page for additional information. Alpine, a division of ITW Building Components Group Inc: shall not be resp. onsible for any deviation from this drawing, any failure to build.the AN RW COMPANY truss in conformance with ANSI PI 1, or for handling, shipping,, installation and bracing trusses. this drawin of -A seal on or cover pa a 675o Forum Drive listing this drawing indicates acceptance of professional enpmeenng responsibili��r solely -for -the design shown. The suitability and use of this drawing for is -Designer any structure the responsibility of the Building per ANSI/TPI 1 Sec.2. Suite 305 For more information see these web sites: Alpine: al ine!tw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 4622 / COMN Ply: 1 Job Number: N372962 Cust: R 8975 JRef:1X3T89750045 T17 / FROM: RWM Qty: 1 7A5/320 ,175EA ,RH01 / 1756/EASTHAM/EXPRESS DrwNo: 077.21.1003.34492 Truss Label: A10 / YK 03/18/2021 8'2"12 11' 20' 29' 31A' 40' "{ 8'212 Z'9"4 9' 9 2'9"4 i 8'2"12 '{ =6X6 =8X8 =6X6 D T2 E T3 F T12 T 5 � 2C4 ///2XC'4 I d W3 n A B H1-1 1 �3 I 1 =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 loc 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 1558 /- /- /911 /727 /203 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.049 J - - H 1558 /- /- /911 f727 /- EXP: C Kzt: NA Des Ld: 37.00 Mean Height: 15.00 ft HORZ(TL): 0.092 J Wind reactions based on MWFRS NCBCLL: 10.00 Building Code: Creep Factor: 2.0 M Brg Width = 8.0 Min Req = 1.8 TCDL: psf 5.2 H Br Width = 8.0 Min Re = 1.8 Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.701 g q - 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) 1 X4 #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. ��1191(►p; j Maximum Web Forces Per Ply (Ibs) (a) or scab reinforcement may be used in lieu of CLR �01`�-,y �(A `p� Webs Tens.Comp. Webs Tens. Comp. t�p� restraint. substitute (1) scab for (1) CLR and (2) scabs �N% a�' o • 'ri L - D 512 -233 K - F 863 749 for (2) CLR'S where shown. Scab reinforcement to be i��� • • a a y°p� same size, species, grade, and 80% length of web �2 • �j�N • D - K 863 -749 F - J 512 233 member. Attach with 0.128x3" gun nails @ 6" oc. `�►° a• v •a `0. E - K 747 -596 f��tG • I�iy. 86�67 • Wind o a Wind loads based on MWFRS with additional C&C a• member design. � '°"�"�° � • "s'Ci Wind loading based on both gable and hip roof types. a • (� STATE QE e 4r 4 ef�,,s 4 0 MIA! �� 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)Y attached structural sheathing and bottom chord shall have a properly attached rigid ceilin Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, as applicable. Applgy plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Defer to drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. A LPI N E Aline, a division of ITW Buildingp Components_Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the ANnWCOMPANY tr ss in conformance with ANSI/TPI 1, handling, or -for .shipping,, installation and bracing4 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 -Designer drawing for any structure is the responsibility of the Building per ANSI/TPI 1 Sec.2. Suite 305 For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ]CC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN:4620/ COMN Ply: 1 Job Number: N372962 Cust:R8975 JRef:1X3T89750045 T6 / FROM: RWM Qty: 1 7A5/320 ,175EA ,RH01 / 1756/EASTHAM/EXPRESS DrwNo: 077.21.1003.34273 Truss Label: A11 / YK 03/18/2021 10, 20' 30' 40' 10, 10, 10' 10, vE 6X8 =_ 6X6 = 6X8 12 C D E T 5T W fo (a) (a) W2 0 :1:1 B F v 1 A_10 G I�88" 311 4X6(A2) -6X6 =5X8 = 6X6=4X6(A2) 1 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 L/defl L/# 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 l729 A EXP: C Kzt: NA Des Ld: 37.00 Mean Height: 15.00 ft HORZ(TL): 0.152 H Wind reactions based on MWFRS NCBCLL: 10.00 Building Code: Creep Factor: 2.0 B Brg Width = 8.0 Min Req = 1.8 TCDL: 4.0 psf F Br Width = 8.0 Min Re Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.641 _ 9 q = 1.8 Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h - TPI Std: 2014 Max BC CSI: 0.821 Bearings B & F are a rigid surface. Bearings B & F require a seat plate.Members Spacing: 24.0 " C&C Dist a: 4.00 ft Rep Fac: Yes Max Web CSI: 0.931 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 2195 -3087 D - E 2800 -3641 Top chord: 2x4 SP 2400f-2.OE; C - D 2800 - 3641 E - F 2195 - 3087 - Bot chord: 2x4 SP #1; We Maximum Bot Chord Forces Per PI I s Webs: 2x4 SP #3; W2,W4 2x4 SP #2 N; Chords Tens.Comp. Chords Tens. Bracing B - J 27-1844 I - H 27-185 (a) 1X4 #3SRB or better continuous lateral restraint to 74 -1841 H - F 2766 -1857 J - I 27 be equally spaced. Attach with (2) ed Box or Gun nails(0.113"x2.5",min.). Restraint material to be supplied and attached at both ends to a suitable support by Maximum Web Forces Per Ply (Ibs) erection contractor. Webs Tens.Comp. Webs Tens. Comp. 1oj1i1141111pp used in- ieu `'fly C - J 415 0 I - E 940 813 or scab reinforcement orb(1) oe� �H �Y" 'k restraint. substitute (1) scab C R ane d (2)f cabs a`CLR • e C-1 940 -813 H-E 415 0 \ •P for (2) CLR'S where shown. Scab reinforcement to be ti\ Q ° ° e ^� pa '��p� D - I 693 -546 same size, species, grade, and 80% length of web ,�a o0 1cEfq member. Attach with 0.128x3" gun nails @ 6" oc. e �o pG a No Wind �® Wind loads based on MWFRS with additional C&C • 7� o • member design. Wind loading based on both gable and hip roof types. ci • • %� ��s ® STATE OF ° 4, ma's S' "•oee° �► S/aN A L- 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 stopping, installing and bracing. Refer to and follow the latest edition of BCSI (Building - Component Safety Information; -by TPI fo'r to and-SBCA) safety practices rior performing these.functions. Installers shall provide temporary - bracingper_BCSI.-Unless noted -otherwise, top chord shall have propq% attached structural sheathing and bottom chord shall have a properly Locations attacheU rigid ceilin shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, as applicable- _Apply pplates to each face of truss and position as shown above and on -the Join Details, unless noted otherwise. Defer to drawings 160A-Z forstandar&plate positions. Refer to job's General Notes page for additional information. ALPINE Alping, a division of ITW Buildingq�Components Group Inc. $hall not. be responsible for-any_deviation from this drawing, any failure to build -the ANnw[OMPA truss m conformance ANSIIT-PI..1, -seal with or -for -handling, shipping, • installation and bracincl of trusses. A on this drawin or cover pa a 675o Foram Drive listing this drawing indicates acceptance -of professional -en ineenng responsibili-�r solely -for the design shown. The suitability and use of This — drawing for any structure is the responsibility of the Buildingg 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; ]CC: iccsafe.or ; AWC.awc.or - Orlando FL, 32821 SEON: 4625 / COMN Ply: 1 Job Number: N372962 Cust: R 8975 JRef:1X3T89750045 716 / FROM: RWM Oty: 1 7A5/320 ,175EA ,RH01 / 1756/EASTHAM/EXPRESS DnvNo: 077.21.1003.33414 Truss Label: Al2 / YK 03/18/2021 9' 16'4"13 23'6"3 31' 40' 9' 7'4"13 7' 1 "5 7'6"13 9' - 12 5C8 =4XD4 T2 —6E6 T3 -5X5 F T 5� T - (a) (a) v in B G v A H �3 �88„ =3X6(A1) 1112X4 =5X5 =4X4 =6X61 B3 =3X6(A1) 1 30'4" 918.1 9'112 6'11"9 7'1"5 7'1"5 9181, 9' 1"12 16' 1 "5 23'211 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 L/defl L/# 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 1- 1- /669 /521 /172 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.043 1 - - 1 1955 /- 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 /- NCBCLL: 10.00 TCDL: 4.2 psf Building Code: Creep Factor: 2.0 Wind reactions based on MWFRS Soffit: 0.00 BCDL: 5.psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.909 B 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: 0.877 1 Brg Width = 8.0 Min Req = 2.5 G Brg Width = 8.0 Min Req = 1.5Bearings Spacing: 24.0 " C&C Dist a: 4.00 ft Rep Fac: Yes Max Web CSI: 0.763 B, I, & 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:20.02.00A.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 - I 973 661 and attached at both ends to a suitable support by 973 661 L - K 1720 -1143 1 - G - erection contractor. go�i�llf f (P►'��� K - J 1821 -1301 �p�sj� (a) or scab reinforcement f be used in lieu fCLR��� restraint. substitute (1) scab �ro� O (1) CLR and (2) scabs ° ® PA for (2) CLR'S where shown. Scab reinforcement to be y`�,�®p pl a • Maximum Web Forces Per Ply (Ibs) same size, species, grade, and 80% length of web �1 t Y S� e• A� Webs Tens.Comp. Webs Tens. Comp. Pis® ®® member. Attach 0.128x3" 6" rr with gun nails @ oc. w ° e ® D J 788 948 - - E - I 1661 - 2138 N N®' ����� • Wind m Y R +^ J - E 589 -295 I - F 648 -704 Wind loads based on MWFRS with additional C&C ® ® ..,m, • 3� member design. o • s 'P''9• •t��® Wind loading based on bath gable and hip roof types. STATE OF • �� Additional Notes �40 • • fi` �1 ` P �� Negative reaction(s) of -214# MAX. from a non -wind �j • t/ 1�• a �� C. load case requires uplift connection. See Maximum �0 4f • A Reactions. 