Loading...
HomeMy WebLinkAboutEngineering Package & TrussENGINEERING PACKAGE Builder: Project: Model/Building: Lot Alt: Lot: 63�.. ..� BI ki-COPY Unit: Address: .......................................... _.. ......................... JobNumber: N333986 Revision Date: New Load #: LH01 CARPENTER CONTRACTORS OF AMERICA, INC 3900 AVENUE G. N.W. WINTER HAVEN, FLORIDA 33880 PH (800) 959-8806 FAX (941) 294-7934 ALPI E� malth 13,2019 Mt. Bob. Michaelis Garp&hterC6.ritrdctofs of Am6rIbk-Iric_ 390 Avenue G, NQAhwesit Wititer HaVen, 5L 33880-6201 Re: AltpMative installatioris"for a single pfy carried fits with a width Jess than the. hanger width �gnd wpod, blocking to -achieve full design load vafuq'f(5r-facePted-bange'r-Attachment bn a, oiTd ply .. . 9 - supporting girder (Reference detail WA3.7,02). Dear-.136b, .Fot ia sihgib ply carried tress with a width less than th(i hangef width you can install a prefabricated .jack. scab truss (").-fqrvqoO'fllIqr6.Ipckl�,g. The chQrd sizes, cbQrd_qrades, and-Aloirfe.-conneciorplat6(s) to lie'thei sElhIe as thia single- ply carded truss. The prefabricated jack scab truss have a.minimum length - and will h�v6'a minimum pitch of 511-2. -1�4q single. ply carrIed shall have.. re,* .9f 0' .;h ftss, reaction �f 3,5009 or'lets. Attach Pirefabid"cpfed ack..�cab,tnuss wit4two t2) ply of'*O'.'1'_ J 28'x3V GUn Nails at 2" Q'Q per• r,6*;-staggeired I" (See Flgikr6 I Wow). P16tise-referto-the Simpson —Strong. -Tie Catalog C-C 261P;.Isage216., NgurO:$fpr more information. Figilhe-I Fora single ply.gffder:tMt requirds WOodbl6rki6g W tichfe.vdfull desFigh load value for-fam-mounted (hangers -attach onec4 one wood. block (*) to the backfjoe of !he -single -ply girder With the same size d. an.. lock Wg1h IQ b& such tbat*th6W6od blocking: extends to each adjadent patiel 'polhts (Wdbs Mid bottom ich6(d ijitersections). Attach wood 6-1�4; X3.0". Gun Nails at 6� 0.0. per ' 3 block (I*wkh two7-(2) rows�qf raw, staggered '.6" applied to the iJ750 Forum $91te 165, Orlando, �L- 32821 4214685 wwmallpineftwxom P. ALPINE" RN mv[oivnirc single ply girder face, withanqc[di*aj (2g) Gun Nails at..each*panej'.pojnt apptedto-the wood. block face (See Figure rbfert10the Sirhpsbh Strohg-Tie Catalog C-C,2019, page 216, Fig.dr.e 1 for more infortnation. Fjgure-2 - ------ ...... The applidafion ofpf6fEibricated jackscab ffiiss fdr wood fill&blockihg 6r wood blockinq to achieve M. 11. Design load Value forfqce=mount6d hngers- must be approved by fhe hardware m . an4cturer*.* All edge -and end distances, acid"spacingfor all nail connedorls must be sii*lerit to OreV6nt:.spl1tfihg of 'wood_ If. I can be: -of any flan er assistance or if you have any quqsrjonsj please gi.ve me a call. Wilribri! H. Wiqk-P.E. Chief Engineer Alpine an ITW Company Engineering Dqpa?anerit Odando,'FL 6750'FofUnT DfiV6 Sdltp—'306; -0datido, FL 32821 -"(.800 1).52.1-,g790 - (863) 422-8685 YV,W,a1pineitxv.OM ALPINE&MMW.MW April 26;2019 Mr. Bob? MlchaAls penter Contractbrs. of America, WL 3900 AVeni:;p'% RPftWqqt Wihtet Mv&n, FL 33880.6201 Dear Bob, Rei' Strongback bridging' 6ij Fobftrusse-t. I -understand there is some cori6i6m over oUrtecdminerr&itl6hs f6t.strbngback bridging on -roof trusses. -Strpngback bridging !or roof trusses is npt. a requirement of,ANS I-TPI 2014 nor is ifa requirement of the BUildiNg Gorhp6h6nt Safety lnfbfmafiory- (BbS(), But strongback bridging on roof li­Usges Is mcommende(], by Carpeht.et Cohts4ct6rs 6t'Am-erica. Stf6hgOd&k bf1d§1Aq.serves the following two funcclidn.sl- - Cirip; bridging arign.s the bottom -chords after they are. set -so they we uniform along the ceiling line and helps wvjc� iling abliify - Two; 'bridging reduces fdtitivd deflection .of adjacent -tfUsses. Strongback. 4PL- 9kN h Mdqln , g'.does- dot. -prevent -.of reduciyioveiall indiVidual deflection, especially any. roof trusses. -iu a 114V inch: _.....,_... _.. ................. .$trPn,gb.qck- bridging In roof trusses d6es hot 'serve as.teMpbrary..br pdrmarieirit* bracing :and is• notinterided'io disiR6uib. of sfiare'desigrf loads* -befw.eeh ffass�. Consequently, tip des - ign loads have -been accounted ' for With this def-WI. and dontirrubtis- W669backbfidgirig Should not be.attached between bofntTion and girder trusses The use -of strongback: bridging, shall not'lnferfere with other design ctinsid6rati6wid sgecifiod.brft Engiheer 4 Record or the Building Designer.- Th& outer ehds oflhei -9tropgback- bridoing.shall be -attached to a wall -or another -secure end restraint,. or as specified: by th6 Erigifiee'r of Redofd br.the BuUdInq.D6eigher. Strongback bridging iliall be -a- minimum rnijm -of 2xa nominal [Unibdr otiented-with the depth vertical. Atbich vaiffi MIM :common ji4lls (0.162"0_51. pails at each intersecting When extending the strondback bridging overlap. by at a minimum :of two'frusses. The 1i cati6n �f. the: strongback. bridging maybe specified by he Truss MahufA'ctUr6r,. Enffifie& 6TRL-dord, or Bddihg De§ijO'br. -Please referlo BCS1 "Strotgbacking'PrPM"sio_ns' or to ..A inp, STI2BqJBR1014 detail for moreinfomafiQn. The graphic §hoWfi (Figure 1) Is f6r generic llluft.afflve purpose only,. 6760 Forum Driva.Sulte 305; Orkindo, 1`1_32821- (800) 511-9790- (863) 422-8685 wWWApineltw.com, ALPINE 1\t}lt? - U L 1 M—L L `IY . I {i. i:S •tic.E i�. 5S.ale1 Figure4 1f 1-can be of any fi.trther assistance' or if ypu have•any questions, please give me a.call. 'Sine rely; ,�"1bj11g1111:I7tYt/pya.��I �� i• ash'.\ No.70861 _.*.: William-l=i.Kock P E. STATE O Chief'E9... n ineer Alpine an IT . Q.Qmpany IV Epgipeeririg'Depaif 6ht Orlando,. FL V821 87f0 Forum Drive Sub. 30 ; Orlando,'FL 32821, (80.0) 624-9790 - (8E3).422-8685 WW .aIpiriew,.ggm I V JS4 -Cry-p;ty�.-r isa, ��j aLvle -t Ir- 4Sd V.- IN3WH- W-li-V WTA awn �l MIL '(U0j4.lOWJ04U :p2auOdwo6 Gulpithfly Isolf d:} J�Ja,4 6ul6ppq u Rippia >0-oqG.qp,4--; 0Vjp,0ffii !A.Qt.-j.-0WP.4 I IVU01 -Ipj 3,111M (411rcK.Opro) Nonw) POT C A )130'19 01 VVMNDHLS -auldIV Act p-@puawwo:)a.A Aj(Sucwq-;-*.9j- Z'U0,4zfi4s44: Put !�VPPI-Icl 27. 3 H3V3 IV'.a3NIVdIS OVEMN08 I IZ (t4nWTfqlW) 9'aNnHNoO xg ia-j4ajjjOR*OHV- 401 )'N(10/Xnm. zFq aL.,J:� A.Cl PaPL4'014Ua m owwl-vvi 1p" POT (2) zwxd. *iwa�.aAs� -AC).O* acil sda�s�ooj sm LpI19 I;s. bbi ��jjod 8wiAofd IDQiaft m3va9Nauls woad r5uj;prl0.-i:a -kA0j4:%jqj;N loh)jlsaA Jc) iqDull, a:)t-lpaJ 0q.-SaA"S-6Ujt5pH9 >P-OCIdUO-f}S ssni+. 4:ua,-drpv ' va'?N4-di. 90dqi :�glcd �fq L'LaWticif,4SIP, (3 ay;- WL '1 'k;. jU0j�jPP'0 M.1 'YOI+'D-4qlA 101-400D laLi o:p wa4.sA!t ssnxr. -q .4t5j uj5j-;,:.,dp4a0ufdmaJ ;'.Gujoppg', Iuauodwo:) ssn*,A4; j'dr)pLAjpuj •qD'oa- ao.+. QUI:?'o-(q aq_ -Apzp ((I([ 6UIAb,411. SIIVN OTXJBE t46jp.Rc[ ssn-u- pLj+ -uq, �(ayaM W.aq:sA5 joc,4 jb ' ' . * 'b ' .. NMADS, Pat aa. I-,u*N cexisism �IoCiJ4 WP 40. a -A yo.4i n:pnA4.!�- qu,4acdwj ub �;j .,Ijupo,4ff,. -41 'voq:)azqul .pass Rjua>P:6,s1W , �Lix--" )4UW = pot 4C). /A IDA )m YMCHIS HOVJIV , pij6.jbad. ac+j� am. 8. puo t sj['0!0C[ 1310N sawl�.,gwov -axd',6L4jnP4cG, 109-0. Alu (,X-Iow) .:"Cl 0- gT ViD papuawwo:)a..i sl lsllnq�to S)NIOVn ssnmi 3HU iS �Hmalsg-xDvav lluls:.IVI Qj L .1m 9K2: ua!�sAs Aooj4 m4q� 40 ssauzF.+I:Is sm3ffH3.H NpaHS. SV ON131 -laS 101011 NZ. MUM "Jr. a4l- Ul 6�;vaouj ilaaa;%o: tt-o. Ul 6UIq-fn5aj 19: gxa 4- 't, i ya srDa Z.Nt ShfVH Ev3s "OVILY '0 ,,sp.s4sn,j;- jonpjNp.u[ VIaajy4!aq 6upw4s pool d.olaAap -0:. sl 'J5t4jGpjlq, 'q:)lDqpu0,A�:s jo asvd,A?jq- aq.1-14 ,,-4g)cjwrij- P,tob.40 gxa Ont4lulw -0 -acl. -Irtir. 6ui:v6-Aq pulo. OulapI.Acl .1,Aac4tdni, papb-4 ssa�;}s, tpxa wriwiulw m acl jjloqs s>lnolcl uo-:q:c:)s lltl SN11IiV(IN3WWQ33N. -SNIE)CMIEC >1'3VEI-9.NQN-LS Jaa;.;9N1i?Ia:kN.�`'17FF'd�.%f:- — __.......__�...._..__......--._._... ._ .._ . -.: _. _ ._"__�.:_.:_.--..._.__..._._:_._._._.•.,,.—,�.:.,_,.:_.::_ .._:._..-::- ..._.:.,.•..,'---- •-- .._ ..._ ... , ..._ _______... 'r��r�; Yx�' �At�,'��'�'��' •��r��r�d���sa�r� •��,�€�f••it �!�•fit3f;'IZHCt �+4�ri .. ... . LE i�':pu('J�'.To,'lli'F0.--% .4,�Cjt+��p�![I�►`it�t�Rfi P�iX�M�J�t.. !: 08 OVER •1 : , .. . _ . - 1 a1r;� ,AST ��T�vat��s..•' • � ... .. M&/ y l6Re f�#✓ it1l9: R ..UV6461E.A. PLhTE , AND.: • I . • w_ .... -6-.'. � ,;i.,., .. � '' .. �iT�:�..5 tl �d�lt�, }•fi4'���'h k'41 �:a4�j{ 1 :. — t'. 7t3i�Ydi IiPI'@r"etiY•"4V '..' N-.• •T . CI ;TT i:. lath] m �'tl` 79 .! ;l f17•!ijaQ;DII�4Y�"�sf'1'}!R�' :�� T��A= Al �.; _..e.� r� {e :$Je➢1&f�u1s b E4 `",.Pe psf./ 5��!• r 1"Y,�5p��17':Ry��i'L''A•�:ArA•.����fa .t....• ,_ ' :�:.:`:��T.����I,'�p!e�+�f�l�;r1$f'f1r:��'�]�i�c'r_:''• • . .. F--f.F�f•.le�.'�!'�. �•'•Yi.�u 4�'a;�i (.. _ ...... -, - ._ .,..�t i.y'..• .:� 1 V'.!'l.}�C ?'�'�� �i1-FJli'ff���1,P1r: 1 -r• , ;, 1 � • 'I I�'Y•'w''�{(�'�,''.Y,•�I^�. �7'I�'j'P11Ny7Lv i. . �.. • _ a • • l i S'td.li.f •. P_i . �i:.; .' •. d�a'.:u-...='tTx?I.::::.r:l:• 'a:::�;_,.-. 'r;•:•.--v � ,fv. ;: '1....,� r. .-�. r•y.: 1 i XXA ' - • • � .' ��;ryry •�- ��yi ' jy '' ". �.T'�'±1��:I�y��•�,µµ��:�rtrt:rfra�l!�•yy'���;!j!���: �: �+};�•.:;'�('f��I•�'1�,�, C�'�= .. ' . SJ 1''r�"'' i jy 4Y.''.s"4i ;r3 •CkC47[lY"J:%�' CJ":_" P .. rw .W.,u.w.•....of; • C.I' A:6 ,�P' y, I Ir .r::+..ca p. c� •fit .. M _. .. ', .. .•,.. �•.' .:.., '�' a� •. c- ice: RAW �'�' i f Cracked or Broken Member- Repair Detail Load Duration = 0% This drawlno specifies repalrs for a truss with broken chord M b f --es may be Increased for Duration of Land ar web member. This design Is valld onlyy for single ply trusses with 2x4 or 2x6 broken members. No more than one break per chord panel and no mo a than two breaks per truss are allowed. Contemply wlthet't Ud detail, for any repalrs that do not CB) = managed area, 12' max length of damaged section - Minimum nailing distance, an each side of damaged area (B) CS) = Two 2x4 or two 2x6 side member, one Zame scab] per fel and species as damaged member. App yy Mlnlmum side member tenoth(s) = C2)(L) + (H) Scab member length CS) must be within the broken panel. Nall Into 2x4 members using two (2) rows at 4' o,c„ rows staggered, Nall Into 2x6 members using three C3) rows at 4 o.c., rows staggered. Nall using lad box or gun nails (0,1281x3', min) Into eaph side member, The maximum permitted lumber 9radq for -Use with this do -tali Is United to Visual grade #I and MSR grade 1650f. Thisrepairdsplieesll Maybebe used for broken connector plate at sectionsnioccurring ma not the used rdplatve area. or web Broken chord may not support any tie —In loads, em er a Maximum Member Axial Force. Member, Size L SPF-C HF I)F-L SYP Web Only 2x4 12' 620# 635# 7304 800# Web Only 2x4 18, 975# 1055# 1295# 1415R Web or Chord 2x4 24' 97541, 1055# 1495# 1745# Web or Chord 2x6 1465# 1585# 2245# 2620# Web or Chord2x4 30, 1910# 19604 2315# 2555# Web or Chord 2x6 2230# 2365# 3125# 3575# Web or Cord 2x4 36' P-470-4 2530# 2930# 32104 Web or Chord Pk6 3535# 3635# 4295# 47454 Web or Chord 2x4 42' 2975# 3045# 3505# 3835# Web or Chord 2x6 4395# 4500# 5225# 5725# Chord 2x4 .ref 3460# 3540# 4070# 4445# Eebo�r Chord 2x6 5165# 5280# 6095# 6660# IMn6.un �� S• L 8ktnncf L L 4' o,c, tTyplco. + 0 + 0 + o + O O + O + 0 + O + St 8ger I = Back Face 1MM0d Box CO3DD128' x 311 min) No.ils, = Front Face 2X6 Merc emberr' -Triple Row Stao9erei Nall Spacing Detail a0 N9 AN RW OOMPANY EullicHy Mo eao45 WTµLER9 .490 tlruM6 ►idmffs ncccPteticf o► P�fnlaui WbM6 pfifpnn• pfr�AN5�1lff�'f { Src.c. rarFO 8 L / s J/L 1 L Wnlnun 3 L L HltSwxf REF MEMBER REPAIR DATE 10/01/14 DRWG REPCHRD1014 SPACING 24,0MAX 1 0 anal ., de ,, MON. AN TIW TWRD. .6vilar, 7711241.*JUNDER VALLEY -FRAMING Vj4L &Y RAF;MR-JOR PUD(IS rffi 10PLVE 1p0leb,41-Dt`fdNb psft:M)a�--20 P9f(-TVJ.MEfV4 Bra -that crliPrg IocaUoFIa9IrD FCAutdlr;Qrr;ent-ttL0tes 4ISa-ta441U- 4 10toi-nulls 416due'nallt (14) 9164-fabs-nalli; 516dto&vlPlrs Mftiet&.%Wv-71t6 sleepers.. 4 1 Sd tad-411119 s. Wdepei WWI, 4'l6d W&MIA .6. of bldck c(adtoc-TIMIS V(Mit. -Mdjmbd`d fo.lruysc 41C4t0vAV5 S. 3.-16Atda-nuQ$- .Y. 4151ttoc-lit'llf .3.0, -Fr ... 4tdppld� 414dtQVFd6 ixa, 'Till"10 19. .ia. •crl' 'tii.p Hln,. .13. : I" - irvtoicaft-ge 4 NOTE, 51}4DMM&X` NAIL§ Ife6tieuthrde-im6,gymn wPA a A*j "' ' ',Wn, clrjdb:V6M fter4. PPTMvl wh mliv jropoOnumuercf-musa'm I ngIKh,Wilwy-Aet h,ik ... lassalf OR IV= 40;O 19 all fialir !l&UFcF o NOS pIkerAIT19A.q. . 4P.1"t Halls, V0M, !, lig UNIPA!r obled,6the 0 mph > ncloieAl!)(p D, r I JA0 R. Ta.-M.x 7 DATE: -Aftw ►4 �k� Rf =:44. TC Dr, 110 ZO 7 dlwriuiac �N ook"-w -.niM-V 1% 0 .0 0 0 DRI -* Mr. Rgu 04- AlitaP BC- -LL 0 -0 '7— WE LD, It 'I q 50 4 r . c6k.0Vmjr V" L.L bs RM itt" v Face -Mount Hangers - I -Joists, Glularn and SCL I a a Iff 'These products are avallablewith additional conosion pratecton. For more Information, see p. 15. Codes. See p. 12 for Code Refererce Key Chad. te:L A Code( EFFIHF-• pidlis. .0 dei in Q.P. He Roof. Min. . I . . . . . . . . . (14) 0.148 x 3 - 70 1,660 805 1.425 -"55n- . 1555 5 JUS2.5W6 25A 16 2 Max, (16) 0.148 x3 - -0 u-05 1.605 I'Sor, 1555 _-.�55 1.155' 2'hx 16 _51IJ2.56116 2?i; 1531. 2% - tNj 0.162 x 33'z 0.148 x I,,i._ 230 45 3.370:3.480 TO 1.945 j Z205! 2,375 .2,970 1.675,1,89512.045 U314 ✓ ZIN 1 Olk 2 - 06) 0.162 x 31h' (6) 0.148 X I V HU3161HUG316 ✓ 2114. 14V. 214 - 1.20) 0.1162 x 33-1 (8)0.148x1lh 1.515 2,97513,360' 3.610 Z565 f 2,895 3,110 FL Lk MIU2.56/20 T/ , . - 41 x W'#y �l g, M, 9 *,40" - III U MOM ZIA x 20 2-Ail 197A. 21h - (28) 0.162 x 31h (2) 0.148 x 1 IA 230 14,03014.060'4.060 3,46513,495 3,495 7Ei, 2 24is X 9% 1026 2lis'%vilde Joists use the some hangers as 21)VAde Joists and have the same toads. z* '%14e -. 2j- L WE �i�H - MIU3.12111 it 31 z 11 A 2Yz 12010.162 x 311 (2) 0.148 x 1 Yi 230 2,88013.135 - 3.135 2 475 Z,695 2,695 FL. 3xll'A HU212-2 HUC212-2 i, 311.1 IO-N. 2 21h Max. (22)D.162x3l/z (1D)0.148x3 1,95 3,27513,695,3.970 2,8201 180:3.425 LA 7, `W RUM. IF _21 i0 �C .71.0 FL 4 �'6 162)M .41(1), Y, W 9@4 j7jB�5 IBC. 1., :;A y L±!E 7 4" J4.1% 'r , 0 .1 . T t- �� Mgt= j00:13'085j - --6-3 5.26, R i 3% x 5114 HIHUI. 16 - S%j - 51A - 3 - (14) 0.1620A CV) 0.162 x 311 1.320 2.785 3.155 3.405 2.395 2 71512,9301 IiGt) HGOS46 3%1 06 4 - (20) 0.162 x 3Y. (8) 0.162 x 3 IS 2.155 4,360 4,885 5,230 3,7150 4.200 4.500 !ror;; IV 3*4 z ligg i$ ..... :17. '4y% ARAM. 40.1. U6 , . �i " .15 .01F 6,415 IUS3.56/9.5 3%1 91h 2 - (10) 0.148 x 3 $1112 70 1,18511.345 1,455 1,020 1,160 1,250 WL13.5519 No I B -A. 21h - (16) 0.162 x 31h 3) (2) 0.148 x 1 Ih 210 2,30512,615 2.8-20 1,980 j 2,245 2.425 _U41 0 ✓ 31/151 8% 2 (14)0.162x3lh (6) 0.148 x 3 18X3 9,10 2,015 2,285 2.465 1,73511,965 1 Z120 HUS410 13% 1 81% 2 (8)0.162x314 (8)0.162x3l/z 2.99012.125 2,420 2,615 1.82012.07012,240 314x93h HHUS410 _3$A 9 3 (30) 0,162 x 31k (10)0.162x31h 3.565 5,63516.380 6.,145 4,845 5'48615':-A5 HU4101HUC410 • -1 3Vr BIA 2'kl - (3S) 0.162 x 3% 02) O.l6Zx3'h 3,235 7,460 7,460 7,460 6,41516AI5 6,415 RUC0410SDS - 34is 9 3 1 - (121 V," . 21h' SDS (6) Wx 2W'SDS 2.2645 4.500 3,21013':-io Z."'w HGUS410 91i6 4 - (45) 0.162 x U. 06) 0.16201A 4,095 910019,100 9.100 7.8251 7.825 7,825 IBC- LGU3.63-SDS _53-Ei- �31'j 3% 8 to 30 41A - (16) Ye x 29F SDS (12) 'A" x 2W" SDS 5,5515 6,72016,720 6.720 ._�T 4,840 ,840 _­ 4,840 4.840 LA FL, L;&63 3% 191/4 to 30 41/z - (24) Wx 2WSDS (16) 1W x 2le SOS 7.260 9,450 9,450 9,45D 6,805 11.22 6,605 '190 6,805 i MUM -C �175 %6§512,695 ,405 " M_... .0-148 XT -P.0) '7 _t; 1.6'6bjgi 3 -3 X.. G2 i'36A.1 `,4A. 0 i!4 8 .316 2;490 Apli -A -ZAZO 380, 3,42� IL ..... . . . . . .6: �.A 146 See footnotes on p. 150. 0 . Simpson Strong -Tie Wood Construction Connectors, i Adjustable Truss Hangers 777is product is preferable to sim7ar connectors because of (a) easier installation, (b) higher loads, (c) lower installed `?j cost, or a combination of these features. The THA series have extra long straps that can be field -formed to give height adjustabiliiy 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 pattem in the I straps, which provides more installation options and allows for easy top -flange installation. Material: See table i Finish: Galvanized. Some products available in ZMAXe coating. j oSee Corrosion Information, pp.13-16. 11 46 Installation: ty _ • Use all speotfied fasteners; see General Notes. O The following installation methods may be used: U rn • Top -Flange Installation — The straps must be field formed :3 over the header — see table for minimum top -flange requirements. F'= Install top and face nails according to the table. Top nails shall not be within :'a from the edge of -the top -flange members. For the THA29, nails used forjoist attachment must be driven at an IL angle so that they penetrate through the comer of the joist and into the header. For all other lop -flange Installations, straighten the double -shear nailing tabs and install the nails straight into the joist. • Face -Mount (Min.) installation — Install face naffs according to the table, vvith at least half of the required fasteners in the top halt of the header. Not all nail holes in the straps will be tilled_ Nails must have a minimum r1/2" edge distance. Straighten the double -shear nailing tabs and install the joist nails straight into the joist. The race -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 tour face holes must be filled. Nags used for the joist attachment must be driven at an angle so that they penetrate through the comer of the joist into the header, • Uplift — Lowest face nails must be filled to achieve uplift loads. Options: • THA hangers available with the header flanges turned in for 3%" (except THA413) and larger, with no load reduction — orderTHAC hanger. Codes: See p.12 for Code Reference Key Chart 186 SIMPSON Y<hipld �2V1 2'_ 144! for 2k forTHA422.2 THAC422 and THA42fi-2 ;cpV: j••1 r It u Y �� ' nfAe22-2 -11 THA42s-2 THA29 n ! +1THA418 THAC422 Typical THA Top Flange Installation on a NaOer (except THA29) THA422 Face -Mount (Max.) Installation Straps may be installed straight or wrapped over with tabulated face nails installed h7to top and face ofheada Double Double Shear 3 . Dome Double Shear i w E Naifing •ems M:i, NaTmg ! tK, Side'fevr, (Ngva bel�n iew Do not j Top View bend tab j somemodsis) Double kZ- Usetugtablevalue single 4X1 Sea na lertable 2 face nails (total) 4 tap nails (total) double shearnarling tabs and install nails straight Typical THA422 Top Flange Installation on a4x2 Floor Truss THA44 Face -Mount (Min.) Installation ,yp". — Top Flange Installation er to tnoi 5 p.187 C) u Simpson Strong-Tie'VJood Coristruction Connectors Adjustable Truss -Hangers (cont.) 11§ These products are available with additional conosson protection For more information, see p.15. N 6 SIMPSON` _ :.` {iQ)° (ur)3 erode' '% He'aa'e em Ori4ds - r^ • Jember - ':Tits Face < „ ,. ram.,....,•-. .. .. r<". ����vs � r: �ra.� �J� a;�rx�@p3EYa�e�s€ed; r#� Atlptiutt f� aeyls < 1f`i 1'251 0 ) �'�'�''�'<-��',v�,� _a:'� owable.atls .ApLn r ieo) pb�i1 wine . • 25/' fiD 1 �1 ��-y.���:�•a �gJw� Bode Ref. r THA29 78 1°/a 51Yc r 5'/e . 1;4 (2J 0148 x 3 (6) 0146 x 3 1(4)(1.148 X 3 525 525 ! -50 1.750 2.61012,161101 1750 450 11 30 1.3an 2;Sa (4) 0.148 x 3 (6) 0.148 x 3 (4) 0.148 x 3 2.610 1 450 1.98g 198g i 1,LoS .�l-1 •21 - %"r8:'r_l�e'. i1'e_x1r'r A - --=+�(4)O74e=x3• �(2�014f3�x3 (4j.0:14&it3.9e's y(2)0.149x3 1�r:4w�.' w�6(1';"'i�61;, - r.:i;l9g '- 3�10`) • t,1,t] . THA218 118114rs 171A. 51R 1 2 - (4)0.148x3 (4)0.148xT1zA; 1.461s 1;180 mum 11.11D 1,11;1 min IBG, T#1A216-2 ;.9B:.31'4;1�'1'rs :_r6::, -'2'c �: - ; .(4� U;1 x3ifi :(?�:0:1b'>':x3'7Tz: ;.(G!k):a4�a 3, - _ :7,;,u �-� `G• 1 t 'i9;L'% _ ,`_.,. .5i5515�: FL. LA THA222-2 1 16 1 3% 22:Y,e 8 1 2 ' - 1(4)0.162x3 ' (2) 0.162 x 31i 16) 0.148 x 3 1..-m ] 9-o i,99: T1A4j9. < ;`7 .3�e:- �es4� d,h; ::ef' y '-x - .i4)�L:{5��3•: `�TQ;.�i38;ic3; v7d)`U'1; .�'i-.-?-�- .�.Y;•�°�'�-.,�;: boa �'.' THA4'8 16 1 37. 117171. 7'h 2 j 1(4)0.162X3Ymi (2)0,162x3'h (6)0.148X3 - 1,967 l?95 199 - IA90 1,515 1515 ftA4 2 ` :30'2' r 5`,e; „',- °lfr2 37z l6nck3i 619ic3` =:' ;ti 23 "1Le9`! -. 1,4t30 1;5i� ''1,5.5.": THA426 1 14 3% 1 26 , 711. 1j 2 - 4(4) 0,162 x 31h (4) 0.162 x 31h (5) 0,162 x 3'/, - 2,435 2,435 2,435 1- 12,095 2,095 2.095 (:: "� ;. :. ._: `; 3 3;9©; : -: ��2,865: 2,ii65 I THA426-21 14 1 71K �^,;�:: -.. ��..-+::,,y, 'r�+ 1-' 2:.�"r1Xfiu.�•� 4 'S-F]Ye �- t,."..• 2614a 9Y, ,:sn;,�.,. .0 .rt . r._x$F 1 2 1 - _e: - .z;r*. ,.