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Home My WebLink AboutEngineering Package Truss9 Builder: Project: ENGINEERING PACKAGE FLA5/320 CREEKSIDE Model/Building: 4EHJH Lot Alt: 0 Lot: �6 0 Address: ......................................... ........... ............................ ............... _... ........................ . JobNumber: N362326 ......................................................................................................... . Revision Date: Block: _J FILE COPY Unit: Reviewed for Code comp'anCe Universal enM, 9inebrfn� sciences New Load #: RL01 CARPENTER CONTRACTORS OF AMERICA, INC 3900 AVENUE G. N.W. WINTER HAVEN, FLORIDA 33880 PH (800) 959-8806 FAX (941) 294-7934 LP I March 13,2019 ARffWM4Wf Mt. Bob. Michaelis. Garp&hter.Contractors of Am6ftk,lric. 3900 Avenue- G, Northwpsit Winter HaVen,'FI 33880-6201 Re: Aftrpatiiie installatio6sTor a single ply carried truss with a width less than the hanger width, ,arid wood.blo.9king to -achieve full design load vafue'f6rfA'cermOL;tited.banger-aft ac;hment'bna,oiid ply supporting girder (Reference detail WA37-02). DearBob, fota single ply carried truss 'With- a width less than the hanger width you can install a .a prefabricated jack scab truss ("').for wood blocking The chgrd sizes, chord,grades, and -Alpirv-connectot plates) to ISe.1hd same as the single. ply carried truss: The prefabricated jack i§dEib truss (*)- will haV& a, minimum jerigth of 4$0 and will have a minimum pitqh. of 5112. The single. ply garr.Apdf.russ shall have reaction of 3,5009 or less- Attach'6refabricaied:jack.tcab,truss with; two (2)rows of 0.1 28"x3.0f' Gtin Nails at 2" O-C. per• r6vV., -staggiar6d V (See Figitir6 I Wow): Please -refer to the Simpson -9trong"Tie Catalog G-C 2GI9j. page.216., rigVrp:a for more information. ftahe:l Fora sing 16- ply.gifder'-thet requir.6s Wood bl6cW§ to achieve full desigh load value for face -mounted hangers-Affach one ' wood. block (") to the back face of the single -ply girder With the same sizeand qrad6..d!§ the bottom. c�b,rd"O,f the single ply girder. The. --wood- block 1664thlo b- such es that th6Wdod blocking. -extends to each adjacent panel 'points (*6bs and bottom chord intersections).. Attach wood block (t)*wlth iwo-.-'(2) rows of 6128" x3..0- Gun' Nails at 6! O.C. per rQW . , staggered 36applied to the 6760 Forum bCNe $uite 165, Orlando, �L 32821.� (PQq)-52-1-9796_(863 422685 -4. " . * I WWW.atpineitxv.com f ALPJNEj' .ANf1WCOkMM single ply girder face, with -prradjopnal (20) 01�28"4,0' OunNails at-each'pan6l.point applied to the. wood block bee (See Figure b0b.W).Please refer to the Simpson Strohg-Tie Catalog C-C-2019, page 21.61 Fig*.e I for morer infori-nation. Fjgute2 The appI ' idMion of-pf6f6bricated jack scab truss for wood fillde'blocking or wood blocking to achieve full. design Toad value for face=mount6d hangers- must be approved by fhe- hardware manufacturer. All edge and end distances, and'spacing for all nail connectiorts must be suftient to Orev6nt:splitting of 'wood.. If. I can.be.pf any further assistance or if you have any questionsi please give me a pall. SinciH. AT. WilNirh H. Kricik-P.E., Chief Engineer Alpine an ITW Company Engineering Department Oflando,'Fl_ STATE 6750*F'otOm-DfWi--Sdfte:306;-Odarido,.FL32821 -'(800)*.52.1�790-(863)422-8685 Wv6V.aIpIneitw:cpm ALPINE UWMW.PNV April 26,, 2016 Mr. Bob Michai6lis qqrpenter Contractord.of.Amedca, Inc. 3900 Avenue Oi Rorthwpst Wihtet HW6n, FL 33886-6201 Dear- Bob, Rd' Strongback bridging 66 tbbf-j:rU§ses. I -understand therd is some cod6dirn over oCjrrecdminen&Lti6hs f&.str6ngback bridging on roof trusses. -Strongback bridging for roof trusses is not. a requirement of'ANSI-TPI 2014 nor is it a requirement of the BUildifig COrhp6h6nt -Safety InfbhnAory (!BbS(), But strongliack bridging on roof trusses IS" recommended, by Carpeht.et Cohtractdft 6f.'America. SttdhgOdbk bfl#1n"g[ serV& the following two funclidinsa.' - One,' bridging aligp% the bottom -chords after they are set so they ere uniform along the ceding line and h6lips..*with ceiling sQrvj cOability - Two; bridging reduces- fdtitiv6 deflectionofadjacent trusses. Strongback bridqlnd'.doesdot prevent reducb?ovefajl indiVidual deflection, especially any roof -trusses. :deflect ng .9ft.tn/* inch : . ..... StmpgbaqX- bo.4ging In roof trusses dbes 'not 'serve astempbrary.br peirmati6rit, bracing and is not interided to &tribui6. of share design loads -between trusses. Consequently, pp design loads have been accounted forWfth this detail and dontirfubLis-,§trohback'bddgihg should not.be.aittached be'twderii common and .girder'trusses: The use -of strongback: bridging, shall not'in 11 in other design teftere with .9 considerations agspecified .by-tffoEngiheeLrp,f Record or the Building Designer. Th& outer ends of the bridgino.shall be -attached to a wall or anothersecureend restraint, or as specified: by th6 Erigihee'r of Redotdor.tha BLfilding'.130i3ighdr. Strongback Wging' shall be -a- mini'mUril -of 2X6 norhinal [UrzfbOr oriented -with fhe depth vertical. AtUtch with (3). 1�6d :common okils (0.162"x3J.5").' nails at each intersecting 'member. When extending the :strong . l5ack bridging overlap. by at a minimum :of two trusses. The lo'catio'n .of. ibe: str6r).9back. bridging maybe specified bythe Truss Manufacturer',,Eigifie6e df-Redord, or Bufldihg Designer. Please refeiAo BGSI 'Stron!Rbacking'Prpvisions" or to AlpinegTR8ROR1614 de tail for more. information. The graphic ,§ho*h (Figure_ 1) is f6r generic flluttr-Ative pjUrpose only,. 6750 FbrurnDrive.Sulte305;Oritindo.FL.32821'-(800)52l-�790-(863)422-8685 wWWAlpirieltw.com, ALPI_NE RV:!?' U L ( M.-L L �pj . 1 ..3) Flgure4 If 1 -canbd of any further Assis.taribe'or"ifypu have- any questions, Opase give me a. call. Sinc rely.,. 6w % 2 N4o.70861 William. H.,Krick P.E. 8TATE 0 Alpine an ITW. Company E�ginep'nhg"Ddpa ftdfit' Orlando,. FL V821 6750 Forum Drive Suite 30B, Odando,'FL 32821 (800). 521-9790 - (893).422-8685 www.,8lpri,Y1tw,qQM STIRN6BACK BRIDGING- 'RECOMMENDATIONS .BUTT TRONGBAI A�RONGBACK P—AIL scabr-on blocks shall be a minimum 2x4 'stress gt7q ded lumber,,' T, DRIDGING TOGETHER strongback bridging and bracing -shall- *be• a min1hum 2X.6 'stress graded -.tufibi&%' q. 0-The -Plur�pose of strondloack- bridg.ft Is to. SC -0, ATTACH SCAR VITH'10d -I1OVGUN.. ATTACH dewelop' load sharing betweRh 1ndI.V s� Id6at trusses,: 41 -V V6 (0.128!x34f). HAILS IN'.2 ROWS AT• resulting In -an 'overall Increa4i? In the -SCAB :61"MM NDTE6 'IN LIEWOF SPLICING ASSHOWN, LAP --STRO ACK- BRIDGING MEMBERS FOR -AT L RUBT ... TRUSS SPACING stiffness of :the floors System. -23�6 strongback 6i'log!nt5, po`s1t1ohed-,ds-..sKqwh In 'recommended S.TIMNGBACK BRIDGING' SPLICE DETAIL cle'talls, Is a6 10' -0i D.C. (max.) NOTEi Details I and the 'preferr;�L-d att.achmeht MYthQds. vw_.Thg *��As 11oHdbirid! and `bi�-dclmg' are. sometimes -�Braclng' ATTACH STRONG . PA . TO mistakenly used-'In-terchangeably. Is -an 'or WEB V/'W 10d -CC MMON Important -structural eequlrementi- -of Any floor A7Lg.11 (4) 10a -V GUN or roof system. 1�'etet- 4co. +H'L-*; Truss besigh WxW) NAILS Drawing (TDD) fdt4 'the.' brQtlng .requirements •for. -each- Ir1dIVIdUaL truss component. Bridging;! particularly -IstrongbpKk.- brtdgI?-f9'- recpmmeh-datIcih- foi- bL -.truss system to help i cohtrol VlbratloNl. rh: add11+1on' to! aiding. In the ClIsIttl1b.UtIon of point' lbdeW -be-t.weeo* 0AjQr_ent strongback bridging, serves. to reduce STR13NGBACK BRIDGING 'bounce' or residual. �1b.Pd-.tj.bh. 'resul-ting from S I I Qu E moylmd polri-t loqdg, ;5LI ch as fowtstepz- io ID, None r4 uMed The performance 6f flPor systems -are 1 0 (E) 10d C1019�?ON.CU148 X3,0' Jab, V3 5) ,'all enhanced . by the Inttallatll?h of strohg b.a ck 11 Irij I NAILS . Ol 2 (4NIMU S RONGBACK,- 31OX/GUN Z< TUF AT EACH END. d brIdgIn and •-Oie!'gfor.e. -W . ' strongly, recommended AND.BUTTWOF RESTRAINED'. SCABcOfi VL13CW ATTACHby Alpine. SIRONUBACK TO BLOCK V/. (3) Iod COMMON (0.148IX3.0!) NAILS For addl+ionat In.fdf-matidlh regqrdlfig strongback 11R-Widd BOX/GUN. (0128WV) NAILS, bridging, refer tp :BCSI M4116IIng Component Safety Informailon). STRONGBA.CK BRI-11GINQ ATTACHMENT ALTERNAIJYE� M rrwcommNy r I; . .. ---I EEC The MUNNY -W 13793 P- MW/M I QW. 200 p— 4h.. MA*1&WVia1gb1s.M01 ALRIM ypy _AP11.t_W MM& -Y. ty-,w I V LL.' PSF T&= D L PSIF N6.70.861 JC M. 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Bulsn saagwaw gxz oq•ul WON paaa9Vvgs S0moa 1i:'0 ,b }o SMOa (g) OM} Bulsn S.aagwaw yxz oq•ul 1IoN -lauvd ua){oaq aqq. WIq}IM aq q.snw (S) 44.8ual .lagwaw qv:)S (D + cl>�B) = MIA-8ual aagwaw apls wnwiulW •aov3 aad gvms aua lddy 'aagwaw paBowop so sapadds puv 'apoja earls awo3 rsaagwaw apis qxg oM} .ao yxg OAJ = (S) <g) oa.av pa8owvp jo apls gDva uo'aauo"Ip Bulllvu wnwlulW - 0) uojgDas pa8owvp jo gq.Bual xow ,81 'oaav pa0vwo¢ . (B> 11v}ap slgq. g}IM Aldwoo qou op q.vgq. s.alvda,a atuv aoj aaan}ovdnuvw ssn.aq. aqq. q.Vo}uo0 pa"C' o aav ssn.aq. Aad saloaaq OMq. uoq} aaow ou puv launchgxgagj.1M sassna}�Cld ajbulsaoa0J a ppvnasl u6lsap slWl 'aagwaw qaM ao paogo uas{o.Iq gq•IM ssnaq. v aoj salodaa saijlDads OVIMoap slgl ua>10Jg J0 pa>{:)b.4:D qU:A flEAK-EYFRY 7WRO. BOARD FAIRIOFREtAT-TERS WO 9. Mot- ofV41O.Y m QQJeet if -ill, 8Fo;6,;V1'D,1cx1-1.0 fl �E-Y FRAMNOA are T.RL!Sq; IJN13ER VALLEY -FRAMING VAL�F-Y RAFiMR-,OR RIDGE Cffi 'i ' PU2 1pAleb,4'-V'fdr-30psf L)' d2dpsf(-Tp).Mzix. lQQpQM 'sa that ciiiiir- laamlops sm jared'Ketwegn rows., -4 IQ'td&49lW- (14)alod-fate-nalls Mfdet&.tWp-2x6 sleepers. S. "Sidejidt td-wo, 3.160 t6rGadus.4841 slaRper.j&.tru$s i..trP- 4 X6&tOv.-AV1 B. Fruffid to (Q11), $.:to.o-tda-naQj. -1.0, .11, 'Tplulo -32. -crjo -to-P uln'. 31do-t4.'"9mr .13. :Q1 * f 4 i6cF'wL--n2ll5. NOTEe.1 . IS OMMZW NAILS dLed gqh. tress , TV; LU h '.Sb 40 54 'PC 11r, It ZO 7 '? DATE: sc o .0 o o DRI . 'OT-Aft 0# ' BC-LL 0 -0 Q 0 LDj,'Qj.Bb 4-7 61 a 9 1 Simpson Stiong-Tiell Wood Construction Connectors Face -Mount Hangers - I -Joists, Glulam and SGL 5' These products are avaBahle with adrltlonal conoslcn protection. For more Infomladon, see p.15. Codes: See p.12 for Code Reference Key Chart. 0 I* _ip jdstenera:." - -,;A[ ab lelo93g.� j �1(N Code - •� - - - "�i : F P-o �:.z�w. � . SPF/HF• • :y '.:'Spgdids.Headie Bet,. s j . - y :: ;Mf :Fit Fade ;Julsf tt , - 'Fl oar S Wl.Boot. of - �:'Upl.. _ • - Min. 6 b` 1 -1 2 �10 1 72 IUS2.56116 26% 16 2 (14) 0.148 x3 - '0 1.660 t ;;C51' 805 1,425 1,555 1555- Plix (16)0.148x3 - 70 1,105(1;d05'1:96 fz55 1,i55 1,_5, 212 x 16 MIU2.56/16 - 211,6 15346 2'h - (24) 0.162 x 31. 0.148 x 11i 230 3,455 3,92014.045 2.970 3,370 :3,480 _(2) x 1'h" 974 U314 _ (• ✓ 29m 10 iz 2 - 1,945 2.20512,375 1.675 j 1,895 12.045 HU316IHUG316 _ ✓ 2?i61 14Y4 2% - (20) 0.162 x 33i (8)0.148x1Yz 1,515 2,97513.360'3,610 2,565 2,895 3,110 - 2%x18.. MIU256LaE ,..,;':.', ; : ..^... i(<. ° ` 29 =` ` ,47 e ` 2Y >-..<> 6):9.163X31 ='+ :•,2).O.a 6 4�k ' " (}i ` '345 :k A,. 4iY%45 3122].� 3 480. 480 FL LA l •.'_.%'" � Htlo1$ MIU256/20 2'h z 20 ; • - 2R5a j 19Ye 2%z - t2810.762 x 3'h (2) 0.148 x 1 Yz 230 4,030 4,160' 4.060 3,45513,495 3,495 MI15fi%20:-> ':. `'r''s✓ '2Yie 7r4c;; t= 28 O'�2.$•33jr'"S D-{98`x4''Ix;' :' : 0'.: "b3Q'4� 06fL.31.465 a 495 3495 .2'Yi 2% x 9'/a to 26 ' 2W wide Joists use the same hangers as 2'h" wide joists and have the same loads, _. 11U Iv a72/9;;`"t=•�:2:::'^; �:....1-:• • .Y- . �-c 31e�;: JY+.s`,�.2'IF-.lY-- ::il'6}Dj62i13�ix�ii:'., �23Utq�ti5•r2.�753�Yf2,., 1,960 2�245' 2:925 O40x3= 1 592;G8f�$b2ff1n;25..2305'126052;BOD IBC,. 3 �% MIU3.12/11 • - 3Yc 11'/5 (12010.162 2Yz - x 3Yi (2) 0.148 x i Yz 230 2,880 3135.3,135 2,475 2,695 ! 2:E95 FL ( x 11 HU212-2 / HUC212-2 t • ✓ 314 ION 21h Max. (22) 0.162 x 31h (10) 0.148 x 3 :.; 95 3,27 ( 3,695 3>970 2,820 3,180 :'s,495 � � f1U325/1ti'I}ipJp 2$412 :; : '.:': _`:`{2dj 0_.6K�;%z>'` `'(7'2ZU:1'9�"z3: 15: 35Zb {'4�3Q }J35 3 F175 '3,�© 9;735 HU8 �5/a6f ' :;" J ',; ,. , f 3,54� :? 1i'x✓Je,:' r',-. `h9 q: ' 2ti}b.1621r31�Z 0.1'48 xZi _ '5il 2x97 ? 360 6iii: 2:560� 2;'B90:� 3,1b5' HUC3,2�11C' 2z 5-}z�-,2'h._$;5953 ..4 3�� 7i0' 3:71ir FL �.. `; 3 i'2X3ri: '�(lU�_(1IGZx4Jth;' �f195 9TADq�tl00.; 97D� 7(82$ r-T825 7;B25: IBC. NGU53.25!]2 ' •" ::::' :.,: : g �a� 1Q '1' a- -'827t:3'�:' ftt4 ii20) 0162 x9 504ll D 3D `� 1(14 ,4Q0. $ 085 ' ;OBS' 8,085FL ::- .d . ,.Y4.;�2h SOS (12);'fa°:k2Yz;SO�2bn 5 J2GS '._G.,31hx514 HHUS46 - 36% 5Ye 3 -2 x 3'/z (6) 0.162 x 311 1.320 2,785 3,155 3.405 2,395 2,715 2.930 HG11S46 • • - , 35i4 I 4ti6 4 - (20) 0.162 x 3'h (8) 0.162 x 31S 2,155 4,360I4,885 5,230 3,750 14,200 4.500 7 HUS4B (3.'f;iexJs. F}f11US4& f "r: - � 3t '7''kf 3� - ;[22j-O:j62at3Yzi. ;`(61-D:1fi2�'x.3 }�`:& ; B�ZiG' 4770 ;5;74.D 36�5'9,09'z 1:h15 = (36}0:1fi2 $Yt (12)b162Y.3f/z:' 3 . r46�i 7A6D ,T46b G415. 015. 6,415 IUS3.5619.5 - 36% 91h 2 - (10) 0.148 x 3 - 70 1,105 1,345 1,455 1.02011,160 1,250 210 2,305 2.615 2.820 1,980 j 2,245 2.425 1 MIU3.56/9 • • - No 89is 2k5 - (16) 0.162x 3'h _ (2) 0.148 x 1'h U410 • , • j ✓ 3115 8% 2 - (14) 0.162 x 3% (6) 0.148 x 3 970 2.015 12,285 2,465 1,735 (1,955 2,12D I HUS410 • •' - 31i6 8'9S6 2 - (8)O,t62x314 (8)0.162x31/- 2.990 2.125 2,420 2.615 1,820 2,070 2,240 f 3Yz x 9 h HHUS410 • • - 35% 9 3 - (3010.162 x 3 Yz (10) 0.162 x 3'k 3. 65 5,635 j 6,380 6;145 4,845 5,4B6 5, ^ ! HU410/HUC410 • ! • ✓ 3i'i61 8% 2'/z - (36) 0.162 x 3 z " (1210.162 x 3 1' 3,2 < 7,460 7,460 i,460 E,415 E.415 V 6,415 i HUC0410-SDS • i - 3-i6 9 3 - (12) 1'a x 214" SOS (6) Yi x 21z• SDS 2,265 4.500: 54:) ': 500 3.2•i0 � 3.240 2 ,A0 HGUS410 • I - 34 91'6 4 4'h - - (46) 0,162x 31 (16) YV x 2'h" SDS (16) 0.162 x 334 (12)''W x 2Yi SDS 4,095 5,555 9,':00 , 9,100 6.720I 6.720 9,700 6.720 7,825 j T825 4,840.4,840 7,825 4,840 18C,, (�' LGD3.63-SDS 3% 8 to 30 MGU3.63-SDS •! - 35% 9Y4to30,4Yz - (.24)Y4"Y.2'h"SDS (16)'/a"x2'h'SDS 7.260 9,45D9,450 9.450(6.805 6.805 6.80577 i ` : ', 71475a561i18$'.;'`';-' 7x1^ ,12 S0 .13D 14 5 .{LII)'-0:152'It-3'h:; _?(21;p.148 1!!z',::'Zj�,•0` .IPA-'2„775:2695 2,695 '.n = '1�4f4 :e'i ix_'± . ✓: 39hs '.';gip 1'2" - [:':}i6}OY6 x3h ? ' 'C6D] Bx3'' 3 12 4 ,J "23 61''2,82b 9bp1..,.. k 2 _45 2;425 `• :1]HUS410 :;' it :.�'-'_, '.�6� g;,"..f :��;=' 4{'3DJQT62X'3T4E''. •:(1G)01627C3� 3.`u5 5;635�6.380C�4't _ 4$455t4$6 5,$'y5 . 1 1 3 4is ". 10Yz?y :2' (1p}D,1S2�3i'} `(1Q). h 34,E 2G6fI 3025 32 $ .2,795 3%ax:it?%:11Uk727 (Jif�412;'a.`:• •:i•' l �.�`�lb K s 7:1D.A6-`-.. ;21G, !, (..).,162xfi:`.,',:�t6)O;T48>3>" .. .. ;)Fk9;,'2:695i;2f85`'�'890`2,'QSD.`:2,315 .27a;2596 2;490 _ _l.. .fiiax'(22)..0i6fl1i.h°,: ,i1D)D'141)X3 C 114.32%�n953,9])12,420,.3080,3,425 , HUCg41� SaS ;.1.: `11.'.,y., ; l '. r.=: �. 'i.1-4) Ya'.z 2'H.SQS, , •(6�'j4 x2h" SAS �h� �( ...tF4�. - ,r4., �7 -3;6i:{%-it;C3Q r: ;:)_j0'f6 '+.. 4e ;:;`•j56f;Oj$2K3'fz (2p)U:1&2X'3n; 5040�11A0 $4UD 9;40D 81085 SD85 $,OBr LGU3 f18 SDS t :-:; 35/q; : to3q 4�z '= (i6j ka<fr.2Yz F OS j321 �n k2Yx S� '5yS5S '6; 4fg.7go, 6-.;2f7 4:84a C 4;840 a,840 e 3D 4?h _ 2: ,Rx25k S11 76}'i4"x2�h:SDS 945¢V;450' t43b 68D5j6905 $;805, HOU3,£"a SDS -... •. •} i. _ ` 33e, 11 to30:`:43i..:- f36}?/4°..z2h`-tDr.(L4).%.N,21t".SDS 0 146 See footnotes on p.150. :rpyv2t•:Y 186 T HA/T HAC Adjustable Truss Hangers E { �v� � This product Is preferable to Similar connectors because tr+ . of (a) easier Installation, (b) higher loads, (c) lower installed 0 cost, Ora combination of these features. The THA series have extra long straps that can be field -formed to give height adjustability and top -flange hanger convenience. THA } hangers can be installed as top -Mange or face -mount hangers. THA4x and THA2x-2 models feature a dense nail pattern in the j straps, which provides more installation options and allows for I easy top -flange installation. { Material: See table Finish: Galvanized. Some products available in DW11 coating. See Corrosion Information, pp.13-16. II Installation: • Use all specified fasteners; see General Notes. j The following installation methods may be used: • Top -Flange Installation — The straps must be field formed over the header — see table for minimum top -flange requirements. Install top and face nails according to the table. Top rpils shall not be within :'4 From the edge ofthe too -Range members. For the THA29, nails used for joist attachment must be driven at an angle so that they penetrate through the comer of the joist and into the header. For all other top -flange installations, straighten the double -shear nailing tabs and install the nails straight into the joist. • Face -Mount (Min.) Installation — Install face nails according to the table, with at least half of the required fasteners in the top halt of the header. Not all nail holes in the straps will be filled. Nails must have a minimum ,/. edge distance. Straighten the double -shear nailing tabs and install the joist nails straight into the joist. The face -mount (min.) installation option accommodak s 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, TFIA218 and THA413. For all other models with more nail holes than required, the straps may be installed straight or wrapped over the header, with the tabulated quantity of face nails installed into the face and top of the header. The lowest four face holes must be filled. Nails used for the joist attachment must be driven at an angle so that they penetrate through the comer of the joist into the header. • Uplift — Lowest face nails must be filled to achieve uplift loads. Options: • THA hangers available with the header flanges turned in for 3va• (except THA413) and larger, with no load reduction — Order THAC hanger. Codes: See p.12 for Code Reference Key Chart { ° , Double-Shear zr Shel� ^_ _5=' Nailing iNaTmg SideVievr. ` : � Top View Do not "`":- * bendtab I- •t� lye tYPical 1w far 2Yi.'far and THM426-2 TRA422-2 THAC422 V4., TH4422.2 IM426-2 - j I• 'r THA418 THAC422 SIMPSON II�THA29 Double 4rr2- Use full table value 2 face nails (totao Single 4x2- 4 top nails See Face nails Top nails naRertahi ` (totaq per table pertable r Straighten the double shear na7 ng tabs and hrstall nags straight into fhe joist Typical THA Top Flange Installation on a Nailer (except 7HA29) THA422 Face -Mount (Max.) Installation Straps may be installed straight or wrapped over w(th tabu ated face naffs installed into top and face of heads spa Dome Double -Shear `- Nailing Side view (Available on _ some models) double shear nailing tabs and install nails straight Typical THA422 Top Flange Installation on a 4x2 Floor Truss THA44 Face -Mount (Min.) Installation iyplLau +rvic� Top Flange Installation er to tnotu 5 p.187 THA/THAC Adjustable Truss -Hangers (cont.) M These products are available with additional corrosion protection. For more information, see p.15. M 0 SIMPSON _ Motle1' ; :.No. •;, _ 1 -�Dimensi6ii�.2. '%R owalg koatls _ _ -E. d'� UPIiTi;loyrjinw; .1Wi4 i00� (115 460 a .125/1b➢J A Iuwable:Goads ', R'oDfY.: Uplift (Elpbr. Spoa. Wind . (,fill (100J' :(115). } _ .. i125/980) Cade Ref. W' ,<. ,`H' = ': HeaBe' flangeBepth : .:Car fn9:MeilibeE':;':' ' a•.. ..:'-'.::-:. ;. ,.; ,:•'. ,'.: ; _. (io7 Au7 :; s,F?ied:-i Member• %:, 7`S-xtt,�: r•:ct4ts"L4 -..s'r �.�. r-.r'".:ttt':F't')rta(LQa_S�HIiI�I#r,• zs'ac{. Tr airs r -.''�v'"ti^}e..n..if 7 ,.-�j-e'r THA29 18 1'A 9 Tie 5'/e 2T _ � 0,148 x 3 - ( 4 } () 0.148 x 3 (6) 0.148 x 3 (4) 0.148 x 3 525 - - - 525 1.1501 1.750 - -- - 2,610 12,610 1,750 459 1 "30 1 33n ) (6) 0.148 x 3 (4) 0.148 x 3 2.810 450 1.985 i; +>)5 1; ++n5 .7P9213," 1 : _i7e':`.i +'fir i= :' + Tr.i (4j01'Rii-z3-: i D14Qx3 ~(2}0.149x3 0:14BiS•9z ^` i:44 t9:s. c5g`;' us7_.' - i;1 9 S1iT1`I :!,uli THA218 ( 181 1% 17% 5% 2 (4)0.148x3 (4)0.148x11V2 1`46a'1466 1.^:60 - I t.110 1.1+C 1 1: it THA218-2 _16:r.1i;1T::_'Yrs,"B:;-_2.t:-: '4J0>1B2;x31k 012'.X3z. 61A:a4X3r':"'F,'"uf'1aa;(,'i995.''.z:1»9C: i;5i+ 1,515•: IBC, FL. THA222-2 , 161 3% 224',e 8 2 - (4) 0.162 x 31z (2) 0.162 x 314 (Q0.1480 - 1,380 1,W5 i,99F - 1 !?^0 1,515 1 s'S I fHfi4 1H `;3 r �394 ;d1c• •:•�1 ,'.. • =I 41i11 tY 7r8" ` ' d14748ii "`__ 1.: - •: F 'rs r1995 1^{n5. 1`i 5 '. t i.fi5 ' THA4'8 16+3Y. 17'/z177/s 2 , - 1(4)0.162x31h (2)0.162x3'h (6)0.148x3 - 1,960 1995 - 1A90 1,515) ,'Cris r h` M THA426 14 3% 26 77% 2 - ;(4) 0.162 x 3'h (4) 0.162 x 31/2 (6) 0.162 x 31/2 - 2,435 2,435 2,435 - ' 2,095 2,095 2.095 ;TilAd27i2�1 ' t} 9?/r- -'2 `...,z '05.6.2t'3fz;(4):D{62e }� (gjj0�6Zfc,3'h: :, 3 3t1133 Q ; 3330' -. i2,8fi5::2,Q65 ,2,865 : FL THA426-21 14 1I 7% 2635e 9Y. 2 - 1(4) 0.162 x 31h (4) 0.162 x 3'/z (610.162 x 314 - 3,33013.330 3,330 2,B65 2.865 2.865 'c.�t="-i�'l FL6' �fi. N. �R}'j4_�r','t`Svi "I �g.-•1 4 h1j�dor1, YF.`„s a. �7- 4.. � : �'. . >.., c- ..:� r y450 .•t'�'�_ 3 .,?' . ( THA29 18 : ! 1 "A 9r14a 51h 1 9'Ye - (16)0.148x3 (4) 0.148 x 3 525 2,265 2,"°5 2.265 19150 1450 L en W855 17v"1) '2G(j• 21=5 :THA218 118 1% 17%S 514 - 173Se - (18)0.14Bx3 (4)0.148x3 2,450 2,450( Vfitl 735 _2101 :1U51 2!CU L-:<_s:�.i:•_...i._�i�1.✓J..` THA222-2116 3rh 223u & _ -<1'4$,`, I^- �'•;_ 14'ie - �4,161$3Jz( (22)0.162x3:4{6)0.162x3'/z D11i2jF3?%'1i8�� 1.855 .z.3r 3:310 �ai(L'S�iifi_; 3.310 3.310 1;59.5 1.595 2:cd5. 2.545 ,8 u =,84^,1 _:?.,84o 2 ;5 IEC, FL LA TNR41a-' ..7£s .>33b:1 s'4Yz: ° 13Tsr;:w q'pt9 0;r A4) ,149x.3; �� ., �,- �n�3L'7:,' 35:3:-oG.2;{tG _lam. 1: 05 THA418 + 16 36h 17'h 7 A - 14% ' - (22) 0.162 x 3Ye (6) 0.162 x 3Yz 1,855 3 310 3,310 3,310 2.845' 2 34S;8 }r� 2,8$5THA426 14 3% 26 7% - 16Y,a - (30) 0.162 x 31h (6) 0.162 x 3'/z 1,855 4,415 4 480+ 4,48D 3.855 W 3,855ffa42 K':i:1?k .162.4;745 ":4,745, . FL 1THA426-2 14 7'/< 2fiYia 93a - 18 - (38j 0.162 x 3'ix (6) 0162 x 31z 1855 552015520 I 5520 4,745 4.745 1. Uplift loads have been increased for sarthquake or vAnd loading with no further Increase allowed, Reduce where other loads govern. 2. Wind (160) is a download rating. 3. Min. top Range rerers to the minimum length of strap that must be field -formed over the header. The tabulated loads for the THA29 with I W min. top Range are based on a single 2x carrying member, all other top -flange installation loads are based on a minimum 2-ply 2x carrying member. For dx2 truss carrying members with double top chords, use the specified fasteners for full tabulated values. For single 4x2 top chord or naler applications, refer to the Nailer Table. 4. Face -mount snstallation loads are based on a two-ply 2x canyfng member minimum. For single 2x carrying members, use 0.146' 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 aver the truss chord according to the top -Range nailing requirements (see drawing an p.186) and achieve full tabulated topflange installation loads. 6. Refer to installation instructions regarding fastener installation into carried Rolstt) member. Based or. the installation condition, nails will be installed either straight with strafghted double -shear naling tabs or slanted. 7. Fasteners: Nall dimensions in the table are fisted diameter by length. See pp. 21-22 for fastener Information. a 187 Simpson Strong -Tie' Vdood Coristvuction Connectors ' Face -Mount Joist Hangers G`aEENEO 1 This product is preferable to similar connectors because ,`, '� a ofa) easlarinstallation, b) higher loads, c) lower W Installed cost, or a combination of these features. The double-shyar hanger series, ringing n m the light-eariadty i LUS hangers to the highest-capach 1:1GU S hangers, feature ir,rUvaiive double -,hear nalfng that distributes the ;Lad thrcugy f tyro Faints on each joist : tali Mr g=realer strength. This allows for I! fewer nails, faster Installation and the use of all common nails For the same connection. i For medium -load truss applications, the MUS offers a tower -cost alternative and easier Installation than the HUS or THA hangers, while providing greater load capacity and bearing than the LUS. Material: See tables on pp. 194-195 Finish: Galvanized. Some products available in stainless steel or ZMAX3 coating. See Corrosion Information, pp.13-15. Installation: • Use all specified fasteners; see General Notes. • Nails must be driven at an angle through the joist or truss into the header to achieve the table loads. • Not designed for welded or nailer applications. Options: • LUS and MUS hangers cannot be modified • Concealed flanges are not available for HGUS and HHUS • Other sizes available; consult your Simpson Strong -Tie representative Codes: See p.12 for Code Reference Key Chart S I Double -Shear i NaMo � Top Vega i I syra• Double -Shear Nailing f 'x Side view. ! Do not bend tab _ Dome Doubleyhear I t, .h NaTng Side View Ovafiabbon i p some models) j T lar2Ks 11is'fr.r 44 � � - a:=•t H LUS28 HHUS210-2 SIMPSON . At MUS28 r ywl K oy HUS210 (HUS26, HUS28, and HHUS similar) zwe Ko HGUS28-2 Typical HUS26 Installation with Reduced Heel Height (mulhple member fastening by Designer) 0 N F .Q (L 193 LUS/MUS/HUS/HHUS/HGUS Face -Mount Joist Hangers (cont.) P 1. See table below for allowable loads. i' Dfoeiisions rn ' t;Fasieilers;"±';' feel -�a - . = : ::: C'iuiyin8 ' ' eda •. ::Height.:: H::: Single 2x Sizes 1L1S24 •' :." : Sh' ' " :,: j 1 a' :$Y'.