114, NA t' , 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 anr� SBCA) fo'r saty practices prior to performing these functions. Installers shall provide temporary` bracing per BCSI: Unless noted otherwise, top chord shall have_�ropenr% attached -structural sheathing and bottom chord shall have a properly attachetl rig4id ceilin Locations shown for permanent lateral 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 Buildingq�Components Group Inc. shall.not,be responsible for any deviation from this drawing, any. failure to build the ANMNCOMPANY truss in conformance -with ANSI 1,-or for handling, shipping,. installation and brad ngof trusses. A seal on this drawing or cover page -for listing this drawingg indicates acceptance of professional encLineenng-responsibilitty� solely the design shown. The suitability and use of this 6750 Foram Drive drawing for any sfr'ucture is the responsibility of the Building -Designer ANSIrrP1 1 Sec.2. Suite 305 per 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: 4636 / COMN Ply: 1 Job Number: N372962 Cust: R 8975 JRef:1X3T89750045 T2 / FROM: RWM Qty: 1 7A5/320 ,175EA ,RH01 / 1756/EASTHAM/EXPRESS DrwNo: 077.21.1003.35430 Truss Label: A13 / YK 03/18/2021 8' 16, 20' 23117 32' 40' 8' 8' 4' 3'11"7 810"9 8' 12 :5C5 =-5X5 1112E4 =4F4 =5XC6 5� D , T bo (a) (a) o H 1 AIA 4X6(A2) = 5X8 = 5X8 = 5X8 = 4X6(A2) • 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 L/# 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 /729 /156 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.106 J - - H 1557 /- /- /886 /729 /- EXP: C Kzt: NA Des Ld: 37.00 Mean Height: 15.00 ft HORZ(TL): 0.197 J - Wind reactions based on MWFRS NCBCLL: 10.00 Building Code: Creep Factor: 2.0 B Brg Width = 8.0 Min Req = 1.8 TCDL: psf H Br Width = 8.0 Min Re = 1.8 Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.714 9 q - 5.0 Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Max BC CSI: 0.932 Bearings B & H are a rigid surface. Bearings B & H 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 erection contractor. 1�����lfAt/^ppppp, Maximum Web Forces Per Ply (lbs) Webs Tens.Co54 lieu mp. $ Tens. Comp. CLRscabs �r� : k rl�®� C eLs b reinforcement f b(1) restraintor asubstftute (1) scab CLR and (2)f`atl\tltl�p1' for (2) CLR'S where shown. Scab reinforcement to be r 993 1081 L D 986 J G same size, species, grade; and 80% length of web - -1077 - 856 442 member. Attach with 0.128x3" gun nails @ 6" oc. yam~ •° i • y No.86 67 ° ? Wind e o +d Wind loads based on MWFRS with additional C&C member design. ® • ° o�1.0 Wind loading based on both gable and hip roof types. p STATE OFea • opnv °•oo*o tl NAi � �� � 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 SBCA).r and safety practices prior to performing these functions. Installers shall provide temporary bracingper_BCSL Unless noted otherwise, top chord shall bottom -have properly attached structural sheathing and chord shall have.a properly _ attached rigpid ceiling Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or B10 - as applicable. Apply to face ' plates each of truss and position as shown above and on the Joins Details, unless noted otherwise. defer to drawings 16OA-Z for standard plate positions. Refer to job's General Notes page for additional information. A LPI N E Alpine, a division of ITW Buildih$Components Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the ANMCOWAW truss in conformance with ANSI 1, 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 en sneering responsibili�v solely or the design shown. The suitability and use of this - - drawing for any structure is the responsibility of the Buildinguesigner per ANSI/f l 1 Sec.2. Suite 305 For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 4663 / HIPS Ply: 1 Job Number: N372962 Cust: R 8975 JRef:1X3T89750045 T15 / FROM: RWM City: 1 7A5/320 ,175EA ,RH01 / 1756/EASTHAM/EXPRESS DrwNo: 077.21.1003.33601 Truss Label: A14G / YK 03/18/2021 7' 15, 2533' 40' r 7, 8' r to: 8' 7, '1 12 =6X8 =8X8 =8x14 ///6X8 5 C D E F T T Ti (a) W (a) I g, (a T5 B G rni M 5 �3 A H 4X8(Al) = H0710 = 8X8 = 8X12 = 4X6(A1) 30'4" 9'8" 10' 10, 10'4" 9'8" r �1 10' 20' 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 ]cc 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 A /- /- /1105 /- BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.054 C - - 1 5449 /- 1- 1- /2652 /- EXP: C Kzt: NA /- Des Ld: 37.00 HORZ(TL): 0.101 C - G - /-820 /- /275 /- Mean Height: 15.00 ft Wind reactions based on MWFRS NCBCLL: 10.00 Building Code: Creep Factor: 2.0 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.945 L Brg Width = 8.0 Min Req = 2.6 .Min Req = .4 Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 TPI Std: 2014 Max BC CSI: 0.772 I Brg Width = 8.03 G Brg Width = Min Req = 1.5 Spacing: 24.0 " C&C Dist a: 4.00 ft Rep Fad: Varies by Ld Case Max Web CSI: 0.986 Bearings L, I, & G arigid surface. a3re 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.o0A.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 ( Box r Gun load case requires uplift connection. See Maximum Chords Tens.Comp. Chords Tens. Comp. Reactions. nails(0.113"xZY,min.). Restraint material to be supplied B K 4440 - 2224 J - I 1314 884 and attached at both ends to a suitable support by erection contractor. K - J 5888 - 3087 I - G 1147 - 2488 t11111fItP/p// 1 j`r+� , Maximum Web Forces Per Ply (Ibs) restraint. substitute (1) scab or scab reinforcement orb(1) CLR ane used in ld (2)eu f cabs ��`CLR,4� "t ► Y A, r �� for (2) CLR'S where shown. Scab reinforcement to be �p ( ®`e�e� a 0 o _ jP Webs Tens.Comp. Webs Tens. Comp. 80 /o length o same size, species, grade, and of web ,e 4✓ r/�V�+J ��, C - K 1693 -521 J - E 3262 -1093 member. Attach with 0.128x3" gun nails @ 6" cc. R® m®� ap r',a y* o K - D 557 - 248 E - 1 3329 - 5871 Special Loads s N o. ✓8636 7 ♦ i D - J 1426 -1977 1 - F 1338 - 2176 ------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) c a TC: From 55 plf at -1.00 to 55 plf at 7.00 TC: From 28 plf at 7.00 to 28 plf at 33.00 ® .. T V 1G o �� TC: From 55 plf at 33.00 to 55 plf at 41.00 ® STATE BC: From 20 0.00 I f plf at to 20 plf at 7.03 % BC: From 10 at 7.03 to 10 at 32.97 i" ® • plf plf ``�✓�` BC: From 20 plf at 32.97 to 20 plf at 40.00 ��p �y e (Q 1� T4 M4 TC: 62 lb Conc. Load at 7.03,32.97 rah V 00 oQ""S 06, 9 06,20.94,22.94 24.94,26.94,28.94 6 0 30 94,32. 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 #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, TPI -by and SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary bracing er BCSI. Unless noted otherwise, top chord shall have proper) attached structural sheathing and bottom chord shall have a properly. attache. ri rd ceiling -Locations shown for permanent lateral restraint o>Ywebs shall have bracing installed per BCSI sections B3, B7 or B10, as appliabgle. 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. Refer to job's General Notes page for additional information. ALPINE Alpine, a division of ITW BuildinQQComponents Group Inc. shall not. be responsible for any deviation from this drawing, any, failure to build the AN nW COW - truss in ANSI/TPI 1; for handling, conformance with or shipping,, installation and bracin of trusses: A seal on this drawm or cover page 6750 Forum Drive listing this drawin indicates acceptance of professional enccLLineering responsibili solely -for the design shown. The suitability and use of -this drawing for any structure is the responsibility of the Building -Designer per ANSINI 1 Sec.2. Suite 305 For more information see these web sites: Alpine: aI ine!tw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 4634 / COMN Ply: 1 Job Number: N372962 R 8975 JRef:1X3T89750045 T5FROM: RWM Qty: 1 7A5/320,175EA,RH01 /1756/EASTHAM/EXPRESS J�DtNo: 077.21.1003.34179 Truss Label: A15 / YK 03/18/2021 6' 14' 20' 26' 34' 40' 8' +' 6' 12 8X8 =-8X8 1112X4 =8X8 =8X8 5 C D E F G T T1 T o M �T5 N B H v 1 S3 A I 1 �68 4X6(A1) = 8X8 = 8X8 - 8X8 = 4X6(A1) 40' 10' 10, 10, 10, +1'� + 10' 20' 30' 40' Loading Criteria (psi) 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 P /- /865 /731 /- EXP: C Kzt: NA Des Ld: 37.00 Mean Height: 15.00 ft HORZ(TL): 0.129 J Wind reactions based on MWFRS M Br Width NCBCLL: 10.00 Building Code: Creep Factor: 2.0 g = 8.0 Min Req = 1.5 TCDL: psf H Br Width = 8.0 Min Re 1.5 Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.479 g q = 5.0 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. Spacing: 24.0 " C&C Dist a: 4.00 ft Rep Fac: Yes Max Web CSI: 0.660 Members not listedhave 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 B - C 2536 - 3340 E - F 4454 - 6219 Lumber 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.OE; 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. iII11111!ili/f Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. Ak 401I4`��y�pN `/,to.. ®�G� (1�+ /A L D 1252 F J 1252 05 - -1305 - -1 4� ®� i .D D - K 607 - 367 J - G 1731 -109 a P � • Na, 85367 • oA STATE OF •r��i v IN a 01, V • file a• ��®'sS,0NA�d► 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 saty to these functions. Installers practices pnor performing shall provide temporary bracing per BCSI..Unless noted.otherwise,:top chord shall have �roper!v attached structural sheathing and bottom chord shall have a properly — attached -rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10. as applicable. Apply plates to each face. of truss and position as shown above and on the 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 LP I N E Alpine, a division of ITW Buildin Components Group Inc. shall not. be res onsible for any deviation from this drawing, any failure to build the MMCOWAW tr ss.in conformance -with ANSIl� PI 1, or for handling,. shipping,. instal INN and-bracingof trusses. A seal on this drawin or cover pa a 6750 Forum Drive listing this drawingp indicates acceptance of professional enpmeenng-responsibili��yy solely for the design shown. The suitabili& and use of Phis drawing for any structure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2. Suite 305 For more information see these web sites: Alpine: al ineilw.com; TPI: t insl.or ; SBCA: sbcindusl .