-...., $'b? K - }.CIZ.r''�' _ ,..aw.s' 1(4) 0.162 x 31h ;.�:"iz .3 ,'•. v'r{f .'K �: "' ._it:-^�4 _ :r (4) D.162 x 3'A .: �•.�•.. �;.�,1:" �'�. y (6) 0.162 x 3Y - _zr�:�: s.w>•-�ir�.-,. 3,33013,330 ^-,�vr{;�:Fr<xs.x�is �E'k .R. 3,330 - Ll �' r�'��S `4.90 2.865 -;r:: 2.8651 2.865 4w.�. r::sz-=s�=,r_ -- ya✓ ie';3 frr:"i' TRA29 _ 18115h 9115r I 51h - 9% 1 - (1E)0.14BX3 (4)0.148x3 525 2<265 2,?65 2.255 1950 1990 nil=f; Tfi/+2a%':'1:§S �35Se �'lz•. -E:�13:?S� - t` - Zai()�t.1A�3:..4):D74Ex3; ' ;."s5 AM - .1.= 20; i THA218 j18 15% 17?is 54 - 173Ss 1 (78)0.148x3 (4)0.148x3 855 2;4502,i50) 245U 7'_5 2105 _11J, 21t:• 1 .Tt ,aoll;ls 34" 7' .:"r. - '- } 1 1st •� �? 'El.ifi $3?/i(6 ()1627c Ye �.� •8 . `�_-- :� i �y ?yr "_".- �,#f0.' 1595 d 0" 3, 7^ •_ oLer� ,2,84b • IEC, (THA222-21 16 1 31/e 223Ss E I 14Ys 1 - 22) O.lE2 x 3:4 (6) 0.162 X 31/z 1,855 3,310 3,3 i0 3:'s1D 1.595"_.S•d^ =,845 2 845 LA T(i13%'m»&>,0SJe^ 4a.'4Yx(_- i;.>:�"-:1, j.133i-:'Wa -;i'` ,roe ,�4),'D�L48(x'3`.:(}J(L1�8z3;�fi5� �:>�� Y,=`�:-`:41'-n i35: 2. _ iPa�� a{tiC# 5 THA418 16 36h 171h Ph 1 14150 - (22) 0.162x 31/z (8) 0.162 x 31h 1,855 331013 3101 0 i595 121845 2.845 2.24b TL'A4,12:;t'1:1yj:3 S5: �7�ia :15E:;12,3»7 2;84 .1 ?,845 THA426 14 1 39a 26 7'.•5 - 16Ye - (3D) 0.162 x 315 (6) 0.162 x3M 1,855 4,4154,480 4.480 1,595 r 3,795 3.9551 3.855 '-.tall:. ii11{42� 3^::: _ -- i'' a •: -Z' �` r .. .. 82_?3 ' 93i :x. :<. -.. _....: -.: ._ .q ,16e r t _ �= s _ • (3tt tll5a3?%i _ b)sD iG2 z9Yz .,oeC :.��.. ..., �. ^• s - -{••:. r... FL f ( THA426-2 14 7Ye 26Ymc 9?s - 18 { - (38) 0.162 x 31n (fi) 0.162 x 3'h 1,655 5,52015,520 J 5,520 1,595 4,745 4,745 4,745 1 1. Uplift loads have been increased for earthquake or wind loading with no further Increase allowed. Reduce where other loads govern. 2. Wind (160) is a download rating. 3. Min. top flange refers to the rrnimum length of snap that must be field -formed over the header. The tabulated loads for the TF1429 with 1 W min. tap Flange are based on a single 2x carryng member, all other top -flange installation loads are based on a minimum 2-ply 2x camling member. For 4x2 truss carrying members with double top chords, use the specified fasteners for full tabulated values. For single 42 lop chord or namier applications, refer to the NamlerTable. 4. Faca-mourn installation bads are based on a two-ply 2x carrying member minimum For single 2x carrying members, use 0.148' x 1 Yz 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 tr ss chord according to the top -flange nailing requirements (see drawing an p.186) and achieve full tabulated top-fienga irsiallation loads. 6. Refer to installation instructions regarding fastener installation into carried 0osq member, Based or. the installation condition, nails v tll be installed either straight with sire ghted double -shear naZng tabs or slanted. 7. Fasteners: Nail dimensions in the table are fisted diameter by length. See pp. 21-22 for fastener Information. a 197 Simpson Strony-Tie' h/ood Construction Connectors - - Face -Mount Joist Hangers 779s product is preferable to similar connectors because of a) easrerinstallaffon, b) higher loads, c) lower installed cos4 or a combination of these features. The double-stear hanger series, ranairk: fr r: the iight-capacii;, LJS hangers to the highez apadTs t Vm_ls he. igers, feast rte irinova,. • e double -shear nalling time distributes the load through tUjo poinis on each lolst nail Iry grai'er strength, This allows for fewer nails, faster Installation and the use of all common nails for the same connection. For medium -load truss applications, the MUS offers a lower -cost alternative and easier installation than the HUS or THA hangers, while providing greater bad capacity and bearing than the LUS. Material: See tables on pp. 194-195 Fnish: Galvanized. Some products available in stainless steel or ZMW coating. See Corrosion Informatton, pp.13-15. Installation: • Use all specified fasteners; see General Notes. • Nails must be driven at an angle through the joist or truss into the header to achieve the table loads. • Not designed forwelded or nailer applications. Options: • LUS and MUS hangers cannot be modified • Concealed flanges are not available for HGUS and HHUS • Other skims available: consult your Simpson Strong -Tie representative Codes: See p.12 for Code Reference Key Chart s i Double-Shaar Nailing Top view ! e r Double -Sheer Nailing - Side View. t Do not bend tab i Dome Double -Shear ti °+ fix Nailing Side Mew f4vai able on r some models) r T lor2A ttis tor4xk� a �^z H `-y /_W-.,/ B 10 WS28 i HHUS210-2 SIMPSON . MUS28 +rut iQ ..6v. ui• .�I_I 2• HUS210 (HUS26, HUS28, and HHUS similar) HGUS28-2 Typical HUS26 Installation with Reduced Heel Height (multiple member fastening by Designer) 193 Simpson Strong -Trees tNood Construction Connectors' � • - . � ' � � SINIPSON ;:- Face-Mount•Hangers• P E 1. See table below for allowable loads. • •� -Dmensions rn, • ` ;.Fa5i80e'rs::'e Single 2x Sizes •;y14;.•:.:(4O.14Piz3`a':' C2IOIAB•x'g:,, 4813': ; MUS26 4% 18 1 tie 5M. ( 2 (5-1 0.148 x 3 1 (6) 0.148 X 3 HUS26 4K. 16 15% 3 (14)0.162x33'i (6)0.162X3h i1GbSZ6:{";?1Sp; _;,'�2':4saa'5a".j201O.i6it.3i':.i6}6,}G2�3?fr' LIJ28>::::.:43e ::MUS28 6%. 18 18'u2 K6-q,. (8) 0.148 x 3 (8) 0.146 x 3 HUS28 61k 16l sh3 (22) 0162 x 3'h (8) 0.162 x 3lyHGUS28 6% 12 15/e5 (36)0.162X3% (12)0.16201h :Lll$210:::I'':_1%s,,•::'''1f3.i":11�•`,aF3Sa`eol3F.':�)b:148x3 , :i(4)"O:ld$x3:,. :HM1D."_.'-83e.`.:..i;7B;: .;9GUMI),.. a.' :-�'4i2 y r.s" ig3si -. ;'.,(asIa:�szk�i` :I�sjoai;2x3 These products are available with additional corrosion protection. For more information, see p.15. For staniess-steel fasteners, see p.21. Many of these products are approved for installation Ma with Strong -Driven SD Connector screw.. See pp. 335-357 for more information. :'1�11que1•- `:N':,'•:.pGfi'`'Flpor+�5p - >:.=-_�,�s _,�:_..y.,-�__,.::. yvs;.'oa� ' Y�ird"s _ _ - - _ - alpllffa-FIggG..;SOCVJ .3tpof r;'ly'oid' , �... , •�::'(1 } '. •� '.,Uplrfti '':RooP;.'Snow` =flgof. ' Wfnd �16 00 11_ 2 '• 160 .W' .:.(1 ): S :'. °c? ( f -Code. lief. Single 2x Sizes ';LUSP4-:"s Lk.2vr<� ' %0�:':« ,a ~ ,_l�&;;�-;;'15. : �IG5':: ;':•725 �`:.`82�� ::t89�:.'7.;i2U': =::,?6Q.:. _:•495;`-•:;:565 _: : 6'35.: "770,.' LU526 1,155 865 990 1 1,070 1,355 1.165 935 1,070 1.150 1,475 865 635 725 785 1 1.000 IBC, FL 'MU525: Lt4;i:2B5aj i,+7$Q� %3 ..9 `.,s 5 x_ ';2Jtd; < <1 lfl� i;554 1;3r0.' : .5E0 ' = vlsi 955 :.i,090•' i,160.'� `i, •5ia , L4 HUS26 1,320 2,735 3,095 3,235 3,£355 1320 2,960 3 280 3,280 3,280 1.151-11 2,350 2.6"00 2.780 ! 2,7i rl 325.j.3, IBC. FL WS28 1165 1.100 1.260 1,350 1,725 1,165 1,195 1 1,360 1.455 i,730 865 810 r 925 1.000 11,270 IB W L HUS28 1,760 4,095 4,095 4.0 5 4,005 1,760 4.095 4.095 4,095 4,095 i A80 3,520 3,520 3,520 ;.520 :'HG S $.`:..:'s ?- ' .. Z , : _:' Iw75__.'j Sa(t; Y2i5=: 7 3{'� t7`�75 ` �2r5::7325 • ufi 0 :015- `4,250•: IBC, FL _WS210 1,165 1,335 1,530 1,640 2.090 1.165 1,450 1,555 1 1,775 2,270 865 1 985 j 1.120 1.21a' 1.500 IBC, FL, 20 . LA HUM0 2.0909.100 0.100 9.100 9.100 2090 9100 9,100 1 9,ice 1,545 5.340 6.730 6.730 15}30 I 18=.F1. 1. For dimensions and fastener information, see table above. See table footnotes on p. 19S. 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 maxmum of 45". Allowable loads are: HGUS Seat Width Joist Dawn 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" Revel cut 0.85 of table load 0.41 of table load 2" < IN < 6" Square cut 0.46 of table load 0,41 of table load W > 6" Bevet cut 0.85 of table load. 0.41 of table toad 194 Acute 'side specey angle Top View HHUS Hanger Skewed Right Volst must be bevel an) Ali joist nails installed on the outside angle (non -acute side,'. ii �impson Stron6--Ttev Wood Co' -- a These products are avallable with For stainless Many of these products are approved for installation additional corrosion protection. ® steel fasteners, with Strong -Drives SD Connector screws. For more information, see p.15.. see p.21. See pp. 335-337 for more information. o it - �irnetisfd 1 °S{�.): + _ ast`eo@rs• ie _ ' = _ , T ; _:;-,' T d ifU iSR wale r *^• "' T'iSP JIJI A, wahle Loads yea. ....-.� �1idi y , ..:- Code "�11nd'e�< " 31et1d ' `< -.y j..� : }� : ' g.CY. „ in" -:1 ' �Ie�Dh>rf :. Cat fed - MCmtier;.?`.`�1fi1�`:�1n4}_:.{1t'7, I? FJoofsSn9tiYloin Upldt t P.... ti�a;= .�s>sm:..(125)�{16D): �obl' Snow {iaot . Wind Ref.. Double 2x Sizes i;.t1524-2 ,1:'2'✓a: 79c'$'/a. 3Ya' y : "•�4). 62X i+`''jZiff_i"c�'t-' ' '! ...^zI . . 3b5 :690-;:780 {:.$45. 1;070 f LUSfi`• Q,s;:' (9F: d'Je'?,2 a)Or�x3h'_'•'i!1JDiBZ$'h>''YD3)Fdi1.. 'f595..`110''$B5r7;0Us;A;o90 Q . 1.10 i HHUS26-2 4556 14 3i16 5-4 3 + (14) 0.162 x 3'/z (6) 0362 x 3 1 1,31) : 2 B3013,190 3,415 A,250 1.135 2 A35 2 745 .2,935 j 3,655 HGUS26-2 4% 12 1 3% 5?fs 4 (20) 0.162 x31i (8) 0.162 x 31h 2155 ' 4,340 4,850 5,170 5,575 1 a55 3,730 4,170 4,445 t 4,795 i ; 115Pfl2:,v 4-c:. TB;. 3. . ;••Z :.2:��;1fi}D 6�X9h: {4)-0.162XSThG• p�G aS:` :4 0 .9iiijl;:2 I}�.910, 1,130: 1,280 •138511.745 IDC,FL,! 'F�fi11528-2:'.."fiXie 743is' i7la; 3 Ij22�03fi27('Ix (8).0 (�Z.t'3T�4 G 465BiD '535. tom.; 1515,.3fi70 41$5 4;435 '5.145 U IiGH3?8; � 65 s:-.:" t2: $his T)Ss - -0' '! :' -0:1fiTSc`dlr t.•6j• QA62; %3' �2r' , .$ f�;_,,,,,,...,,,,t,.,,.<,:�.,Q.,_,�46Ei;.;9S0; 3235 ;7'46b r'4 2,7!)ll '6,415"8;A15,:6;415, 6-015' i W5210-2 67/: '8 I3Ya 9 2 (8)0,162X3b4 (30)0.1,62x31h (6)0.16201i V451,B3012,075 2245 2830 1.245 1,575 1.785 1,930 2,435 f HHUS210-2 85% 14 1314a 0. 3 (10)0.162x3'h 3,55015.70516.435 6,4SS 1 6A85 1 3.33514.905 5.340 5060 5190 HGUS210-2 8556 12 13M., 9% 4 (4fi)0.162X31h (16)0.162x3'h 4,095 1 9.100j9,100 9.100 1 9,1D0 13,52017460 7,825 7825 7,625 Triple Zx Sizes }{Gif$fi_97 4"s; •a2 �?SS6, 5y..'Y} (t�oi�ys���';{6,g2h'i'5340j;85P'3_1�©'r'„i,�55i 3730 iq1?-0:' .?. 4:795 IBC, FL GiGI]SS'` ':iY4. '�Z•:�16'_•Y�.ta -' 3.;1s x3'� 2) �•=3) .:.i 3 3 48 .'} 7 + - ; q-0 I R5.? 35 -6:415, 6;415 I HHUS210-3 B% 14 4A. 87/. 3 (30)D362x3'Aj(1D)0.162x3r'A 3,405I5,630 1 6.375 6,485 6,485 2,93D 4,8411 5,485 5,575 5,575 FL HGUS210-3 B54s 12 4% 91/4 4 (46) 0.162 X 3'h (16) 0.162 x 3 Ys 4,095 9,100 9.1011 9,100 9.100 3,520 7,825 7.825 7.825 7,82IBC. FLI HG17311 3: ,1U'6'•^l 1k!35s. 10'h.-� 1561'LE?X3'h:120}1):8213?a6` 4a' x:�J,S ��1y�0 Ek 71'79J 8 i,TnO LA I :Nsuiia; :az la�c�k _=.:(s6}i?s2ac3 z??giz,'4: s5 itii'i25; ao- ;', a;sgo:.atsli `B1s0. `isti: sash Quadruple 2x Sins -1I HGll5�64',`5}4?;.':7Zt.Bs.'b�Ai -4 `:f?E1}�r1fi2•ir354;s8}A.:}34d 4@3�:4ti• bs71:ti55':379Q. 477,I1:..4d.45; 4,795 IBC, FL, HGUS28-4 7Y4 12 6% 7% 4 (d610 162 X 3'h (12) 0.162 X 316 3,235 7461)7460 7,460 7,461)2,780 16.415 ; 6,415 6,415 6.415 LA HHUS210-4 6'h 14 61A 87A 3 (30)0.162x31k (10)0.16201A 3,405 5,630 6.375 6.485 6,48512,930 4,840 5,485 5,57515.575 FL : liGB$ }?'1i «j0la; ,_ �e - s.n ' ; 4 60 7:!rQi:7 SU .ic.1 J 80: 1�� (1 don? ;,} . �Z5i`::: . A a $,710, B110 4x Sizes 1 i ;19`• 3i?s::44~i:.•:2?7.4)�11uY;K3'�r`:�jjplfiiSc:3`:aiti4'>EF_.51�D,1(2fi ,5''•U':::$@5:11A95.1�090' 1.370: l6C,FL :H61 4t?• ;:'7t :#liflSyF(i'. :''r ie,.:fi2c _97Ss +. t•1 t3 a'�e:'. . jsje; 1.`?;s4S.[2Dl'Q?62123i) Ig3 l't2-'z:331 2 y • 4y D' : RS(1'Sk3 `. c^ ':Y #>"d�Qj `3;730'4j1%Q- 5:r 4i445. 4,735' LUS48 4'/6 18 3'As 63'4 2 (B)D.162x31h (4)0.162x 3Ya %06n 1,315 1.490 ( 1.610 2.0301 1515 1.130 i1,280 1,385 1,745 IBC, FL,I HUS48 6/1A 14 3%6 7 2 (6)0.1620% (6)0.162X31h 1,321 1,580 1.790 1.930 Z415 1.360 1,540 1,660 2,075 LAHHUS48 6% 14 3% 7Ys 3 (22)0.162x3'hl (8)0.162X3!h 1,760 4,265 4,810 5,155 S,BBD( 3,670 4,135 4,435 5,145 HGUS48 6Hs 12 ( 3% 7Ys 4 (36)D:n62X3'h102)0.162x3A 3,235 7,460 7,450 7,460 7460 2,780 6.415 6.415 6.415 6.415 > 13U54�tiL'v ,.:-��t';,:=n8,r35?st :8'/,f� `Z` •(d1.:Q,a6�j`9?�'"��B:�°6��x�3�: T`�3a;.r:1'�,^.'u ,`.'EF24$ �-8�[h;4t� �,5i'3:.17 5":];930' 2;d�5' ! %NI FJS4iQ' l 3b/5a.`7 9?: F :Ta:•(3fij$ 2'7i3fi' 1�)DJfi2>l ?fi _ : 6iS35: 005' 5'535 "a,y75 5575 (G1J$41t)f;.-'k���6+r Sr;.:9JSs`.'::l`; (pfijO.j613_FiZ16jV,162z3'g:OQ. lllf)a ",OD�1)a 91DD°° S5i0` T25 7825.7,825' i;e25 IBCFL.� I HGUS412 10'/s 12~ 35/z 10'Ac 4 (5610.162x 31h � (2D) 0.1620% 5,Es`5 9.045 9,0 S5 9,045 9.G15 ;90D 7,780 7.180 i,r'84 i NGUS414 11%6 12 1 35'a 12111s 4 (6610.162X3'h (22)n.i62%314 5,695 10,1251D,12510,12510.125jL,900 8,190 8,190 8,190 8.190 Double 4x Sizes HGIS737tt}S�ast•':12.`. !?C6•:?ad ,r1 ;(Q6p0:162.jt3'�jtE)i 0)1§2k9 43jt145,YiJS:.97J9•>'9�•2�50::T820:,'T,820 T820 Z,82b- 'HGC1��37�_12'.%1D?6a: ';72 e. -�35s la?'u-.-:4-'�'(56�11;1fi�1)t3?iz' t20�:U.16i.7f�'h; _:�.�$ :...-95.T.-=''A-9. •9,-24.`.: ?�z9�T�3i30fJ 7;@95' .;_7995. ];995 7,995, :L E(Gl]ST7,4 flTS �2<!7i5t •2'SsjA_. {55j.D.152x3xf'_f.223L1StR3z;ti9(',SgDs:cOA'.-., .ilT&�fir350'9b3D '030.'9b30 9;030 r. Upmt IDade nave Dean =teased for earthouake or wind loading with no further increase allowed. Reduce where other bads govem, 2. Wind (160) Is a download rating. 3. Minimum heel height shown is required to achieve full table loans. For less than minimum heel height: see technical bulletin T-C-REDHEEL at strongtie.com. 4. Truss chord cross -grain tension may lint allowable loads in accordance with ANSIrFPI 1-2014. Simpson Strong -Ties Connector Selector' seta are includes the evaluation of cross -grain tension in its hanger allowable loads. For additional information, contact Simpson Strong -Tie. b. Loads shown are based on a two-ply 2x carrying member minimum for nailed hangers. With 3x carrying members, use 0.162' x 2I/-' nails in the header and 0.152' x 315' in the joist, with no load reductiorti Afuh single 2x carrying members, use 0.148' x 11z nails in The header and 0,148' r. Pin the jets,, and reduce the load to O,6A of the table ,slue. 6. Fasteners: Nall dimensions In the table are listed diameter by length. See pp. 21-22 for fastener information. 195 196 Simpson.Strorig-Tie" 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 alowrable loads (with minimum nailing) apply to heel heights as low as W. Minimum and maximum nailing options provide solutions for varying heel heights and end conditions. Alternate allowable loads are provided for gaps between the end ofthe truss and the carrying member up to 'h' max. to allow for greater construction tolerances (maximum gap for standard allowable loads is % per ASTM D1761 and D7147). See technical bulletin T C-HANGERGAP at strongtie.eom for more information. Material: 16 gauge Finish: Galvanized Installation: • Use all specified fasteners: see General Notes • Can be installed filling round holes only, or filling round and triangle holes for maximum values • See alternate installation for apprications using the HTU26 on a 2x4 carrying member or HTU28 or HTU210 on a 2x6 carrying member for additional uplift capacity Options: • HTU may be skewed up to 671h•. See Hanger Options on pp. 98-99 for allowable loads, • See engineering letter L-GHTUSD at strongtfe com Min. heel height portable Typical HTU26 Minimum Nailing Installation HTU26 truss and carrying member HTU Installation for Standard Allowable Loads for installation with Strong-Ddv& SD fasteners, (for yz' maximum gap, Codes: See p,12 for Code Reference Key Chart use AftemateAllow,able Loads.) Many of these products are approved for installation with Strong-Drkee SD Connector screws. See pp. 335-337 for more information. Standard Allowable Loads (1/8n Maximum Hancer Gaol SIMPSON Alternate Installation - HTU28Installed on 2x6 Carrying Member (HW210 similar,r aFasSeners�6.�'�'~ �, -.1 K-s: lIF1SR7lnima6l'e"•�[nails�=�.�°,mot 1; - • 5P•,F,/fiFllilowahle:l�ads. Mode =' M1 Calijtrig' :_paitibii`': Hei9ht;`.1H;^ L' - •"i.i itoor,,;°S ry 8 ~±-d P.! .:_._ .a.� Qy4• .9RfsA Wn D irTt o r-':;Show' Ao' 'N[Ind , P }.�l 6 1A1'(, Code :fief. r , _ :N) Memtieh Me tier' • m _.. , `_ 6 " r 1. '. _ �11s�,': E1s� Single 2X Sizes 'Hi112fi'; :..r _±;3jii- 1`i�:, 5?s.i3ie (20j11H$2 3yp, {4�).D.T48.xali ii7t -0'2?. eta' '1.0'i•4cc0:: fi80='t;63D <H1t728(FAirii"- _:3T1�;:.�°:-72t1y"2�4f}�9?51.;.#2a�iX:1,07.5.:`t852 .2,0, ff '2;@75° 2U15•: )lFFl26{Ma�:tonIV:162k3sz, j 0 D,14si �£ 6 ^ $t> : t� Siic :.<7335 25a0 �; ;31J8 ::3;450' 18C HTU28 (Min.) 3r/e 1 1 % 1 711s ( 311 1 (26) 0,162 x 334 (14) D,148 x 1 rh 1.235 3,820 3,895 3,895 ; 3,895 1,060 ; 2,1365 12 920 2,920 2,920 Il., HM28 (Max,) 7yi li/a 71'.s 31i (26) 0.162 x 3'/2 (26) 0.148 x 1 Yi Z020 3,820 1 4.315 4.655 : 5,435 1,735 : 3,285 3,710 4 005 4,675 LA g14.9i44�-IWI FiXt-r '3:L51;;;_ f(±'U21d:{NIax9_"-9J•; ,1f/e ;9}er,612: `C421A:1.62x'3 z {3%)Q,4 &xi z ' 375 J t 5 G-`.'S 9s" 2$5p:;:4;045_:' 4.0 .47936 5,155 Doubts 2x Sizes - ffjlf`dQ•2'GMirr)=••�,33ia'3�s:;5t/is"31;','X20);0�52Sc3iz ={ll}.Q:t49:X•9.`T�"'8;$;,,�rl�..'=vat.��t1-z3;9'Ff{_:7,305i•:l,iiSDF2.A30 2i4�?..z4�5'. 12Cr2�Mari)•: #';:•g;Sai6 e)'9'f'.rr(20�-01$2£3'z; ©)4 ^,8X3:- 2 4.N._w2l b+ski ' 16i0'25 0 U657;:108Q 3,655 M28-2(Min) 37A 31is 715s 3yz (26)0.162011 (14)0.148x3 1,530 3,820 4,310 3.820 •;,315 4.3104,310 1.315 2,86513,235 3,235 3,235 IBC. LA LA HN2E-2 (Max.) Ili° 34is 71is n (26)(1.162011 (25) 0.148 X 3 3,485 4.655 5.225 Z995 3,2 55 ' 3;'1�:. 4.005 $' d i9 Ft7U2111:Z(IWiP9: 9?1a 3'!%: 9xc. S"E.';(321i111'62.z,3 :'::(141 :1AS:x3;i sat_ ..' I ±;LfiiS �Q81 8fSw;�:51b•.i3.5D 13AID 3;Ei0..�,610 FITU210-2�hj9y;r ?B�o•;•,�'3,�'t-s, .9}Sc� l3?k,''tt3r'.1U.762ir'3"n, �E62jf1}r8:1�;". ;" D� ��3�f+[=3#L1==,;G`=-:Ii;$7::$±535-i'4;045' ���c5. i-:923: •5.£05 , • Mirnimuoll , „w a , ,a,ye� yap u measured gawveen uta)oist (Or truss) ana and the carrying member. 2 m heel heights regul:ed for full table loads are based on a minimum 2:12 pitch. 3. Uplift loads have been increased for earthquake or wind loading vbth no further nrrease allowed Reduce ::here other loads govern. 4. Wind (160) is a download rating. S. For hanger gaps between W and W, use the Ntemale Allowable Loads. 8. Truss chord cross -grain tension may limit allowable loads in accordance with ANSViPI 1-2014. Simpson .S rong-TieA Connector Selectors software includes the evaluation of cross -grain tensim in its hanger allowable loads. For additional information, contact Simpson Soong -Tie T. Loads shown are based on a minimum tvo-ptj 2x carrying member. For single 2x carrying members. use 0.148' r.114' nails in the header and reduce the allowable download to 0.70 of the table value. The allowable uplift Is 100% of the table load. B. Fasteners: Nail dmensWhs in the table are rated diameter by length. See pp, 21-22 for fastener infomtation. a 0 d b Simpson Strong-TtO .Wood Constuction Connectors Face -Mount Truss Hanger (cont.) M Manv of these products are approved for installation with Strong -Drive" SD Connector screws. See pp. 336-337 for more infonnaticn. Al+...--+r In +. IIn+;rnn Tohlia fnr 9YA and 9YR r:nmAnrl Mpmhpf SIMPSON M�pr :.. _Faseneisiil j -� ri'AFj6•irAif�a'fi�`LoadT'^'%"-�-�g<'•<i r,�-1 ' 4W e• � k �, . •SPHNFNIavuati[e.Loedsg . 'Code �Mbilel J:: "1[eef ; - (HCS91!.01�9:. M(pitrittm w - x•.. _ - harrying.•• _�:-: :•-; _. •u j11I =:. ��•'r.SneVtcoQ2r=t1lidr� _:@. , i144.r ...:.. __ - Uplift +Snovr:- :Roof:1:lMtd Ref. 7:• Floor• '(115}:�`;(125) '11601.. . 4` i9.emlied Memfiei:' MemTi(Y:`_ °;j36bfo-- (1DD)i;1y5Jr'._{??.10 (1¢0) U9.0J' MIN (Min.) 31le (2) 20 (10) 0.162x 3Yx (14) 0.148 x t h 925 1,470 1,660 1,79U 1st: 795 1,265 1A30 1,54p 1;_ 15 HTU26 (Max.) 5h (2) 2x4 (10) 0.162 x 31fi (20) 0148 x 1 h 1.2403, 1.470 1,66i! 1,790 2,220 iti0.5 1.265 1,430 -1,540 ry10 IBC. _�x-`d.,'��,:,-�C��'L-�5'' , e,555:3,36FL. LA D. 555• • 3.QF4'. '3,36Q _._ 1. See table above for dimensions and additional footnotes. 2. Maxim:un hanger gap for the alternative installation is h S. wind (160) is a download rating. 4. Fasteners Nall dimensions In the table are fisted diameter by length. See pp. 21--22 for fastener Information. Al+nrrrn+nro OlIrIUMNa I nnric (1/6r n/laximi im Hannpr Gan) tie_.. - - «; - : Uanlett lori�(ry1_ sfasFett`ers:(Iq! ' ? :. v r -..._ : z ,' + 'x «a�,:_;UFJ.SPAnowAale§d5T r _ S F1N AI w'261eL" ds'; _ P l 14 . 4a. _ •� y •. t}tee)i r . i vCade 6 i. a' tnd:'. �• fits S:Ejpur; ' Sn w,:. • it~at;; !E.1�' � U l.ft'.::�' :S W" �:. Roof....WN4. Ot oor $ni "Ref. �' r>�a[ried'f: 6 eI- . t:{F�166) U] 1 �:; G!Y:V "1° G.. ��'.„. _ ��ar'tli- •; F: - _ _.:� Single zx Stzes r f i?; _ 2r • �.. I i I#11126 tNrtPLO. gyp: s''e:.3?� .(26-0:16 Jc3.