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Engineering Package - Truss
ENGINEERING PACKAGE Builder: JDR HORTON / STATEWIDE Project: Model/Building: Lot Alt: LOt: _x 10 2 �� Address: .......................................................................................... JobNumber: N334501 ............................................................................................................ Revision Date: Block:l �I Unit: �_.....__��v,®w Unive saoi P ianre Sngineenn Sciences New Load #: =RIO CARPENTER CONTRACTORS OF AMERICA, INC 3900 AVENUE G. N.W. WINTER HAVEN, FLORIDA 33880 PH (800) 959-8806 FAX (941) 294-7934 ALPH" � M?rdh 13,2010 Mffwaknif ME Bob. Michaelis Carp6htdr C&itr6ctofs of Amddbk -Itic- .9 Ayenuo, G, Northwest Wititer liaVen, 5L 33880-6201 Re: Altprnati;4e installatlofis-for a single pfy carried truss with a width Jess than the hanger width, and wood. blocking to- 4Wteve full designiqqd vafue,fdr-fac6.m"ounted.'banger.ptta6hm'entb'n woftd ply supporting girder (Refbrdnbd detail WA3.7,02)- 'Oear-Bob, For slfi& ply carried Miss 'With- a width less than thi hangef width you can instgAl a. prefabricated jack scab truss ( ).for Wqod'fH.le.r 15.lpckiyg� The chord sizes, chordgrades, and -Apiw---connecicr platd(s) to be.Ihe sgiffio as the single. ply came truss: The prefabricated jack igdabtrds's (*)'WHI hav6 a mlnlirlum length• of 0' and will have aqffi!.n:4m pitqh -of5I`l2-The single. plyqaMed buss sha(llGave ..areq'C'Uonof 31500 or. 'less. Attach prefabdcated'.jack..tcab,tr.uss with:two (2)*rows�of'O.1R8"x3.G" GUn Nails at2" O'C.• p0r6%�r.,-staggie'r-staggered I" (See Figure I bdIoW). P16ase-referto-theSirhpsctn-s�trong.-TieCatalog C-0 2�619;.'page 216i flgyr�6:$ for more information, rigtrre-I Fora sfn.glb-pIY.gffdertheit requir,6sWOodbl6qkh§ to adhle.vefull design load Value for.face-mounted hangers:attachone w9o,4. F lock (*)to the back face of the single -ply e size gkderWith (h same sf and qrsCde:.d§ the bottom. chbrdpf the slngje. Ply girder: The.�waod- block f>h to b& such thafth6W6od bloc;jdng..extends to each adjadent pahol •poihts (webs ;aftd bottom ch6rd intersections). Attach wood block (I -with 6�`M rows of L-14" x3.0" Gun Nails at 6' O.C. per row, staggered 3.6"'ap.plied to the 67Z0 Forum Drive Suite 265 Orlando, 1 L- 32821 . (P09).521-9196 -.(86.34 685 .) 224 Www.arpineltmMM W a INE� ALP single ply girder face, with an additional (29) Q.A'2i "xj.Q' Gun Nails at-each'pan6j'.pojnt: apptedtothe I ' wood. block faqe We Figure �.Z bt(b.W . Please refer to the Simpson Strohg-Tie Catalog G-C,204 9, padd 216, Figure 1 for more: inforination. Figum-.2 . ...... ...... The -appridMon of pt6f6bricated jack scab Wigs for wood fill&blocift or wood blocking to, achieve fUll desig�i*loaO\taluefprfa.ce=mount6d haingemmust be approved by fh�- hardware manufacturer: All ddbia -arid end 06tahces, arid `spacing for all nail connedioils must be suff[Oant to ;JreVdnt_s'pIitI:7hg of 'wood.. If. I can.bL--Qf any fprther assistance or if you have any questjQnsj please give me apall. Willibrh H. Mck,-P.�. Chief Engineer .V Alpine an ITVCompany Eng"lir'ieeningD ' '' ppartmerit Odando.'FL 6750"Fotbm DfWk Sdfte305; -Oldafido, FL 32821 -(800)'521,9790 - (863) 422-8685 WW,W,a1pineit,Ar.c,6M ALPINE UWCW.MW April 26-,2019 Mr. Bob Michde;lls Carpenter aonl'lr ntractorE� ofAmerica, lnc_ 3b. l Aven ue �i RprfhwiAqt VVjhtet H6v&n, FL 33880-6201 Dear Bob, Rei' Strongba& bridging' or) tobftru§se§. I -understqnd there is some coricdirn over otYr*fecdrWnerTdAfi6hs f6t.strbngback bridging on -roof trusses. -Stprigback bridging jor roof trusses is nQt.a requirement of,ANSITPI 2014nor is 4: a requirement of.ther Bdildifig Ccjhrip6hEEnt -Safety lnfbfmafiory- (Bb%).. But strongback bridging on roof Arotges; is: recommended by Carpeht.et Cohtractdid bf'Am-edca. St 6hgoiftk bridging.serves the following two func dn.v- - One; bridging aligns the bottorn -chords -after they are. set -so they Are uniform along the ceiling fine and h6lps..Wth Gelling sqrviceabliity, - Twoj'briclB7, ng reduces fdatimi defection .6f adjacent-tt'Usses. StropgbAp- bridgin#.does- riot--preventorreducb?ovefall indiVidual deflection, especially any roof trusses. ;deflectn�more than 1l4" inch. . ............ - b0ging In roof busses dbes - not _5tron.gb.Pck 'serve asterApbrary.br pdrmaridrilt" bracing .and is not - ,intended 'fa dl§t'd'6Ut'e, or share` design' loads -between Vussps. Consequently, n. . S VL. p design loads have been acqoqnted.fbrW1th this deWi - and dontintibLis- §tro1h&ack'bHdgirig should not be.attached betwde6 bbfnffion and Order 'trusses7. The use -of strongback: bridging, shall not -interfere %vittl other design cbnsid&rat!6ns as specified 1*th�6 EngiheeT pfl Record cir theF Building Designer.. Th& outer L-hds of tttotigoack- bridging .shall be -attached to a wall -or anqfher-secure end. restraint, t, or as Apeciged:py the Engineer of ReWd'ar . AfieF BURdinq.Dt! ighdr. Strongback bridging shalt be -a- midinbrn -of W nominal lUnibor oriented with the depth verticaf. Attach wifh (8)' lid :common ialls (0.162"x3-F)nails k each intersecting hdrnber. Whe n extending the -strond$ack bridging overlap. by at a minimum :of two trusses. The I' ecation of She: strongback bridging maybe specified by he Truss MahufActUr6r,. EntifieNt bTlRedord, or BoUbg De§IjH'6r. Please refer -to SCSI "Strob9b.ackIhg*PrQv1St9ns" o.rto.A1pInp,9TR8Ri8R1-Q14 detail for More. information. The graphic §bo*h (f9dure. 1) is for generic lllustraitive piirpose only. 6750 Forum Driva.Sulte 305; OrRindo, FL32821 (800) 521-0790- (863) 422-8686 wWW-Alpineltw.corn, ALPINE AIL Ws .11Gt Figure4 1f 1-can bd of any Turf her a�ssistaribe' orff ypu have any questions, please give- me a. call. Sine rely,. Wiffriam.H,Krick KE. Ctfief'Spglnper Alpine an M Q.Qfnpany Ei�ginee'n'n'g"D*e'p*a*ttnidht Wander, FL 32821 6760 Forum Drive Suite 3.0b, Orlafido, 'FL 32821 , (800) 521-9790 - (863).422-.8685 ww.o Irl risitaeom 0 (A .40;t Yf 4Sd In 11 QN MU JSd' AV 1N3HHOV.ilV m '6uloppq q:uauodwao Bullollmo, isoll: d!� 'laja�A SIM ,OqB.Vp,4.-; Opip4V V9t:,'l0W-JP_4uj lVUOl+lPPXr -IPJ A MoUll Ol VV110NOUS -auldIV Ac( papuawwo:)aa KjOL40--Aq-�s .51. ;BJG,4zf4B4;-' Pu'd j�PIOPI-lq Hov'Liv Manes No=arras 'GN:4 H" LV'.(13NIV8 3N Ag in -.Ha.LJnE[ .3131 10 �111-" ll�q I'S '>( Nrlr4l ewriwimim 9ak'a STVH' GOV,83T.,O)VIOM131. M"GoViell'o), (2) jq 1401�13.11*0-1-11VI aL-4-1. 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RAFTERS a LEY Ve IrJZUS,TIJNDER VALLEY -FRAMING Vv-kLLErY RA MR -.OR MIDGA Jp0leb,4'-DTIdI%30 psf T4id- -26 Q'2P8f (.TDJ.Mziv- (acutforis orb yerad'bgtwegp rows,, -4 I5a-t6&4z1lU- (-*4) mil dr-ta.two-2*6 sleepers: 416 WO-wfull3 5. wdepdi td-ibtrs' 4'16cl tdd-.Aall$ 31cd t6rab211s.each sleep Talk gjdje:Bal, rd.,fa -ro v f bf d ck I CO jj• -Frtdjwhdz;rU fb.tr.uIrC 434&t0qA?Ijl5 3, .-Fraw to (T"). 3..16.dtda-uaijI- .g. 4*16ittob,65111 30, 4-1WADWrtilli -ja. NAW A; AM . -OT'4ft: Irc DI, 1.0 151 0 B(T- -LL 0 54 2:0 7 17 0 0 -0 A 0 47 61 at. DATE' 10 q-0C9 AROV3 9 a Simpson Sti ong-Tie'�' I'Vood Constru.clion Con nectors Face -Mount Hangers - I -Joists, Glularn and SCL 0 These products are awaUable %vdh additional conDslon protection. For more Informeton, sea p. 15. Codes: See p. 12 for Code Reference Key Chart. it IN IN El SFFIHF. Head.er Wei ReL. A 314:O H, B� -xidif LI, Alst wpjift Itf; Rgo now -BGof- - Min. JUS2.56/16 2% 16 2 1 (14)0.149x3 70 ; 1,660 1,,:.15 1 805 1.42511.555. 1555 ax. (16) 0.148 x 3 - 70 1. D05 1.605 1,B05, ussli.=55 Im 2'hx16 MIU2.56/16 - 23i.1 15?1. 21A - (24) 0.162 x 3 V2 (2) 0.148 x Vh 230 3.45513,92014.045 2,97013,370:3.480 1,94512,20512,375 1.67511.89512.045 U314 ?0/., 1 10-yk 2 - f16) MEOW (6) 0.148 x 1 W HU316/HUG316 ✓ 12!96 1 14Y. 2V2 - (29) O.-MxMi (B) 0.148 x 1 Ih 1.515 513 '36W 3.610 2,565 2,89513 110 1 IBC, . 2 , tiW 122a FL LA MIU2.56120 '14W 21/1 x 20 1 Z'Aal 19% 2.11. 128) 0.162 x 31A (2) 0.148 1 1/z 9-30 4.03014,060'4.060 4 A',4 NG X 91/4 tD 26 2216%videjoists use the same hangers es 21)V wide joists and have the same loads. T ... . .1 ' x AW '3 2 q -gob 19c, 3011A hlIU3.12/11 3%1 11% 2Yi -1 (20) 0.162 x 311 (2)0.148xlYz 230 2,88013.135 - 3,135 2,475 2,69512,695 FL, HU2.12,2 HUC212-2 I•I✓ 3Y.1 101N6 2% Mat (22) 0.16201h_ (10)0.148x3 1.735 3.2.7513,695,3,970 2,820 3,180:3.425 LA PN F i3U375lA>%= :fir 11 L ' .1kA NA op '- U I NO _2r Y 4 . '7 T., 'S -.6,085 R- r 76- 3 Ma x 514-1 HHU346 36A 5% 3 - (14) 0.1620% (6)0.162x314 1.320 2,785 3.155 3 .405 2.395 2.71512,930 1HOUS46 31A 4% 4 - (20) 0.162 x 31,4 (8) 0.162 x 3% 2,155 4.36014,885 5.230 3,750 4,200 4.500 '-�P -4, -TR _t2Z 1�1 bL'tZ4 Mv ....... . . . . . . . . 00. "jG'AA5 A 5 i5 6,415 .IUS3.55/9.5 3% 91h 2 - (10)0.148x3 - 70 1,185 1.345 1,465 1,02011.160 .1,250 210 2,305 2,615 2.820 1.98012,245 2.425 -MiU3.5519 33S; 8131s 21h - (16) 0.162 x 3112 - (2) 0.148 x I 'A . U41 0 ✓ R6 8% 2 - (14) 0.162 x 314 (6) 0.143 x 3 970 2.015 2,28512,465 1,73511,955 2,120 .HUS410 133,. 1 8% 2 - (8) 0.162 x 311 (8) 0.162 x 3% 2,990 2.125 Z420 2.615 1.820 j 2.070 2,240 3 Ih x 9 'A HHUS410 3% 9 3 - (30) 0. F62x-:% 3.565 5,635 6,380 6 A45 4,84515,486 5,5 545 HU410[KUC410 - -✓ No 8% 2'hl - (3qD.l62x3Y2 02) 0.162 x 31h 3,235 7,460 j 7,460 7,460 6,4151 BA15 6,415 HUC0410-SDS - - mu 9 3 - (121 I/V jL2%"SDS (6) Y47 x 21,27 SDS 2,269 - 4,50014.500 ;.5010 3.240 3.2140 2. 22 HGUS410 - 3% 97.. 4 - (46) 0.162 x TIE 06) 0.162 x 3 'A 4,095 9; 0019,100 9.100 7.82517V5 7,825 IBC- 41A - (16) 1/40 x 2le SDS 0 2) 1/4' x 2 W SD S 5,55516.72016,720 6,720 4,840 4,840 4,840 LA Fl, LGU3.63-SDS 3% 8 to 30 h6U3.63-SDS 9% 9Y, to 30, 4-Vk - (24) Y4"x214"SDS (16)'/4"x2'ASDS 7.260 9,45019.450 9,450 6.805 v 6,605 6.805 1,485 .. .... ym 1 (2' Jdb . Y. T21 OAIEa A*: It Tg,}75: �,0'512,695 x -9 0 fZ245. 2-.20 A':• W64 AW , TX461* .45 3 .2 �5 2� .79 X-n lilTmi!IQUib -4z�.�z AL ;Z1. -4,31-52;4901 3.4251 -T RLTGq4jZ -SOS! i�a W11' U. S M-SR'. 46 xq .8,0 85 .-LGI13:g3-8DS _�-JAZ7-". !'S* -�6 U47%. .4q 4,Q4D g- sm 4- 94 IP050! ANA M%805A905 6'.;8 05. -1. L t: 146 See footnotes on p. 150. ' SimpsonStrong-Tie'�'N✓oodConstruciionConnectars.- Adjustable Truss Hangers E This product Is preferable to similar connectors because of (a) easier Installation, (b) higher loads, (c) lower installed 0 cost or a combination of these features. The THA series have extra long straps that can be field -formed to give height adjustability and top -flange hanger convenience. THA hangers can be installed as top-8anga or face -mount hangers. THA4x and THA2x-2 models feature a dense nail pattern in the straps, v. hich provides more installation options and allows for easy top-fhange installation. Material: See table Finish: Galvanized. Some products available in ZId W coating. oSee Corrosion Information, pp. t3-15. U Installation: a> _ Use all specified fasteners; see General Notes. The following installation methods may be used: U to • Top -Flange Installation — The straps must be field formed N over the header — see table for minimum top -flange requirements. I'- Install top and face nails according to the table. Top nails shall not be within'/a from the edge of•the top-Fange members. For the THA29, nails used for joist attachment must be driven at an Q angle so that they penetrate through the comer of the joist and into the header. For all other too -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, vAth at least half of the required fasteners in the top half of the header. Not all nail holes in the straps will be filled. Nails must have a minimum �k° edge distance. Straighten the double -shear nailing tabs and install the joist nails straight into the joist. The face -mount (min.) installation option accommodates conditions where the supported member hangs either partially or entirely below the header. • Face -Mount (Max.) Installation — Install face nails according to the table. Not all nail holes in the straps will be filled except for the following models: THA29, 11AA213. 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 filed. Nails used for the joist attachment must be driven at an angle so that they penetrate through tire 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 3ya" (exceptTHA413) and larger, with no load reduction — orderTHAC hanger, Codes See p.12 for Code Reference Key Chart SIMPSON N:llipid f1'ld far 2!i.'Iar i and THA42e-2 TM422-2 2Vi' :q -; T TtiAC422 5 t '5. y M422.2 r Tm4m THA29 THA418 THAC422 Double W— 2 face nails Use lull table value (total) Single 42. 4 top nails See ;; s 4 (taw) Face nails Top nails na lertable _ " we= pertable pertable —y- a shear nailing tabs and Instal nags straight into the joist Typical THA Top Flange Installation on a Nailer (except THA29) THA422 Face -Mount (Max.) Installation Straps maybe installed straight or wrapped over with tabulated face nails installed into top and face of heade Double : u DNa ogubleShear s Dome Double-Shear Shear — g r ;? Naling Side View Side Vlevr, Nall ng Do not -, y ` (AVaable on Top View/ ! "''j rx I yw some modeis) bend tab 186 Straighten the double shearnarling tabs and install nails straight Typical THA422 Top Flange Installation on a 4x2 Floor Truss THA44 Face -Mount (Min.) Installation ryNrueu Irvlea Top Flange Installation er to [note 5 p.187 Simpson Strong -Tie;, Wood Construction Connectors SIMPSON Adjustable Truss -Hangers (cont.) IS These products are ava!lable with additional r_orrosxh protection. For more information, see p.15. R is •._' F.isfeuei5' --" i .<� .; ;.• �.:q..Me !S SY•� :° �'I F/HF.: AUbwableLfiatl5 `'Model'. 1; a. t '•r,'t 'lop aq'e Q HeaBe P ::..., 6`e ' _:•: =._ ...: :. 11e tfi ':.:`:art7}%_9. i9. t';;'::: Caddied :::(lpjii �.;,', '��+-::»��'femtieF� _ _ _ ;._:� :p0/ '0 JSeij�oaa litt EIO'or S. t: Rbpf'/.: P°nl Wind Code Ref. _ - po-7�: •S?S (a?�'TnP.�i.::' d6A <�QO'-1t5. {760 (1b0)'•i(i1�. �5.�'•:,�fl'=��A:'".. _ ''--��,,cc �fi�"�..s.,�ly Cxr f �'3So„,--'`-'-=w?i1.:4 _ ,,-�, .� � k BP-�fDe,4s4" �- _.•ry o"wM'.h,?-c•"+J•L!:� �-7.4.� ^5% 1 ..3-• , r} B�{: �C �Z .�%' 5'2'„rat�?ii+S..'-Y`:�`-">4,.• �; �x �2 _ `"y�''s�,=� ..�'� __ :,� �N y:?__•;``� .RI-^' .....vW 1.�5e. �i.• ..� _ ` 2) 0148 x 3 {67 0.148x3 (4) 0.148 x 3 525 1.7150 1.75U 1.750 450 ta30 t,330 1,3s0 i THA29 18 1s/e-M. 525 2,61012,610 1 Bi; - (4) 0.143 x 3 1 (6) 0148 x 3 1 (4) 0148 x 3 2.610 1 450 1.985 1 1„'-1*5 I 1,955 .�f?6'L13;.";^'�'i8: _l5ie''13,�i's,�?h;H;;7,,`y? .. -=Y�_ 4i0:'iris=z3�:�(S�D149.x•3;(4).O:IA&%LYz;--,-•.s;:�?�'3:(`.wcA"9';".?`��_;' ~(2) ..d - 9;I�tr I�i1U`i.i,i.17. THA218 18 1 %s 17-M. 1 5 2 1 (4) 0.148 x 3 0.148 x 3 (4) 0.148 x M 1.460 1.46G 1,460 - 1.110 111 j V 10 IBC, _ �T41f1218�2 �'IBr .�Ye;17,;;Yts J�6:r, _''•2': _, ;: k '. -_ ,�U�162'X3ifz �(2�,0 IEL:X3''K, �'• .::. :.(61,Q:�'4�X� __:;.Y '� _ i l;��f`;•).1:�S% ,' y9!35,' � r-'.:1i�90: =?;51[s: •11.,;i15•7:. R. LA THA222-21 16 1 3.. 221;e 8 1 2 - 1(4) 0.162 x 3Yz (2) 0.162 x 3 ,i (6) 0.148 x 3 - 1.' r,0 1,g35 ?,99-' ) 1,F,15 1THA4'8 16 3V. 171.1. 7'/a 2 - 1(4)0.162x31h (2)0.162x31h (6)0.148x3 - 7360 1995 1,995 - lA90 1,5151 15t5 tfi2�,,iz 2k, 61lB.ic3°::•-i,H:>:?��'`' n�ac;"�: ,..-. 'f,S�J 7:Si�: '1,5.5.'` .iHA4�2 .:�G�:3�'�'tZ�"iT'h:>'1�.rc::_�'.-.F,Tp.}j� -- 11 �� TRA426 14 311. 26 : TIN 2 {(4) 0,162 x 31h (4) 0.162 x 3Yz (6) 0.162 x 3Yz - 2,435 2,435 2,435 - 2,095 2.0951 2.095 :THQd22.2 'A ;t h THA426-2 114 1 7Y< 2615e 9Y< 2 - 1(4) 0.162 x 316 (4) 0.162 x 31h (6) 0.162 x 314 j 3,330 1, 3,330 3,330 - 2,865 2,8651 2.865 -�5=:.' -. %w'�. :"•E'.:�t,� `�,'�:. 3-',` t: +�y.,,�;3�jy'�- �, 'R:- 3:y.�=•�-�- H.�: ^R?r•: 2y vPi '..-7,�.e�dei. :-3 � (1'N.•,� 'A�-';�.;::, a :«..?�S:;L{;� i• �. `;L�_?_�7fvv- _:S`�'`'..:-'".�$_�,�:�?v_+;�'=: r:.�.s�_"�`7' k:t TRA29 .18 1% 911is 5% - 9% - (16)0.148x3 (4)0.148x3 525Zan12,-65 '.265 450 1950 i950� t95ir �k ��: 4 y955 (Z450 THA218 j 18 1 % 17% 51h - 1735s - (18) 0.148 x3 (4)0.1460 2,45012,150 f 735 :?05 1 21U5 1 'L'u5 II THA218 •;1G,:3yq.' 7?;;.'fig'"'--1 ;:;;•_v17 _..W 1;59.5.2;od5 3.o4,i:2,FL 840 IFC, THA222-2116 31h 22% 8 141Ss i - (22)0.1620%(6)0.162x31h 1.855 3.310 3.,310 3.310 1.595 2.145 2,8451 2845 LA �N13`'=.`7Fi>3 ; y 4�P'4L48;x'':YaF98 a'y c 735:59-0{�•' OS TPIA418 16 31A 171h 7rla -: 141iz - (22) 0162 x 31/e (6) 0.162 x 336 1,855 3310 3.310, 3,310 1595 `2.845 2.845 2.845 T#1A 2;'iF MIN ?- Y+~1 •1 -:;.'- 22),U16263fi:' 13 rkL3iF7 ;tr9ti:2$b> I. 2;69s -2,E?5 a: _�:; THA426 14 3% 26 M - 16Y. (30) 0.162 x 31h (6) 0.162x3lh 1,855 4,415 14,480 4,480 1,595 3,795 3.855 3,855 ) '93t -0i4?5. '4;745 :4,745 FL 1 ( THA426-2 14 7Y< 2615e 9;'< - 18 Iffil1162 x 31A (6) 0.162 x 31h 1,855 $,52015,52D 5,520 1,595 4,745 4,745 4.745 1. Uplift loads have been increased for earthquake or hind loading with no further Increase allowed. Reduce where other loads govern. 2. Wind (160) is a download rating. 3. Min. top flange refers to the minimum length of strap that matt be field4ormed over the header. The tabulated loads for the TRA29 with 1 W rr!n. tap flange are based on a single 2x carrying member, all other top -flange installation loads are based on a minimum 2-ply 2x carrying member. For 42 truss carrying members witch double top chords, use the specified fasteners for full tabuwed values. For single 4x2 top chord or naller applications, refer to the Nailer Table. 4. Face -mount installation bads are based on a two-ply 2x carryng member minimum. For single 2x carrying members, use 0.146' x 1 Yi nails, in the caging member and tabulated fasteners in the carded member. and use 020 of the table value for 18 gauge, and 0.68 of the table value for 16 gauge and 14 gauge. S. For the THA 2x models, one strap may be installed vark*1 according to the tare -mount nalling requirements and' he other strop wrapped over tte truss,chord according to the top -flange nailing requirements (see drawing on p.186) and achieve full tabulated top-fiange irztallation loads. 6. Refer to installation Instructions regarding fastener installation into carried W) member. Based or. the installaVon condition, rants will be instafed either straight with straighted double -shear nai ing tabs or slanted 7. Fasteners: Nail dimensions in the table are listed diameter by length. See pp. 21 22 !or fastener information. 187 Simpson Strong -Tie" tNood Construction Connector $�MPS�N - `LfTlfy� -A Face -Mount Joist Hangers f�0% This product is preferable to similar connectors because e ofa) easrerinstallation, b) hlgherloads, c) lower m Installed cost, or a combination of these features. The double-sh ar hanger series, ranging frrT, `,'ne fight-egnaclty LUS fingers to the highast-oapeVV, HGUS hangers, feStur •vmc a* --a double -shear nalGng that distnutes the load through two points on each lout Pali l;r Treater strength. This allows for fewer nails, faster installation and the use of all common nails for the same connection. For medium -load truss applications, the MUS offers a lower -cost alternative and easier installation than the HUS or THA hangers, while providing greater load capacity and bearing than the LUS, Material! See tables on pp. 194-195 Finish: Galvanized. Some products available in stainless steel or ZMAX-, coating. See Corrosion Information, pp_ 13-15. Installation: • Use 4 specified fasteners; see General Notes. • Nails must be driven at an angle through the joist or taus into the header to achieve the table loads. • Not designed for\velded 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 Strang -Tire representative Codes: See p.12 for Code Reference Key Chart U _L r— T I cy O w I Double -Shear F NaMrig oTop View � ill N g ` Double -Shear Nallin 9 Slide View. Do not bend tab s••� H Dome Double -Shear J y ' Wing Side Mew (4vaA.ab'e on r some models) I . t 1•Ior2Ks 1lis fort& H b� WS28 kti HHUS210-2 MUS28 N HUS210 (HUS26, HUS28, and HHUS similao HGUS28-2 Typical HUS26 Installation with Reduced Heel Height (multiple member fastening by Designer) 193 Simpson Strong-lorcra9r, Construction Connectors ` - $�mP$QN t Face -Mount • •- • `"'Otnensions rn'rs:::'t. '• i" _ - : r � e. _ _-�.Met�ber. �'_? - _ ,M-eri'Lgt::�. Single 2x Sizes 11f524_, : •;.:_ ... •: _li :1?