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 4657 / COMN Ply: 1 Job Number: N372962 Cust: R 8975 JRef:1X3T89750045 T4 / FROM: RWM City: 1 7A5/320 ,175EA ,RH01 / 1756/EASTHAM/EXPRESS DrwNo: 077.21.1003.32507 Truss Label: A16 / YK 03/.18/2021 10' 16' 20' 26'10"4 36' 40' 4'9"2 5'2"14 6' 4' 6'10"4 9'1"12 4' =5X5 12 D 5 � 6X8 =H0510 =4X4 m C E F G (a) H I T4 =6X6 J o v B A a � K svr L 1 3X6(A1) Q = 4X6 R 5XTO 8 & I—I5X5 M =3X6(A1) 1 5X5 19'8" 7-4" 13 1' 4'1"12 7'9"6 8'0"14 7'1"12 8'8"8 4'1"12 1' } 4'1"12 11'11"2 r 20' + 27'1"12 35'10"4 + 40' Loading Criteria (pst) Wind Criteria Snow Criteria (Pg,Pf in PSF) Deft/CSI Criteria _ ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in ]cc L/defl L/# Gravity Non -Gravity TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.252 G 944 360 Loc R+ / R- / Rh / Rw / U / RL BOLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.480 G 495 240 8 740 /- /- /472 /344 /188 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.059 D - - R 1230 /- /- -/586 /532 /- EXP: C Kzt: NA Des Ld: 37.00 HORZ(TL): 0.113 D S 775 /- /- /321 /352 /- Mean Height: 15.00 ft NCBCLL: 10.00 TCDL: 4.2 psf Building Code: Creep Factor: 2.0 K 506 /- /- 1335 /234 /- Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.922 Wind reactions based on MWFRS Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Max BC CSI: 0.701 B Brg Width = 8.0 R Brg Width = 8.0 Min Req = 1.5 Min Req = 1.5 Re Fac: Yes Max Web CSI: 0.794 Spacing: 24.0 " C&C Dist a: 4.00 ft p S Brg Width = 8.0 Min Req = 1.5 Loc. from endwall: not in 6.50 ft FT/RT:20(0)/l0(0) K Brg Width = 8.0 Min Req = 1.5 GCpi: 0.18 Plate Type(s): Bearings B, R, S, & K are a rigid surface. Wind Duration: 1.60 WAVE, HS VIEW Ver: 20.02.00A.1020.21 Bearings B, R, S, & K require a seat plate. Lumber Members not listed have forces less than 375# Top chord: 2x4 SP #2 N; T4 2x4 SP #1; Maximum Top Chord Forces Per Ply (Ibs) Bot chord: 2x4 SP #2 N; Chords Tens.Comp. Chords Tens. Comp. Webs: 2x4 SP #3; W9 2x4 SP #2 N; B - C 862 -1412 G - H 621 -346 Bracing C - E 927 -1372 H - 1 621 -346 (a) 1X4 #3SRB or better continuous lateral restraint to E - F 927 -1371 F - G 798 -445 J - K 531 - 790 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 Maximum Bot Chord Forces Per Ply (Ibs) erection contractor. will ofllf►rff �'''�,, Chords Tens.Comp. Chords Tens. Comp. restraint. substitute (1) or scab scab f b(1) CLR ane used in leu d (2)f CLR cabs `'pNN WA k Irl B - Q 1276 -720 N - M 702 364 for (2) CLR'S where shown. Scab reinforcement to be ti� Q • • to • • s • A. • A O - P 1285 -713 M - K 690 - 370 same size, species, grade, and 80%length of web • 1 m �CEr YS� a P - O 1532 - 914 �� member. Attach with 0.128x3" nails @ 6" cc. 6 • r gun e No 8636 Maximum Web Forces Per Ply (Ibs) Plating Notes ! • e w All plates are 2X4 except as noted. Webs Tens.Comp. Webs Tens. Comp. C - P 469 -195 0-1 401 - 528 Wind �.� •,+e F-O 1427 -2204 I-N 600 -471 F Wind loads based on MWRS with additional C&C + ; STATE OF / „ H - O 574 -498 N - J 559 840 e• member design. Ir ® a ) ©t �1� ry and hip roof types. / ®• C V Wind loading based on both OR gable f 0 0••g• UU.14140N+A,Ailif , +� 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 for and SBCA) safety practices nor to performing these functions. Installers shall provide bracing er BCSI. Unless noted otherwise, top chord shall have roper% attached structural sheathing and -bottom chord shall attached rigpid ceiling Locations shown for -permanent lateral restraint o�webs shall hav bracingq installed per BCSI sections temporary have a properly B3, B7 or B10, as applicable. Apply plates to each face of truss and position as shown above and on t�re Joint Details, unless noted otherwise. Refer to drawings 160A-Z-for standard plate positions. Refer to job's General Notes page for additional information. ALPINE� A�ine, a division of ITW=BuildinQQComponents Group Inc. shall not,be responsible for any_deviation from this drawing, any failure to build the tr in ANSI/TPI 1, for handling, bracingof ANMCOMPAW ss conformance with or shipping,, installation and trusses. A seal on this drawingor cover page listing this drawinp- indicates acceptance of professional engineering responsibili solelyor the design shown. The suitabiliy and use of this drawing for any is the the Building -Designer ANSI/ _�l 1 Sec.2. 675o Forum Drive ., . Suite 305 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: 4649! COMN Ply: 1 Job Number: N372962 Cust: R8975 JRef:1X3T89750045 T24 / FROM: RWM Qty: 1 7A5/320 ,175EA ,RH01 / 1756/EASTHAM/EXPRESS DrwNo: 077.21.1003.33992 Truss Label: B1 / 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 " Lumber Top chord: 2x4 SP #1; Bot chord: 2x4 SP #1; Webs: 2x4 SP #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: 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 Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. 10, 10, =HO510 C 10, 10, Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fee: Yes FT/RT:20(0)/10(0) Plate Type(s): 20' 20' 10, 10' 20' Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): 0.042 E 999 360 VERT(CL): 0.077 E 999 240 HORZ(LL): 0.019 E - - HORZ(TL): 0.036 E Creep Factor: 2.0 Max TC CSI: 0.761 Max BC CSI: 0.707 Max Web CSI: 0.171 VIEW Ver: 20.02.00A.1020.21 ow1fflliff o �4WAkr`''�, cEN se • No. 86 67 0 STATE OF o 4Zj ® • �C` a e`� ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 809 !- /- /465 /378 /159 D 750 P P /405 /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 4 RIVY! ,tee'' C. 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, haDdling, shipping, installing and bracing. _ Refer to and follow the latest edition of BCS urawings , ouH-4 ror sianoaro praie posmons. Kerer to loo-s General Notes page for additional intormation. 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 ANSIl� PI 1, or for handling, shipping,, installation and bracin .of trusses. A seal on this drawin .or cover pa e listing this drawing indicates acceptance of professional an sneering responsibilitty� solely -for the design shown. The suitabilipy and use of this drawing for any structure is the responsibility of the Building"esigner per ANSI/rPl 1 Sec.2. For more information see these web sites: Alpine: alpineitw.com; TPI: tpinst.or • SBCA: sbcindustry.com• ICC: icosafe.org; AWC: awc.org ALPINE AN —COMPANY 6750 Forum Drive Suite 305 Orlando FL,32821 SEQN: 4652 / COMN Ply: 1 Job Number: N372962 Cust: R 8975 JRef:1X3T89750045 723 / FROM: RWM Qty: 1 , A5/320 ,175EA ,RH01 / 1756/EASTHAWEXPRESS DrwNo: 077.21.1003.33039 Truss Label: B2 / YK 03/1812021 Loading Criteria (pst) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacinq: 24.0 " 9' 11' 9' 2' 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' Snow Criteria (Pg,Pfin 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): 20' 9' 9'3"8 20' Defl/CSI Criteria PP Deflection in loc Udefl 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 EW 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 /- A /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 WAk � s s g N0, 86367 ° e n+ STATE OF ® k/0'�' 060NAL "o, FL REG# 278, Yoonhwak Kim, FL PE #86367 03/18/2021 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWINGI **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, 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 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 attached ri id ceiling Locations shown for permanent lateral restraint of webs shall have bracinq installed per BCSI sections B3, B7 or 610, - as applicabgle. Apply plates. to face, of truss and position as shown above and on-the-JoinCDetails, unless noted otherwise. Refer to - ALPINE drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Buildin$Components Group Inc. shall -not. be respponsible for any deviation from this drawing, any failure to -build the ANMEOWAW truss in conformance with ANSI/) PI 1, or -for handling, shipping,.;.mstallation and bracin of trusses. A seal on this drawin or cover pa a 6750 Forum -Drive Drive - drawing this drawing indicates acceptance ;of professional engineering responsibilittyv solely or the design shown. The suitabilipy 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: alpineitw.com; TPI: tpinst.orq: SBCA: sbcindustrv.com: ICC: iccsafe.ora: AWC: awc-oro Orlando FL, 32821 SEQN: 4655 / COMN Ply: 1 Job Number: N372962 Cust: R 8975 JRef:1X3T89750045 T25 / FROM: RWM Qty: 1 7A5/320 ,175EA ,RH01 / 1756/EASTHAM/EXPRESS DrwNo: 077.21.1003.330 '' Truss Label: B3G / YK 03/18/2021 7' 13' T 6' 5XS = 5X5 C T2 D 20' 7' 12 5 M f� B E q F 18'8" H G 4X6(A2) =6X6 =4X4=4X6(A2) 20' 7'1"12 5'6"12 7'3"S 7'1"12 12'8"8 20' 1 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 pif 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 plf at 7.03 to 10 plf at 12.97 BC: From 20 pif at 12.97 to 20 plf 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 loc 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 EW Ver: 20.02.00A.1020.21 ,��gt19t4R►il/���®' I No.8fi367 • tl � STATE OF ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 1691 A A /- /827 /- E 1691 A /- A /827 A 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 ,sew FO �OR1Q� I':' 6_ � S +stl�4!® 0 NAad44+t�®� 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 sa shipping, prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have propery 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 Oates to each face, of truss and position as shown above and on the Joint Details, unless noted otherwise. Defer to ALPINE drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Buildin$cLComponents Group Inc. shall not be responsible for any deviation from this drawing, any. failure to build the ANMCOWANV truss in conformance. with ANSI 1, or for handling, shipping,, installation and bracin4 of trusses. A seal on this.drawin or cover page 6750 Forum Drive listing this drawing indicates- acceptance of professional engineering responsibili��r solely -for the design shown. The su!tabilify 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 SEON: 50131 / COMN Ply: 1 Job Number: N372962 Cust: R 8975 JRef:1X3T89750045 T9 / FROM: RWM Oty: 1 7A5/320 ,175EA ,RH01 / 1756/EASTHAM/EXPRESS DrwNo: 077.21.1003.23351 Truss Label: C2 / 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 SDacina: 24.0 " Lumber 6'8" 6'8" =4X6 C 13'4" 6-13" 12 5 N FD C7 B D 4 E t__0_ 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 It TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.00 ft Loc. from endwall: not in 4.50 ft GCpi: 0.18 Wind Duration: 1.60 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" JA 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/RT:20(0)/10(0) Plate Type(s): 