� t, jY4)¢J4 X"f7 ' 17:5i ^29 1A4,= M 3100'y3 tf0 •1,Oi0.'''1955. I555 T955`11;955. �" 046` �,_. .1= , lillt '.12,'QHI), 2,2E : '95 'c, > tea; :� : t isz3�s)'Qd:-xa_ a: ' SSL -q�_ __:: IBC. HTU28 (Min.) 3r/a 1 ys 1 Us31@ (26)0.162 x 3Yz (14) 0.148 x 1 h 1,1f 0 3.770 3,770 3,77D 3,770 955 Z825 2 825.1 --LA 2.825 12.B25 LA I HTU28 (Max) TY.' 1 1.% , 71is I 311i 1(26) 0.162xTh 1 (26) 0.148 x lYt 1,920 3,820 4,315 4.655 5.015 1,695 1 2.865 3.."_35 3.490 13..165 j Double 2x Sizes H1 28-2 (Min.) 3% 3% 1715e 3% (26) 0162 x.3'/z (14) 0.148,.31.490 3,820 3,980 3,980 i 3,980 1.280 2.865 2,985 2,965 12,985 IBC, r-L, KrU28-2 (Max) 71/a 1 Mi. 1 71511 1 31h 1(26) 0.162 x 3%(26) 0.148 x 3 3.035 1 3,820 1 411S 1 4.655 1 5 5^0 1 2,610 1 2,B65 1 _3. 55 13 anU 4.1;(1 LA i 1. The maximum hanger gap is measured between the joist (or truss) end and the carrying member. 2. 64'uilmrmt heel heights required for full table loads are bared on a minimum 2:12 pitch. 3. Uplift loads have been Increased for earthquake or wind loading wide no further increase allowed. Reduce when other loads govern. 4. Wind (165) is a download rating. 5. For hanger gaps between W and W. use the Alternate Allowable Loads. 6. Truss chard cross -gram tension may ferit allowable loads in accordance with ANSVfPI 1-2014. Simpson Strong -MEP Connector Selector'' sofiwrare Includes the evalwafion of cross -grain tension in its hanger allowable leads. For additional Information, contact Simpson Strong-Tra. 7. Leads shown are based on a minimum twe-ply 2x carrying member For single 2x carrying members, use 0.148, x I'A, nails in the header and reduce the allowable download to 0.70 of the table value. The allowable uplift is 100% of the table load. B. Fasteners: Nag dimensions in the table are listed diameter by length. See pp. 21-22 fer fastener Information. ME 197 d Simpson Strong -Tie=' iNocd Construction Connectors SIMPSON HU/HUC/HSURIL Medium -Duty Face -Mount Hangers HU/HUC hangers may be installed on a masonry/concrete wall as described below. Additionally, HU hangers with one flange concealed may be installed similarly. HU and HUG products are heavy-duty face -mount joist hangers made from 14-gauge galvanized steel. • The HUG is a concealed flange (face flanges turned in) version of the HU. • HU is available with both lunges concealed, provided the W dimension is 2 yiG' or greater, at 100% of the table load. Specify HUG, • HU is available with one flange concealed when the W dimension. Is less than 2% at 1 OD°% of the cable load. Specify as an W version and specify flange to conceal. • For any HU or HUG shown in this catalog, the user may substitute all face nails with t/a x 1 Vo TRent' 2 sinews (Model TTN2-25134H) for concrete aid'-,' x 2'.'a Trten 2 scram ltnodalTFN2-252341-1 for GFi M1J. Follow all installation instructions and use the loads from the mvr. lumber or BNP worn ns: Material:14 gauge Finish: Galvanized; ZMAXa and stainless steel available Installation: • Attach the hangers to concrete or GFCMU walls using hex -head Tden 2 screws. Titan screws for GFCMU CA' x 2W — Model TTN2-252344 and for concrete V/a° x 11/4" — Model TTN2-25134H) are not provided with the hanger. • Drill the Vie -diameter hole to the specified embedment depth plus rh'. • Aftemativeiy, drill the 35e-diameter hole to the specified embedment depth and blow it clean using compressed alr. • Gautlon: Oversized-dameter holes in the base material wU reduce or eliminate the mechanical interlock of the threads with the base material and will reduce the anchor's load capacity. • Titan Installation Tool Nis are available. They include a 3;e drill bit and hex -head driver bit (Model TTNT01-RC); a:ha• r, 4T drill bit is also available (Model MDB18412). • A minimum edge distance of 1 W and minimum end distance of 37A' is required as shown in Figure 1 for full LIPP, load. • W1.;re no uplil load is mquiired, a rrinimtrm end dislan,:a of 112' is permitted. Codes: See p.12 for Code Reference Key Chart HUC410 3; al Figure 1 — HUG410 Installed on Masonry Block End Wall a -'3raamiip' . i - - Qe4. :s. I Figure 2 — HUG410 Installed on Masonry Block End Wall 237 - ----------- VTII� .S Sarong -Tie I'Vood Construction connectors iiwpson St�on ru HU/HUC/HSUR/L Medium -Duty Face -Mount Hangers (cont.) a These products are avadiable wffn additional corrosion protection. For.-nore inforniation, see p. 15. Q - ........ ........ z, HU26 HU26X (4) V4 X R5 (4) 114 x 13/4 (2) 0.148 x 1 % 335 1.000 3105 1,545 1 Uun't. U HU24-2 HUC24-2 (4) 14 x 2% (4)1: x IV, (2) 0.148 x 3 380 1,000 1 380 1,545 ..j I-E 026ctMst)' -.A,''­ 7 'i� J, 4750�3 HU26-3(Min.) HUC263('01n) 1/4 X 2Y, (8) 1% x Vy- (4) 0,148 X 3 760 i 2.000 1 HU26-3 (Max) HUC26-3 (Max.) (12) V, x 2-'a (12) A x 1:14, (6) 0.148 X 3 1,135 3,000 1.135 3,950 LU2 Huziox Z:V. 8 y, X 1 -,j (4)0.148X1h 545 2,000 760 2,415 : 'A" Ni 61040 j Ub < HU210-3 (Min.) HUC210-3 (Mlnj (1,111.xZ% 114) x 111, (5)0.1480 1.135 1 3,500 1 1.135 4,92.0 HU2104(blax.) HUC2103(May) (18)yx2:y, j ('0)0.1480 1,800 1 4.500 5,085 EMI; HU21222-2 E(Min.) HUC212-2 (Min.) (16) x ?.!Y4 ;16) 'A x 1 Y, (6) 0.14B x 3 1,135 1 4000 1,135 4,920 .. (Max)1,350 HU212,2 MaHU0212-2 qviax.) W) x Z:V. (22) U, x 1 Y. 00) 0.148 x3 1.350 51085 5,085 g SY R HU214 HU214X 2) x 2% (12)%xl% (6)(3.14801A 1.135 1 2.665 1 1.135 2.665 4' t24 �JM 4f t214-3 (Min.) HUC214-3 (Mila.) 1 (18) 'A x 23/4 1 (18)/4XJY4 ) 80148 x 3 1.515 4,500 1,515 5,085 HU21 _43 (Max.) HUG2143 jMax.) (24) Y, x TY, - (24) 'A x 1 Yk z a 1­11.12116-2(fAin.) HU0216-2 (Min,) (20) 1.14 x 2Y4 (20) 1/4 x 1 N (8) 0.148 X 3 .... I 4.920........ HU215-2 (Max.) HUC215-2 (Max-) Fj 1/4 x 2.-/. (26) 31, x I Y, (12) 0.148 x 3 2.015 5,085 2,015 5.085 $21fi �4 5Y . W, -✓ OAR HU7 (Min) (Hat a,,allable) -q v, x 21, (12)11.x1lk (4) 0.148 x 1 'A 545 1 2,980 11 760 1 2,9130 H LJ7 (Max.) (Hot available) (1 E) 1,1. x 2 Y, (16) V, x IN Q0.148XI-Yi 1,085 3.485 1,085 3,485 �x& via_. 1-M. % xi HU111 (t4in.) (Not vailable) �2) 'A x 21t 1/4 x VY, (6) 0.148 X 11)1 1.135 1 3.230 1,135 3.230 HLn I (Max.) (Hot wallable) (30)1142% (3 0) x 1 (110) 0.148 Y. 1 1h 1.445 3,735 1.445 3,735 HUld.Q 4 F, =W-04 238 STAGGER JOINTS - TYP.T RAISED HEEL POOP TRUSSES SEE PLAN �Il���`a■ri�`a UPLIFT/SHEAR AN _ EACH TFU155 - SEE PLAN NOF,TEi ADD'L FRAMING NOT SHOU.N FOR CLARITY �� RAISED HEEL TRI 65 BEARING/ A � wv.e, xre SKI ROOF SHEATHING- SEE F 50FFIT/PASCIA- SEE ARCH: RAISED HEEL ROOF TRISSE6 -SEE PLAN RIBBON BOARD--- - SEE SCHEDULEFOR SPACING 1 TO FASTENING.HEDUILE I IBBON BOARD- SEE FOR SPACING 1TRUSSEESS 45TENIN3 TO TR159E5 WALL SHEATHING -SEE PLAN MIN. 15/32' COX PLY11000 OR VANCHOR 1/16' OSB WITH ad GUN NAILSGYP. CEILING- (0131' X 2 IR') a 6' O.C. TO SEE PLAN -MASONRY WALL- RIBBON 80ARD6 SCHEDULE SEE PLAN ANDO NOT FASTEN RIBBON BOARDL- INTO END GRAIN OF ROOF TRUSSBOTTOM CHORD�� REL AISED HE TRU55 IBEARING/ B 1 6CA Z xre SKI RIBBON SCHEDULE DESIGN CRITERIA RIBBON MATERIAL RIBBON SPACING RIBBON ATTACHMENT WIU•165 MPH (2)12d GUN (0,131' X 3') (Veed•126 MPH) 2X4 5PF12 24' To EACH TRUSS, (4) EXP. B, NAILS AT JOINTS ENCLOSED_ __._. .. -•_"�.'___ Vu1U.100 MPH (2) 12d GIN (OJ31' X 3') (Vaad•135 MPH) 2X4 SPFR 16, TO EACH TRUSS, (4) EXP. C. NAILS AT JOINTS ENCLOSED 9 S o 0 axur SK.1 HJvedsm)awa =t 19aaAa}+np gs'waa �YOHS ID.,v;e4dyua ddl N°�•gNN°N'aM aNI nv me OW'Lilo w.3 ,042 9NIOVdS M.N1 q• • 4} P s •Dn�c,}Du lw,we s,9q sly} we uolYwnay •Jou Joi -1101U.J.01GUM 'a'J,S I IdLIS1M •� �Isb wroe s,yy}} io A;Hspwerou ayF >n ,Jfl} Aun .+oi mK rt} Jn! AN)sc oupnJp sly} Jo ,m Pw° A;I14o}Ilc ,yl WcM 1nu4M•dD� iD .augdaoso sgnapy 'oyan•T 4A 09}+11 �� ��Y}+•.4W+ ar.r} ds d'paq '1 unllDlN4 •Hupg4n •°.puny JDd JD •T 7alnsxv 41N ,auwJo,IuD� y ecnJ} ,y}dmq D; ,rre! a.e N°•+P nw ,19lewtleu ,9 O ulplplH Al do I0 ° an4c •suI IMo ad npId MW 4M "Hv uDJd uq}o)+ap uo JDd }ou p- 1W, •cuop{csd a;rold pJropuro;c .+o! Z-VH9I sod• p n; J,dsa Z-V • •espu}y}o M;nu cs.lun ',IIsYH }"inf' •'H uD pun IAogn WDyc N YDI;11ccoo pun scn,} !o ,qn)d 'ldd_ tul-lied° sv 'HTH Jo LH 'Et sun }Des ISoa J d P.)1sYy ou AA..Aoy anys squ Js ;upi.gsu la+s;nl ;wwuaed Jod Woy: evopwa7 •dulpa ppN pa(F1Jndoad o enoy goys P'O1P Y°H0q �Y0 ey J;s p,yaro;;n AIJ,V .X411TM1s PJntp dD}'asNJay}o pa;Du cc,lun •susi}aun! ,say) B4wnlJ,d o} Jq.d e.apaoaE Q bIDIDI08IHd �M21Q dviJA}�, 7SO8 Jsd Pnaq } epieDJd IN4c sJaaro},y A;eJros J j Mu Pu° Ial Aq Imi" .geeul A},dM ;uw+oduD� our,rAe) IS7H do NopP, 9"Mnl +4} ,n11nJ n} J,d,d VA "Rip M.L4 DN014'aMlpl q'a4Fmc4 bi c,cmJl 31dQ svio/DI puro xx3nvlsra �n°N1vm°asnil w s3Iw�i�v�nsr01� mro�dW38 P. A_ viwao.. NObIf3A� M 3321 •saooj HDaq o} }uoJj '0'0 q pauaBOD}s aq Anu sgooS 'pJoya do} ssnJ} asoq dDo ul 'goos Ja •saooj )1?Dq o} }UoJ. 'a'o y pauaBBD}s aq Row s}assng 'pJoy� r70. ssnj!} asoq ul (q) pug pJoyo dad ul Jad sllou (,ZX E1110) ul (E) pun paoyo wo}}oq (E) xoq 'vo a Noo}}y uoi}oq (4) }assn8 uowuoo pg (B) 4}IM 'd'O 8 B H°9}}tl '(aon,4 tlooa) (,Ex,921,0) sllgu PDT C9> y}IM ,B '(aooj yoga) sgo�s y}dap paoyo 11n3 a# jdS 4xa s}assn BgL14.nays pa}oJ VdV (ulu) .gT/Lx,ax,a sgooS IDDI}JaM yxa }assng pa}oa VdV 'saooi >pD o} }uojj o•o y pa.JaBBD}s aq Row sa}Dld ){mgq,(�Bld 'saoa3 �oDq o; }uoJj 'g'o y paJaeoo}s aq •(Dw sa}Dld xoln.Jt �pJoyo do} ssnJ} a>=oq ul wo}}oq doo o}ul sllou SLE'Tx,OavO Ad Jad aDy Jad sllDu GLE'Tx,Daj.D (p) IN ssnJ} BuI o dns o} yoo} }}Vol oolJgqo33 �ld o} 4}aa}} 4 � 'o B (p) P= PJoyo (y) y}lM '''O B a aoaj yoga o} yao}}V •s laquaw p,aoyo JaB:dgl pun 9xa Joj sa}Dld xolnJl Dixe jowl} }o HoogA ,g eooj yoga o} a}old hoiDclAOId angM USE aup puo 'Jaquaw pJoyo qxa Jo3 sa}old xolnJl BXE asfl a}old n-04 Id aA M H ea x°lnJt IspOy}aw 04MO1104 ay} jo allo y}IM UOI}38UU03 aplAOJd 'uol}IpPO u1 W ,9E => p.aoT•o dol 4bld '(,S'Ex,SEI'0) s11ou xoq p9T (a) jo unwlulw a Bulsn p.loyo do} }olj ay} oa. BupoJq ullund y30}}V 'BUIMDJp uBlsap ssnJ} asoq uo pa}ou aslMJa43.o ssalun sloAJa}ul ,ya jo unwlxow ID }o puo spua %oq }o paJlnbaJ sullJnd p.doyo do} }glj ++ (pu3 N0ti3 I o:)IdAl) q'00S p'401,13 •dol ZI 0;- dnn 21 •so ,q }g (,Ex,Ba1'0) sOou xoq PDT jo SMOJ a 4VA payXg}}g (Pua yOoa }g Aluo apls 1) goos apgJB Ep yxa y}lM P-1042 do} aJnoas pug (,S'Ex.SET'O> 311ou xoq p91 (a) 41m Bupo.Iq ullJnd pjoyo do; lIv o} pa1lou }uols ssnJ} dgD )JnvcIA001d suol}aoljpa s ssnJ} asoq pug )poq I Joj oullivip u lsap ssnj;. paloas s,Jaaulau3 0} Jajaa WE -spool }nJ}s Ovap Jo ADUU143 'aldaa}s 'glod)u sg tpns spool louol}lppo s;Joddns don jl algDzilddo }ou si 110}ap •a•o ,y2 sl Bupods ssnJ} wnwlxuw 'spua alggB JaAO SPDOI auDld JO }nM JDj SUpaJq laJa;Ol puo 'sullJnd uIDJ}6aJ ,(1}uauDWJad o} a&D.Ampuo algD}Ins Jay}o Auu JO BUpouq TOUDOVlp apinoud 11o4s pJooaa jo Jaaul0143 Oulpllnq all •sullJnd Jo Buly}Days Aq paooJq Ala}onbapo aq }snu sassnJ;. dim )pDgASejd Bul;Joddns sassnJ; jo spaoya dot 14ON •0.1=}Z)I '(ulw) jsd Og .-la pulM 'a dx3 'jooJ ul aJaq*Auo pa}aDOI 'SPIH pasolZu3 '}Jod '01-1. 33SY 'OH unaN }j 00'Of 'PulM ydw 09l JO '0'T=}z>1 '(ulw) dsd O'S m'lH pulA 13 dx3 'jooJ ul aua4tAAuo pa}000l -BPIH pasolou3 '}Jad '01-L 33SV '}0H unaN }j 00,0E 'PUIM ydw 0131 00'T=_,�z}l '3 dx3 'pasolDu3 '4.6H woad J0c `Udw 08T IOT-L :3:DSd - 11'01�8Q >iDbc1A661d stG,gbb.ed, F1'ggy-ld•,.o,ck Set•cdl ilb-tel,fiop' rrlipwds 'iif. • NUSSes srappor.#ing plpgyl4ack eap; t�4ts,sQs;'Milst .I1e'a�le�pwrwlely. 54ti061- 6Y:sh4athing iir pul�ltiris,T.he :bulldlnC Engineer of eccircl, sY Alt pe aVlde dlaeogal' brgeing' off riy n flier su Bable anchorage to'perMnneRt(y r.gsraln purllgst and Aas seal brh¢Ihg for. out of plank loads o3Jer gabYe ends. :Refgr #o .Erigln'eer's 'sealed trUgs!- desltft- droWing for. 01ggy16a6k,"ar d bas..e tNss 'sQeclFleatlorrs, MaxiriUM'"'truss sP6fhg. 1$ }Q'4' o,c; DeUll' Is, rlo:t npPl11:6ble. If •cqp., !iappor•5s• nddl:t(dna( loads :such 'as" dupola; istiepler ° c'hli�tley, on' 'drag strut loads, >!or�8 x ,NQ, Wedo A t�t r :#R d or#o2cPT, face afM':thIi",-4 lth �� 'Aetgll :y'gUcl. only .far Fill •over lap of PlggYbaGk clion.cl ris shown: f . _ . 16ei'C0,1fx$:ff3,$>:cprnMon;nalls. pr 0.12fl:93 ' n nails! + Gon'tlnuoa� Lateral' Broidine (CLi3) a • s 4rrifleol 'on.: the st)pporting' to IT.WBGC •'di awlAo' or. a# 2 j". �.t� m. I{ •h. t, sp.ecifled, At• ach.'to @ 3'..ob. throdgFiout top �h'ord,,' eaBh supppl^tln trusg,with'(2) ; d (03'62d Ot c104f).•coh�hipth naps: >Xx 5upp rtlrkjgatr.Uss 4S ngC plther r heA¢ q¢I1Men n t.pcc fleld o t ar u�tab4e supp r pY r to C ion• cotiiMaclore'd ak; both. ends, :to ;Alpine drgWln 'or .With, , gWet halls'- (Q,131�i{3'gur, iiall's) •a tr Bf: bb; •for, �A•. CE •7-16,�.1 , Mphi Ene; Efdg,, E.xR?'B'k:,Cr 30' �1Ff . i 'CI,B. llAMberr. X4• qr EKE• #? or N2:F'Tr. S�PF,. FIeM- Ir; :dh't P,. -�i'•• o6' Nr :A'sm "7,416, :1E0• rlph, ;park- Eno: "84dg,. EKp 8,;:3Q MM TO 'hay be!• -apppteed. td #qp edge, of suppgY+#InQ cuss ' op 64''•oci. for :ASCE .7^16'; .JBO:.Mph, Enc, Bldg,. Exp'..C, 00' MR •� shard. (as. sYigyin) or. bo#foal :edge bP' s.Qppert1nQ truss ' •oc,� .Fot^ :ASW 7-16, •180 mph2. Par'tr EMq, •p.Aab, ,qxp C,•: 30 , MM top 4hbrd MMJX`• foehtili .�tbgk "tp 'tap :GIlord :vlY. 0,128'x9' gum'I nulls @ A'' oc: frgM each face thhqugholAt .top •chorO, 24. Max,..- •R(ggYloack�. Trims.. Max' •31E 31E•� u . 11-1%► `�taxr SuppQrtlYjg Tr s'; Top Chord 'Moo lletah °�� a �% F +r .r LWxriw Awl Tua nv ++u . Mi>�p17 nus"aAAvma: ;. r :• - dTAM flepatFi TICSiDRAYe1G TO ALL, DlCWIIrHG T,'Tt1SfALIDtt. .ti: a4 ! y RAF` PIGGI'� �CK SG.AB 3iyalxrr ry't'gulrlr ►xtttnf. ehri h lnbflc� ' .iroridl+nu. erd.bra a ier•.1w:e�' : ;9; :s. PATE OI�Qc'/201$ ►oiler 13 latei3 ydlit 0 !C! a�nbsr:a► arratrorl, ` A).•{on.'°!al .. 4P. 4 pea t�err prlp+•to•rxr► 4y({.��'. rr�staUees {.q'p'ostaM-.. ry brq _ .. DRWG 'ORSCAk6.0118 y4il/ ,I,rcatra oirii�t w. Gwrtl th?pp• haw'tlr MY: gklad+r,!• 4�y .►'44 t>.n0 i 4 ,.. ..y.:.'• , /ha �q V� n. (y atkp4l+M..n k1p ��..owi nr andiil•fbrPrn+aM�trrt'Ity{.�-,•,��1.�.r�'r M'• ,p; '9-TA'j'E.. a 1'hiVr• t[td per„ Z'i1eSWM�. rise �'9 r„MPda,►_¢eh /n rw . •'� w'iry,.s;:u�.ho.,l.w.end•rin::a,r n.+lur, i•►.+�rN'. Y O."•°M R.ffr"�id..,Lna�soA.:z.lo^ ,iandgi'd yletr•.pof� .. . pkwr...ii Woo o'r. LIV Lill Conponerif:,� kie:.. itiij'E.:b���r..ptl r..ron.: i1R'vfl ®g. A r, ry @kw #a; bWld 41NJ ir}s!s Jn. f. aO. ►a� hand r ;� f !.a f .. 'tl ' ff ' "ra,Ipr4"t rllal /HSI/iat any ,% (C` :+• .d + e> ;i . • .• .. MAXI T4T.::LD, 5 ' ,FSF' AWWCbMPANY F•,stallgt :bradrq'ai,irwr .'tiptrnn.. t! . A•a,rt•an :l.Y d*arkq or papp.r m6wlk°, �I'\... p .614 Eal(l,td` ry''EltareaalV4y n+p►f!rryy��p �y�{y'}nlNar• %fr $ww►.:�1,r su144Wety ud ,ur,• W df'ark,G i� �✓ L D��\e f�, ACe ti25. ."Ju 242. '. roe'.anY•sMiehr+�. "h', r rrq,grrabeFt . FW�q�-A.:tOn<+'•e+r.�N±n/rwF•,} Yfeb, +�f�jV 11 T ' •6e11h'CI, :(d06�ad5 Pca µW- -b1f „t}arl•rrf ij, •• 6b.'s prrfin'ul.:t' k!Ii'pap.'uluf ow".re !dfalit hill •• S�?,p;CTN.ta�• '�4,0` �! AWiNCS'*odd4*wltt�4xn1 TPl,.err tpk,t�'•arDY'S9CM'r+rv,.echaVi�r'.Y�'W'Kb rw►,ICF/a/fxp7,,.. a. - ---- - --------- --------- •--- ............... . A -2X HA-11: VERA N G D.-°ETAI m-ph, 140. qp:� w1h.a., 5.j.<P D, E 7" -0 1-66: -ASCE, .7405, J 1. 2 'r'Ph wind, CAT T. :W 3N.a.o h'"g e, DL=4'.'2 p Pgf' 4 hd..�L% TQ cl WIn WIn wind RQ -PC P9.0 K-;�i -IAQQI wjtid T.Q 'a. - or 5p, ::6.6'61;f thif-R4e: ItIM4�t:! ..... . aw�kS:W, POn `Qtn .... .. . .... .. qr.of a s.f 03*'t 119-P 0. ol p cca 'd f,crr HM: tM -L*.,r e Qv u esi QT fa . ......... ..... F&F q§h p . ... .... ru tq MO NOTE!"f: 0"d# UP�TP`I` .... . ..... NMAR Mr.-OTAU T: "OHORD: R.O. 7080 s :L v In D, AtAT .... ... .. ... -E:T L 2 :X:;, BE :L4`Iri .7 m.'A! .4 P, h. UFT.", 11 h sw.;p Qo naq:S*�-- ms-f- w. top op j-. Mi. Qr Y--Os);�K'Qwhofii i6h ak . ..... .... h ...... Ord - w d mg, .. ... . ... ...... b . .. , "ah -P 1 10 .61tL5, %a y.o ....no, qk.q k p .. tas, e-f OTI, Y,04, R :r - Ml , ; c NEITE-i 4a [9 Wil-f-RU ....... ....... 4 ........ ....... I .. ... ...... h 6. R'.; -RAI p . Mp, . ...... Ag..; Mirmqr w, ........ .... ..... . ... ..... 19. , . �I il. 00 6AVM.�. ..I... .. - - -.Rl! II tL. -1: --;*i WKi : . : Ab TUP, U T. PT :x AR ROM .1 A I .. . ....... ... D,*:':� U. U 41 t;g =MM" IN Im A� Or ...........QV)lfAiIffi—iE 7x-aarS�., Mi ..... . •ryryss "i JIM CC I -NAM �w4 '� • ���L-�tT� a �'�'�' s CC STATE OF ALPINE AN 1TW COMPANY FL REG# 278, Yoonhwak Kim, FL PE 986367' 1.9/29/202.1 This docwnwt bw boon o6dromic* slarod' ww saalod - no'a hail 5 an.. Pk " cop;fi,4gWwut an w inW signatursn dbe , oditd uskV the odginW electardc Version. Alpine, an ITV Company 6750'Forum Drive, Suite 305 Orlando, FL 32821 Phonei(800)755-6001 www.alp[neitw.com' 5tt;��infortnafion °_� �a e 1r it � Customer. Carpenter Contractors of America Job Number. N333986 Job Description: 7A5/320 ,167ED ,RH01 / 1672/ARIA/4EAB ELEV.D Address: Jab E'F ineerin Gi`ileriar, , Design Code; FBC 7th Ed. 2020 Res: lntelliVlEW Version. 20.02.00A, JRef#: 1Xa289750040 Wind Standard., ASCE 7-16 Wind Speed (mph): 160 Design Loading (psq: 37.00 Building Type: Closed' This package contains general notes pages, 27 truss drawing(s) and 4 deta. il(s). �a ltem ° Orawiiag Number r� 1'�uaS .._ ... -' . 1 302,21.1209.31173 Al 3 302.21.1209.31313 A2 5 302.21.1209.31283 A4 7 302.21.1209.31642 A6 9 302 21,,1209.31846 AlOG. 11 302.21.1209.31501 A9 13 302.21.1209.31735 B1 15 302.21.1209.31034 ClGE 17 302.21.1209.31704 MV01 19 302.2,1.1209.31814 EJ7A. 21 302.21.1209.31627 EJ7S 23 302.21.1209.31407 CJ5 25 302.21.1209.31345 CJ3 27 302.21.1209.31033 HJ7 29 GBLLETIN011'8 31 VALTN160118 ftern " Dtavurrig i�tumter fkuss 2 302.21..1209.31110 A1A 4 302.21.1209.31188 A3 6 302.21.1209.31282 A5 8 302.21.1209.3:1048 A8 10 302.211209.31548 A7 12 302..21.1209.3.1564 A8G 14 302.21.1209.31689 B2GE 16 302,21.1209.31783 V4 18 302.21 . 