%is :,k;5s; =Ye . `473i1:.1;4: 1sa);. x')g9_ir3Pi.x3'd ' :` f$10.1A8•x3:v ;Ltl52@=: =A;s.• MUS26 4'%6 18 1 }ia 51Se 2 (6 0.1480 3 (6) 0148 x 3 HUS26 45% ( 16 15,1e 5Y. 3 (14)0.162x3'h (6)0.162x3'h iiGbS26:-j,';�1,si5@.:_^;12:; '�`J§Se °53'e" 5a•"t20tj0.1GLX.3;';%•"':i6}0,162df''d?ft_: Ll>::i;::¢3i°: "?:?$ - •1� e,. ,`0s .:`•.73i;: d 1.(61Ofid9't3'::':•t`(4018 �. MUS28 6% 18 1 w. 67% 2 (8) 0.148 x 3 (8) 0.148 x 3 jHUS28 i 61h 16 1% 7 3 1 (22)0.162x3h (8)0.162x315 HGUS28 6 12 1sA 7'b 5 1 (36)0.162x314 (12)0.162x314 ;L•115�10:: ,j":_ "4:1�6•r%_ :`idii �� - :<1'8'is �; =��ie; ` , ;,-l'3'a• . •; (e)31d3B x3 �'• • ;(4j`•'Q:148� 3;. • IjliS2f0"` %%=83e•`.':..t:16;'' 'le` ,;:gr_•i;; 3r:• =(3U)FII'3Ye' ;(30):fl, fit :': tIGUS ib;:'<'Slsr':^_.: j"�'i t5ra"`7i 'aY: w.��:-,t.(Ati)_.�1b:Sl3lkei(7�07.Am. 1. See table below for allowable loads. a ED ID ED 15 Thera products are available %fith additional corrosion protection. For more Information, see p,15. For stainless -steel fasteners, see p.21. Marry of these products are approved for installation x'ilh Strong-DnveP SD Connector screvr. See pp. 325„337 for more information. _ `:tJp '; F.!faffV �-•-_ :."::� ws 6�F.1116wabe' ads ,�: ? �fldor=�nftY!si.' �`' Ytiid ; �'ia�%}'.p,:'�]90�:;'{;i15J.:-. Y125J;f <flfif)}z •= a= I-'SR;Ailoyvablelead's,>=;:. - 7lplif[is '>_'•F)OAf' . SpbiN.::,Tlgof";', `md:�''.;Oplrfti :�150)•��'�la�:::f115): =.:..�]60). - :.SRfhJ�$Ilowa6la19ad5" ':'"Flaoi;. '''Snow:::9oof. ' Wfnit C ode Ref. Single 2x Sizes '=.LU55!4: ri.'f_u�= 79Y'. - - 'i'.;82&��=T>S. '~990 :�55= ':•72�`T:."$2�: ';A9�'.'���1'.'_'�§�2-:._:•?1:15:".:565_ •605. '770,.` WS26 1.165 865 1,070 1.355 1,165 935 1,070 1,150 1.475 865 635 725 785 1,000 IBC, FL, 16 ;,A b k`�3illf(1 '. a 0 saT -_ ? 37;. =: 15; f56q •1•,360., .1.5e0i" pin' .s55;1,oso 1;19b.''7 9 L4 �HUS26 1320 2,735 3,095 3255 3,235 1,320 2,960 3,280 3,280 3,280 1,150 2,350 7.660 2.700 ! 27Sr ,NGUS26" e '• '�Q i NFU �� `�39D ::55: ',:1{;690;+.:`.522t1; 5;39D' :.5,$9�;.'::78D.: 3:2?�'. .3fi]Q :3. 0 '•$:980- IBG.IL LUS28 1,165 1.100 1.260 1,350 1,725 1,165 1,195 1,360 1.455 1,730 865 810 925 1.000 1.270 R7GS28:; ��. �.y�x6..+'1." +�,�n'.4,, `1%.�'d =� '''�.��., :332�:.'i;875. ` ;;2J$5•.:, �5;, -,2a°�- ~ : 1� ..1 HUS28 1,760 4.095 4.095 4.0f5 4,095 ],76ir 4,095 4,095 4,095 4.095 A80 3.520 " 3,520 3.520 ".520 FiGUS28.: F . :: '•, ".5w , : _ :: -:Z?Z5' ' ' ` . " IBC, FL _WS210 1,165 1,335 1,530 1,640 2,090 1,165 1,456 1.555 1.775 2,270 865 985 1 1,120 1,215 1,500 IBC, FL, liLs2ibeic�"sz: _<Fs ;'�_833= :`a hew `iY"$5 "5:3 r� , _,J= ' =r?FQ`::22fi. '.` "2,555 LA HuUS2f0 2.090 9100 D,100- 9,100 9.]0,; 2C90 9100 9,i00'9,t00 0.170 1,5+5 6a"=0 6.730 6.730I6,730 IBS.FI. 1. For dimensions and fastener mfortnatloI see table above. See table footnotes an p• 195. HHUS/HGUS See Hanger Options information on pp, 98-99. HHUS - Sloped and/or Skewed Seat • HHUS hangers can be skevved to a maximum of 45` and/or sloped to a maximum of 45• • For skeet 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 • UpM loads for sloped/skewed conditions are 0.72 of the table load, not to exceed 2,475 lb. • The ioist must be bevel -cut to allow for double shearnailing HGUS - Skewed Seat • HGUS hangers can be skewed only to a maxmum of 45•. Allowable loads are: HGUS Seat Width Joist Down Load Uplift W < 2" Square out 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 specily angle Top View HHUS Hanger Skewed Right goist must be bevel cut) AO joist nails installed on the outside angle (non -acute side,', Wood Const ruction Connectors .5impson Strong Tie' a These products are available with For stainless Marry of these products are approved for Installation additional corrosion protection. steel fasteners, DIM with Strang -Drive" SD Connector screws. For more Information, see p.15.. see p.21. See pp. 335 337 for more information. SS SS SS' 6imeris(dn's.1n.j; _ :zst`en@rsjift, r� �. :i•.: ; ,�..:^ aAif fedaad^'7;i; 'SP�1HF,'Atlaweplelcads' -w-n..a.no :. } -Co a. o sNd:: - _. - * N(., � •; _- B.r , in Cale r= ''Me1Dl?eC�r; #•'.;.':R7Qmbarn,;.`F16tiQ03.':{875f.:5)_;''�b).'S96�; arx y` Upfii[; fdbats Srritiw: #{nft iGjnd'Dpl(tt "F1obi' 1100)'(15)•1125j Sriow �Goi Wind {760): flail.• Double 2x Sizes 62X3x' '•W52fi= >'4 zs`_ :1 Je'' 2+.'` Oira 31_ '41'0'. 62if3$e; r Y:Y43IF 910 `$B5::1,-0054-d:09b 1,970 HHUS26-2 4%s _8" 14 34ts Sys 3 (14) 0.162 x 3 h (6) 0, M x 3'h 1.3'L'•1ry 2,830 3,190 3.415 4,250 1.135 2,435 2.745 .2,93513,655 HGUS26-2 4% 12 39is FM& 4 (20) 0.162 x 31•i (9)0.16201A 2,155 ' 4.340 4,850 5,170 5,575 { 1.855 3,730 4.170 14.44514.795 i x:9k: •[4) 0.162 XSTh,:: r^ (s1 y Ck:1511,: 7 $0 •9i6, 1,130: 1',280 •1365 r 1,745 IBC, FL,i t1:"' '- 13 : 5;9`.: •1515, .8 6l0 .4,155- �4.435 '5:145 LA r j #dGUB;$4 fr55:_.12; $?is _ 13Ss 4' '(36)11:�621c3Yr (1?R;1623-_$235460a}e18__'�460_ }E,,:27@U fi,415"8:415,:6415.�fi-015 r WS210-2 67ris :8 3'/a 9 2 (8) O.1E2 x3'h (30) 0.162 x 31h { (6) 0.162x3% 1 A45 { 1,830 2,075 2,245 2,830 1.245 1,575 1.785 1,930 12.435 I HHUS210.2 8?a t4 3iie 81A 3 (10) 0.162 x 3'fz 3,550 � 5,705 16,435 6,465 6,485 3.525 { 4.905 5.340 5 i160 519n HGUS210-2 84 s 12 3i a 05 4 (46) 0.162 X 3'/z (16) 0.162 z 3 k 4,095 9,100 9,100 9.100 9,1 D0 3,520 7,460 7825 7,825 7,825 Triple 2xSizes jf6f)S s;6jS:4 s a2:.$vac. 5 rt,'v}ti'.(2ll)Di X :�%{B�ti{"i 2X 'h j 1340 r$;B?4=3t U'° 855 3;73Q AiT4'd, . 4:795 RIC,FL �iGlis�`=�:`? .�i'!3i.''�Z':,4��1a"�'YI�LT4-:r:'f3t��:tG2�F3'�.� .21_U1S�•`3'.rii3;23�a:��..?',T4�;-�46:'i4�'i0�.2,70. 6;k15-6;4j5°-fi;415 6;415 IA i HHUS210-3 834 14 4% 87h 3 (30)0.162x3'hj(10)0062x3ii 3,405 5,630 6,375 6,485 6,485 2,930 4,840 5,485 5,575 5,575 FL 14,GUS210-3 8z}5s 12 4'?5s 91A 4 (46) O.1G2 x 31h { (16) 0.162 x 3Vz 4,095 9,1O0 19,100 9.100 9.100 13,520 7,825 7.825 7.825 17.825. fiGl]S1L 3;� :'1b55 • 7$ :.k J' rc tlix ., _b . ;156i'( LP? X3'h: j20y i1a62a3rYt rs'4>.:4�T5 '=�� a2017;?B3k is',&0' •s:78h 7, "O IBC LA NG11c21F 2r 18•`:4s2s/a;}5ti}.pyS2x,'�'(22)�1Ti�x3$9s ljll?S � iti2, 1 ,900::8,f90, 819D `.8,y90: 8,190: Quadruple 2x Sizes 4iGU5�6-4::;i?'�.';1� file` �h> ; .fEE1r9r1G2iF3'§ >_8}7"'3w` :: ' `�Qd; 4Q300 5;1;655':3730. 4.17.D: Ad.45: ,4,795 IBC, FL. HGUS28-4 7Y4 12 M Tits 4 (36)0.162x3'h (12)D.162x3Ye 3,235 7,460 17.460 7,460 7,460 2,780I6,415:6,415 6,415 6.4-15 LA HHUS210-4 Bah 14 61/a 87h 3 (30) 0162 X 31h (10) 0.162 x % 3,405 15,63016,375 6.485 6,485 i 2,930 4,84D 5,485 5,575 ( 5,575 FL 6U3fj0 f3_5e. 93ts :'?�.;' '(9�.P,�E2x3?h (4 � b 'F?;;4'49 e Q ' 1)f?`=37' 3;52P .7.-B2� :7,825.,7,i825.;.7,825 7 .r;j9;IID 7;. 7$ 'i ,1 , 6'.77G. 1,780-r IBC FL.' a ;1 Bra: �2Si s;I6605zx3'/z':j22}D:js2x14'....a0�2, A,2-tl '`1Qa253°1,900 ;B,Rt 6ia0 871©.rB710 4x Sizes 1 -L11S6; _,:4'a%: ;'ill`• 33ts::4i4f91o2;X'3'�e.iy4}d1fiSo-33f,`; �_; :�F3f} �Ja]6;=i�2fi :1,.ro�-1U'::_6$5;� AD41�5 1090' 1.370; IBC, FL h(aI) `4b' ;: ' 4T5e=+ :12-; ' �55(]; a 5 5 1 5 3 73D r ...: [ 4A77Q '4;a45• 4,795 zMIIIIS'Jfi'_•.:',-'_,43Se' ;163a/e-ig'�:r�..i '.4j17FT2114.fz'•(6)QIULSc31i`-''w�rl_':':8 3?J¢ :315'.O.tilJS; 2,-033,.2r745 .2936 3,$55: { WS48 4'/e 18 3% 6Y'4 2 (6) 0.1B2 x 3''h (4) 0.162 x 3'h 1,060 1,315 1,490 1,610 2,030 ( 91U 1,130 11,280 1,38511,745 IBC, FL,� { HUS48 61A 14 Ws 7 2 (6) 0.162 x 31h (6) 0 362 x 311, 1,3211 1,580 1.790 1.930 2 415 l i35 1,360F4,13 1,660 2.075 LA I ! HHUS48 6'h 14 35/a N 3 (22) 9.162 x 31h 1 (8) 0.162 x 3 A 1,760 4,265 4,810 5,155 5,98D { t 515 3,670 4,435 i 5.145HGUS4B 67Ra 12 3% Ne 4 (36) 0.162x 1h { (12)0,162x3Ys 3,235 7.460 7,460 7,460 7,460 r Z780 16.415, 6,415 16.415 r ..�.�•�,.-,f}�ka--a8'�3?ys1;.$aJ,!"i2�: '�24� $~©'?2'S �,5i�:;17✓'�5"J�930'2;435' _ 134. ';i��.?.5,S ti.I61:OA62, 3Mv, 49 F` 796 <D 9; Dii 9tA0F952D t$25:'7825. 3 7,625. z575 -1;825IBCVFLHGUS412 107/,s 12 10'/,s 4 (56)0.162x3'h{(20)0.162x31/s S,6y5 9.045 9,045 9.15 9.G4- =,^GO 7. "a0 7,78G 7.780 i 78C HGUS414 11% 12 121/is 4 (66)0.162x3Yt (22)0.162x31i 5.695 10 8,190 B,190 8,190 8.190 { Double Double 4x Sizes �HG1�37,r,19V8�ra:••'��12::�t�Ca_'$3ss'�.�1;j!I6tG:1G3.�',3�_y�16,)0)'[62-k3�•�3`�3':�t)95 •4��.-•'�9�2�5D::7,$2<0�T820�T820 7,820 Gf1e737�12' `j{J?6o': 7�.-7�ec 1OgS'a..• 4's'(SB�Dac1(�31h{(LU�O.IG2.XYz �3$ 5')i33. 929 3f30D T995: ;7995..7;995 7,995, FL (`=HGU577F1A' 1� i5 . _12= .i . Zs -0.56J.D-t62 x 3: r�2 L' 1bcfC3?h: di86: i1 ' .U)7(j15 .: SBf D[!r 4,3 F0: 9;03D ';030.:9 OSU 9030 n. upun Peas nave Dean increased for earthcuake or wind loadamg with no further increase allowed. Reduce wtr_re other bads 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-RFLHEEL at strongtie.com. 4. Truss chord cross -grain tension may furl allowable loads in accordanca with ANSVTPI 1-2014. Simpson Strong -Tree Connector Selector' software includes the evaluation of cross -grain tension in its hanger allowable loads. For additional Information, contact Simpson Strong -Tie. b. Loads shown are based on a two-ply 2x carrying me•„oer mInimum for naled hangers, With Sx carrying members, use 0.162' x 2W* rails in the header and 0.152' x 31W in the joist, with no load reduction. Vdnh s1n3le 2c camfing members, use 0.148' x t 1z' nails in the header and 0.148' x 3' in the )cis:, and reduce the load to 0,64 of the table -slue. 6. Fasteners: Nail dimensions in one table are listed diameter by length. See pp. 21-22 for fastener Information. 195 196 Simpson.Strorig-Tie" P✓ood Construction Connectors Face -Mount Truss Hanger The HTU face -mount truss hanger has nail patterns 1 designed specifically for shallow heel heights, so that full allowable loads (with minimum nailing) apply to heel heights as low as 3r/s". Minimum and maximum nailing options provide solutions for var}4ng heel ; heights and end conditions. Alternate allowable loads are provided for gaps between the end of t[a truss and the carrying member up to 1h" max. to allow for greater construction tolerances (ma)imum gap for standard allowable loads is Vs" per ASTM 131781 and D7147). See technical bulletin T-C-HANGERGAP at strongtie.com for more information. Material: 16 gauge ; Finish: Galvanized i Installation: l • Use all specified fasteners: see General Notes • Can be Installed filling round holes only, or filing j round and triangle holes for mandmum values • See aftemate installation for applications I using the HTU26 on a 2x4 carrying member or HTU28 or HTU210 on a 2x6 carrying member I for additional uprift capacity Options: • HTU may be skewed up to 671W. Sea Hanger Options on pp. 98-99 for allowable loads. • See engineering letter L-C-HiUSD at strongtie.com i for installation with Strang -Drives SD fasteners. Codes: See p.12 for Code Reference Key Chart Min. heel height pertable Typical HTU26 Minimum Nailing Installation HTU26 gap between end of puss and carrying member HTU Installation for Standard Allowable Dads (for 1✓z' maximum gap, use A@emate Allowable Loads.) t Many of these products are approved for installation with Strong -Drive° SD Connector screws. See pp. 335-337 for more information. Standard Allowable Loads (1/8" Maximum Hanqer Gard :�Sl(hMPSON Altemate, installation - HTU28 Installed on 2x6 Carrying Member (hrM21 D simr7a ,r -:��'�Uimgiisioits�(jij; _-Iflo�e):: ::No:.+`' _;�, a<:-. tt ? j"'',. rFas'<_iiiier's�lij:<i�:�`s''- ;n.~ ti.8a5ryirig =^ irdtdG :`•:NTgmbgr`x� 6Vlerpben;"_? ,. t=;`r£QfAgirx261e-�aads�`:�';�' U`I°' ^FfougLSritiryf':1tORL.Cfiii f70%_{}?3. ,Ea;7Ifi0r `'l - � SP,,F,(f}FY11[9wahtE`(pads. yDp)�it.:(jaPF'':Sbtiw' NUnd': •'(160).c,.(t(115)':;(]25)'' (1B0).. ode Single 2x Sizes �Hffb2s:,::: 12'fl::`5nc.5W 120PillJ, 3h; :(}a,Y48.xala ;hi} : �$C�` :.- ,.s9'i a� ':r�56 F't.e"50'j• fi"o0<:; fi80='i.680 <H7U?@(WEia ,_ s3?hr;:.)4_:i?5 e' ,' �(?P.1:6�2xw, .1 .0;'t d'.11z: 125Dy'- .. `'e9E[!(j 2IiQ 3'26 :1,D75;.:Y,85R ;Q75° r2;015: HTi126(Q9�K)»:;:_':�Si:•'1%`57f6'Ys;;(LOJ162X3z; t2UA;18$Tzfi5,�.i9,_`',�icU�..],^i35T'Z530 %21i ;aY�?; 3'450` IBC, HTU28(Min.) 3% hilt 7'As33i (26)0.162x3;4 (14)0.148x1'h 1.235 3,820 3,895 3,895;3,895 1.060:2,865 2,920 2,920 Z920 FL. HTU28(Max) 7V, IV, 711. 31,2 0)0.162x31S (26)0.148x16 2020 3.820 V 315 4.655: 5,435 1,735 :3,285 3.710 4005 i 41675 U' p?lf2iU:149fr.1 '.:3�a.'•,:}'4;'9}�s .3,::g2j9;{fi2x3�3i1T;::1,145 '3:r451'�2a'",2?a"3225 f1i1121b{Max)''P9Ji l;a�a':;93e'TBS2_;(�9Dtbi3q•32).18xlth 935 5,155 Double 2x Sizes - 1iT(12$-Z itVWt�_ ; - 33a's 3 s ;Wr -*, Mil - 2g);03.62• ',i. =0 i X-9•.� ' - 3 -.L,sir ,2A90. '2{^z��. 246 j3{i12Cr2 ( t ';. 3iie i5 a '91�.: (211�paS2li3? (2©j�$ 8z3: .. 4R::_ =? : =: ' Ir ;_ R ' 1,6�0'`: 0: ALB* 55: :08w 3i855 HTU282(Min.) 37e 3?is 7Ys 3?4 (26)0.162x3ai (14)0.1480 1.530 3,820_ 4,310 3,820 4.315 4.310 4,310 1,315 2.865 3,235 13,235 13,235 IFL LA HTU28-2 (Max" 71ja 312 (26) 0.162 x3'.ri (26) 0.148 x 3 3,485 4.655 5.825 2,995 3.285 ' "s;716%. -4:Qp-,' 7;�' t1h72111_Z(MilLj' :3#1ev R ''Q8113[5,.:7:5}O.i3.530 3610 3;680..2,E10 'fl? C3ilA�82c$n, ;(62tf1;t48Y,'. AS .:D = 78xi+3gt ,;i? GSit' 3;535 i 4045 q;5e5.:.930: •5..`•05 1. r re maximum manger gap 6s measured between the Joist (or truss) end and the carrying member. 2. Hinirrrum 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. Reduce :'here other loads govern. 4. Wind (160) Is a download rating. S. For hanger gaps between W and W, use the Altemate Allowable Loads. B. Truss chord cross -grain tension may limit allowable loads in accordance with ANSViPI 1-2014. Shicson Simng-flex Connector Selector" software includes the evaluatron of cross -gram tens'..io-i in its hanger allowable loads. For additional Information. contact S'enpson Strong -lie. 7. Loads shown are based on a minimum two-pFj 2x carrying member. For single 2x carrying members, use 0,148' x 1 W nark in t:ne header and reduce the allowable domiload to 0.70 of the table value. The ellavrable uplift is 100% of the table load. 8. Fasteners: Nail dimensions in the table are rated drarnete., by length. See pp. 21-22 for fastener information. Z 0 6 6 Simpson Strong -Tie '(Wood Construction Connectors Face -Mount Truss Hanger (cont.) MMany of these products are approved for 1, mliagation witin String -Dr wee SD Connector screws. See pp. 335-337 for more Information. Alternate Installation Table for 2x4 and 2x6 Carrying Member SIMPSON, E_ Model min dR. Code He 'in M A 60) (10) `Ms) 1 HTU26 (plin.) I 37h (2) W 1(10) 0.162x 31A 1 (14) 0,148 Y. I in 1,470 1,Oi0 11,79ri 1xis I -'95 1 1.265 1.4 15 HTU26 (Max.) 511 (2) 2.x4 (10)0.1620% (20)0.1413x11/k 1.240 11470 116611! %790 2,M 1065 1.265 M 1,540 - .910 IBC. 1 - R1 FL. LA 0, RAIR, 01 36� 215 Q _:n 1. See table above for dimensions and additional footnotes. 2.Maximum hanger gap for the afternaWe Installation IsUm". 3 Wind (160) is a download rating. 4. Fasteners. Nall dimensions in the table are fisted diameter by length. See pp. 2122 for fastener information. Alternative Allowable Loads (1/2" Maximum Hanger Gap} in A: oat 4WIFIR. Code Rel. bna): (115 bi•o]: Single 2x W ..... ..... t'cf'�_'. _V . . . . . . . . . . . . . . . . IX 1;95�5. I HTU28 (Min.) 1 31A 151. 7151; 1 3% 1(2610.162 X Th (1410.148 X 1 1.1110 1_770 3, 3,770 3,770 955 12.825 2,825 2.825 2.825 FL, LA HTLJ28 (Max) TV, 1 % i Tlis 31A (26) 0.162 X Th (26) 0.148 X 1 "it 1,920 3,820 4,315 4.655 5.015 1,695 12.565 3.235 3.490 3,765 io"'*. 4) Wn! 9,r, �Ann ---------- Double 2x Sizes n; A i3 I** ' . . . . . . . . . . . _ — -X -4 , .7 g 05, 2;26 HTU28-2 (1.11n.) HM28-2 (Max.) ,5Ye 3 7/a 3% 71A, 1 71/4 31,ic 73i; .. I 31h 1(26) 0.162 Y. 31h j (14) 0.148 x 3 A 1 (26) 01.162 X 3% (26)0.1480 1.490, 13,8201 3,035 3.820 3,980 3,98� i'L3,930 Ulb 4.6r, 5 5120 1.280 2,865 21610 2,865 2-985 1 2,985 1 Z985 14.14(1 3.2t15 3.4 90 , Ft, LA H" .... . ... .. 4 1: 190 b+S, 0* fdg� g) n q -4 1355• 1, The maximum hanger gap is measured between the joist (or truss) and and the carrying member. 2. h1lirimum heel heights required for tug table loads are based on a minimum 2:12 pitch. 3. Uplift. loads have been Increased for earthquake or wi ind loading with no further increase allowed. Reduce where other loads- govern. 4. Wind (160) is a download rating. 5. For hanger gaps between W and lk", use the Alternate Allowable Loads. 6. Truss chord cross -gran tension may firnit allowable loads in accordance with ANSVFPI 1-2014. Simpson Strong-TieP Connector SelectorO software includes the evaluation of cross -grain tension in its hanger allowable Icads. For additional information. contact S' impson Strong -Tie. 7. Loads shown are based on a minimum two-ply 2x carrying member. For single 2x carrying members, use 01418' x 1 '14P nails in the header and reduce the allowable download to 0.70 of the table value. The allowable uplift Is 100% of the table load. B. Fasteners: Nag dimensions in the table are listed diameter by length, See pp. 211 -Z' _2 for fastener Information. 197 Simpson `Strong -Tie=' tvocd Construction Connectcra SIMPSON ■ 3iNg Medium -Duty Face -Mount Hangers HU/HUC hangers may be installed on a masonrylooncrete wall as described below. Additionally, HU hangers vmh one flange concealed may be installed similarly. HU and HUC products are heavy-duty face-moune;ost hangers made from 14-gauge gahan¢ed steel. • The HUC is a concealed flange (face flanges turned in) version of the HU. • HU is available with both ianges concealed, provided the W dimension is 2Yie or greater, at 100% of the table load. Specify HUC, • HU is available with one flange concealed when the W dimension. Is less than 2%d' at 100% of the table load. Specify as an W version and specify flange to conceal. • For any HU or HUG shown in this catalog, the user may substitute all face nails with r/a" x 1 Y4 Titene 2 screws (Model TfN2-25134H) for concrete and 1,.' x 2?4' Tlten 2 screws 4tA:)deITTN2-2S234HI for GR>fflJ. Follow all installation instructions and use the loads irom the sawn lumber or Eti11r sa ii ns: Material:14 gauge Finish: Galvanized: ZMAXe and stainless steel available Installation: • Attach the hangers to concrete or GFCMU wells using hex -head Tlten 2 screws. Tlten screws for GFCMU 0.4" x 21W — Model TTN2-252344 and for concrete ('/4' x 1 W — Model TfN2-25134H) are not provided with the hanger. • NO the Vie -diameter hole to the specified embedment depth plus W. • Alternatively, drill the 3'u -diameter hole to the specified embedment depth and blow it dean using compressed air. • Caution: Oversved-diameter holes in the base material wb reduce or eliminate the mechanical interlock of the threads with the base material and will reduce the anchor's load capacity. • Titen Installation Tool IGts are available. They include a :Yi? drill bit and hex -head driver bit (Model TfNT01-RC): a Ma" x 4W drill bit is also available (Model MDB18412). • A minimum edge distance of 11/z' and minimum end distance of 37A' is required as shown in Figure 1 for hull uplift load. • ,t4tere no uplift load is required, a minimum ernd dislarl_,o of 1 ti" is namitied. Codes: See p.12 for Code Reference Key Chart HUG410 1u. sue: •Y�*� �OtT. - - es- Y HU214 Figure 1 — HUC410 Installed on Masonry Block End Wall Figure 2 — HUC410 Installed on Masonry Block End Wall 237 HU/HUG/HSUR/L F , Medium -Duty Face -Mount Hangers (cont.) These products are aval Ie wfth additional corrosLon protection. For more information. see p.15. � F- - >!