6'8" 13'4" Defl/CSI Criteria PP Deflection in ]cc Udefl 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 VIEW 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 A /332 /261 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 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 wati��r►rr, � N®, e6367 ' a STATE OF T I A �WOO 0 too ', ON(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 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 �roperr 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 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 MN COMVAW truss in conformance with ANSI/l PI 1, or for handling, shipping,, installation and bracingof trusses. A seal on this drawing or cover page 6750 Fonrm Drive listing this drawingq indicates acceptance of professional engqmeenng responsibilitty� solelyor the design shown. The suitability and use of This drawing for any sCructure is the responsibility of the Building -Designer per ANSI/T 11 Sec.2. Suite 305 For more information see -these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.org; AWC: awc.org Orlando FL, 32821 SEQN:4660/ COMN Ply: 1 Job Number: N372962 Cust:R8975 JRef:1X3T89750045 T1 / FROM: RWM Qty: 1 7A5/320 ,175EA ,RHOl / 1756/EASTHAMIEXPRESS Dnallo: 077.21.1003.34304 Truss Label: C1 / YK 03%18/2021 6'8" 13'4" 6'8" 6'8" =4X6 C 12 5 N CO B D 4 1-- 8'8" E 2X4(A1) 1112X4 = 2X4(A1) �- 1 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: 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; 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. 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: No FT/RT:20(0)/l 0(0) Plate Type(s): 13'4" 6'8" 13'4" Defl/CSI Criteria PP.Deflection in loc Udefl U# VERT(LL): 0.017 E 999 360 VERT(CL): 0.031 E 999 240 HORZ(LL): 0.007 E - - HORZ(TL): 0.014 E - - Creep Factor: 2.0 Max TC CSI: 0.510 Max BC CSI: 0.470 Max Web CSI: 0.111 Ver: 20.02.00A.1020.21 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 559 /- /- /332 /263 /112 D 498 /- /- /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 �®�trr�r�r�r�hrP Na, 86367 WP o • ® .4 - �• STATE of @ �, 1. 41 S • •eke • b �oNAI 1��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 ine, a division of s in conformanc ng this drawing i wing for any sfru more information Components Group Inc. shall_not,be responsible for any deviation from this drawing, any failure to build the TPI 1, or for handling, shipping,, installation and bracinclof trusses. A seal on this drawin or cover.papa :aptance of professional engineering responsib!I!tX solely -for the design shown. The suitabilii9y and use ofc !s — SBCA: ALPINE 6750 Forum Drive Suite 305 Orlando FL, 32821 SEQN: 50150 / COMN Ply: 1 Job Number: N372962 Cusl: R 8975 JRef:1X3T89750045 T12 / FROM: RWM Qty: 1 , A5/320 ,175EA ,RH01 / 1756/EASTHAM/EXPRESS DrwNo: 077.21.1003.23320 Truss Label: C3G / YK 03/18/2021 TTrn �7'2"5 4'0"15 6'1"11 4'0"15 2'0"12 12 3.45 [--- =4X4 =4X6 D E 9'3"1 2'0"12 13'4" 4'0"15 12 \\\ C 6 /// 4 F6 5 � 0 !0 B G a H J I 1 4X4(A2) =4X4 =3X8 =4X4(A2) 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 pif at 9.25 to 20 plf 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. 4'4"7 4'4"7 3w Criteria (Pg,Pf in PSF) NA Ct: NA CAT: NA NA Ce: NA NA Cs: NA rw 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): 13'4" 4'6" 8'10"7 4'5"9 13'4"� 1 "I 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 Ver: 20.02.00A.1020.20 10 • N0.86367 S. STATE OF 4r�a ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 771 /- /- /- /370 /- G 771 A /- A /370 A - 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 1 - G 1259 - 552 J - 1 1121 -521 ON A L r�bi6t:�f�ieNe► 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, handling, shipping, installing.and bracing. - Refer to and follow the -latest edition of BCSI Is-i our c rurstanuarc prate posmons. Keter to )oo-s uenerai Notes page for additional intormation. a division of ITW Buildin Components Group Inc. shall not be responsible for any -deviation from this drawing, any failure to build the conformance with ANSI/ PI t, or for_handling, shipping,, installation. and bracin44 of trusses. A seal -on this drawing or cover pape tis drawing indicates acceptance of -professional enpineenng responsibility solely for the design shown -The suitabiHfy and use of this -- for any structure is the responsibility of the Building Designer per ANSI/T I 1 Sec.2. a information see these web sites: Alpine: alpineitw com• TPI: tpinst orq• SBCA: sbcinduslrycom; ICC: iccsafe orq• AWC: awc orq '101111&.1- ALPINE ANMCOMPANY 6750 Forum_ Drive; Suite 305 Orlando FL, 32t121 SEQN: 45701 EJAC Ply: 1 Job Number: N372962 I Cust: R 8975 JRef:1X3T89750045 T31 / FROM: RWM Qty: 16 7A5/320 ,175EA ,RHOl / 1756/EASTHAM/EXPRESS DrwNo: 077.21.1003.32742 Truss Label: EJ7 / YK 03/18/2021 76 11'7"9 12 5 M f ce M B T A $'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 " 1, + 7 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 It GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Additional Notes Provide (2) 0.131"x3.0", min. toe -nails at top chord. Provide (2) 0.131 "x3.0", min. toe -nails at bottom chord. Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA - Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/l 0(0) Plate Type(s): Defl/CSI Criteria PP Deflection in loc Udefi 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 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ /R- /Rh /Rw /U /RL B 329 /- A /234 /125 /173 D 126 /- /- /73 /- /- C 169 P P /104 /154 A Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Brg Width =1.5 Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Members not listed have forces less than 375# STATE of aZORiQ?0 ; N C 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 ri id -ceiling Locations shown for permanent- lateral restraint of webs shall have bracingp 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 Joint 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 Buildingg Components Group Inc. shall not. be responsible -for any deviation from this drawing, any failure to build the ." we E� truss in conformance. with ANSI PI 1, or for handling, shipping,, installation and bracin of trusses. A seal on this drawing, or cover page 6750 Forum Drive listing this drawingg indicates acceptance of professional engineering responsibilittyy-solely-for the design -shown. The suitabilik and use of -this drawing for any sCructure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2. Suite 305 For more information see these web sites: Alpine: alpineitw.com• TPI: tpinst.org; SBCA: sbcindustry.com• ]CC: iccsafe.org; AWC: awc.org Orlando FL, 32821 SEQN: 4590 / EJAC Ply: 1 Job Number: N372962 Cust: R 8975 JRef: 1 X3T89750045 T42 / FROM: RWM Qty: 2 ,7A5l320 ,175EA ,RH01 / 1756/EASTHAM/EXPRESS DrwNo: 077.21.1003.35602 Truss Label: EJ7A ! 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 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 f GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; 7 7' Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA _ Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA 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. Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FTIRT:20(0)/10(0) Plate Type(s): Deft/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 ,t��t,>I�t��r�tA too, rirrrr� 4 No367 a TC ° STATE OF'��v`r� C ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 329 /- A /234 /125 /173 D 126 A /- 173 A A C 169 A /- /104 /154 /- 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# /0 A 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, installingand 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 pproperlY.attached structural sheathing and bottom chord shall have a properly - -attached rigid ceilin Locations shown for permanent laterat-restraint of webs shall have bracin installed per BCSI s ctions B3, B7 or B10, as applicable. Applgy pplates-to each face oT truss and position as shown above and on -the Joint9Details, unless notedotherwise. Flefer to drawings 160A-Z for -standard plate positions. Refer to job's General Notes page for additional information. ALPINE - Alpine, adivision-of ITW Buildin$QComponents Group Inc. shall not, be responsible for any deviation from this drawing, any failure to build the ANRWCOWAW truss in conformance with ANSI/TPI-1 -or for handling, shipping,, installation and bracin4 of trusses. A seal on -this drawing or cover page _ 675o Forum D_ rive -- listing this drawing indicatesacceptance ;of -professional engineenng-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: alpineitw.com; TPI: tpinst.orq; SBCA: sbcindustrv.com: ICC: iccsafe.ora: AWC: awc.ora Orlando FL, 32821 SEQN: 4592 / JACK Ply: 1 Job Number: N372962 Cusl: R 8975 JRef:1X3T89750045 T27 / FROM: RWM City: 3 ,7A5/320 ,175EA ,RH01 / 1756/EASTHAM/EXPRESS DrwNo: 077.21.1003.33304 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 " 12 5 41 T 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)/10(0) Plate Type(s): C T 9-6"9 N co co $r$n 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 (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 155 /- /- /130 /65 /45 D 31 1- A /17 /- A 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# ���1,1ti11111H11)o W WA ref e•• s No. 86367 - e STATE OF ® ZZ e�ee�e�e /ONAL 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 attached rigid ceiling Locations shown for fpermanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, as applicable. Apply Oates to each face o 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 ANMCOMPANY truss in conformance withANSI/TPI_.1- or for handling, shipping,. installation and bracin of trusses. A seal on this drawin or cover page -6750 Forum Drive listing this drawing indicates acceptance of professional engineering responsibilittyy solely -for the design shown. The suitability and use of this drawing for any structure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2. Suite 305 For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.org; AWC: awc.org Orlando FL, 32821 SEQN: 4569 / JACK Ply: 1 Job Number: N372962 Cust: R 8975 JRef:1X3T89750045 T28 FROM: RWM Qty: 6 7A5/320 ,175EA ,RH01 / 1756/EASTHAM/EXPRESS DrwNo: 077.21.1003.33429 Truss Label: CJ5 KD / 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 " 1, 4'11"4 411 "4 Wind Criteria Wind Sid: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: 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. 