1209.31486 MV02 20 _ 302.21:1209.31127 ER 22 302.21.1209.31438 CJ5A 24 302.21,1209.31.860 CJ3A 26 302.21.1209.31376 CJ1 28 A16015ENC160118 30 VAL18016011$ Florida Certificate of Product Approval #FL1999 Printed 10/29/2021 1:1'157 PM General Notes Truss Design Engineer Scope of Work, Design Assumptions and Design Responsibilities: The design responsibilities assumed in the preparation of these design drawings are those specified in ANSI/TPI 1, Chapter 2; and the National Design Standard for Metal Plate Connected Wood Truss Construction, by the Truss Plate Institute. The truss component designs conform to the applicable provisions of ANSI/TPI 1 and NDS, the National Design Specification for Wood Construction by AWC. The truss component designs are based on the specified loading and dimension information furnished by others to the Truss Design Engineer. The Truss Design Engineer has no duty to independently verify the accuracy or completeness of the information provided by others and may rely on that information without liability. The responsibility for verification of that information remains with others neither employed nor controlled by the Truss Design Engineer. The Truss Design Engineer's seal and signature on the attached drawings, or cover page listing these drawings, indicates acceptance of professional engineering responsibility solely for the truss component designs and not for the technical information furnished by others which technical information and consequences thereof remain their sole responsibility. The suitability and use of these drawings for any particular structure is the responsibility of the Building Designer in accordance with ANSI/TPI 1 Chapter 2. The Building Designer is responsible for determining that the dimensions and loads for each truss component match those required by the plans and by the actual use of the individual component, and for ascertaining that the loads shown on the drawings meet or exceed applicable building code requirements and any additional factors required in the particular application. Truss components using metal connector plates with integral teeth shall not be placed in environments that will cause the moisture content of the wood in which plates are embedded to exceed 19% and/or cause corrosion of connector plates and other metal fasteners. The Truss Design Engineer shall not be responsible for items beyond the specific scope of the agreed contracted work set forth herein, including but not limited to: verifying the dimensions of the truss component, calculation of any of the truss component design loads, inspection of the truss components before or after installation, the design of temporary or permanent bracing and their attachment required in the roof and/or floor systems, the design of diaphragms or shear walls, the design of load transfer connections to and from diaphragms and shear walls, the design of load transfer to the foundation, the design of connections for truss components to their bearing supports, the design of the bearing supports, installation of the truss components, observation of the truss component installation process, review of truss assembly procedures, sequencing of the truss component installation, construction means and methods, site and/or worker safety in the installation of the truss components and/or its connections. This document may be a high quality facsimile of the original engineering document which is a digitally signed electronic file with third party authentication. A wet or embossed seal copy of this engineering document is available upon request. Temporary Lateral Restraint and Bracing: Temporary lateral restraint and diagonal bracing shall be installed according to the provisions of BCSI chapters B1, B2, B7 and/or 1310 (Building Component Safety Information, by TPI and SBCA), or as specified by the Building Designer or other Registered Design Professional. The required locations for lateral restraint and/or bracing depicted on these drawings are only for the permanent lateral support of the truss members to reduce buckling lengths, and do not apply to and may not be relied upon for the temporary stability of the truss components during their installation. Permanent Lateral Restraint and Bracing: The required locations for lateral restraint or bracing depicted on these drawings are for the permanent lateral support of the truss members to reduce buckling lengths. Permanent lateral support shall be installed according to the provisions of BCSI chapters B3, B7 and/or 1310, or as specified by the Building Designer or other Registered Design Professional. These drawings do not depict or specify installation/erection bracing, wind bracing, portal bracing or similar building stability bracing which are parts of the overall building design to be specified, designed and detailed by the Building Designer. Connector Plate Information: Alpine connector plates are made of ASTM A653 or ASTM A1063 galvanized steel with the following designations, gauges and grades: W=Wave, 20ga, grade 40; H=High Strength, 20ga, grade 60; S=Super Strength, 18ga, grade 60. Information on model code compliance is contained in the ICC Evaluation Service report ESR-1118, available on-line at www. icc-es.oro. Fire Retardant Treated Lumber: Fire retardant treated lumber must be properly re -dried and maintained below 19% or less moisture level through all stages of construction and usage. Fire retardant treated lumber may be more brittle than untreated lumber. Special handling care must be taken to prevent breakage during all handling activities. Page 1 of 3 General Notes (continued) Key to Terms: Information provided on drawings reflects a summary of the pertinent information required for the truss design. Detailed information on load cases, reactions, member lengths, forces and members requiring permanent lateral support may be found in calculation sheets available upon written request. BCDL = Bottom Chord standard design Dead Load in pounds per square foot. BCLL = Bottom Chord standard design Live Load in pounds per square foot. CL = Certified lumber. Des Ld = total of TCLL, TCDL, BCLL and BCDL Design Load in pounds per square foot. FRT = Fire Retardant Treated lumber. FRT-DB = D-Blaze Fire Retardant Treated lumber. FRT-DC = Dricon Fire Retardant Treated lumber. FRT-FP = FirePRO Fire Retardant Treated lumber. FRT-FL = FlamePRO Fire Retardant Treated lumber. FRT-FT = FlameTech Fire Retardant Treated lumber. FRT-PG = PYRO-GUARD Fire Retardant Treated lumber. g = green lumber. HORZ(LL) = maximum Horizontal panel point deflection due to Live Load, in inches. HORZ(TL) = maximum Horizontal panel point long term deflection in inches, due to Total Load, including creep adjustment. HPL = additional Horizontal Load added to a truss Piece in pounds per linear foot or pounds. Ic = Incised lumber. FJ = Finger Jointed lumber. L/# = user specified divisor for limiting span/deflection ratio for evaluation of actual L/defl value. L/defl = ratio of Length between bearings, in inches, divided by the vertical Deflection due to creep, in inches, at the referenced panel point. Reported as 999 if greater than or equal to 999. Loc = Location, starting location of left end of bearing or panel point (joint) location of deflection. Max BC CSI = Maximum bending and axial Combined Stress Index for Bottom Chords for of all load cases. Max TC CSI = Maximum bending and axial Combined Stress Index for Top Chords for of all load cases. Max Web CSI= Maximum bending and axial Combined Stress Index for Webs for of all load cases. NCBCLL = Non -Concurrent Bottom Chord design Live Load in pounds per square foot. PL = additional Load applied at a user specified angle on a truss Piece in pounds per linear foot or pounds. PLB = additional vertical load added to a Bottom chord Piece of a truss in pounds per linear foot or pounds PLT = additional vertical load added to a Top chord Piece of a truss in pounds per linear foot or pounds. PP = Panel Point. R = maximum downward design Reaction, in pounds, from all specified gravity load cases, at the indicated location (Loc). -R = maximum upward design Reaction, in pounds, from all specified gravity load cases, at the identified location (Loc). Rh = maximum horizontal design Reaction in either direction, in pounds, from all specified gravity load cases, at the indicated location (Loc). RL = maximum horizontal design Reaction in either direction, in pounds, from all specified non -gravity (wind or seismic) load cases, at the indicated location (Loc). Rw = maximum downward design Reaction, in pounds, from all specified non -gravity (wind or seismic) load cases, at the identified location (Loc). TCDL = Top Chord standard design Dead Load in pounds per square foot. TCLL = Top Chord standard design Live Load in pounds per square foot. U = maximum Upward design reaction, in pounds, from all specified non -gravity (wind or seismic) load cases, at the indicated location (Loc). VERT(CL) = maximum Vertical panel point deflection in inches due to Live Load and Creep Component of Dead Load in inches. VERT(CTL) = maximum Vertical panel point deflection ratios due to Live Load and Creep Component of Dead Load, and maximum long term Vertical panel point deflection in inches due to Total load, including creep adjustment. VERT(LL) = maximum Vertical panel point deflection in inches due to Live Load. VERT(TL) = maximum Vertical panel point long term deflection in inches due to Total load, including creep adjustment. W = Width of non -hanger bearing, in inches. Refer to ASCE-7 for Wind and Seismic abbreviations. Uppercase Acronyms not explained above are as defined in TPI 1 Page 2 of 3 References: 1. AWC: American Wood Council; 222 Catoctin Circle SE, Suite 201; Leesburg, VA 20175; www.awc.orq. 2. ICC: International Code Council; www.iccsafe.org. 3. Alpine, a division of ITW Building Components Group Inc.: 514 Earth City Expressway, Suite 242, Earth City, MO 63045; www.alpineitw.com. 4. TPI: Truss Plate Institute, 2670 Crain Highway, Suite 203, Waldorf, MD 20601; www.tpinst.orq. 5. SBCA: Wood Truss Council of America, 6300 Enterprise Lane, Madison, WI 53719; www.sbcindust[y.com. Page 3of3 SEQN: 49802 / COMN Ply: 1 Job Number: N333986 Cust: R 8975 JRef:1Xa289750040 T18 / FROM: RWM Qly: 8 7A5/320 ,167ED ,RH01 / 1672/ARIA/4EAB ELEV.D DrwNo: 302.21.1209.31173 Truss Label: Al SSB / YK 10/29/202' 6'17 12'8"15 19'4" 25'11"1 32'6"9 38'8" 6'17 1 6'7"8 6'7"1 6'7"1 6'7"8 i 6'1"7 =5X5 E 38'8" F1 10 _i 94 94 10 1� 10' 19'4" 28'8" 38'8" Loading Criteria (ps0 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 to 2h Spacing: 24.0 " C&C Dist a: 3.87 ft Loc. from endwalI: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #1; Webs: 2x4 SP #3; W3,W4,W5 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. 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. 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): DeII/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): 0.208 K 999 360 VERT(CL): 0.361 K 999 240 HORZ(LL): 0.076 J - - HORZ(TL): 0.131 J Creep Factor: 2.0 Max TC CSI: 0.531 Max BC CSI: 0.793 Max Web CSI: 0.428 VIEW Ver: 20.02.00A.1020.20 1, *Jjj®ItIII?Plitt �1 oa ®o ��� tYS� • s ®• N®, 8636i • o �� Q o� STATE OF a 4r, w o 0 n eV ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 1660 /- /- /936 /301 /432 H 1660 /- /- /936 /301 /- 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 1446 - 3039 E - F 1102 -1959 C - D 1324 - 2761 F - G 1324 - 2761 D - E 1102 -1959 G - H 1446 - 3039 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - L 2656 -1166 K - J 2199 - 829 L - K 2199 - 848 J - H 2656 -1147 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. L - D 520 -130 K - F 512 - 724 D - K 512 - 724 F - J 520 -130 E - K 1316 - 593 TONAL. hdilgl9A1%0 FL REG# 278, Yoonhwak Kim, FL PE #86367 10/29/2021 "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 ceilin Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections 63, 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. Refer to ALPINE drawings 16OA-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW BuildinccLLComponents Group Inc. shall not be respponsible for any deviation from this drawing, any failure to build the AN RY coMVANY truss in conformance with ANSI/TPI 1, or for handling, shipping,, installatton,and braciniq4of trusses. A seal on this drawing or cover pa a 6750 Forum Drive listing this drawing indicates acceptance of professional engineering responsibilitty� solely -for the design shown. The suitability and use of this Suite Fos drawing for any structure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2. For more information see these web sites: Alpine: alpineitw.com; TPI: tpinst.org; SBCA: sbcindustry.com;_ ICC: iccsafe.org; AWC: awc.org Orlando FL, 32821 SEQN: 49803 / FROM: PFH 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 COMN Ply: 1 Job Number: N333986 Qty: 1 7A5/320 ,167ED ,RH01 / 1672/ARIA/4EAB ELEV.D Truss Label: A1A 21'1"12 7'10"14 12'1"12 17'10"426'6"4 30'9"2 38'8" T10"14 + 42"14 + 5'9"e 1'4"8 T1014 =5X5 F T 1 � Cust:R8975 JRef:1Xa289750040 T23 / DrwNo: 302.21.1209.31110 SSB / DF 10/29/2021 E � T2 '14x4 004 T3 12 D H 6 17 w9 g 5X5 SXS c I R N B J A 4X6(A2) =5xi4 s5X8 op=6X8 =5X14 =4x6(A2) 38'8" 17)0 , 5'8" 6'84'0"11 7'11"5 1' F � T11"5 12' 1T10"4 19514 �301+ 38'8" 21' 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: 3.87 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Top chord: 2x4 SP #1; T2,T3 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Webs: 2x4 SP #3; W6,W9 2x4 SP #2 N; Plating Notes All plates are 2X4 except as noted. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. + Bottom Chord section between vertcials may be removed. Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# Pf: NA Ce: NA VERT(LL): 0.201 E 999 360 Lu: NA Cs: NA VERT(CL): 0.375 E 999 240 Snow Duration: NA HORZ(LL): 0.100 L - - HORZ(TL): 0.186 L Building Code: Creep Factor: 2.0 FBC 7th Ed. 2020 Res. Max TC CSI: 0.739 TPI Std: 2014 Max BC CSI: 0.793 Rep Fac: Yes Max Web CSI: 0.865 FT/RT:20(0)/10(0) Plate Type(s): VIEW Ver: 20.02.00A.1020.20 %A/A1/F ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ /R- /Rh /Rw /U /RL B 1518 /- A /936 /301 /432 J 1518 /- A /936 /301 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 2.1 J Brg Width = 8.0 Min Req = 2.1 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 1366 - 2665 F - G 1495 - 2370 C - D 1312 - 2278 G - H 1355 - 2399 D - E 1328 - 2355 H - I 1311 - 2276 E - F 1493 - 2326 I - J 1366 - 2665 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - U 2299 -1067 U - T 2297 -1068 R - N 1841 - 595 0y e � �P Maxi Do E S�irM�pos� Web v o ti �y • C-T tf No, 8636 e. E-R ® � � 0 e: R-F c w SATE 4F a M - L 2298 -1049 L - J 2300 -1048 mum Web Forces Per Ply (Ibs) s Tens.Comp. Webs Tens. Comp. 315 - 446 F -N 1047 - 722 2100 - 905 N - M 2114 - 888 387 -251 M -1 319 -451 1050 -747 NA1, �aar�dua►�o FL REG# 278, Yoonhwak Kim, FL PE #86367 10/29/2021 **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) for safety practices 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 attacheU rigid ceilin Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections 63, B7 or B10, as applicab-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, a division of ITW BuildinQQComponents Group Inc. shall not be responsible for any deviation from this drawing, any. failure to build the truss in conformance with ANSI/TPI 1, or for handling, shipping,, installation and bracing of trusses. A seal on this drawing or cover pa e 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/TP1 1 Sec.2. ALPINE AN MCOWMY 6750 Forum Drive Suite 305 Orlando FL, 32821 SEQN: 49804 / SPEC Ply: 1 Job Number: N333986 Cust: R 8975 JRef:1Xa289750040 T17 / FROM: RWM Qty: 2 7A5/320 ,167ED ,RH01 / 1672/ARIA/4EAB ELEV.D DrwNo: 302.21.1209.31313 Truss Label: A2 SSB / DF 10/29/2021 6'1"7 12'8"15 19' 25'11"1 K6"9 38'8" 6'1"7 6'7"8 6'3"1 P1,1"1 6'7"8 6'1"7 E 4 38'8" �1 1' 0' 18,81, 10, 1 10' 28'8" 38'8" 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: h to 2h Spacing: 24.0 " C&C Dist a: 3.87 ft Loc. from endwall: not in 9.00 It GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 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 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): 0.208 K 999 360 VERT(CL): 0.361 K 999 240 HORZ(LL): 0.076 J - - HORZ(TL): 0.131 J Creep Factor: 2.0 Max TC CSI: 0.531 Max BC CSI: 0.793 Max Web CSI: 0.427 Ver: 20.02.00A.1020.20 ,oli11111111114 *��`° p�OW A�{ r�P�P b� 6 ®0000ae -/ �0P a 4 e No.86367 a o- • ® w C� ® ® p e -ib e� STATE OF - 4v 010 a �, ®^► ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ /R- /Rh /Rw /U /RL B 1660 /- /- /936 /292 /427 H 1660 /- /- /936 /292 /- 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 1415 - 3039 E - F 1069 -1960 C - D 1292 - 2761 F - G 1292 - 2761 D - E 1070 -1960 G - H 1415 - 3039 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - L 2656 -1142 K - J 2199 - 804 L - K 2199 - 824 J - H 2656 -1121 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. L - D 520 -130 E - K 1314 - 596 D-K 517 -723 F-J 520 -131 K - F 518 - 723 member design. 1., � s t� 0,.. e Wind loading based on both gable and hip roof types. �Pr �� ® 0, p�®o • b� `— FL REG# 278, Yoonhwak Kim, FL PE #86367 10/29/2021 "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 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 1310, as applicable. Apply plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to 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 ANRWC0WAW truss in conformance with ANSI/TPI PI 1, or for handling, shipping,, installation and bracin4 of trusses. A seal on this drawin or cover pacle 6750 Forum Drive listing this drawing indicates acceptance of professional engineering responsibili�tv� solely -for the design shown. The suitability and use of This Suite 3O5 drawing for any sgructure is the responsibility of the Building Designer per ANSUTPI 1 Sec.2. Por more information see these web sites: Alpine:_ alpineitw.com;_ TPI: tpi Lorg; SBCA: sbcindustry.com; ICC: iccsafe.org; AWC: awc.org Orlando FL, 32821 SEQN: 49805 / HIPS Ply: 1 Job Number: N333986 Cust: R 8975 JRef:lXa289750040 T16 ! FROM: RWM Qty: 2 7A5/320 ,167ED ,RH01 / 1672/ARIA/4EAB ELEV.D DrwNo: 302.21.1209.31188 Truss Label: A3 SSB / DF 10/29/2021 7'10"14 17' 21'8" 30'9"2 T10„14 9,1„2 4,8„ 9,1„2 �'1. 10' -r 10, Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-16 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: ll Des Ld: 37.00 D EXP: C Kzt: NA Mean Height: 15.00 ft NCBCLL: 10.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: h to 2h Spacing: 24.0 " C&C Dist a: 3.87 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; T2,T4 2x4 SP 2400f-2.OE; Bot chord: 2x4 SP #1; 132,133 2x4 SP 2400f-2.OE; Webs: 2x4 SP #2 N; W1,W6 2x4 SP #3; Bracing (a) 1X4 #3SRB or better continuous lateral restraint to be equally spaced. Attach with (2) 8d Box or Gun nails(0.113"x2.5",min.). Restraint material to be supplied and attached at both ends to a suitable support by erection contractor. (a) or scab reinforcement may be used in lieu of CLR restraint. substitute (1) scab for (1) CLR and (2) scabs for (2) CLR'S where shown. Scab reinforcement to be same size, species, grade, and 80% length of web member. Attach with 0.128x3" gun nails @ 6" oc. Loading Truss passed check for 20 psf additional bottom chord live load in areas with 42"-high x 24"-wide clearance. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. =5X5 =5X5 D E 38'8" 9,4,E 19'4" 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): 9,4„ 28'8" Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): 0.183 J 999 360 VERT(CL): 0.309 J 999 240 HORZ(LL): 0.0681 - - HORZ(TL): 0.116 1 Creep Factor: 2.0 Max TC CSI: 0.759 Max BC CSI: 0.739 Max Web CSI: 0.592 Ve r: 20.02.00A.1020.20 ,91ii1141111ifIfw 'NpNµ�'Ak d CENStr ® No.815367 � 4B 40 r ' °® STATE OF 38'8" 7'10"14 10, i 1' 38'8"r ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 1716 /- /- /940 /309 /385 G 1716 /- /- /940 /309 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 2.0 G Brg Width = 8.0 Min Req = 2.0 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 1592 - 3121 E - F 1617 - 2927 C - D 1617 - 2927 F - G 1593 - 3121 D - E 1280 - 2045 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - K 2718 -1300 J - 1 1979 - 765 K - J 1979 - 785 1 - G 2718 -1280 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. C - K 501 - 443 E - I 837 - 441 K - D 837 - 441 1 - F 501 - 443 0 16 9 NAD t��e FL REG# 278, Yoonhwak Kim, FL PE #86367 10/29/2021 —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, installingand bracing.. Refer to and follow the latest edition of i0A-1 for standard plate positions. Reter to job's General Notes page for additional Intormatlon. rision of ITW BuildinIcLComponents Group Inc. shall not,be responsible for any deviation from this drawing, any failure to build the formance with ANSI 1, or for handling, shipping,. Installation and bracing of trusses. A seal on this drawin or cover pa e rawing indicates acceptance of professional engpineering responsibility solely -for the design shown. The suitabi!ify and use of This any structure is the responsibility of the Building esigner per ANSI/TPI 1 Sec.2. more information see these web ALPINE ANR MWAW 6750 Forum Drive Suite 305 Orlando FL, 32821 SEQN: 49806/ HIPS Ply: 1 Job Number: N333986 Cust: R8975 JRef:1Xa289750040 T15 / FROM: RWM Qty: 2 7A5/320 ,167ED ,RH01 / 1672/ARIA/4EAB ELEV.D DrwNo: 302.21.1209.31283 Truss Label: A4 KD / YK 10/29/2021 7'1014 15, 23'8" 30'9"2 38'8" 7,10"14 TV-28'B" '{` Tl'T 7'10"14 5X5 5X5 D T3 E 12 6 0�5X5 5X5 F C o i M W .0 W1 B G A H � 8'8" 4X6(A2) =6X6 82 =6X6 83 =6X6=4X6(A2) 38'8" 10' 9'4" 9'4" 10, 1' 10' 19'4' '+ 28'8" 38'8" Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 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): 0.194 J 999 360 Loc R+ / R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.333 J 999 240 B 1694 /- /- /938 /319 /344 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.068 1 - - G 1694 /- /- /938 /319 /- EXP: C Kzt: NA Des Ld: 37.00 HORZ(TL): 0.116 I Wind reactions based on MWFRS Mean Height: 15.00 ft BuildingB Br Width NCBCLL: 10..00 TCDL: 4.2 psf Code: Creep Factor: 2.0 g = 8.0 Min Req = 2.0 Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.939 G Brg Width = 8.0 Min Req = 2.0 p Bearings B & G are a rigid surface. Load Duration: 1.25 MWFRS Parallel Dist: h to 2h TPI Std: 2014 Max BC CSI: 0.744 Bearings B & G require a seat plate. Spacing: 24.0 " C&C Dist a: 3.87 ft Rep Fac: Yes Max Web CSI: 0.496 Members not listed have forces less than 375# FT/RT:2o 0 /10 0 Loc. from endwall: not in 9.00 ft () ( ) 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.1020.20 Lumber B - C 1729 -3051 E - F 1748 -2859 C - D 1748 - 2859 F - G 1729 - 3051 Top chord: 2x4 SP #2 N; T3 2x4 SP #1; D - E 1464 -2203 Bot chord: 2x4 SP #1; 132,133 2x4 SP 2400f-2.OE; Webs: 2x4 SP #2 N; W1,W6 2x4 SP #3; Maximum Bot Chord Forces Per Ply (Ibs) Loading Chords Tens.Comp. Chords Tens. Comp. Truss passed check for 20 psf additional bottom chord B - K 2649 -1413 J - 1 2086 -1029 live load in areas with 42"-high x 24"-wide clearance. K - J 2086 -1048 I - G 2649 -1393 Wind Wind loads based on MWFRS with additional C&C 9�1iq��i f�P� Webs Maximum Tens.Comp.es PW bs (IbsTens. Comp. memer design. bloading Wind based on both gable and hip roof types. C - K 405 -360 E - I 712 -314 0A �\CEN,90 Mf� K-D 712 -314 I-F 405 -360 N0.85367 o STATE OF ®�v� °ram S 'O®ea4 ION Ae , JCL FL REG# 278, Yoonhwak Kim, FL PE #86367 10/29/2021 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! —IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS shipping, 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 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 attacheo ri id ceilin Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or B10, as applicable. App�y to each face of truss and position as shown above and on the Joint Details, unless noted otherwise. Refer to Oates drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. ALPINE Alping, a division of ITW Buildin Components Group Inc. shall not. be resp, onsible for any deviation from this drawing, any. failure to build the ANMCCWP truss in conformance with ANSI/ PI 1, or for handling, shipping,, bracing trusses. A this drawlng installation. and of seal on or cover paWe 6750 Forum Drive listing this drawing indicates acceptance of professional enpineenng responsibili_%t�rsolely-for the design shown. The suitability and use of this Suite For drawing for is the the Building -Designer 1 Sec.2.305 any structure responsibility of perANSUTPI kor 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: 498071 HIPS Ply: 1 Job Number: N333986 Cust: R 8975 JRef:lXa289750040 T14 / FROM: RWM City: 2 7A5/320 ,167ED ,RH01 / 1672/ARIA/4EAB ELEV.D DrwNo: 302.21.1209.31282 Truss Label: A5 KID / YK 10/29/2021 6'94 13' 19'4" 25'8" 31'10"12 38'8" 6'94 6'2"12 6'4" 664" 62"12 6'9"4 ;5X5 1112X4 =5X5 D E F 12 6 e2X4 p2X4 C G o_ � W3r` ZW 1 B H A I �8 8,. =4X6(A2) = 6X6 = 5X8 = 6X6=4X6(A2) 38'8" L1' 10' i 9'4" 9'4" 10, 1' 10' i 19W. 28'8" + 38'8" + '� Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 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): 0.220 E 999 360 Loc R+ / R- ! Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.382 E 999 240 B 1665 /- /- /931 /699 1303 BCDL: 10.00 Risk Category: 11 Snow Duration: NA HORZ(LL): 0.075 J - - H 1665 !- /- /931 /699 /- EXP: C Kzt: NA Des Ld: 37.00 HORZ(TL): 0.130 J Wind reactions based on MWFRS Mean Height: 15.00 ft Building Code: CreepFactor: 2.0 B Brg Width = 8.0 Min Req = 2.0 NCBCLL: 10.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.535 H Brg Width = 8.0 Min Req = 2.0 p Bearings B & H are a rigid surface. Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Max BC CSI: 0.797 Bearings B & li require a seat plate. Spacing: 24.0 " C&C Dist a: 3.87 ft Rep Fac: Yes Max Web CSI: 0.565 Members not listed have forces less than 375# FT/RT:20 0 /10 0 Loc. from endwall: not in 9.00 ft () () 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.1020.20 Lumber B - C 1934 - 3031 E - F 1860 - 2498 C - D 1844 - 2775 F - G 1844 - 2775 Top Chord: 2x4 SP #2 N; D - E 1860 -2498 G - H 1934 -3031 Bot chord: 2x4 SP #1; Webs: 2x4 SP #3; W3,W5.2x4 SP #2 N; Maximum Bot Chard Forces Per Ply (Ibs) Loading Chords Tens.Comp. Chords Tens. Comp. Truss passed check for 20 psf additional bottom chord B - L 2643 -1613 K - J 2172 -1247 live load in areas with 42"-high x 24"-wide clearance. L - K 2172 -1267 J - H 2643 -1594 Wind Wind loads based on MWFRS with additional C&C ol IM 111 t o Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. member design. ,,.P��N�yYAkr/,�,� Wind loading based on both gable and hip roof types. ��, QV p • • e 1O C - L 385 -333 K - F 470 -357 rrA, a,4 �• `C`EN� _0° L-D 573 -188 F -J 573 -188 ry p �S` d d'y D - K 470 - 357 J - G 385 - 333 • ° Na® +' E - K 536 - 353 d .86367 J °' • wv a �a STATE OFF°cv�4 g e®�f`�J�NA. e FL REG# 278, Yoonhwak Kim, FL PE #86367 10/29/2021 "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 r Safety Information, by TPI and SBCA) safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have 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, 87 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 drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. ALPINE Aline, a division of ITW Building Components Group Inc. shall not. be responsible for any deviation from this drawing, any, failure to build the MMCOWAW tr ss in ANSI/TPI 1, for handling, bracing trusses. A this drawing conformance with or shipping,, installation and of seal on or cover page 6750 Forum Drive listing this drawin indicates acceptance of professional emmneenng responsibilittyv solely -for the design shown. The suitability and use of This Suite Fos -Designer drawing for any sfructure is the responsibility of the Building 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.orlq Orlando FL, 32821 SEQN: 49808 / HIPS Ply: 1 Job Number: N333986 Cust: R 8975 JRef:1Xa289750040 T12 / FROM: RWM Qty: 1 7A5/320 ,167ED ,RH01 / 1672/ARIA/4EAB ELEV.D DrwNo: 302.21.1209.31642 Truss Label: A6 SSB / WHK 10/29/2021 5'9"4 11' 19, 27'8" 32'10"12 38'8" 5'9"4 5'2"12 8' 8'8" 5'2"12 5'94 _5X5 =5XT35 5X5 D F T ,2 6 � 2X4 W 2X4 o C G (a) o (a) � W3 M m B H =4X6(A2) = 5X5 = 5X8 = 5X5 =4X6(A2) 38'8" 10' 9'4" 9'4" 10, 10' 19'4" 2878 38'8" Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Sid: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc L/defl L!# Gravity Non -Gravity TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.203 E 999 360 Loc R+ / R- ! Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT CL : 0.378 E 999 240 Risk Category: II ( ) B 1518 /- /- /918 1701 /263 g ry BCDL: 10.00 Snow Duration: NA HORZ(LL): 0.064 J - - H 1518 !- /- /918 l701 /- EXP: C Kzt: NA Des Ld: 37.00 Mean Height: 15.00 itHORZ(TL): 0.120 J 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 Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.832 H Brg Width = 8.0 Min Req = 1.8 Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Sid: 2014 Max BC CSI: 0.731 Bearings B & H are a rigid surface. Spacing: 24.0 " C&C Dist a: Re Fac: Yes Max Web CSI: 0.575 Bearings B & H require a seat plate. ft p Members not listed have forces less than 375# Loc. from dwa l: not in 9.00 ft 10(0) Maximum Top Chord Forces Per Ply (Ibs) Cpi: 0. PlateFT/Rype(s GCpi: 0.18 Plate Type(s): Chords Tens.Comp. Chords Tens. Comp. Wind Duration: 1.60 WAVE VIEW Ver: 20.02.00A.1020.20 Lumber B - C 2112 - 2720 E - F 2286 - 2573 C - D 1978 - 2450 F - G 1982 - 2452 Top chord: 2x4 SP #2 N; T3 2x4 SP #1; D - E 2329 -2603 G - H 2108 -2718 Bot chord: 2x4 SP #1; Webs: 2x4 SP #3; W3,W5 2x4 SP #2 N; Maximum Bot Chord Forces Per Ply (Ibs) Bracing Chords Tens.Comp. Chords Tens. Comp. (a) 1X4 #3SRB or better continuous lateral restraint to B - L 2374 -1780 K - J 2081 -1495 be equally spaced. Attach with (2) 8d Box or Gun L - K 2074 -1505 J - H 2371 -1756 nails(0.113"x2.5",min.). Restraint material to be supplied and attached at both ends to a suitable support by erection contractor. Maximum Web Forces Per PI Ibs �11111911Pl0/� y( ) (a) or scab reinforcement may be used in lieu of CLR �1� Webs Tens.Comp. Webs Tens. Comp. �`l ,-0 restraint. substitute (1) scab for (1) CLR and (2) scabs ��t 1, for (2) CLR'S where shown. Scab reinforcement to be °� �✓ e n®• • �A L - D 462 -70 K - F 591 - 598 11 ENS a �� �'� D - K 635 -662 F - J 461 same size, species, grade, and 80% length of web ®®®,�® -62 1G' l; member. Attach with 0.128x3" gun nails @ 6" oc. 0 E - K 734 -496 hh ,1 p C 7+® 41 Wind 9 1��. 8636 e o Wind loads based on MWFRS with additional C&C © • design. �� member • s �' Wind loading based on both gable and hip roof types. • • (� d STATE OF b �� 0 Cyr t8'" ojil ltklkk° FL REG# 278, Yoonhwak Kim, FL PE 486367 10/29/2021 **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 prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have propedv 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 BCSI sections B3, B7 or B10, per as applicab-le. Apply Oates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Pefer to Jrawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. ALPINE 41pine, a division of ITW Buildin,$cL Components Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the RNRW COMPANY in conformance with ANSI PI 1, or for handling, shipping,. installation bracin trusses. ,cuss and of A seal on this drawin or cover pa a 6750 Forum Drive fisting this drawing indicates acceptance of professional enCreering responsibilit�yy solely or the design shown. The suitabilipy and use of this Jrawmg for any structure is the responsibility of the Building Designer ANSUTPI 1 Sec.2. per Suite 305 `-or more information see these web sites: Alpine: alpineitw.com: TPI: tOnst.ora: SBCA: sbcindustrv.com- Ir.(- irr_cafP. nrn- AWr, Odando FL. 32821 SEQN: 49809 / HIPS Ply: 1 Job Number: N333986 Cust: R 8975 JRef:1Xa289750040 T9 / FROM: RWM Qty: 1 7A5/320 ,167ED ,RH01 / 1672/ARIA/4EAB ELEV.D DrwNo: 302.21.1209.31048 Truss Label: A8 SSB / WHK 10129/2021 9' 17' 21'8" 29'8" 38'8" f 9' �' 8' 4,8" "�" 8' 9' :6X6 =5X5 =4X4 =6X6 C T2 D E T3 F 12 6 T T o (a) W (a) W5 0 N B G A H J =4X6(A2) =6X6 =5X5 =6X6=4X6(A2) 38'8" 10' 9'4" 9'4" 10, 1 I I 10' 19'4" 28'8" 3818" 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): 0.229 J 999 360 Loc R+ / R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.427 J 999 240 B 1518 /- /- /900 /703 /222 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.075 1 - - G 1518 /- /- /900 /703 /- EXP: C Kzt: NA Des Ld: 37.00 () HORZ TL : 0.140 1 Wind reactions based on MWFRS Mean Height: 15.00 ft NCBCLL: 10.00 Building Code: Creep Factor: 2.0 B Brg Width = 8.0 Min Req = 1.8 TCDL: 4.2 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.906 G Brg Width = 8.0 Min Req = 1.8 Soffit: 0.00 BCDL: 5.0 psf Bearings B & G are a rigid surface. Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Max BC CSI: 0.794 Bearings B & li require a seat plate. Spacing: 24.0 " C&C Dist a: 3.87 ft Rep Fac: Yes Max Web CSI: 0.280 Members not listed have forces less than 375# Loc. from endwall: not in 9.00 ItFTlRT: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.1020.20 B - C 2172 -2622 E - F 2160 -2395 Lumber C - D 2160 - 2395 F - G 2172 - 2621 Top chord: 2x4 SP #1; T2,T3 2x4 SP #2 N; D - E 2774 -3079 Bot chord: 2x4 SP #1; Webs: 2x4 SP #3; W2,W5 2x4 SP #2 N; Maximum Bot Chord Forces Per Ply (Ibs) Bracing Chords Tens.Comp. Chords Tens. Comp. (a) 1X4 #3SRB or better continuous lateral restraint to B - K 2256 -1787 J -1 3036 -2492 be equally spaced. Attach with (2) 8d Box or Gun K - J 3034 -2506 1 - G 2256 -1766 nails(0.113"x2.5",min.). Restraint material to be supplied and attached at both ends to a suitable support by erection contractor. Maximum Web Forces Per Ply (Ibs) a'1algll�i/lid restor scab reinforcement lieuCLRcabs ��,aN�IV4rFWebs Tens.Comp. Webs Tens. Comp. f b(1) raint. substitute (1) scab CLR (2)f ®• • / C - K 687 - 389 E - I 869 - 765 for 2 CLR'S where shown. Scab reinforcement to be h () ® ^� ;(�Eh4o��� K-D 866 I-F 688 b -763 -391 same size, species, grade, and 80%length of web 0 d ®� 1V V r member. Attach with 0.128x3" nails @ 6" oc. 0@ °Fray gun pp e` 9 0.8a Wind m Wind loads based on MWFRS with additional C&C o p member design. ® • Wind loading based on both gable and hip roof types. yrA� y C 4� ^' STATE V v �N C. �- ON A 1 4 ���dd6�U111111� FL REG# 278, Yoonhwak Kim, FL PE 486367 10/29/2021 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS shipping, Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI an SBCA) fo'r sa practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or 610, as appliabge. Apply plates to each face of truss and position as shown above and on the Joint Details, unless noted otherwise. f�efer to drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. ALPINE Alpine, a division of ITW BuildincLComponents Group Inc. shall not.be responsible for any deviation from this drawing, any. failure to build the FNR COMPA truss in ANSI 1, for handling, bracingof trusses. A this drawing conformance with or shipping,, installation and seal on or cover page 675o Forum Drive listing this drawing indicates acceptance of professional en ineering responsibility solelyor the design shown. The suitability and use of This Suite Fos drawing for is the the Building -Designer ANSI/TP1 1 Sec.2. any structure responsibility of per for more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 49827! HIPS Ply: 1 Job Number: N333986 Cust: R8975 JRef:1Xa289750040 T25 / FROM: HMT Qty: 1 7A5/320 ,167ED ,RH01 / 1672/ARIA/4EAB ELEV.D DrwNo: 302.21.1209.31846 Truss Label: A10G / YK 10/29/2021 7' 17' 26'4" 31'8" 38'8" 1 7' 'h 10, 9,4" 5'4" 7' 1 1116X8 =8X10 =H1014 =6X6 12 C T2 D T3 E T4 F T 6L T (a) W (a) ih B G T -4j A H I�8'8" 1 4X6(A2) B1 1112X4 =5X5 1112X4 =6X8 1115X5J =5X5=3X6(A1) 26'4" 12'4" 4'10"4 5' 5'8" 3'8" 50"8 7'3"8 1' 7'1"12 12' 17' 228" 26'4" 31'4"8 3'82 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): 0.147 M 999 360 Loc R+ / R- / Rh ! Rw / U / RL BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.278 M 999 240 B 1751 /- /- /- /806 /- BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.053 K - - J 4100 !- /- /- /1843 P EXP: C Kzt: NA Des Ld: 37.00 HORZ(TL): 0.101 K G 256 /- /- /- /134 /- Mean Height: 10.51 ft NCBCLL: 0.00 Building Code: Creep Factor: 2.0 Wind reactions based on MWFRS TCDL: 4.2 psf B Brg Width = 8.0 Min Req = 2.1 Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TIC CSI: 0.785 Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 TPI Std: 2014 Max BC CSI: 0.979 J Brg Width = 8.0 Min Req = 5. G Brg Width = 8.0 Min Req = 1.5 Spacing: 24.0 " C&C Dist a: 3.87 ft Rep Fac: No Max Web CSI: 0.870 Bearings B, J, & G are Loc. from endwall: NA FT/RT:20(0)/10(0) Bearings B, J, & G require a seaatt plate. GCpi: 0.18 Plate Type(s): Members not listed have forces less than 375# Wind Duration: 1.60 WAVE HS VIEW Ver: 20.02.00A.1020.20 Maximum Top Chord Forces Per Ply (Ibs) Lumber Chords Tens.Comp. Chords Tens. Comp. Top chord: 2x4 SP #2 N; T2,T3 2x6 SP SS; B - C 1493 -3260 C - D 1247 -3005 T4 2x6 SP #2 N; Bot chord: 2x4 SP #2 N; B1 2x4 SP #1; Maximum Bot Chord Forces Per PI Ibs Webs: 2x4 SP #3; W6 2x4 SP #2 N; y (Ibs) Chords Tens.Comp. Chords Tens. Comp. Bracing B - N 2859 -1288 L - K 2810 -1334 (a) 1X4 #3SRB or better continuous lateral restraint to N - M 2884 -1292 K - J 791 -1817 be equally spaced. Attach with (2) 8d Box or Gun M - L 2810 -1334 J - 1 791 -1817 nails(0.113"x2.5",min.). Restraint material to be supplied both to by I and attached at ends a suitable support �i� pt erection contractor. AHy aK tlj� Maximum Web Forces Per Ply (Ibs) (a) or scab reinforcement may be used in lieu of CLR (�� p a Is a®P�, Webs Tens.Comp. Webs Tens. Comp. w��� restraint. substitute (1) scab for (1) CLR and (2) scabs 4 a, � ® 4C E 1 Y s� ® ®I� C - N 617 -100 E - J 1938 - 3930 'V for (2) CLR'S where shown. Scab reinforcement to be a a ra 872 80% length o o D - K 1588 -1062 E - I 2372 -487 same size, species, grade, and of web ® . member. Attach with 0.128x3" gun nails @ 6" oc. $ No. 86367 © K - E 2681 -1062 I - F 372 487 • ® o Loading #1 hip supports 7-0-0 jacks with no webs. Wind p STATE OF Wind loads and reactions based on MWFRS. 'has Wind loading based on both gable and hip roof types. t' ®� ��0 4 m®�� FL REG# 278, Yoonhwak Kim, FL PE #86367 10/29/2021 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS shipping, 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 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 ceilm Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, as applicabgle. Apply plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. 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 RNRWCOWAIN truss in ANSIITPI 1, for handling, bracingof trusses. A this drawing conformance with or shipping,, installation and seal on or cover pa a 6750 Forum Drive listing this drawing indicates acceptance of professional engqsneering responsibilit�yv solelyor the design shown. The suitability and use of This Suite Fos drawing for any structure is the responsibility of the Building-Des!gner per ANSI/TP1 1 Sec.2. for more information see these web sites: Alpine: al ineilw.com; TPI: t inst.or ; SBCA: sbcindust .com; [CC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 498101 SPEC Ply: 1 Jab Number. N333986 Cust: R8975 JRef: 1 Xa289750040 T11 / FROM: RWM Qty: 1 ,7A5/320 ,167ED ,RH01 / 1672/ARIA/4EAB ELEV.D DrwNo: 302.21.1209.31548 Truss Label: A7 SSB / WHK 10/29/2021 7'1014 13'10"21'4" 27'8" 32'6"2 38'8" 7'10"14 5'11"2 2'10"4'8" 'i 6'4" '+ 4'10"2 "{ 6'1"14 5X5 D 38'8" 10' 9'4" 9'4" 10, + + + +1'� 10' 19'4" 28'8" 38'8" 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: 3.87 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #1; Webs: 2x4 SP #3; W3,W6 2x4 SP #2 N; Bracing (a) 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. Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): 0.220 L 999 360 VERT(CL): 0.410 L 999 240 HORZ(LL): 0.068 K - - HORZ(TL): 0.127 K Creep Factor: 2.0 Max TC CSI: 0.881 Max BC CSI: 0.744 Max Web CSI: 0.994 Ver: 20.02.00A.1020.20 T� o60 rn ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 1515 /- /- /920 /695 1320 1 1518 /- /- /916 /697 /- 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 1852 - 2648 F - G 1655 -1995 C - D 1866 - 2456 G - H 1826 - 2444 D - E 1240 -1492 H - 1 1946 - 2706 E - F 2048 - 2513 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - M 2290 -1492 L - K 2498 -1741 M - L 2446 -1670 K - I 2358 -1608 *,g�fAlllP#►lyl qq1 � Y A rf�j Maximum Web Forces Per Ply (Ibs) �� e s� a •/ a � i Irl ::0P Webs Tens.Comp. Webs Tens. Comp. a "r ��i� C - M 409 - 357 F - K 610 - 632 .�. 9 © A M - D 1664 -1210 G - K 768 -442 • No. 86367 ® ® M-E 1241 -1466 rm A o p STATE of 44/ 40 /0NA1. Zv FL REG# 278, Yoonhwak Kim, FL PE #86367 10/29/2021 *`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 propedv attached structural sheathing and bottom chord shall have a properly attached rigpid ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, as applicable. Apply plates to each face otruss and position as shown above and on the Join Details, unless noted otherwise. Refer to ALPINE drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Building Components Group Inc. shall not be respponsible for any deviation from this drawing, any failure to build the ANN COWAW truss in conformance with ANSI/TPI 1, or for handling, shipping,, installatton,and bracin of trusses. A seal on this drawing or cover pa a 675o Forum Drive listing this drawing indicates acceptance of professional engineering responsibili� 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/TP1 1 Sec.2. 'For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 498111 FROM: RWM M t 15 SPEC I Ply: 1 Qly: 1 7'10"14 T10"14 Job Number: N333986 ,7A5/320 ,167ED ,RH01 / 1672/ARIA/4EAB ELEV.D Truss Label: A9 13'10" 24'8" 5'11"2 4'10" 6' =6X6 D Cust: R 8975 JRef:1Xa289750040 T21 / D rwNo: 302.21.1209.31501 KD / YK 10/29/2021 29'8" 38,8" 5' 9' 12 =6X6 =4X4 =5X5 6 C5 E F G (a) T W3 co co T5 v B H A I 4X6(A2) =SxC =axa =r xr=3X6(A1) 38'8" �1' } 10' + 9'4" + 9'4" 10, 1 10' 19'4" 28'8" 38'8" 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: h/2 to h Spacing: 24.0 " C&C Dist a: 3.87 It Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; T5 2x4 SP 2400f-2.OE; Bot chord: 2x4 SP #1; Webs: 2x4 SP #3; W3 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" cc. Wind Wind loads based on MWFRS with additional C&C member design. 