`.`,'j"a?;' ': LQ) 4•i9Pi><3_: ' :'t (2} 0.148•x3 =" 'Li1S26_:,'':F'.:1[411.14613':". MUS26 f 4 % 18 1116 53.. 2 (6) 0.148 x 3 (6) 0.148x3 HUS26 4s/,c 16 1 % Sri 3 (14) 0.162 x 3Yz (6) 0.162 x 3'/z AGUS2B::le';='t?Sc, � _,� :;12� '�`��e a' =•53'e ` :;5"' '.(2!)j't0:i62z:3';i:::18}U,1G2a€�Yr:: I.I1S28,::;::.:43'u=''; ••T.:1$;.:;:j�!ie�. -6��::'73'i: ':..(�4!td8'Sl9":::;'-(�;0i1d8X3'�:. MUS28 6% 18 1 ins 6% 1 2 1 (8) 0.148 x 3 (8) 0.146 x 3 HUS28 j 61h 16 15A 7 3 (22) 0.162 x 3'5 (8)0.162x31'% HGUS28 j 6% 12 � 15/6 7 ii 5 (36) 0.162 x 314 1 (12) 0.162 x: E11S210:: 11is".^T :H��'Z'14::' `�:=83e•`.':. �;16;:' �'litp`'" t;:9`:i'::=�:'3;�'=j30):g.JG�t3h:: ;t1p):D:1E2�)(3?[z; .AGus**,., ::''$eSs%:;:: J"rti'I' •1:5� : 81b :1 =.5 ,:::{9fi)_O fr2S40k ::t]6)07fi27c3'>7e3 SIMPSON . 1 , These products are available with add lonal corrosion protection. For more information, see p,15. For stainless -steel fasteners, see p.21. Many of these products are approved for installation with Stmng-Drivel SD Connector screws. See pp, 335 157 to, more information. IJlodel :Nu: -- _ : - - ;'DIN, ..T.tl:arisx,a:-,- 'ti l fYfa, Fldor•'1�'• 'vu' ��a.�)*, �140k. ��ha),_ ' oo' 'W ndx.< .,(1�5j '>,16➢) . �SP::A71ow,�le:Lfiatls,>':- :dJ h t, :,flou ,Boot'c'VYtnd. �{160J.1.k.(la�:::{ti5j (125),_ (160) �:SP.F/1f�')tltowableloads-� - :Upliftt ':''.:Flaor:''Snow' : floof• '' Wind ;;.d160)-,(tOD) ' . .:'Code . Ref. Single 2x Sizes U_SR4-' •at=• 1:`.s.,.i.,;s, s ... -.. �1f�:'.Y� =a8'�©�;;�T�N}S-F m_. : i155°�: '".7'Zp` � -'$21��-':t89D'�:565 _: .` 6D5.::'77➢,.' WS26 1,165 865 990 1.0-10 1.355 1,165 935 1 1,070 1,150 1.475 865 635 725 785 1.000 18C, FL, 1;180. `7SG'. L4 HUS26 1 3 11 2,735 3,00.5 3.235 3 Z30 1,320 2,960 3,280 3,230 3,280 i,15D 2,350 ^.660 17M 2.7;;r! HGUS26 <:�.:z1394 ,.,44fij4 r_5,39Q` ,,S 5_, ,.�;690;' '522t1`;>`5;39D; ;5739Q:.';"'67. '3;61Q985• IBC, FL WS28 1.165 1,100 1.260 1,350 1,725 1,165 1,195 1,360 1,465 1.730 865 810 925 1,000 ( 1.270 :MUS28;':_ y�3?. s73U,Iv,97:1 ��r.1, 0�2ll: _ I8�5..!';:2735'.�2�5.,2256;.:,1;16i�:.':2:Z7D',`j' I;455; �.575. .:�c_5 LA HUS28 1,760 4,095 1 4.095 1095 =,095 1,76,0 4,095 4,095 4,035 4.095 1.a80 3,520 j 3.520 3,520 Z0 6'=%7275s''7275'::•7:325:.-ur3'r;Q.:�i3:820" :3,915•= '4,25'' 18C.FL WS210 1,165 1.335 1,530 1,640 2.090 1,165 1,450 1,655 1 1,775 2,270 865 985 ; 1,715 IBC, FL, L,_. :•3i1:S210:;•.; :.. r. •_ ...'.'' , - .. ,1,120 ..1,500 LAr. H6L'S21n 2.090 9.100 9.10D 9,100 9.100 2o90 9'•OQ 9,10o 9,100 9.100 1 45 6.340 6.730 5.730 1 6,730 _ 12=.FI. ID 1. For dimensions and fastener information, see table above. See table footnotes on p. 195 HHUS/HGUS See Hanger Options information on pp.93-99. 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 ib. • The joist must be bevel -cut to allow for double shear nailing HGUS - Skewed Seat • HGUS hangers can be skewed only to a maximum of 45". ,Allowable loads are: HGUS Seat Width Joist Down Load Uplift W < 2" Square cut 0.62 of table load 0.46 of table load W < 2" Bevel cut 0.72 of table load 0.46 of table load 2" < W < 6" Bevel cut 0.85 of table load 0.41 of table load 2" < W < 6" Square cut 0.46 of table load 0.41 of table load W > 6" Bevel cut 0.85 of table load. 0.41 of table load 194 Acute 'side bpecffy angle Top View HHUS Hanger Skewed Right Qofst must be bevel cut) All joist nails installed on the outside angle (non -acute side), 1. For dimensions and fastener information, see table above. See table footnotes on p. 195 HHUS/HGUS See Hanger Options information on pp.93-99. 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 ib. • The joist must be bevel -cut to allow for double shear nailing HGUS - Skewed Seat • HGUS hangers can be skewed only to a maximum of 45". ,Allowable loads are: HGUS Seat Width Joist Down Load Uplift W < 2" Square cut 0.62 of table load 0.46 of table load W < 2" Bevel cut 0.72 of table load 0.46 of table load 2" < W < 6" Bevel cut 0.85 of table load 0.41 of table load 2" < W < 6" Square cut 0.46 of table load 0.41 of table load W > 6" Bevel cut 0.85 of table load. 0.41 of table load 194 Acute 'side bpecffy angle Top View HHUS Hanger Skewed Right Qofst must be bevel cut) All joist nails installed on the outside angle (non -acute side), Simpson Strong -Tie" WoodConsiruction`Connectors SIMPSOi1i These products are available with For stainless Many of these products are approved for installation additional corrosion protection. steel fasteners, I with Strong -Driven SD Connector screws. For more information, see p.15.. see p.21. See pp. 335-337 for more information,. -"';;!. .Mode( '{�b,c- � , j.;I'; -l.-,•.Z'.:'1=,' .• .:;:.- �3;�b�i,aAB wa4{ed:dad�i�-•:;��.::;�'�SP1=(HF,'Allowahlglcads'' v 14 NE€i Netgbi 0$; jAj.• ! :'f3'`':=g..' Carryiny:;i;,, '_ Car lad.' - fiJpft C looi Sildw fiyef' Niirid d)piift 'flobr Snriw sot Wind Code nef.. .:':,•tom:._ : c;'•°:'. 1:' : .. `IdelDb�r "' f7Bmber : F?6t r{3Q0)_ {1T6Y '(125); (1s0) 1.((60); 110D) (jj`.{12$) (160)' 1 1 Double 2x Sizes I:L'US242• -.y;1'li: /a:2x3�''"(2}0;1R5:':l'.h;•'(AD' 1,370HHUS26-2 4%ls 5% 3 I(14)0.162x31 (6)0,i-b2x31h 1.320: Z830 i 3.190 3.415 4.25011.135 2,435 2,745.2,93513,655HGU526-2 4 its16 5% 4 (20)0.162x31i (8)0.152x 31h 2,155'4,340 ( 4,850 5,170 5,57511.85513,730 4.170 14,445j4,795 Z12, :j;2 0� 910:�1130:1;280 •7385 1.745 IBC,F�':7 e; :':$'; (Z2 D3fi2X3fIt 6j101^Z3~' ^;iBY ?( 65'=?1�B1D Srv5; 5 80 1515.3610 .4,13$ 4,435 5.145. LAis;Jg2:kP r1 j12}QJIE2 ;31k 3235 i 460 r 460 74fiQ 7'4E(1 ,7)1 •5,415"fi;415, 6i41516,415 LUS210-2 67/w'h 9 2 (8) 0.162 x 31h 1 (6) 0.152 x 31.i 144511,830 2,075 2,245 2.830 1:245 1,575 1.785 1,930 , 2,435 BN4(s 8% 3 (30)0.162x31h (10)0.162x31/z 3,55(1 i 5,705 6,435 6,4E5 6,4$5 ( 3.3i3514.905 5.3408 1,k 91is 4 (46) 0.162 x 31h I (16) 0.162 x 3 h 4,095 1 9,100 19.100 9,100 19,100 13.520 1 7460 7 BZ5 7,825 17,825 Triple Zx Sizes I }(Gl9$2fi= 7S.''1 :. s;' ;'�2r .{is,.5�?;:• ::;( �)-b16 X_'' 'i {0 , 52X311i'_ 5a:1 vd,A�i¢B5Q."s1 �`'.5i °i:`aB55 3i7.30 :A170 14, 45. 4;795 IBC FL. FIGU528 i!s/jq,"1 •.:13;5s 3Y+ 4 �13G)77162 3Ft� 12)�1(i 3h. -3285` 46 46©! j,A B 27 0 6;415 64 5 6;415, 6;415 LA HHUS210-3 8% 14 4% 8z/. 3 (,30) 0.162 x 3'h (10) 0.162 x 3 2 3.405 5,630 6,375 6,485 6,485 2,930 4,840 5,485 5,575' 5.575 FL ` HGUS210-3 85is 12 415.5e 91/4 4 (46) 0.162 x 31h 06) 0.162 x 31E 4,095 9,100 9,100 9.100 9,100 3,520 7825 7.825 7,825G E7.825 7780 IBC,FL,� :>}I6l3Sitid 3; s`124 •"72 4 55 9g�14 4` (6s}f 1s2x334 .(22)nt)i z3?4 s9 1612570125:7o-iz ~ 74�?5'a:90ri:.s,isD `B Isfl':43iLA So:l slsa I -- Quadruple 2x Sizes { ;855':3,•7S0. 4.77.b:. 4,d.45:i 4,795 IBC, FL, HGUS28-4 7Y4 12 6i'is 741s 4 (36)0362x3k (12) 0.162 x 3 1h 3,235 7,460 7.460 7,460 7,460 2,780 6.415:6,415 6.41516.415 LA HHUS210-4 8?4 14 61A BIA 3 (30)0,16201h (i010.162x3li 3,405 5.63016.375 6,4B5 6,48512,930 4,840 5,485 5,57515,575 FL 1 608210:4_,- 9i '`sl f;5c..93fc •': _d`. 'iJ6) 0,1,'S2st3?%z(Fir01$$z'h. `49A=`� �7flD"Q sJl1>0:3;52D .7.,'8.'S:782825�.7,025 ;,H6U5 b2 4 ` J 12 $sfs 1b5fi 4 [all) 0162x11z (2Q) Q 162 K3'rz, ) 0a r �4tii�4& QDtt 78G; :7 --b S 7.7@111 > 80, IBC: FL l LA :;H,6US21'44,.,12$% 1�a 6fis 12°i4 A j56Jb1112a3/�,(22)pj62x,3M14{ `5"69;tQ�2 10,'125ai1j25Sb�2551,1900. 8710; 6:7�0.$,710.�B,710 i I 4x Sizes ! :0T74.;i'72fi5'�,5.;:51i1:`.$B5° 1AA.S 1:090',1,370: 16C.FLi H131iS46 c_ r�8 ' 12 = a'Is 4✓i' ' + 4> (2b) O T$z123't (6) 0162 x 31� r a dSgO 4tMa 3;730 ` 4A17Q 4;445 4,795' � �,+iHUS45_.•.,'° ..... -43Se+. • 116.; :.. , -f a/4;..'.5iio:�r3.' 14 {)1 2%3'/z { ).: rb.......`j6):Qd6`1:k31i=�:1' ' ., f., � i"-• .. `8r3,: .��.,,.9`_�...�':.:.•'?;, ::. 9_ 3" i5.'.''!i''LS'•Q:.1i135i ., 2;435:: 2,745 2;935•'3,Ti55: i i LUS48 4'/e 18 3N 63'4 2 00.16201h (4) 0.162 x 31h 1,060 1,315 1.4901 1.610 2.030 i 910 1.130 1,280 ,1 1.385 1,745 IBC� j 1 HUS48 61% 14 3s/w 7 2 (6) 0.162 x 31/z (15)0.162016 1,320 1,580 1,790 1,930 2,415 1 1 135 1,360 1,540 1.66012,075 Vr i �) HHUS48 614_ 14 35/e 7Y, 3 (22) 0.162 x 31h I (8) 0.162 x 31/2 1,760 4,265 4,810 5,155 5,980 17 515 13,670 4,135 14,43515,145 HGUS48 6'/is 12 j 3% Ne 4 (36) O.162 x 31:1(12) 0.162 x 31h 3,235 7.460 7,460 7,460 7460 2,780 6.415 6,415 16,41516,415 I „ t9 'e; „ .-:61k,° _ 78:j 3b(si }3 :' 2 •(H Q782it:9' v (6)`0 b 'J;93o' 2:435, (� );NifiriS`41Q' 8 1a'ss -9,;` x31 (dQjE}?62x3fi1{1D).4162t3?lz 3`> $705 8135i,c(�iis•ii5'3;_6S: di905 5:535 .5:5 5 cSi5 j96)0.362)(3_#3]6�.1)tt62iK3'f;'i095'9Y0C_.�704';9;1Di S.jQD°F3520' 7;$25:`/825.7,825' i825 IBC.FL.j n -. LA i 1 PGUS412 1ON 12 35/s 101/s 4 (56) 0.162x 3'i 1(2D) 0.162 x 31h 5,655 9.G45 9,Z 9,4=5 9.047 =.^0'0 7.-BD 7,76G 7.T80 7, 80 HGUS414 �._ 11 %s 12 35% 12'/w 4 1 (56) 0.1fi2x 3 /z - I (22) 0.162 x 31h 5.695 10,125 o 10,125 oy 10,1�5 'To i _ ,125; ",90D 8.190 8,190 8,190 9.190 ) I Double 4x Sizes =.d-w{I6}0:162:jt'3?tz:.�16JO1i6Lk9'3;433J. :.. • - :95.•. ij9 ° 9095. •"p9�y29501.7$20:'7820 782o Z,82D 5.... i . !. 1 r!HGU5737�12 •'1Dt6' �2. 40a 1Q45s: A (fi6�D,16etX,3�fe (20 OlbZx'3�hz83S J95 993 9Z29�r 3a00 7995'.•'7,995..7;995 7,995, FL i =HGl1ST�7�14'_ : 11g . ;.12 7i5 i 1235s ";4 _ L681'.i116�x 3(f. _E22)i♦ 1.bt X8?i,088' iabaP Cit�DO JQt50D iflfl0r 4 8FQ' 9ib30 9.034 `9;Q30 9;030 i :. up Ouus have been increased for earthouake or wind loading with no further increase allowed. Reduce where other loads govern. 2. Wind (160) is a download rating. 3. Minimum heel height shown is required to achieve full table loads. For less than minimum heel height, see technical bulletin T-C-REDHEEL at strongtie.com. 4. Truss chord cross -grain tension may Gntit allowable loads in accordance vrith ANSVfPI 1-2014. Simpson Strong -Ties Connector Selector° software includes the evaluation of cross -grain tension in its hanger allowable loads. For additional informetton, contact Simpson Strong -Tie. b. Loads shown are based on a two-ply 2x carrying me ; xuer minimum for raled hangers. With 3x carrying members, use 0.162" x 211' nails In the header and 0.162' x 31W in the joist, with no load reductior::rddh single 2x carrying members, use 0.148' x f 1ri nails in the header and 0.148' x. 3' in the )eist, and reduce the load 10 0.54 of the table -.slue. B. Fasteners: Nan dimensions in the table are feed dEmeter by length. See pp. 21-22 for fastener information. 195 196 Simpson. Strong -Tie` Wood Construction Connectors Face -Mount Truss Hanger The HTU face -mount truss hanger has nail patterns designed specifically for shallow heel heights, so t'rat full ailovrable loads (with minimum nailing) apply to heel heights as low as 3%'. Minimum and maximum nailing options provide solutions for varying heel heights and end conditions. Alternate allowable loads are provided for gaps between the end of the truss and the carrying member up to'h' max. to allow for greater construction tolerances (maximum gap for standard allowable loads is 'Is" per ASTM D1761 and D7147). See technical bulletin T-C-HANGERGAP at strongtie corn for more information. Material: 16 gauge Finish: Galvanized Installation: • Use all specified fasteners; see General Notes • Can be installed filing round holes only, or filling round and triangle holes for maximum values • See alternate installation for applications using the HTU26 on a 2x4 carrying member or HTU28 or HTU210 on a 2x6 carrying member for additional uplift capacity Options: • HTU may be skewed up to 671/x°. See Hanger Options on pp. 98-99 for allowable loads. • See n ' . IAtt L C F 1- e g neenng er - at stronghe.com for installation with Strang -Drives SD fasteners, Codes: See p.12 for Code Reference Key Chart Min. heel height portable Typical HTU26 Minimum Nailing Installation HTU26 "/d max. gap between end of truss and carrying member HTU Installation for Standard Allowable Loads (for 'h' maximum gap, use Alternate Allowable Loads.) Marry of these products are approved for installation with Strong -Drives SD Connector screws. See pp. 335-337 for more information. Standard Allowable Loads (1/8" Maximum Hanger Gan) SIMPSON _N. AN1111- Alternate Installation - HTU28Installed on 2x6 Carrying Member (KIV210 similar! - ..ti:,:Mo ti�:� Diniens)ons i' - - r.Faste`e' L n rsit% - - )`:•� gFLS1i74 ovva' e[o£ds'_'s`.I nd,„-'.�. 4. pl,.,,; ,�, $ fo a e. gds. . P,,Flf�F'AI_ w bl N.. �rzss i� g =' me :Catlr�;` _ stU "(,'' ` QFfou� i•Snow:..•Ru f,:!;:\Nf`C .i: :.0 Gfi !. Elo'r-'•:;Sirbw' o' ! N[Ind::Ref. Single 2x Sizes 'H7i126',? '.t; _ `' <;:iz- 1:�ei. 5m's.33ii (20j1)1622it3 .. �': (11 y).148.I 1x .) •} fd" . � �� :E!i�--. T •6r�:;'�iw;rk.�'. F .e"8G I.s6"o0::•:;4:ci60`j'i;630 5S q1aq H1t1r^6jMin.i t_'r:3'% 7-1 f:.�.`_:.i7�35.s':';120)'f)12x3i.: i `. • . _..._. 114}iDl&t:'3;250 Y:.. ='7i.4Ta„Q;..25(� n:.. HTU2fi{Agax� _•!5ffi°: `1` 5F6; :,3�f�..::(?Aj0:1.6L13_:, t2',0 ;0;148.x?F�i55° .-94 ;,r3y i2i%%0(T; <7;335i:2530 Z85�' ;3:ti5L!'.:3'45➢' ISC, HTU28 (Min.) 37A 1116 i 7i'te 13, ( (26j 0.162 x 314 (14) 0,148 x 1'h 1.235 3.820 3,895 3,895 ; 3,895 1.060 : 2,565 2,920 2.920 2,920 FL. HTU28(Max,) 7Y5 15A • 7%I 3?2 (26j0,1620% (26)0.148x1'rz 2,O9-0 3.820 4.315 4.65r : 5.435 1,735 : 3,285 3,710 ":(!05 i 4,675 LA lIIU210`(Min.):="-3?ta:•,:4%;�9:s.3i/i, (32)•0;{62x31g: �j:Aj0:148�n:134`; f"1;�9tL��:.`a��3D;-'�rwuEs'k9i]J:'::1,145:'��.tS,:a='Z%'::t,225:.325_ 2x fiTt1210:(hAax�:;', 171 -1; T95ie11,RW4J.")(1:1.62z3_ui Sizes _ Double j H j1d26•Z (Hi t:): ' 8?a a, 3s: ;SUs i'] X2D):0762%3:✓z ={}9)D 14Bx9. ,s(3 ;3?. fA` 1,305i':l,Z$➢ :2 09g 8;255..2 4E5 [iJ1JP6=2 {MaX.j r5Nz';:': iSe :5'hs; '3'F,,;(2UY-0a62)39#, OjQ 1�dz:3. �23 5 41} 3 e0 _.:., _':9 a b 9 ,: aa3" . •1,8 0 259g:-z,fi55. . 1080. 3;655 H1U28-2(Min.) HPJ28-2 (Max ,i 37A 3Na 7'ia j 31',s 7Yfs 334 (26)0.162x31z 7yrs 3 § (26) 0.162x.3'./z (14)0.1480 0.148 3 1,530 3.820 4,310 4.310 4,310 1,315 2.85513,235 3,235 3,235 IBC, - (26) x 3,485 _ 3,820 315 4.055 5.325 2,995 3,285 ' 71u'.. 4�005 - ; lio LA ;FIh12T0-2(MiP�t .3T%:f334e::9yc.. S�.;;l3ZJ;Oil'62it.34::t:i1410:1d8::X S U j=a815 -8j5 BYS b.i3.530.,`3,61-0:3,690.1.5,610 �HTU210-2'(A19i ;. Bea s: '•3�Ss. 9�s' '31� ,1321U.782x 3 rx: ; (32r4 #rrB.Y�; •Ji,1fp :�78a, 3 hi„ =9'. 'G-�)u,5 �3r535 4;G43 •�5i:5 �:320' .5805 2. Minimum heel heights readred for full table loads are based on a minimum 2:12 pitch. 3. Uplift loads have been increased for earthquake or wind loading with no further increase allowed. Redr.•ce v:'here other loads govern. 4. Wind (160) is a download rating. 5. For hanger gaps between %' and W, use the Alternate Allowable Loads. S. Truss chord cross -grain tension may limit allowable loads in accordance with ANSVTPI 1-2014. Simpson Strong Tie" Connector Selector' software includes ti:e evaluation of cross -grain tensb-t in its hanger allowable loads. For additional informaUan, contact Simpson Strong-Te. 7. Loads shown are based on a minimum two-ply 2x carrying member. For single 2x carrying members. use 0.148" r.1 h' nails in the header and reduce the allowable download to 0.70 of the table value.'rhe allowable uplift is 100% of the table load, s. Fasteners: Nail dimensions in the table are listed diameter by length. See pp. 21 22 for fastener information. rn Simpson Strong -Ti s Wood Construction Connectors smnP$oi�' aE-je Face -Mount Truss Hanger (cont.) Many of these products are approved for Installation with Strong -Drive SD Connector screws, See pp. 335-337 fcr more information, Alternate Installation Table for 2x4 and 2x6 Carrying Member I .• �.:r . ::,:.'; �'? •sMin:r' = ; �:-<•.,, _, �. .Fasleners�m.j �- : ' ' -:UFtS{?:{Ifawa�ile.Losd"'ti „�:.::�: ;• '•SPHNF`Aliawafiie.l:oads� ' a "!feel t#ptLmum [ r : L L ;'a Code' ,Model'":: fsb Hejght 6egfr Carfying, _ . Cazrled Uplift sF1o4C34n6in Rood 1 Wtnd Uplift +FlQor Snow Rpof': :YJin'd !(125) : '(160).... qef. .y '16b (1fTOp d #475)r , (#25) 50� (1s0) (.11 HTU26 (Mtn.) 3'/e (2) 2x4 (10) 0.1 x 31A (14) 0,1Q x 1 /fi CM 1.470 1,6W, ,,700 1,8i5 795 1,265 1.430 1,540 1,515 HT1.126 (Max, 5% (2) 2x4 (10) D,162 z 3Ya (20) 0.148 x 1 Yz 1,240 1,470 MOD 1,790 2,220 1085 1,266 11430 i,540 510 IBC. ! .t{Tl)2t3Niajrj t 7+1s c'2) 2i 6'.' j2� 4_yE2x3�/z (?b� o l4s z.t yF< �197 r �94iT',;MR 3380.' FL. LA', t-}}TUZi4(fJIaC s}< {Zi2%6: (29)i1�62M9'fz - �3?�-0.146:jc;1?..fi�_ 2 = 2"wit S Hrf - ,3903 23�3:..2,534 ,2°5°_ ,`3,0NR.:8,360 - 1. See table above for dimensions and adds Tonal footnotes. 2. Maximum hanger gap for the aftemative installation is 14'. 3. VYnd (1601 is a download rating. 4. Fasteners: NO dimensions in the table are listed diameter by length. See pp. 21-22 for fastener information. Alternative Allowable Loads (1/2 r Maximum Hanger Gap) " '::;.:-{•:- `:;: '"f),i e'A6lonsin: .F•.as%ets"t FJ - .F. -: grief; e : . oo . . W f d. t. :100 160 Lade e . 'R f �: •:�:.._�..: ... :1- H..9h -... <Mr(tllierS '_luleiutier-F+ .:ram:,:, „, .,ri .�:o� : _ :. p.... ::.: ar..(lU0)__f?;;(?25i'?16D'.....:)' s-,. - - - 160 ; 15 •.1 - - Single 2x Sizes 4,51J '1;5it) i,5'•u' 1 HTI}26.((JI1L);'"':.3iq 1e,{{ 5fie• .3�%z .(2D){�.162X3'/� 7$6X "h x%1151)94i 31A4.43�OD nfi1 I_ ry3Tf0; ,g10., 7955, 1:955: 7;955'; 7:955. i let . i kifU26 (k4ax) 54z ,13e; ; 5'he "33i• r3% (2U) Q 1622 3'. ,(20i 43Q z 1 Y. ;1�2594: ' 9?D 1 �G?4 ] 04a HTU28 (Min.) 37e 15. 7 A. (26) 0.162 x 3'h (14) 0.148 x 1 % 1,110 3,770 3,770 1 3,770 3,770 955 2,825 2,825 2.825 2.825 F1, I LA HTU28 (Max.) TY, 1 SA ( 71is 314 (26) 0.162 x 3Yz (26) 0.148 x 1 ih 1,920 3,820 4,315 4.69-5 5,015 1.695 2.565 3.235 3.41.10 13,765 ; :.itl3rz U; 9iii:"-; __.,1 to � �?%::: '#5,'r =9�s•• t._._.._-, _5'h:19�O:1Q23t3" ( � ``l4'Oil � .xa�Ya� l.i..� x2� � � �3fi,All:';8'6U{1,�8�U(f:: 9�611Q=�:�7,5':.�)l00`'�2.iOD.; .2°Z00' 2;700 .• . -! ` �ift121D(Max} 9Ya fi t'9a:'th (32JA#f23fh:($2kDi48xiih `p �+T70i026 b�D�rrD�U _ 2itD0 3;030 37&5 3,765(•3,Z65. I Double 2x S'Izes 62x33`i- XI ):0 $x3' S" 4t%:=�"� 5flQ3i?33DQ1>1;305. x,2D5' -2205: 2�d5 2205 iT1�62'(MaljS�z, 3'Cs _5?!., 3Sii` (20J{116�7C Yz (20)D.1a8xd ,l .'190 stt7 33DD r�50� 1i&5i 2206.:2j2[55, 22D5 ;2205. HTU28-2 (Min.) 31/a 135'w ( 71ie 31h (26) 0.162 x 31h ` (14) 0148 x 3 1,490 ( 3,820 3,980 3,980 i 3:980 1.280 2,865 2,985 � 2,965 1 2,985 IBC, FL, HTU28-2 (Max.) 71/4 ; 355111 7316 31h (26) 0.162 x 3'h (26) 0.148 x 3 3,035 3,820 4 1',-; 4,655, 5 520 2.610 2,B65 3.2335 3 4, 0 1 4.140 LA yT1(210-{'liii) '. 3t%'c Nrs93?L: 155 °3;190' Hil}210-2 ttex ,:+:9Ys - 35ye '4�e a4 5 fiPx3%z->i32�0,1'467(5 '6554 4•:95* 3"2' at7 ii; 0- .3,3}5 .3530=:3. '4,300 :4,655 1. The maximum hanger gap is measured between the joist (or truss) and and the carrying member, 2. Onimum heel heights required for full table bads are based on a minimum 2:12 pitch. 3. Uplift loads have been Increased for earthquake or wind loading with no further increase allowed. Reduce vrofiere other loads govem. 4. Wind (160) is a download rating. 5. For hanger gaps between Ye" and'k", use the Alternate Allowable Loads. 6. Truss chord cross -grain tension may limit allowable loads to accordance with ANSUIPI 1-2014. Simpson Strong -Tie° Connector Sslsctor'soffware Includes the evaluation of cross -grain tension in its hanger allowable Icads. For additional informaton, contact Simpson Strong -Tie. 7. Loads shown are based on a minimum two-ply 2x carrying member. For single 2x carrying members, use 0,146' x 1 W nails in the header and reduce the allowable download to 0.70 of the table value. The allowable uplift is 100% of the table load. B. Fasteners: Net dimensions in the table are fisted diameter by length. See pp. 21-22 for fastener Information. l= 197 ri a 0 m c Simpson Strong -Tie'" t•Nocd Construction Connecters $�MP$ON 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 flanges concealed, provided the W dimension is 21`,6 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 100% of the table load. Specify e5 an W version end specify flange to conceal. • For any HU or HUG shown in this catalog, the user may substitute all face nails with 1/4" x 1 Ye TWO 2 screws (Model TTN2-25134H) fcr concrete and 1:: x 2W Titen 2 scraw, i644del TTN2-25234E-') for C:Fi:tlilJ. Follow all installation instructions and use the loads from the sawn l mbj or PAIP sections: Material:14 gauge Finish: Galvanized; Z1 AXII and stainless steel available Installation: • Attach the hangers to concrete or GFCMU walls using hex -head Titen 2 screws. Titen screws for GFCMU CA" z 25k' — Model TTN2-25234H) and for concrete 014" x 13'r — Model TTN2-25134H) are not provided with the hangers, • Drill the Y -diameter hole to the specified embedment depth plus 1/F. • Alternatively, drill the '/,fi -diameter hole to the specified embedment depth and blow it clean using compressed air. • Caution: Oversized -diameter holes in the base material will reduce or eliminate the mechanical interlock of the threads with the base material and will reduce the anchor's load capacity. • Titen installation Tool Nis are available. They include a Yn" drill bit and hex -head driver bit (,Model TfNT01-RC); a did' x 41/2' drill bit is also available (Model MD618412). • A minimum edge distance of 1 V? and minimum end distance of 37/e' is required as shown in Figure 1 for full uplift load. • 1. A1ere no u.:l'ill load is r&cTuirc-d. a rrinirrrum erd diSLO'o of I Y is crennittad. Codes: See p.12 for Code Reference Key Chart HUC410 HU214 Figure 1 — HUC410 Installed on Masonry Block End Wall Figure 2 — HUC410 Installed on Masonry Block End Wall 237 Simpson Strong'-Tie'�'VI/6o . d Consiruc tion Connectors onnectors HU/HUC/HSUR/L Medium -Duty Face -Mount Hangers (cont.) a These products or-- available with additional corrosion protection. For more information. see p. 15. SIMPSON V-9 RK Standard- ;'-- - - '*�Gonaealed " - -* 71 7. -tFC �C -, - , 4'arst.. I.i .- i I., .. i fe ,, �'S 61 11 11 - -, Re!.- HU26 HU26X (4) 'A x 2V4 (4) 1'4 x 1 1A (2) 0.148 X 1 1h 47 335 1.000 335 1.545 HU24-2 HUC24-2 (4) ','4JX 2-Y4 (4) Y4 X VY4 (2) 0.148 x 3 380 1,000 380 1 1.545 A 22_Ld'XYA N. 1 � HU26-3 (Min.) HUG26-3 (Min.) (8) 1/4 x 2 i14 (8) U, x I -Y, (4) 0.148 x 3 760 1 2.0100 760 3,200 HU26-3 (Max.) HUC26-3 (Max.) (12) 1A x 21/4 (12) V4 X 13/4 t (6) 0.146 x 3 1,135 3,000 1.135 3,950 HU210 HU210x 8) 1/4 X 24i (8)Y4X1V4 (4) 0.148 x I Ili 545 I 2.000 760 2,415 -AF q0."-zA1- 111.1210-3 (Min.) HUC210-3 (Min) (14) 1/4 x 23i (14) A x 115 (6) 0.148 x 3 1,135 1 3,500 I 1.135 4,920 HU210-3(Max.) HUC210-3 (Max) (18) 1/4 x 23/4 (16) 1/4 X 1 Y4 D) 0.148 x 3 1,800 4,9011 1.800 5,085 HU212,2 (Mini 1 NIC212-2 (Min) (16) Y4 x ZY4 ;16) Y4 x 1 N (6) 0.148 x 3 1,135 4,000 1 1,135 4,920 HU212-2 (M.1 HUC212-2 (Max.) (22) 1/4 x 2:V4 (2 Z) 1/4 x 13/4 0 0) 0.148 x 3 1.350 1.3'.0 5,085 2- U4 -YUb2i N, HU214 HU214X (12) x 2#'4 (12.1 A x 13/4 (6) 0.148 x 1111 1.135 2.665 1.135 2,665 HU214-3 (Min.) HUC214-3 (Min.) (18) % X R4 (18) 1/4 x 1 Y4 0.148'x 3 1,515 1 4.500 1,515 5.055 HU214-3 (Max.) HUC214-3 (Max.) (24) 1/4 x 23/4 (24) 1/4 x 1 V- t12) 0.148 x 3 2.015 5.085 2,015 5.085 4. 1 R 92 HU216-2 (Min.) HUC216-2 (Min.) (20) 14 x 25/4 (20) 1/4 X 1 (8) 0.148 x 3 1.515 4,920 1.515 1 4.920 111.1216-2 (Max.) HUG216-2 (Max.) (2 15) 'A x 23/. (26) W x 1 Y, (12) 0.148 X 3 2,015 5,085 2,015 5,085 A,),z *2Y.- R A- 3 HU7 (.Min.) (Not available) 2) Y, x 23i (12) Y. x 1 (4) 0.148 x 1 545 1 2,980 760 2,980 HU7 (Max.) (Hot available) (16) 14 x 2!Y, . ...... . �`. (16) 114 x 1 IN T (8) 0.148 x I 1/z 1,085 3.485 1.085 �2' 3,485 Y 1 V Hull (Min.) (Not available) (22) 'A x 2:4, (22) 1/4 x 1 ;.