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 [a] 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 V SO N � N $'8" ♦ Maximum Reactions (Ibs) . Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 254 /- /- /188 /100 /127 D 88 /- /- /49 /- /- C 116 /- /- 170 /106 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Members not listed have forces less than 375# ps • �r Sir • v a Mv, 86367 n n• STATE 4F b d�Ir � •� •0®' b l ONA4will, `�+' FL REG# 278, Yoonhwak Kim, FL PE #86367 03/18/2021 "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! "'IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlingshipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached riV ceilin Locations shown for �ermanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, as applicable. App�y Oates to each face o truss and position as shown above and on the Join Details, unless noted otherwise. Refer to A L PI N E drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Buildin$cLComponents Group.Inc. shall not, be responsible for any deviation from this drawing, any failure to build the ANMCOMPAW truss in conformance with ANSI - PI 1, or for handling; shipping,, installation and bracing of trusses. A seal on this drawing or cover pa a 675o Forum -Drive listing this drawin indicates acceptance of professional en ineenng responsibility solely -for the design shown. The suitability and use of This drawing for any structure is the responsibility of the Building -Designer per ANSI/T�l 1 Sec.2. Suite 305 For more information see these web sites: Alpine: aI ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.orq Orlando FL, 32821 SEQN: 4584 / JACK Ply: 1 Job Number: N372962 Cust: R 8975 JRef1X3T89750045 T35 / FROM: RWM Qty: 2 , A5/320 ,175EA ,RH01 / 1756/EASTHAM/EXPRESS DrwNo: 077.21.1003.35648 Truss Label: CJ5A / 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 10'9"4 N 90 N � B N pipit V V �— 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: 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 JW 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 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 1- !- /188 /100 /127 D 88 /- /- /49 /- A C 116 A 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# ItII! 1e,`e��i1ll►►li ® �CENS '® No 86367 eIS • Y r - STATE 4F �': ORtQT;N C B/ S •00a b �Vve, �%�iA�- II�IiNlil) 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) fo'r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have proper)v-attached structural sheathing -and bottom chord shall have a properly attached ri id ceilin Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, as applicabgle. App�y plates to each face optruss and position as shown above and on the Join Details, unless noted otherwise. f�efer to ALPINE drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW BuildinlgComponents Group Inc. shall not,be responsible for any deviation from this drawing, any failure to build the -__ ANMCOMPAW truss in conformance with ANSI 1., _or for handling, shipping,, installation and bracing1 of trusses. A seal on this drawing or cover page 675o Forum Drive listing this drawin indicates acceptance of professional-enpmeenng responsibilittyy solely for the design shown. The suitabili9y and use of this - drawing for any structure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2. Suite 305 For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindusl .com; ]CC: iccsafe.or ; AWC: awc.or Orlando FL, 32821 SEQN: 50143! JACK Ply: 1 Job Number: N372962 Cust: R8975 JRef.1X3T89750045 T26 / FROM: RWM Qty: 2 7A5/320 ,175EA ,RH01 / 1756/EASTHAM/EXPRESS DrwNo: 077.21.1003.23367 ' Truss Label: CJA / YK 03/18/2021 2X4(A1) �— 1, 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. 4'3"9 4'3"9 Snow Criteria (Pg,Pf!n 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): C Defl/CSI Criteria PP Deflection in loc Udef! 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 Ve r: 2 0.02.00A.1020.20 11 10'6" 00 N �p N 8'8" ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 231 /- /- /173 /93 /113 D 76 /- /- /42 /- /- C 99 /- /- /60 191 /- 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# °1Ij04f11Pll��� a�AHWAk �r`'� E * ;*- ce a e No. 86367 s A� • STATE OF /QNA� t� 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 luire.extreme care in fabricatingp handling shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Safety Information, by TPI and'SBCA) r safety practices pnor to performing these functions. Installers shall provide temporary BCSI. Unless noted otherwise, top chord shall have proper)' attached structural sheathing and.bottom chord shall have a properly id ceilingp -Locations shown for.permanent lateral restraint of webs shall have bracinq installed per BCSI sections B3, B7 or B10 le. Apply plates to each face. of truss and position as shown above and on the Join' Details, .unless noted otherwise. Refer to i0A-Z for standard plate positrons. Refer to job's General Notes page for additional information. /ision.of ITW Buildin$QComponents Group Inc. shall -not be respponsible for any deviation from this drawing, any failure to build the formance with ANSI/TPI 1, or for handling, shipping;, installation and bracincl of trusses. A seal on this drawin or cover page rawinq-indicates acceptance of professional encc�LIneenng responsibility solely -for the design shown. The suitabilipy and use of this any structure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2. ALPINE AN MCOWANV 6750 Forum Drive Suite 305 Orlando FL, 32821 more information see these web sites: Alpine: alpineitw.com; TPI: SEQN: 50133 / JACK Ply: 1 Job Number: N372962 Cust: R 8975 JRef1X3T89750045 T36 1 FROM: RWM Qty: 4 7A5/320 ,175EA ,RH01 / 1756/EASTHAM/EXPRESS DrwNo: 077.21.1003.23429 Truss Label: CJ4 / YK 03/18/2021 C 4.87 12 T 10'4"2 0 co TA B �I N ,�1 1 A I 81811 �I D �y 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 SIP #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 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): Defi/CSI Criteria PP Deflection in loc Udefl 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 VIEW 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 A A /38 /- /- C 91 /- A /52 /84 A Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Members not listed have forces less than 375# �,1��t+l11f f f f ►ff���� `' ONHWAk '',, 41 •° No �3 . 6367 8 r r A STATE OF 0 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, hand lin shipping; installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI andSBCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per SCSI. Unless noted otherwise, top chord shall have prgper1r attached.structural sheathing and bottom chord shall have a properly attached ri !d ceilm Locations shown for Permanent lateral restraint of webs shall -have bracin installed per BCSI sections B3, B7 or B10, as applicaO e. AppTcy 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 BuildinQQComponents Group -Inc. shaltnot.be responsible for any deviation from this drawing, any failure to build the ANR COWAW truss in conformance with ANSI 1, or for handling, --shipping,, installattion and bracin4of trusses. A seal on this drawing or cover pa a 675o Forum Drive listing this drawing indicates acceptance of professional enpsneering responsibilitty� solely -for the design shown: The suitabilitf' 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: 4568 / JACK Ply: 1 Job Number: N372962 Cust: R 8975 JRef: 1X3T89750045 T29 / FROM: RWM Qty: 6 , A5/320 ,175EA ,RH01 / 1756/EASTHAM/EXPRESS DrwNo: 077.21.1003.33835 Truss Label: CJ3 / YK 03/18/2021 12 C 1, 2'11"4 a�e 211 "4 Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Sid: ASCE 7-16 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Kzt: NA Des Ld: 37.00 Mean Height: 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. Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): T N zo 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 Ver: 20.02.00A.1020.21 9' 11 "4 00 8'V" ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 184 /- /- /146 /78 /82 D 50 /- A /27 A A C 62 A A /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# ,,y11111 Ef i f i f l*/)�0 0E No. 86367 m n e s ® b STATE 4F OR NAL 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 BCS! (Building --- Component Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have p�roperly attached structural sheathing and bottom chord shall have a properly attached rigid ceiling Locations shown forpermanent lateral -restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, as applicable. Apply plates to each face oT truss and position as shown above and on the Join f Details, unless noted otherwise. Refer to ALPINE drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Buildin Components Group -Inc. shall not.be responsible for any deviation from this drawing, any failure to build the ANR COWAW truss in conformance with ANSIfr} PI -1,--orfor handling, shipping,, installation and bracing of trusses. A seal on this drawingor cover page 6750 Forum Drive listing this drawin? indicates acceptance of professional ancLineenng responsibilitty� solely-forthedesign shown. The suitability and use of this — drawmg 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: 4582/ JACK Ply: 1 Job Number: N372962 Cusl: R8975 JRef:1X3T89750045 T37 / FROM: RWM Qty: 2 ,7A5/320 ,175EA ,RH01 / 1756/EASTHAM/EXPRESS DrwNo: 077.21.1003.35946 Truss Label: CJ3A / YK 03/18/2021 12 C T9' 11 "4 (V 00 B (0 11 A 81811 C� D 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 It NCBCLL: 10.