<}."it.i?,ti.vi:.N11Un�-um- ,•Fas'teriers��• o `�":,. - - c:,�> ' -. rr-. _ .,t.- - - _ - -- -- - ,:� 5tandatd• onee8led ' "'F✓_ _ :: •'•:,:�'e I;FC ':, vlra.-_,-f-a. .- ist ..�, - -- - - .:�=�5::.•• =Ref:'. = 1)OWflr�;r ��_ 9 n. -'�t6n: 1` Men• Z,y' s�.(0)c��(�xtQg/�2�5},^r_.�..:isof - : <(?g11i??51%: T1.000 HU26' -oU2&:;. HU26X„ (4)'Ax2Y/, (4)'1.x1Y4 (2)0.14Bx1'h 335 I 335 1,545 "yt128X< i-yiz2,: ` -1,545 HU242 HUC24 2 (4) IA 23, : (4) Y,x 18i (2) 0.148 x 3 380 1,000y 380 i ) `1 '" •` ';�IU2&-�.\Flfin�;�1•_•;'HUC2fi2: - 'c,:. �1.,,f(�;'.,Ix�.±:'._._ B / a%" :.L,rg 'j�"�a:"•`� 'i8j�ylk_�_ �.�:�J•D:a98iC3��.r?.�'='x�i':�__ a' " '.;,,h_ . , x'-�-88R �°�.' �-':76N=3v- u �3'LT)0,"•,,-, c•Fj1�26-2(NI2x _ '.:(�2}1[AY24; ;�i2j11a.%03i' t):g.E ;;N(]C2¢=2,::~ a ,6j.(1149%:3:,. �760 ^ + HU26-3 (Min.) HUC26-3 fAn) (8) 1A x 2�, (8) Y, x 1 . (4) 0.148 x 3 760 21000 3.200 l I HU26-3 (Max) HU026-3 (Max.) (12) Y. x 2% {72) Y4 x 1 % (6) 0.146 x 3 1,135 3.000 1,135 3.950 f v 1..1 '=HlJ28c3�JGr.. ... - '- �•3iUG7,8;2(A4iti - . r:-... �' x/.c: ,,K;; _ 'S+ F1(1" tY4 13'6+t1 t.( ....� : -,,..� ; �(4):U,#gB'x3; - -IC _;..ram l.F,� l�_l'+.s :;�i }. ..�', uQ_.. -•?1� .qr,�A'^s-2?;:•. ,e_...,:•a._ _" FY�,Y ••ti-. } , ' `'(1Isa{i F19fl5r: '_` SDDr.ir'x1785 :r_'. ' )lU&ZBe2Yfax1 E::c)'�Sk: sii14Ba2 HU210 HU21OX (i) U. x 23i 8 Y, x 1 ,4 ( 4) 0148 x 11k 545 2.000 760 2,415 4 -�{lJ2`(D-,(t��� %H11C�10:?.(Mln;)'•--r`.( 4}' r,4)7..aX7 ., : - 1 t RyC21L+2 G1�L': ; 19 1% te- ^ 18''"',R1a5�(7b :•.L, t-.C.... F 0itA8 .,1� _ ..�7+., ^ `•� 7; 00,.... .;900�•.;.�-,e160D:>.; _:....�>: _ _ } . c 085. =°i HU210-3 (Min,) HUC210-3 (Mira (l4) Y. x 2"i'. (14)'/a x 11.E (6) 0146 x 3' 1.135 1 3,500 1.135 4.920 HU210-3 (Max.) HUC2 i0-3 (Max) (18)'/ x 2'/4 081 Y4 x 13/4 ('.0) 0148 x 3 1.800 4.500 1.800 5,085 uHU212X' s(70)�/•s:' - 2j2`::;::'t ' -_ ;'iQ)iVr%7,'Li .:1-,t.(�,DS]8}x9:,h.` r m: HU212-2 (Min.) : HUC212-2 (Min.) 06) Y. x 2�: ;15) Y, x 114 i (6) 0.148 x 3 1,135 1 4.000 1 1.135 4,920 HU212-2 (Max) HU0212-2 ((riax) (22) IA x M (22i % x 1 Y. (1U) 0148 x 3 1.350 5,085 1,350 5,085 +f. - - •::H0G2123'Jaf):=1,. ! ;:,� •4<n :.:fI1D U I1721Za3(ktax) ~ < HU214 HU214X - (12)'/: x 20'4 f 12) Yi x 1 % (5) 0.148 x 11•4 1.135 2.665 1.135 2.665 ':1iU2td2�3jf�(i ��i(yc_z�°�lry}-�ir�ia}�..:-=: i.. p'�,v<ai��.s^ •';1 .••el_�I:x1��•', ±��. 7-p•1"u'de_z'a": t��{.r�•:{��i�,`.� �n.._c..,A:r.a.=:{:_, :a�oD��� =�1�a�T��i'��=`ir ,�4f*��' - '.•a 1' =.:HU214=2' itax:, .�- _ ./ ., ,4; •,.H��Z1_�=t K7 ` ,,,. _ - iA-2�.'a�'' .^ 1. }.'• °-"�A'•�pz'1�',,,_.:..(12�il.iABai3'+: e1�5.:- .,: _ .:s'i:'sk-.r rw„ i..<i-•'3. ��1��: •r ::: c:r. u'F- ;F" �iQ�S<:� _h_. F.c.15r_.: 'dig ;:�'L;.,•:;..:3;-D_B_a-"==. '�-I.: �. . •.. HU214-3(Min) HUC214-3(Min.l Bx3 1.515 1 4.500 1.5515 5,085 HU214 3 (a1az.) 11UG214-3 {Max.) I (24) Y4 x 2Y4 ! (24) Y4 x 13- (12} D.148 z 3 2,015 5,UB5 z,U15 o,Uao 1t296: � - " ='�1U2i8X•n - '.:;(1,8,�'/. y4- :<j1Bf {IasY.-:L�✓i;.r• �{8j0]A$'%:1„�.. � ' " � r,:.'2-,�R$ny."� , ��� a ��;::� :a���rc� HU216-2 (tvlin.J HUC216-2 Mn) (2A) Y, x 2i'e (20) A x l:Y4 (8) 0.148 x 3 1.515 4.920 1.515 4,920 HU7.16-2(Max) HUC216-2(A4a)L) (26)'14x2'/_ (26)%<x1IV, i12)0.148x3 2,015 5,085 I Z015 5,085 HU7 (Min) (Hot available) C,2) Y4 x 2Y. 1 (12) Y: x 1'K 1, (4) 0.148 x 1 Y, 1 545 ) 2,980 ! 760 1 UB0 HU7 (Max) (Hot avvlable) (16)14x 2Y. I (16) Y5 x 1?'4 I (8) 0.148 x l Y4 1 1,085 t 3,485 1,085 3,485 HUl l (Min.) (Hot ava8able) (22)19 x 2v (22) % x t'V. i (6)0.148014 1.135 3,230 1.135 3,230 Hull (Max.) (Notavallable) (30)Y<x2V4 (30)'/,x1?4 00)0.148x1,k 1,4'a 3,735 1,445 3,735 F(lJ1d(thlhj.= (tdotav3ilatitej.' 4. S5� A' 1114}:0996Sls.s t� � ^�'�_ ,,^�9, •� 238 Zyz Q e 0 z z 0 a rn a c N C N STAGGER JOINTS - QED HEEL ROOF TRUSSES ROOF SHEATHING- SEE PLAN SOFFIT/FA5CIA- SEE ARC LU14 u W RIBBON BOARD- SEE N SCHEDULE FOR SPACING ( FASTENING TO TRUSSES UPLIFT/6HEAR ANCHOR 50NRY WALL - SEE PLAN B/WQ-4 EACH TRJ55 - SEE PLAN FOTEi ADDY. FRAMING NOT SHOIIN FOR CLARITY RAISED NEEL TRU55 BEARING( �� A WAM W5 SKI RAISED HEEL ROOF TRUSSES .SEE PLAN RIBBON BOARD - SEE SCHEDULE FOR SPACING ( FASTENING TO w N TRUSSES WALL 69EATWN6-5EE PLAN MIN. 15/32' COX PLYWOOD OR VI6' OSB UATN 8d GUN NAILS GYP. CEILING- (0)31' X 2 129 0 W O.C. TO UPLIFT/51IEAR SEE PLAN RIBBON BOARDS ANCHOR EACH SCHEDULE TRUSS• SEE F-AN DO NOT FASTEN RIBBON BOARD MASONRY.UTALL- INTO END GRAIN OF ROOF TRUS5 SEE PLAN BOTTOM WORD RAISED�� NEEL TRU55 EiEARING/ B _1 6CA Z KM SKI ----._.... E .... ......_. — RIB50N SC[ EDULE DESIGN CRITERIA RIBBON MATERIAL 9886N SPACING RIBBON ATTACHMENT YUIL-165 MPH f2) 12d GIN (0,131' X 39 (Vasd=128 MPW 2X4 SPF'2 24' TO EACH TRUSS, (4) EXP. B, NAILS AT JOINTS ENCLOSED WI(e180 MPH (2)12d GW fOJ31' X 3'/ (Va5d•139 MPH) 2XA SPF'2 16 TO EACH TRUSS, (4) EXP. C, NAILS AT JOINTS ENCLOSED CnnUa7M•; c4 Arnrri•v, IM1'. g4' p 0 0 WWI. .—".. SK.1 Piggyback Detall - ASCE 7-10i 180 mph, 30' Mean Hgt, Partially Enclosed, Exp, C, Kzt=1,00 180 mph Wind, 30.00 ft Mean Hot, ASCE 7-10, Part. Enclosed Bldg, located anywhere In roof, Exp C, Wind DL= 5.0 psF (min), Kzt=LO. Or 160 mph wind, 30.00 ft Mean Hot, ASCE 7-10, Part, Enclosed Bldg. located anywhere In roof, Exp D, wind DL= 5,0 psf (min), Kzt=L.O. Note, Top chords of trusses suppartlno piggyback cap trusses must be adequately braced by sheathing or purUns. The building Engineer of Record shall provide diagonal bracing or any other suitable 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 additional loads such as cupola, steeple, chimney or drag strut loads. Piggyback cap truss slant palled to all top chard purlin ++ Flat top chord purllns required at both ends and at a maximum bracing with (2) 16d box nails (0.1351x3.51) and secure top of 24' Intervals unless otherwise noted an base truss design chord with 2x4 K3 grade scab (1 side only at each end) drawing. Attach purlin bracing to the flat top chord using a attached with 2 rows of 10d box malls (0.128'x3') at 4' o.c. minimum of (2) 16d box nails (0.135'x3,51). 12 - 7 Flat Top Chord <= 36' al In addition, provide connection with one of the following methods, Trulox 2BPB Wave Plaayback Plate Use 3X8 Trulox plates for 2x4 chard member, and One 28PB wave pl gybeck plate to each face 3X10 Trulox plates for 2x6 and larger chord ee gg o Att hh eeth to pl back at tl of members, Attach to each face a 8' o,c with (4) fabricatIon. � tach top sup po�- ipert s w� Yl OA20'xl,375' nulls Into capbottom chord and (4) <4) 0,120'xl,375' nails Pee ,Pace In base truss top chordTrulox plates may be Piggyback plates may be staggered 4 o.c. front staggered 4' o.c. front to back faces. to bock faces, APA Rated Gusset 2" Vertical Scabs 8'x8'x7/16' (min) APA rated sheathln gussets 2x4 SPF K2, full chord depth scabs (each Face), (each face), Attach a 8' o,c. wlt4 <6 6ab co mon Attach a 8' o.c. with (6) 10d box nails (0.128'x3'). Cp�113'X2') nails per gusset, (4) n cap of om gr scab, (3) in cap bottom chord and (3) In chord and (4) In base truss to chord, Gussets base truss top chord, Scabs may be staggered may be staggered 4' o,c, from to back faces. 4' o.c. front to back faces. r1 �� �J aaVARNU Z" READ AND FDuav ALL NMS ON nos HRAVJ[a7 -wWTMTss FLrj= THIS MAVDDI TO ALL COPIiRACTURS DIIZUOW TW INSTAIIJ:RS. Trwara nwlrr eatrana taro h rabrlcathp, F,ordlhe, swpplrt�rop, tJatoulna and br��hY. Refv !o and folios thr lataat rdtlon aF BCSI (HUldlnB Conporwnt Safety InPornatlan, By TP, and syeta) for safety pPracecea pd o' to perfwnhe throe functlanr. InstaUera shdl provide 4enp bradn8 par HCSL Unlen noted alhrrdJK, top Word ahnLL have prvprrly attached atruekural ahh8 ontl baMan dlard ahaU have a properly atladwd ridd catlnC. Lacstlar.r shorn far pornanent lateral natralnt of sebF shnLL have trroWi hslalled Par BCSt aactlana l3, 87 ar H10. ns ap 8mhle. Apply plaba to •sW Fop 9tbn algva and on tlw Jah,t Details, u�as noted otFJaralsa - - , REF PIGGYBACK DATE 10/01/14 DRWG PBIBOI01014 II IL-11� 1� 11I� ILIr—� 1� AN ITWCOMPANY of truss and o ns ahom Refer to drvvinpa I60A-2 For akundard pintr posftlana. Alpine, vision aF iTV BWldlny Canpanmta Wup !nu shall pat ba napaWh4 for ony Ddr�tp�Fran fhta drad pn Fslwr to hWd thr trosp In canFwnancr a W ARS[/TP[ 1, ar far honWn 13380 Lakefront Odva Eadh city. MO 63De5 hrtallnlbn i hradnp oP iruswa. snAa�s aw�l{�am tlir dsrv�swl�yv ar rover pop Itsthg 3f4 draaYp, hdcatas aCceptonca of prafrasYnal 3rvcs mare khy far Vw deaM sloven, The WbablltY and use oI Wa d-a+he Far any b e ryspansaJAlky d the euldho 0.+IQwr per AIJSI/tPI [ SerE ALPWQ wr eheltr cool TPL �ti. NG b'a amend notes pnd d aj ++b sltes� ,alp tp tmj WM ++tdlUnduatryaral ICO +seJ[aGsFaera SPACING 24,0' SGakbeof 'P[g l,op, OO,0s ldf. ,HUOses supporting plqgy)o.Qr_k- cap.*Nigg�'MtJ i - .gaithlnq or. P'014mg.- Thelbul(PInQ K�.g'm?or of.keo prnyae.dlaboj�;3raalnq'qr.:chy oEhL . nr.94purtlms�.-andate-al bracingPor plat of ptank loads dWr gable Lncs. OrOng for§lggyl6qck!'a6.d bqAg tNss A&-x4,jUm`'truss -i;pd4fhGj. !s�1'4` 64 DeWi, - Is. not CLPOcaiAe- if -cckp, slupporisr- dddl-t , r6ha( ;Idads such dUboim gtiepjgi, ch]6dy, on` Oe-oLg' strut Jpao,%- :x Rx4 6,9jx'O,9xIiO or 2kI;R-f :Q; or #2 ,PT, SPF, -14em-!:Fji"p qc6kl -.to' '6hd,fk� 6f Or as ri�-ibled. kbtladh " 4�,Wlth 4 only jpj� ?Qlt - qvekgp -()r plg k chord as ghqwh.. or . . :cpmmon malls. w 0,1281W gun 'malls! 'e "th 'odijhotli -to qeln'd' (CLB) pa". x ga e. qm..� )up; Lw�er&t* Br ff I bl , he Sogot,+1no' tgriltv( -Vic.- --rl' t alFled. At achi.,tP truss ITWBEiC loli-aWIAO, or. Q� 2j 1 , � I, , T .9 - ., S? �e 30..oa. r p M4 M k pL-11 * ITWBCG'dP%aWln' A+Ik'akh. t6- j3ot chard d j 9yb4c qcIfIeW on !su tr.Ui'pi Using elthei- A,� e,',a tachiken em;b. supp.ortlh?. -.trusq :With .(2) A661 (0;1*6?. X3A f). - cohmph nalis, 'fO* Wi 'SiAPP11661 Ckho "vi, he'd wk:,bo.�h. qnOW -t P ;.-tlbm. gonir ppl-kabte support py eppe gorttj� . g.. lail i",og"10"X31 W h halls' 'pine: -With-%W 0 '7 B. kk;- for,A ACE - 7 6,.-.10 . Mph; 'Ema! 13 (p 6i- -KE '71, 480. Mph, ;Per 4,'-_-nd.PIdij,.'EXP 06 Tor .'At C, MR g or (W y4- qi. :_IcHt 'ha'y be' -apellied -%tX 'tip idge p of bupp4l�tlrg' -truss`t-01? . 6m :edQe 'o'F'v;.QpPw.-tIrjQ ii-usir ihii. or� bo-j 6#-. op;. Pgt4 A CE .7-16, ASO:.mph, tic.' S• Exp, .0.0, 4".6c, .for ASGFj -7>16; -180 'Mph,. PaIlt.- 413WO, . E.;XP ^- C,,.. 30?.' MH rihorpi 4ts n�. top tc? ip `t'op "chord 0,128lx3l gUm' .iW . :� --fCC 6 -bhj�,qqghot4.t,tqP •-phorol. L,�, 1, ,na e 4 24' "Max, OY164i,k. Trbss, l l5pi4rtlf.)b TrWsO. Top Chord '.BI:o.rk �he-60 .,`` oa6 �+,C,i*'111$�'�•�� rr '-gft lkiwia i.. nam lxwww�a WTALL. VXXAMW Tw,.DwAIm 16h(s . rx NE— bFa-.&*'00 t16tkv;cdr -Tq • I fwog w-. - ?d ,, j PATE' 2018, fakt v"gwo, �iA rm, -Pr&o0i r a,nottaW pp 4-rhaw. . m-STAT .M _L P . -P wI A. j— —af«npwAN R ofw .1004LPIANIM 1dPR"�V0; A� MAXI T Wrya= an A4 *dvft ow 242 -,kLp9op-zi�4 =rUm., UN 16 I im (-.3A-1---.I: S ::SM .0 a amy -dal RV .... ..... .. ... . ut NO� A Pit. -by —49. ;:14:Y'44 ... " 6 OL . ......... .... rods. M .... il P.Joll• i, -10 .1c 9,�i.:.l' tw 041,0,c m Pufm ulm 011. P-AIM p 10'40:4M-mo-1 IM: v IOU 1-4 ICE V 3S; 7 V. I c[ ........ .. ... j.,4c* ;ttiu�k L ,,jj MY% T, h -- --- --------- --------- vj .. ......... ..... ri>• .. ..... ... .......•. . ...... :Wh .. ...... t4f !341-ONI -6t N AMP .... ........ ....... -; ;i�. @* '§ MA9'. . .... ...... ........ Ag-cl': P.O.-I Li:.Ptk; P9, tq " 'g, � - '-p t.a..O.IA JAV pJgj W4, ,:4p V; :14 NqJi q.J.. s!.Alp T immw j-P Vd.: gr 'R(4m:' W01 Pat 4:0 . . ......... .. it w 4x d GYT ... .... .. . ......... s document has been el®ct€onica4 signed Alpine, an ITW Company eW seeied using a Digitalagnel113e. Pnn ted 6750 Forum Drive, Suite 305 Copies SM ftut an o6ginal signature irustbe 140mokh, Orlando, FL 32821 Yenned using" odgiro e18ctronicv ~ lon. ALPINE Phone: (800)755 6001 ...w1M Pl49MNyrj�rtl ANIMCOMPANY 'www.alpineitw,com COA I#0 278 1/"0/29/2021 'FIN! 40 1� Site information: Pa a 1 , Customer. Carpenter Contractors of America Job Number. N334501 Job Description: 7A5/320 ,182EC,E ,02H ,R101 / 1828/CALI/4EBB ELEV.C,E Address: Job Enginee€ing'Criterta:' Design Code: FBC 7th Ed. 2020 Res, IntelliVlEW Version 20.02.00A JRef# 1Xal89750113 Wind Standard: ASCE 7-16 Wind Speed (mph): 160 Design Loading (psf): 37.00 Building Type.- Closed This package contains general notes pages, 33 truss drawing(s) and 5 detai(s). Iter[t' 'Drawing Number Truss .. 1 301.21.1607.50477 Al 3 301.21,1607,50258 A2 5 301.21,1607.50603 A4 7 301.21.1607.49290 A6 9 301.21.1607.50665 A8 11 301.21.1607,49305 A10 13 301.21.1607.50383 All 15 301.21.1607.52508 A14G 17 301.2.1.1'607.49306 A16 19 301.21,1607.51368 Cl GE 21 301.21.1607.51977 D2 23 301.21.1607.51883 V8 25 301.21.1607.52274 EJ7A 27 301_21.1607.50868 EJ3 29 301.21.1607.49822 CM 31 301.21.1607-51055 CJ1A 33 301.21.1607.51806 HJ3 K35 GBLLETINO118 37 VALTN'160118 Item Dcawlhg Nprner Truss 2 301'.21.1607.51743 A1A 4 301.21.1607.49337 A3 6 30121.1607.49368 A5 8 301,21.1607,49993 A7 10 301.21.1607.50430 A9 12 301.21,1607.50149 Al2 14 301.21.1607,49946 A13 16 301.21.1607.50790 A15 18 301.21.1607.52166 $1GE 20 301.21.1607,52290 D1 22 301.21.1607.51227 D3G 24 301.21.1607,50993 V4 26 301.21.1607.49821 EJ7 28 301.21.1607,50227 CJ5 30 301.21.1607.50744 CJ 1 32 301.21.1607.49307 HJ7 34 A16015ENC160118 36 VAL180160118 38 CNNAILSP1014 Florida Certificate of Product Approval #FL1999 Printed 10/28/2021 4:52 34 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 1310, or as specified by the Building Designer or other Registered Design Professional. These drawings do not depict or specify installation/erection bracing, wind bracing, portal bracing or similar building stability bracing which are parts of the overall building design to be specified, designed and detailed by the Building Designer. Connector Plate Information: Alpine connector plates are made of ASTM A653 or ASTM A1063 galvanized steel with the following designations, gauges and grades: W=Wave, 20ga, grade 40; H=High Strength, 20ga, grade 60; S=Super Strength, 18ga, grade 60. Information on model code compliance is contained in the ICC Evaluation Service report ESR-1118, available on-line at www.icc-es.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.ora. 2. ICC: International Code Council; www.iccsafe.or4. 3. Alpine, a division of ITW Building Components Group Inc.: 514 Earth City Expressway, Suite 242, Earth City, MO 63045; www.alpineitw.com. 4. TPI: Truss Plate Institute, 2670 Crain Highway, Suite 203, Waldorf, MD 20601; www.tpinst.org. 5. SBCA: Wood Truss Council of America, 6300 Enterprise Lane, Madison, WI 53719; www.sbcindustry.com. Page 3 of 3 SEQN: 249671 / COMN Ply: 1 FROM: RWM Qty: 11 6'1"7 6'1 "7 Job Number: N334501 ,7A5/320 ,182EC,E ,02H ,R101 / 1828/CALI/4EBB ELEV.C,E Truss Label: Al 12'1115 26'8"1 6'10"8 6'10"l 6'10"1 =5X5 E 39'8" Cust:R8975 JRef:1Xa189750113 T10 DrwNo: 301.21.1607.50477 SSB / FV 10/28/2021 33'6"9 39'8" 6'10"8 6'17 10' 91101, 9'10" 10, 10 19,101, 29'8" +1'� 39'8" Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Sid: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc L/defl U# Gravity Non -Gravity TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.222 K 999 360 Loc R+ / R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.385 K 999 240 B 1711 /_ /_ /961 /309 /444 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.081 J - - H 1711 /- !- /961 /309 /- EXP: C Kzt: NA Des Ld: 37 () HORZ TL : 0.140 J Wind reactions based on MWFRS .00 Mean Height: 15.00 ft NCBCLL: 10.00 Building Code: Creep Factor: 2.0 B Brg Width = 8.0 Min Req = 2.0 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf P FBC 7th Ed. 2020 Res. Max TC CSI: 0.617 H Br Width = 8.0 Min Re 2.0 g q = Load Duration: 1.25 MWFRS Parallel Dist: h to 2h TPI Std: 2014 Max BC CSI: 0.882 Bearings B & H are a rigid surface. Bearings B & li require a seat plate. Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Fac: Yes Max Web CSI: 0.457 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 VIEW Ver: 20.02.00A.1020.20 Lumber B-C 1490 -3155 E-F 1130 -2029 C - D 1366 - 2875 F - G 1366 - 2875 Top chord: 2x4 SP #2 N; D - E 1130 - 2029 G - H 1490 - 3155 Bot chord: 2x4 SP #1; Webs: 2x4 SP #3; W3,W4,W5 2x4 SP #2 N; Maximum Bot Chord Forces Per Ply (Ibs) Bracing Chords Tens.Comp. Chords Tens. Comp. (a) 1X4 #3SRB or better continuous lateral restraint to B - L 2759 -1207 K - J 2278 -858 be equally spaced. Attach with (2) 8d Box or Gun L - K 2278 - 879 J - H 2759 -1186 nails(0.113"x2.5",min.). Restraint material to be supplied and attached at both ends to a suitable support by erection contractor. Maximum Web Forces Per Ply (Ibs) (a) or scab reinforcement may be used in lieu of CLR Webs Tens.Comp. Webs Tens. Comp. restraint. substitute (1) scab for (1) CLR and (2) scabs L - D 541 -134 K - F 530 -745 for (2) CLR'S where shown. Scab reinforcement to be D - K 530 -745 F - J 541 -134 same size, species, grade, and 80% length of web E - K 1362 -605 member. Attach with 0.128x3" gun nails @ 6" oc. _>nfafiHtit9fau_. Loading Truss passed check for 20 psf additional bottom chord v5 ft�f�+r r'Fi live load in areas with 42"-high x 24"-wide clearance. �t ffi�swoay..v Wind 0 41 e Wind loads based on MWFRS with additional C&C member design. a Q 708 Wind loading based on both gable and hip roof types. r lit a e j4 a11MP®�O� i1�# 5' 0 N ALa COA absullon 10/29/2021 **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS the latest edition of BCSI (Building Installers shall provide temporary bottom chord shall have a properly )er BCSI sections B3, B7 or B10, iless noted otherwise. Fieferto Alpine, a division of ITW Buildin,$c�Components Group Inc. shall not be responsible for any deviation from this drawing, any. failure to build the truss in conformance with ANSI PI 1, or for handling, shipping,, installation and bracin of trusses. A seal on this drawin or cover pacJ e listing this drawin indicates acceptance of professional enVeenng responsibilityy solely -for the design shown. The suitability and use of this drawing for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. For more,informalion see these web sites: Alpine: alpineitw.com; TPI: tpinst.org; SBCA: sbcindustry.com• ICC: iccsafe.org; AWC: awc.org ALPINE ..COMPANY 6750 Forum Drive Suite 305 Orlando FL, 32821 SEQN: 249704 / COMN Ply: 1 Job Number: N334501 Cust: R 8975 JRef:1Xa189750113 T25 / FROM: ALS Qty: 1 7A5/320 ,182EC,E ,02H ,RI01 / 1828/CALI/4EBB ELEV.C,E DrwNo: 301.21.1607.51743 Truss Label: AtA SSB / WHK 10/28/2021 7'11"2 12' 1 17'1"12 19'10' 23'8" 31'8"14 39'8" 7'11..2 T 4'0"14 5'1"12 -i 2'8"4 F 3.10" 8'0"14 + ATT 8'1"1 Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-16 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Kzt: NA Des Ld: 37.00 Mean Height: 15.00 ft NCBCLL: 10.