-T (6) 0.148 x 1 1/z 1,135 3,230 1.135 3,230 HU11 (Max.) (Not available) (30j 1/4 x 2;14 (q, 0) '14 X 1 V4 (10) 0.148 x 1 1h 1,445 I3.735 1,445 3,735 HU -8) -i'466m," -�",j Hui MY nx 238 STAGGER JOINTS - TYR-A UPLIFT/SHEAR ANCHOR — EACH TRUSS - SEE PLAN NOTE, ADD'L FRAMING NOT SHOUN FOR CLARITY �� RAISED HEEL TRUSS BEARING/ A E M NT9 SK.I RAISED HEEL ROOF TRUSSES TSEE PLAN ROOF SHEATHING- SEE I 6OFFIT/FASCIA- SEE ARCH. RAISED HEEL ROOF TRISSES -SEE PLAN RIBBON BOARD-... . FEE SCHEDULE FOR SPACING I FASTENING w m BBON BOARD- SEE TRUSSEES6 :HEDULE FOR SPACING I OTENING TO TRUSSES WALL 6HEATHING-6EE PLAN MIN. 15/32, CDX PLYWOOD OR VI6' OSB WITH SA GUN NAILS 6 (0J31' X 2 1121) O ' O.C. TO UPLIFT/SWEAR GYP, CEILING- -MASONRY UTALL- RIBBON BOARDS ANCI4OR EACH SEE PLAN I SEE PLAN TRUS5- SEE PLAN SCHEDULE DO NOT FASTEN RIBBON BOARD MASONRY.WALL- INTO END GRAIN OF ROOF TRUSS SEE PLAN BOTTOM CHORD RAISED HEEL TRUSS BEARING/ 5 SCAB, Nre k,SKI RIBBON SCHEDULE DESIGN CRITERIA RIBBON MATERIAL RIBBON SPACING RIBBON ATTACHMENT Wll•166 MPH (2)12d GUN (0.131' X 39 (vaed-125 MPH) 2X4 SPF-2 24' TO EACH TRUSS, 14) EXP. B, NAILS AT JOINTS ENCLOSED VUlt-160 MPH (2)12d GIN (0,131' X 3') (vaed=13S MPH) 2X4 SPF4 16' To EACH TRUSS, (4) EXP. C. NAILS AT JOINTS ENCLOSED SK.1 Piggyback Detail - ASCE 7-101 180 mph, 30' Mean Hgt, Partially Enclosed, Exp, C, Kzt=1.00 180 mph Wind, 30.00 ft Mean Hgt, ASCE 7-10, Part. Enclosed Bldg. located anywhere In roof, Exp C, Wind DL= 5.0 psf (min), Kzt-1.0. Or 160 mph wind, 30.00 ft Mean Hgt, ASCE 7-10, Part, Enclosed Bldg. located anywhere In roof, Exp D, wind DL= 5.0 psF (min), Kzt=1.0. Note, Top chords of trusses supporting piggyback cap trusses must be adequately braced by sheathing or purllns. The building Engineer of Record shall provide dlaganal bracing or any other sulteble anchorage to permanently restrain purllns, and lateral bracing for out of plane loads over gable ends. Maximum truss spacing Is 24' o,c. detail Is not applicable IF cap supports addition( loads such as cupola, steeple, chimney or drag strut (acids, Piggyback cap truss slant palled to all top chard purlin bracing with (2) 16d box nalls (0.135'x3.5') and secure top chord with 2x4 N3 grade scab (1 side only at each end) attached with 2 rows of 10d box nails (0.128101) at 4' o.c. 12 Up to 12 I Top Chord Scab (Typical Each End) d 6O V IW ITWODNIWINY 13389 Lak.1-1 N. ffonh City. MO 63045 ++ Flat top chord purlins required at both ends and at a maximum of 24' Intervals unless otherwise noted on base truss design drawing. Attach purlin bracing to the flat top chord using a minimum of (2) 16d box malls (0,135'x3.51). It In addition, provide connection with one of the following methods) Trulox 28PB Wave Plaavback Plate Use 3X8 Trulax plates for 2x4 chard member, and One 28PB wave piggyback plate to each face 3x10 Trulox plates for 2x6 and larger chord ee gg o. Att h Leath to I back at tl of members. Attach to each Face 8 8' o.c, with (4) Fnbrlcactlon. l� tach to suppporliing truss wt�fYt 0120'xl.375' nails Into cap bottom chard and (4) (4) 0.120'xl.375' nalls per Face per ply. In base truss top chord. Trulox plates may be Plg%yback plates may be staggered 4� o.c. front staggered 4' o.c, front to back faces, to back faces. APA Rated Gusset 2x4 Vertical Scabs 8'x81x7/l6' (min) APA rated sheathing gussets 2x4 SPF N2, full chord depth scabs (each face). (each face). Attach B 8' o.c. with (8) 6d cevmon Attach 8 8' o.c. with (6) 10d box naps (0.128'x3') (0,113'x2') malls per gusset, (4) n cap bottom Per scab, (3) In cap bottom chord and (3) In chord and (4) In base truss top chord. Gussets pose truss top chord. Scabs may be staggered may he staggered 4' o.c. front to back faces. 4' o.c. front to back faces, ..VNd"O- W-Q AND FVUUV AU. HIM HIM ON TDRAW= -ZIMTANTs. FILMNIM THIS DRAVDG To ALL, CONTRACTTRS IMMUDRG TIE INSTNJJ714. wss.s npulr. xtr..... In fabrl.-", horglhg, tiNpplm,�p hstallln0 and bracimy R.F.r to on os the latvvt .dtlon of SCSI (Building Canpaniint Safety InPornation, gy TH and SBCAI For sof vl :tic.v prior to p.rfornhg thee. fun M... Fn.t.tt-it .h.11 iii—lda 11-parary brad,? per BCSL 3 not nd th aril De HUp h., dd a ttN .. p l-(yni; any t.. tam f4 trmt-%t sh- Ing and batten di I hay. Irproperty esi inatallvd per SCSI vaeti.- 13, 37 ar 113, w ep�p-� pprnmant % pbt.9 tea restraint of' F., Iraa. and p altbn a. whom above and an th Jabt Drt.Es, unleea noted o�hrrNsv. er to draft. IBOA-Z For rt..dard plat. povltlit— pin., a dvislon of TTV Dulldlnp Conpon.nt. Group Inc, shall not bff rrsponalbl. for on d.vlatbn f d,-tng any Fal,re to hin th. tmas In con dih ANSI/TPL I. ar For hondi g, ahbpiro. AMIan & bracing of trw..a seal an th1. d d l q ar oov.r pap Usti? tfss dmWo bdcat.s acceptance of profoisbnal .w.rin rrrpv,vdlty valNy far tl,e d.0m sham. Th. vittalaWy and us. o/ tNy drad,g y are N 4t my .1AKy of th. Mcling Designer par AHSI/IPI 1 Sec& Flat Top Chord <= 36' CING 24.0' REF PIGGYBACK DATE 10/01/14 DRWG PB180101014 SG:abbed �i'g9:laack :ll,e•tal'l T1o+tet.Top' ch''gros uf. .i'Ugses stA -king Ipgyloack' cap; t0us$es:Must:1)e 'dequnte()*. 1606ted' by,s{ie'athing on pUM4is. The.-buklinq Eng(Meer of- keGArd. SHAll praylde- dlagorjal' )3rac(ng a'r ;ariy other -'suhEabte anahordge. to •perm4r.)' •t(y roestraln purllnsz and 1'ateral bracing for. out of plans loads over gable ends. :Refer to .Ehbfftedr's 'seated trLise design tipnpfng fbr• plggyback.;'ar.d base truss sQeclFlcatlons, Maxfiiuri "truss spaclhg. Is p2'4' o.2i Uetoll Is; het appllcdl)le• If -cqp, supporis nddltfonal loads .such 'as cupola; Steeple{ 6NIt 6ey, on' drag s+ru� �po Sr x .a^x4,2x6,PxB,2xl0 or 2x1'e, afe4: "ar 42 ,PT, SPF, .liem=Flr+;,• ++ 'Betall, :, 11 . only .for Full • overlap -of PIg9Ybnek cfiond as shown, or . SP au na'eded. Atta6h '•scab •to cne : face of :truss: wl th 160 '(01162.1ii3;5 -).-common +Walks. or 0128'..x3' gun Halls' + Gontlnuoas Lateral Braclne:.(CLB) as s ecl . ed 'on..-.-. suppor ling 2 3'..oa.. fihroLlghiout top Fiord.,' truss FTI�HGC.'drowing' or. at 2J"_.a;cri..►nst speeiFlad, _Attncki.'to each suppprtlh?. truss' with '.(2) 16d (0,162 x3 5f) - conMpn nails, >Xx Plggyb'gck 'nS 'pei? ' ITWBCG drgw(ngg. A+E'ach' to"'fop` chord, ,df racing :r�nterinl to kie sUpplletl and ri� tnghe.'d ak: botM. ends :to 'supportlijg.,truss Gsing elther ",the.''attachrien•C speclffecl'on a. sultab4'e :support by erection .cohtractor, .A�Ine dra Vi or .W1tFi - . un halls- un., fidlfsY: dti aa 8 : ddr ,for, -A CE 7-16,,1'6 . mph, Enz Efde,• Exp -B ,;Ci,,30' PH t'CI,B. (uMberr. 9,x* or 2X6 jig' or t!2.PT, SPF,'Rdm-Fin; `61-' SP, •6' oc.: for ;A$CE '7,A6, a60• Mf h, ;Part.• End. "Bldg,: Exp 8,.:30 MH' `CLB 'hay bW applled. to tpp edge: of suppgrting truss -•top 6.. oc;: for �ASCE .7.:-16; .180' .mph, °Ene, Bldg,. Exp..C;'•30' MH ` chord, (as. shown? or bottom 'edge of Supporting •truss' 4'',oc, .fpr ,ASGE •7>16, 480 'mph,- Part: Eric. •1;1dg, .Fixp' } MH top chard, iiok` toeniih `tocl( 'tp 'top .chord x{f�Fi 0,128'x3' gun ! ;nnlf5 H 41' oc,fi^gM ench 'face thr+pughout top chord. 24` Max..., _141'63ybock. Truss.. r. Ma°` :Scab' De*all 9!E CIE ,+ +:+ "Max.,� � Suppgrtlh.g Truss. Top Chord :B1ock 'Detail �- e° '�1GENS<e . . _ .::.� • i.NAR,Af;i.. vtht dMl niwv N.L. M=*' IN YM ERAWM °.. REF PZGCM3ACK rAlrth rugwur naxraaAvu+c m AI.L..IXNjRACTORs rwmn�s : asrAu� «r,,:. v . '• � ` 'ii7ujtrrs ..g3ri .iRle'"..khri-b tab* : ,.igVdlryx. M mtd.ara ' Rnfer •to:trr - ; ;yi: •� _... . S:G'AB iouq.. �. in`ase yOQM tx nrsl swsara ht_aai�r ern iprcw,a`�"V ror.'+nr 7 a DATE` Dl/OZ/201$: ::. • nCtM..f Miok+'tn•Wt"foMMOn..�n.mtio,ia 1iis;eltrrt s1Ypp.prbade-.?+�Pa'n.•! :n war wty'astastin+n spanw_orap•oa.* �.�:e e`n: a; .: _ ... DRWG PBSCAB16.D118 I IpW p {� res ah�l-hhvr• aao uea tSI-r.ctkiM 710 nr°q��fbPry PbtrJf b,..nch �n �: STATE. ... • .•..` . . .. .. ' • M LF1B Rrf o;.drn 4bov.,ar,d •nn: #w 'Drtnll� tiless:Yigl},f'C? r7f"t, q . Sw i? M�2.Joi_iri-04Ml Wntrr, pd. N •M:W'w1'a.dk ni [N Diit np conpoiumf:,G?o�,o !+ idtall riat�IK•re.pan iNr.iat_ .:nr"�y d�vfn l... :., o'� Q ^ .. tNr .pro. rQwtr.+e: awd +1pr' ir:ws .In'. fon /prnnnE..la+°NKt/TPJ 9,rnr. rnrt,henutrw. , :+� a RL . r" ANJIWCUMPANY hstaunt '.aradnil'aritrwsr,.� .., ... :... ' �,,. •;qj?s �..Ar`.e .,..+:. .. MAX, TOT::LD, 55: ,PSF N Q A sgal.an t sy n.rw or .` R .lbi�w' °,"wrk° y..'en4 ie" 'n/ °rw. 4.. �f•!� �'jut� G 1. Df7f2; IT 1�25. .61A,En,B,'C( ''Ex fn9uW§y ^!r ar SUM 2AY,' .. rp"'•nhY ry ��rM+4r ty,.,•q(iiti di-7YstprM�°R�'; Alltf/I1!..I lncd. f/f 1 4 , Ekth'Clllry:(do B30AS For imrA•hfornq lo,i •aff t{d� ,bb!i'gwxi8l; rr'papr'..ixf iBe,'si"ira i}ilrih ��:1111 �1 + . " A4P71 5:maW»Itrar,l TPL.r.r.'tpM+oi'0+•tBCN•.rvancipu�irf':a'ti •tC.n'r+iJc.Glo/.ar0;.... SF?1 IN-131 4�(� n --------- -- ...... ... ll-N. LIM y: . .. .......... ... : aE HAI-26,ERSCABVN G Amph E- ET I� ` wjh6t, ',-*-XP D A-S-t-.E 7—i.0 1-0: mPhl Q, Or, 1.41. .7.;05, :Mph :WIncl, CAT ...... . ..... lnt� r'oo*f',,, '0W0 �1--Mockm: J ASCE, .... ... 3 -.o.. e-cl --ariywherq.: f cl BC -i lb m, o. h ps;, w PA�i --6t0 o;#'I: TQ w.In 0 :RQ PIL three bf` ft-cip: c+H'6r. ilthmaad 16" Hh> :SC-O.: Q�:. 0 1.11 ..—, $�h e.) f. 1.*Q e.* e* ) ... ... .... " U"I", .... ......... C L�S .......... wr gr'd,,, e e ;.p ai NQT5-1; *B:ls; th g: re+p I, .. .. ...... .. .. ......... . ..... to A.- m D: TAU TUR'; CH DT' A-0, 708 EIR N DA 0"W U Y LINE t........ .. -tA,T,E- a ....... _. .. is .. i EX4. ::...............:....:::......... ........... ,•. ... 20:• •'hit wlnd•: GAT I��• `.EXAM C`•� ... .... M.ph<: w ..d.:.,EXP C: � ..... �?Pk? w �'CE 7�� 1b° ��5�0: tJn• Or^ €14;Q'•. `Ind` .E:XF�� D`: . .......... .. ... . :, :: ' e n .:: ert,� In: Y^s�f; hg:, b: :�O,n� f. � M�1�n. }�9... 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I fn i vi � fit �,•� i 1•i � _.� , r:k J i L 7y1,,1: �,,�i('• :`y�t`'{ilf{1inN�1M}7r��' i 11 h t i.+y�t! ; `' r•., k. 7. � �47��.4' 9''1 ,��:4:I,s.1��:11!" ��'�: �: 1>il: v. � I •� �; � `��- �:v ` A+ v�di�nmrri:::R�:rrm3iiiCavi►u.►nns'W:Tias-naiS *. T. G�ICIRD; 2X4 SG`AB; ;Cif f Aft �,�...-- ' � gg�•!rV1�R�re. rY" :kt�r'�»i1d1r :�i ;�+ht�,%fiFnl�Vw,�;i�. ��vt;t;'iar - n'dn q"1!!Os Rff»� +PS}1 �.. d �. ;r ... .. '�y �i� � �1. "7 �A?E€ TO%OI'%I4 f r l f 3 (a't p ;. A rti 3 . 'I �tnoy:�{PA: r;TeCR1.yl?r !a► .fr. �' 5,, P,$ -- - Pd r °t' :..•tt: Y4....: #.retie . ; , ............ ' i AD PL'US LLVE2 l t» .' t '..I`!' y.``apprrpPtR�fl�«bwftl#:. hUclvCnlJ.. a'4C9,h .. {a�rF; I� ��tE`. P.,...SU_..:.. .� J)CuB ik l.E.oliPirr�n4 . n �... �S,t. fNd. :� `h"d�' :.. Pill ...:R. r r�anrwRr ak b. ,• T .:,. 4Rarj� `it'uKrvAYw;r . .. :';.�,• �J—p dtiaSr bn:1M:a1.S►it. D"e_ 111E ».6F fiR F: SV: A,R Ci. .fit 1 :.�A , • ' . .. 1 .. d: n llt p# .�,. �� ;::�..:...: •:. ;_._ a:Rff!ri�aREb;n,. f1i6eA.e,2:f'hflA!WPT W'�i;,P.'9ta:�'"••%"„a�. ;T.�.Imp" ...,,.. nl)a� ,na. .: tk7D'SP.ltpl�a.s: :..,C»4N?t 1>!K+S ,,fy�;...M'.iq '''ith{>r '-`�q»i;�.ii'iIC''f.#Ki<N.Ni•ti!!�Xi�!+GZi{•�,jl�...:�'i'.,u��}'�"Y�...... '. ......'. ' •in.9tiB:L•'ekehonCltdvet: ` •• - •• � }.... w 7 �7'+.►:L,Pt.r:..,:;..nd;;FM.e;tifa'�ihwllf�'., i. ,.: ' .. ryy ... �t5"a'��.;! - IYI' Ea0 CIIy,1d0. aa%ge , � .: »t, ,S>t�µtr+scsf�q� 4r..bra1 iC yR»1�#r : ,. • ,; : .,-,�:::.u�......_ .__._...._.. _. _. . _ .. - .. - - i h s doclxneef t hey been elec oruc* signed and seSW using a Doff SIgrtature. Pnntod copies wi t bt ar original signaWro m St: bo vedfled usingft osig!W 8#ectror C version. COA 4.0 278 ,.....,��f 1J�S 10/29/2021 Neal. 708tI ALPINE AN NW COMPANY Alpine, an ITW Company 6750 Forum Drive, Suite 305 Orlando, FL 32821 Phone:(800)755-6001 www.alpineitw.com Site trformation: Pa e, 7 s,;; Customer Carventer Contractors of America J,Job Number. • N362326 Job Description: 7A5i320 ,4EHJH ,01 H ,RL01 f 4EHB / 2601 1 HAYDEN EXPRESS Address: Job Engineering Ciiteda._ Design Code: FBC 7th Ed. 2020 Res. lntelliVIEW Version: 20.02.00A JRef#. lXal89750112 Wind Standard., ASCE 7-16 Wind Speed (mph): 160 Design Loading (ps0: 37.00 ,Building Type: Closed This package contains general notes pages, 34 truss drawing(s) and 5 detail(s). .Item Drawing Number „ Truss 1 301.21:1607.53494 Al 3 301,21.1607.53588 A3 5 301.21,1607.53385 A5 7 301.21A 607.53900 A7 9 301.21.1607�54275 A9G 11 301.211607,53665 62G 13 301.21.1607.54133 L1 15 301.21.1607.53634 EGE 17 301,21.1607.54104 EJ3 19 301.21.1607,53619 CJ3E 21 301.21.1607,54197 CJ11- 23 30111.1607.53681 E.17 25 301.21.1607.53572 CJ5A 27 301.21.1607,54103 CJ52 29 301.21.1607.54008 CJ3A 31` 301.21.1607.53946 CJ1 33 301.21.1607.54165 HJ3 35 A16015ENC101014 37 A16030ENC101014 39 GBLLETIN0118 Iten1., Drawing Number. Truss „ 2 301.21.1607,53993 A2 4 301.21.1607.54087 A4 6 301,21.1607.53852 A6 8 301.21.1607.53791 A8G 10 301.21.1607.53883 B1 12 301.21.1607.53649 MEG 14 301.21.1607.54196 L2G 16 301.21.1607.53493 EJ6E 18 301.21.1607.53838 CJ5E 20 301.21.1607.53790 CJ1E 22 301.21.1607.54259 MG1 24 301.21.1607.53931 EJ72 26 301.21.1607.53415 CJ5 28 301,21,1607.53603 CJ3 30 301.21.1607.54025 CJ32 32 301.21.1607.54071 HJ6E 34 301.21,1607.53743 HJ7 36 A16015ENC160118 38 A16030ENC160118 Florida Certificate of Product Approval#FL1999 Printed 10/28/2021 4A9:00 PM General Notes Truss Design Engineer Scope of Work, Design Assumptions and Design Responsibilities: The design responsibilities assumed in the preparation of these design drawings are those specified in ANSI/TPI 1, Chapter 2; and the National Design Standard for Metal Plate Connected Wood Truss Construction, by the Truss Plate Institute. The truss component designs conform to the applicable provisions of ANSI/TPI 1 and NDS, the National Design Specification for Wood Construction by AWC. The truss component designs are based on the specified loading and dimension information furnished by others to the Truss Design Engineer. The Truss Design Engineer has no duty to independently verify the accuracy or completeness of the information provided by others and may rely on that information without liability. The responsibility for verification of that information remains with others neither employed nor controlled by the Truss Design Engineer. The Truss Design Engineer's seal and signature on the attached drawings, or cover page listing these drawings, indicates acceptance of professional engineering responsibility solely for the truss component designs and not for the technical information furnished by others which technical information and consequences thereof remain their sole responsibility. The suitability and use of these drawings for any particular structure is the responsibility of the Building Designer in accordance with ANSI/TPI 1 Chapter 2. The Building Designer is responsible for determining that the dimensions and loads for each truss component match those required by the plans and by the actual use of the individual component, and for ascertaining that the loads shown on the drawings meet or exceed applicable building code requirements and any additional factors required in the particular application. Truss components using metal connector plates with integral teeth shall not be placed in environments that will cause the moisture content of the wood in which plates are embedded to exceed 19% and/or cause corrosion of connector plates and other metal fasteners. The Truss Design Engineer shall not be responsible for items beyond the specific scope of the agreed contracted work set forth herein, including but not limited to: verifying the dimensions of the truss component, calculation of any of the truss component design loads, inspection of the truss components before or after installation, the design of temporary or permanent bracing and their attachment required in the roof and/or floor systems, the design of diaphragms or shear walls, the design of load transfer connections to and from diaphragms and shear walls, the design of load transfer to the foundation, the design of connections for truss components to their bearing supports, the design of the bearing supports, installation of the truss components, observation of the truss component installation process, review of truss assembly procedures, sequencing of the truss component installation, construction means and methods, site and/or worker safety in the installation of the truss components and/or its connections. This document may be a high quality facsimile of the original engineering document which is a digitally signed electronic file with third party authentication. A wet or embossed seal copy of this engineering document is available upon request. Temporary Lateral Restraint and Bracing: Temporary lateral restraint and diagonal bracing shall be installed according to the provisions of BCSI chapters B1, B2, B7 and/or B10 (Building Component Safety Information, by TPI and SBCA), or as specified by the Building Designer or other Registered Design Professional. The required locations for lateral restraint and/or bracing depicted on these drawings are only for the permanent lateral support of the truss members to reduce buckling lengths, and do not apply to and may not be relied upon for the temporary stability of the truss components during their installation. Permanent Lateral Restraint and Bracing: The required locations for lateral restraint or bracing depicted on these drawings are for the permanent lateral support of the truss members to reduce buckling lengths. Permanent lateral support shall be installed according to the provisions of BCSI chapters B3, B7 and/or B10, or as specified by the Building Designer or other Registered Design Professional. These drawings do not depict or specify installation/erection bracing, wind bracing, portal bracing or similar building stability bracing which are parts of the overall building design to be specified, designed and detailed by the Building Designer. Connector Plate Information: Alpine connector plates are made of ASTM A653 or ASTM A1063 galvanized steel with the following designations, gauges and grades: W=Wave, 20ga, grade 40; H=High Strength, 20ga, grade 60; S=Super Strength, 18ga, grade 60. Information on model code compliance is contained in the ICC Evaluation Service report ESR-1118, available on-line at www. icc-es. org. Fire Retardant Treated Lumber: Fire retardant treated lumber must be properly re -dried and maintained below 19% or less moisture level through all stages of construction and usage. Fire retardant treated lumber may be more brittle than untreated lumber. Special handling care must be taken to prevent breakage during all handling activities. Page 1 of 3 General Notes (continued) Key to Terms: Information provided on drawings reflects a summary of the pertinent information required for the truss design. Detailed information on load cases, reactions, member lengths, forces and members requiring permanent lateral support may be found in calculation sheets available upon written request. BCDL = Bottom Chord standard design Dead Load in pounds per square foot. BCLL = Bottom Chord standard design Live Load in pounds per square foot. CL = Certified lumber. Des Ld = total of TCLL, TCDL, BCLL and BCDL Design Load in pounds per square foot. FRT = Fire Retardant Treated lumber. FRT-DB = D-Blaze Fire Retardant Treated lumber. FRT-DC = Dricon Fire Retardant Treated lumber. FRT-FP = FirePRO Fire Retardant Treated lumber. FRT-FL = FlamePRO Fire Retardant Treated lumber. FRT-FT = FlameTech Fire Retardant Treated lumber. FRT-PG = PYRO-GUARD Fire Retardant Treated lumber. g = green lumber. HORZ(LL) = maximum Horizontal panel point deflection due to Live Load, in inches. HORZ(TL) = maximum Horizontal panel point long term deflection in inches, due to Total Load, including creep adjustment. HPL = additional Horizontal Load added to a truss Piece in pounds per linear foot or pounds. Ic = Incised lumber. FJ = Finger Jointed lumber. L/# = user specified divisor for limiting span/deflection ratio for evaluation of actual L/defl value. L/defl = ratio of Length between bearings, in inches, divided by the vertical Deflection due to creep, in inches, at the referenced panel point. Reported as 999 if greater than or equal to 999. Loc = Location, starting location of left end of bearing or panel point (joint) location of deflection. Max BC CSI = Maximum bending and axial Combined Stress Index for Bottom Chords for of all load cases. Max TC CSI = Maximum bending and axial Combined Stress Index for Top Chords for of all load cases. Max Web CSI= Maximum bending and axial Combined Stress Index for Webs for of all load cases. NCBCLL = Non -Concurrent Bottom Chord design Live Load in pounds per square foot. PL = additional Load applied at a user specified angle on a truss Piece in pounds per linear foot or pounds. PLB = additional vertical load added to a Bottom chord Piece of a truss in pounds per linear foot or pounds PLT = additional vertical load added to a Top chord Piece of a truss in pounds per linear foot or pounds. PP = Panel Point. R = maximum downward design Reaction, in pounds, from all specified gravity load cases, at the indicated location (Loc). -R = maximum upward design Reaction, in pounds, from all specified gravity load cases, at the identified location (Loc). Rh = maximum horizontal design Reaction in either direction, in pounds, from all specified gravity load cases, at the indicated location (Loc). RL = maximum horizontal design Reaction in either direction, in pounds, from all specified non -gravity (wind or seismic) load cases, at the indicated location (Loc). Rw = maximum downward design Reaction, in pounds, from all specified non -gravity (wind or seismic) load cases, at the identified location (Loc). TCDL = Top Chord standard design Dead Load in pounds per square foot. TCLL = Top Chord standard design Live Load in pounds per square foot. U = maximum Upward design reaction, in pounds, from all specified non -gravity (wind or seismic) load cases, at the indicated location (Loc). VERT(CL) = maximum Vertical panel point deflection in inches due to Live Load and Creep Component of Dead Load in inches. VERT(CTL) = maximum Vertical panel point deflection ratios due to Live Load and Creep Component of Dead Load, and maximum long term Vertical panel point deflection in inches due to Total load, including creep adjustment. VERT(LL) = maximum Vertical panel point deflection in inches due to Live Load. VERT(TL) = maximum Vertical panel point long term deflection in inches due to Total load, including creep adjustment. W = Width of non -hanger bearing, in inches. Refer to ASCE-7 for Wind and Seismic abbreviations. Uppercase Acronyms not explained above are as defined in TPI 1. Page 2 of 3 References: 1. AWC: American Wood Council; 222 Catoctin Circle SE, Suite 201; Leesburg, VA 20175; www.awc.org. 2. ICC: International Code Council; www.iccsafe.org. 3. Alpine, a division of ITW Building Components Group Inc.: 514 Earth City Expressway, Suite 242, Earth City, MO 63045; www.alpineitw.com. 4. TPI: Truss Plate Institute, 2670 Crain Highway, Suite 203, Waldorf, MD 20601; www.tpinst.org. 5. SBCA: Wood Truss Council of America, 6300 Enterprise Lane, Madison, WI 53719; www.sbcindustU.com. Page 3 of 3 SEQN: 67490 / HIPS Ply: 1 Job Number: N362326 Cust: R 8975 JRef: 1 Xal 89750112 T6 FROM: RAA Qty: 1 7A5/320 ,4EHJH ,01 H ,RL01 / 4EHB / 26011 HAYDEN EXPRESS DrwNo: 301.21.1607.53494 Truss Label: Al / FV 10/28/2021 6'1"4 i 12'2"9 18'3"4 21'4"12 27'5"7 6'1"4 6'1"5 60,11 3'1"8 601,11 9'10" 9'10" Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Sid: ASCE 7-16 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Kzt: NA Des Ld: 37.00 Mean Height: 22.84 ft NCBCLL: 10.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h Spacing: 24.0 " C&C Dist a: 3.97 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #1; Webs: 2x4 SP #3; W3,W6 2x4 SP #2 N; Bracing (a) 1X4 #3SRB or better continuous lateral restraint to be equally spaced. Attach with (2) 8d Box or Gun nails(0.113"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. :5X5 =5X5 E F 39'8" 10' 10, 19'10" 29'10', Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI 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): 0.259 L 999 360 VERT(CL): 0.481 L 983 240 HORZ(LL): 0.097 K - - HORZ(TL): 0.179 K Creep Factor: 2.0 Max TC CSI: 0.865 Max BC CSI: 0.863 Max Web CSI: 0.392 VIEW Ver: 20.02.00A.1020.20 33'6"12 39'8" 6'1"5 61"4 91101, 39'8" ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 1546 /- /- /861 f785 /303 N 1546 !