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 Sid: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): Defl/CSI Criteria PP Deflection in ]cc Udell L/# VERT(LL): 0.292 E 999 360 VERT(CL): 0.544 E 846 240 HORZ(LL): 0.073 D - - HORZ(TL): 0.137 D Creep Factor: 2.0 Max TC CSI: 0.879 Max BC CSI: 0.773 Max Web CSI: 0.845 EW Ver: 20.02.00A.1020.20 �>,ii9191 P IP►O�P� ®`e bA'W Ak,��p�''� r a No. 86367 4 � STATE OFF"�c"�� r � ♦ fi ' �4f �yv ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 1514 /- /- /909 /694 /320 H 1516 /- A /903 /698 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.8 H Brg Width = 8.0 Min Req = 1.8 Bearings B & H are a rigid surface. Bearings B & H require a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - C 1838 - 2648 E - F 2437 - 3069 C - D 1857 - 2461 F - G 1887 - 2379 D - E 3122 - 3805 G - H 1897 - 2600 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - L 2290 -1467 K - J 2821 - 2050 L - K 1836 -1131 J - H 2232 -1497 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. C - L 404 - 352 E - K 1795 -1982 L - D 598 - 307 F - J 697 - 665 D - K 2451 - 2042 J - G 727 - 446 'ems S '♦+9e♦ FL REG# 278, Yoonhwak Kim, FL PE #86367 10/29/2021 "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 rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or 1310, as applicable. Apply plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to ALPINE drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW BuildinlComponents Group Inc. shall not be responsible for any deviation from this drawing, any, failure to build the AM M COWA,,,. truss in conformance with ANSI] 1, or for handling, shipping,, installation and bracin4of trusses. A seal on this drawing or cover page 675o Forum Drive listing this drawing indicates acceptance of professional engineering responsibilittyy solely -for the design shown. The suitability and use of this Suite Fos drawing for any sgructure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2. For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or • SBCA: sbcindust .com; [CC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEON: 498281 SPEC Ply: 1 Job Number: N333986 Cust: R 8975 JRef:1Xa289750040 T4 / FROM: HMT Oly: 1 7A5/320 ,167ED ,RH01 / 1672/ARIA/4EAB ELEV.D DrwNo: 302.21.1209.31564 Truss Label: A8G / YK 10129/2021 7'10"14 T10"14 13'10" 20'8" 5'112 6-10" 5X5 D 26' 31'8" 38'8" 5'4" 5'8" 7' 12 6 [�7- ,5X5=5X10(SRS) =4X10 5X5 C E F T4 G T20 0 B H co A E3 T8,8„ 3X6(A1) 1112X04 =5X10 112X4 L 1114X4K =4X6=3X6(A1) =5X5 21' 6'0"11 6'9"12 3'10"4 V4'i 5'4"8 7'11"5 14' 1 20'9"12 + 24'8" + 26r 31'4"8 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: 3.87 It Loc. from endwall: not in 4.50 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; T4 2x4 SP #1; Bot chord: 2x4 SP #2 N; Webs: 2x4 SP #3; Special Loads ------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC: From 56 plf at -1.00 to 56 plf at 27.73 TC: From 28 plf at 27.73 to 28 plf at 31.67 TC: From 56 plf at 31.67 to 56 plf at 39.67 BC: From 20 plf at 0.00 to 20 plf at 27.73 BC: From 10 plf at 27.73 to 10 plf at 31.64 BC: From 20 plf at 31.64 to 20 plf at 38.67 TC: 177 lb Conc. Load at 27.73 TC: 161 lb Conc. Load at 29.60,31.60 TC: 214 lb Conc. Load at 31.64 BC: 126 lb Conc. Load at 27.73,29.60 BC: 489 lb Conc. Load at 31.64 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 lding Code: C 7th Ed. 2020 Res. I Std: 2014 p Fac: Varies by Ld Case rRT:20(0)/10(0) to Type(s): Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): 0.031 G 999 360 VERT(CL): 0.059 G 999 240 HORZ(LL): 0.013 0 - - HORZ(TL): 0.024 0 Creep Factor: 2.0 Max TC CSI: 0.753 Max BC CSI: 0.884 Max Web CSI: 0.669 EW Ver: 20.02.00A.1020.20 ®`,�tw�a���rrrrvv►,r 4 $ No.86367 STATE OF ®4>� 12'8" 6_ 38'" ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ /R- /Rh /Rw /U /RL B 782 /- /- /- /376 /- M 1016 /- /- /- /452 A K 1681 /- /- /- /807 /- H 903 /- /- /- /436 A Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 M Brg Width = 8.0 Min Req = 1.5 K Brg Width = 8.0 Min Req = 2.3 H Brg Width = 8.0 Min Req = 1.5 Bearings B, M, K, & H are a rigid surface. Bearings B, M, K, & 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 523 -1085 E - F 389 -158 C - D 271 - 542 F - G 518 -1166 D - E 277 - 546 G - H 679 -1396 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - 0 894 -402 J - H 1184 - 553 O - N 890 -403 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. C - N 264 - 582 F - K 831 -1371 N - E 813 - 362 F - J 1757 - 797 E - M 513 - 875 J - G 439 - 244 ,r,Xk �*�40dR1V�r !i C �N0O� �. FL REG# 278, Yoonhwak Kim, FL PE #86367 10/29/2021 **WARNING- READ AND FOLLOW ALL NOTES ON THIS DRAWING! "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS quire extreme care in fabricating, handling,shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building t Safety Information, by TPI and SBCA) fsafety practices prior to performing these functions. Installers shall provide temporary BCSI. Unless noted otherwise, top chord shall have proper !Y attached structural sheathing and bottom chord shall have a properly �id ceiling Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or B10, le. AppTy lates to each face otruss and position as shown above and on the Joint"Details, unless noted otherwise. Refer to 6OA-Z for sfandard plate positions. Refer to job's General Notes page for additional information. vision of ITW Building Components Group Inc. shall not be responsible for any deviation from this drawing, any, failure to build the iformance with ANSI 1, or for handling, shipping,, installation and bracing of trusses. A seal on this drawln or cover pa4e irawing indicates acceptance of professional enprneering responsibility solely -for the design shown. The suitability and use of This any s r'ucture is the responsibility of the Building -Designer per ANSIITPI 1 Sec.2. ALPINE ANR CCWP 6750 Forum Drive Suite 305 Orlando FL, 32821 SEQN: 49812 / COMN Ply: 1 Job Number: N333986 Cust: R 8975 JRef:1Xa289750040 T29 / FROM: RWM Qty: 3 7A5/320 ,167ED ,RH01 / 1672/ARIA/4EAB ELEV.D DrwNo: 302.21.1209.31735 Truss Label: B1 KD / YK 10/29/2021 T1014 13'10" 7'10"14 5'11"2 21' 1' F Tl1"5 T11"5 6'0"11 14' =4X4 D 20'10"4 7'0"4 26'4" F 12 5'4" 26'4" Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.034 J 999 360 VERT CL : 0.062 J 999 240 ( ) ♦ MaximumReactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B /- /- /554 /191 /280 BCDL: 10.00 EXP: C Kzt: NA Snow Duration: NA HORZ(LL): 0.013 J - - 105 H 1051 /- /- /542 1186 /- Des Ld: 37.00 Mean Height: 15.00 ft HORZ(TL): 0.024 J K 185 /- /- /121 /59 /- NCBCLL: 10.00 TCDL: 4.2 psf Building Code: Creep Factor: 2.0 Wind reactions based on MWFRS Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.664 B Brg Width = 8.0 Min Req = 1.5 Load Duration: 1.25 MWFRS Parallel Dist: h to 2h TPI Std: 2014 Max BC CSI: 0.620 H Brg Width = 8.0 Min Req = 1.5 Spacing: 24.0 " P 9 C&C Dist a: ft Re Fac: Yes P Max Web CSI: 0.557 K Brg Width = 8.0 Min Req = 1.5 Loc. from dwa l: not in 9.00 ft FT/RT:ype(s 10(0) Bearings B, H, & K are a rigid surface. Cpi: 0. GCpi: 0.18 Plate Type(s): Bearings B, H, & K require a seat plate. Wind Duration: 1.60 WAVE VIEW Ver: 20.02.00A.1020.20 Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Webs: 2x4 SP #3; Wind Wind loads based on MWFRS with additional C&C member design. Right end vertical not exposed to wind pressure. Wind loading based on both gable and hip roof types. willifillyfliff ��~ v ��G ��� •� 'tea N0.66367 M r -,;b STATE OFF cnoras I ens.comp. Chords Tens. Comp. B - C 693 -1221 D - E 520 - 694 C - D 539 - 679 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B-J 1015 -550 J - 1 1011 -551 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. C - 1 448 - 579 E - H 625 - 903 1 - E 586 -174 C. .�o��`Q 40R1at;. ®a®aSS`ON A; FL REG# 278, Yoonhwak Kim, FL PE #86367 10/29/2021 **WARNING' READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS 3 require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building nent Safety Information, by TPI and'SBCA) fo'r satPety practices prior to performing these functions. Installers shall provide temporary Ser BCSI. Unless noted otherwise, top chord shall have proper) attached structural sheathing and bottom chord shall have a properly ri44I .ceiling Locations shown for permanent lateral restraint olYwebs shall have bracingq installed per BCSI sections B3, B7 or B10, cable. Apply plates to each face, of truss and position as shown above and on the Joint Details, unless noted otherwise. Refer to Is 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. a division of ITW Building Components Group Inc. shall not, be responsible for any deviation from this drawing, any failure to build the conformance with ANSIl1 PI 1, or for handling, shipping,. installation and bracingclof trusses. A seal on this drawing or cover pa e us drawing indicates acceptance of professional en meering responsibilittyy solely -for the design shown. The suitability and use of this 1 for any structure is the responsibility of the Building�esigner per ANSVT.Pl 1 Sec.2. information see these web sites: Alpine: alpineilw.com; TPI: tpinst org; SBCA: sbcinduslry.com; ICC: iccsafe.ora: AWC: awc.oro ALPINE ANO COMPANY 6750 Forum Drive Suite 305 Odando FL, 32821 SEQN: 49813 / GABL Ply: 1 Job Number: N333986 FROM: RWM Qty: 1 7A5/320 ,167ED ,RH01 / 1672/ARIA/4EAB ELEV.D Truss Label: 132GE 6'1"7 13,10" 6'1"7 7'8"9 4--I i-- 274 --1 T10" 2'3"14 —{ F'--- P,{ =4H4 i 1' 6'1'14 r 6'1"14 Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-16 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II Des Ld: 37.00 EXP: C Kzt: NA Mean Height: 15.00 ft NCBCLL: 10.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: h to 2h 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; Plating Notes All plates are 2X4 except as noted. Loading Gable end supports 8" max rake overhang. Top chord must not be cut or notched. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Additional Notes See DWGS A16015ENC160118 & GBLLETIN0118 for gable wind bracing and other requirements. 20'8" T10"2 T 14, 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 27'8" 13'10" 13'8" 2T8" Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): 0.021 O 999 360 VERT(CL): 0.040 0 999 240 HORZ(LL): -0.011 M - - HORZ(TL): 0.020 M Creep Factor: 2.0 Max TC CSI: 0.146 Max BC CSI: 0.220 Max Web CSI: 0.147 Ve r: 20.02.00A.1020.20 Cust: R 8975 JRef:1Xa289750040 T27 / D rwN o: 302.21.1209.31689 KD / YK 10/29/2021 4'8" i 1.8" -1 ♦ Maximum Reactions (lbs), or'=PLF Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 209 /- /- /104 /69 /290 B' 79 /- /- /43 /17 /- Z 256 /- /- /213 /99 /- AA 57 /- /- /53 /26 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 B Brg Width = 248 Min Req = - Z Brg Width = 8.0 Min Req = 1.5 AA Brg Width = 16.0 Min Req = 1.5 Bearings B, B, Z, & Z are a rigid surface. Bearings B, B. Z, & Z require a seat plate. Members not listed have forces less than 375# iWjg1III IIN/��® 0 AA No. 86367 r 4 STATE OF�O ! "/ION Ao `� 1 FL REG# 278, Yoonhwak Kim, FL PE 486367 10/29/2021 "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 anr7'SBCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached rigid 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 ALPINE _ drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. �LPPII NN Alpine, a division of ITW BuildinlgComponents Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the AN,,,,�,,,,�,,,. truss in conformance with ANSI PI 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 enUeering responsibility solely or the design shown. The suitabilify and use of this drawing for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. Suite 305 For more information see these web sites: Alpine: al ineitw.cwm; TPI: t inst.org; SBCA: sbcindustry.com; ]CC: iccsafe.ora: AWC: awc.ora Orlando FL, 32821 SEQN: 49814 / GABL Ply: 1 Job Number: N333986 Cust: R 8975 JRef:1Xa289750040 T28 / FROM: RWM Qly: 1 7A5/320 ,167ED ,RH01 / 1672/ARIA/4EAB ELEV.D DrwNo: 302.21.1209.31034 Truss Label: C1GE KD / YK 10/2912021 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 " Lumber T 50 in N T3 47' 47' —2'� (TYP) 27' 4X4 D 8'4" 4'2" ,2 T 6 C E m 0 B F Li Li G 1�8,8„ J + H �J 2X4(A1)=2X4(A1) Wind Criteria Wnd Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: 11 EXP: C Kzt: NA Mean Height: 15.00 It TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 It Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Webs: 2x4 SP #3; Plating Notes All plates are 2X4 except as noted. Loading Gable end supports 8" max rake overhang. Top chord must not be cut or notched. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Additional Notes See DWGS Al6015ENC160118 & GBLLETIN0118 for gable wind bracing and other requirements. + Member to be laterally braced for horizontal wind loads. bracing system to be desiged and furnished by others. 8'4" 94" 8'4" Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA ding Code: 7th Ed. 2020 Res. Std: 2014 Fac: Yes RT:20(0)/10(0) e Type(s): Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): 0.003 1 999 360 VERT(CL): 0.005 1 999 240 HORZ(LL): 0.001 H - - HORZ(TL): 0.003 H Creep Factor: 2.0 MaxTC CSI: 0.160 Max BC CSI: 0.089 Max Web CSI: 0.092 V e r: 20.02.00A.1020.20 ♦Maximum Reactions (lbs), or•=PLF Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B* 185 /- /- /135 /87 /59 F* 185 /- /- /135 /87 /- Wind reactions based on MWFRS B Brg Width = 24.0 Min Req = - F Brg Width = 24.0 Min Req = - Bearings B & H are a rigid surface. Bearings B & H require a seat plate. Members not listed have forces less than 375# CEN 44��0•e�Ota���r'� ®pt 4�SF 1 �A No. 815367 a � 01r • em 4 7� •' 0 i�S s �w • S�'ATE OF r OR1 a �dori NAL �� �4441t, 5 ao�d► FL REG# 278, Yoonhwak Kim, FL PE #86367 10/29/2021 "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 propery attached structural sheathing and bottom chord shall have a properly attachetl rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or B10, as applicable. Apply plates to each face of truss and position as shown above and on the Joint Details, unless noted otherwise. Refer to ALPINE 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 resp. onsible for any deviation from this drawing, any, failure to build the ANMCQWP truss in conformance with ANSI/TPI 1, or for handling, shipping,. installation and bracing of trusses. A seal on this drawln or cover pa a 675o Forum Drive listing this drawing indicates acceptance of professional encLineenng responsibilityty 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/TP1 1 Sec.2. For more information see these web sites: Alpine: aI ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC:awc.org Orlando FL, 32821 SEQN: 49815 / VAL Ply: 1 Job Number: N333986 Cust: R 8975 JRef:1Xa289750040 T7 FROM: RWM Qty: 1 , A5/320 ,167ED ,RH01 / 1672/ARIA/4EAB ELEV.D DrwNo: 302.21.1209.31783 Truss Label: V4 KD / YK 10/29/2021 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 " Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 15.59 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 Valley truss connection to truss below shall be designed and furnished by others . 111"8 i 3-1-1" 1111"8 T 1111"8 12 6 =4X4 B A4X4(D1)=4X4(D1) C 14'11"3 D 3'11" 3'11" Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.004 999 360 VERT(CL): 0.007 999 240 HORZ(LL): -0.001 - - HORZ(TL): 0.003 Creep Factor: 2.0 Max TC CSI: 0.070 Max BC CSI: 0.098 Max Web CSI: 0.000 Ver: 20.02.00A.1020.20 ♦ Maximum Reactions (lbs), or"=PLF Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL D' 75 /- /- /32 /6 /6 Wind reactions based on MWFRS D Brg Width = 47.0 Min Req = - Bearing A is a rigid surface. Members not listed have forces less than 375# R,NIk`d�tillf111►11�rj� Hwa®, • No, 86367110 o r er • • w STATE OF o .Q w� 4 •0 �ORfo19 L 414444iliW0 0 5 FL REG# 278, Yoonhwak Kim, FL PE #86367 10/29/2021 "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 safety practices prior to performing these functions. Installers 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 rigpid ceiling. Locations shown for permanent lateral restraint of webs shall have bracingq 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. ffefer to ALPINE drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW BuildincL Components Group Inc. shall not be responsible for any deviation from this drawing, any, failure to build the mmccrwa truss in conformance with ANSI/TPI 1, or for handling, shipping,, Installation. and bracinciof trusses. A seal on this drawm or cover page 6750 Forum Drive listing this drawing indicates acceptance of professional enpineering responsibilit�yy solely -for the design shown. The suitabili y and use of this Suite 305 drawing for any structure is the responsibility of the Buildings 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: 49825 ! VAL Ply: 1 Job Number: N333986 Cust: R 8975 JRef:lXa289750040 T5 / FROM: RWM Qty: 1 7A5/320 ,167ED ,RH01 / 1672/ARIA/4EAB ELEV.D DrwNo: 302.21.1209.31704 Truss Label: MV01 KD / WHK 10/29/2021 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 SDacinc: 24.0 " Lumber =sue Wind Criteria Wind Sid: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Webs: 2x4 SP #3; 1112X4 B 12 6 N 4X4(D1) A 9'11"13 CD 1113X6 Wind Wind loads based on MWFRS. Right end vertical not exposed to wind pressure. Wind loading based on both gable and hip roof types. Additional Notes Valley truss connection to truss below shall be designed and furnished by others . 4'1"11 4'1 "11 4'1 "11 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): Def]CSI Criteria PP Deflection in loc Udefl U# VERT(LL): NA VERT(CL): NA HORZ(LL): 0.003 C HORZ(TL): 0.006 C Creep Factor: 2.0 Max TC CSI: 0.354 Max BC CSI: 0.260 Max Web CSI: 0.151 20.02.00A.1020.20 ♦ Maximum Reactions (lbs), or'=PLF Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL D. 75 /- /- /50 /27 /22 Wind reactions based on MWFRS D Brg Width = 49.7 Min Req = - Bearing A is a rigid surface. Members not listed have forces less than 375# ItIIIppFlipr C�� WAk ''�� `er CE N ��•®e•.•i�� nor SS' • •� • N0, 86367 • STATE 4F o 4/ q �•�'�¢� ° t 0 R I `Q • o��® L 4 •foot• `ve,1/QlVALIII 4611iWO FL REG# 278, Yoonhwak Kim, FL PE #86367 10/29/2021 "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS the latest edition of BCSI (Building Installers shall provide temporary bottom chord shall have a properly )er BCSI sections B3, B7 or 1310, Hess noted otherwise. Refer to of ITW Building- Components Group Inc. shall not.be respponsible for any deviation from this drawing, any failure to build the nce with ANSIfTPI 1, or for handling, shipping,, installation and bracin44 of trusses. A seal on this drawing or cover pa4e 1, indicates acceptance of professional_ engineering responsibility solely -for the design shown. The suitability and use Nis ALPINE any TPI: tpinst.org; SBCA: sbcindustry.com; ICC: ANMCO v 6750 Forum Drive Suite 305 Orlando FL, 32821 SEQN: 49816 / VAL Ply: 1 Job Number: N333986 Cust: R 8975 JRef:1Xa289750040 T6 ! FROM: RWM Qty: 1 7A5/320 ,167ED ,RH01 / 1672/ARIA14EAB ELEV.D DrwNo: 302.21.1209.31486 Truss Label: MV02 KID / WHK 10/29/2021 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 Wind Criteria Wnd 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 It 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. Right end vertical not exposed to wind pressure. Wind loading based on both gable and hip roof types. Additional Notes Valley truss connection to truss below shall be designed and furnished by others . 12 6 1112X4g 4X4(D1) T A N Ll 10'11"13 CD 1112X4 i 2'1"11 �{ 2'1"11 2'1 "11 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): NA VERT(CL): NA HORZ(LL): 0.000 C HORZ(TL): 0.001 C Creep Factor: 2.0 Max TC CSI: 0.057 Max BC CSI: 0.054 Max Web CSI: 0.041 Ver: 20.02.00A.1020.20 ♦ Maximum Reactions (Ibs), or•=PLF Gravity Non -Gravity Loc R+ /R- /Rh /Rw /U /RL D- 75 /- /- /45 /10 /13 Wind reactions based on MWFRS D Brg Width = 25.7 Min Req = - Bearing A is a rigid surface. Members not listed have forces less than 375# ,�Qtttt w►Itl+th�(r�o CE No.86367 0 o 0 STATE 4F ®�,�q '°owe' �.� o00a.