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: h to 2h Spacing: 24.0 " C&C Dist a: 3.97 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; T1 2x4 SP #1; Bot chord: 2x4 SP #2 N; Webs: 2x4 SP #3; W3,W6,W9,W11 2x4 SP #2 N; Bracing (a) 1X4 #3SRB or better continuous lateral restraint to be equally spaced. Attach with (2) 8d Box or Gun nails(0.113"x2.5",min.). Restraint material to be supplied and attached at both ends to a suitable support by erection contractor. (a) or scab reinforcement may be used in lieu of CLR restraint. substitute (1) scab for (1) CLR and (2) scabs for (2) CLR'S where shown. Scab reinforcement to be same size, species, grade, and 80% length of web member. Attach with 0.128x3" gun nails @ 6" oc. Plating Notes All plates are 2X4 except as noted. (1) - plates so marked were sized using 0% Fabrication Tolerance, 0 degrees Rotational Tolerance, and/or zero Positioning Tolerance. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. + Bottom Chord section between vertcials may be removed. =6x6 F 3'9"3 1 21'12 3, 11'10"4 14' 17' Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): WAVE. HS 39'8" 6'8" 8101,11 " 1 23'e31'8"11 Defl/CSI Criteria PP Deflection in loc L/deft L/# VERT(LL): 0.386 0 999 360 VERT(CL): 0.669 O 706 240 HORZ(LL): 0.168 K - - HORZ(TL): 0.314 K Creep Factor: 2.0 Max TC CSI: 0.791 Max BC CSI: 0.896 Max Web CSI: 0.765 Ve r: 20.02.00A.1020.20 y y r o° 0. 7`08 1 a s m * o � 0 4 t °a Al COAL ANAL`` 10/29/2021 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 1556 /- /- /961 /309 /444 1 1556 /- /- /961 /309 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 2.2 1 Brg Width = 8.0 Min Req = 2.2 Bearings B & I are a rigid surface. Bearings B & I require a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - C 1410 - 2745 F - G 1410 - 2068 C - D 2144 - 4245 G - H 1218 - 2103 D - E 1499 - 2794 H - 1 1423 - 2777 E - F 1658 - 2771 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - S 2371 -1107 L - K 2402 -1107 Q - M 3738 -1614 K - 1 2406 -1106 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp C - S 814 -1523 M - F 2007 -1008 C - Q 1476 - 551 M - L 1864 - 604 S - Q 2850 -1327 F - L 492 - 506 Q - D 1271 - 562 L - G 452 - 368 D - M 825 -1539 L - H 475 - 688 **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 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. Defer to ALPINE drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW BuildinlComponents Group Inc. shall not. be responsible for any deviation from this drawing, any. failure to build the ANMCC.PAW truss in conformance with ANSI/TPI 1, or for handling, shipping,. Installation and bracin4of trusses. A seal on this drawing or cover pa a 6760 Forum Drive listing this drawing indicates acceptance of professional en ineering responsibilittyy solely -for the design shown. The suitability and use of this Suite 305 drawing for any structure is the responsibility of the Buildinggesigner per ANSI/TP1 1 Sec.2. For more,information see these web sites: Alpine: alpineitw.com; TPI: tpinst.orq; SBCA: sbcinduslry.com; ICC: iccsafe.org; AWC: awc.org Orlando FL, 32821 SEQN: 249705 / HIPS Ply: 1 Job Number: N334501 Cust: R 8975 JRef: 1Xal 89750113 T9 / FROM: RWM Qly: 1 7A5/320 ,182EC,E ,02H ,13101 / 1828/CALI/4EBB ELEV.C,E DrwNo: 301.21.1607.50258 Truss Label: A2 SSB / WHK 10/28/2021 6'1 "7 617 12'6"15 + 19' + zo'8" 27'r'1 6'S"8 6'5"l �1 10 10' Loading Criteria (psi) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-16 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Kzt: NA Des Ld: 37.00 Mean Height: 15.00 ft NCBCLL: 10.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: h to 2h 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,W4,W5,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" 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): 91101, 29'8" 33'6"9 39'8" 6'S"8 6'1"7 Defl/CSI Criteria PP Deflection in loc L/defl U# VERT(LL): 0.172 L 999 360 VERT(CL): 0.321 L 999 240 HORZ(LL): 0.066 K - - HORZ(TL): 0.123 K Creep Factor: 2.0 Max TC CSI: 0.480 Max BC CSI: 0.747 Max Web CSI: 0.625 VIEW Ver: 20.02.00A.1020.20 �Op•\ ° r �k o.708 e � ° 4 ° ®� 0 ° Y ks t s COA 10/29/2021 10, +1 39'8" ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 1556 /- /- /963 /310 /427 1 1556 /- /- /963 /310 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Reg = 1.8 1 Brg Width = 8.0 Min Req = 1.8 Bearings B & I are a rigid surface. Bearings B & I require a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - C 1542 - 2800 F - G 1182 -1779 C - D 1425 - 2521 G - H 1425 - 2521 D - E 1182 -1779 H - 1 1542 - 2800 E - F 1159 -1559 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - M 2444 -1262 L - K 2030 - 937 M - L 2030 - 957 K - 1 2444 -1241 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. M - D 508 -119 L - F 548 - 356 D - L 521 - 683 L - G 521 - 683 E - L 548 - 356 G - K 508 -119 "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 rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or 1310, as applicable. Apply plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to ALPINE drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW BuildinIComponents Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the ANMCOMPAW truss in conformance with ANSI 1, or for handling, shipping,, installation and bracingof trusses. A seal on this drawing or cover pa4e 6750 Forum Drive listing this drawing indicates acceptance of professional enccLLsneering responsibili solelyor the design shown. The suitability and use of This Suite 305 drawing for any structure is the responsibility of the Bwlding-Designer per ANSI/T�I 1 Sec.2. For more:nformation see these web sites: Alpine: alpineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 249706 / HIPS Ply: 1 Job Number: N334501 Cust: R 8975 JRef:1Xal89750113 T22 / FROM: RWM Qty: 1 ,7A5/320 ,182EC,E ,02H ,R101 / 1828/CALI/4EBB ELEV.C,E DrwNo: 301.21.1607.49337 Truss Label: A3 SSB / WHK 10/28/2021 6'1"7 6'1"7 12'0"15 18'0"1 21'7"15 2771 5'11"9 5'11"2 3'7"14 5'11"2 ;5X5 =5X5 E F 39'8" 1' i 10' 9'10" 10' 19,10" Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pfin PSF) TOLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA BCDL: 10.00 Risk Category: II Snow Duration: NA EXP: C Kzt: NA Des Ld: 37.00 Mean Height: 15.00 ft NCBCLL: 10.00 TCDL: 4.2 psf Building Code: Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Load Duration: 1.25 MWFRS Parallel Dist: h to 2h TPI Std: 2014 Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Fac: Yes Loc. from endwall: not in 9.00 ft FT/RT:20(0)/10(0) GCp!: 0.18 Plate Type(s): Wind Duration: 1.60 WAVE Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #1; Webs: 2x4 SP #3; W3,W4,W5,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. 9' 10" 29'8" Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.171 L 999 360 VERT(CL): 0.319 L 999 240 HORZ(LL): 0.066 K - - HORZ(TL): 0.124 K Creep Factor: 2.0 Max TC CSI: 0.408 Max BC CSI: 0.748 Max Web CSI: 0.485 Ve r: 20.02.00A.1020.20 `ice �"Br✓r 0 m r ® a, fill8 � tr , s 0 T 0 ` �° °� r s®® 1 4~ 4 f COA i4l! N �0 Y 1g\ t9l 01 10/29/2021 3T39.8" 5'11"9 6-17 39'8'8" ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 1556 1- l- /965 /312 1407 1 1556 /- /- /965 /312 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.8 1 Brg Width = 8.0 Min Req = 1.8 Bearings B & I are a rigid surface. Bearings B & I require a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - C 1608 - 2796 F - G 1252 -1794 C - D 1497 - 2523 G - H 1498 - 2523 D - E 1252 -1794 H - 1 1609 - 2796 E - F 1245 -1635 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - M 2439 -1329 L - K 2064 -1027 M - L 2064 -1048 K - 1 2439 -1308 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. M - D 495 -106 L - F 523 - 300 D - L 497 - 674 L - G 497 - 674 E - L 523 - 300 G - K 495 -106 **WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! `*IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handling shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or 610, 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 jobs General Notes page for additional information. Alpine, a division of ITW Bu ilding Components Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the ANMCOMPAW truss in conformance with ANSI1 PI 1, or for handling, shipping,. installs lon,and bracing of trusses. A seal on this drawing or cover pa 4e 6750 Forum Drive listing this drawin indicates acceptance of professional en sneering responsibilittyy solely -for the design shown. The suitability and use of this Suite 305 drawing for any sfructure is the responsibility of the Building -Designer per ANSI/TP1 1 Sec.2. For more.informalion see these web sites: Alpine: al ineilw.com; TPI: t inst.or ; SBCA: sbcindusl .cam; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 249707 / HIPS Ply: 1 Job Number: N334501 Cust: R 8975 JRef:1Xa189750113 T8 / FROM: RWM Qty. 1 7A5/320 ,182EC,E ,02H ,RI01 / 1828/CALI/4EBB ELEV.C,E DrwNo: 301.21.1607.50603 Truss Label: A4 SSB / WHK 10/28/2021 7'1014 17' 22'8" 7'10"14 '{" 9-1 "2 68" =5X5 =5X5 D E 39'8" 9'10" 9'10" i 19'10" 29'8" Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-16 TCDL: 7.00 Speed: 160 mph BOLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Kzt: NA Des Ld: 37.00 Mean Height: 15.00 ft NCBCLL: 10.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: h to 2h Spacing: 24.0 " C&C Dist a: 3.97 ft Loc. from endwall: not in 9.00 It GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; T2,T4 2x4 SP 2400f-2.OE; Bot chord: 2x4 SP #1; Webs: 2x4 SP #2 N; W1,W6 2x4 SP #3; Bracing (a) 1X4 #3SRB or better continuous lateral restraint to be equally spaced. Attach with (2) 8d Box or Gun nails(0.113"x2.5",m!n.). 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): 31'9"2 + 3y8" 9' 1 "2 7'10"14 Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.149 J 999 360 VERT(CL): 0.279 J 999 240 HORZ(LL): 0.060 1 - - HORZ(TL): 0.112 1 Creep Factor: 2.0 Max TC CSI: 0.760 Max BC CSI: 0.755 Max Web CSI: 0.989 Ver: 20.02.00A.1020.20 i e a a o. 7,08 l ® a p D ®°® '6° 47 COA� �e�i3�attsarts 10/29/2021 in m i 48'8" 10, 1' 39'8"r ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 1552 /- /- /965 /318 /386 G 1552 /- /- /965 1318 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.8 G Brg Width = 8.0 Min Req = 1.8 Bearings B & G are a rigid surface. Bearings B & G require a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - C 1673 - 2755 E - F 1699 - 2561 C - D 1698 - 2561 F - G 1674 - 2755 D - E 1352 -1728 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - K 2393 -1373 J - 1 1695 - 842 K - J 1695 - 863 1 - G 2393 -1352 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. C - K 498 - 448 E - I 770 - 435 K - D 770 - 435 1 - F 498 - 448 **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 r! id ceilin Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections $3, B7 or B10, as applicabgle. Applgy 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 BuildinlComponents Group Inc. shall not, be responsible for any deviation from this drawing, any. failure to build the ANR COWAW truss in conformance with ANSIII PI 1, or for handling, shipping,. installation, and bracin4of trusses. A seal on this drawing or cover page 6750 Forum Drive listing this drawing indicates acceptance of professional engineering responsibilitty� solely -for the design shown. The suitability and use of this Suite 305 drawing for any structure is the responsibility of the Building -Designer per ANSI/TP1 1 Sec.2. For moreinformation see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcmdust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 249708 / HIPS Ply: 1 Job Number: N334501 Cust: R 8975 JRefAXa189750113 T24 ! FROM: RWM Qty: 1 7A5/320 ,182EC,E ,02H ,RI01 / 1828/CALI/4EBB ELEV.C,E DrwNo: 301.21.1607.49368 Truss Label: A5 SSB / WHK 10/28/2021 6' 1 "7 16'0"1 237' 15 33'6"9 39'8" 6'1 "7 9' 10"10 T714 91101,10 6' 1,7 Eo 6X6 6X6 D E T2 6 12 T4 5X5 d :5X5 F EO C iA W W1 B G A H1_068" X5 4X6(A2) =5X5 =5X5 =515 =4X6(A2) 39'8" 1' i 10' 9'10" 10' 1' �' T 10' 19,10„ 'i 29,8" 39,8„ '{' 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 L/# Gravity Non -Gravity TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.156 J 999 360 Lac R+ / R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.292 J 999 240 B 1556 /- /- /964 /713 /366 BCDL: 10.00 Risk Category: 11 Snow Duration: NA HORZ(LL): 0.064 1 - - G 1556 /- /- /964 f713 /- EXP: C Kzt: NA HORZ TL 0.119 1 Wind reactions based on MWFRS Des Ld: 37.00 ( ) Mean Height: 15.00 ft NCBCLL: 10.00 Building Code: Creep Factor: 2.0 B Brg Width = 8.0 Min Req = 1.8 TCDL: 4.2 psf G Br Width = 8.0 Min Re 1.8 Soffit: 0.00 BCDL: 5.0 sf FBC 7th Ed. 2020 Res. Max TC CSI: 0.799 g q = P Bearings B & G are a rigid surface. Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Max BC CSI: 0.745 Bearings B & G require a seat plate. Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Fac: Yes Max Web CSI: 0.485 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 VIEW Ver: 20.02.00A.1020.20 Lumber B - C 1841 -2852 E - F 1665 -2513 C - D 1665 - 2513 F - G 1841 - 2852 Top chord: 2x4 SP #2 N; T2,T4 2x4 SP 2400f-2.OE; D - E 1456 -1829 Bot chord: 2x4 SP #1; Webs: 2x4 SP #2 N; W1,W6 2x4 SP #3; Maximum Bot Chord Forces Per Ply (Ibs) Wind Chords Tens.Comp. Chords Tens. Comp. Wind loads based on MWFRS with additional C&C B - K 2505 -1555 J - 1 1780 -984 member design. K - J 1780 -1005 1 - G 2505 -1535 Wind loading based on both gable and hip roof types. Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. C-K 511 -469 E - 1 617 -249 K - D 617 - 248 I - F 512 - 469 �hS��yttf►6fd1 ±ItSf�rp f{g�fJ a y pA � 0 r { ® P • • w o d vyq�, cyg r 0 ti �gi9•De ogs••fs Y� COAi91 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 BCSI. Unless top have sheathing and bottom chord shall have a per noted otherwise, chord shall properly attached structural properly attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, as appllcab�le. Apply Oates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Defer to drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. ALPINE Alpine, a division of ITW Building Components Group Inc. shall not. be responsible for any deviation from this drawing, any, failure to build the A-COMPAW bracin4of trusses. A this drawing truss in conformance with ANSI/TPI 1, or for handling, shipping,. installation and seal on or cover page 6750 Forum Drive listing this drawing indicates acceptance of professional enpVeering responsibilityy solely -for the design shown. The suitabili y and use Nis Suite 305 drawing for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. For more,information see these web sites: Alpine: al ineilw.com; TPI: t inst.or ; SBCA: sbcindusl .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN:249709/ HIPS Ply: 1 Job Number: N334501 Cust:R8975 JRef:1Xa189750113 T7 / FROM: RWM Qty: 1 7A5/320 ,182EC,E ,02H ,RI01 / 1828/CALI/4EBB ELEV.C,E DrmNo: 301.21.1607.49290 Truss Label: A6 SSB / WHK 10/28/2021 7'10"14 15, 24'8" 31'9"2 39'8" r 7'10"14 i' TV-2'r 9'8" 7'1"2 7'10"14 :6X6 s 6X6 D T3 E 12 6 'C5 \5F5 r� o 2 r (7 W do W1 B G I- A H8'8" 4X6(A2) =5X5 =5X5 =5X5=4X6(A2) 39'8" 10' 91101, 9'10" 10, + 10' 19,10" 29'8" +1'� 39'8" 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 L/# Gravity Non -Gravity TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.159 J 999 360 Loc R+ / R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.298 J 999 240 B 1552 /- /- /962 /328 /346 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.061 1 - - G 1552 /- /- /962 /328 /- EXP: C Kzt: NA Des Ld: 37.00 HORZ(TL): 0.115 1 Wind reactions based on MWFRS Mean Height: 15.00 ft NCBCLL: 10.00 TCDL: 4.2 psf Building Code: Creep Factor: 2.0 B Brg Width = 8.0 Min Req = 1.8 Soffit: 0.00 BCDL: 5.0 sf FBC 7th Ed. 2020 Res. Max TC CSI: 0.913 p G Br Width = 8.0 Min Re 1.8 g q = Load Duration: 1.25 MWFRS Parallel Dist: h to 2h TPI Std: 2014 Max BC CSI: 0.760 Bearings B & G are a rigid surface. Bearings B & G require a seat plate. Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Fac: Yes Max Web CSI: 0.474 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 VIEW Ver: 20.02.00A.1020.20 Lumber B - C 1807 - 2729 E - F 1827 - 2537 C - D 1826 - 2538 F - G 1807 - 2729 Top chord: 2x4 SP #2 N; T3 2x4 SP 2400f-2.OE; D - E 1539 -1910 Bot chord: 2x4 SP #1; Webs: 2x4 SP #2 N; W1,W6 2x4 SP #3; Maximum Bot Chord Forces Per Ply (Ibs) Wind Chords Tens.Comp. Chords Tens. Comp. Wind loads based on MWFRS with additional C&C B - K 2363 -1483 J - 1 1847 -1110 member design. K - J 1847 -1131 1 - G 2363 -1462 Wind loading based on both gable and hip roof types. Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. C - K 394 - 358 E - I 628 - 300 K - D 628 - 300 1 - F 394 - 358 ggtltttlf tlleagtttrr 1131}P �s♦ � Ypa enroer .� dP'"� QYa 6 6� 4d�C\t t+ R Y ¢ q® 0. tl : r RQ� V s N COA`I� �'Awiftolmt ,4 10/29/2021 **WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handling shipping, installing and bracing. Refer to and follow the latest edition Component Safety Information, of BCSI (Building by TPI and SBCA) r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSL Unless noted otherwise, top chord shall have proper)Y attached structural sheathing and bottom chord shall have a properly attached rigid Locations for lateral have bracm installed BCSI B3, B7 B10, ceiling shown permanent restraint of webs shall per sections as applicable. Apply plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. or Defer to ALPINE , Alpine, a division of ITW Buildinq 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, for handling, bracinq. trusses. A this drawing or shipping,. installation and of seal on or cover pa a 6750 Forum Drive listing this drawing indicates acceptance of professional engeering responsibili solely -for the design shown. The suitabilify and use of This Suite 305 drawing for any structure is the responsibility of the Building Designer per ANSI/T 11 Sec.2. For more 4nformation see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcmdust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 249710 / HIPS Ply: 1 Job Number: N334501 R 8975 JRef:1Xa189750113 T23 / FROM: RWM Qty: 1 7A5/320 ,182EC,E ,02H ,RI01 / 1828/CALI/4EBB ELEV.C,E o: 301.21.1607.49993 FSSB Truss Label: A7 / WHK 10/28/2021 6'1"7 14'0"1 19'10" 25'7'15 336"9 39'8" 6'1"7 T10"10 5'9"15 5'9"15 7'10"10 ,5X5 1112X4 =5X5 D E F T2 12 6 W T4 C 5 5C5 v W3 9) B H A I8'8" 4X6(A2) -5X5 =5X8 =5X5=4X6(A2) 39'8" 9110" 9'101, 10, + 10' 19,10" 29'8" �1'� 39'8" Loading Criteria (psq Wind Criteria Snow Criteria (Pg,Pf in PSF) DefI/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc L/defl L/# Gravity Non -Gravity TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.176 E 999 360 Loc R+ / R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.329 E 999 240 B 1556 /- /- /958 /715 1325 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.065 J - - H 1556 /- /- /958 /715 !- EXP: C Kzt: NA HORZ(TL): 0.121 J Des Ld: 37.00 Wind reactions based on MWFRS Mean Height: 15.00 ft NCBCLL: 10.00 Building Code: Creep Factor: 2.0 B Brg Width = 8.0 Min Req = 1.8 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 sf FBC 7th Ed. 2020 Res. Max TC CSI: 0.743 P H Br Width = 8.0 Min Re 1.8 g q = Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Max BC CSI: 0.748 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: Yes Max Web CSI: 0.434 Members not listed have forces less than 375# Loc. from endwall: not in 9.00 it FT/RT:20(0)/10(0) Maximum Top Chord Forces Per Ply (Ibs) GCpi: 0.18 Plate Type(s): Chords Tens.Comp. Chords Tens. Comp. Wind Duration: 1.60 WAVE VIEW Ver: 20.02.00A.1020,20 Lumber B-C 1975 -2822 E-F 1780 -2112 C - D 1821 - 2515 F - G 1821 - 2515 Top chord: 2x4 SP #2 N; T2,T4 2x4 SP #1; D - E 1780 -2112 G - H 1975 -2822 Bot chord: 2x4 SP #1; Webs: 2x4 SP #3; W3,W5 2x4 SP #2 N; Maximum Bot Chord Forces Per Ply (Ibs) Wind Chords Tens.Comp. Chords Tens. Comp. Wind loads based on MWFRS with additional C&C B - L 2470 -1666 K - J 1912 -1210 member design. L - K 1912 -1231 J - H 2470 -1645 Wind loading based on both gable and hip roof types. Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. C - L 439 - 395 F - J 556 -182 L - D 556 -182 J - G 439 - 395 E - K 440 - 281 fieusi iitairea, 3pp p H. ep 4 ®® g * O pi,/.gll.! 1 e 0 j ddWW � O ID q y �p4yy mpg, �gx J i'�✓ tID S 4 Oil �.j'ws tlpy1$ .p � IDO� '1w .G. a•IDOd On14@p®9 n® ",ftmFri1&ifii�f 10/29/2021 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing.Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have proper)v attached structural sheathing and bottom chord shall have a properly attached ri id ceiling Locations shown for permanent lateral restraint of webs shall have 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. Ffefer to drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. ALPINE Alpine, a division of ITW Buildinc Components Group Inc. shall not. be respponsible for any deviation from this drawing, any. failure to build the ANRWCOMFANY bracin4 trusses. A this drawing truss in conformance with ANSI/TPI 1, or for handling, shipping,, installatlon and of seal on or cover page 6750 Forum Drive listing this drawing indicates acceptance of professional ancLlneering responsibility solely -for the design shown. The suitability and use of this Suite 305 -Designer drawing for any structure is the responsibility of the Building per ANSI/TPI 1 Sec.2. For moreenfomtation see these web sites: Alpine: al ineilw.com; TPI: t inst.or ; SBCA: sbcindusl .cam; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 249711 / HIPS Ply: 1 Job Number: N334501 —7 Cust: R 8975 JRef:1Xa189750113 T6 / FROM: RWM Qty: 1 7A5/320 ,182EC,E ,02H ,R101 / 1828/CALI/4EBB ELEV.C,E DrwNo: 301.21.1607.50665 Truss Label: AS SSB / WHK 10/28/2021 6'9"4 13' 19,101, 26'8" 32'10"12 39'8" 69"4 + 6'2"12 i 6'10" T 6,10" + 62"12 6,9„4 i 5X5 1112X4 = 5X5 D E F 12 6 2X4 W 2X4 � C O G � o W3 M r` B H A �:a 4X6(A2) = 5X5 = 5X8 = 5X5 = 4X6(A2) 39'8" �1'T 10' 9'10" 9'10" 10, 1' 10' 19'10', + 29'8" 39,8" 'E Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc L/defl L/# Gravity Non -Gravity TCDL: 7.00 Speed: 160 mph Pt NA Ce: NA VERT(LL): 0.191 E 999 360 Loc R+ / R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.357 E 999 240 B 1556 P A /953 /716 /305 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.065 J - - H 1556 P !- /953 /716 /- EXP: C Kzt: NA Des Ld: 37.00 HORZ(TL): 0.121 J Wind reactions based on MWFRS Mean Height: 15.00 ft NCBCLL: 10.00 Building Code: Creep Factor: 2.0 B Brg Width = 8.0 Min Req = 1.8 TCDL: 4.2 psf Soffit: 0.00 FBC 7th Ed. 2020 Res. Max TC CSI: 0.543 BCDL: 5.0 psf H Br Width = 8.0 Min Re 1.8 g q = Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Max BC CSI: 0.754 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: Yes Max Web CSI: 0.687 Members not listed have forces less than 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 Lumber B - C 2014 -2780 E - F 1973 -2289 C - D 1925 - 2523 F - G 1925 - 2523 Top chord: 2x4 SP #2 N; D - E 1973 -2289 G - H 2O14 -2780 Bot chord: 2x4 SP #1; Webs: 2x4 SP #3; W3,W5 2x4 SP #2 N; Maximum Bot Chord Forces Per Ply (Ibs) Wind Chords Tens.Comp. Chords Tens. Comp. Wind loads based on MWFRS with additional C&C B - L 2421 -1686 K - J 1982 -1323 member design. L - K 1982 -1344 J - H 2421 -1665 Wind loading based on both gable and hip roof types. Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. C - L 381 - 339 K - F 425 - 401 L - D 535 -183 F - J 535 -183 D - K 425 - 401 J - G 381 - 339 E - K 585 -391 \�""{$68£SkSNi8i1t/dgptl�,f6Fd, f,�� a� CE Q'drAg4aaa0•�� l03i!�- •0�e o o.7.08 e s e ' 0 a - oftut 13/29/2021 —WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! •'IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing, and bracing. , Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached rigpid ceiling Locations shown for permanent lateral restraint of webs shall have bracing Installed per BCSI sections B3; B7 or B10, as applicable. Apply plates to each face oT truss and position as shown above and on the Joint Details, unless noted otherwise. Pefer to drawings 160A-Z for standard plate positions. Refer to jobs General Notes page for additional information. ALPINE Alpine, a division of ITW Buildin$Components Group Inc. shall not.be responsible for any deviation from this drawing, any. failure to build the ANMCO... truss in ANSI 1, for handling, bracinclof trusses. A on this drawing or cover conformance with or shipping,. installation. and seal listing this drawing Indicates acceptance of professional encc�Neering responsibilittyy solely -for the design shown. The suitability page 6750 Forum Drive and use of this Suite 305 drawing for any sgructure is the responsibility of the Building Designer per ANS11TP1 1 Sec.2. For moreJnformation see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindusl .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEON: 249712 / HIPS Ply: 1 umber: N334501 Cust: R 8975 JRef:1Xal89750113 T21 I FROM: RWM Oty: 1 F,71A,5120 ,182EC,E ,02H ,RI01 / 1828/CAL!/4EB8 ELEV.C,E DrwNo: 301.21.1607.50430 Label: A9 SSB / WHK 10/28/2021 6'3"4 12'0"1 19,10" 27'7"15 33'4"12 39'8" 5'8,J } 7'9"15 i 7'9"15 :5X5 1112X4 =5X5 D E F 12 T 6 � �2C4 W i2G4 v W3 B H A 1 1 a°9 4X6(A2) =5X5 =5X8 =5X5 =4X6(A2) 39'8" 1' 10' 9'10" 9'10" 10, 1' 10' r 19'10', 29,8" 39,8„ Loading Criteria (psl) 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 L1# Gravity Non -Gravity TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.206 E 999 360 Loc R+ / R- ! Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.385 E 999 240 B 1556 /- /- /947 /717 /284 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.066 J - - H 1556 /- /- /947 /717 /- EXP: C Kzt: NA HORZ (TL): 0.124 J Wind reactions based on MWFRS Des Ld: 37.00 Mean Height: 15.00 ft NCBCLL: 10.00 Building Code: Creep Factor: 2.0 B Brg Width = 8.0 Min Req = 1.8 TCDL: 4.2 psf H Br Width = 8.0 Min Re 1.8 Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.748 g q = Load Duration: 1.25 TPI Std: 2014 Max BC CSI: 0.753 Bearings B & H are a rigid surface. MWFRS Parallel Dist: h/2 to h Bearings B & H require a seat plate. Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Fac: Yes Max Web CSI: 0.999 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 VIEW Ver: 20.02.00A.1020.20 Lumber B - C 2102 -2791 E - F 2189 -2492 C - D 1987 - 2524 F - G 1987 - 2524 Top chord: 2x4 SP #2 N; D - E 2189 -2492 G - H 2103 -2791 Bot chord: 2x4 SP #1; Webs: 2x4 SP #3; W3,W5 2x4 SP #2 N; Maximum Bot Chord Forces Per Ply (Ibs) Wind Chords Tens.Comp. Chords Tens. Comp. Wind loads based on MWFRS with additional C&C B - L 2434 -1769 K - J 2065 -1444 member design. L - K 2065 -1465 J - H 2434 -1748 Wind loading based on both gable and hip roof types. Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. L - D 498 -118 K - F 539 - 531 D - K 539 - 531 F - J 498 -118 _„al�itlSift01lfA$(gi�B�F� E - K 685 -462 V A R _ o, Ai 0.10 « � t t. kagaimpitoO 10/29/2021 **WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlingshipping, installing and bracing. , Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) r safety practices Prior to performing these functions. Installers shall provide temporary bracing BCSI. Unless top have bottom have per noted otherwise, chord shall proper" attached structural sheathing and chord shall a properly attached ri id ceilin Locations shown for ermanent lateral restraint of webs shall have bracing installed per BCSI sections 63, B7 or B10, as appltcabgle. Apply plates to each face. of truss and position as shown above and on the Joint Details, unless noted otherwise. Refer to drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. ALPINE Alpine, a division of ITW Building Components Group Inc. shall not. be responsible for any deviation from this drawing, any, failure to build the ANMCOWAW truss in ANSI/TPI PI 1, for handling, shipping,. and bracin of trusses. A seal on this drawing or cover a conformance with or installation pa 6750 Forum Drive listing this drawing indicates acceptance of professional engineering responsibilitty�r solely -for the design shown. The suitability and use of this Suite 305 -Designer Sec.2. drawing for any sgructure is the responsibility of the Building per ANSI/TPI 1 For morainformalion see these web sites: Alpine: al ineitw.com; TPI: t insl.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 249713 / HIPS Ply: 1 Job Number: N334501 Cust: R 8975 JRef:1Xa189750113 T5 / FROM: RWM Qty: 1 7A5/320 ,182EC,E ,02H ,R101 / 1828/CAL114EBB ELEV.C,E DrwNo: 301.21.1607.49305 Truss Label: A10 SSB / WHK 10/28/2021 5'9"4 11' 19, 28'8" 33'10"12 39'6" 52"12 I" 8' } 918.E 5'2"12 '�° 5'94 5X5 = 5X5 5X5 D E T3 F 12 6 �2X4 W T 2X4 i C (a) (a) G Cn W3 B 1 H A 1 a 4X6(A2) = 5X5 = 5X8 = 5X5 = 4X6(A2) 39'8" 1' 10' 9'10" 9'10" i 10, 1' 10' 19,10" 29'8" 39'8" + i Loading Criteria (psi) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Sid: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc L/defl L/# Gravity Non -Gravity TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.213 E 999 360 Loc R+ / R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.399 E 999 240 B 1556 /- /- /940 /718 1264 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.068 J - - H 1556 !- /- /940 /718 !- EXP: C Kzt: NA Des Ld: 37.00 HORZ(TL): 0.127 J Wind reactions based on MWFRS Mean Height: 15.00 ft NCBCLL: 10.00 Building Code: Creep Factor: 2.0 B Br Width g = 8.0 Min Req = 1.8 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.934 H Br Width = 8.0 Min Re 1.8 g q = Load Duration: 1.25 TPI Std: 2014 Max BC CSI: 0.752 MWFRS Parallel Dist: h/2 to h Bearings B & H are i rigid surface. Bearings B & H require a seat plate. Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Fac: Yes Max Web CSI: 0.751 Members not listed have forces less than 375# FT/RT:20 0 /10 0 Loc. from endwall: not in 9.00 ft () () Maximum Top Chord Forces Per Ply (Ibs) GCpi: 0,18 Plate Type(s): Chords Tens.Comp. Chords Tens. Comp. Wind Duration: 1.60 WAVE VIEW Ver: 20.02.00A.1020.20 Lumber B - C 2194 -2804 E - F 2386 -2693 C - D 2057 - 2533 F - G 2066 - 2539 Top chord: 2x4 SP #2 N; T3 2x4 SP 2400f-2.OE; D - E 2502 -2773 G - H 2184 -2797 Bot chord: 2x4 SP #1; Webs: 2x4 SP #3; W3,W5 2x4 SP #2 N; Maximum Bot Chord Forces Per Ply (Ibs) Bracing Chords Tens.Comp. Chords Tens. Comp. (a) 1 X4 #3SRB or better continuous lateral restraint to B - L 2448 -1855 K - J 2163 -1578 be equally spaced. Attach with (2) 8d Box or Gun L - K 2147 -1575 J - H 2440 -1822 nails(0.113"x2.5",min.). Restraint material to be supplied and attached at both ends to a suitable support by erection contractor. Maximum Web Forces Per Ply (Ibs) (a) or scab reinforcement may be used in lieu of CLR Webs Tens.Comp. Webs Tens. Comp. restraint. substitute (1) scab for (1) CLR and (2) scabs L - D 470 -71 K - F 626 -612 for (2) CLR'S where shown. Scab reinforcement to be D - K 739 -778 F - J 466 -52 same size, species, grade, and 80% length of web member. Attach with 0.128x3" gun nails @ 6" oc. !$9ttlftAy�-lf)atk! ®�, E - K 789 - 534 � Wind Wind loads based on MWFRS with additional C&C o� �d°•� •`•./r design. •°'�1 ` j> member ® `�� Wind loading based on both gable and hip roof types. p r a $ Sm a �9 4ffit a or - 40 m A.y��• � yfi' ®S•®®SO y�A'�.i' b.IgOP�'S COA 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 BCSI. Unless noted otherwise, top chord shall have proper)v attached structural sheathing and bottom chord shall have a per attacheo rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections properly 53, B7 or B10, as applicable. Apply plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Defer to drawings 16OA-Z for standard plate positions. Refer to jobs General Notes page for additional information. ALPINE Alpine, a division of ITW Buildin Components Group Inc. shall not. be responsible for any deviation from this drawing, any failure for bracinctof trusses. A this drawing to build the pNnWCOMFANY truss in conformance with ANSI/ PI 1, or handling, shipping,, Installapon.and seal on or cover page 6750 Forum Drive listing this drawing indicates acceptance of professional encc]]�ine6nng responsibilittyy solely 4or the design shown. The suitabili y and use of This Suite 305 -Designer drawing for any structure is the responsibility of the Building per ANSVTPI 1 Sec.2. For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 249714 / HIPS Ply: 1 Job Number: N334501 Cust: R 8975 JRef:1Xa189750113 T4 / FROM: RWM Qty: 1 7A5/320 ,182EC,E ,02H ,RI01 / 1828/CALI/4EBB ELEV.C,E DrwNo: 301.21.1607.50149 Truss Label: Al2 SSB / WHK 10/28/2021 9' 17' 22'8" 30'8" 39'8" + 9' 8' 5'8" 8' 9 .6X6 =5X5 =4X4 =6X6 C T2 D E T3 F 12 6 T T W o_ (a) (a) 10 W5 io Zo B G A H 18'8" 4X6(A2) = 6X6 = 6X6 = 6X6 = 4X6(A2) 39'8" 1' 10' 9'10" 9'10" 10, 1' 10' 19,10" 29'8" 39'8" Loading Criteria (psi) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc L/defl L/# Gravity Non -Gravity TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.251 J 999 360 Loc R+ / R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.469 J 999 240 B 1556 /- /- /921 f720 /223 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.081 1 - - G 1556 /- /- /921 f720 /- EXP: C Kzt: NA HORZ TL : 0.150 1 Wind reactions based on MWFRS Des Ld: 37.00 ( ) Mean Height: 15.00 ft BuildingCode: Creep Factor: 2.0 B Brg Width = 8.0 Min Req = 1.8 NCBCLL: 10.00 p TCDL: 4.2 psf Soffit: 0.00 BCDL: 4.0 sf FBC 7th Ed. 2020 Res. Max TC CSI: 0.939 G Brg Width = 8.0 Min Req = 1.8 P Bearings B & G are a rigid surface. Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Max BC CSI: 0.834 Bearings B & li require a seat plate. Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Fac: Yes Max Web CSI: 0.306 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) GCis 0.18 Plate T e s : pi: yp () Chords Tens.Comp. Chords Tens. Comp. Wind Duration: 1.60 WAVE VIEW Ver: 20.02.00A.1020.20 Lumber B - C 2250 -2705 E - F 2239 -2478 C - D 2238 - 2478 F - G 2250 - 2704 Top chord: 2x4 SP #1; T2,T3 2x4 SP #2 N; D - E 2906 -3233 Bot chord: 2x4 SP #1; Webs: 2x4 SP #3; W2,W5 2x4 SP #2 N; Maximum Bot Chord Forces Per Ply (Ibs) Bracing Chords Tens.Comp. Chords Tens. Comp. (a) 1X4 #3SRB or better continuous lateral restraint to B - K 2330 -1856 J - 1 3176 - 2629 be equally spaced. Attach with (2) 8d Box or Gun K - J 3174 - 2647 1 - G 2329 -1835 nails(0.113"x2.5",min.). Restraint material to be supplied and attached at both ends to a suitable support by erection contractor. Maximum Web Forces Per Ply (Ibs) (a) or scab reinforcement may be used in lieu of CLR Webs Tens.Comp. Webs Tens. Comp. restraint. substitute (1) scab for (1) CLR'and (2) scabs C - K 718 -428 E - 1 944 -834 for (2) CLR'S where shown. Scab reinforcement to be K - D 940 -832 1 - F 718 -430 same size, species, grade, and 80% length of web member. Attach with 0.128x3" gun nails @ 6" oc.tisattt8tiypttdt Wind A� Wind loads based on MWFRS with additional C&C'� ga,.apsao.ogk®'� member design. e,N Wind loading based on both gable and hip roof types. 41 e o.708 i � A 0 AC 93 Q M V/ COA8�ataw`�5� 10/2912021 "`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 Installers Component Safety Information, by TPI and SBCA) for safety practices Prior to performing these functions. shall provide temporary bracing BCSI. Unless top chord shall have attached structural sheathing and bottom chord shall have a per noted otherwise, propery properly attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracing mstalled 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. Referto' drawings 160A-Z for standard plate positions. Refer to jobs General Notes page for additional information. ALPINE Alpine, a division of ITW Buildin Components Group Inc. shall not. be responsible for any deviation from this drawing, any, failure to build the pN RV COMPANY truss in ANSI 1, for handling, bracin trusses. A seal on this drawing or cover conformance with or shipping,, installation. and of pa 4ge 6750 Forum Drive listing this drawing indicates acceptance of professional engineering responsibilityV solely -for the design shown. The suitability and use of this -Designer 1 Sec.2. Suite 305 drawing for any sgr'ucture is the responsibility of the Building per ANSI/31 For more, information see these web sites: Alpine: al ineitw.com; TPI: t insl.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 249715 / SPEC Ply: 1 Job Number: N334501 Cust: R 8975 JRef:1Xa189750113 T2 / FROM: RWM Qty: 1 7A5/320 ,182EC,E ,02H ,R101 / 1828/CALI/4EBB ELEV.C,E DrwNo: 301.21.1607.50383 Truss Label: All SSB / WHK 10/28/2021 5'7"4 10'8" 11'3"15 16'0"1 23'7"15 29'7"15 39'8" 5'0"12 7,1� 5 4,8"2 7,7„14 + 6, �{- 100„1 T Co in 11 10 � 10, =5X5 5X5 -4X4 =5X5 5X5 D F F G H Loading Criteria (psf) Wind Criteria TOLL: 20.00 Wind Std: ASCE 7-16 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Kzt: NA Des Ld: 37.00 Mean Height: 15.00 ft NCBCLL: 10.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h Spacing: 24.0 " C&C Dist a: 3.97 ft Loc. from endwall: not in 4.50 it GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; T5 2x4 SP 2400f-2.OE; Bot chord: 2x4 SP #1; Webs: 2x4 SP #3; Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. 39'8" 9110.1 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): 9'10" 29'8" Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.229 L 999 360 VERT(CL): 0.427 L 999 240 HORZ(LL): 0.076 K - - HORZ(TL): 0.142 K Creep Factor: 2.0 Max TC CSI: 0.820 Max BC CSI: 0.802 Max Web CSI: 0.811 10/29/2021 Ve r: 20.02.00A.1020.20 10' 1 39'8" ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 1556 /- /- /932 /716 /257 1 1556 !