- 1- /861 /785 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.8 N Brg Width = 8.0 Min Req = 1.8 Bearings B & I are a rigid surface. Bearings B & I require a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - C 1981 - 3037 F - G 1518 - 2011 C - D 1835 - 2773 G - H 1835 - 2773 D - E 1518 - 2011 H - 1 1982 - 3037 E - F 1525 -1892 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - M 2726 -1720 L - K 2369 -1414 M - L 2369 -1433 K - 1 2726 -1702 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. M - D 453 - 75 L - F 521 - 323 D - L 555 - 703 L - G 556 - 703 E - L 521 - 323 G - K 453 - 76 "WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS > 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 an fabricating, for safety practices pnor to performing these functions. Installers shall provide temporary. CriCr er BCSI. Unless noted otherwise, top chord shall have proper)v attached structural sheathing and bottom chord shall have a properly tl ri id ceilin Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or B10, e. Applgy 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 ANSI 1, or for handling, shipping,, installation and bracin of trusses. A seal on this drawmq or cover pa e ,is drawing indicates acceptance of professional engqmeenng responsibility solely -for the design shown. The suitability and use of This 1 for any structure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2. ,e information see these web sites: Alpine: alpineitw.com; TPI: tpinst.org; SBCA: sbcindustry.com ICC: iccsafe.org• AWC: awc.org ALPINE ANI COMPANY 6750 Forum Drive Suite 305 Orlando FL, 32E SEON: 674911 HIPS Ply: 1 Job Number: N362326 Cust: R8975 JROAM189750112 T12 / FROM: RAA Oty: 2 7A5/320 ,4EHJH ,01H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS DnvNo: 301.21.1607.53993 Truss Label: A2 / WHK 10/28/2021 6'1"4 12'2"9 17' + 2 7' + 27'5"7 6'14 6'1"5 49"7 5'8" 4'97 =5X5 =5X5 E F 39'8" 33'6"12 39'8" 6'V5 6'1"4 10, 10, 9110" 11 9'10" 19,10" 29'10" 39'8" Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.264 L 999 360 BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.466 L 999 240 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.091 K - - Des Ld: 37.00 EXP: C Kzt: NA HORZ(TL): 0.160 K Building Code: NCBCLL: 10.00 Mean Height: 22.58 ft Creep Factor: 2.0 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.680 Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Max BC CSI: 0.542 Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Fac: Yes Max Web CSI: 0.323 Loc. from endwall: not in 9.00 ft FT/RT:20(0)/10(0) GCpi: 0.18 Plate Type(s): VIEW Ver: 20.02.00A.1020.20 Wind Duration: 1.60 WAVE Lumber Top chord: 2x4 SP #2 N; T1,T5 2x4 SP #1; Bot chord: 2x4 SP 2400f-2.OE; Webs: 2x4 SP #3; W3,W6 2x4 SP #2 N; Bracing (a) 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. 10/29/2021 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 1645 /- !- /867 /786 /284 N 1645 !- /- /867 1786 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 N Erg Width = 8.0 Min Req = 1.5 Bearings B & I are a rigid surface. Bearings B & I require a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - C 2105 - 3292 F - G 1649 - 2207 C - D 1949 - 3025 G - H 1950 - 3025 D - E 1649 - 2207 H - 1 2105 - 3292 E - F 1674 - 2198 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - M 2958 -1835 L - K 2568 -1513 M - L 2568 -1532 K - 1 2958 -1817 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. M - D 456 - 81 L - F 590 - 280 D - L 494 - 708 L - G 494 - 708 E - L 590 - 280 G - K 456 - 81 **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, in%alling,and bracing. Refer to and follow the latest edition of BCSI (Building nent Safety Information, by TPI and SBCA) fo'r safety practices pnor to performing these functions. Installers shall provide temporary. Ber BCSI. Unless noted otherwise, top chord shall have proper)v attached structural sheathing and bottom chord shall have a properly rig4id ceiling Locations shown for permanent lateral restraint of webs shall have bracm installed per BCSI sections B3, B7 or B10 icable. Apply plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Pefer 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 ANSI gPI 1, or for handling, shipping,, installation and bracing of trusses. A seal on this drawingg or cover page 1is drawing indicates acceptance of professional enQneering responsibility solely -for the design shown. The suitability and use of this for any structure is the responsibility of the Building4Designer per ANSI/T 11 Sec.2. ALPINE ANMC .MW 6750 Forum Drive Suite 305 Orlando FL, 32821 SEQN: 67492 / HIPS Ply: 1 Job Number: N362326 Cust: R 8975 JR&AXW89750112 T11 / FROM: RAA Qty: 2 ,7A5/320 ,4EHJH ,01 H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS DrwNo: 301.21.1607.53588 Truss Label: A3 / WHK 10/28/2021 7'8"6 15' 19'10" 24'8" 7'8"6 T310 + 4'10" + 4'10" =5X5 III2X4 =5X5 D E T3 F 31'11"10 39'8" 7'3"10 r 7'8"6 1 a2 io I_s,18'812 4X6(B2) III6X8 u� =8X8 yy 1116X8 =-4X6(B2) 9'10" 9' 10" Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-16 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Kzt: NA Des Ld: 37.00 Mean Height: 22.16 ft NCBCLL: 10.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h Spacing: 24.0 " C&C Dist a: 3.97 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #1; T3 2x4 SP #2 N; Bot chord: 2x4 SP 2400f-2.0E; B2,B3 2x6 SP #2 N; Webs: 2x4 SP #2 N; W1,W4,W7 2x4 SP #3; Loading Truss passed check for 20 psf additional bottom chord live load in areas with 42"-high x 24"-wide clearance. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. 39'8" 10, 19,10" Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): 10, 29'10" Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): 0.278 E 999 360 VERT(CL): 0.480 E 985 240 HORZ(LL): 0.092 J - - HORZ(TL): 0.159 J Creep Factor: 2.0 Max TC CSI: 0.757 Max BC CSI: 0.840 Max Web CSI: 0.385 VIEW Ver: 20.02.00A.1020.20 .p'Py A Woe le. R0a?daaeo � yqy .yJ408 I m a R ° e � ,'Oso 8 AT 4 10/29/2021 8 " Mi � 39- 398" ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 1692 /- /- /874 /789 /255 M 1692 /- /- /874 1789 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 M Brg Width = 8.0 Min Req = 1.5 Bearings B & H are a rigid surface. Bearings B & H require a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - C 2277 - 3391 E - F 2062 - 2703 C - D 2224 - 3172 F - G 2225 - 3172 D - E 2062 - 2703 G - H 2277 - 3391 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - L 3045 -1981 K - J 2456 -1533 L - K 2456 -1552 J- H 3045 -1963 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. C - L 447 - 349 K - F 411 - 252 L - D 639 - 300 F - J 639 - 300 D - K 411 - 252 J - G 447 - 349 E - K 389 - 207 —WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! "IMPORTANT"' FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing.. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) for sa ety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have proper)v attached structural sheathing and bottom chord shall have a properly attached ri id ceilin Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10 as applicabgle. Applgji 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 Building Components Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the ANR COM AW truss in conformance with ANSI/TPI 1, or for handling, shipping,, installation and bracingp of trusses. A seal on this drawing or cover page 6750 Forum Drive listing this drawin Indicates acceptance of professional engmeenng responsibility solely -for the design shown. The suitability and use ofg is drawing for any structur is the responsibility of the Building -Designer per ANSIfTPI 1 Sec.2. Suite 305 For rpore 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: 67493 / HIPS Ply: 1 Job Number: N362326 Cust: R 8975 JRef:1Xa189750112 T10 / FROM: RAA Qty: 2 7A5/320 ,4EHJH ,01 H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS DrwNo: 301.21.1607.54087 Truss Label: A4 / WHK 10/28/2021 T4"5 13' 19'10" 26'8" 32'3"11 39'8" 7'4"5 5'710 F1,0" 6-10" "{' 5'7"11 7'4"6 l T 1 (F3 9'10" 9'10" 5X5 1112X4 =5X5 D E T2 F 10 19,10" 39'8" 10, 29'10" 39-8" i � 398" Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc L/defl U# Gravity Non -Gravity TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.292 E 999 360 Loc R+ ! R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.512 E 925 240 B 1657 /- /- /875 1790 1225 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.089 J - - M 1657 /- /- /875 (790 /- EXP: C Kzt: NA Des Ld: 37.00 HORZTL 0.156 J Wind reactions based on MWFRS ( )� Mean Height: 21.75 ft BuildingB Br Width q = NCBCLL: 10.00 TCDL: 4.2 psf Code: Creep Factor: 2.0 g dth = 8.0 Min Re 1.5 Soffit: 0.00 FBC 7th Ed. 2020 Res. Max TC CSI: 0.689 M Brg Width = re8.Min e. = 1.5 BCDL: 5.0 psf Bearings B & H are a rigid surface. Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Max BC CSI: 0.778 Spacing: 24.0 " C&C Dist a: 3.97 It Rep Fac: Yes Max Web CSI: 0.748 Bearings B & li require a seat plate. Members not listed have forces less than 375# Loc. from endwall: not in 9.00 ItFT/RT:20(0)/10(0) GCpi: 0.18 Plate Type(s): Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. Wind Duration: 1.60 WAVE VIEW Ver: 20.02.00A.1020.20 Lumber B - C 2451 - 3301 E - F 2514 - 2994 C - D 2372 - 3073 F - G 2372 - 3073 Top chord: 2x4 SP #1; T2 2x4 SP #2 N; D - E 2514 - 2994 G - H 2451 - 3301 Bot chord: 2x4 SP 2400f-2.OE; B2,B3 2x6 SP #2 N; Webs: 2x4 SP #3; W3,W5 2x4 SP #2 N; Maximum Bot Chord Forces Per Ply (Ibs) Loading Chords Tens.Comp. Chords Tens. Comp. Truss passed check for 20 psf additional bottom B - L 2960 -2140 K - J 2537 -1811 chord live load in areas with 42"-high x 24"-wide L - K 2537 -1830 J - H 2960 - 2122 clearance. Wind Maximum Web Forces Per Ply (Ibs) Wind loads based on MWFRS with additional C&C Webs Tens.Comp. Webs Tens. Comp. member design. L - D 504 -171 K - F 590 - 511 Wind loading based on both gable and hip roof types. D - K 590 - 511 F - J 504 -171 E - K 645 - 388 �t�t{{{Rtl lbf}fttil�t�f� Alpo trus listii drat For v COA i 6j ! NAL4 �•� 10/29/2021 "IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS quire extreme care in fabricating, handling,shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building t Safety Information, by TPI and SBCA) for sa ety practices prior to performing these functions. Installers shall provide temporary. BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly ,iid ceiling Locations shown for permanent lateral restraint of webs shall have bracinq installed per BCSI sections B3, B7 or B10, ile. 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. for any deviation from this drawing, any. failure to build the bracing of trusses. A seal on this drawm or cover page solely -for the design shown. The suitability and use of this 11 Sec.2. SBCA: sbcindustry.com; ICC: iccsafe.org; AWC: awc.org ALPINE any structure IS the responsibil formation see these web sites: mmCowV 6750 Forum Drive Suite 305 Orlando FL, 32821 SEQN: 674941 HIPS Ply: 1 Job Number: N362326 Cust: R 8975 JRef:1Xa189750112 T9 / FROM: RAA Qly: 2 7A5/320 ,4EHJH ,01 H ,RL01 14EHB / 2601 / HAYDEN EXPRESS DrwNo: 301.21.1607.53385 Truss Label: A5 / WHK 10/28/2021 156'11"4 28"2 28'T32'3"12'i' 39"" 11"4 5'98 537' 84 3'7„1274'84 II e5X5 =5X5 =4X4 =5X5 D E F G ,2 T 5 2X4 iu2X4 C H (a) W W6 h rn B A I J T �18'8"12 M L K N =4X6(82) -8X10 B2 =8X8 =8X10 =4X6(B2) 9'101, Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-16 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Kzt: NA Des Ld: 37.00 Mean Height: 21.33 ft NCBCLL: 10.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h Spacing: 24.0 " C&C Dist a: 3.97 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; 132,133 2x6 SP #2 N; Webs: 2x4 SP #3; W3,W6 2x4 SP #2 N; 39'8" 10, 19,101, Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): 10, 29' 10" Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): 0.307 L 999 360 VERT(CL): 0.569 L 831 240 HORZ(LL): 0.094 K - - HORZ(TL): 0.173 K Creep Factor: 2.0 Max TC CSI: 0.890 Max BC CSI: 0.825 Max Web CSI: 0.314 VIEW Ver: 20.02.00A.1020.20 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 0.1280" gun �ttystttttul nails @ 6" oc. 1ltt16,1'. fr 1Pji Wind Wind loads basedN on MWFRS with additional C&Cs�°4�' member design. v� � ® . Wind loading based on both gable and hip roof types.IA m.7Q8 i ` a m m 4 S T 0 s s 10/29/2021 9'10" 1' 39'8"i ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 1546 /- /- /872 /791 /196 N 1546 /- /- /872 R91 !- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.8 N Brg Width = 8.0 Min Req = 1.8 Bearings B & I are a rigid surface. Bearings B & I require a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - C 2614 - 3016 F - G 2270 - 2353 C - D 2542 - 2800 G - H 2542 - 2800 D - E 2271 - 2354 H - 1 2615 - 3016 E - F 2947 - 3107 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - M 2698 - 2287 L - K 3032 - 2643 M - L 3030 - 2659 K - 1 2698 - 2268 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. M - D 823 - 601 F - K 956 - 817 M - E 951 - 814 G - K 825 - 604 **WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. , Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) for sa shipping, 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 attachep riclid ceilin Locations shown for permanent lateral restraint of webs shall have bracinfq installed per BCSI sections B3, B7 or 1310, as applicable. Apply plates to each face o truss and position as shown above and on the Join Details, unless noted otherwise. Refer to ALPINE drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Buildinq Components Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the A —COMP — truss in conformance with ANSIFrPI 1, or for handling, shipping,, installation and bracin of trusses: A seal on this drawing or cover paQe 6750 Forum Drive listing this drawingq indicates acceptance of professional en meering responsibility solely -for the design shown. The suitability and use of ihis Suite Fos drawing for any sTructure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. For_r lore information see these web sites: Alpine: alpineitw.com; TPI: tpinst.org; SBCA: sbcindustry.com; [CC: iccsafe.org; AWC: awc.org Orlando FL, 32821 SEQN: 67495 / SPEC Ply: 1 Job Number: N362326 Cust: R 6975 JRef:1Xa189750112 T20 / FROM: RAA Qly: 1 7A5/320 ,4EHJH ,01H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS DrwNo: 301.21.1607.53852 Truss Label: A6 / WHK 10/28/2021 110' 7'11 10'10" 19'10" 24'8" 30'8.1 32' "5 39'8" 7,1,.1 3'8"15 7'2" -� 410„ 6, 17" T4"11 i =5X5 III2X4 12 D =6X6 -5X5 =5X5 T T3 7 5 2X4 E F G H a/2X4 C I co o in Wq � -uNi B J s 3 A KVI L 1l �18'8"12 4X6(B2) = 6X8 = 5X8 = 5X8=4X6(B201 39'8" 1' 910 10' 9'10" 10' 1' 9'10" 19,10" 29'8" 39'8" Loading Criteria (pso 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): 0.384 F 999 360 Loc R+ / R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.712 F 664 240 B 1546 /- 1- /855 1788 /193 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.104 L - - 0 1546 /- /- /859 f791 /- Des Ld: 37.00 EXP: C Kzt: NA ( )HORZTL: 0.193 L Wind reactions based on MWFRS NCBCLL: 10.00 Mean Height: 21.30 ft Building Code: g Cree Factor: 2.0 P B Brg Width = 8.0 Min Req = 1.8 Soffit: 0.00 TCDL: 4.2 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.896 0 Brg Width = 8.0 Min Req = 1.8 Load Duration: 1.25 BCDL: 5.0 sf P MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Max BC CSI: 0.836 Bearings B & J are a rigid surface. Bearings B & li require seat plate. Spacing: 24.0 " C&C Dist a: 3.97 ft Re Fac: Yes P Max Web CSI: 0.917 Members not listed have forces less than 375# a Loc. from endwall: not in 9.00 ft FT/RT:20(0)/10(0) Maximum Top Chord Forces Per Ply (Ibs) GCpi: 0.18 Plate Type(s): Chords Tens.Comp. Chords Tens. Comp. Wind Duration: 1.60 WAVE VIEW Ver: 20.02.00A.1020.20 B - C 2618 -3005 F - G 3611 -3760 Lumber C - D 2523 - 2780 G - H 2615 - 2776 Top chord: 2x4 SP #2 N; T3 2x4 SP #1; D - E 2200 -2352 H - 1 2614 -2789 Bot chord: 2x4 SP #1; E - F 3612 - 3761 I - J 2684 - 2992 Webs: 2x4 SP #3; W4 2x4 SP #2 N; Wind Maximum Bot Chord Forces Per Ply (Ibs) Wind loads based on MWFRS with additional C&C Chords Tens.Comp. Chords Tens. Comp. member design. B - N 2688 -2277 M - L 3452 -3105 Wind loading based on both gable and hip roof types. N - M 3197 -2820 L - J 2675 -2328 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. N - D 1865 -1705 M - G 400 - 308 N - E 1923 -1815 G - L 1049 - 864 0%01C1i11111 tulip,, fri1�! E - M 645 - 713 L - H 867 - 679 �0` F - M 561 - 352 '• `4i46j L+ •o �i °ti a rr yyg,, p • 0. P �y 9 ' 2 \�fJ s n Aa , • fir, 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 fabricatinq, handlinq, shipping, installinq and bracing. _ Refer to and follow the latest edition of BCSI per BCSI: Unless noted otherwise, top chord shall have proper)v attached structural sheathing and bottom chord shall have a properly p ri id ceilin Locations shown for permanent lateral restraint of webs shall have bracingq installed per BCSI sections B3, B7 or 610, riiee App�ji plates to each face. of truss and position as shown above and on the Joint Details, unless noted otherwise. Defer to ALPINE Is 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. a division of ITW BuildinggComponents Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the ANR COMPAW conformance with ANSI 1, or for handling, shipping,, Installation, and bracingof trusses. A seal on this drawing or cover pa a 6750 Forum Drive lis drawing indicates acceptance of professional engineering responsibility solely -for the design shown. The suitability and use of this Suite Fos for any structure is the responsibility of the Building esigner per ANSI/TPI 1 Sec.2. e information see these web sites: Alpine: alpineitw.com; TPI: tpinst.org; SBCA: sbcindustry.com; ]CC: iccsafe.org; AWC: awc.org Orlando FL, 32821 SEQN: 67496 / HIPS Ply: 1 Job Number: N362326 Cust: R 8975 JRef:1Xal89750112 T8 / FROM: RAA Qty: 1 7A5/320 ,4EHJH ,01 H ,RL01 / 4EHB 12601 / HAYDEN EXPRESS DrwNo: 301.21.1607.53900 Truss Label: A7 / WHK 10/28/2021 7'1"2 9' + 16'8" + 23' + 30'8" + 32'6�14 39'8" 7'1"2 1'10'14 7'8" 6'4" T8" 1'10'14 7'1"2 fl =5X5 =4X4 =5X5 =5X5 12 m 2X4 D E T2 F T3 G of 2X4 9'10" 9' 10" 39'8" 10' 10, r 19'10" 2910', Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Sid: ASCE 7-16 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: ll Des Ld: 37.00 EXP: C Kzt NA Mean Height: 20.91 ft NCBCLL: 10.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 Spacing: 24.0 " C&C Dist a: 3.97 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; T2,T3 2x4 SP #1; Bot chord: 2x4 SP #1; Webs: 2x4 SP #3; W3,W6 2x4 SP #2 N; Bracing (a) 1X4 #3SRB or better continuous lateral restraint to be equally spaced. Attach with (2) 8d Box or Gun nails(0.113"x2.5",min.). Restraint material to be supplied and attached at both ends to a suitable support by erection contractor. (a) or scab reinforcement may be used in lieu of CLR restraint. substitute (1) scab for (1) CLR and (2) scabs for (2) CLR'S where shown. Scab reinforcement to be same size, species, grade, and 80% length of web member. Attach with 0.128x3" gun nails @ 6" oc. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. 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 U# VERT(LL): 0.367 L 999 360 VERT(CL): 0.681 L 694 240 HORZ(LL): 0.110 K - - HORZ(TL): 0.203 K Creep Factor: 2.0 Max TC CSI: 0.898 Max BC CSI: 0.869 Max Web CSI: 0.320 VIEW Ver: 20.02.00A.1020.20 o° a a Pad o coo �t SAL ��dBi$a6/t48�4�''a'`6 10/29/2021 fl 9'101, 1' 39'8"� ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 1546 /- /- /864 /827 /166 N 1546 !- /- /864 /827 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.8 N Brg Width = 8.0 Min Req = 1.8 Bearings B & I are a rigid surface. Bearings B & I require a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - C 2761 - 2998 F - G 2686 - 2758 C - D 2709 - 2811 G - H 2710 - 2812 D - E 2685 - 2757 H - 1 2762 - 2998 E - F 3607 - 3700 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - M 2681 - 2420 L - K 3612 - 3366 M - L 3615 - 3388 K - 1 2681 - 2402 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. D - M 776 - 568 F - K 1200 - 989 M - E 1205 - 992 K - G 773 - 564 **WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlingshipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have proper)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 bracingp installed per BCSI sections B3, B7 or B10 as applicable. App�y plates to each face of truss and position as shown above and on the Joint Details, unless noted otherwise. Refer to ALPINE drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Building Components Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the nnMCOWm truss in conformance with ANSI/TPI PI 1, or for handling, shipping,, Installation and bracin44 of trusses. A seal on this drawingg or cover pa a 6750 Forum Drive listing this drawing indicates acceptance of professional englneering responsibilityy 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: alQineitw.com; _TPI: tpinst.org; SBCA: sbcindustry.com; I_CC_iccsafe.org; AWC: awc.org Orlando FL, 32821 SEQN: 67499 / HIPS Ply: 2 Job Number: N362326 Cust: R 8975 JRef:1Xa189750112 T14 / FROM: RAA Qty: 1 7A5/320 ,4EHJH ,01 H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS DrwNo: 301.21.1607.53791 Truss Label: A8G / WHK 10/28/2021 2 Complete Trusses Required 7' 13'5"14 190" 26'2"2 76 'i 5"14 6,4!. 6'4"2 12 =6X6 =4X4 =8X8 =4X4 5 F___1 C D T2 E F T3 T 10 in 1 F3 i 39'8" �1. } 6'10"4 I 6'5"14 65"14 + 6'5"14 6'10"4 13'4"2 19.10" 26'3"14 32'8" + 39'8" 6'5"14 7' 6G6 1112X4 =8X8 =3X8 =8X8 1112X4 6'5"14 6'10"4 32'9"12 39'8" 1� Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc L/defl U# Gravity Non -Gravity TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.434 E 999 360 Loc R+ / R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.813 E 581 240 B 3115 /- /- /- /1614 /- BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.071 C - - 0 3115 /- /- !- /1614 /- Des Ld: 37.00 EXP: C Kzt: NA HORZ(TL): 0.133 C Wind reactions based on MWFRS NCBCLL: 0.00 Mean Height: 20.50 ft BuildingCode: Creep Factor: 2.0 p B Brg Width = 8.0 Min Re 1.8 q Soffit: 0.00 TCDL: 4.2 psf BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.542 O Brg Width = 8.0 Min Req = 1.8 Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 TPI Std: 2014 Max BC CSI: 0.411 Bearings B & H are a rigid surface. Bearings B & H require a seat plate. Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Fac: No Max Web CSI: 0.743 Members not listed have forces less than 375# Loc. from endwall: NA FT/RT:20(0)/10(0) Maximum Top Chord Forces Per Ply (Ibs) GCpi: 0.18 Plate Type(s): Chords Tens.Comp. Chords Tens. Comp. Wind Duration: 1.60 WAVE VIEW Ver: 20.02.00A.1020.20 Lumber B - C 1762 - 3442 E - F 2781 - 5458 C - D 2492 - 4892 F - G 2493 - 4893 Top chord: 2x4 SP #2 N; T2,T3 2x6 SP #2 N; D - E 2781 - 5458 G - H 1763 - 3443 Bot chord: 2x6 SP SS; Webs: 2x4 SP #3; Maximum Bot Chord Forces Per Ply (Ibs) Nailnote Chords Tens.Comp. Chords Tens. Comp. Nail Schedule:0.128"x3" nails B - N 3147 -1600 L - K 4957 - 2539 Top Chord: 1 Row @12.00" o.c. N - M 3136 -1600 K - J 3137 -1601 Bot Chord: 1 Row @12.00" o.c. M - L 4956 -2539 J - H 3148 -1601 Webs : 1 Row @ 4" o.c. Use equal spacing between rows and stagger nails in each row to avoid splitting. Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. Loading #1 hip supports 7-0-0 jacks with no webs. C - M 1951 -991 L - F -267 �taeestrttiuNl1f rrh>Ir*o' M - D 488 -672 F - K 488 488 -672 Wind �``A �• D - L 554 -267 K - G 1951 -991 Wind loads and reactions based on MWFRS.>1't'�i,� Wind loading based on both gable and hip roof types. 60�°ri'•e ♦� • a o a• 0.708 J. 0 • 9 a 9Q a� 0 0 COA 4�10NALM111011tt \\4Y�Ptira� W/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) attached structural sheathing and bottom chord shall have a properly attached ri id ceilin Locations shown for permanent lateral restraint o�webs shall have bracing installed per BCSI sections B3, B7 orB10, as applicabgle. AppTBy plates to each face of truss and position as shown above and on the Joint Details, unless noted otherwise. Refer to ALPINE drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW BuildinccLLComponents Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the ANC wWpn truss in conformance with ANSI 1, or for handling, shipping,. installation and bracing of trusses. A seal on this drawin or cover pa a 675o Forum Drive listing this drawing indicates acceptance of professional enpprneering responsibility solely -for the design shown. The suitability and use of this drawing for any structure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2. Suite 305 For more information see these web sites: Alpine: al ineitw.com; TPI• t inst.or • SBCA: sbcindustry.com; ICC: iccsafe.org; AWC: awc.org Orlando FL, 32821 SEQN: 67500 / SPEC Ply: 2 Job Number: N362326 Cust: R 8975 JRef:1Xa189750112 T38 / FROM: HMT city: 1 ,7A5/320 ,4EHJH ,01 H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS DrwNo: 301.21.1607.54275 Truss Label: A9G / WHK 10/28/2021 2 Complete Trusses Required 7'14 '1 10'1o"'I` 14'8" 7'1"4 3'8"12 3'10" 5X5 D T ,2 5 2x4 =8X8 C E En (a) -4X%A1) l �3 A B N =8X10 1' 10' 10, 10' 20' 19'10"4 248" 57'4 "+ 4'912 1112F4 T3 -8G8 i M B3 =H1014 - 39'8" T8�, 27'8" 32'8" 8' T4 =6H6 w L K =10X10 1112X4 5'1"12 32'9"12 39'8" 7' T T!