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 Spacing: 24.0 " C&C Dist a: 3.00 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 PASS! 2' 11 "4 Snow Criteria (Pg,Pfin 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): 0.001 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 /- /- /146 778 /82 D 50 A /- /27 A /- C 62 A A /35 /58 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# 4 • No. 86367 a ®,b STATE QE 4,� �lr®A� 41 • C fl Pion: • :moo �r0 �14I4ililil1W 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 sa ety.practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have proper)V attached structural sheathing and bottom chord shall have a properly attached ri id 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. Referto' drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. �LPP�I NN Alpine, a division of ITW Buildin$Components Group Inc shall not, be responsible for any deviation from this drawing, any. failure to build the ANO COWANY truss in conformance -with ANSI/TPI 1, or for handling, ihipping,, mstallation.and bracing of trusses. A seal on this drawing or cover pa a 6750 Forum Drive listing this drawing indicates acceptance of professional en meering responsibility solely -for the design shown. The suitability and use of This drawing for any structure is the responsibility of the Building�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 SEQN:4567/ JACK Ply: 1 Job Number: N372962 Cust:R8975 JRef:1X3T89750045 T30 ! FROM: RWM Qty: 6 7A51320 .175EA ,RH01 / 1756/EASTHAM/EXPRESS DrwNo: 077.21.1003.35085 Truss Label: CA / YK 03/18/2021 Loading Criteria (pst) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " 12 5 C 4"1 V Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SIP #2 N; Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Additional Notes Provide (2) 0.131 "x3.0", min. toe -nails at top chord. Provide (2) 0.131 "x3.0", min. toe -nails at bottom chord. 2X4(A1) 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 Sid: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): N T 00 QO = 17 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: 0.177 Max BC CSI: 0.022 Max Web CSI: 0.000 Ve r: 20.02.00A.1020.21 ME Me ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 142 /- /- /133 /85 ME D 10 /-2 /- /14 /10 /- C - /-15 A /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# ,,yjtti4f411ld/►o 9 �CEN , l�ppr� ti sF °® ti No.85367 .21 r o r * O � STATE OF ORt4�X, 4494411WWO , 5 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 chard shall have a properly attached r! 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; of truss and position as shown above and on the Join�Details, unless noted otherwise. Defer to ALPINE drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW BuildincQ�Components Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the ANMCOMPAW truss in conformance with ANSI PI 1, - or for handling, shipping,. installation and bracing of trusses. A seal on this drawing or cover pa4a 675o Forum Drive listing this drawing indicates acceptance of professional engmegring responsibili�c.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 ineilw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 4580 / JACK Ply: 1 Job Number: N372962 Cust: R 8975 JRef:1X3TB9750045 T39 / FROM: RWM Qty: 2 ,7A5/320 ,175EA ,RH01 / 1756/EASTHAM/EXPRESS DrwNo: 077.21.1003.34617 Truss Label: CAA / 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 " 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 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wnd Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Additional Notes Provide (2) 0.131"x3.0", min. toe -nails at top chord. Provide (2) 0.131 "x3.0", min. toe -nails at bottom chord. 11114 11114 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): _F T 9' 1 "4 N - CO EO = C7 pipn � O 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: 0.177 Max BC CSI: 0.022 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 142 /- /- /133 /85 /38 D 10 /-2 /- /14 /10 /- C - /-15 /- /29 129 /- 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# No. 86367 e r a 0 STATEOF ° 4 { C w 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 properl attached rigid ceiling Locations shown for permanent lateral restraintvf webs shall have bracing installed per BCSI sections B3, B7 or B10 as applicable: -Apply,gates 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. Refer to job's General Notes page for additional information. Aline, a division of ITW Building Components Group Inc. -shall not.be.responsible for any deviation from this drawing, any. failure to build the tr s -in conformance with ANSI PI 1, or -for handling, shipping,, mstalla ion and bracin of trusses. A seal on this drawn or cover pa e listing this drawing indicates acceptance of -professional engineering responsibility solely�or the design shown. The suitability and use of This drawing for any structure is the responsibility of the Building -Designer per ANSIITPI 1 Sec.2. For more informationseethese web sites: Alpine: alpineitw.com; TPI: tpinst.orq;_ SBCA: sbcinduslry.com• ICC: iccsafe.org; AWC: awc.org ALPINE AN M COMPANY 6750 Forum Drive_ _ Suite 305 Orlando FL, 32821 SEQN: 4588 / HIP_ Ply: 1 Job Number: N372962 Cust: R 8975 JRef:1X3T89750045 T38 / FROM: RWM Qty: 3 , A5/320 ,175EA ,RH01 / 1756/EASTHAM/EXPRESS DrwNo: 077.21.1003.35243 Truss Label: HJ7 / YK 03/1812021 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: 11 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 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 5'1"9 9'3"1 9'3"1 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pt. 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 0.�tr�r►rrrri�,�e �\ o p•••* ,� a 4 * �'A No, 86367 0 o p .ir STATE 4F a 0 T + 117'3 - n N F- cM zo t 1_0 8181. 99 '10' 13 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL 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 A. ora *1_41r� N+A; 111� 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, 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 - bracingTer BCSL-Unless noted otherwise, top chord shall have properlr-attached structural sheathing and bottom chord shall have a properly attached rig4id ceiling Locations shown for permanent lateral-respaint of webs shall have bracin installed per-BCSI sections B3, B7 or 610, as applicable. Apply plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. F�efer to -- �11� drawings 160A=Z for -standard plate positions. Refer to job's General Notes page for additional information. /'�1 �LPP�I NN Alping, a division of ITW Buildin Components r3roup Inc. shall not.be responsible for any deviation.from this drawing, any failure to build the .Nnwcowmy truss inzonformance with ANSIL� PI 1, or for.handling,=shipping,, installation an bracin of trusses. A seal on this drawing or cover pa a 675o Forum Drive _ _- listing this drawing- indicates acceptance ;of -professional enctineenng responsibility solely -for the design shown. The suitabilify-and use Nis Suite soy drawing for any s9ructure is the responsibility oLthe Building -Designer per ANSI/TP1 1 Sec.2. For more information see these web sites:.Ali)ine: aloineitw.com: TPI: toinst.ora: SBCA: sbcindustrv.com: [CC, iccsafe.ora: AWC: awc_Oro Orlando FL, 32821 SEQN: 4586 / HIP_ Ply: 1 Job Number: N372962 Cust: R 8975 JRef:1X3T89750045 T45 FROM: RWM Qty: 1 7A5/320 ,175EA ,RH01 / 1756/EASTHAM/EXPRESS DrwNo: 077,21.1003.32476 Truss Label: HJ7A / YK 03/18/2021 5'1"8 5'1"8 9'10"12 4'9"4 n 117'3 12 3.54 2X4 C fM N fM M B 313 A a,$„ FE 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: 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. 9-3„ 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 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): 0.042 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 Ve r: 2 0.02.00A.1020.21 �i�titl1111//r:�lP E Is No, 86367 A STATE OF w ti s� • �, ar 9'10' 12 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ /R- /Rh /Rw /U /RL B 296 /- /- /- /177 /- E 344 /- /0 /- /132 /0 D 62 /- /- /- /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, 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 an SBCA) r sa shipping, 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 attache. 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. 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 BuildincLComponents Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the p,,,,� Ca,,, Y truss in conformance with_ANSI/TPI 1, or for handling, shipping,, installation and bracing of trusses. A seal on this drawing or cover page 6750 Forum Drive listing this drawin indicates acceptance of professional en sneering responsibility solely for the design shown. The suitability and use of pate drawing for any sfructure is the responsibility of the Building�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.or Odando FL, 32821 SEQN: 50146 / HIP_ Ply: 1 Job Number: N372962 Cusl: R 8975 JRef:1X3T89750045 T32 / FROM: RWM Qty: 2 7A5/320 ,175EA ,RH01 / 1756/EASTHAM/EXPRESS DrwNo: 077.21.1003.23335 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"l5 12 4.56 r` F- N (V O CY) B A S8 �' D 2X4(A1) 1'1"3 1 6' "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 /- /- /- /62 /- D 64 /- /- /14 /- A C 143 /- /- /- /107 A 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# ,,���� � � � �� � r i►r rayP Jy CENS a • No, $6367low 0 STATE OF 4 Ole It •• •0!t• b %N+A, �� 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, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI anSBCA) for safety practices prior to performing these functions. Installers shall provide temporary brac!ng.per..BCSI. Unless noted otherwise, top chord shall have proper)V attached structural sheathing and bottom chord shall have a properly attached ri id 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. 