(�Soso®®,fi1OR1p�e® b� 0.4, a�,/0l�I �iauuieu� FL REG# 278, Yoonhwak Kim, FL PE #86367 10/29/2021 "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 safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or 1310, as applicable. Apply Oates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Defer to ALPINE drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW BuildinccLLComponents Group Inc. shall not be respponsible for any deviation from this drawing, any failure to build the ,, Co ,p" truss in conformance with ANSI/TPI 1, or for handling, shipping,, installation and bracin4 of trusses. A seal on this drawing or cover pa a 6750 Forum Drive listing this drawing indicates acceptance of professional en sneering 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/T 1 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: 49817 / EJAC Ply: 1 Job Number: N333986 Cust: R 8975 JRef:1Xa289750040 T3 / FROM: RWM Qly: 2 7A5/320 ,167ED ,RH01 / 1672/ARIA/4EAB ELEV.D DrwNo: 302.21.1209.31814 Truss Label: EJ7A / WHK 10/29/2021 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 " 2'4" 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 lding Code: C 7th Ed. 2020 Res. I Std: 2014 p Fac: Yes fRT:20(0)/10(0) to Type(s): Defl/CSI Criteria PP Deflection in loc L/defl U# VERT(LL): NA VERT(CL): NA HORZ(LL): 0.012 D HORZ(TL): 0.021 D Creep Factor: 2.0 Max TC CSI: 0.918 Max BC CSI: 0.504 Max Web CSI: 0.000 Ver: 20.02.00A.1020.20 C ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 425 A /- /360 /168 /237 D 125 /- /- /67 /- A C 161 /- /- /112 /160 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# a No. 86367 0 m r lop STATE OFOR a ®o 400e,e e maS/01V A#� /dl(41�i9119, FL REG# 278, Yoonhwak Kim, FL PE #86367 10/29/2021 "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 propedY attached structural sheathing and bottom chord shall have a properly attachetl rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, as applicable. Apply plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. 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 Building Components Group Inc. shall not,be responsible for any deviation from this drawing, any, failure to build the p R,,,w,��,,,. truss in conformance with ANSI 1, or for handling, shipping,. Installatlon and bracin of trusses. A seal on this drawing or cover page 675o Forum Drive listing this drawing indicates acceptance of professional engineering responsibility solely or the design shown. The suitability and use of this Suite Fos drawing for any structure is the responsibility of the Building esigner per ANSUT I 1 Sec .2. Por 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: 49818 / EJAC Ply: 1 Job Number: N333986 Cust: R 8975 JRef:1Xa289750040 T8 / FROM: RWM Qty: 14 7A5/320 ,167ED ,RH01 / 1672/ARIA/4EAB ELEV.D DrwNo: 302.21.1209.31127 Truss Label: EJ7 KD / YK 10/2912021 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 12711 12 6 o rn M M B A 8,a„ D Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.00 ft Loc. from endwall: not in 4.50 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #1; Bot chord: 2x4 SP #2 N; Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Additional Notes Provide (2) 0.131 "x3.0", min. toe -nails at top chord. Provide (2) 0.131"x3.0", min. toe -nails at bottom chord. 7 _I T Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Sid: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): NA VERT(CL): NA HORZ(LL): 0.015 D HORZ(TL): 0.028 D Creep Factor: 2.0 Max TC CSI: 0.720 Max BC CSI: 0.507 Max Web CSI: 0.000 Ver: 20.02.00A.1020.20 a •o �\� ��� A A No. �6367 P • V* 40 a STATE OF ®cug, WO 6 - j�Z(14 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 331 /- /- /249 /108 /208 D 125 /- /- /73 /- b C 174 /- /- /128 /169 /- 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# C0RI eddlli!!l119 FL REG# 278, Yoonhwak Kim, FL PE #86367 10/29/2021 "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handling shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) fo"'r safety practices prior to performing these functions. Installers shall provide temporary bracing per SCSI. Unless noted otherwise, top chord shall have proper)v attached structural sheathing and bottom chord shall have a properly attached rigid ceilin Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, as applicabge. App7gy 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 Buildinp�Components Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the -N COWAW truss in conformance with ANSI/TPI 1, or for handling, shipping,installationand bracing of trusses. A seal on this drawing or cover page 6750 Forum Drivelisting this drawing indicates acceptance of professional engineering responsibilittyv solely -for the design shown. The suitability and use ofq is Suite 305 drawing for any s°ructure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2. 1=or 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: 49819 / EJAC Ply: 1 Job Number: N333986 Cust: R 8975 JRef:1Xa289750040 T1 / FROM: RWM Qty: 1 ,7A5/320 ,167ED ,RH01 / 1672/ARIA/4EAB ELEV.D DrwNo: 302.21.1209.31627 Truss Label: EJ7S / WHK 10/29/2021 Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " T 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; Bot chord: 2x4 SP #2 N; Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Additional Notes Provide (2) 0.131"x3.0", min. toe -nails at top chord. Provide (2) 0.131 "x3.0", min. toe -nails at bottom chord. 7- 7- Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): NA VERT(CL): NA HORZ(LL): 0.016 C HORZ(TL): 0.030 C Creep Factor: 2.0 Max TC CSI: 0.738 Max BC CSI: 0.513 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 A 270 /- /- /179 /71 /186 C 126 A P /76 /- P B 177 /- A /132 /171 /- Wind reactions based on MWFRS A Brg Width = 8.0 Min Req = 1.5 C Brg Width = 1.5 Min Req = - B Brg Width = 1.5 Min Req = - Bearing A is a rigid surface. Bearing A requires a seat plate. Members not listed have forces less than 375# No.86367 0 0 4e STATE OF de®L "�, � aaNAtmilik FL REG# 278, Yoonhwak Kim, FL PE 486367 10/29/2021 **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 permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, as applicable. Apply plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to ALPINE drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Buildin Components Group Inc. shall not be responsible for any deviation from this drawing, any. failure to build the mmvcowv truss in conformance with ANSI/�PI 1, or for handling, shipping,installation and bracing of trusses; A seal on this drawing or cover page 6750 Forum Drive listing this drawing indicates acceptance of professional engineering responsibilitty� solely -for the design shown. The suitability and use of this drawing for any structure is the responsibility of the Building -Designer per ANSI/TP1 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: 49820 / JACK I Ply: 1 Job Number: N333986 I Cust: R 8975 JRef:lXa289750040 T32 / FROM: RDP Qty: 1 7?A5/320 ,167ED ,RH01 / 1672/ARIA/4EAB ELEV.D DrwNo: 302.21.1209.31438 Truss Label: CJ5A KID / YK 10/29/2021 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 11'2"5 12 6 M m CV p� i— B co T 8-8" A = 2X4(A1) 2,4„ 4'1 1"4 4' 11 "4 Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 4.50 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Additional Notes Provide (2) 0.131"x3.0", min. toe -nails at top chord. Provide (2) 0.131"x3.0", min. toe -nails at bottom chord. )w Criteria (Pg,Pf in PSF) NA Ct: NA CAT: NA NA Ce: NA NA Cs: NA 1w Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fee: Yes FT/RT:20(0)/10(0) Plate Type(s): DeflICSI Criteria PP Deflection in loc Udefl U# VERT(LL): NA VERT(CL): NA HORZ(LL): 0.006 D HORZ(TL): 0.008 D Creep Factor: 2.0 Max TC CSI: 0.736 Max BC CSI: 0.220 Max Web CSI: 0.000 EW Ver: 20.02.00A.1020.20 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ /R- /Rh /Rw /U /RL B 358 /- /- /322 /155 /181 D 85 /- /- /46 /- P C 102 /- /- /66 /104 /- 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# Wrrrrrte a No.86367 s � � 0 w a° STATE OF �v q q �OR10�ZI ••eoe• e� f44�,QN+A; `� FL REG# 278, Yoonhwak Kim, FL PE #86367 10/29/2021 "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) attached structural sheathing and bottom chord shall have a properly attached rig4id ceilin Locations shown for ermanent lateral restraint olYwebs shall have bracin installed per BCSI sections B3, B7 or B10 as applicable. App y plates to each face o truss and position as shown above and on the Joint9Details, unless noted otherwise. Refer to ALPINE drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Buildin Components Group Inc. shall not,be responsible for any deviation from this drawing, any, failure to build the m�wcorwn truss in conformance with ANSI 1, or for handling, shipping,, installation and bracingof trusses. A seal on this drawing or cover page 6750 Forum Drive listing this drawing indicates acceptance of professional enpineering responsibilittyy solelyor the design shown. The suitability and use Nis Suite 305 drawing for any structure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2. 1=or 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: 49821 / JACK Ply: 1 Job Number: N333986 Cust: R 8975 JRef:lXa289750040 T2 FROM: RDP Qty: 5 7A5/320 ,167ED ,RH01 / 1672/ARIA/4EAB ELEV.D DrwNo: 302.21.1209.31407 Truss Label: CJ5 KD / YK 10129/2021 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 Soacina: 24.0 " C 11'2"5 12 6 Cl) CV M M TBpipli D Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 4.50 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Additional Notes Provide (2) 0.131"x3.0", min. toe -nails at top chord. Provide (2) 0.131"x3.0", min. toe -nails at bottom chord. 4'11"4 4' 11 "4 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/l 0(0) Plate Type(s): Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): NA VERT(CL): NA HORZ(LL): 0.005 D HORZ(TL): 0.010 D Creep Factor: 2.0 Max TC CSI: 0.549 Max BC CSI: 0.257 Max Web CSI: 0.000 Ve r: 20.02.00A.1020.20 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 256 /- /- /200 /88 /152 D 89 /- /- /51 /- /- C 118 /- /- 185 /116 /- 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# a No, 86367 0 �• STATE OF ORIV L ,`NeNAL ir,ll�i�►�I��� FL REG# 278, Yoonhwak Kim, FL PE #86367 10/29/2021 "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS quire extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary r BCSI. Unless noted otherwise, top chord shall have proper)v attached structural sheathing and bottom chord shall have a properly 4id ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or 1310, le. Apply plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to 60A-Z for standard plate positions. Refer to job's General Notes page for additional information. ivision of ITW Building Components Group Inc. shall not,be responsible for any deviation from this drawing, any. failure to build the iformance with ANSI Q PI 1, or for handling, shipping,, installation and bracin4g of trusses; A seal on this drawing or cover pa e drawing indicates acceptance of professional engineering responsibility solely for the design shown. The suitability and use of this any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. ALPINE ANR W-A. 6750 Forum Drive Suite 305 Orlando FL, 32821 SEQN: 49822 / JACK Ply: 1 Job Number: N333986 Cust: R 8975 MetlXa289750040 T20 / FROM: RDP Qly: 1 , A5/320 ,167ED ,RH01 / 1672/ARIA/4EAB ELEV.D DrwNo: 302.21.1209.31860 Truss Label: CJ3A KD / YK 10/29/2021 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 " X 12 T 10'2"5 6 co B or) 8 8 CV D A = 2X4(A1) 2'4" Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #1; Bot chord: 2x4 SP #2 N; Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Additional Notes Provide (2) 0.131"x3.0", min. toe -nails at top chord. Provide (2) 0.131 "x3.0", min. toe -nails at bottom chord. :)w Criteria (Pg,Pf in PSF) NA Ct: NA CAT: NA NA Ce: NA NA Cs: NA >w Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): WAVE 2' 11 "4 2' 11 "4 Defl/CSI Criteria PP Deflection in loc L/defl U# VERT(LL): NA VERT(CL): NA HORZ(LL): 0.003 D HORZ(TL): 0.004 D Creep Factor: 2.0 Max TC CSI: 0.773 Max BC CSI: 0.244 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 308 /- /- /304 /153 /128 D 45 /- /- /34 /13 /- C 34 /- /- /44 /42 /- 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# ta,�t,t{ti1 It 1111'Oi/��t oN^�'^A 0 CIE%' " � • $ No, 36367 a® �� •+ Q p ; STATE 4F � w� q �P S ••00S® e FL REG# 278, Yoonhwak Kim, FL PE #86367 10/29/2021 ""WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! —IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care Component Safety Informatior bracing per BCSI. Unless note attached rigid cei!inp Location as appllcati e. Apply ?fates tc drawings 160A-Z for standard Alolne. a division of ITW Buildina Comoonents Grouo Inc. shall not,be responsible for any deviation from this drawing, any. failure to build the g,, Installation antl bracingpof trusses. A seal on this drawln or cover pare Bring responsibili solely -for the design shown. The suitabilify and use of This I!gnerper ANSlfr�l1 Sec.2. ALPINE mmvcowu 6760 Forum Drive Suite 305 Orlando FL, 32821 drawing for any structure Is the re Por more information see these web SEQN: 49823/ JACK Ply: 1 Job Number: N333986 Cust: R8975 JRef:1Xa289750040 T22 / FROM: RWM Qty: 5 7A5/320 ,167ED ,RH01 / 1672/ARIA/4EAB ELEV.D DrWNO: 302.21.1209.31345 Truss Label: CJ3 SSB / WHK 10/29/2021 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 " L 12 10'2"5 6 T c� rn N —4��3 818" A D �-- 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: 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. 211 "4 2' 11 "4 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/l 0(0) Plate Type(s): Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): NA VERT(CL): NA HORZ(LL): -0.001 D HORZ(TL): 0.001 D Creep Factor: 2.0 Max TC CSI: 0.234 Max BC CSI: 0.105 Max Web CSI: 0.000 Ve r: 20.02.00A.1020.20 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 185 /- /- /156 /71 /99 D 50 1- /- /27 /- A C 63 /- /- /44 /64 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��t1141III/1/1�0 CENS ® No.86367 STATE OFft 4,�� dS,ONaA i FL REG# 278, Yoonhwak Kim, FL PE 486367 10/29/2021 "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 ceiling Locations shown for permanent lateral restraint of webs shall have bracinfq installed per BCSI sections B3, B7 or 610, as applrcab�e. Apply plates to each face of truss and osition as shown above and on the Join Details, unless noted otherwise. Ffefer to ALPINE drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Buildin$cLComponents Group Inc. shall not.be respponsible for any deviation from this drawing, any failure to build the �,,,v,Co,��,,,, truss in conformance with ANSI/TPI 1, or for handling, shipping,. Installatlon and bracin of trusses. A seal on this drawing or cover pa a 675o Forum Drive listing this drawing indicates acceptance of professional en sneering responsibilitty� solely or the design shown. The suitability and use of this drawing for any structure is the responsibility of the BuildingVesigner per ANSI/TPI 1 Sec.2. Suite 305 For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 49824 / JACK Ply: 1 Job Number: N333986 Cust: R 8975 JRef:1Xa289750040 T24 / FROM: RDP Qly: 6 ,7A5/320 ,167ED ,RH01 / 1672/ARIA14EAB ELEV.D DrwNo: 302.21.1209.31376 Truss Label: CJ1 KD / YK 10/29/2021 Loading Criteria (psi) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " 12 6 C 4 3 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 SP #2 N; Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Additional Notes Provide (2) 0.131"x3.0", min. toe -nails at top chord. Provide (2) 0.131"x3.0", min. toe -nails at bottom chord. 1, 11 "4 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)/10(0) Plate Type(s): I'm cM C3) M Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): NA VERT(CL): NA HORZ(LL): -0.000 D HORZ(TL): 0.000 D Creep Factor: 2.0 Max TC CSI: 0.183 Max BC CSI: 0.022 Max Web CSI: 0.000 Ve r: 20.02.00A.1020.20 9'2"5 Mae ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 143 /- /- /145 f76 /45 D 11 /-2 /- /14 /10 /- C - /-15 /- /29 /33 /- 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# 4 • NO. op 636i a P STATE OFOR FL REG# 278, Yoonhwak Kim, FL PE #86367 10/29/2021 "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 1310, as applicabgle. Apply plates to each face. of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW BuildinlComponents Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the truss in conformance with ANSI/1 PI 1, or for handling, shipping,, mstallatlon and bracin4of trusses. A seal on this drawing or cover page listing this drawing indicates acceptance of professional engineering responsibilitty�r solely -for the design shown. The suitability and use of This drawing for any structure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2. ALPINE MN COMPANY 6750 Forum Drive Suite 305 Orlando FL, 32821 SEQN: 498261 HIP_ Ply: 1 Job Number: N333986 Cust: R 8975 JRef:lXa289750040 T19 / FROM: RDP Qty: 3 7A5/320 ,167ED ,RH01 / 1672/ARIA/4EAB ELEV.D DrwNo: 302.21.1209.31033 Truss Label: HJ7 KID ! WHK 10/29/2021 Loading Criteria (psi) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 0.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Lumber 5'3"5 5'3"5 9110,11 4'6"11 12'2"3 12 4.24 a 2X4 C v Cr, ih in v B A FE AVA T5" Wind Criteria Wind Sid: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 0.00 it TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: NA GCpi: 0.18 Wind Duration: 1.60 Top chord: 2x4 SIP #2 N; Bot chord: 2x4 SP 2400f-2.OE; Webs: 2x4 SP #3; Loading Hipjack supports 6-11-8 setback jacks with no webs. Wind Wind loads and reactions based on MWFRS. Wind loading based on both gable and hip roof types. Additional Notes Provide (2) 16d Common (0.162"x3.5") nails, toe nailed at T.C. Provide (3) 16d Common (0.162"x3.5) nails, toe nailed at B.C. 9'2"2 9'2"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: No FT/RT:20(0)/10(0) Plate Type(s): 711 '1 9�'10'1 Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): 0.040 F 999 360 VERT(CL): 0.076 F 999 240 HORZ(LL): 0.010 C - - HORZ(TL): 0.018 C Creep Factor: 2.0 Max TC CSI: 0.546 Max BC CSI: 0.416 Max Web CSI: 0.260 Ver: 20.02.00A.1020.20 il9N11i lif lirprilif 000. C'� NSA• b'v1 4 No. 86367 STATE OF 4Q ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 326 /- !