-P C) V =4X8(81) �ff J ll �18'8"12 0 6' 10 i 39'8" Loading Criteria (psf) se equa spacin Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc L/defl U# Gravity Non -Gravity TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.426 F 999 360 Loc R+ / R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.789,F 598 240 B 2756 A A 1- /1633 /- BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.092 D - - 0 3785 /- /- A /2265 /- Des Ld: 37.00 EXP: C Kzt: NA ()� HORZ TL 0.170 D Wind reactions based on MWFRS NCBCLL: 0.00 Mean Height: 21.30 ft Building Code: Creep Factor: 2.0 B Brg Width = 8.0 Min Req = 1.6 Soffit: 0.00 TCDL: 4.2 psf BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.730 0 Brg Width = 8.0 Min Req = 2.2 Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 TPI Std: 2014 Max BC CSI: 0.479 Bearings B & I are a rigid surface. Bearings B & I require a seat plate. Spacing: 24.0 " C&C Dist a: 3.97 It Rep Fac: No Max Web CSI: 0.791 Members not listed have forces less than 375# Loc. from endwall: not in 9.00 ft FT/RT:20(0)/10(0) Maximum Top Chord Forces Per Ply (Ibs) GCpi: 0.18 Plate Type(s): Chords Tens.Comp. Chords Tens. Comp. Wind Duration: 1.60 WAVE HS VIEW Ver: 20.02.00A.1020.20 B - C 1792 -2983 F - G 3944 -6563 Lumber Wind C - D 1688 - 2876 G - H 3368 - 5683 Top chord: 2x4 SP #2 N; T3,T4 2x6 SP SS; Wind loads and reactions based on MWFRS. D - E 1476 -2504 H - 1 2532 -4224 Bot chord: 2x6 SP SS; B3 2x8 SP 2400f-2.OE; Wind loading based on both gable and hip roof types. E - F 3951 -6570 Webs: 2x4 SP #3; W8 2x4 SP #2 N; Bracing Additional Notes Maximum Bot Chord Forces Per Ply (Ibs) (a) 1X4 #3SRB or better continuous lateral restraint WIND LOAD CASE MODIFIED! Chords Tens.Comp. Chords Tens. Comp. to be equally spaced. Attach with (2) 8d Box or Gun B - N 2713 -1619 L - K 3865 - 2314 nails(0.113"x2.5",min.). Restraint material to be N - M 5151 -3100 K - I 3869 -2310 supplied and attached at both ends to a suitable M - L 6323 -3909 support by erection contractor. Nailnote Maximum Web Forces Per Ply (Ibs) Nail Schedule:0.128"x3" nails Webs Tens.Comp. Webs Tens. Comp. Top Chord: 1 Row @12.00" o.c. Bot Chord: 1 Row @12.00" o.c. t;tt`tltQtrfr/rrrrgP N - D 1975 -1124 G - L 797 - 897 Webs : 1 Row @ 4" o.c. b tw d 'I U I t rrVIZ. N - E 2091 - 3404 L - H 2117 -1255 E - M 1625 - 973 g a een rows an s agger in each row to avoid splitting. g •m° " e�** ��+., a Special Loads ~ �� ------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC: From 55 plf at -1.00 to 55 plf at 22.60 ® M TC: From 28 plf at 22.60 to 28 plf at 32.67 e TC: From 55 pif at 32.67 to 55 plf at 40.67 °s BC: From 20 plf at 0.00 to 20 plf at 22.60 BC: From 10 plf at 22.60 to 10 plf at 32.64 ffi BC: From 20 plf at 32.64 to 20 plf at 39.67 TC: 177 lb Conc. Load at 22.60,24.60,26.60 % �•rs® , TC: 169 lb Conc. Load at 28.60,30.60 �• , �+ ` TC: 380 lb Conc. Load at 32.60 45 lb Conc. Load at 21.14 BC: 1429 b Conc. Load at 22.60,24.60,26.60 BC: 127 lb Conc. Load at 28.60,30.60 COA BC: 491 lb Conc. Load at 32.64 lN�yri 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 n id ce!I!n Locations shown for permanent lateral restraint of webs shall have bracingq installed per BCSI sections B3, B7 or B10, as applicaMe. 'A . plates to each face of truss and position as shown above and on the Joint Details, unless noted otherwise. Refer to ALPINE drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW BuildincLComponents Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the pNRWcoMPANY truss m conformance with ANSI 1, or for handling, shipping,, installation and bracing of trusses. A seal on this drawln or cover page 6750 Forum Drive listing this drawing indicates acceptance of professional engineering responsibility solely -for the design shown. The suitabilipy and use of this Suite 305 drawing for any sgr'ucture is the responsibility of the Building esigner per ANSI/TPI 1 Sec.2. For more information see these web sites: Alpine: alpineitw.com; TPI: tpinst.org; SBCA: sbcindustry.com; [CC: iccsafe.org; AWC: awc.org Orlando FL, 32821 SEQN: 67475 / HIPS Ply: 1 Job Number: N362326 Cust: R 8975 JRef:1Xal89750112 T2 / FROM: RAA Qly: 1 ,7A5/320 ,4EHJH ,01 H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS Dnallo: 301.21.1607.53883 Truss Label: B1 / WHK 10/28/2021 9' 1 Z8" 9' 3,8" 1, + 9'1"12 9'1"12 Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-16 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: 11 EXP: C Kzt: NA Des Ld: 37.00 Mean Height: 20.91 ft NCBCLL: 10.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 Spacing: 24.0 " C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #1; T2 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Webs: 2x4 SP #3; W4 2x4 SP #2 N; Wind Wind loads based on MWFRS with additional C&C member design. Right end vertical not exposed to wind pressure. Wind loading based on both gable and hip roof types _5C8 T2 =5XD5 21' 3'4"8 12'6"4 Snow Criteria (Pg,Pfin PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): WAVE 21' 8'4" 8'2"4 20-8- 8 Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.036 G 999 360 VERT(CL): 0.066 G 999 240 HORZ(LL): -0.015 H - - HORZ(TL): 0.026 E Creep Factor: 2.0 Max TC CSI: 0.822 Max BC CSI: 0.757 Max Web CSI: 0.949 10/29/2021 Ver: 20.02.00A.1020.20 **WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS � 3""8 '29' ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 850 /- /- /475 /536 /137 F 778 /- /- /396 /486 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 F Brg Width = - Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B-C 1163 -1274 D-E 1136 -1241 C - D 1178 -1073 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - H 1088 - 958 H - G 1093 - 956 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. G - E 825 - 717 E - F 708 - 706 Alpine, a division of ITW BuildinQ Components Group Inc. shall not,be responsible for any deviation from this drawing, any.failure to build the truss in conformance with ANSI PI 1, or for handling, shipping,. installationand bracingq of trusses. A seal on this drawing or cover pagqe listing this drawing indicates acceptance of professional en ineenng responsibilittyv solely -for the design shown. The suitability and use of'his drawing for any structure is the responsibility of the BuildingPesigner 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.orq ALPINE ANR COMPANY 6750 Forum Drive Suite 305 Orlando FL, 32821 SEQN: 67478 / HIPS Ply: 1 Job Number: N362326 Cust: R 8975 JRef: 1Xal 89760112 T5 / FROM: RAA Qty: 1 ,7A5/320 ,4EHJH ,01 H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS DrwNo: 301.21.1607.53665 Truss Label: B2G / WHK 10/28/2021 Loading Criteria (pso 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 610"4 6'10"4 I Criteria Std: ASCE 7-16 :d: 160 mph )sure: Closed Category: 11 C Kzt: NA 1 Height: 20.50 ft L: 4.2 psf L: 5.0 psf :RS Parallel Dist: 0 to h/2 Dist a: 3.00 ft from endwall: NA GCpi: 0.18 Duration: 1.60 Top chord: 2x4 SP #1; T2 2x6 SP SS; Bot chord: 2x4 SP 2400f-2.OE; B2 2x4 SP #1; Webs: 2x4 SP #3; W2,W4 2x4 SP #2 N; Bracing (a) 1X4 #3SRB or better continuous lateral restraint to be equally spaced. Attach with (2) 8d Box or Gun nails(0.113"x2.5",min.). Restraint material to be supplied and attached at both ends to a suitable support by erection contractor. (a) or scab reinforcement may be used in lieu of CLR restraint. substitute (1) scab for (1) CLR and (2) scabs for (2) CLR'S where shown. Scab reinforcement to be same size, species, grade, and 80% length of web member. Attach with 0.128x3" gun nails @ 6" oc. Loading #1 hip supports 7-0-0 jacks with no webs. Left side jacks have 7-0-0 setback with 0-0-0 cant and 1-0-0 overhang. End jacks have 7-0-0 setback with 0-0-0 cant and 1-0-0 overhang. Right side jacks have 6-4-0 setback with 0-0-0 cant and 0-0-0 overhang. Wind Wind loads and reactions based on MWFRS. Right end vertical not exposed to wind pressure. Wind loading based on both gable and hip roof types. 14'8" T8" _6C6 T2 =6XD6 21' T11"8 14'9"12 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: No FT/RT:20(0)/10(0) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl U# VERT(LL): 0.136 H 999 360 VERT(CL): 0.253 H 989 240 HORZ(LL): 0.043 E - - HORZ(TL): 0.081 E Creep Factor: 2.0 Max TC CSI: 0.786 Max BC CSI: 0.945 Max Web CSI: 0.696 Ve r: 20.02.00A.1020.20 t VO* a$CN 10/29/2021 2V 64" 5'10"12 20'8"8 3"8 FN ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ /R- /Rh /Rw /U /RL B 1605 /- /- /- /997 /- F 1559 /- !- /- /953 A Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 F Brg Width = - Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - C 1967 - 3258 D - E 1904 - 3157 C - D 1711 - 2847 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - H 2932 -1748 H - G 2901 -1743 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. H - C 650 -106 G - E 2741 -1621 D - G 518 - 37 E - F 968 -1535 "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlingshipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, as applicable. Apply plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to ALPINE drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Building Components Group Inc. shall not be responsible for any deviation from this drawing, any. failure to build the MMCOWAW truss in conformance with ANSI/TPI 1, or for handling, shipping,. installation and bracinclof trusses. A seal on this drawlng or cover pate 6750 Forum Drive listing this drawing indicates acceptance of professional engineering responsibilitty� solely -for the design shown. The suitability and use of )his Suite 305 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: alpineitw.com; TPI: tpinst.org; SBCA: sbcindustry.com; _[CC., iccsafe.org; AWC: awc.org Orlando FL, 32821 SEQN: 67479 / HIPM Ply: 1 Job Number: N362326 Cust: R 8975 JRef:1Xa189750112 T39 / FROM: RAA Qty: 1 7A5/320 ,4EHJH ,01 H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS DrwNc: 301.21.1607.53649 Truss Label: MEG / WHK 10/2812021 12 4 f-- li 5'9"8 11'8"15 5'9"8 6117 611 "4 611 "4 Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-16 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Kzt: NA Des Ld: 37.00 Mean Height: 15.00 ft NCBCLL: 10.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 Spacing: 24.0 " C&C Dist a: 3.00 ft Loc. from endwall: not in 4.50 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x6 SP #2 N; Webs: 2x4 SP #3; W4 2x4 SP #2 N; Rt Bearing Leg: 2x4 SP #3; Special Loads ------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC: From 55 pif at -1.00 to 55 plf at 5.79 TC: From 27 plf at 5.79 to 27 pif at 17.99 BC: From 20 plf at 0.00 to 20 plf at 5.82 BC: From 10 plf at 5.82 to 10 plf at 17.70 TC: 141 lb Conc. Load at 5.85, 7.85, 9.85,11.85 13.85,15.85 TC: 247 lb Conc. Load at 17.71 BC: 221 lb Conc. Load at 5.82 BC: 106 lb Conc. Load at 7.85, 9.85,11.85,13.86 15.85 Wind Wind loads and reactions based on MWFRS. Right end vertical not exposed to wind pressure. Wind loading based on both gable and hip roof types. 5X8 C 1112XD4 17'8"6 }7'11"14 5'11"7 T 8 =4X12E III2X4 = 5X14 = 3X6 1113X6 17'11"14 5191,11 5'117 11,81,15 17'8"6 Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# Pf: NA Ce: NA VERT(LL): 0.142 D 999 360 Lu: NA Cs: NA VERT(CL): 0.262 D 813 240 Snow Duration: NA HORZ(LL): 0.024 C - - HORZ(TL): 0.044 C Building Code: Creep Factor: 2.0 FBC 7th Ed. 2020 Res. Max TC CSI: 0.877 TPI Std: 2014 Max BC CSI: 0.796 Rep Fac: Varies by Ld Case Max Web CSI: 0.824 FT/RT:20(0)/l 0(0) Plate Type(s): IVIEW Ver: 20.02.00A.1020.20 ,A,A%I= 10/29/2021 TT F N 9,4„ 148'8" ' 8 i7'11"14 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL J 1248 /- !- /- /541 /- F 1537 !- /- A /686 /- Wind reactions based on MWFRS J Brg Width = 8.0 Min Req = 1.7 F Brg Width = 1.6 Min Req = 1.5 Bearings J & F are a rigid surface. Bearing J requires a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - C 1184 - 2876 D - E 1282 - 2958 C - D 1282 - 2958 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - 1 2687 -1092 1 - H 2711 -1083 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. D - H 551 - 622 E - F 1458 - 2167 H - E 2848 -1195 '•WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS s require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building nent Safety Information, by TPI and SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary. CSCSI.. Unless noted dtherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly d rig4id ceilmq Locations shown for ermanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, icable. Apply plates to each face off truss and position as shown above and on the Join Details, unless noted otherwise. Defer 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 notbe responsible for any deviation from this drawing, any failure to build the conformance with ANSI/TPI 1, or for handling, shipping,, installation and bracin4of trusses. A seal on this drawin or cover pa4e 1is drawin indicates acceptance of professional engeering responsibility( solely -for the design shown. The suitability and use of g is I for any s ructure is the responsibility of the Building esigner per ANSIITPI 1 Sec.2. ,-49641 ALPINE ANN COMPANY 6750 Forum Drive Suite 305 Orlando FL, 32821 SEQN: 674761 COMN Ply: 1 Job Number: N362326 Cust: R 8975 JRei:lXa1as75o112 T24 ! FROM: MRS Oly: 2 7A5/320 ,4EHJH ,01 H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS DrwNo: 301.21.1607.54133 Truss Label: L1 / WHK 10/28/2021 T T 3y15 5' 10, 5' 5' 12 =4C4 4 � T B D in 4Li E N �g s, F 2X4(A1) 1112X4 = 2X4(A1) 5- 5- Im Loading Criteria (psi) Wind Criteria Snow Criteria (Pg,Pf in PSF) TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA BCDL: 10.00 Risk Category: II Snow Duration: NA EXP: C Kzt: NA Des Ld: 37.00 Mean Height: 15.00 ft NCBCLL: 10.00 TCDL: 4.2 psf Building Code: Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 TPI Std: 2014 Spacing: 24.0 " C&C Dist a: 3.00 ft Rep Fac: Yes Loc. from endwall: Any FT/RT:20(0)/10(0) GCpi: 0.18 Plate Type(s): Wind Duration: 1.60 1ArA1rF Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Webs: 2x4 SP #3; Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. 5' 10, Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): 0.016 F 999 360 VERT(CL): 0.028 F 999 240 HORZ(LL): 0.005 F - - HORZ(TL): 0.009 F Creep Factor: 2.0 Max TC CSI: 0.396 Max BC CSI: 0.306 Max Web CSI: 0.079 VIEW Ver: 20.02.00A.1020.20 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 ter BCSI sections B3, B7 or B10, iless noted otherwise. Refer to ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 429 /- /- /273 /206 /79 D 429 /- /- /187 /206 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 D Brg Width = 8.0 Min Req = 1.5 Bearings B & D are a rigid surface. Bearings B & D require a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - C 1066 - 641 C - D 1066 - 641 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - F 578 - 825 F - D 578 - 825 a division of ITW Bui IdincL Components Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the conformance with ANSIrTPI 1, or for handling, shipping,, installation and bracin of trusses. A seal on this drawingor cover page lis drawing indicates acceptance of professional engineering responsibility solely -for the design shown. The suitabilily and use of this for any structure is the responsibility of the Building -Designer per ANSIff l 1 Sec.2. ALPINE ANMCOMPANY 6750 Forum Drive Suite 305 Orlando FL, 32821 SEQN: 67480/ HIPS Ply: 1 Job Number: N362326 Cusl: R8975 JROAM189750112 T36 / FROM: MRS Qty: 1 ,7A5/320 ,4EHJH ,01 H ,RL01 / 4EHB / 26011 HAYDEN EXPRESS DrwNo: 301.21.1607.54196 Truss Label: L2G / WHK 10/28/2021 315 Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 SDacina: 24.0 " Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Webs: 2x4 SP #3; 12 4 F_� 3' 7' 10, 3' 4' 3' 4X4 C 4X4 D T B E � F g-8" H G 1112X4 1112X4 2X4(A 1) = 2X4(A1) 1 3'1"12 3'1"12 I Criteria Std: ASCE 7-16 :d: 160 mph )sure: Closed Category: 11 C Kzt: NA 1 Height: 15.00 ft L: 4.2 psf L: 5.0 psf :RS Parallel Dist: 0 to h/2 Dist a: 3.00 ft from endwall: Any GCpi: 0.18 Duration: 1.60 Special Loads ------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC: From 55 plf at -1.00 to 55 plf at 3.00 TC: From 27 plf at 3.00 to 27 plf at 7.00 TC: From 55 plf at 7.00 to 55 plf at 11.00 BC: From 20 plf at 0.00 to 20 plf at 3.03 BC: From 10 plf at 3.03 to 10 plf at 6.97 BC: From 20 plf at 6.97 to 20 plf at 10.00 TC: 98 lb Conc. Load at 3.03, 6.97 TC: 63 lb Conc. Load at 5.00 BC: 119 lb Conc. Load at 3.03, 6.97 BC: 50 lb Conc. Load at 5.00 Wind Wind loads and reactions based on MWFRS. Wind loading based on both gable and hip roof types. 10, 318118 3'1"12 610"4 10, 1 Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) Pg: NA Ct: NA CAT: NA PP Deflection in loc L/defl U# Gravity Non -Gravity Pf: NA Ce: NA VERT(LL): 0.037 G 999 360 Loc R+ ! R- / Rh / Rw / U / RL B 628 /- /- /- /276 P Lu: NA Cs: NA VERT(CL): 0.074 G 999 240 Snow Duration: NA HORZ(LL): 0.011 G - - E 628 /- /- /- /276 /- HORZ(TL): 0.020 G Creep Factor: 2.0 Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 Building Code: FBC 7th Ed. 2020 Res. Max TC CSI: 0.337 E Brg Width = 8.0 Min Req = 1.5 TPI Std: 2014 Max BC CSI: 0.502 Bearings B & E are a rigid surface. Rep Fac: Varies by Ld Case Max Web CSI: 0.070 Bearings B & E require a seat plate. Members not listed have forces less than 375# FT/RT:20(0)/10(0) Maximum Top Chord Forces Per Ply (Ibs) Plate Type(s): Chords Tens.Comp. Chords Tens. Comp. VIEW Ver: 20.02.00A.1020.20 B-C 506 -1313 D-E 506 -1313 WAVE C - D 461 -1249 y,.- �•-.�iPPP �g*�aam oats@" 6 Py d ® W \ 0. 7,08 1 ' s �•a®BGwaN ,o®I9,y�a�- COA ONAL Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - H 1226 - 466 G - E 1226 - 466 H - G 1249 - 461 10/29/2021 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS s require extreme care in fabricating, handlin shipping, installing and bracing. , Refer to and follow the latest edition of BCSI (Building nent Safety Information, by TPI and SBCA) for safety practices pnor to performing these functions. Installers shall provide temporary. per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly d rigid ceilin Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10 ica' e. Apply plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. efer to Is 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. a division of ITW Buildin Components Group Inc. shall not be responsible for any deviation from this drawing, any, failure to build the conformance with ANSI 1, or for handling, shipping,, installation and bracinclof trusses. A seal on this drawing or cover page vs drawinc] indicates acceptance of professional engineering responsibility solely for the design shown. The suitablliry and use of this 1 for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. ALPINE ANMCC-AW 6750 Forum Drive Suite 305 Orlando FL, 32821 SEQN: 67477 / EJAC Ply: 1 Job Number: N362326 Cust: R Ss75 JRef1Xa189750112 T17 / FROM: RAA Qty: 1 7A5/320 ,4EHJH ,01 H ,RL01 / 4EHB / 26011 HAYDEN EXPRESS DrwNo: 301.21.1607.53634 Truss Label: EGE / WHK 10/28/2021 1'812 1'11 "8 1'8"12 12 12 4 1112X4CD B T A 6"18,8„ EF G 4X4(B1) 1112X4 8' 12 1'2"12 1812 ?112 �1 + 1'8"12 1'1 "8 Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): NA BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): NA BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.000 F Des Ld: 37.00 EXP: C Kzt: NA HORZ(TL): 0.000 F Building Code: NCBCLL: 10.00 Mean Height: 15.00 ft TCDL: 4.2 psf Creep Factor: 2.0 Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.177 Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 TPI Std: 2014 Max BC CSI: 0.014 Spacing: 24.0 " C&C Dist a: 3.00 ft Rep Fac: Yes Max Web CSI: 0.061 Loc. from endwall: Any FT/RT:20(0)/10(0) GCpi: 0.18 Plate Type(s): IVIEW Ver: 20.02.00A.1020.20 Wind Duration: 1.60 WAVE Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Webs: 2x4 SP #3; Wind Wind loads based on MWFRS with additional C&C member design. Right end vertical not exposed to wind pressure. Wind loading based on both gable and hip roof types <- , ro fray o. 708 1 ° ° m COA ONAIL cren 10/29/2021 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 131 /- /- /113 /86 /49 B 42 /- /- /24 /4 /- G 49 /- /- /30 /33 /- Wind reactions based on MWFRS B Brg Width = 1.5 Min Req = 1.5 B Brg Width = 14.5 Min Req = 1.5 G Brg Width = 7.5 Min Req = 1.5 Bearings B, B, & F are a rigid surface. Bearings B, B, & F require a seat plate. Members not listed have forces less than 375# "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 ri id ceilin Locations shown for permanent lateral restraint of webs shall have bracinq installed per BCSI sections B3, B7 or B10, as applicable. Apply Oates to each face. of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to ALPINE drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Buildin Components Group Inc. shall not.be responsible for any deviation from this drawing, any, failure to build the ANMCOWAW truss in conformance with ANSI/TPI 1, or for handling, shipping,, installation and bracing of trusses. A seal on this drawing or cover page 6750 Forum Drive listing this drawing indicates acceptance of professional engineering responsibilitty�r solely -for the design shown. The suitabilify and use of this drawing for any sQructure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. Suite 305 For more information see these web sites: Alpine: aI ineitw.com; TPI: t inst.or - SBCA: sbcindust .com; ]CC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 67459 / EJAC Ply: 1 Job Number: N362326 Cusl: R 9975 JRet:1Xa189750112 T7 / FROM: RAA Qly: 7 ,7A5/320 ,4EHJH ,01 H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS DrwNo: 301.21.1607.53493 Truss Label: EJ6E / WHK 10/28/2021 C 12 10'9"11 4 � v N � B N 6 'q 8'8" D Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacinq: 24.0 " 4X4(B1) 5'9"8 5'9"8 Wind Criteria Snow Criteria (Pg,Pf in PSF) Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA Speed: 160 mph Pf: NA Ce: NA Enclosure: Closed Lu: NA Cs: NA Risk Category: II Snow Duration: NA EXP: C Kzt: NA Mean Height: 15.00 ft Building Code: TCDL: 4.2 psf BCDL: 5.0 psf FBC 7th Ed. 2020 Res. MWFRS Parallel Dist: 0 to h/2 TPI Std: 2014 C&C Dist a: 3.00 ft Rep Fac: Yes Loc. from endwall: not in 4.50 ft FT/RT:20(0)/10(0) GCpi: 0.18 Plate Type(s): Wind Duration: 1.60 %AiAvo 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. Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): NA VERT(CL): NA HORZ(LL): 0.007 D HORZ(TL): 0.012 D Creep Factor: 2.0 Max TC CSI: 0.805 Max BC CSI: 0.356 Max Web CSI: 0.000 VIEW Ver: 20.02.00A.1020.20 °'ro0 a f• °o r o. �t18 9 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ /R- /Rh /Rw /U /RL B 283 /- /- /210 /119 /117 D 106 /- /- /58 /- /- C 141 !- /- /85 /126 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Members not listed have forces less than 375# f( COA AL I0/29/2021 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT*' FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricatinq, handling shipping, installing and bracing. , Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached ri id ceilin Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, as applicable. Applgy plates to each face o truss and position as shown above and on the Joinf9Details, 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 ANMCOW— truss in conformance with ANSIl1 PI 1, or for handling, shipping,. installatlon and bracin4 of trusses. A seal on this drawin or cover page listing this drawing indicates acceptance of professional enc�ineenng responsibili solely the design shown. The suitabili y and use of this 6750 Forum Drive drawing for any structure is the responsibility of the Building uesigner per ANSI/T�I 1 Sec.2. Suite 305 For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com;_ I_CC: iccsafe.org; AWC: awc.org Orlando FL, 32821 SEQN: 674601 EJAC Ply: 1 Job Number: N362326 Cust: R 8975 JRef:lXal89750112 T42 / FROM: MRS Qly: 3 7A5/320 ,4EHJH ,01 H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS DrvNo: 301.21.1607.54104 Truss Label: EJ3 / WHK 10/28/2021 V 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 Soacino: 24.0 " Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; 12 4 � 2X4(A1) C 31 3' I Criteria Snow Criteria (Pg,Pf in PSF) Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA !d: 160 mph Pf: NA Ce: NA )sure: Closed Lu: NA Cs: NA Category: II Snow Duration: NA C Kzt: NA 1 Height: 15.00 ft Building Code: L: 4.2 psf L: 5.0 psf FBC 7th Ed. 2020 Res. :RS Parallel Dist: 0 to h/2 TPI Std: 2014 Dist a: 3.00 ft Rep Fac: Yes from endwall: Any FT/RT:20(0)/10(0) GCpi: 0.18 Plate Type(s): Duration:1.60 WAX/P 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. Ln m Deft/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): NA VERT(CL): NA HORZ(LL): 0.001 D HORZ(TL): 0.002 D Creep Factor: 2.0 Max TC CSI: 0.234 Max BC CSI: 0.135 Max Web CSI: 0.000 VIEW Ver: 20.02.00A.1020.20 ♦ p&�,�, ♦� `y ew�oao•®ere � 9 m. 7Q8 1 r ,. ®, SAT 0 • mat, COA Z�7§/ONAL �;��♦� 10/29/2021 9-8" 7 ti 8'8 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ ! R- / Rh / Rw / U / RL B 185 /- /- /149 /85 /67 D 50 A !