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 AN mvc MCANv truss. in conformance with ANSIl1 PI 1, or for handling, -shipping,; installation and bracinaof trusses.. A sealon this drawing or cover pa4e 6750 Forum Drive - listing this drawing indicates acceptance of professional enctineenng responsibilittyv solely -for the design shown. The suitability and use of this Suite 305 drawing for any structure is the responsibility of the BuildingO esigner 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: 50147 / HIP_ Ply: 1 Job Number: N372962 Cust: R 8975 J Ref: 1 X3T89750045 T11 FROM: RWM Qty: 2 7A5/320 ,175EA ,RH01 / 1756/EASTHAM/EXPRESS DrwNo: 077.21.1003.23352 Truss Label: HJ4 / WHK 0311812021 C 12 10'4"13 4.56 Ln o - CV � B N A81811 D 2X4(A1) 4'5"6 111113 + i 4'5"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: 0.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 Spacing: 24.0 " C&C Dist a: 3.00 ft Loc. from endwall: NA GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #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. 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): 0.002 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 VIEW Ver: 20.02.00A.1020.20 1grirl�49rit►tllai Z 6 No.86367 m m 0 m d ,p STATE OF g F ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 95 /- /- /- /50 !- D 32 /- A /9/- C 73 /- /- A /55 A 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# 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 s require extreme care in fabricating, handlin shipping, installing and bracing. , Refer to and follow the latest edition of BCSI (Building rent Safety Information, by TPI and SBCA) for sa shipping, practices pnor to performing these functions. Installers shall provide temporary. Cr BCSI Unless noted otherwise; top chord shall have proper)v attached structural sheathing and bottom chord shall have a properly _ p rigid ceifinp Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections 63, B7 or B10 cable. Apply plates to each face, of truss and position as shown above and on the JoinE9Details, unless noted otherwise. Refer to is 160A-Z for standard plate positions. Refer to jobs General Notes page for additional information. a division of ITW BuildinQcLComponents Group Inc. shall not.be responsible for any deviation from this drawing, any failure to build the - conformance with ANSI 1; or for handling, shipping,, not, and bracin of trusses. A seal on this drawing or cover page us drawing indicates acceptance ;of professional engineering responsibility solely -for the design shown. The suitability and use of this for any structure is the responsibility of the Building Designer perANSI/TPI 1 Sec.2. For more information see ALPINE AN M COMPANY 6V50 Forum Drive Suite 305 Orlando FL, 32821 TRULOX INFORMATION DETAIL TYPICAL OFF PANEL SPLICE DO NOT APPLY NAILS WITHIN 1/2" OF LUMBER TYPICAL PANEL POINT WITHOUT SPLICE EDGES OR 1" OF LUMBER ENDS ON EACH FACE, 1/I2" 112" AS SHOWN BY DASHED LINES. 1/2 �t —ft1/2" 1/2" I -- NAILS MUST NOT SPLIT LUMBER. I IA 1/2" n 1/2" / 1/2" 1/2" 1" TYPICAL FILLER — — I /2" 1 2„ 1/2.. n 1/2" 1/2 ""/x y1/2- TYPICAL HEEL PLATE AS SPECIFIED ON SEALED 1/2" DESIGN / 1/2„ \ 1/2' \ \ :1/2- 1/2" 1" -� -�--- 1" n �. - TYPICAL PANEL POINT SPLICE 1/2 1/2„ 1/ X n 1f1/%YI 1,. 1/12" TRULOX PLATE qs oo Nv �y APPLIED OVER p aw • �� a 11 L 4T/ OTHER PLATES. 's i 0. 863 �~ 4T p 1/2-1 2' v s , (�, � 1 1• STATE OF • �, b NOTES: (���'Q� �� TRULOX PLATING A e (n) IS THE REQUIRED NUMBER OF 0.120" X 1.375" NAILS. OR EQUAL, PER FACE f���v + d , Q LOCATES PLATE CORNER OR FLPER PLY AS SPECIFIED ON USH EDGEIGN REFERENCING THIS DETAIL.�+Ai PIE ❑ LOCATES PLATE CENTER. AN rrW COMPANY TL 11 5141 Earth\ City\ Expressway V V Suite\ 242 PAGE 1 OF 1 1V Earth\ City,\ MC\ 63045 DATE 10/01/14 N • Gable Stud Reinforcement Detail ASCE 7-161 160 mph Wind Speed, 15' Mean Height, Enclosed, Exposure C, Kzt = 1,00 ' Or, 140 mph Wind Speed, 15' Mean Height, Partially Enclosed, Exposure C, Kzt = 1.00 Or, 140 mph Wind Speed, 15' Mean Height, Enclosed, Exposure D, Kzt = 1.00 n- tan mnk xii—J zn .4 ISl M.— uc1,,L.+ D, +l,.ii,. [',,.,-I— A r- .._.. n — _ S ' 2x4 Brace Gable Vertical Spacing Species Grade No Braces (1) ix4 'L' Brace x (1) 2x4 'L' Brace * (2) 2x4 'L' Brace xx (1) 2x6 'L' Brace 3c (2) 2x6 'L' Brace x Group A Group B Group A Group B Group A Group B Group A Group B Group A Group B r #1 #2 U S P r #3 3' 8' 5' 9' 6' 2' 7' 8' 7' 11' 9' 1' 9' 6' 12' 0' 12' 6' 14' 0' 14' 0' Stud 3' 8' 5' 9' 6' 1' 7' 8' 7' 11' 9' 1' 9' 6' 12' 0' 12' 6' 14' 0' 14' 0' O Standard 3' 8' 4' 11' 5131 6' 7' 7' 1' 8' 11' 9' 6' 10' 4' 11' 1' 14' 0' 14' 0' #1 4' 0' 6' 8' 6' 11' 7' 10' 8' 2' 9' 4' 9' 8' 12' 4' 12' 9' 14' 0' 14' 0' J S P #2 3' 10, 6' 7' 6' 10, 7' 9' 8' 1' 9' 3' 9' 7' 12' 2' 12' 8' 14' 0' 14' 0' #3 3' 9' 5' 3' 5' 7' 6' 11' 7' 5' 9' 2' 9' 7' 10' 11, 11' 8' 14' 0' 14' 0' d Stud 3' 9' 5' 3' 5' 7' 6' 11' 7' 5' 9' 2' 9' 7' 10' 11, 11' 8' 14' 0' 14' 0' Standard 3' 6' 4' 7' 4' 11' 6' 2' 6' 7' 8' 4' 8' 11' 9' 8' 10' 4' 13' 1' 14' 0' U _ #1 / #2 4' 5' 7' 6' 7' 9' 8' 10' 9' 3' 10' 7' 11' 0' 13' 11' 14' 0' 14' 0' 14' 0' _ S #3 4' 2' 7' 1' 7' 9' 8' 9' 9' 1' 10' 5' 10, 10, 13' 9' 14' 0- 14' 0' 14' 0' U H F Stud 4' 2' 7' 1' 7' 6' 8' 9' 9' 1' 10' 5' 10, 10, 13' 9' 14' 0' 14' 0' 14' 0' QJ U �I Standard 4' 2' 6' 1' 6' 5' 8' 1' 8' 8' 10' 5' 10, 10, 12' 8' 13' 7' 14' 0' 14' 0' \ #1 4' 7' 7' 7' 7' 11' 9' 0' 9' 4' 10, 8' 11111 14' 0' 14' 0' 14' 0' 14' 0' / S P #2 4' 5' 7' 6' 7' 9' 8' 10, 9' 3' 10' 7' 11' 0' 13, 11' 14' 0' 14' 0' 14' 0' #3 4' 4' 6' 5' 6' 10, 8' 6' 9' 1' 1 10' 6' 10, 11' 13' 4' 14' 0' 14' 0' 14' 0' QJ D P L Stud 4' 4' 6' 5' 6' 10' 8' 6' 9' 1' 1 10' 6' 10' 11' 13' 4 14' 0' 14' 0' 14' 0' Standard 4' 2' S' 8' 6' 0' 7' 6' 8' 0' 10' 2' 10' 10' 11, 10' 12' 7' 14' 0' 14' 0' #1 / #2 4' 10' 8' 3' 8' 7' 9' 9' 10' 2' 10' 7' 12' 1' 14' 0' 14' 0' 14' 0' 14' 0' _ S P P #3 4' 7' 8' 2' 8' 5' 9' 8' 10, 0' 11' G. 12, 0' 14' 0' 14' 0' 14' 0' 14' 0' l� U H d 4' 7' 8' 2' 8' 5' 9' 8' 10, 0' 11' 6' 12' 0' 14' 0' 14' 0' 14' 0' 14' 0' O I I Standard 4' 7' 7' 0' 7' 5' 9' 4' 10, 0' 11' 6' 12' 0' 14' 0' 14' 0' 14' 0' 14' 0' X #1 5' 1' 8' 5' 8' 8' 9' 11' 10' 3' 11' 9' 12' 3' 14' 0' 14' 0' 14' 0' 14' 0' d S P #2 4' 10' 8' 3' 8' 7' 9' 9' 10' 2' 11' 7' 12' 1' 14' 0' 14' 0' 14' 0' #3 4' 9' 7' 4' 7' 10' 9' 8' 10' 1' 11' 7' 12' 0' 14' 0' 14' 0' 14' 0' 14' 0' r—I D P L Stud 4' 9' 7' 4' 7' 10' 9' 8' 10' 1' 11' 7' 12' 0' 14' 0' 14' 0' 14' 0' 14' 0' Standard 4' 7' 6' 6' 6' 11' 8' 8' 9' 3' 11' 6' 12' V 13' 7' 1 14' 0' 14' 0' 14' 0' Diagonal brace option, vertical length may be doubled when diagonal brace Is used. Connect diagonal brace for 600# at each end. Max web total length Is 14'. Vertical length shown In table above, Connect diagonal at midpoint of vertical web. AN if W CO 115141 Eanh\ Cityl Expressway 11 Suite\ 242 \ 1 Earth\ City,\ MO\ 63045 About! OT 18, L 'L' Brace End Zones, typ. 2x6 DF-L #2 or better diagonal r brae) single 8, or double cut (as shown) at L upper end. 14�1 NN Refer to chart abo`tse "WARNWClu READ AND FOLLOW ALL NOTES ON THIS DRAVIW I "DPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS DCLUDD4 THE DUTALLERS .11 Trusses require extreme care In fabricating, handling, shipping, Installing and bracing, Refer to and ,flow the latest edition of BCSI (BuRding Component Safety Infornatlon, by TPI and SBCA) for safety �actices prior to performing these functions. Installers shall provide temporary bracing per BCSL ,less noted otherwise, top chord shall have properly attached structural sheathing and bottom chor ,all have a properly attached rigid ceiling. Locations shown for permanent lateral restraint of webs ,all have bracing Installed per BCSI sections B3, B7 or B10, as applicable. Apply plates to each face truss and position as shown above and on the Joint DetaRs, unless noted otherwise. tFer to drawings 16OA-Z for standard plate positions. Alpine, a division of ITV Building Components Group Inc shall not be responsible for any deviation frc ds drawing, any failure to build the truss In conformance with ANSI/TPI 1, or for handling, shipping, •tallation R bracing of trusses. A seal on this drawng ar cover page Listing this drawing, kwAcates acceptance of professlonnl 4neering responsibility solely for the design shown The suitnblllty and use of this drawing r any structure Is the respons6Oty of the Bulldog Designer per ANSI/TPI 1 See2. For more Information see this Job's general notes page and these web s11&1W 7 ALPINE, www,alptneitw.comi TPB www.tpinst.orgi SBCA, www,sbcindustry.orgi ICO wwwJcdskf WAf�fr�j .,`/ Bracing Group Species and Grades) Group At S ruce-Pine-Fir Hen -Fir #1 / #2 Standard tu #2 Sd #3 Stud #3 Standard Dou las Flr-Larch Southern Plnewwwl #3 #3 Stud Stud Standard Stnndnrd Group Bt Hem -Fir #1 & Btr #1 Do u ins Fir -Larch Southern Pinewwlwl #1 #1 #2 #2 Ix4 Braces shall be SRB (Stress -Rated Board). rlwFor Ix4 So. Pine use only Industrial 55 or Industrial 45 Stress -Rated Boards, Group B values maybe used with these rndes. Gable Truss Detail Notes) Wind Load deflection criterion Is L/240. Provide uplift connections for 75 plf over continuous bearing <5 psf TC Dead Load). Gable end supports load from 4' 0' cutlookers with 2' 0' overhang, or 12' plywood overhang. Attach 'L' braces with SOd (0.128'x3.0' min) nails. )K For <1) 'L' brace, space nails at 2' o.c. In 18' end zones and 4' o.c. between zones. )K)KFor <2) 'L' braces, space nails at 3' o.c. in 18' end zones and 6' o.c. between zones. 