- /- /930 /718 A Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.8 1 Brg Width = 8.0 Min Req = 1.8 Bearings B & I are a rigid surface. Bearings B & I require a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - C 2225 - 2806 F - G 2509 - 2878 C - D 2062 - 2521 G - H 2O44 - 2305 D - E 1917 - 2214 H - 1 2093 - 2649 E - F 1976 - 2258 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - M 2452 -1880 L - K 2805 - 2204 M - L 2814 - 2230 K - 1 2266 -1674 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. M - D 1699 -1345 G - K 774 - 669 M - E 760 - 872 K - H 693 - 431 M - F 856 - 742 **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 �roperlY attached structural sheathing and bottom chord shall have a properly attached rNd ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, as applicab-le. Apply plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to ALPINE drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Buildin$cLComponents Group Inc. shall not, be responsible for any deviation from this drawing, any, failure to build the AN C0.PAW truss in conformance with ANSI 1, or for handling, shipping,, installs ion.and bracin of trusses,. A seal on this drawing or cover pa a 675o Forum Drive listing this drawing indicates acceptance of professional en sneering responsibilitty�r solely or the design shown. The suitability and use of this Suite Fos drawing for any structure is the responsibility of the Buildingtesigner per ANSIfrPI 1 Sec.2. For more, information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 2497161 COMN Ply: 1 Job Number: N334501 Cust: R 8975 JRef:1Xa189750113 T20 / FROM: RWM Qty: 1 7A5/320 ,182EC,E ,02H ,RI01 / 1828/CALI/4EBB ELEV.C,E DrwNo: 301.21.1607.49946 Truss Label: A13 SSB / WHK 10/28/2021 5'7"4 10'8" 1 5'7"4 5'0"12 5X5 D T ,2 6 � �2X4 I Q co B A 3X6(A1) B1 �' 10.8" 10,8" 217'15 8'4" N5X5 =H0610 T3 F M L N =3X8 =5X5 20'8" % 5'4" 7'10" 16' 23'10" =4X6 5'8" 317'15 39,8" 10, 8'0"1 T4 —6G6 W T� Q� H =5X5=3X6(A1) 13'4" 7'10" 31'8" 39,8„ Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs), or *=PLF TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc L/defl L/# Gravity Non -Gravity TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.043 M 999 360 Loc R+ / R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.080 M 999 240 B 840 /- /- /551 /397 /257 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.017 J - - N* 315 /- /- /159 /140 /- Des Ld: 37.00 EXP: C Kzt: NA HORZ(TL): 0.028 J H 585 A A /436 /242 /- NCBCLL: 10.00 Mean Height: 15.00 ft Building Code: Creep Factor: 2.0 Wind reactions based on MWFRS Soffit: 0.00 TCDL: 4.2 psf BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.957 B Brg Width = Min Req = 1.5 Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 TPI Std: 2014 Max BC CSI: 0.647 68. N Brg Width = 8.0 Min Req = - H Brg Width = 8.0 Min Req = 1.5 Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Fac: Yes Max Web CSI: 0.546 Bearings B, N, & H are a rigid surface. Loc. from endwall: not in 4.50 ft FT/RT:20(0)/10(0) Bearings B, N, & H require a seat plate. GCpi: 0.18 Plate Type(s): Members not listed have forces less than 375# Wind Duration: 1.60 IWAVE, HS VIEW Ver: 20.02.00A.1020.20 Maximum Top Chord Forces Per Ply (Ibs) Lumber Chords Tens.Comp. Chords Tens. Comp. Top chord: 2x4 SP #2 N; T3 2x4 SP #1; B - C 959 -1265 E - F 645 -628 T4 2x4 SP 2400f-2.OE; C - D 755 -932 F - G 648 -471 Bot chord: 2x4 SP #2 N; B1 2x4 SP #1; D - E 808 -911 G - H 324 -611 Webs: 2x4 SP #3; W7 2x4 SP #2 N; Bracing Maximum Bot Chord Forces Per Ply (Ibs) (a) 1X4 #3SRB or better continuous lateral restraint to Chords Tens.Comp. Chords Tens. Comp. be equally spaced. Attach with (2) 8d Box or Gun B - M 1088 -733 K - J 924 -213 nails(0.113"x2.5",min.). Restraint material to be supplied M - L 931 -620 J - H 455 107 and attached at both ends to a suitable support by erection contractor. (a) or scab reinforcement may be used in lieu of CLR Maximum Web Forces Per Ply (Ibs) restraint. substitute (1) scab for (1) CLR and (2) scabs Webs Tens.Comp. Webs Tens. Comp. for (2) CLR'S where shown. Scab reinforcement to be 80% length t efeNii�r�tr�l++u254 396 367 565 C - M 396 - 367 L - F 903 565 same size, species, grade, and of web member. Attach with 0.128x3" gun nails @ 6" oc. li °Frf a ref^� D - M - F - K 1903 - M - E 442 - 299 K - G 854 -1043 Wind Wind loads based on MWFRS with additional C&C �`1�� •d����j�.`° E - L 449 -564 member design. Wind loading based on both gable and hip roof types. y o° '• e° A 0 4 A p P v ` w w u a a ;r Zo funs"lot 10/29/2021 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handling shipping, installing and bracing. , Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have 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 Buildingg�Components Group Inc. shall not be responsible for any deviation from this drawing, any, failure to build the AN M COMPANY truss in conformance with ANSI PI 1, or for handling, shipping,. installation and bracin4 of trusses. A seal on this drawing or cover paga 6750 Forum Drive listing this drawing indicates acceptance of professional engineering responsibilittyy solely -for the design shown. The suitability and use of this Suite 305 drawing for any structure is the responsibility of the Budding -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: 249734 / HIPS Ply: 2 Job Number: N334501 Cust: R 8975 JRef:1Xa189750113 T12 / FROM: JRH Qty: 1 7A5/320 ,182EC,E ,02H ,RI01 / 1828/CALIAEBB ELEV.C,E DrwNo: 301.21.1607.52508 Truss Label: A14G SSB / WHK 10/2812021 2 Complete Trusses Required 7' 17' 22'B" 32'8" 39'8" 7' 10, S'8" 10' 17' =6X6 =8X8 =8X8 =6X6 12 C T2 D T3 E T4 F T 6 T EO N O M B G a 1 :4n A I H J_8'8" = 4X6(A 1) = 8X8 = 8X8 - gj(g = 4X6(A1) 39'8" 1' 10' 9'10" 9'10" 10, 1' '} 10' 19,101, 29'8" 39'8" Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc L/defl L/# Gravity Non -Gravity TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.295 J 999 360 Loc R+ / R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.555 J 850 240 B 3135 /- /- !- /1427 A BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.064 1 - - G 3136 /- /- /- 11428 /- Des Ld: 37.00 EXP: C Kzt: NA HORZ(TL): 0.121 1 Wind reactions based on MWFRS Mean Height: 10.51 ft Building Code: Creep Factor: 2.0 B Brg Width = 8.0 Min Req = 1.8 NCBCLL: 0.00 TCDL: 4.2 psf Soffit: 0.00 FBC 7th Ed. 2020 Res. Max TC CSI: 0.676 G Brg Width = 8.0 Min Req = 1.8 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 TPI Std: 2014 Max BC CSI: 0.507 Bearings B & G are a rigid surface. Bearings B & li require a seat plate. Re Fac: No Max Web CSI: 0.760 Spacing: 24.0 " C&C Dist a: 3.97 ft p 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.o0A.1020.20 B - C 1424 -3094 E - F 1534 - 3602 Lumber C - D 1533 - 3601 F - G 1425 - 3094 Top chord: 2x4 SP #2 N; T2,T4 2x6 SP SS; D - E 2128 -4831 T3 2x6 SP #2 N; Bot chord: 2x6 SP SS; Webs: 2x4 SP #3; Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. Nailnote B - K 2752 -1257 J - 1 4769 -2187 Nail Schedule:0.128"x3" nails K - J 4768 -2187 I - G 2753 -1258 Top Chord: 1 Row @12.00" o.c. Bot Chord: 1 Row @12.00" o.c. Webs : 1 Row @ 4" o.c. Maximum Web Forces Per Ply (Ibs) Use equal spacing between rows and stagger nails Webs Tens.Comp. Webs Tens. Comp. in each row to avoid splitting. C - K 1287 -417 E - I 727 -1297 Loading K - D 727 -1298 1 - F 1287 -417 #1 hip supports 7-0-0 jacks with no webs. �g98tB101tlliitlr►arg�ir Wind r�Psra � ooao®tl" Wind loads and reactions based on MWFRS. Wind loading based both hip types. on gable and roof a le AS M 4 9 6 C tm � " Ai 0 [2 i o jTv. ptl ~C c t Otl tltla®tea\I1�`� � COA #��! f0 L � twi 10/29/2021 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handling shipping, installing and bracing.. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have proper)v attached structural sheathing and bottom chord shall have a properly attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections 03, B7 or B10, as applicable. Apply plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. ALPINE Alpine, a division of ITW Building Components Group Inc. shall not. be respponsible for any deviation from this drawing, any.failure to build the ANR CCWAW installation, bracinclof trusses. A this drawn truss in conformance with ANSIITPI 1, or for handling, shipping,. and seal on or cover pa a 6750 Forum Drive listing this drawing indicates acceptance of professional engineering responsibilit� solely -for the design shown. The suitability and use of thus Suite 305 -Designer drawing for any structure is the responsibility of the Building per ANSI/TP1 1 Sec.2. For more. information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC:awc.org Orlando FL, 32821 SEQN: 249717 / COMN Ply: 1 Job Number: N334501 Cust: R 8975 JRef:1Xa189750113 T19 / FROM: RWM Qty: 1 7A5/320 ,182EC,E ,02H ,R101 / 1828/CALIME8B ELEV.C,E DrwNo: 301.21.1607.50790 Truss Label: A15 SSB / WHK 10/28/2021 574 10'8" 15'3"15 23'3"15 31'8"1 32 ' 39'8" 5,7„4 5 0"12 +` 4 7„15 + 8 r 8,4"2 { 11I.15 7, =5X5 D =5X5 T12 6 5X10(SRS) H n 2X4 T3 T4C (a) =43 A 3X6(A1) =5X08 =5X5 =4X6 =4X4L =5X5 =3X6(A1) 21' 5' 13'8" 5 5 5 8 8 r T 21' 26' 31'S" 39'8" Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in too L/defl L/# Gravity Non -Gravity TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.038 0 999 360 Loc R+ / R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.072 0 999 240 B 745 /- /- /497 /341 /276 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.017 K - - M 1429 /- /- 1726 1654 /- Des Ld: 37.00 EXP: C Kzt: NA HORZ(TL): 0.031 K L 629 /- /- /238 /218 /- NCBCLL: 10.00 Mean Height: 15.00 ft Building Code: Creep Factor: 2.0 /- /- /- 1 534 /399 /245 Soffit: 0.00 TCDL: 4.2 psf BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.701 Wind reactions based on MWFRS Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 TPI Std: 2014 Max BC CSI: 0.635 B Brg Width = 8.0 Min Req = 1.5 M Brg Width = 8.0 Min Req = 2.5 Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Fac: Yes Max Web CSI: 0.703 L Brg Width = 8.0 Min Req = 1.5 Loc. from endwall: An Y FT/RT:20(0)/10(0) I Brg Width = 8.0 Min Req = 1.5 I GCpi: 0.18 Plate Type(s): Bearings B, M. L, & I are a rigid surface. Wind Duration: 1.60 WAVE, HS VIEW Ver: 20.02 OOA 1020 207 Bearings B, M. L, & I require a seat plate. Lumber Members not listed have forces less than 375# Top chord: 2x4 SP #2 N; T3,T4 2x4 SP #1; Maximum Top Chord Forces Per Ply (Ibs) Bot chord: 2x4 SP #2 N; Chords Tens.Comp. Chords Tens. Comp. Webs: 2x4 SP #3; B - C 1109 -1100 E - F 800 -732 Bracing C - D 1003 -901 G - H 766 -618 D - E 835 - 674 H - 1 595 - 577 (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 Maximum Bot Chord Forces Per Ply (Ibs) and attached at both ends to a suitable support by Chords Tens.Comp. Chords Tens. Comp. erection contractor. B - 0 936 -827 M - L 464 -410 (a) or scab reinforcement may be used in lieu of CLR O - N 570 -442 L - K 530 - 367 restraint. substitute (1) scab for (1) CLR and (2) scabs N - M 598 -426 K - 1 451 -326 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. �9tactstr>¢I ld910tsifrr Maximum Web Forces Per Ply (Ibs) Wind ` f�'`4. Webs Tens.Comp. Webs Tens. Comp. � -732 Wind loads based on MWFRS with additional C&C member design. �` 1' Q8a®�'°ame®@ °�,, O - D 469 -387 M- G 909 -898 Wind loading based on both gable and hip roof types. g ®a .r +44 +; a 'a 9 'w E - M 1635 -1574 wa a , a c m o ® a s preiia,rk0 a®® COA�ONAAL �sqS 4 Hi39110111 111 13/29/2021 **WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT*' FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing.Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached ri id 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 BuildiniComponents Group Inc. shall not be responsibla for any deviation from this drawing, any, failure to build the pN WCOMPANY truss in conformance with ANSI 1, or for handling, shipping,. mstallatlon.and bracin of trusses. A seal on this drawing or cover page 6750 Forum Drive listing this drawing indicates acceptance of professional enc�Ineering responslbllitYY 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: 249718 / SPEC Ply: 1 Job Number: N334501 Cust: R 8975 JRef:1Xal89750113 T18 / FROM: RWM Qty: 1 ,7A5l320 ,l,2EC,E ,02H ,R101 / 1828/CALI/4EBB ELEV.C,E DrwNo: 301.21.1607.49306 Truss Label: A16 SSB / WHK 10/28/2021 17'315 5'0"12 + 6'7"15 19'3"15 5X05 T ,2 6 C B = A Y =5X5 �1 8 Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-16 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Kzt: NA Des Ld: 37.00 Mean Height: 15.00 ft NCBCLL: 10.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/ Spacing: 24.0 " C&C Dist a: 3.97 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Webs: 2x4 SP #3; Plating Notes All plates are 2X4 except as noted. (**) 1 plate(s) require special positioning. Refer to scaled plate plot details for special positioning requirements. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. 23'6" 29'8"1 32'8" 39'8" 6'2"1 6'2"1 2'11"1 7' �(TYP� =5X5 L =8X8 =-8X8 �5X10(SRS �E F G H I J K X W V 'U T S' 'R Q P O 5X5 =4X6 1112X4("1 =5X5 =4 4 TT T o � M T Iv 3X6(A1) 21' 5' 13'8" 8' 15 5' 3'6"5 8' ..I_.1'3' 16' 17'3"15 T. 29'6"5 i +1'� 39'8" 3'8"l 2'1"11 �21 ' Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) Pg: NA Ct: NA CAT: NA PP Deflection in loc L/defl L/# Gravity Non -Gravity Pf: NA Ce: NA VERT(LL): 0.037 Y 999 360 Loc R+ / R- / Rh / Rw / U / RL Lu: NA Cs: NA VERT(CQ: 0.069 Y 999 240 B 774 /- /- /508 /355 /317 Snow Duration: NA HORZ(LL): 0.016 O - - U 1323 /- /- /633 1586 P HORZ(TL): 0.030 O R 711 /- /- /257 /237 /- Building Code: Creep Factor: 2.0 M 531 /- /- /381 /247 P FBC 7th Ed. 2020 Res. Max TC CSI: 0.948 Wind reactions based on MWFRS 2 TPI Std: 2014 Max BC CSI: 0.636 B Brg Width = 8.0 Min Req = 1.5 Rep Fac: Yes Max Web CSI: 0.584 U Brg Width = 8.0 Min Req = 1.8 R Brg Width = 8.0 Min Req = 1.5 FT/RT:20(0)/l0(0) M Brg Width = 8.0 Min Req = 1.5 Plate Type(s): Bearings B, U, R, & M are a rigid surface. WAVE VIEW Ver: 20.02.o0A.1020.20 Bearings B, U. R, & M 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 1118 -1151 F-G 823 -776 C - D 1027 - 960 G - H 834 - 791 D - E 791 - 722 K - L 681 - 548 E - F 823 - 777 L - M 628 - 571 Ov a � s a° ��. o'•d•4�®ra��x�a�' 1� alent44=4�' Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp B - Y 978 - 830 T - S 585 - 491 Y - X 627 - 411 S - R 584 - 491 X - W 462 - 350 R - Q 424 - 356 W - V 462 - 350 Q - P 424 - 355 V - U 462 - 350 P - O 424 - 356 U - T 589 - 490 O - M 445 - 354 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp C - Y 445 - 257 U -AB 611 - 605 Y - D 453 - 285 AB- H 504 - 522 E - Z 1516 -1447 R -AE 930 - 847 Z - U 1536 -1466 AE- K 910 - 826 13/29/2021 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS 3 require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building nent Safety Information, by TPI and SBCA) fo'r 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 ri4id ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, icable. AfpTy 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 job's General Notes page for additional information. a division of ITW BuildincLComponents 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,. Installatlon and bracing of trusses. A seal on this drawing or cover page its drawing indicates acceptance of professional engqi�neering responsibility solelygor the design shown. The suitability and use of Us is 1 for any structure is the responsibility of the Building -Designer per ANSI[r 1 Sec.2. ALPINE AN M COMPANY 6750 Forum Drive Suite 305 Orlando FL, 32821 SEQN: 2497391 GABL Ply: 1 Job Number: N334501 Cust: R 8975 JRef:1Xal89750113 T3 / FROM: HMT Qly: 1 7A5/320 ,182EC,E ,02H ,RI01 / 1828/CALI/4EBB ELEV.C,E DrwNo: 301.21.1607.52166 Truss Label: 81GE SSB / WHK 10/2812021 10,81, + 21'4" 10'8" 10'8" 4'8" -{^ 2'-- (TYP) =4 F4 r- 1 Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-16 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Kzt: NA Des Ld: 37.00 Mean Height: 15.00 it NCBCLL: 10.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 Spacing: 24.0 " C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Webs: 2x4 SP #3; Special Loads ------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC: From 96 plf at -1.00 to 96 plf at 22.33 BC: From 20 plf at 0.00 to 20 plf at 21.33 Plating Notes All plates are 2X4 except as noted. Wind Wind loads based on MWFRS. Wind loading based on both gable and hip roof types. Additional Notes See DWGS A16015ENC160118 & GBLLETIN0118 for gable wind bracing and other requirements. 21'4" 1 21'4" 21'4" 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: No FT/RT:20(0)/10(0) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl U# VERT(LL): 0.005 R 999 360 VERT(CL): 0.011 R 999 240 HORZ(LL): 0.004 L - - HORZ(TL): 0.006 R Creep Factor: 2.0 Max TC CSI: 0.323 Max BC CSI: 0.197 Max Web CSI: 0.091 Ve r: 20.02.00A.1020.20 tt. 08 1 ` °o • ® ; s ,, •lii Q1.AA•l�aatt��P4 ^� *� COA$ AcO..i�`� 10/29/2021 ♦Maximum Reactions (lbs), or*=PLF Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B* 125 /- /- /39 AS /11 Wind reactions based on MWFRS B Brg Width = 256 Min Req = - Bearing B is a rigid surface. 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 and SBCA) r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have proper)v attached structural sheathing and bottom chord shall have a properly attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or B10, as applicable. Apply pates 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 BuildinlComponents Group Inc. shall not. be responsible for any deviation from this drawing, any, failure to build the pNRWCOMPANY truss in conformance with ANSI 1, or for handling, shipping,. installation and bracing of trusses. A seal on this drawin or cover pa a 6750 Forum Drive listing this drawing indicates acceptance of professional encLineenng responsibilityy 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/Wl 1 Sec.2. For more.infonnalion 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: 249737 / GABL Ply: 1 Job Number: N334501 Cust: R 8975 JRef:1Xa189750113 T1 I FROM: RWM Qty: 1 7A5/320 ,182EC,E ,02H ,RI01 / 1828/CALII4EBB ELEV.C,E DrwNo: 301.21.1607.51368 Truss Label: C1GE SSB / WHK 10/28/2021 Loading Criteria (psi) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Webs: 2x4 SP #3; Special Loads ------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC: From 96 plf at -1.00 to 96 plf at 15.00 BC: From 20 plf at 0.00 to 20 plf at 14.00 Plating Notes All plates are 2X4 except as noted. Wind Wind loads based on MWFRS. Wind loading based on both gable and hip roof types. Additional Notes See DWGS A16015ENC160118 & GBLLETIN0118 for gable wind bracing and other requirements. 7' 14' 7' 7' 5' 2' —" (TYP) =4X4 D 14' 14 14' Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: No FT/RT:20(0)/10(0) Plate Type(s): Defl/CSI Criteria PP Deflect!on in loc L/defl L/# VERT(LL): 0.007 J 999 360 VERT(CL): 0.014 J 999 240 HORZ(LL): -0.004 H - - HORZ(TL): 0.009 H Creep Factor: 2.0 Max TC CSI: 0.392 Max BC CSI: 0.242 Max Web CSI: 0.142 ♦ Maximum Reactions (Ibs), or *=PLF Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B* 129 /- /- /40 /50 /12 Wind reactions based on MWFRS B Brg Width = 168 Min Req = - Bearing B is a rigid surface. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. C - D 376 -199 D - E 377 -199 VIEW Ver: 20.02.00A.1020.20 I Maximum Gable Forces Per Ply (Ibs) Gables Tens.Comp. Gables Tens. Comp. C-J 511 -403 H -E 511 -403 14 W.60d a e d ap V t s i s a. 08 1 m 0 p 4. COAn< [l3tLe4y✓� 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 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 applicable. Apply lates to each face. otruss and position as shown above and on the Joint Details, unless noted otherwise. Refer to ALPINE drawings 160A-Z for sfandard 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 pN IWCOMFpNY 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 responsibilityy solely -for the design shown. The suitability and use of this Suite 305 drawing for any s9r'ucture is the responsibility of the Building -Designer per ANSI/TA 1 Sec.2. For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindusl .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 249721 ! COMN Ply: 1 Job Number: N334501 Cust: R 8975 JRef:1Xa189750113 T13 ! FROM: JRH Qty: 1 7A5/320 ,182EC,E ,02H ,R101 / 1828/CALI/4EBB ELEV.C,E DrwNo: 301.21.1607.52290 Truss Label: D1 KD / WHK 10/28/2021 M O N T 4 5' 5' 4X4 C 10, 5' 12 6 u) M B D q E es F 2X4(A1) 1112X4 = 2X4(A1) il 10' 5' 5' 1' 5' 10' Loading Criteria (psi) 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): 0.007 F 999 360 BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.013 F 999 240 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.003 F - - Des Ld: 37.00 EXP: C Kzt: NA HORZ(TL): 0.006 F Building Code: NCBCLL: 10.00 Mean Height: 15.00 ft Creep Factor: 2.0 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.345 Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 TPI Std: 2014 Max BC CSI: 0.257 Spacing: 24.0 " C&C Dist a: 3.00 It Rep Fac: Yes Max Web CSI: 0.081 Loc. from endwall: not in 4.50 ft FT/RT:20(0)/10(0) GCpi: 0.18 Plate Type(s): VIEW Ver: 20.02.o0A.1020.20 Wind Duration: 1.60 WAVE Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Webs: 2x4 SP #3; Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types V. COAS0NA ` 10/29/2021 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 434 /- /- /286 /202 /134 D 434 /- /- /286 /202 /- 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 522 -494 C - D 521 -494 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - F 396 - 293 F - D 396 - 293 **WARNING' READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handling shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) r safety practices Prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have proper v attached structural sheathing and bottom chord shall have a properly attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, as applicable. Apply plates to each face of truss and position as shown above and on the Join Details, .unless noted otherwise. Defer to ALPINE drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW BuildincLComponents Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the ANO COWAW truss in conformance with ANSI 1, or for handling, shipping,, installation and bracing of trusses. A seal on this drawin or cover page 6750 Forum Drive listing this drawing indicates acceptance of professional encLmeenng responsibilitty� solely-forthe design shown. The suitabili y and use of this 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: al ineilw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Odando FL, 32821 SEQN: 249722 / COMN Ply: 1 Job Number: N334501 Cust: R 8975 JRef:1Xal89750113 T14 / FROM: JRH Qty: 1 7A5/320 ,182EC,E ,02H ,R101 / 1828/CAL114EBB ELEV.C,E DrwNo: 301.21.1607.51977 Truss Label: D2 KD / WHK 10/28/2021 T 0 N t 33 i� 4X4 C 10, 5' 12 6 M B D 4 E 88 F 1112X4 2X4(A1) = 2X4(A1) Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-16 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Kzt: NA Des Ld: 37.00 Mean Height: 15.00 ft NCBCLL: 10.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 Spacing: 24.0 " C&C Dist a: 3.00 ft Loc. from endwall: not in 4.50 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Webs: 2x4 SP #3; Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. 10, 5' 5' 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): 5' 10, Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.007 F 999 360 VERT(CL): 0.013 F 999 240 HORZ(LL): 0.003 F - - HORZ(TL): 0.006 F Creep Factor: 2.0 Max TC CSI: 0.345 Max BC CSI: 0.257 Max Web CSI: 0.081 Ver: 20.02.00A.1020.20 �g1tlmaoa�ftl�tl'®1C)�, 6jp R R t PA 0 tl 0 tl •41 ®1( , . m4 t AL 10/29/2021 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 434 /- P /286 /202 /134 D 434 /- /- /286 /202 /- 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 522 - 494 C - D 521 - 494 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - F 396 - 293 F - D 396 - 293 —WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT`* FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. , Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have proper)Y attached structural sheathing and bottom chord shall have a properly attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, as applicable. Apply plates to each face oT truss and position as shown above and on the Join Details, unless noted otherwise. Refer to ALPINE drawings 160A-Z for standard plate positions. Refer to jobs 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 ANMCOWAv truss in conformance with ANSI/TPI 1, or for handling, shipping,, installation and bracin4of trusses. A seal on this drawln or cover pa4e 6750 Forum Drive listing this drawingg indicates acceptance of professional en sneering responsibili(� solely for the design shown. The suitability and use of this Suite 305 drawing for any sfruclure is the responsibility of the Building -Designer per ANSI/TP1 1 Sec.2. For moresinformation see these web sites: Alpine: alpineilw.com; TPI: tpinst.oM; SBCA: sbcindustry.com; ICC: iccsafe.org; AWC: awc.orq Orlando FL, 32821 SEQN: 249735 / HIPS Ply: 1 Job Number: N334501 Cust: R 8975 JRef:1Xa189750113 T17 / FROM: JRH Qly: 1 ,7A5/320 ,182EC,E ,02H ,R101 / 1828/CALI/4EBB ELEV.C,E DrwNo: 301,21.1607.51227 Truss Label: D3G KD / WHK 10/28/2021 T 0 T JA_ 3' T 10, r� 3' 4' T 3' 4X6 ; 4X6 12 C D 6� T B E M F N 88' 2X4(A1) 1112X4 1112X4=2X4(A1) 1 3'1"12 3'1"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: 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; Webs: 2x4 SP #3; Special Loads ------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC: From 56 plf at -1.00 to 56 plf at 3.00 TC: From 28 plf at 3.00 to 28 plf at 7.00 TC: From 56 plf at 7.00 to 56 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: 129 lb Conc. Load at 3.03, 6.97 TC: 65 lb Conc. Load at 5.00 BC: 80 lb Conc. Load at 3.03, 6.97 BC: 52 lb Conc. Load at 5.00 Wind Wind loads and reactions based on MWFRS. Wind loading based on both gable and hip roof types. Im 3'8"8 3'1 '12 6' 10"4 10, 1 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Varies by Ld Case FT/RT:20(0)/10(0) Plate Type(s): Defl/CSI Criteria PP Deflection in loc L/defl U# VERT(LL): 0.022 H 999 360 VERT(CL): 0.044 H 999 240 HORZ(LL): 0.008 C - - HORZ(TL): 0.016 C Creep Factor: 2.0 Max TC CSI: 0.288 Max BC CSI: 0.365 Max Web CSI: 0.059 Ve r: 20.02.00A.1020.20 & lycrp s a i • o. 7,b8 1 • ° 6°a•�••�. 6 P•er' �ay� lilonlat 10/29/2021 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 625 /- /- /- /316 !- E 625 /- /- /- 1316 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 E Brg Width = 8.0 Min Req = 1.5 Bearings B & E are a rigid surface. Bearings B & E require a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - C 467 - 962 D - E 467 - 962 C - D 389 - 842 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - H 829 - 394 G - E 829 - 394 H - G 842 - 389 "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing.. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have proper)Y attached structural sheathing and bottom chord. shall have a properly attached rigid 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 ANMCOWAW truss in conformance with ANSI Q PI 1, or for handling, shipping,, installation and bracin4 of trusses. A seal on this drawing or cover pa a 6750 Forum Drive listing this drawing indicates acceptance of professional engqmeenng responsibilittyv 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 moreanformation see these web sites: Alpine: al ineitw.com; TPI: t insl.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 249723 / VAL Ply: 1 Job Number: N334501 Cust: R 8975 JRef:1Xa189750113 T33 / FROM: RWM Qty: 1 7A5/320 ,182EC,E ,02H ,RI01 / 1828/CALI/4EBB ELEV.C,E DrwNo: 301.21.1607.51883 Truss Label: V8 KD / WHK 10/2812021 311 "8 311 "8 4X4 12 B l 6 N=4X4(D1) A Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Sid: ASCE 7-16 TCDL: 7.00 Speed: 160 mph BOLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Kzt: NA Des Ld: 37.00 Mean Height: 15.00 it NCBCLL: 10.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h Spacing: 24.0 " C&C Dist a: 3.00 it 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 #2 N; Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Additional Notes Valley truss connection to truss below shall be designed and furnished by others. 7-11" 7-11" 7'11" Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): 7'11" 311 "8 aE4X4(D1) Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.028 999 360 VERT(CL): 0.051 999 240 HORZ(LL): -0.010 - - HORZ(TL): 0.019 Creep Factor: 2.0 Max TC CSI: 0.321 Max BC CSI: 0.374 Max Web CSI: 0.000 VIEW Ver: 20.02.00A.1020.20 jgw11 O B o e ° m N ga4 ®�dc, COA Sf�B�ytP46rifD»`��0 00 10/29/2021 9'6"3 D ♦ Maximum Reactions (Ibs), or `=PLF Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL D` 75 /- /- /35 /26 /8 Wind reactions based on MWFRS D Brg Width = 95.0 Min Reg = - Bearing A is a rigid surface. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A - B 506 - 366 B - C 503 - 366 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. A - C 330 - 393 "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. , Refer to and follow the latest edition of BCSI (Buildin( Component Safety Information, by TPI an c7 SBCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properl, attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracinp installed per BCSI sections B3, B7 or B10, as applicable. Apply fates to each face otruss and position as shown above and on the Join Details, unless noted otherwise. Refer to drawings 160A-Z for s�andard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW BuildinccLLComponents Group Inc. shall not.be respponsible for any deviation from this drawing, any. failure to build the truss in conformance with ANSI/TPI 1, or for handling, shipping,, tnstallatlon and bracing of trusses. A seal on this drawing or cover pa e listing this drawing indicates acceptance of professional enpps�neering responsibili(t�� solely -for the design shown. The suitability and use of This drawing for any structure is the responsibility of the Building -Designer per ANS1141 1 Sec.2. For moreinformation see these web sites: Alpine: alpineitw.com; TPI' t inst.or ; SBCA: sbcindustry.com• ICC: iccsafe.org; AWC: awc.org ALPINE ANMCDW3 6750 Forum Drive Suite 305 Orlando FL, 32821 SEQN: 2497241 VAL Ply: 1 Job Number: N334501 Cust: R 8975 JRef:1Xa189750113 T16 / FROM: RWM Qty: 1 7A5/320 ,182EC,E ,02H ,R101 / 1828/CALI/4EBB ELEV.C,E DrwNo: 301.21.1607.50993 Truss Label: V4 KD / WHK 10/2812021 Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 it GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Additional Notes Valley truss connection to truss below shall be designed and furnished by others. 111"8 3111" 1'11 "8 1111,18 12 6 =4X4 B A4X4(D1)=4X4(D1) C 10'6"3 D 3'11" -1 3'11" 3'11" Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/l 0(0) Plate Type(s): Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.004 999 360 VERT(CL): 0.007 999 240 HORZ(LL): -0.001 - - HORZ(TL): 0.003 Creep Factor: 2.0 Max TC CSI: 0.070 Max BC CSI: 0.098 Max Web CSI: 0.000 Ve r: 20.02.00A.1020.20 a ® m 0 COA NAL +` 10/29/2021 ♦ Maximum Reactions (lbs), or *=PLF Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL D* 75 /- /- 132 /18 /6 Wind reactions based on MWFRS D Brg Width = 47.0 Min Req = - Bearing A is a rigid surface. Members not listed have forces less than 375# **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have proper)Y attached structural sheathing and bottom chord shall have a properly attached rigqid ceiling Locations shown for permanent lateral restraint of webs shall have bracingp installed per BCSI sections B3, B7 or B10, as applicable. Apply Oates to each face of truss and position as shown above and on the Joint Details, unless noted otherwise. Defer to ALPINE drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Buildin$cLComponents Group Inc. shall not.be responsible for any deviation from this drawing, any failure to build the pNmvcoMvpry truss in conformance with ANSI/TPI 1, or for handling, shipping,, Installation and bracing of trusses. A seal on this drawing or cover paWe 6750 Forum Drive listing this drawing indicates acceptance of professional encLmeering responsibilitty� solely -for the design shown. The suitability and use of Phis Suite 305 drawing for any structure is the responsibility of the Building -Designer per ANSIf 11 Sec.2. For more information see these web sites: Alpine: alpineitw.com; TPI: tpinst.orq; SBCA: sbcindustry.com; ICC: iccsafe.org; AWC: awc.org Orlando FL, 32821 SEQN: 249726 EJAC Ply: 1 Job Number: N334501 Cust: R 8975 JRef:1Xa189750113 T11 ! FROM: LPM Oly: 6 ,7A5/320 ,182EC,E ,02H ,RI01 / 1828/CALI/4EBB ELEV.C,E DrwNo: 301.21.1607.52274 Truss Label: EJ7A �JB / WHK 10/28/2021 Loading Criteria (psi) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " T Wind Criteria Wind Sid: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.00 it Loc. from endwall: not in 4.50 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SIP #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 )ding Code: C 7th Ed. 2020 Res. I Std: 2014 p Fac: Yes rRT:20(0)/10(0) to Type(s): Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): NA VERT(CL): NA HORZ(LL): 0.016 C HORZ(TL): 0.030 C Creep Factor: 2.0 Max TC CSI: 0.738 Max BC CSI: 0.513 Max Web CSI: 0.000 VIEW Ver: 20.02.00A.1020.20 10/29/2021 12'2"11 M o_ M 8'8" ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL A 270 /- /- /179 /71 /186 C 126 /- /- /76 /- /- B 177 /- /- /132 /171 /- Wind reactions based on MWFRS A Brg Width = 8.0 Min Req = 1.5 C Brg Width = 1.5 Min Req = - B Brg Width = 1.5 Min Req = - Bearing A is a rigid surface. Bearing A requires a seat plate. Members not listed have forces less than 375# "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 propgN 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 1.49161, 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 pNmYCOMPANY truss in conformance with ANSI 1, or for handling, shipping,, Installation and bracin of trusses. A seal on this drawlnfq or cover pa a 6750 Forum Drive listing this drawing indicates acceptance of professional enccLLmeenng responsibility solely -for the design shown. The suitabili y and use of this Suite 305 drawing for any structure is the responsibility of the Buildingl�esigner per ANSIITPI 1 Sec.2. For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 249725 / EJAC Ply: 1 Job Number: N334501 Cust: R 8975 JRef:1Xa189750113 T15 / FROM: RWM Qty: 8 7A5/320 ,182EC,E ,02H ,RI01 / 1828/CALI/4EBB ELEV.C,E DrwNo: 301.21.1607.49821 Truss Label: EJ7 SSB / 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 Soacino: 24.0 " C 12'2"11 12 6 r� o_ uO � M V B 13 A B B, D ITT Wind Criteria Wind Sid: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 15.00 it TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.00 ft Loc. from endwall: not in 4.50 ft GCpi: 0.18 Wind Duration: 1.60 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): 0.015 D HORZ(TL): 0.028 D Creep Factor: 2.0 Max TC CSI: 0.720 Max BC CSI: 0.507 Max Web CSI: 0.000 VIEW Ver: 20.02.00A.1020.20 10/29/2021 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 331 /- 1- /249 /108 /208 D 125 /- /- /73 /- /- C 174 /- /- /128 /169 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Members not listed have forces less than 375# **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 BCSL Unless noted otherwise, top chord shall have proper)V attached structural sheathing and bottom chord shall have a properly attached riqid ceiling Locations shown for permanent lateral restraint of webs shall have bracinp installed per BCSI sections B3, B7 or B10, as applicable. Apply plates to each face of truss and position as shown above and on the Joint Details, unless noted otherwise. Refer to ALPINE drawings 16OA-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Buildin Components Group Inc. shall not. be responsible for any deviation from this drawing, any, failure to build the pN WCOMPANY truss in conformance with ANSI 1, or for handling, shipping,. installation and bracin of trusses. A sea! on this drawlnq or cover page 6750 Forum Drive listing this drawing indicates acceptance of professional en neering responsibility 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: 2497271 EJAC Ply: 1 Job Number: N334501 Cust: R8975 JRef:1Xa189750113 T28 / FROM: JRH Qty: 3 7A5/320 ,182EC,E ,02H ,RI01 / 1828/CALI/4EBB ELEV.C,E DrwNo: 301.21.1607.50868 Truss Label: EJ3 SSB / WHK 10/2812021 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 " Wind Criteria Wind Sid: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 15.00 it TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 it 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. )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 Sid: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): WAVE T Defl/CSI Criteria PP Deflection in loc L/defl U# VERT(LL): NA VERT(CL): NA HORZ(LL): -0.001 D HORZ(TL): 0.002 D Creep Factor: 2.0 Max TC CSI: 0.248 Max BC CSI: 0.112 Max Web CSI: 0.000 VIEW Ver: 20.02.00A.1020.20 4• "r e {r 1 • rss.. d FE�¢ a410 b 0 o.7.08 i a d a ¢ S PST 0 a• 0 0 r �f ®q6 °0omet�aMs¢�� f.� p COA 10/29/2021 ♦ Maximum Reactions (lbs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 188 /- /- /157 171 /100 D 52 /- /- /28 /- /- C 65 A /- /45 /66 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 an c7 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 ceilin Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, as applicable. Apply plates to each face. 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 ANMCOWAW truss in conformance with ANSI/TPI 1, or for handling, shipping,. installation and bracingof trusses. A sea! on this drawinfq or cover page 6750 Forum Drive listing this drawing indicates acceptance of professional engqineenng responsibili��vv solelyor the design shown. The suitabili y and use of )his Suite 305 drawing for any s9r'ucture is the responsibility of the Bullding-Designer per ANSI1TP1 1 Sec.2. For more -information see these web sites: Alpine: alpineilw.com; TPI: tpinst.org; SBCA: sbcindustry.com; ICC: iccsafe.org; AWC: awc.org Orlando FL, 32821 SEQN: 249728 / JACK Ply: 1 Job Number: N334501 Cust: R 8975 JRef:1Xa189750113 T35 / FROM: LPM Qly: 4 7A5/320 ,182EC,E ,02H ,RI01 / 1828/CALI/4EBB ELEV.C,E DrwNo: 301.21.1607.50227 Truss Label: CJ5 KD / WHK 10/28/202' 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 Soacinc: 24.0 " C 11'2"5 12 6 M g) (A CV Cl) M B A 8'8" D 4' 11 "4 1 4'11"4 Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 4.50 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Additional Notes Provide (2) 0.131"x3.0", min. toe -nails at top chord. Provide (2) 0.131"x3.0", min. toe -nails at bottom chord. Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc Udell U# VERT(LL): NA VERT(CL): NA HORZ(LL): 0.005 D HORZ(TL): 0.010 D Creep Factor: 2.0 Max TC CSI: 0.549 Max BC CSI: 0.257 Max Web CSI: 0.000 VIEW Ver: 20.02.00A.1020.20 10/29/2021 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh J Rw / U / RL B 256 !- /- /200 /88 /152 D 89 /- /- /51 /- /- C 118 /- /- /85 /116 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) fog safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI.. Unless noted otherwise, top chord shall have proper)v attached structural sheathing and bottom chord shall have a properly attached rigid ceillnp 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 Building Components Group Inc. shall not, be responsible for any deviation from this drawing, any failure to build the ANf COMPANY truss in conformance with ANSIrf PI 1, or for handling, shipping,. installation and bracin4of trusses. A seal on this drawing or cover page 6750 Forum Drive listing this drawing indicates acceptance of professional engqi�neering responsibilityy 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 moreinformalion 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: 249729 / JACK Ply: 1 Job Number: N334501 Cust: R 8975 JRef:1Xa189750113 T34 ! FROM: LPM Qty: 4 7A51320 ,182EC,E ,02H ,R101 / 18281CALIAEBB ELEV.C,E DrwNo: 301.21.1607.49822 Truss Label: CJ3 SSB / WHK 10/28/2021 Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Sid: ASCE 7-16 TCDL: 7.00 Speed: 160 mph BOLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: ll EXP: C Kzt: NA Des Ld: 37.00 Mean Height: 15.00 ft NCBCLL: 10.