- /27 /- /- C 63 /- /- /36 /54 /- 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# •'WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS s require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building nent Safety Information, by TPI and SBCA) for safety practices pnor to performing these functions. Installers shall provide temporary. per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly d ri id ceilin Locations shown for ermanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or 610, is ri e. Applgy plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. f�efer to Is 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. a division of ITW Buildin$gComponents Group Inc. shall not be responsible for any deviation from this drawing, any. failure to build the conformance with ANSI 1, or for handling, shipping,, installation and bracin of trusses. A seat on this drawm or cover pa e vs drawin indicates acceptance of professional engmeenng responsibility solely -for the design shown. The suitability and use of This I for any structure is the responsibility of the Building Designer perANSI/TPI 1 Sec.2. ALPINE "x Ccrev 6750 Forum Drive Suite 305 Orlando FL, 32821 4 SEQN: 67461 ! JACK Ply: 1 Job Number: N362326 Cust: R 8975 JRef:1Xa189750112 T37 ! FROM: RAA Qty: 2 7A5/320 ,4EHJH ,01 H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS Dnallo: 301.21.1607.53838 Truss Label: CJ5E / WHK 10/28/2021 6"l 4X4(B1) 19 10'6"5 ce) T (� N N 818„ 4'11"4 1, 4' 11 "4 Loading Criteria (psq Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc L/defl U# Gravity Non -Gravity TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): NA Loc R+ / R- / Rh / Rw / U / RL B 252 /- /- /191 /108 /102 BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): NA BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.004 D D 90 /- /- /49 /- A Des Ld: 37.00 EXP: C Kzt: NA HORZ TL 0.007 D ( ) C 119 /- /- /71 /107 /- BuildingCode: NCBCLL: 00 Mean Height: 15.00 ft Creep Factor: 2.0 p Wind reactions based on MWFRS 0. Soffit: 0.00 TCDL: 4.2 psf BCDL: 5.0 sf p FBC 7th Ed. 2020 Res. Max TC CSI: 0.560 B Brg Width = 8.0 Min Req = 1.5 Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 TPI Std: 2014 Max BC CSI: 0250 . D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Spacing: 24.0 " C&C Dist a: 3.00 ft Rep Fac: Yes Max Web CSI: 0.000 Bearing B is a rigid surface. Loc. from endwall: not in 4.50 ft FT/RT:20(0)/10(0) Bearing B requires a seat plate. GCpi: 0.18 Plate Type(s): Members not listed have forces less than 375# IVIEW Ver: 20.02.00A.1020.20 Wind Duration: 1.60 WAVE Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; 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. **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 attachetl ri id ceilin Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10 as applicad e. Applgy plates to each face of truss and position as shown above and on the Joint9Details, 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 BuildingQ Components Group Inc. shall not be responsible for any deviation from this drawing, any, failure to build the ANMCGWAN truss in conformance with ANSIITPI 1, or for handling, shipping,. installation. and bracing of trusses: A seal on this drawng or cover pa 4e 6750 Forum Drive listing this drawing indicates acceptance of professional engineering responsibilittyy solely -for the design shown. The suitability and use of )his Suite 305 drawing for any sgr'ucture is the responsibility of the Building -Designer per ANSI/TP1 1 Sec.2. For ignore 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:67462! JACK Ply: 1 Job Number: N362326 Cust:R8975 JRef:1Xa189750112 T32 / FROM: RAA Qly: 2 7A5/320 ,4EHJH ,01 H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS DrwNo: 301.21.1607.53619 Truss Label: CJ3E / WHK 10/28/2021 12 4 E::-,- 4X4(B1) 1, 211 4 2' 11 "4 Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-16 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Kzt: NA Des Ld: 37.00 Mean Height: 15.00 ft NCBCLL: 10.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 Spacing: 24.0 " C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Additional Notes Provide (2) 0.131 "x3.0", min. toe -nails at top chord. Provide (2) 0.131 "x3.0", min. toe -nails at bottom chord. Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): C M 7— Ln Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): NA VERT(CL): NA HORZ(LL): -0.001 D HORZ(TL): 0.001 D Creep Factor: 2.0 Max TC CSI: 0.290 Max BC CSI: 0.078 Max Web CSI: 0.000 EW Ver: 20.02. OOA. 1020.20 ti ��••qP•Y®v • /��I a° • 4. 708 1 r ,� • s O • f q�p h v,q • a S iti l W • �1 'iA o • �a COA AL e [, J /R}lfiL°llii6sy�t�it, 10/29/2021 9' 10"5 ti 8' 8" ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 183 /- /- /147 182 /66 D 52 /- /- /27 /- /- C 64 /- /- 135 /61 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# "WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. , Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI an SBCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have proper)% attached structural sheathing and bottom chord shall have a properly attached ri id ceilin Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, as applicable. App7gy plates to each face, of truss and position as shown above and on the Join Details, unless noted otherwise. Defer to ALPINE drawings 16OA-Z for standard plate positions. 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 ANMCCWAW tr ss in conformance with ANSI Q PI 1, or for handling, shipping,. installation and bracinQ of trusses. A sea! on this drawing or cover pa a listing this drawing indicates acceptance of professional englneenng responsibility solely -for the design shown. The suitability and use of This 6750 Forum Drive drawing for any structure is the responsibility of the Building esigner per ANSIIrFI 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: 67463 / JACK Ply: 1 Job Number: N362326 Cust: R 8975 JRef:1Xa189750112 T33 / FROM: RAA Qty: 2 , A5/320 ,4EHJH ,01 H ,RL01 / 4EHB 12601 / HAYDEN EXPRESS DrwNo: 301.21.1607.53790 Truss Label: CAE / WHK 10/28/2021 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 i Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 5.0 lost MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Additional Notes Provide (2) 0.131"x3.0", min. toe -nails at top chord. Provide (2) 0.131"x3.0", min. toe -nails at bottom chord. 12 4 F_� Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): WAVE C _F T /-� 9r2"9 Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): NA VERT(CL): NA HORZ(LL): 0.000 D HORZ(TL): 0.000 C Creep Factor: 2.0 Max TC CSI: 0.186 Max BC CSI: 0.025 Max Web CSI: 0.000 VIEW Ver: 20.02.00A.1020.20 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 139 /- /- /129 /95 /32 D 14 /- /- /11 /3 A C - All A /28 130 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# '"WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! "IMPORTANT— FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handling shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have.a properly attached 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. Alpine, a division of ITW Buildin Components Group Inc. shall not be responsible for any deviation from this drawing, any. failure to build the MN CO truss in conformance with ANSI 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 responsibili_%ty solely -for the design shown. The suitability and use of This Suite 305 drawing for any structure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2. For more information see these web sites: Alpine: alpineitw.com; TPI: tpinst.org; SBCA: sbcindustry.com; ICC: iccsafe.org; AWC: awc.org Orlando FL, 32821 SEQN: 67464 / JACK Ply: 1 Job Number: N362326 Cust: R 8975 JRef:1Xa189750112 T40 / FROM: MRS Qty: 4 7 A51320,4EHJH ,01 H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS DrwNo: 301.21.1607.54197 Truss Label: CAL / WHK 10/28/2021 12 4 B A 2X4(A1) 1, 11114 11 "4 Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA BCDL: 10.00 Risk Category: II Snow Duration: NA EXP: C Kzt: NA Des Ld. 37.00 Mean Height: 15.00 ft NCBCLL: 10.00 TCDL: 4.2 psf Building Code: Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 TPI Std: 2014 Spacing: 24.0 " C&C Dist a: 3.00 it Rep Fac: Yes Loc. from endwall: Any FT/RT:20(0)/10(0) GCpi: 0.18 Plate Type(s): Wind Duration: 1.60 WAVE 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. C T 9' 0"3 T11 gr$1r D �I Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): NA VERT(CL): NA HORZ(LL): 0.000 D HORZ(TL): 0.000 C Creep Factor: 2.0 Max TC CSI: 0.198 Max BC CSI: 0.025 Max Web CSI: 0.000 VIEW Ver: 20.02.00A.1020.20 Ile > e`' •°< e° a o. (08 3 a � o 0 S AT 0 •�, COA 10/29/2021 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 141 /- /- /134 /102 /31 D 10 /-1 /- /16 /11 /- C - /-15 /- /29 /27 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Members not listed have forces less than 375# **WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! '"IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have proper)y attached structural sheathing and bottom chord shall have a properly attached rigid ceilin Locations shown for of lateral restraint of webs shall have bracinginstalled per BCSI sections B3, B7 or B10, as applicable. Apply plates to each face o truss and position as shown above and on the Joinf Details, unless noted otherwise. E�efer to ALPINE drawings 16OA-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Building Components Group Inc. shall not be responsible for any deviation from this drawing, any, failure to build the pH,,,, COWA- truss in conformance with ANSI Q PI 1, or for handling, shipping,. installation. and bracin4g of trusses. A seal on this drawing or cover pa4e 6750 Forum Drive listing this drawing indicates acceptance of professional encLmeering 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. 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 0dando FL, 32821 SEQN: 67482 / MONO Ply: 2 Job Number: N362326 Cust: R 8975 JRef:1Xa189750112 T23 / FROM: RAA Qty: 1 ,7A5/320 ,4EHJH ,01 H ,RL01 14EHB / 2601 / HAYDEN EXPRESS DrwNo: 301.21.1607.54259 Truss Label: MG1 1 WHK 10/2812021 2 Complete Trusses Required T 67 1. 8 7' 3'2 8"+ 3'9"8 1112XC 12 5 F,-,- v 4BX4 N ®X4(A1) A 18'6"12 E D 1114X6 1114XB 3012 3'11"4 3'012 7' Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc L/defl L/# TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.021 E 999 360 BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.038 E 999 240 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.005 D - - Des Ld: 37.00 C Kzt: NAn HORZ(TL): 0.009 D Building Code: NCBCLL: 0.00 MeaEXP MeaHeight: 20.70 ft TCDL: 4.2 psf Creep Factor: 2.0 Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.244 Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 TPI Std: 2014 Max BC CSI: 0.667 Spacing: 24.0 " C&C Dist a: 3.00 ft Rep Fac: No Max Web CSI: 0.439 Loc. from endwall: not in 9.00 ft FT/RT:20(0)/10(0) GCpi: 0.18 Plate Type(s): VIEW Ver: 20.02.00A.1020.20 Wind Duration: 1.60 WAVE Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x6 SP #2 N; Webs: 2x4 SP #3; Nailnote Nail Schedule:0.128"x3" nails Top Chord: 1 Row @12.00" o.c. Bot Chord: 1 Row @ 4.25" o.c. Webs : 1 Row @ 4" o.c. Use equal spacing between rows and stagger nails in each row to avoid splitting. Special Loads -(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC: From 55 plf at 0.00 to 55 plf at 7.00 �tia►'tlltrtttttirrr BC: From 10 plf at 0.00 to 10 plf at 7.00 NO BC: 161 lb Conc. Load at 1.09 lA BC: 1559 lb Conc. Load at 3.00 �+ s .0e.,0444 ,•., ✓ � °�,� BC: 778 lb Conc. Load at 5.00 Windy ° Wind loads and reactions based on MWFRS. z Right end vertical not exposed to wind pressure. Wind loading based on both gable and hip roof types. „ AT o Fi l Additional Notes ��, oP ° m COA �ONA0vo, �ta+nt3ea►caa+� 10/29/2021 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ /R- /Rh /Rw /U /RL A 1508 /- /- /- /956 /- D 1445 /- /- /- /945 /- Wind reactions based on MWFRS A Brg Width = 8.0 Min Req = 1.5 D Brg Width = - Min Req = - Bearing A is a rigid surface. Bearing A requires a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. A - B 931 -1442 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A - E 1311 - 843 E - D 1252 - 808 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. E - B 948 - 568 B - D 858 -1330 "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! "IMPORTANT"' FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlingshipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached rigqid ceilin Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, as appllcab-le. App�y Oates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to ALPINE drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Bui IdincL Components Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the ANMCOWAW truss in conformance with ANSI/TPI 1, or for handling, shipping,, installation and bracing of trusses. A seal on this drawin or cover pa a 675o Forum Drive listing this drawing indicates acceptance of professional engpeering responsibilittyy solely -for the design shown. The suitability and use Nis 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: 67434 / SPEC Ply: 1 Job Number: N362326 Cust: R 8975 JRef:1Xa189750112 T18 ! FROM: RAA Qty: 22 7A5/320 ,4EHJH ,01 H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS DrwNo: 301.21.1607.53681 Truss Label: EJ7 / WHK 10128/2021 C 21'10" 3 12 5 7777- Ch m B t A 18'8" 12 D Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Soacina: 24.0 " Lumber Top chord: 2x4 SP #1; Bot chord: 2x4 SP #2 N; nd Criteria nd Std: ASCE 7-16 eed: 160 mph closure: Closed �k Category: II P: C Kzt: NA !an Height: 20.50 ft DL: 4.2 psf DL: 5.0 psf VFRS Parallel Dist: 0 to h/2 �C Dist a: 3.00 ft c. from endwall: not in 4.50 ft GCpi: 0.18 nd Duration: 1.60 Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. 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 L/defl U# VERT(LL): NA VERT(CL): NA HORZ(LL): -0.016 D HORZ(TL): 0.021 D - Creep Factor: 2.0 Max TC CSI: 0.794 Max BC CSI: 0.537 Max Web CSI: 0.000 VIEW Ver: 20.02.00A.1020.20 �"c p g.,�"'Xrr tirt'ir. 1 .......... g,�,�r'��,ri ° o. 708 1 c a o " a a COA #'6 iAL tuneoaiw+ll 10/29/2021 ♦ Maximum Reactions (lbs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 327 !- /- /224 /164 /210 D 129 /- !- /70 /- /- C 177 /- !- /99 /208 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# ••WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) for sa shipping, practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have proper)Y attached structural sheathing and bottom chord shall have a properly attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, as applicab)e. 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 ANMCOAWAW truss in conformance with ANSI/ PI 1, or for handling, shipping,. installation. and bracin44 of trusses. A seal on this drawing or cover page 6750 Forum Drive listing this drawing indicates acceptance of professional en ineering responsibilitty�r 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: 67443 / SPEC Ply: 1 Job Number: N362326 Cust: R 8975 JRef: Mat89750112 T22 / FROM: RAA Qty: 3 7A5/320 ,4EHJH ,01 H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS DrwNo: 301.21.1607.53931 Truss Label: EJ72 / WHK 10/28/2021 Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " C 21' 10"3 12 5 M 0 v B A 1 S'8"12 D =AYnrR1 Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 20.29 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 4.50 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #1; Bot chord: 2x4 SP #2 N; Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Additional Notes Provide (2) 0.131 "x3.0", min. toe -nails at top chord. Provide (2) 0.131"x3.0", min. toe -nails at bottom chord. 7 7' Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): NA VERT(CL): NA HORZ(LL): -0.012 D HORZ(TL): 0.016 D Creep Factor: 2.0 Max TC CSI: 0.738 Max BC CSI: 0.527 Max Web CSI: 0.000 VIEW Ver: 20.02.00A.1020.20 10/29/2021 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ 1 R- / Rh / Rw / U / RL B 395 /- /- /297 /219 /231 D 127 /- /- /67 /- /- C 169 /- /- /90 /199 /- 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# **WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have proper)v attached structural sheathing and bottom chord shall have a properly attached ri id ceilin Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, as applicable. App�y plates to each face. of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to ALPINE drawings 16OA-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Building Components Group Inc. shall notbe responsible for any deviation from this drawing, anyfailure to build the M c"�,*" truss in conformance with ANSI>l PI 1, or for handling, shipping,i . nstallation and bracin of trusses. A seal on this drawm or cover page 6750 Forum Drive listing this drawing indicates acceptance of professional enpineenng responsibilittyv solely -for the design shown. The suitabili y and use of this Suite Fos 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: aI ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 67444 ! JACK Ply: 1 Job Number: N362326 �Cust:R8975 JRef:1Xa189750112 T4 / FROM: HMT Qty: 1 ,7A5/320 ,4EHJH ,01 H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS DrwNo: 301.21.1607.53572 Truss Label: CJ5A / WHK 10/28/2021 19 C 1113X8((E3)D 4X4E3) 5" 3' 10"4 ' 15} 4'3"4 Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Sid: ASCE 7-16 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Kzt: NA Des Ld: 37.00 NCBCLL: 10.00 Mean Height: 20.41 ft TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 Spacing: 24.0 " C&C Dist a: 3.00 ft Loc. from endwall: not in 4.50 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Lt Slider: 2x4 SP #3; block length = 2.000' Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Additional Notes Provide (2) 0.131"x3.0", min. toe -nails at top chord. Provide (2) 0.131"x3.0", min. toe -nails at bottom chord. Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): 21'0"2 CV 18'8"12 Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): NA VERT(CL): NA HORZ(LL): -0.033 B HORZ(TL): 0.038 B Creep Factor: 2.0 Max TC CSI: 0.598 Max BC CSI: 0.195 Max Web CSI: 0.176 VIEW Ver: 20.02.00A.1020.20 °®e eQe• i 'I 6" r®° t�. 7108 1 " a � e •fil aae.� eae°e. 10/29/2021 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL A 161 /- /- /95 160 /114 D 80 /- /- /44 A A C 113 A /- /65 /138 /- Wind reactions based on MWFRS A Brg Width = - Min Req = - D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Members not listed have forces less than 375# "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! ""IMPORTANT"' FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS quire extreme care in fabricating, handling,shipping, installing and bracing. , Refer to and follow the latest edition of BCSI (Building t Safety Information, by TPI and SBCA) fsafety practices prior to performing these functions. Installers shall provide temporary BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly �id ce!lin Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or B10. r e. Apply plates to each face of truss and position as shown above and on the Joint Details, unless noted otherwise. Refer to 60A-Z for standard plate positions. Refer to job's General Notes page for additional information. vision of ITW BuildincLComponents Group Inc. shall not be responsible for any deviation from this drawing, any. failure to build the lformance with ANSI 1, or for handling, shipping,, installation.and bracinnc�of trusses. A seal on this drawing or cover page hawing indicates acceptance of professional enptneering responsibrli solely for the design shown. The suitability and use of pis any structure is the responsibility of the Building -Designer per ANSI/T�I 1 Sec.2. AL NE For ANMCOWC W 6750 Forum Drive Suite 305 Orlando FL, 32821 SEQN: 67445 / JACK Ply: 1 Job Number: N362326 Cust: R 8975 JRef:1Xa189750112 T26 / FROM: RAA Qty: 8 7A51320 ,4EHJH ,01 H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS DrwNo: 301.21.1607.53415 Truss Label: CJ5 KID / WHK 10/28/2021 C 12 20'11"14 5 00 N (V B A 18'8"12 D 4'11"4 I I 1 r ) 4'11"4 Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): NA BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): NA BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): -0.006 D Des Ld: 37.00 EXP: C Kzt: NA HORZ(TL): 0.007 D Building Code: NCBCLL: 10.00 Mean Height: 20.07 ft TCDL: 4.2 psf Creep Factor: 2.0 Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.624 Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 TPI Std: 2014 Max BC CSI: 0.258 Spacing: 24.0 " C&C Dist a: 3.00 ft Rep Fac: Yes Max Web CSI: 0.000 Loc. from endwall: not in 4.50 ft FT/RT:20(0)/10(0) GCpi: 0.18 Plate Type(s): VIEW Ver: 20.02.00A.1020.20 Wind Duration: 1.60 WAVE 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 H . �� sy641.49sg•• 1� 'yam f a • o.708 I e e SAT 0 w•d NAL coa �t A"O ,� ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 252 /- /- /180 /128 /152 C 121 /- /- /67 /143 A D 91 A /- /49 A A Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 C Brg Width = 1.5 Min Req = - D Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Members not listed have forces less than 375# 10/29/2021 *`WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS quirequire extreme care in fabricating, handling,shipping, installing and bracing.. Refer to and follow the latest edition of BCSI (Building Information, by TPI an SBCA) for safety practices prior to performing these functions. Installers shall provide temporary. r BCSI. Unless noted otherwise, top chord shall have proper) attached structural sheathing and bottom chord shall have a properly �id ceilin Locations shown for permanent lateral restraint olYwebs shall have bracin installed per BCSI sections B3, B7 or B10, e. AppTOy plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. efer to 60A-Z for standard plate positions. Refer to job's General Notes page for additional information. ivision of ITW Buildin$Components Group Inc. shall not. be responsible for any deviation from this drawing, any. failure to build the lformance with ANSI 1, or for handling, shipping,, installation and bracin of trusses. A seal on this drawing or cover page Jrawing indicates acceptance of professional eng neering 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 MMCO AW 6750 Forum Drive Suite 305 Orlando FL, 32821 SEQN: 67446 / JACK Ply: 1 Job Number: N362326 Gust: R 8975 JRef:lXal89750112 T30 / FROM: RAA Qty: 1 7A5/320 ,4EHJH ,01 H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS DrwNo: 301.21.1607.54103 Truss Label: CJ52 / WHK 10/28/2021 C 20'11"14 v P 00 (V CV B 18'8"12 A D 4X4(B1) 2' Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-16 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Kzt: NA Des Ld: 37.00 Mean Height: 19.86 ft NCBCLL: 10.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 Spacing: 24.0 " C&C Dist a: 3.00 ft Loc. from endwall: not in 4.50 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Additional Notes Provide (2) 0.131 "x3.0", min. toe -nails at top chord. Provide (2) 0.131"x3.0", min. toe -nails at bottom chord. 4'11"4 4' 11 "4 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): NA VERT(CL): NA HORZ(LL): 0.004 D HORZ(TL): 0.005 D Creep Factor: 2.0 Max TC CSI: 0.572 Max BC CSI: 0.248 Max Web CSI: 0.000 VIEW Ver: 20.02.00A.1020.20 10/29/2021 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 325 /- /- /259 /186 /173 C 109 /- /- /53 /131 /- D 90 /- !