'L' bracing must be a minimum of 80X of web member length. Gable Vertical Plate Sizes 1 _ Vertical Len th No S lice Less than 4' 0' 2X3 Greater than 4' 0', but Less than 11' 6' 3X4 Greater than It' 6' 4X4 � + Refer tocommon truss design for peak, splice, ice, and heel plates. w l Refer to the Building Designer for conditions h not addressed by this detail. REF ASCE7-16-GABIG015 DATE 01/26/2018 / DRWG A16015ENC160118 AX, TOT, LD, 60 PSF YoonhwakKim,FLPE#86367 IMAX. SPACING 24,0- NAIL 'SPACING DETAIL MINIMUM SPACING FOR SINGLE BLOCK IS SHOWN, DOUBLE NAIL SPACINGS AND STAGGER NAILING FOR TWO BLOCKS, 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 D — SPACING BETWEEN STAGGERED ROWS OF NAILS (7 1/2 NAIL IF NAIL HOLES ARE PREB❑RED, SOME SPACING MAY BE REDUCED BY THE AMOUNTS GIVEN BELOW: * SPACING MAY BE REDUCED BY 50X WX SPACING MAY BE REDUCED BY 33% DIRECTI❑N OF LOAD AND NAIL ROWS Cj NAIL LINE A aW*(l BW B/2)K TRUSS MEMBER BLOCK LENGTH LOAD APPLIED PERPENDICULAR TO GRAIN C C)K DIAMETERS) DIAMETERS) C)K)K NAIL LINE A D D D' A' LOAD APPLIED PARALLEL T wwVARNDIGIM READ AND FO.LIIV ALL NOTES GIN THIS WAVING P w@PMTANTww FURN[SH THIS OKAYING TD ALL CONTRACTORS INCLUDING THE INSTALLERS. � Trusses require extreme care In fabrlcating, 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 bradng per BCSL Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom choi shall have a properly attochetl r101d telling, Locations shown far 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 an the Joint Details, unless noted otherwise. P' Refer to drawings 16DA-Z for standard plate positions. Alpine, a division of ITV Bulldtng Components Group Inc shall not be responsible for any deviation fro tFJs drawing, any failure to build the truss In conformance with ANSI/TPI 1, or for handling, shipping, AN fTW COMPANY InsAtnseatoon this cdrag of trusses. Page listing this drawing, 4ukates acceptance of professlor of drawing ar cover 11514\ Earth', City\ Expressway engineering responsibility solely for the design shown The suitability and use of this drawing \ \ Suite\ 242 for any structure Is the responsibility of the Mdhg Designer per ANSI/TPI 1 Sec2 \ \ Earth\ City,\ MO\ 63045 For more Information see this Job's general notes page and these vweb sit ALPINE, w.alpineltw.comT TPB www.tpinst.orgl SBCA, www.sbclndustry.orgl ICC, w.,sI L MINIMUM NAIL SPACING DISTANCES DISTANCES NAIL TYPE A B)K C)K)K D 8d BOX (0,1130X 2,5°,MIN) 3/4" 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,',MIN) 1" 1 7/8' 2 1/4" 1 1/8' 8d COMMON (0,131'X 2,5',MIN) 7/8' 1 5/8' 2" 1' 10d COMMON (0,148'X 3,',MIN) 1' 1 7/8' 2 1/4" 1 1/8" 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 (0.120'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' �,1111111►iio��f ,4pN6wA� rl No. 86367 a STATE OF • �,�� rLl'�NA1- �Q►k Yoonhwak Kim, FL PE #86367 F NAIL SPACE TE 10/01/14 WG CNNAILSP1014 'T Reinfoi Memr Go Tr Gable Detail For Let -in Verticals Gable Truss Plate Sizes ppropriate Alpine gable detall for e sizes for vertical studs, Engineered truss design for peak, to, and heel plates. vertical plates overlap, use a ,te that covers the total area of Lapped plates to span the web, „ 2*2X4 r2X8 Provide connections for uplift specified on the engineered truss design Attach each 'T' reinforcing member with End Driven Nallsi 10d Common <0,148'x 3.',min) Nalls at 4' o.c. plus (4) nails in the top and bottom chords, Toenalled Nalls- 10d Common (0,148'x3',min) Toenails at 4' o,c. plus (4) toenails In the top and bottom chords. This detail to be used with the appropriate Alpine gable detail for ASCE wind load. ASCE 7-05 Gable Detail Drawings A13015051014, A12015051014, A11015051014, A10015051014, A14015051014, A13030051014, A12030051014, A11030051014, A10030051014, A14030051014 ASCE 7-10 & ASCE 7-16 Gable Detail Drawings Allyfopo A11515ENC100118, A12015ENC100118, A14015ENC100118, §1 P A18015ENC100118, A20015ENC100118, A20015ENDIOOII tP A11530ENC100118, A12030ENC100118, A1403OENC1 �!'LLE� W�.oa A18030ENC100118 A20030ENC100118 A2003 OEN�OLl� A.0 3 �bQ1EQ� a 511515ENC100118, S12015ENC100118,�S14015EN 0118,�i6 L'lObjfjB� i S18015ENC100118, S20015ENC100118, S20015E 110011% S 0 15P 1 8 S11530ENC100118, S12030ENC100118, S14030OC10008, SiktbE9 7 j S18030ENC100118, S20030ENC100118, S20030aNDC. 1liB, S20030PED100118 6 ► P • See appropriate Alpine gable detail for maxlml*m unrjelnforced"6 e"Lertical l$ gTATE OF 'T' Reinforcement Attachment Detail 'T' Reinforcing 'T' Reinforcing Member Member Toe-nall - Or - End-nall To convert from 'L' to 'T' reinforcing members, multiply 'T' Increase by length (based on appropriate Alpine gable detail). Maximum allowable 'T' reinforced gable vertical Length Is 14' from top to bottom chord. 'T' reinforcing member material must match size, specie, and grade of the 'L' reinforcing member, ✓eb Length Increase w/ 'T' Brace 'T' Relnf. Mbr. Size 'T' Increase 2x4 30 2x6 20 Example ASCE 7-10 Wind Speed = 120 mph Mean Roof Height = 30 ft, Kzt = 1.00 Gable Vertical = 24'o.c. SP #3 'T' Reinforcing Member Size = 2x4 'T' Brace Increase (From Above) = 307 = 1.30 (1) 2x4 'L' Brace Length = 8' 7' Maximum 'T' Reinforced Gable Vertical Length 1.30 x 8' 7'= 11' 2' OIL �,- pi wwDRAVDQ DPURTANTKE F MSH TTW DRAWNG TAND O °ALL �Te NOTES w UDING TIC INSTALLERS P"0, Trusses requlre extreme care In fabricating, handling, shipping, Installing and bracing. Refer, to and follow the latest edition of BCSI Bullding Component Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSL Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached rigid telling. Locations shown for permanent lateral restralnt of webs shall have bracing Installed per BCSI sections B3, B7 or B10, as applicable. Apply plates to each face of truss and position as shown above and on the Joint Details, unless noted otherwise. Refer to drawings 160A-Z for standard plate positions. W, �s � � Q��+QP ° r+e1 (t 0 ©® /� v•� py r / `�' r H VVV / C.... REF LET -IN VERT DATE 01/02/2018 DRWG GBL• LETIN0118 AN ITW COMPANY Alpine, a division of ITV Building Components Group Inc shall not be responsible for any devlatlon from this drawing, any failure to build the truss In conformance with ANSI/TPI 1, or for handling, shipping, Installation 6 bracing of trusses. )AX, TOT, LD, 60 PSF 1 \ 514\ Earth1 Cil \ Expressway y p y \\Suite\242 A seal on this drawing or cover page Listing this drawing, Indcates acceptance of professional erglneering responsiAlty solely for the design -how,. The =.rtabalty and ,ce of this drawing for any structure Is the responsibility of the Building Designer per ANSI/TPI I Sect. DUR, FAC, ANY \ \ Earth\ City,\ MO\ 63045 For mare Information see this Job's general notes page and these web ALPINE www.alpineltw.coml TPI1 www.tptnst,orgl SBCAj www.sbclndustry.orgl IC Q www! MAX, SPACING 24,0- I VALLEY FRAMING & BRACING DETAIL ' R BC Lumber Size and Grade Minumum Requirements GENERAL NOTES Purlins required 2'-0" O.C. in absence of plywood sheathing. Trusses without sheathing applied must be evaluated accordingly. Purlins should overlap sheathing one truss spacing minimum. In cases that this is impractical, overlap sheathing a minimum of 6", and nail upwards through sheathing into purlin with a minimum of 8-8d (0.131"x2.5") common wire nails. Effects of not providing sheathing below a valley set must be evaluated by the building designer. This drawing applies to valleys with the following conditions: Spans (distance between heels) 40'-0" or less -Maximum valley height: 14'-0" -Maximum mean roof height: 30 feet -ASCE 7-05, 140 mph, Enclosed, Cat 11, Exp B,1=1.0, Kzt=1.0 -Or A Maximum of ASCE 7-10, 280 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. -e the crippes for each row starting from the valleys or sleepers working Inward to the ridge board so that cripple locations are gored between rows. 7yp) 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 2x6 sleepers 416d toe -nails Sleeper to truss 416d toe -nails Two 2x6 sleepers to truss 3 16d toe -nails each sleeper & truss Ridge board to roof block 416d toe -nails Ridge board to truss 416d toe -nails Purlin to (Typ) 316d toe -nails Truss to blocking 416d toe -nails Truss to cripple 416d toe -nails Truss to cripple 416d toe -nails Crionle to ourlin 3 16d toe -mile ln. , RC4,mco Ir JLCCYCK, AKt- UJtD) 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" Ion nailed w/ 2 -10d (0.148"x3") nails. Or 2x4 "T" or scab reinforcement nailed to flat edge of c2ple with 10d 50.128"x3.0") nails at 6" of, "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 requirementpM+f Nails are common wire nails unless noted otherwise. H. ' (A) (B) �' ) esVARNDp�u acAB Alm tT11aV ALL NeiES w THIS MAWIM •s@f9tTNRo FllkMSH THIS IIRAVIKi TO ALL Lg(IRACTIRS Dcum4c Inc INSTALLERS, • D i ' C LL 20 30 40 54 REF VALLEY FRAMING Trusses requb-e extr care In febricathg, h—fift, shlppbrg, InS+AtLk p arW brodrg Refer to:ar� foltor the latest edition of SCSI ®Wldkrg Cc"ponent Safety Informtlon, by Trt and SBCA) for cn sn ' practices prior to performk4 these fwctlons. Installers shalt temporary DracMp B ; : • r� $C DL 10 20 7 7 DATE 10/O1/14 �� r� provide per lksess mated other•lse, top chord shalt have properly attached struct—I sheathing nrd bottonoAlprd shalt have a property attached = celk o. Locations shorn far perronent lateral reitraht of iiebs shall have brackp hstatled per BCSI section B3, ➢7 or B10, as apWkxhle. llppty to oath fire ; STATE OF ^ • • • ' C DL 0 0 0 0 DRWG VACNV3801015 d I UJ� 1 L—, ��� 11�� plates of tryss ord posFtlan as chasm above and on the Jdnt Detnls, vdess noted otherstse. Refer to drmdrhps 16GA-Z for standard plate posttfons. •• A 0 /� • • o Q C_• TY BC LL 0 0 0 0 /1N rTWCDMA�NY Alpine, o dMslon of Iry &Adng Comporre U G-9 Inc shae not be responsble for aW devhtiorr f'' iris draekg any Folwe to bWld the truss In conformance with ANSI/TPI 1, or for hwxbV, shtppkg khstatlation t bracing `/ ,\ •••• 0' `IOi•'° \�� r , •irr°'' c�j� r " TOT. LD.30 50 47 61 of trusses, A sent on this dm,*g sw cover olely Ion page g•ie 1.t}p thisci Tie kdWUs Y¢eptarice of prcfessimlat ­d laseI �°•`'° for *e'' i • rllspc ' � aa�rg B° �' y -/`�- %t F` \ v,ONM` v \\P\ \t DUR. FAC. 1.25/1.15 13369 Lakefront Drive Earth City, M063046 '•r I s c2_ ALp F one 1rete.cay TPs t this For rhor( hformatlon sat this Jobs general "ales page a •ems feorp SBhkh ••• rdustr '7 a0111 a O < O (s- SPACING SEE ABOVE