- /- /154 /- E 364 /- /0 /- /84 /0 D 214 /- /- A /177 /- Wind reactions based on MWFRS B Brg Width = 10.6 Min Req = 1.5 E Brg Width = 1.5 Min Req = - D Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. B - C 394 - 562 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. B - F 531 - 358 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. C - F 394 - 583 ''-'�' 4OR1p� 0NA,I. ,dld11ii111�� FL REG# 278, Yoonhwak Kim, FL PE #86367 10/29/2021 -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 BCSL Unless noted otherwise, top chord shall have proper)Y attached structural sheathing and bottom chord shall have a properly attached ri id ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, as applicable. Apply plates to each face 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 BuildincLComponents Group Inc. shall not be responsible for any deviation from this drawing, any. failure to build the AHR CC PAY trT�ss in conformance with ANSI4PI 1, or for handling, shipping,, installapon and bracin of trusses. A seal on this drawing or cover page 6750 Forum Drive listing this drawing indicates acceptance of professional engsneering responsibility solely -for the design shown. The suitability and use of4 is Suite 305 drawing for any structure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2. for more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or • SBCA: sbcindust .com; ]CC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 Gable Stud Reinforcement Detail ASCE 7-16i 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 Ori 120 moh Wind SDeed, 15' Mean Heioht, PartIcAv Enclosed, EXOOSure D, Kzt = 1.00 S 2x4 Brace Gable Vertical Spacing Species Grade No Braces (1) lx4 'L' Brace x (1) 2x4 'L' Brace x (2) 2x4 'L' Brace xx (1) 2x6 'L' Brace x (2) 2x6 'L' Brace *36 Group A Group B Group A Group B Group A Group B Group A Group B Group A Group B p #1 / #2 3' 10' 6' 7' 6' 10' 7' 9' 8' 1' 9' 3' 9' 7' 12' 2' 12' 8' 14' 0' 14' 0' - SI F #3 3' 8' 5' 9' 6' 2' 7' 8' 7' 11' 9' 1' 9' 6' 12, 0' 12' 6' 14' 0' 14' 0' 0) UO I I r Stud 3' 8' 5' 9' 6' 1' 7' 8' 7' 11' 9' 1' 9' 6' 12' 0' 12' 6' 14' 0' 14' 0' fl r Standard 3' 8' 4' 11' 5' 3' 6' 7' 7' 1' 8' 11' 9' 6' 10' 4' 11' 1' 14' 0' 14' 0' #1 4' 0' 6' 8' 6' 11' 7' 10' 8' 2' 9' 4' 1 9' 8' 12' 4' 12' 9' 1 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' (i D P L Stud 3' 9' 5' 3' 5' 7' 6' 11' 7' 5' 9' 2' 9' 7' 10, 11' 11' 8' 14' 0' 14' 0' d Standard 3' 6' 4' 7' 4' 11' 6' 2' 6' 7' 8' 4' 8' 11' 9' 8' 10' 4' 13' l' 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' -P _ S P P #3 4' 2' 7' 1' 7' 9' 8' 9' 9' 1' 10' 5' 10, 10, 13, 9' 14' 0' 14' 0' 14' 0' U LIP Stud 4' 2' 7' V 7' 6' 8' 9' 9' 1' 10' 5' 10' 10' 13' 9' 14' 0' 14' 0' 14' 0' f l Standard 4' 2' 6' l' 6' 5' 8' 1' 8' 8' 10' 5' 10, 10, 12, 8' 13' 7' 14' 0' 14' 0' o #1 4' 7' 7' 7' 7' 11' 9' 0' 9' 4' 10, 8' 11' V 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' G' 5' 6' 10' 8' 6' 9' 1' 10, 6' 10, ill 13' 4' 14' 0' 14' 0' 14' 0' 0 r D r L Stud 4' 4' 6' 5' 6' 10, 8' 6' 9' 1' 10' 6' 10, I1' 13' 4' 14' 0' 14' 0' 14' 0' Standard 4' 2' 5' 8' 6' 0' 7' 6' 8' 0' 10' 2' 10, 10, 11' 10' 12' 7' 14' 0' 14' 0' #1 / #2 4' 10' 8' 3' 8' 7' 9' 9' 10' 2' 10' 7' 12, 1' 14' 0' 14' 0' 14' 0' 14' 0' d S P P #3 4' 7' 8' 2' 8' 5' 9' 8' 10, 0' 11' 6' 12, 0' 14' 0' 14' 0' 14' 0' 14' 0' <`f LIP Stud 4' 7' 8' 2' 8' 5' 9' 8' 10, 0' 11' 6' 12' 0' 14' 0' 14' 0' 14' 0' 14' 0' O I� 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' S P #2 1 4' 10' 8' 3' 8' 7' 9' 9' 10' 2' 11' 7' 12' l' 14' 0' 14' 0' 14' 0' 14' 0' d #3 4' 9' 7' 4' 7' 10' 9' 8' 10' 1' 11' 7' 12' 0' 14' 0' 14' 0' 14' 0' 14' i r D r L Stud 4' 9' 7' 4' 7' 10' 9' 8' 10' 1' 11, 7' 12' 0' 14, 0' 14' 0' 14' 0' 14' Dt' c Standard 4' 7' 6' 6' 6' 11' 8' 6' 9' 3' 11' 6' 12' 0' 13' 7' 14' 0' 14' 0' 14' ymm Aboutn able Truss Diagonal brace option, vertical length may be doubled when diagonal 18' brace Is used, Connect OrT- diagonal brace for 600# at each end. Hax web 'L' Brace End total length Is 14'. Zones, typ, 2x6 DF-L #2 or better diagonal r Vertical length shown bracel single 8, VIn(as shown) at L upper end. qL- Connect diagonal at AN FFW COi 11 Earthl City\ Expressway 11 Suite\ 242 \ \ Earth\ City,\ MM 63045 ylrl `41-1 `4111 Refer to chart abo=2 wwVAFMM3ww READ AND FOUMV ALL NOTES 13N TMS DRAVDQ -r --WMTANTww FL4NIISH THIS DRAWING TO ALL CUMACTORS INCLUDING TW INSTALLERS. Trusses require extreme care In fabricating, handling, shipping, Installing and bracing. Refer to and illow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) for safety actices prior to performing these functions. Installers shall provide temporary bracing per BLSL Less noted otherwise, top chord shall have properly attached structural sheathing and bottom choi ,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 BIG, as applicable. Apply plates to each face truss and position as shown above and on the Joint Details, unless noted otherwise. ,per to drawings 16CA-Z for standard plate positions. Alpine, a division of ITV Building Components Group Inc shall not be responsible for any deviation fr' Js drowing, any failure to build the truss In conformance with ANSI/TPI 1, or for handling, shipping, -tallation L bracing of trusses. A seal on this drawing or cover page Ustig tints drawing, indicates acceptance of professional gineering responsibility surely far the design sham The suitability and use of this drowi,g r any structure Is the responsibility of the Bultdig Designer per ANSI/TPI 1 Sec.P- For more Information see this Job's general notes page and these web WI,� „hn,h ALPINE, www.alpineltw.comi TPI, www.tpinst.orgi SBCAi www,sbclndustry.orgi ICC, ow IIi#'9�9f- 1111►1PF10FO \t WA,'" PoJ i 63 7 'maa7�g�l� ViiIITICa : ZaR�o�.o S AC0�04D® Bracing Group Species and Grades: Group At S ruce-Pine-Fir Hem -Fir #1 / #2 IStandard 1 #2 1 Stud #3 1 Stud 1 1 #3 1StoLndard Dou las Fir -Larch Southern Plnewww #3 #3 Stud Stud Standard Standard Group B: Hem -Fir #1 & Btr #1 Dou las Fir -Larch Southern Plnewww #1 #1 #2 #2 Ix4 Braces shall be SRB (Stress -Rated Board), >NNFor Ix4 So. Pine use only Industrial 55 or Industrial 45 Stress -Rated Boards, Group B values may be used with these grades. Gable Truss Detail Notes: Wind Load deflection criterion Is L/240. Provide uplift connections for 75 plf over continuous bearing (5 psf TC Dead Load), Gable end supports load from 4' 0' outlookers with 2' 0' overhang, or 12' plywood overhang. Attach 'L' braces with 10d (0.128'x3.0' min) nails, )K For (1) 'L' brace, space nails at 2' o.c. In 18' end zones and 4' o.c. between zones, )K)KFor (2) 'L' bracesi space nails at 3' o,c, In 18' end zones and 6' o.c. between zones. 'L' bracing must be a minimum of 807 of web member length, II Gable Vertical Plate Sizes II Vertical Length No Splice Less than 4' 0' 2X3 Greater than 4?', but less than 11' 6' 3X4 Greater than il' 6' 4X4 + Refer to common truss design for peak, splice, and heel plates, Refer to the Building Designer for conditions not addressed by this detail. AX, TOT. LD, 60 PSF MAX, SPACING 24,0' REF ASCE7-16-GAB16015 DATE 01/26/2018 DRWG A16015ENC160118 'T Relnfo Memk Gn 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, rb, and heel plates. vertical plates overlap, use a xte that covers the total area of lapped plates to span the web. eI 2*2X4 2X8 rroviae connections ror upur u speciriea on une engineerea truss aesign. Attach each 'T' reinforcing member with End Driven Nallsi 10d Common (a.148'x 3',min) Nails at 4' o.c, plus (4) nails In the top and bottom chords. Toenalled Nails, IOd Common (0,148'x3',min) Toenails at 4' o,c, plus (4) toenails In the top and bottom chords. This detail to be used with the appropriate Alpine gable detall 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 A11515ENC100118, A12015ENC100118, A14015ENC1001d 19fl/o A18015ENC100118, A20015ENC100118, A20015ENDIOI �� A11530ENC100118, A12030ENC100118, A14030ENCIOQiWMCNOGI , V, A18030ENC100118, A20030ENC100118, A20030ENT14QOli� As0135E �Q S11515ENC100118, S12015ENC100118, S14015EN 0118, 16OP * A• S18015ENC100118 S20015ENC100118 S20015E 110011$ S 8 S11530ENC100118, S12030ENC100118, S140306tC1001M, S / C S18030ENC100118, S20030ENC100118, S2003118, S20030PED100118 • w e See approprlate Alpine gable detail for maximw- unr�lnforced'6*e"aLertical l(o ®�' e STATE OF v '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 detall). 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' "WARMIG!" READ AND FOLLOW ALL NGMS ON THIS DRAWING r • • e "IMPORTANT" FunusN TNOS DRAWING TO ALL CONTRACTORS INCLUDING TK INSTALLERS. 'ri/.1a 0R19� • REF LET -IN VERT Trusses require extreme care In fabricating, handling, shipping, Installing and bracing. Refer to and • + 0 E follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) far safety / v DATE 01/02/2018 practices prior to performing these functions Installers shall provide temporary brncl per BCSI. il-1/ ^NA1. Unless noted otherwise, top chord shalt have properly attached structure sheathing and bottom chord P \ DRWG GBLLETIN0118 shall have a property attached rigid ceiling. Locations shown forpermanent FPY l restraint of webs ///'\0 shall have bracing Installed per HCSI sections 113, B7 or BIO, as applicable. Apply plates to each Face © of truss and position as shown above and an the Joint Details, unless noted otherwise. PI Refer to drawngs 16CA-Z for standard plate positions. Alp4ie, a division of ITV Building Components Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the truss In conformance with ANSI/TPI 1, or for handling, shIRNNng, )AX, TOT, LD, 60 PSF AN ITWCOMPANY Installation & bracing of trusses. A seal an this drawing or cover page listing this drawing, bxkates acceptance of e.s,sbnal \\ 514\ Earth\ City\ Expressway englneering responsi Ity solely for the design shown. The suttabluty and use of this drn.Irg DUR, FAC, ANY \\Suite\242 Far ony structure Is the responsibility of the Building Designer per ANSI/TP1 1 Sec2. \\Earth\City,\MO\63045 For more Information see this Job's general notes page and these web sl MAX, SPACING 24,0" ALPINE www,alptneltw.comi TPD vww.tpinstorgi SBCA, www.sbcindustry.orgl ICG www! Valley Detail - ASCE 7-16: 180 mph, 30' Mean Height, Partially Enclosed, Exp, C, Kzt=1,00 Top Chord 2x4 SP #2N, SPF #1/#2, DF-L #2 or better, Bot Chord 2x4 SP #2N or SPF #1/#2 or better. Webs 2x4 SP #3, SPF #1/#2, DF-L #2 or better, �)KAttach each valley to every supporting truss with: 535# connection or with (1) Simpson H2,5A or equivalent connector for ASCE 7-16 180 mph, 30' Mean Height, Part, Enc, Building, Exp, C, Wind TC DL=5 psf, Kzt = 1.00 Or ASCE 7-16 160 mph, 30' Mean Height, Part, Enc, Building, Exp, D, Wind TC' DL=5 psf, Kzt = 1.00 Bottom chord may be square or pitched cut as shown, Valleys short enough to be cut as solid triangular members from a single 2x6, or larger as required, shall be permitted in lieu of fabricating from separate 2x4 members, All plates shown are Alpine Wave Plates. 3X4 12 12 Max, I 2X4 X4 �— 8-0-0 max •+ 4X4 20-0-0 (++) Supporting trusses at 24' o,c, maximum spacing, Unless specified otherwise on engineer's sealed design, for vertical valley webs taller than 7-9' apply 2x4 'T' reinforcement, 80% length of web, same species and grade or better, attached with 10d box (0,128' x 3,0') nails at 6' o,c, In lieu of 'T' reinforcement, 2x4 Continuous Lateral Restraint applied at mid -length of web is permitted with diagonal bracing as shown in DRWG BRCLBANC1014, Top chord of truss beneath valley set must be braced with, properly attached, rated sheathing applied prior to valley truss Installation, Or Purlins at 24' o,c, or as otherwise specified on engineer's sealed design Or By valley trusses used in lieu of purlin spacing as specified on Engineer's sealed design, xww Note that the purlin spacing for bracing the top chord of the truss beneath the valley is measured along the slope of the top chord, ++ Larger spans may be built as long as the vertical height does not exceed 14'-0', Pitched Cut Bottom Chorc Valley Valle Spacing "VARHBI " READ NO fTl10V ALL MUTES ON THIS DRAVM ■•MCIRTAlRu FURNISH THIS DRAVING TU ALL CMTRACT= INCLUBM THE INSTALLERS. Trusses require extreme core In fabricating, handling, shipping, Installing and bracing. Refer to and fallow the latest edition of BCSI (BuOding 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 choi shall have a properly attached rigid ceiling. Locations shown for permanent lateral restraint of web! 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. eP*41-NE Refer to drawings 160A-Z for standard plate positions. Alpine, a division of ITV Building Components Group Inc shall not be responsible for any deviation fr this dra•Ing, any failure to build the truss In conformance with ANSI/TPI 1, or for handling, shipping, AN RW COMPANY Installation 6 bracing of trusses. A seal on this drawing or cover page Usting this drawing, Indicates acceptance of professional 11 514\ Earth\ City\ Expressway engineering responsibility solely for the design shown The satnblllty ardl use of this drawing II Suite\242 for any structure Is the responsibility of the BuAding Designer per ANSI/TPI 1 SecZ 1\Earth\City,\MO\63045 For more Information see this Job's general notes page and these web sltej�], ALPINE. www.olptneitw.comi TPI,—tpinst.orgl SBCA, rww.sbclndustry.orgi ICC, wwwJcc a 1 quare Cut ottom Chord /alley IIII!! If F1 �® a 0 ,41cEN . No. iB co;, STATE OF +� OP A s,Q (julj 2X4 Stubbed Valley End Detail m usse 4X4 Optional Hip Joint Detail T u e ' o, Partial Framing Plan LL 30 30 40PSF REF VALLEY DETAIL bL 20 15 7 PSF DATE 01/26/2018 DL 10 10 10 PSF DRWG VAL180160118 LL 0 0 0 PSF LD, 60 55 57PSF .,FAC,1.25/1.3311.1511.1 ACING 24,0' iL w Valley Detail - ASCE 7-16: 30' Mean Height, Enclosed, Exp, C, Kzt=1,00 Top Chord 2x4 SP #2N, SPF #1/#2, DF-L #2 or better, Bot Chord 2x4 SP #2N or SPF #1/#2 or better. Webs 2x4 SP #3, SPF #1/#2, DF-L #2 or better, W)KAttach each valley to every supporting truss with, (2) 16d box (0,135' x 3,5') nails toe -nailed for ASCE 7-16, 30' Mean Height, Enclosed Building, Exp, C, Wind TC DL=5 psf, Kzt = 1,00, Max, Wind Speed based on supporting truss material at connection location; 170 mph for SP (G = 0,55, min,), 155 mph for DF-L (G = 0.50, min,), or 120 mph for HIT & SPF (G = 0,42, min.), Maximum top chord pitch is 10/12 for supporting trusses below valley trusses. Bottom chord of valley trusses may be square or pitched cut as shown. Valleys short enough to be cut as solid triangular members from a single 2x6, or larger as required, shall be permitted in lieu of fabricating from separate 2x4 members, All plates shown are Alpine Wave Plates. 3X4 12 12 Max, 2X4 X4 8-0-0 max 4X4 20-0-0 (++) Supporting trusses at 24' o,c, maximum spacing, Unless specified otherwise on engineer's sealed design, for vertical valley webs taller than 7-9' apply 2x4 'T' reinforcement, 807 length of web, same species and grade or better, attached with 10d box (0,128' x 3,0') nails at 6' o,c, In lieu of 'T' reinforcement, 2x4 Continuous Lateral Restraint applied at mid -length of web is permitted with diagonal bracing as shown in DRWG BRCLBANC1014, Top chord of truss beneath valley set must be braced with, properly attached, rated sheathing applied prior to valley truss installation, Or Purlins at 24' o,c, or as otherwise specified on engineer's sealed design Or By valley trusses used in lieu of purlin spacing as specified on Engineer's sealed design, w*w Note that the purlin spacing for bracing the top chord of the truss beneath the valley is measured along the slope of the top chord, ++ Larger spans may be built as long as the vertical height does not exceed 14'-0'. Pitched Cut Bottom Chord Valley 2X4 Valle Spacing Square Cut Stubbed Valley Bottom Chord End Detail oe-nailed Valley , , , , , , , 111111 )�Opp 12 �Q 10 Max, I e s • SQe• N0, 86 �. Cc STATE OF m 4X4 -:�Tf Optional Hip Joint Detail T ,u�_4e� Partial Framing Plan mWARNINGI r READ AND FOLLOW ALL NDIES ON THIS WAVING! �r • : l O+ ��� • �1 ■NIIpQtTANT" FLOUSH THIS DRAVING TO ALL CONTRACTORS INCLUDING THE uuTALLERs iff a ( ipi To r� C LL 30 30 40PSF REF VALLEY DETAIL Trusses require extreme care In fabricating, handling, shipping, Installing and bracing. Refer to on �s 0 DL 20 15 7 PSF DATE O1/26/2018 fallow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) for safety U practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. %� unless noted otherwise, top chord shall have properly attached structural sheatWng and bottom chord e/O// 0NA' a \ $C DL 10 10 10 PSF DRWG VALTN160118 shall have a properly attached rigid ceiling. Locations shorn for permanent lateral restraint of webs //A�\\ shall have bracing Installed per BCSI sections B3, 117 or BIO, as applicable. Apply plates to each face d of truss and position as shown above and an the Joint Details, unless noted otherwise. C LL 0 0 0 PSF �I Refer to drawings 160A-Z for standard plate positions. ALAlpine, a division of ITV Building Components Group Inc shall not be responsible for any deviation from ❑T. LD, 60 55 57PSF this drawing. any failure to build the truss In conformance with ANSI/TPI 1, or for handling, shipping, AN IIW COMPANY Installatlon 6 bracing of trusses. A seal on Hds drawing or cover page Usting this drawing, Indicates acceptance of professional 11�ll 5141 Earth\ Cilyl Expressway engineering respolty solely for the design sham The sultdWty and use of this drawkg II suite\24Z for any strr,cture Is the responsibility of the BuBdtig Designer per ANSL41PI I sect. DUR,FAC. 1.25/1.33 1.15 1.15 1\Earth\City,\MO%63046 For more Information see this Job's general notes page and these web SPACING 24,0' ALPINE www.alpineltw.comi TPD ww,tptnst,orgi SBCA, www.sbcindustry.orgi IM ww VALLEY FRAMING & BRACING DETAIL Lumber Size and GradeNinumum Requirements Ridge board_. 2x6 (min) N2 Southern Pine or better, Rafter spans 20'-V or less... (A) 2x6 SP N2, SPF 01/112, DF N2 or better (B) 2x6 SP 42, SPF 43/N2, DF NZ or better Purlins/Lateral bracing... 2x6 SPFN2, HF 42, DF N2 or better Sleepers... 2x(width of rafter seat cut) SPF N3 or better 2 parallel 2x6 SPF N3 Cripples and blocking... 2x6 SPF N3 or better Truss Below... See design - Southern Pine Material RIDGE BOARD (2X6) 1/2 Height of Valley COLLAR BEAM, EVERY THIRD PAIR OF RAFTERS TYPICAL COMMONS 2x4BL6CKING 2x4 Pudin 24" SPACED ZV O.C. (Where no sheathing GENERAL NOTES Puriins required T-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: W-0" -Maximum mean roof height: 30 feet -ASCE 7-05, 140 mph, Enclosed, Cat 11, Exp B,1=1.0, Kzt=1.0 -Or A Maximum of ASCE 7-10,180 mph, Enclosed, Exp D, Kzt=1.0 TRUSS TRUSS UNDER VALLEY FRAMING VALLEY RAFTER OR RIDGE cm +CRIPPLE +Cripples 4'-0" for 30 psf (TL) and 20 psf (TD) Max. Space the crippes for each row starting from the valleys or sleepers and working inward to the ridge board so that cripple locations are staggered between rows. TO" O.C. (TYp) Connection Requirement Notes 1. 2x6 rafters to ridge 416d toe -nails ' Attachment can be made directly 2. Cripple to ridge 416d toe -nails or through plywood sheathing 3. Cripple to rafter 416d toe -nails by cutting a 2"W' notch in sheathing (") 816d face -nails + 4'-0" TYPICAL 4. Rafter to sleeper or blocking 5 16d toe -nails Rafter to two 2x6 sleepers 416d toe -nails S. Sleeper to truss 416d toe -nails Two 2x6 sleepers to truss 3 16d toe -nails each sleeper & truss 6. Ridge board to roof block 416d toe -nails 7. Ridge board to truss 416d toe -nails 8. Purlin to (Typ) 316d toe -nails 9. Truss to blocking 416d toe -nails 10. Truss to cripple 416d toe -nails 11. Truss to cripple 416d toe -nails 12. Cripple to purlin 316d toe -nails (NOT REQUIRED IF SLEEPERS ARE USED) CRIPPLE, BRACING & BLOCKING NOTES N Cold(0.16lar mto5")C 416dtoe-nails r NOTE: 16d (0.162"x3.5") COMMON NAILS -2x4 continuous lateral restraint (CLR) min. is required for cripples 5'-0" to 10'-0" Iong nailed w/ 2 -10d (0A48"x3") nails. Or 2x4 "T" or scab reinforcement nailed to flat edge of cripple with IOd 40.128"x3.0") nails at 6" o.c. "T' or scab must be 90 % of cripple length. Cripples over 10'-0' long requre two CLR's or both faces w/ "T" or scab. Use stress graded lumber & box or common nails. <Narrow edge of cripple can face ridge or rafter, as long as the proper number of nails are Installed Into ridge board -Install blocking under rafter if sleepers are not used. -Install blocking under cripples If cripples fall between lower truss top chords and lateral bracing Is not used. -Apply all nailing In accordance to current NDS requirements zgrf Nails are common wire nails unless noted otherwise. ��^C H� ��ie�•Cj iG l�s•••• � �yi, KI (A) (B) (") —VM(INGa READ Arm FVLLDv ALL K ES ONTHIS WAVD(] ® LL 20 30 40 54 REF VALLEY FRAMING .KW= Nro FTRICV THIS WAVING TD ALL CDKTPACTURS DICLLM G TW DISTALLERS e a 1 Trusses mqud-• ext-cone care h fabricathp, hanoaln, shlpphg, InFg and bracb& Refer to to • 7• follow the latest adition of BCSI OLRdlp Component Safety Infornotion, by TPI and SBW for safity e . DL 10 20 7 7 DATE 10/01/14 es practices prior to performing these functions. Installers shall provide temporwy braeing per B • • _ unless noted athn-wlse, top chord shalt have properly attached ct-ct—t sheathing and button ; STATE OF SIC DL 0 0 0 0 DRWG VACNV1801015 stall have a property attached rlpld eethg. Locations stain for, c pennent late L restraint of x�S A I� 2shag have bracing hstntled per BCSI sections 33, B7 r 1110, as nppucabte, Apply plates to each fa 6 A_ • �, �r� of truss and po."t— as shown above and on the Jdnt-Detalls,-unless rated otherwise. ww • L O P • C LL 0 0 0 0 ALP Imo- Refer-to-raebps-160A=Z-fors siard—d plate posWons. �� ^" ••.: ORIOP'•• �C alpine, a dlMsion of Iry BdNn cnnpnnent. Grow Inc shau not be responsarie far my deviation from IN ••..,,..•• \ao`� TOT. LD.30 50 47 61 All RWC}OMFYINY fink drvwhg, my fallure to bu lldpthe truss h conformance with ANSI/TPI 1, w fr handling, shipping, installation n t brndmg of trusses. �ONAL E�6 A slat on this drawing r cover, pipe Bsttnp this d-nwhg. tdmtrs acceptance of professbral �p silly fr a,e deslon shown The silba�Atty orw use of trts dra.tnp „putNt"s� DUR. FAC. 1.25/1.15 13369 Lakehoni Drive fr army sEructure respor�ltty of the R lickv Daslpwr per AttC[/iP[ 1 Soc2. A Earth City, MO 63045 For ma"e hfornation see this Job's generat notes pope and these web sites' D to zD` �" SPACING SEE ABOVE ALPDEr wwralpkxltw.canl TPB www.tphskorgl SBCAi wn, ndustryorpl ICG www.kcsnfe.org