- /47/- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 C Brg Width = 1.5 Min Req = - D Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Members not listed have forces less than 375# "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 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 bracm installed per BCSI sections B3, B7 or B10, as applicable. Applgy plates to each face. of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to ALPINE drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW BuildinccLLComponents Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the AN—CGWAW truss in conformance with ANSI 1, or for handling, shipping,, installation and bracin4of trusses. A seal on this drawin or cover pa a 6750 Forum Drive listing this drawin indicates acceptance of professional en meering responsibili%tv solely -for the design shown. The suitabilifiy and use of this Suite Fos drawing for any structure is the responsibility of the Building�esigner per ANSI/TPI 1 Sec.2. For otore 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: 674471 JACK Ply: 1 Job Number: N362326 Cust: R 8975 JRef:1Xa189750112 T27 / FROM: RAA Qty: 8 7A5/320 ,4EHJH ,01H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS DrwNo: 301.21.1607.53603 Truss Label: CJ3 / WHK 10/28/2021 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 " 6 Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 19.65 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Additional Notes Provide (2) 0.131 "x3.0", min. toe -nails at top chord. Provide (2) 0.131"x3.0", min. toe -nails at bottom chord. 12 C 2' 11 "4 2' 11 "4 :)w Criteria (Pg,Pf in PSF) NA Ct: NA CAT: NA NA Ce: NA NA Cs: NA )w Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): WAVE l 00 Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): NA VERT(CL): NA HORZ(LL): -0.001 D HORZ(TL): 0.001 D Creep Factor: 2.0 Max TC CSI: 0.291 Max BC CSI: 0.080 Max Web CSI: 0.000 10/29/2021 Ve r: 20.02.00A.1020.20 20'1 '14 90 18'8"12 ♦ Maximum Reactions (lbs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 182 /- /- /139 /96 /98 C 66 /- /- /34 /81 /- D 53 /- /- /28/- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 C Brg Width = 1.5 Min Req = - D Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Members not listed have forces less than 375# 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 ri id ceiling Locations shown for permanent lateral restraint o webs shall have bracin installed per BCSI sections B3, B7 or B10, as applicable. Apply plates to each face of truss and position as shown above and on the Joint9Details, unless noted otherwise. Defer to ALPINE drawings 160A-Z for standard plate positions. Refer to jobs General Notes page for additional information. Alpine, a division of ITW BuildinccttComponents Group Inc. shall not,be responsible for any deviation from this drawing, any. failure to build the A.m CO+ truss in conformance with ANSI/TPI 1, or for handling, shipping,, installation and bracing of trusses. A seal on this drawing or cover page 6750 Forum Drive listing this drawing indicates acceptance of professional en rneering responsibili(t�v solely -for the design shown. The suitability and use of This Suite Fos drawing for any structure is the responsibility of the Buildinguesigner 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 4 B SEQN: 67448 / JACK Ply: 1 Job Number: N362326 Cust: R 8975 JRef:1Xa189750112 T13 / FROM: RAA Qty: 1 7A5/320 ,4F-HJH ,01 H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS DrwNo: 301.21.1607.54008 Truss Label: CJ3A / WHK 10/28/2021 T 6"3 i 12 5 B 20T'14 A °O 18'8"12 C 4X4(B1) Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Sid: ASCE 7-16 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Kzt: NA Des Ld: 37.00 Mean Height: 19.86 ft NCBCLL: 10.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 Spacing: 24.0 " C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Additional Notes Provide (2) 0.131"x3.0", min. toe -nails at top chord. Provide (2) 0.131 "x3.0", min. toe -nails at bottom chord 2' 11 "4 2' 11 "4 :)w Criteria (Pg,Pf in PSF) NA Ct: NA CAT: NA NA Ce: NA NA Cs: NA 1w Duration: NA ilding Code: C 7th Ed. 2020 Res. I Std: 2014 p Fac: Yes /RT:20(0)/10(0) rte Type(s): Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): NA VERT(CL): NA HORZ(LL): -0.002 C HORZ(TL): 0.002 C Creep Factor: 2.0 Max TC CSI: 0.343 Max BC CSI: 0.112 Max Web CSI: 0.000 VIEW Ver: 20.02.00A.1020.20 H . oa.maass mo ope t`V.•®.AGE p, All" °e 0 m +t 0s�p0•em m.. aopes'0 ��,� 10/29/2021 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ /R- /Rh /Rw /U /RL A 115 /- /- /69 /44 /76 B 74 /- /- /42 /88 /- C 54 /- !- /30/- Wind reactions based on MWFRS A Brg Width = 8.0 Min Req = 1.5 B Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing A is a rigid surface. Bearing A requires a seat plate. Members not listed have forces less than 375# ""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, handl!n 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 rigid ceilin Locations shown for permanent lateral restraint o 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. 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 MM COMPANY truss in conformance with ANSIrTPI 1, or for handling, shipping,, installation and bracinctof trusses. A seal on this drawn or cover pa a 675o Forum Drive listing this drawing indicates acceptance of professional engiineering responsibilit� solely -for the design shown. The su!tabili y and use of this Suite Fos drawing for any structure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2. For more information see these web sites: Alpine: al ineitw.com; TPI: tpinst.org; SBCA: sbcindustry.com; ICC: iccsafe.org; AWC: awc.org Orlando FL, 32821 1 SEQN: 67449 / JACK Ply: 1 Job Number: N362326 Cust: R 8975 JRef:1Xal89750112 T31 / FROM: RAA Qty: 1 7A5/320 ,4EHJH ,01 H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS DrwNo: 301.21.1607.54025 Truss Label: CJ32 / WHK 10/28/2021 T f 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 Soacinc: 24.0 " Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; 1 2' I Criteria Std: ASCE 7-16 !d: 160 mph )sure: Closed Category: II C Kzt: NA 1 Height: 19.44 ft L: 4.2 psf L: 5.0 psf :RS Parallel Dist: 0 to h/2 Dist a: 3.00 ft from endwall: Any GCpi: 0.18 Duration: 1.60 --r/x—rku I 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. C 2' 11 "4 2' 11 "4 ' Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria Pg: NA Ct: NA CAT: NA PP Deflection in loc L/defl U# Pf: NA Ce: NA VERT(LL): NA Lu: NA Cs: NA VERT(CL): NA Snow Duration: NA HORZ(LL): 0.003 D HORZ(TL): 0.003 D Creep Factor: 2.0 Building Code: FBC 7th Ed. 2020 Res. Max TC CSI: 0.781 TPI Std: 2014 Max BC CSI: 0.129 Rep Fac: Yes Max Web CSI: 0.000 FT/RT:20(0)/10(0) Plate Type(s): VIEW Ver: 20.02.00A.1020.20 IAIA\/F ® Boa �G S� ee e o.708 4 4Q- COA )ib '81®NA`.. 10/29/2021 T20' 1 "14 00 N 18'8"12 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 268 /- /- /233 /165 /118 C 44 /- A /27 /61 /- D 51 /- /- /27/- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 C Brg Width = 1.5 Min Req = - D Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Members not listed have forces less than 375# '•WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! "IMPORTANT"' FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handling shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached 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 Buildin$Components Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the ANRWCOWAN truss in conformance with ANSI/) PI 1, or for handling, shipping,, installation and bracing of trusses. A seal on this drawin or cover pare 675o Forum Drive listing this drawing indicates acceptance of professional engineering responsibilittyy solelyforthe design shown. The suitability and use of This Suite Fos drawing for any structure is the responsibility of the Building -Designer per ANSIrrPI 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 I SEQN:67450/ JACK Ply: 1 Job Number: N362326 Cust:R8975 JRet:1Xa189750112 T28 /I FROM: RAA Qty: 10 ,7A5/320 ,4EHJH ,01 H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS DrwNo: 301.21.1607.53946 Truss Label: CA / WHK 1012812021 T 6"3 i 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: 19.23 ft NCBCLL: 10.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 Spacing: 24.0 " C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Additional Notes Provide (2) 0.131"x3.0", min. toe -nails at top chord. Provide (2) 0.131"x3.0", min. toe -nails at bottom chord. 12 5 F-7- C �— 11 "4 --� 1, } 11"4 i 11 "4 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/l 0(0) Plate Type(s): v T (-[-� 19'3"14 0 18'8"12 Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): NA VERT(CL): NA HORZ(LL): 0.000 D HORZ(TL): 0.000 C Creep Factor: 2.0 Max TC CSI: 0.168 Max BC CSI: 0.022 Max Web CSI: 0.000 VIEW Ver: 20.02.00A.1020.20 ��ja$ �.„J • ..,rrr � a o.708 � • 5 AT 0 s e � e � � �•`saguaaP`ee C0 MV NAL ` 10/29/2021 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 135 /- /- /123 /90 /44 C - /-11 /- /29 131 /- D 14 /- /- /10 /3 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 C Brg Width = 1.5 Min Req = - D Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Members not listed have forces less than 375# **WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS a 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 an fabricating, fo'r safety practices prior to performing these functions. Installers shall provide temporary per BCSI. Unless noted otherwise, top chord shall have proper)v attached structural sheathing and bottom chord shall have a properly d rigqid ceiling Locations shown for ermanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, cable. Apply plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to Is 160A-Z for standard plate positions. Refer to jobs General Notes page for additional information. a division of ITW Building Components Group Inc. shall not.be res _onsible for any deviation from this drawing, any failure to build the conformance with ANSIII PI 1, or for handling, shipping,, Installation and bracin of trusses. A seal on this drawing or cover page ,is drawing indicates acceptance of professional engineering responsibility solely -for the design shown. The suitability and use of this 1 for any structure is the responsibility of the Building -Designer per ANSIITPI 1 Sec.2. ALPINE my COWA- 6750 Forum Drive Suite 305 Odanck FL, 32821 SEQN: 67467 / HIP_ Ply: 1 Job Number: N362326 Cust: R 8975 JRef:1Xa189750112 T1 / FROM: RAA Qty: 1 7A5/320 ,4EHJH ,01 H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS Dnallo: 301.21.1607.54071 Truss Label: HJ6E / WHK 10/28/2021 12 C 2.83 0 10'97 T T-11 r N N �D B N a A 8'8" D 1_4� 2X4(A1) 8'2"5 1'5" i 8'2"5 Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Sid: ASCE 7-16 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Kzt: NA Des Ld: 37.00 Mean Height: 0.00 it NCBCLL: 0.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 Spacing: 24.0 " C&C Dist a: 3.00 ft Loc. from endwall: NA GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #1; Bot chord: 2x4 SP #2 N; Loading Hipjack supports 5-9-8 setback jacks with no webs. Wind Wind loads and reactions based on MWFRS. Wind loading based on both gable and hip roof types. Additional Notes Provide (3) 0.131 "x3.0", min. toe -nails at top chord. Provide (2) 0.131"x3.0", min. toe -nails at bottom chord. Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: No FT/RT:20(0)/10(0) Plate Type(s): Defl/CSI Criteria PP Deflection in loc L/defl U# VERT(LL): NA VERT(CL): NA HORZ(LL): 0.017 D HORZ(TL): 0.031 D Creep Factor: 2.0 Max TC CSI: 0.865 Max BC CSI: 0.594 Max Web CSI: 0.000 VIEW Ver: 20.02.00A.1020.20 10/29/2021 "'WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 250 /- /- /- /127 /- D 115 /- /- /32 /- /- C 273 /- /- /- /211 /- Wind reactions based on MWFRS B Brg Width = 11.3 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Members not listed have forces less than 375# a division of ITW BuildingComponents Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the conformance with ANSI/TPI 1, or for handling, shipping,, installation and bracinqq� of trusses. A seal on this drawing or cover pa e 1is drawing indicates acceptance of professional ennegring responsibility solely for the design shown. The suitability and use of This for any strugl cture is the responsibility of the Building esigner per ANSIrT I 1 Sec.2. 'e information see these web sites: Alpine: alpineitw.com; TPI: tpinst.org• SBCA: sbcindustry.com; ICC: iccsafe.org• AWC: awc.org ALPINE ANOW COWANV 6750 Forum Drive Suite 305 Orlando FL, 32821 a SEQN: 67468 / HIP_ Ply: 1 Job Number: N362326 Cust: R 8975 JRef:1Xa189760112 T43 / FROM: MRS Qty: 2 ,7A5/320 ,4EHJH ,01 H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS DrwNo: 301.21.1607.54165 Truss Label: HJ3 / WHK 10/28/2021 o 2.83 C T 9r$rr4 N B - r� M � 3 n C- U 818 rr E D 1'5" Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-16 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Kzt: NA Des Ld: 37.00 Mean Height: 15.00 ft NCBCLL: 10.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 Spacing: 24.0 " C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Special Loads ------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC: From -0 plf at -1.41 to 54 plf at 0.00 TC: From 2 plf at 0.00 to 2 plf at 4.18 BC: From 2 plf at 0.00 to 2 pif at 4.18 TC: -2 lb Conc. Load at 1.37 BC: 19 lb Conc. Load at 1.37 Wind Wind loads and reactions based on MWFRS. Wind loading based on both gable and hip roof types. Additional Notes Provide (2) 0.131"x3.0", min. toe -nails at top chord. Provide (2) 0.131"x3.0", min. toe -nails at bottom chord. 4'2"3 4'2"3 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Varies by Ld Case FT/RT:20(0)/l 0(0) Plate Type(s): Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): NA VERT(CL): NA HORZ(LL): 0.001 D HORZ(TL): 0.004 D Creep Factor: 2.0 Max TC CSI: 0.120 Max BC CSI: 0.144 Max Web CSI: 0.000 10/29/2021 Ver: 20.02.00A.1020.20 ♦ Maximum Reactions (lbs) Gravity Non -Gravity Loc R+ ! R- / Rh / Rw / U / RL E 142 /- /- /- /86 /- D 69 !- /- /- /6 /- C 36 /- /- !- /8 /- Wind reactions based on MWFRS E Brg Width = 10.6 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing E is a rigid surface. Bearing E requires a seat plate. Members not listed have forces less than 375# "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handling shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) r sa shipping, practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached ri id ceiling Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or B10. as applicabgle. Apply plates to each face. of truss and position as shown above and on the Joint Details, unless noted otherwise. Refer to 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-F be responsible for any deviation from this drawing, any. failure to build the RNMCO truss in conformance with ANSIPI1, or for handling, shipping,i , nstallation and bracin44of trusses. A seal on this drawin or cover page 6750 Forum Drive listing this drawing indicates acceptance of professional enUeenng responsibilittyv solely -for the design shown. The suitabili y and use of This Suite 305 drawing for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. Forcnore information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC:_iccsafe_.org; AWC: awc.org Orlando FL, 32821 • SEQN: 67452 / SPEC Ply: 1 Job Number: N362326 Cust: R 8975 JRO:1Xal89750112 T19 / FROM: RAA Qty: 5 ,7A5/320 ,4EHJH ,01 H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS DrwNo: 301.21.1607.53743 Truss Label: HJ7 I WHK 10/28/2021 Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 0.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " 5'7"8 5'7"8 9110,11 4'2"9 u 21'10"2 12 3.54 ; 4X4 C in CO M Cl) B ALi 418'8"12 G F F 1'S" 5'5"12 3'6"3 10"2 5'5"12 8'11"l5 9'10" Wind Criteria Wind Std: 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 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Webs: 2x4 SP #3; Loading Hipjack supports 6-11-8 setback jacks with no webs. Wind Wind loads and reactions based on MWFRS. Wind loading based on both gable and hip roof types. Additional Notes Provide (2) 0.131"x3.0", min. toe -nails at top chord. Provide hanger or special connection at bottom chord. Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: No FT/RT:20(0)/10(0) Plate Type(s): Defl/CSI Criteria ♦ Maximum Reactions (Ibs) PP Deflection in loc L/defl U# Gravity Non -Gravity VERT(LL): 0.044 G 999 360 Loc R+ / R- / Rh / Rw / U / RL B 324 /- /- /- /205 /- VERT(CL): 0.082 G 999 240 HORZ(LL): 0.008 C - - E 363 /- /- /- /142 /- HORZ(TL): 0.014 C D 211 /- /- /- /206 /- Creep Factor: 2.0 Wind reactions based on MWFRS Max TC CSI: 0.512 B Brg Width = 10.6 Min Req = 1.5 Max BC CSI: 0.699 E Brg Width = 1.5 Min Req = - Max Web CSI: 0.268 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. VIEW Ver: 20.02.00A.1020.20 B-C 439 -713 �4 �T '•ama•4e s• �,/y ri e 0 � • . • 4, COAb►� 10/29/2021 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - G 664 -404 G - F 654 -406 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. C - F 458 - 737 "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI.. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached ri id ceilin Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10. as applicable. Apptgjr 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 BuildingComponents Group Inc. shall not. be responsible for any deviation from this drawing, any. failure to build the RNR COWV truss in conformance with ANSI 1, or for handling, shipping,. installation and bracingp of trusses. A seal on this drawin or cover page 6750 Forum Drive listing this drawing indicates acceptance of professional engineering responsibilitty� 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 ANSIITPI 1 Sec.2. For*nore information see these web sites: Alpine: alpineitw.com; TPI: tpinst.org; SBCA: sbcindustry.com; ICC: iccsafe.org; AWC: awc.org Orlando FL, 32821 VA Gable Stud Reinforcement Detail ASCE 7-10i 160 mph Wind Speed, 15' Mean Height, Enc(osed, Exposure C, Kzt = 1.00 Or, 140 mph Wind Speed, 15' Mean Height, Partially Enclosed, Exposure C, Kzt = 1.00 Ori 140 mph Wind Speed, 15' Mean Height, Enclosed, Exposure D, Kzt = 1.00 Ori 120 moh Wind Soeed. 15' Mean Heloht. Partially Enclosed. Exoosure D. Kzt = 1.00 S 2x4 Brace Gable Vertical pacing Species Grade No Braces (1) Ix4 'L' Brace w (1) 2x4 'L' Brace )K (2) 2x4 'L' Brace ww (1) 2x6 'L' Brace )K (2) 2x6 'L' Brace Group A Group B Group A Group B Group A Group B Group A Group B Group A Group B �..� #1 #2 / 3' 10' 6' 7' 6' 10' 7' 9' 8' 1' 9' 3' 9' 7' 12' 2' 12' 8' 14' 0' 14' 0' U S P P #3 3' 8' 5' 9' 6' 2' 7' 8' 7' 11' 9' 1' 9' 6' 12' 0' 12' 6' 14' 0' 14' 0' Hr Stud 3' 8' 5' 9' 6' 1' 7' 8' 7' 11' 9' 1' 9' 6' 12' 0' 12' 6' 14' 0' 14' 0' p r Standard 3' 8' 4' 11' 5' 3' 6' 7' 7' 1' 8' 11' 9' 6' 10' 4' ill 1' 14' 0' 14' 0' QJ #1 4' 0' 6' 8' 6' 11' 7' 10' 8' 2' 9' 4' 1 9' 8' 12' 4' 12' 9' 14' 0' 14' 0' —� 1, 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' 1 r Stud 3' 9' 5' 3' 5' 7' 6' 11' 7' 5' 9' 2' 9' 7' 10' ill ill 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' 1' 14' 0' U #1 / #2 4' 5' 7' 6' 7' 9' 8' 10' 9' 3' 10' 7' 11' 0' 13' 11' 14' 0' 14' 0' 14' 0' _ S P P #3 4' 2' 7' 1' 1 7' 9' 8' 9' 9' 1' 10' 5' 10, 10' 13' 9' 14' 0' 14' 0' 14' 0' U u [ Stud 4' 2' 7' 1' 7' 6' 8' 9' 9' 1' 10' 5' 10' 10' 13, 9' 14' 0' 14' 0' 14' 0' O I� r Standard 4' 2' 6' 1' 6' 5' 8' 1' 8' 8' 10' 5' 10' 10' 12' 8' 13' 7' 14' 0' 14' 0' #1 4' 7' 7' 7' 7' 11' 9' 0' 9' 4' 10, e' 11' 1' 14' 0' 14' 0' 14' 0' 14' 0' S P #2 4' 5' 7' 6' 7' 9' 8' 10' 9' 3' 10' 7' I1' 0' 13, 11' 14' 0' 14' 0' 14' 0' #3 4' 4' 6' 5' 6' 10' 8' 6' 9' 1' 10' 6' 10, 11' 13' 4' 14' 0' 14' 0' 14' 0' D P L Stud 4' 4' 6' 5' 6' 10' 8' 6' 9' 1' 10' 6' 10' 11' 13' 4' 14' 0' 14' 0' 14' 0' Standard 4' 2' 5' 8' 6' 0' 7' 6' 8' 0' 10, 2' 10, 10' 11' 10' 12' 7' 14' 0' 14' 0' #1 / #2 4' 10' 8' 3' 8' 7' 9' 9' 10' 2' 1 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' U u P 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' d S P #2 4' 10' 8' 3' 8' 7' 9' 9' 10, 2' 11' 7' 12' 1' 14' 0' 14' 0' 14' 0' 14' 0' #3 4' 9' 7' 4' 7' 10' 9' 8' 10, 1' 11' 7' 12' 0' 14' 0' 14' 0' 14' 0' 14' 0' --I D P L Stud 4' 9' 7' 4' 7' 10' 9' 8' 10, 1' 11' 7' 12' 0' 14' 0' 14' 0' 14' 0' 14' 0' Standard 4' 7' 6' 6' 6' 11' 8' 8' 9' 3' 1 11' 6' 12' 0' 13' 7' 1 14' 0' 14' 0' 14' 0' Diagonal brace option, vertical length may be doubled when diagonal brace Is used. Connect diagonal brace for 600# at each end. Max web total length Is 14'. Vertical length shown In table above. Connect diagonal at mldoolnt of vertical web. AN ITW COMPANY 115141 Earth% City% Expressway 11 Suite%242 11 Earth%City,1 MO%63045 2x6 DF-L #2 or better diagonal bracer single or double cut <as shown) at upper end. symm About) T 18'+ L ^ace �E 31E r 8' )K I LU 1 Nvkl 141� Refer to chart ak wwVARNDN7ww READ AND FO_LOV ALL NOTES ON THIS BRAVING! uIW(IRTANTv BRAVING THIS AVING TO ALL CONTRACTORS INCLIDIWG THE INSTALLERS( Trusses require extreme care In fabricating, handling, shipping, InstalUng and bracing. Refe tJ How the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) fo s, nctices prior to performing these functions. Installers shall provide temporary bracng pe H ,less noted other se, top chord shall have properly attached structural sheathing and bo call have a properly attached riDld celling. Locations shown for permanent lateral restraint$f ,.It have brntlng Installed per BCSI sections B3, B7 or B10, as applicable. Apply plates to encs truss and position as shown above and on the Joint Details, unless noted otherwise. Ifer to drawings 160A-Z for standard plate positions. Alpine, a division of ITV Building Components Group Inc shall not be responsible for any devlmtl, Is drawing, any failure to build the truss In conformance with ANSI/TPI 1, or for handling, ship; -tallatlon S bracing of trusses. A seal on this drawing or cover page listing this drawing, 4x0cates acceptance of professional glneering rer any �oris re Is �sreelyfor the sponsMty of � &Ac&Q Designer shown. The ryand use of this ANSI/TPI I Sect draw" For more information see this Job's general notes page and these web sites, ALPINE, www.alpineitw.coni TPI, www.tpinst.orgl SBCA, www.sbclndustry.orgi ICC, wwwJccsafe.org ax Bracing Group Species and Grades, Group At S ruce-Pine-Fir Hem -Fir #1 / #2 Standard #2 Stud #3 Stud1 #3 IStandQrdi DouctLas Fir -Larch Southern Plnewww #3 #3 Stud Stud Standard Standard Group B, Hem -Fir #I & Btr #1 Do,"", u las Flr-Larch Southern Plnewww #1 #1 #2 #2 Ix4 Braces shall be SRB (Stress -Rated Board). ...For Ix4 So. Pine use only Industrial 55 or Industrial 45 Stress -Rated Boards. Group B values may be used with these rndes. Gable Truss Detail Notes; Wind Load deflection criterion Is L/240. Provide uplift connections for 75 plf over, continuous bearing (5 psf TC Dead Load). Gable end supports load from 4' 0' outlookers with 2' 0' overhang, or 12' plywood overhang. Attach 'L' braces with IOd (0.128'x3.0' min) malls. )K For (1) 'L' brace, space nails at 2' o.c. In IS' end zones and 4' O.C. between zones. )K)KFor (2) 'L' braces, space nalls 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, Gable Vertical Plate Sizes 1ttt1 f telrr, Vertical Len th No Splice Less than 4' 0' 2X3 Greater than 4' 0', but less than 11' 6' 3X4 Greater than 11' 6' _ 4X4 Ki� I + Refer to common truss design for a peak, splice, and heel plates. °° Refer to the Building Designer for conditions gabL ve ti leth, not addressed by this detail. `f�`•1PtV� REF ASCE7-10-CAB16015 = DATE 10/01/14 ff Q •e DRWG A16015ENC101014 ...... MAX, TOT. LD. 60 PSF t .�ATyt�/29/2021 MAX, SPACING 24.0' Gable Stud Reinforcement Detail ASCE 7-16: 160 mph Wind Speed, 15' Mean Height, Enclosed, Exposure C, Kzt = 1,00 Or, 140 mph Wind Speed, 15' Mean Height, Partially Enclosed, Exposure C, Kzt = 1.00 Ori 140 mph Wind Speed, 15' Mean Height, Enclosed, Exposure D, Kzt = 1.00 Or, 120 moh Wind Soeed. 15' Mean Heloht. Partially Enclosed. Exoosure D. K7t = 1.00 S 2x4 Brace Gabte Vertical Spacing Species Grade No Braces (1) lx4 'L' Brace w (1) 2x4 'L' Brace x (2) 2x4 'L' Brace xw (1) 2x6 'L' Brace x (2) 2x6 'L' Brace 030 Group A Group B Group A Group B Group A Group B Group A Group B Group A Group B 4 #1 / #2 3' 10, 6' 7' 6' 10' 7' 9' 8' 1' 9' 3' 9' 7' 12' 2' 12' 8' 14' 0' 14' 0' - Sf F #3 3' 8' 5' 9' 6' 2' 7' 8' 7' 11' 9' 1' 9' 6' 12, 0' 12' 6' 14' 0' 14' 0' H F Stud 3' 8' 5' 9' 6' 1' 7' 8' 7' 11' 9' 1' 9' 6' 12' 0' 12' 6' 14' 0' 14' 0' Q Stnndard 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' B' 2' 9' 4' 9' 8' 12' 4' 12' 9' 14' 0' 14' 0' J S P #2 3' 10, 6' 7' 6' 10, 7' 9' 8' 1' 9' 3' 9' 7' 12' 2' 12' 8' 14' 0' 14' 0' #3 3' 9' 5' 3' 5' 7' 6' 11' 7' 5' 9' 2' 9' 7' 10, 11' 11' 8' 14' 0' 14' 0' oj P Stud 3' 9' 5' 3' 5' 7' 6' 11' 7' 5' 9' 2' 9' 7' 10, ill 11' 8' 14' 0' 14' 0' d Standard 3' 6' 4' 7' 4' 11' 6' 2' 6' 7' B' 4' 8' 11' 9' 8' 10' 4' 13' 1' 14' 0' lJ _ S P P #1 / #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' 2' 7' l' 7' 9' 8' 9' 9' 1' 10' 5' 10, 10, 13' 9' 14' 0' 14' 0' 14' 0' U u P Stud 4' 2' 7' V 7' 6' 8' 9' 9' 1' 10' 5' 10' 10' 13' 9' 14' 0' 14' 0' 14' 0' W O I� Standard 4' 2' 6' 1' 6' 5' B' 11 8' 8' 10' 5' 10, 10, 12' 8' 13' 7' 14' 0' 14' 0' #1 4' 7' 7' 7' 7' 11' 0. 9' 0' 9' 4' 10, 8' 11' 1' 14' 0' 14' 0' 14' 0' 14' 0' S P #2 4' 5' 7' 6' 7' 9' 8' 10, 9' 3' 10' 7' 11' 0' 13, 11' 14' 0' 14' 0' 14' 0' #3 4' 4' 6' 5' 6' 10' 8' 6' 9' 1' 10' 6' 10, 11' 13' 4' 14' 0' 14' 0' 14' U' D P L Stud 4' 4' 6' 5' 6' 10' 8' 6' 9' 1' 10' 6' 10' 11' 13' 4' 14' 0' 14' 0' 14' 0' Standard 4' 2' 5' 8' 6' 0' 7' 6' 8' 0' 10' 2' 10, 10, 11' 10, 12' 7' 14' 0' 14' 0' #1 / #2 4' 10' 8' 3' 8' 7' 9' 9' 10' 2' 10' 7' 12' V 14' 0' 14' 0' 14' 0' 14' 0' �( lJ SPFJ #3 4' 7' 8' 2' 8' 5' 9' 8' 10, 0' 11' 6' 12' 0' 14' 0' 14' 0' 14' 0' 14' 0' LJ <J u P 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' d S P #2 4' 10' 8' 3' 8' 7' 9' 9' 10' 2' 11' 7' 12' 1' 14' 0' 14' 0' 14' 0' 14' 0' #3 4' 9' 1 7' 4' 7' 10' 9' 8' 10, 1' 11' 7' 12' 0' 14' 0' 14' 0' 14' 0' 14' 0' r i D P L Stud 4' 9' 7' 4' 7' 10' 9' 8' 10, 1' 11' 7' 12' 0' 14' V 14' 0' 14' 0' 14' 0' Standard 4' 7' 6' 6' 6' 11' 8' 8' 9' 3' 11' 6' 12' 0' 13' 7' 14' 0' 14' 0' 14' 0' �;ymm About able Truss Diagonal brace optlonr vertical length may be doubled when diagonal V'L' 18' brace Is used. Connect L diagonal brace for 600# at each end. Max web Brace End total length Is 14', Zones, typ, 2x6 DF-L #2 or better diagonal r Vertical length shown bracel single 8, In table above. or double cut 45' (as shown) at L upper end, , Connect diagonal at I I I I I I I * :,; midpoint of vertical web. �ll�l 41 VJ� Refer to chart bo\ ■■VARNIM-- READ ANH FOLLOW ALL NOTES EN THIS BRAVING! --IMPORTANT.- FLOUSH THIS DRAWING TO ALL CBNTRACTDRS INCLUDING THE MSTALLERSe Trusses require extreme care In fabricating, handling, shipping, Installing and bracing. Refe ttg�.��pr follow the latest edition of BCSI (BuRding Component Safety Information, by TPI and SBCA) fo0p{sd1_I practices prior to performing these functions. Installers shall provide temporaryy bradng pe33 HLSL Unless noted otherwise, top chord shall have properly attached structural sheathing and 60 om d shall have a properly attached rigid ceiling. Locations shown for permanent lateral restralnt'llf shall have bracing Installed per BCSI sections B3, B7 or B10, as applicable. Apply plates to eae ' of truss and position as shown above and on the Joint Details, unless noted otherwise. e,k I Refer to drawings 160A-Z for standard plate positions. at�i Alpine, a division of ITV Building Components Group Inc shall not be responsible for any deviatl-N this drawing, any failure to build the truss In conformance with ANSI/TPI 1, or for handling, shippintj AN ITW COMPANY Installation & bracing of trusses. A seal on this drawing or cover page listing this drawing, indicates acceptance of professional 115141 Earth\ City\ Expressway engineering responsibility solely for the design sham The sultablUty and use of this drawing 11 Suite%242 for any struct re Is the responsblilty of the Building Designer per ANSLTPI i Sec2. 11 Earth\ City,\ MO\ 63045 For more Information see this Job's general notes page and these web sites, ALPIND www.atpineltw.com) TPIr www.tpinst.orgl SBCA, www.sbcindustry.org7 ICCj uwlccsafe.org i'l1 Bracing Group Species and Grades) Group At S ruce-Pine-Fir Hen -Fir #1 / #2 Standard 1 #2 1 Stud #3 Stud 1 #3 IStandard Dou las Fir -Larch Southern Plnexw■ #3 #3 Stud Stud Standard::::]Stnndard Group BI Hen -Fir #1 & Btr #1 Do u Ins Flr-Larch Southern Plnewww #1 #1 #2 #2 1x4 Braces shall be SRB (Stress -Rated Board). wxFor Ix4 So, Pine use only Industrial 55 or Industrial 45 Stress -Rated Boards. Group B values may be used with these rades. Gable Truss Detail Notes: Wind Load deflection criterion is L/240. Provide uplift connections for 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 IOd (0128'x3.0' min) nails. )KF For Q) 'L' brace, space nails at 2' o.c. In 18' end zones and 4' o.c. between zones. jK)(For (2) 'L' braces, space nalls at 3' o.c. In 18' end zones and 6' o.c. between zones. 'L' bracing must be a minimum of 80% of web member length. Gable Vertical Plate Sizes Vertical Len th No Splice Less than 4' 0' 2X3 Greater, than 4' 0', but 3X4 NIIIf less than 11' 6' Greater than 11' 1 II+ Refer to common truss design for peak, splice, and heel plates. 1* Refer to the Building Designer for conditions _ye tiv le~ th, not addressed by this detail. REF ASCE7-16-GAB16015 DATE 01/26/2018 DRWG A16015ENC160118 MAX, TOT. LD, 60 PSF at /29/2021 MAX, SPACING 24,0' Gable Stud Reinforcement Detail ASCE 7-101 160 mph Wind Speed, 30' Mean Height, Enclosed, Exposure C, Kzt = 1,00 Or, 140 MPH Wind Speed, 30' Mean Height, Partially Enclosed, Exposure C, Kzt = 1.00 Orr 140 mph Wind Speed, 30, Mean Height, Enclosed, Exposure D, Kzt = 1.00 Or, 120 mph Wind Speed, 30' Mean Height, Partially Enclosed, Exposure D, Kzt = 1.00 (7 2x4 Brace Gable Vertical Spacing Specles Grade No Braces <1) Ix4 'L' Brace w (1) 2x4 'L' Brace w (2) 2x4 'L' Brace ww (1) 2x6 'L' Brace w (2) 2x6 'L, Brace w Group A Group B Group A Group B Group A Group B Group A Group B Group A Group B #1 / #2 3' B' 6' 3' 6' 6' 7' 5' 7' 8' 8' 9' 9' 2' 11' 7' 12' 0' 13, 9' 14' 0' U S P P #3 3' 6' 5' 5' 5' 9' 7' 2' 7' 7' 8' 8' 9' 1' 11' 3' 11' 11' 13' 7' 14' 0' H P Stud 3' 6' 5' 4' 5' 8' 7' 2' 7' 7' 8' 8' 9' 1' 11' 2' 11' 11' 13' 7' 14' 0' Q Standard 3' 6' 4' 7' 4' 11' 6' 2' 6' 7' 8' 4' B' 11' 9' 8' 10' 4' 13, 1' 14' 0' #1 3' 10, 6' 4' 6' 7' 7' 6' 7' 9' 8' 11' 9' 3' 11' 9' 12' 2' 13' 11' 14' 0' —� S P #2 3' 8' 6' 1' 6' 6' 7' 5' 7' 8' 8' 9' 9' 2' 11' 7' 12' 0' 13' 9' 14' 0' #3 3' 7' 4' 10' 5' 2' 6' 5' 6' 11' 8' 9' 9' 1' 10, 1' 10, 10' 13' 8' 14' 0' (v D P L Stud 3' 7' 4' 10' 5' 2' 6' 5' 6' 11' 8' 9' 9' 1' 10, 1' 10, 10' 13' 8' 14' 0' d Standard 3' 3' 4' 3' 4' 7' 5' 8' 6' 1' 7' 9' 8' 3' 8' 11' 9' 7' 12' 2' 13' 0' U #1 / #2 4' 2' 7' 2' 7' 5' 8' 5' 8' 9' 10, 1' 10, 6' 13, 3' 13' 9' 14' 0' 14' 0' _ S P P #3 4' 0' 6' 7' 7' 5' 8' 4' 8' 8' 1 9' 11' 10' 4' 13' 1' 13' 7' 14' 0' 14' 0' U u l� Stud 4' 0' 6' 7' 7' 0' 8' 4' 8' 8' 9' 11' 10' 4' 13, 1' 13' 7' 14' 0' 14' 0' QJ O I� r Standard 4' 0' 5' 8' 6' 0' 7' 6' 8' 0' 9' 11' 10' 4' 11' 10' 12' 8' 14' 0' 14' 0' #1 4' 5' 7' 3' 7' 6' 8' 7' 8' 11' 10' 2' 10' 7' 13' 5' 13' 11' 14' 0' 14' 0' S P #2 4' 2' 7' 2' 7' 5' 8' 5' 8' 9' 10, 1' 10, 6' 13' 3' 13' 9' 14' 0' 14' 0' #3 4' 1' 5' 11' 6' 4' 7' 11' 8' 5' 10, 0' 10' 5' 12' 5' 13' 3' 14' 0' 14' 0' (1)D P L Stud 4' 1' S' 11' 6' 4' 7' 11' 8' S' 10' 0' 10, 5' 12' 5' 13' 3' 14' 0' 14' 0' Standard 4' 0' 5' 3' 5' 7' 7' 0' 7' 6' 9' 5' 10' 2' 11' 0' ill 9' 14' 0' 14' 0' #1 / #2 4' 8' 7' 11' 8' 2' 9' 4' 9' 8' 10, 1' 11' 6' 14' 0' 14' 0' 14' 0' 14' 0' d S P r[- #3 4' 5' 7' 7' 8' 1' 9' 2' 9' 6' 10, 11' 11' 5' 14' 0' 14' 0' 14' 0' 14' 0' U Llr Stud 4' 5' 7' 7' 8' 1' 9' 2' 9' 6' 10, 11' 11' 5' 14' 0' 14' 0' 14' 0' 14' 0' O �I1 Standard 4' 5' 6' 6' 6' 11' 8' 8' 9' 3' 10, 11' 11' 5' 13' 7' 14' 0' 14' 0' 14' 0' X #1 4' 10' 8' 0' 8' 3' 9' 5' 9' 9' 11' 2' 11' 8' 14' 0' 14' 0' 14' 0' 14' 0' d S P #2 4' 8' 7' 11' 8' 2' 9' 4' 9' 8' 11' 1' 11' 6' 14' 0' 14' 0' 14' 0' 14' 0' #3 4' 6' 6' 10' 7' 3' 9' 1' 9' 7' Il' 0'' 11' 6' 14' 0' 14' 0' 14' 0' 14' 0' .--i D F L Stud 4' 6' 6' 10' 7' 3' 9' 1' 9' 7' 11' 0 11' 6 14' 0' 14' 0' 14' 0' 14' 0' Standard 4' 5' 6' 1' 6' 5' 8' 1' 8' 7' 10' 11' 11' 5' 12' 8' 1 13' 7' 14' 0' 14' 0' Bracing Group Species and Grades, Group At S ruce-Pine-Flr Hem-Flr #1 / #2 IStandardl 1 #2 1 Stud #3 Stud 1 #3 IStandard Dou las Fir -Larch Southern Plnewww #3 Lai Stud SStandard Stn Group B: Hem -Fir #1 & Btr q1 Do", u Ins Flr-Lurch Southern Plnewww #I #I #2 #2 1x4 Braces shall be SRB (Stress -Rated Board). wwFor Ix4 So. Pine use only Industrial 55 or Industrial 45 Stress -Rated Boards. Group B values may be used with these rades. Gable Truss Detail Notes: Wind Load deflection criterion Is L/240. Provide uplift connections for 135 plf over continuous bearing (5 psf TC Dead Load). Gable end supports load from 4' 0' outlookers with 2' 0' overhang, or 12' plywood overhang, symm Attach 'L' braces with 10d (0.128'x3.0' min) nails, Aboutl able Truss )K For (1) 'L' bracer space nails at 2' o.c. In 18' end zones and 4' o.c. between zones. Diagonal brace aptlonb )K)KFor (2) 'L' braces, space nails at 3' o.c. In 18' end zones and 6' o.c. between zones. vertical length may be T doubled when diagonal 18' )K 'L' bracing must be a minimum of 80X of web brace Is used. Connect L I member length. diagonal brace for 690# at each end. Max web Brace Gable Vertical Plate Sizes total length Is 14'. 31EilEi Verticnl Len th No Splice 2x6 DF-L #2 or Less than 4' 0' 2X4 better diagonal Greater than 4' 0', but 4X4 Vertical length shown braces single 18 Qggtl 1 T14IH tittle; less than 12' 0' In table above. I or double cut t y, 45 (as shown) at L r/i,. + Refer to common truss design for upper end. °H• peak, splice, and heel plates. s ;��',. $ •• �: Refer to the Bullding Designer for conditions Connect diagonal at a° o midpoint of vertical web. Refer to chartboveafor nx nbl ve ti le not addressed by this detail. th. wwnwaRTANT" FURNISH nRSS DRAVINGF O ALLLACONTTRRACTORSS INCL AING THE INSTALLERSC s ®' REF ASCE7-10-GAB16030 Trusses require extreme care In fabricating, handling, shipping, Installing and bracing. Refeeeeee��-��111 tt,,..,,++��p�n4 s follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) fsztys DATE 10/O1/14 practices prior to performing these functions. Installers shalt provide temporary bracing pe BCSL • E Unless noted otherwise, top chord shall have properly attached structural sheathing and bo,,Qm chopf A� Y'0 • DRWG A16030ENC101014 shall have a properly attached rigid ceiling. Locations shown for permanent lateral restraint elf so P'1 �./ • , shall have bracing Installed per HCSI sections H3, H7 or B10, as applicable. Apply plates to ear •i t, - of truss and position as shown above and on the Joint Details, unless noted otherwise. �',,, a �W P' Refer to drawings 16OA-Z for standard plate positions t ••�� tC Alpine, a division of ITV Bullding Components Group Inc. shall not be responsible for any deviatio r °w•• •• this drawing, any failure to build the truss In conformance with ANSI/TPI 1, or for handling, shippin Ss �••+jjjr• MAX. TET, LD, 60 PSF AN ITW COMPANY IAStatlatlon S bracing of trusses. lJ �y 11 514\ Earth\ City\ Expressway englneering responsibiliA seat on this ty solelyor vfor theer designdesign shown. Tthis hey srltabuty amid use of ofprofessional ddra•4g � $; ®� �� 1� \ \ suite\ 242 for any structure is the responsibility of the Building Designer per ANSI/TPI I Sect.�3Z1$1t� 1 "/_9/2021 V\Earth\City,\MO\63045 For more Information see this Job's general notes page and these web sites,MAX. SPACING 24,0° ALPIND www.alpineitw.comi TPI, w tpinst.orgi SBCA, www.sbcindustry.orgi ICG—.1—safe.org Gable Stud Reinf orcement Detail ASCE 7-16i 160 mph Wind Speed, 30' Mean Height, Enclosed, Exposure C, Kzt = 1,00 Or, 140 MPH Wlnd Speed, 30' Mean Height, Partially Enclosed, Exposure C, Kzt = 1.00 Uri 140 mph Wind Speed, 30' Mean Height, Enclosed, Exposure D, Kzt = 1.00 Ori 120 moh Wind Soeed, 30' Mean Heioht, Partially Enclosed, Exposure D. Kzt = 1.00 S 2x4 Brace Gable Vertical pacing Species Grade No Braces (1) lx4 'L' Brace x (1) 2x4 'L' Brace w (2) 2x4 'L' Brace )KA (1) 2x6 'L' Brace x (2) 2x6 'L' Brace *30 Group A Group B Group A Group B Group A Group B Group A Group B Group A Group B � r #1 / #2 3' 8' 6' 3' 6' 6' 7' S' 7' 8' B' 9' 9' 2' il' 7' 12' 0' 13' 9' 14' 0' U S P r #3 3' 6' 5' 5' 5' 9' 7' 2' 7' 7' 8' 8' 9' 1' 11' 3' 11' 11' 13' 7' 14' 0' HF Stud 3' 6' 5' 4' 5' 8' 7' 2' 7' 7' 8' 8' 9' 1' 11' 2' 11' 11' 13' 7' 14' 0' Q Standard 3' 6' 4' 7' 4' 11' 6' 2' 6' 7' 8' 4' 8' 11' 9' 8' 10' 4' 13' 1' 14' 0' Q1 #1 3' 10' 6' 4' 6' 7' 7' 6' 7' 9' 8' 11' 9' 3' 11' 9' 12' 2' 13' 11' 14' 0' —� :1 S P #2 3' 8' 6' 1' 6' 6' 7' 5' 7' 8' 8' 9' 9' 2' 11' 7' 12' 0' 13' 9' 14' 0' #3 3' 7' 4' 10' 5' 2' 6' 5' 6' 11' 8' 9' 9' 1' 10, 1' 10, 10' 13' 8' 14' 0' � P Stud 3' 7' 4' 10' 5' 2' 6' 5' 6' 11' 8' 9' 9' 1' 10, 1 10, 10' 13, 8' 14' 0' d Standard 3' 3' 4' 3' 4' 7' 5' 8' 6' 1' 7' 9' 8' 3' e' 11' 9' 7' 12, 2' 13' 0' U #1 / #2 4' 2' 7' 2' 7' 5' 8' 5' 8' 9' 10, 1' 10, 6' 13' 3' 13, 9' 14' 0' 14' 0' S P P #3 4' 0' 6' 7' 7' 5' 8' 4' 8' 8' 1 9' 11' 10' 4' 13' V 13' 7' 14' 0' 14' 0' U u P Stud 4' 0' 6' 7' 7' 0' 8' 4' 8' 8' 9' 11' 10' 4' 13' 1' 13' 7' 14' 0' 14' 0' O I� Standard 4' 0' 5' 8' 6' 0' 7' 6' 8' 0' 9' 11' 10' 4' 11' 10' 12' 8' 14' 0' 14' 0' #1 4' 5' 7' 3' 7' 6' 8' 7' 8' 11' 10, 2' 10' 7' 13' 5' 13' 11' 14' 0' 14' 0' S P #2 4' 2' 7' 2' 7' 5' 8' 5' 8' 9' 10, 1' 10' 6' 13' 3' 13' 9' 14' 0' 14' 0' #3 4' 1' 5' 11' 6' 4' 7' 11' 8' 5' 10, 0' 10' 5' 12' 5' 13' 3' 14' 0' 1 14' 0' 0i D P L Stud 4' 1' 5' 11' 6' 4' 7' 11' 8' 5' 10, 0' 10' 5' 12' 5' 13' 3' 14' 0' 14' 0' Standard 4' 0' 5' 3' 5' 7' 7' 0' 7' 6' 9' 5' 10, 2' 11' 0' 11' 9' 14' 0' 14' 0' #1 / #2 4' 8' 7' 11' 8' 2' 9' 4' 9' e' 10, 1' 11' 6' 14' 0' 14' 0' 14' 0' 14' 0' d S P P #3 4' S' 7' 7' B' 1' 9' 2' 9' 6' 10' 11' 11' S' 14' 0' 14' 0' 14' 0' 14' 0' u U I_I r Stud 4' 5' 7' 7' B' 1' 9' 2' 9' 6' 10, 11' 11' 5' 14' 0' 14' 0' 14' 0' 14' 0' O �I f Standard 4' 5' 6' 6' G' 11' 8' 8' 9' 3' 10, 11' 11' 5' 13' 7' 14' 0' 14' 0' 14' 0' X #1 4' 10' 8' 0' 8' 3' 9' 5' 9' 9' 11' 2' ill 8' 14' 0' 14' 0' 14' Off- 0' d S P #2 4' 8' 7' 11' B' 2' 9' 4' 9' 8' 11' 1' 11' 6' 14' 0' 14' 0' 14' 0' 14' 0' #3 4' 6' 6' 10' 7' 3' 9' 1' 9' 7' 11' 0' 11' 6' 14' 0' 14' 0' 14' 0' 14, 0' - t D P L r Stud 4' 6' 6' 10' 7' 3' 9' 1' 9' 7' 11' 0' 11' 6' 14' 0' 14' 0' 14' 0' 14' 0' Standard 4' 5' 6' 1' 6' 5' 8' 1' 8' 7' 10' 11' 11' 5' 12' 8' 13' 7' 1 14' 0' 14' 0' Bracing Group Species and Grades) Group At S ruce-Pine-Fir Hen -Fir #1 / #2 Standard #2 Stud #3 Stud #3 Standard Dou las Fir -Larch Southern Plnexwx #3 #3 Stud Stud Standard Standard Group BI Hen -Fir #1 & Btr #1 Do u as Fir -Larch Southern Plnewrx #1 #1 #2 #2 Tx4 Braces shall be SRB (Stress -Rated Board). ■wFor Ix4 So. Pine use only Industrial 55 or Industrial 45 Stress -Rated Boards, Group B values may be used with these grades. Gable Truss Detail Notes: Wind Load deflection criterion Is L/240. Provide uplift connections for 135 plf over continuous bearing (5 psf TC Dead Load). Gable end supports load from 4' 0' outlookers with 2' 0' overhang, or 12' plywood overhang, aymm Attach 'L' braces with IOd (0,128'x3.0' min) nalls. About) able Truss )K For Q) 'L' braces space nails at 2' o.c. In 18' end zones and 4' o.c. between zones. Diagonal brace optioni )K)KFor (2) 'L' braces, space malls at 3' o.c. vertical length may be In 18' end zones and 6' o.c, between zones. doubled when diagonal 18' 'L' bracing must be a minimum of 80% of web brace Is used. Connect member length. diagonal brace for 690# at each end. Max web 'L' Brace End Gable Vertical Plate Sizes total length Is 14'. Zones, typ. Verticnl Len th No Splice 2x6 DF-L #2 or Less than 4' 0' 2X4 better diagonal Greater than 4' 0', but 4X4 Verticnl length shown brace) single 8 1 1111Ti14 1 Nil, less than 12' 0' In table above. or double cut I 45' (as shown) at L '\ 'rij + Refer to common truss design for upper end. sO� peak, splice, and heel plates. t �° �"; Refer to the Building Designer for conditions Connect diagonal at S� o °• not addressed by this detail. midpoint of vertical web. Refer to chart �bovegfor nx abl Ve ti I th, "WARNING!" READ AND FOLLOW ALL NOTES ON THIS DRAVDG'd ® i3. REF ASCE7-16-CAB16030 "DPRTANT" FURNISH THIS BRAVING TO ALL CONTRACTORS INCLUBM THE OISTALLERS5 • Trusses require extreme care In fabricating, handling, shipping, Installing and bracing. ReFe`tI nj ° DATE 01/26/2018 follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) fo sddl9F�ztW ° practices prior to performing these Functions. Installers shall provide temporary bracing pe BCSL • Unless noted otherwise, top chord shall have properly attached structural sheathing and bo m chol DRWG A16030ENC160118 shall have a properly attached rigid ceiling. Locations shown for permanent lateral restraint f so Pi V shall have bracing Installed per BCSI sections B3, B7 or B10, as applicable. Apply plates to ea's •e [, �i� of truss and position as shown above and an the Joint Detalls, unless noted otherwise. .',. • (,�✓ AEP' Refer to drawings 160A-2 for standard plate positions. °•��/4C Alpine, a division of ITV Building Components Group Inc, shall not be responsible for any devlatio r '�•rs•°��°•t``w° this drawing, any failure to build the truss h conformance with ANSI/TPI 1, or for handling, shippin _(% w\C'} .aia MAX, TET, LD, 60 PSF AN ITW COMPANY Installation & bracing of trusses. el \"1 �o" A seal on this drooling or cover page llsti g this drawing, Indicates acceptonce of professbnal 14� 9/2021 %% 5141 Earth\ City% Expressway engineering responsbrtlty solely for the design shown. The suitability and use of this ddrawingh� �\6\��2 \\Suite\242 far my structure Is the responsibility of the Building Designer per ANSVTPI 1 Sec2I . E1 \\Earth\City,\MO\63045 For more information see this Job's general notes page and these web sites, MAX, SPACING 24,0" ALPINE, www.alpineitw,comi TPI, "w.tptnst.orgi SBCAi wwr,sbclndustry.orgi ICC, wwwlccsmfe.org •T Relnfoi Memk Go Tr Gable Detail Far I Pt -In Vartirnlcz Gable Truss Plate Sizes ppropriate Alpine gable detail for e sizes for vertical studs. Engineered truss design for peak, b, and heel plates, vertical plates overlap, use a .te that covers the total area of lapped plates to span the web, „ 2*2X4 *2X8 vrovicie connections for uplift specified on the engineered truss design, Attach each 'T' reinforcing member with End Driven Nallsi IOd Common (0,148'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, A14015ENC100118, A16015ENC100118, A18015ENC100118, A20015ENC100118, A20015END100118, A20015PED100118, A11530ENC100118, A12030ENC100118, A14030ENC100118, A16030ENC100118, A18030ENC100118, A20030ENC100118, A20030END100118, A20030PED100118, S11515ENC100118, S12015ENC100118, S14015ENC100118, S16015ENC100118, S18015ENC100118, S20015ENC100118, S20015END10011 N1SPPI0IIi S11530ENC100118, S12030ENC100118, S14030ENC 30 10011�..1J1,;/4 S18030ENC100118, S20030ENC100118, S20030E 01 Q�QP.Eb10dj8e-, See appropriate Alpine gable detall for 'T' Reinforcement Attachment Detall 'T' Reinforcing 'T' Reinforcing Member Member Toe-nall - Or - End -nail To convert from 'L' to 'T' reinforcing members, multiply 'T' Increase by length (based on appropriate Alpine gable detail). Maximum allowable 'T' reinforced gable vertical length Is 14' from top to bottom chord. 'T' reinforcing member material must match size, specie, and grade of the 'L' reinforcing member. Web Length Increase w/ °T" Brace Examples 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) = 30% = 1.30 (1) 2x4 'L' Brace Length = 8' 7' Maximum 'T' Reinforced Gable Vertical Length 1.30 x 8' 7'= 11' 2' 'T' Relnf. Mbr. Size 'T' Increase 2x4 30 2x6 20 PI AN ITW COMPANY 115141 Earthl Cilyl Expressway ll Suitel 242 1 t Earthl City,l MO163045 "WARNDQwx READ AND FOLLOV ALL NOTES ON TIOS BRAVING] g ; w>.D(PQRTANTea FURNISH THIS IIRAVING TO ALL CONTRACTORS INCLUDM THE INSTALLERS_: p Trusses require extreme core In fabricating, handling, shipping, Installing and bracing• Ref "t� n�, foltow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) fo s(ztys practices prior to performing these Functions. Installers shall provide temporary bradng pe HCSI. unless noted otherwise, top chord shall have properly attached structurat sheathing and bo m chol shall have a properly attached rigid ce0lrq, Locations shown For permanent lateral restrnlnt'�!F so shall have bracing Installed per BCSI sections B3, B7 or 310, as applicable. Apply plotes to en� of truss and position as shown above and on the Joint Details, unless noted otherwise. ie ReFer to drawings 160A-Z for standard plate positions, {� Alpine, a division of ITV Building Components Group Inc shall not be responsible for any deviatio r this drawing, any Fallure to build the truss In conformance with ANSI/TPI 1, or for handling, shlppin Installation 8 bracing of trusses. A seal on this drawing or cover page design this droving, indicates acceptance of prole drawing engineering respons0,0.1ty solely for the design shown. The sultnbNty and use of IFds drowkg for any structure Is the responsmllity of the MdIng Designer per ANSI/TPI 1 Sec?. For more Information see this Job's general notes page and these web sites.MAX, ALPINE, www.alpineitw,comi TPI, www.tpinst,orgi SBCAi www,sbclndustry.orgi ICC, wwwjccsafe.org [ W. r vv � - e .. �TI U j}�. •s !,R _ so �• �a,w sew _{'1� M1awwfin°ww � ` s I. V H �� , `,t � ,(��qtMp� 1 Y Al. G +�+g t4: �29/2021 MAX, TUT, LD, 60 PSF REF LET -IN VERT DATE 01/02/2018 DRWG GBLLETIN0118 D U R, F A C, ANY SPACING 24,0' Gi W. VALLEY FRAMING & BRACING DETAIL Y R BC 1/2 01 Lumber Size and Grade Minumum Reauirements GENERAL NOTES Purlins 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 ® +CRIPPLE ripples 4'-0" for 30 psf (TL) and 20 psf (TD) Max. :e the crippes for each row starting from the valleys or sleepers working inward to the ridge board so that cripple locations are gered between rows. 7yp) Inspection Requirement Notes 7x6 rafters to ridge 416d toe -nails Cripple to ridge 416d toe -nails Cripple to rafter 416d toe -nails (**) 8 16d face -nails Rafter to sleeper or blocking 5 16d toe -nails Rafter to two 2x6 sleepers 4 16d toe -nails Sleeper to truss 416d toe -nails Two 2x6 sleepers to truss 3 16d toe -nails each sleeper & truss Ridge board to roof block 416d toe -nails Ridge board to truss 416d toe -nails Purlin to (Typ) 316d toe -nails Truss to blocking 416d toe -nails Truss to cripple 416d toe -nails Truss to cripple 416d toe -nails Cripple to purlin 316d toe -nails ""' iK6'_ " ""' 13. Collar beam to rafter 416d toe -nails CRIPPLE, BRACING, 8r BLOCKING NOTES NOTE: 16d (0.162"x3.5") COMMON NAILS -2x4 continuous lateral restraint (CLR) min. is required for cripples V-0" to 10'-0" long nailed w/ 2 -10d (0.148"x3") nails. Or 2x4 "T" or scab reinforcement nailed to flat ede of cripple with 1 Od 10.128"x3.0") nails at 6" o.c. "T' or scab must be 90 % of cripple length. Cripp es over 10'-0' long requre two CLR's or both faces w/ "T" or scab. Use stress graded lumber & box or common nails. Narrow edge of cripple can face ridge or rafter, as long as the proper number of nails are installed into ridge board -Install blocking under rafter if sleepers are not used. -Install blocking under cripples if cripples fall between lower truss top chords and lateral bracing Is not used. -Apply all nailing in accordance to current NDS require Nails are common wire nails unless noted otherwise N, ffy/i . —VAF&dN -READ AND F01DV ALL NOTES ON THIS DRAVDti WdWlitTWrial F1RtM TM DRAWM Tn ALL CWRACnRS DCUMM THE DST& i rot" Trusses requre extr-ene core Infnbrlcutlnehan dling r4p, .WppkV, tnstolWip and b—I g • Wee p follw tlw latest aditlm of BCSI MA&V C.%p t Safety nf I—natlon,'by TPI and SBW f.M sE practices prior to perfamft these functions. Installers stall provide tenparory bmcing PC% Bi unless noted othe—Ise, top lord shall have properly attached structural sheathing and bot%or stall have a properly attached rlgfd celkp. Locations sham far pe—nent lateral mstraltt W have ckV installed psections B7 r 3111e, aapplicable. y plates to mall, tnaW position awhom above non the Joint Detas, unlessnotedothertrim. l, Refer to drawtrps 160A-Z for standard plate posrdons. Alpine, a dMslon of ITV Bolding Conponents Croup tnc shalt not be responsible for any deviatk AN iTW COMPANY this d O-Q any fait r to bulid the toss In confor—me with ANSI/TPI 1, or for handlkq, ships Installation L bracing of trusses. A seal on this simulno ar cover page llstlrQ this drawkio, kxloates acceptance sWet y for thr drsrop al lb R1 S.CZ 13389 Lakefront Drive fr of hahd/Po Earth City, MO 63045 For nave hf—M.n see this ,Job's pernernl rates page and these ab sitter ALPM mnlpineit—i TPb wew.tpknstorgl SBCM aww.sbdndustryorgi Im www.kciafe-0 STATE OF A,� O R iOp'••'• S�ONAL �`; ••� (A) I(B) (**, TC LL 20 30 40 54 TC DL 10 20 7 7 BC DL 0 0 0 0 BC LL 0 0 0 0 TOT. LD.30 50 47 61 DUR. FAC. 1.25/1.15 SPACING SEE ABOVE REF VALLEY FRAMING DATE 10/01/14 DRWG VACNV1801015