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 Spacing: 24.0 " C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Additional Notes Provide (2) 0.131 "x3.0", min. toe -nails at top chord. Provide (2) 0.131"x3.0", min. toe -nails at bottom chord. 2' 11 "4 2' 11 "4 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): C cM Defl/CSI Criteria PP Deflection in loc L/defl U# VERT(LL): NA VERT(CL): NA HORZ(LL): -0.001 D HORZ(TL): 0.001 D Creep Factor: 2.0 Max TC CSI: 0.234 Max BC CSI: 0.105 Max Web CSI: 0.000 Ver: 20.02.00A.1020.20 ti`effi V' o m J ®* ®A%V �®•m006�, �P•®s pi�®`� COA 10/29/2021 10'2"5 O7 C\1 81811 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 185 /- /- /156 /71 199 D 50 /- /- /27 /- /- C 63 /- /- /44 /64 /- 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 riqid ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, as applicable. Apply pates 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 ANR COMPAW truss in conformance with ANSI/TPI 1, or for handling, shipping,. Installation and bracing of trusses. A seal on this drawing or cover pa 6750 Forum Drive listing this drawing indicates acceptance of professional encLlneering responsibilittyy 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: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 249730/ JACK Ply: 1 Job Number: N334501 Cust: R8975 JRef:1Xal89750113 T32 / FROM: LPM City: 4 ,7A5/320 ,182EC,E ,02H ,RI01 / 1828/CALI/4EBB ELEV.C,E DrwNo: 301.21.1607.50744 Truss Label: CJ1 �KD / 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 " 12 6 [7- C _ T Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Additional Notes Provide (2) 0.131"x3.0", min. toe -nails at top chord. Provide (2) 0.131"x3.0", min. toe -nails at bottom chord. 1, 11114 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): -0.000 D HORZ(TL): 0.000 D Creep Factor: 2.0 Max TC CSI: 0.183 Max BC CSI: 0.022 Max Web CSI: 0.000 VIEW Ver: 20.02.00A.1020.20 10/29/2021 9'2"5 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 143 /- /- /145 /76 /45 D 11 /-2 A /14 /10 /- C - /-15 /- /29 /33 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Members not listed have forces less than 375# **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 propery attached structural sheathing and bottom chord shall have a properly attached rigid ceiling Locations shown for ermanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or B10, as applicable. Apply Oates to each face. of truss and position as shown above and on the Joint Details, unless noted otherwise. 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 nNrtwcounxv truss in conformance with ANSI/) PI 1, or for handling, shipping,, installation and bracing of trusses. A seal on this drawing or cover pa a 6750 Forum Drive listing this drawing indicates acceptance of professional en Ineenng responsibility solely for the design shown. The suitabili and use of This Suite 305 drawing for any structure is the responsibility of the Building sign per ANSI/TPI 1 Sec.2. For more. information see these web sites: Alpine: alpineitw.com; TPI: t inp st.org; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 249731 / JACK Ply: 1 Job Number: N334501 Cust: R 8975 JRef:1Xa189750113 T27 / FROM: LPM city: 4 ,7A5/320 ,182EC,E ,02H ,R101 / 1828/CALIMEBB ELEV.C,E DrwNo: 301.21.1607.51055 Truss Label: CJ1A KID / 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 J 12 6 C Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Additional Notes Provide (2) 0.131"x3.0", min. toe -nails at top chord. Provide (2) 0.131 "x3.0", min. toe -nails at bottom chord. 11 "4 1' aF 11114 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): Defl/CSI Criteria PP Deflection in loc L/defl U# VERT(LL): NA VERT(CL): NA HORZ(LL): -0.000 D HORZ(TL): 0.000 D Creep Factor: 2.0 Max TC CSI: 0.183 Max BC CSI: 0.022 Max Web CSI: 0.000 VIEW Ver: 20.02.00A.1020.20 i •Y�pcamano ag® $ �+� • ffi 4 � o 0 0 pvwy., apt. W 9 0 COAL $ NAL �tay�attt1�1�1 10/29/2021 9'2"5 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ /R- /Rh /Rw /U /RL B 143 /- /- /145 /76 /45 D 11 /-2 A /14 /10 /- C - /-15 /- 129 /33 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Members not listed have forces less than 375# **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 bracm 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 drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Building Components Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the truss in conformance with ANSIITPI 1, or for handling, shipping,, Installation and bracingpof trusses. A seal on this drawinq or cover page listing this drawing indicates acceptance of professional encLlneering. responsibility solely -for the design shown. The suitability and use of this drawing for any structure is the responsibility of the Building -Designer perANSI/TPI 1 Sec.2. ALPINE ANrrWCOMPANY 6750 Forum Drive Suite 305 Orlando FL, 32821 SEQN: 2497321 HIP_ Ply: 1 Job Number: N334501 Cust: R 8975 JRef:1Xa189750113 T26 / FROM: RDP Qty: 2 7A5/320 ,182EC,E ,02H ,RI01 / 1828/CALI/4EBB ELEV.C,E DrwNo: 301.21.1607.49307 Truss Label: HJ7 KD / WHK 10/28/2021 5'3"5 5'3"5 9'10"1 4'6"11 P1 12'2"3 12 4.24 2X4 C v 0 � M v B 3 A 8'8" FE 2X4(A1) =4X4 �— 1 5 9'22 i T-14 922 9' 10' 1 Loading Criteria (psD 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): 0.040 F 999 360 Loc R+ / R- / Rh ! Rw / U / RL BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.076 F 999 240 B 326 !- /- A /154 /- BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.010 C - - E 364 /- /0 /- /84 /0 C Kzt: NA Des Ld: 37.00 HORZ(TL): 0.018 C D 214 /- /- /- /177 !- M Mean Height: 0.00 ft ea NCBCLL: 0.00 BuildingCode: Creep Factor: 2.0 p Wind reactions based on MWFRS TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.546 B Brg Width = 10.6 Min Req = 1.5 Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 TPI Std: 2014 Max BC CSI: 0.416 E Brg Width = 1.5 Min Req = - D Brg Width = 1.5 Min Req = - Spacing: 24.0 " C&C Dist a: 3.00 itRep Fac: No Max Web CSI: 0.260 Bearing B is a rigid surface.FT/RT:20 Loc. from endwall: NA 0 /10 0 () () Bearing B requires a seat plate. GCpi: 0.18 Plate Type(s): Members not listed have forces less than 375# Wind Duration: 1.60 WAVE VIEW Ver: 20.02.00A.1020.20 Maximum Top Chord Forces Per Ply (Ibs) Lumber Chords Tens.Comp. Top chord: 2x4 SP #2 N; B - C 394 -562 Bot chord: 2x4 SP 2400f-2.0E; Webs: 2x4 SP #3; Maximum Bot Chord Forces Per Ply (Ibs) Loading Chords Tens.Comp. Hipjack supports 6-11-8 setback jacks with no webs. B - F 531 -358 Wind Maximum Web Forces Per Ply (Ibs) Wind loads and reactions based on MWFRS. Webs Tens.Comp. Wind loading based on both gable and hip roof types. C - F 394 - 583 Additional Notes Provide (2) 16d Common (0.162"x3.5") nails, toe nailed at T.C. y4aB9ttOt t9i lttsr��,d Provide (3) 16d Common (0. 1 62"x3.5") nails, toe nailed at B.C. /` '%,�� A daa■®s�.•• 4 A� �� ��9 $�5,y gywr yq• � % o� p d g08 `A D 7,08 .Sg ■ 9455 ■ � ® P 4� 4 .a 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 an r7 SBCA) for safety practices prior to performing these functions. Installers shall provide temporary, bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly attacheo 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. Alping, a division of ITW Buildin4 Components Group Inc. shall not,be responsible for any deviation from this drawing, any, failure to build the ANRWcoNBANY truss m conformance with ANSI4 PI 1, or for handling, shipping,, installation and bracin4q of trusses. A seal on this drawing or cover page 6750 Forum Drive listing this drawing indicates acceptance of professional encLsneering responsibility solely -for the design shown. The suitability and use of this Suite 305 drawing for any s9r'ucture is the responsibility of the Building -Designer per ANSI/T 11 Sec.2. For morednformation 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: 2497331 HIP_ Ply: 1 Job Number: N334501 Cust: R 8975 JRef:1Xa189750113 T29 / FROM: JRH Qly: 2 ,7A5/320 ,182EC,E ,02H ,RI01 / 1828/CALI/4EBB ELEV.C,E DrwNo: 301.21.1607.51806 Truss Label: HJ3 SSB / 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 " C 12 4.24 10'2"6 g 8ipn A VV D �- TY Wind Criteria Wnd 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; Loading Hipjack supports 2-11-8 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 (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: No FT/RT:20(0)/10(0) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): NA VERT(CL): NA HORZ(LL): 0.001 D HORZ(TL): 0.002 D Creep Factor: 2.0 Max TC CSI: 0.120 Max BC CSI: 0.074 Max Web CSI: 0.000 Ver: 20.02.00A.1020.20 {, p1�'�Ihy�rjs GE 8 t y {4a 4 p ° �6y�g•os�ere�p�s ieo•�i(`r,1A�AK. COA ` Sf 9 'ONAL ' iftne 81t"i 10/29/2021 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 84 /- !- /- /45 /- D 28 /- /- /7/- C 64 J- A /- /48 /- Wind reactions based on MWFRS B Brg Width = 10.6 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Members not listed have forces less than 375# "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. , Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached riq!d 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 ANRWcoMFANN truss in conformance with ANSIfI PI 1, or for handling, shipping,, Installation and bracin of trusses. A seal on this drawing or cover page 6750 Forum Drive listing this drawing indicates acceptance of professional engineering responsibili solely -for the design shown. The suitabllitly and use of this Suite 305 drawing for any structure is the responsibility of the Building -Designer per ANSI/T�l 1 Sec.2. For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ]CC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 Gable Stud Reinforcement Detail ASCE 7-16: 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 Ort 140 mph Wlnd Speed, 15' Mean Height, Enclosed, Exposure D, Kzt = 1.00 Orr 120 mph Wind Speed, 15' Mean Helaht, Partially Enclosed, Exposure D, Kzt = 1.00 S 2x4 Brace Gable Vertical Spacing Species Grade No Braces (1) ix4 'L' Brace w (1) 2x4 'L' Brace x (2) 2x4 'L' Brace wx (1) 2x6 'L' Brace X (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' e' 1' 9' 3' 9' 7' 12' 2' 12' 8' 14' 0' 14' 0' - 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' H P Stud 3' 8' 5' 9' 6' 1' 1 7' 8' 7' 11' 1 9' 1' 9' 6' 12, 0' 12' 6' 14' D' 14' 0' Q Standard 3' 8' 4' 11' 5' 3' 6' 7' 7' 1' e' 11' 1 9' 6' 10' 4' 11' 1' 14' 0' 14' 0' #1 4' 0' 6' 8' 6' 11' 7' 10' 8' 2' 9' 4' 9' e' 12' 4' 12' 9' 14' D' 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' (U D rr L Stud 3' 9' 5' 3' 5' 7' 6' 11' 7' 5' 9' 2' 9' 7' 10, 11' 11' 8' 14' 0' 14' 0' d Standard 3' 6' 4' 7' 4' 11' 6' 2' 6' 7' 8' 4' 8' 11' 9' 8' 10' 4' 13' 1' 14' 0' U #1 / #2 4' 5' 7' 6' 7' 9' 8' 10' 9' 3' 10' 7' Ill 0' 13, Ill 14' 0' 14' 0' 14' 0' _ S P P #3 4' 2' 7' 1' 7' 9' 8' 9' 9' 1' 10' 5' 1 10' 10' 13' 9' 14' 0' 14' 0' 14' 0' Lf u Stud 4' 2' 7' 1' 7' 6' 8' 9' 9' 1' 10' 5' 10, 10, 13' 9' 14' 0' 14' 0' 14' 0' 01 rl P Standard 4' 2' 6' 1' 6' 5' B' 1' 8' 8' 10' 5' 10, 10, 12' 8' 13' 7' 14' 0' 14' 0' O #1 4' 7' 7' 7' 7' 11' 9' 0' 9' 4' 10, 8' 11' 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' S' 6' 10' 8' 6' 9' 1' 10, 6' 10, 11' 13' 4' 14' 0' 14' 0' 14' U' OJ D P L Stud 4' 4' 6' 5' 1 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' 1 10' 2' 10, 10, 11' 10' 12' 7' 14' 0' 14' 0' #1 / #2 4' 10' 8' 3' 8' 7' 9' 9' 10' 2' 10' 7' 12' 1' 14' 0' 14' 0' 14' 0' 14' 0' d S P rr #3 4' 7' 8' 2' 8' 5' 9' 8' 10, 0' 11' 6' 12' 0' 14' 0' 14' D' 14' 0' 14' 0' f U u 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� P 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' e' 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 r D f 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' 1 6' 6' 1 6' 11' 8' 8' 9' 3' 11' 6' 12' 0' 13' 7' 14' 0' 14' 0' 14' 0' Dlagonal 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 dianonnl at AN ITW COMPANY \ \ 514% Earth\ City\ Expressway \ \ Suite\ 242 \ \ Earth\ City,\ MO\ 63045 Symm About TT 18, L 'L' Brace End Zones, typ, 2x6 DF-L #2 or better diagonal r brace) single 8, or double cut L (as shown) at upper end, `L r 1414l Refer to chart 45k wwVARNINCiww READ AND FOLLOW ALL NOTES ON THIS DRAVING! ■wINPORTANTww FURNISH THIS DRAVING TO ALL CONTRACTORS INCLUDING THE INSTALLERS C Trusses require extreme core In fabricating, handling, shipping, Installing and bracing, Ref `ty Blow the latest edition of HCSI (BuOding Component Safety Information, by TPI and SBCA) fa sr actices prior to performing these functions. Installers shall provide temporary bracing 1), H iless noted otherwise, top chord shall have properly attached structural sheathing and bo r .It have a properly attached rigid ceiling. Locations shown for permanent lateral restraint f ,all have bracing Installed per BCSI sections B3, B7 or B10, as applicable. Apply plates to eats truss and position as shown above and on the Joint ➢etafts, unless noted otherwise. fer to drawings 160A-Z for standard plate positions. Atptne, a division of ITV Building Components Group Inc shall not be responsible for any devlath Is drawing, any failure to build the truss In conformance with ANSI/TPI 1, or for handling, ship; ;tallatlon & bracing of trusses, A seal on this drawing or cover page listing this drawing, indicates acceptance of professloml gineering responsibility solely for the design shown. The suitability and use of this drawing r any structure Is the responskNllty of the Building Designer per ANSI/TPI 1 Sec.? - For more Information see this Job's general notes page and these web sltesi x Bracing Group Species and Grades: Group At S ruce-Pine-Flr Hero -Fir #1 / #2 IStandard #2 Stud #3 Stud #3 Standard Dou las Fir -Larch Southern Plnewww #3 #3 Stud Stud Stnndard Stnndard Group BI Hero -Fir #1 & Btr #1 Do u I. Flr-Lurch Southern Plnewww #1 #1 #2 #2 Ix4 Braces shall be SRB (Stress -Rated Board). wwFor Ix4 So. Pine use only Industrial 55 or Industrial 45 Stress -Rated Boards. Group B values may be used with these grades. Gable Truss Detail Notes: Wind Load deflection criterion Is L/240. Provide uplift connections for 75 plf over continuous bearing (5 psf TC Dead Load). Gable end supports load from 4' 0' outlookers with 2' 0' overhang, or 12' plywood overhang. Attach 'L' braces with 10d (0.128'x3.0' min) nails. ilE For (1) 'L' braces space nails at 2' o.c. In 18' end zones and 4' o.c. between zones. )KFor (2) 'L' bracesi space nails at 3' o.c, In 18' end zones and 6' c.c. between zones. 'L' bracing must be a minimum of 807 of web member length, Goble Vertical Plate Sizes Vertical Length No Splice Less than 4' 0' 2X3 Greater than 4', but less than 11' 6' 3X4 ;NltPd Ii Greater than 11' 6' 4X4 yr/r + Refer to common truss design for � 9 t peak, splice, and heel plates. —11 °¢ Refer to the Building Designer, for conditions ve t ~ o leth, not addressed by this detail. REF ASCE7-16—GAB16015 m _ DATE 01/26/2018 0 � DRWG A16015ENC160118 ° sn� o w� MAX, TOT, LD, 60 PSF MAX, SPACING 24,0' 'T' Reinforcing Member Gable Truss Gable Detail For Let -in Verticals Truss Plate Sizes pproprlate Alpine gable detall 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, e. 2X4 2X4 *-2 rroviae connections for uptiti specitiea on ine engineerea truss aesign, Attach each 'T' reinforcing member with End Driven Nails. 10d Common (0,148'x 3.',min) Nails at 4' o,c plus (4) nails In the top and bottom chords. Toenalled Nails, 10d Common (0.148'x3',min) Toenails at 4' o.c. plus (4) toenails In the top and bottom chords. This detall to be used with the appropriate Alpine gable detail for ASCE wind load. ASCE 7-05 Gable Detail Drawings A13015051014, A12015051014, A11015051014, A10015051014, A14015051014, A13030051014, A12030051014, A11030051014, A10030051014, A14030051014 ASCE 7-10 & ASCE 7-16 Gable Detall Drawings A11515ENC100118, A12015ENC100118, A14015ENC100118, A16015ENC100118, A18015ENC100118, A20015ENC100118, A20015END100118, A20015PED100118, A11530ENC100118, A12030ENC100118, A14030ENC100118, A16030ENC100118, A18030ENC100118, A20030ENC100118, A20030END100118, A20030PED100118, S11515ENC100118, S12015ENC100118, S14015ENC100118, S16015ENC100118, S18015ENC100118, S20015ENC100118, S20015END10011 N1t,1P9&Wd S11530ENC100118, S12030ENC100118, S14030ENC 30f 1001 1s s S18030ENC100118, S20030ENC100118, S20030E O1 �a AaIIP,�,bs0 See appropriate Alpine gable detail for maxlr e ql�1: l dq 'T' Reinforcement Attachment Detail 'T' Reinforcing 'T' Reinforcing Member Member Toe-nall - Or - End-nall To convert from 'L' to 'T' reinforcing members, multiply 'T' Increase by length (based on appropriate Alpine gable detall). Maximum allowable 'T' reinforced gable vertical length is 14' from top to bottom chord, 'T' reinforcing member material must match size, specle, and grade of the 'L' reinforcing member. �Aleb Length Increase w/ °T' Brace Example. ASCE 7-10 Wind Speed = 120 mph Mean Roof Height = 30 ft, Kzt = 1.00 Gable Vertical = 24'o.c. SP #3 'T' Reinforcing Member Size = 2x4 'T' Brace Increase (From Above) = 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 wwVARHDd3w. READ AND FDLLDV ALL NDTES ON THIS DRAVINGI i W. t 67v i REF LET -IN VERT rAWERTANTa FURNISH TNIS DRAVnC TO ALL CDNTRACT➢RS IWLUDDIG THE INSTALLERS» Trusses require extreme care In fabricating, handling, shipping, Installing and bracing• Ref," n t folio• the latest edition of BCSI (Building Component Safety Information, by TPI and SHCA) fo s tya a DATE O1/02/2018 practices prior to performing these functions. Installers shall provide temparnry brncing pe. BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bo m chol R'}' ¢'"� : DRWG GBLLETIN0118 shalt have a properly attached rigid calling. Locations shown for permanent lateral restraint f sr i"iF 4✓,+`, shall have bracing Installed per BCSI sections 23, B7 or B10, as applicable. Apply plates to eda, ww of truss and position as shown above and on the Joint Details, unless noted otherwise. PI Refer to drawings 160A-2 for standard plate positions. a #� eoo� Alpine, a division of ITV Building Components Group Inc shall not be responsible for any deviatio r ®aa i ge this drawing, any failure to bulld the truss in conformance with ANSI/TPI 1, or for handling, shippin �$� •rrs(eaote MAX, T❑T, LD, 60 PSF AN If W COMPANY Installation & bracing of trusses. td yr 11514X Earth\City\Expressway enggineeerneat g responsibility solely for tlx design this drawing, sWitabilty acceptance nd use oP of Professional 'l 1 ` �H /29/202' DUR, FAC, ANY V \ Suite\ 242 for any structure Is the responslb0.lty of the Bullding Designer per ANSI/TPI 1 SecZ F7 \1 Earth\ City.\ MO\ 63045 For more information see this Job's general notes page and these web sites. MAX, SPACING 24,0� ALPINE. www,alpineltw.coml TPI. www.tpinst.orgi SBCA. www.sbclndustry.org) ICC. wwwlccsafe.org Valley Detail - ASCE 7-16: 180 mph, 30' Mean Height, Partially Enclosed, Exp, C, Kzt=1,00 Top Chord 2x4 SP #2N, SPF #1/#2, DF-L #2 or better, Bot Chord 2x4 SP #2N or SPF #1/#2 or better, Webs 2x4 SP #3, SPF #1/#2, DF-L #2 or better, �� Attach each valley to every supporting truss with; 535# connection or with (1) Simpson H2,5A or equivalent connector for ASCE 7-16 180 mph, 30' Mean Height, Part. Enc, Building, Exp, C, Wind TC DL=5 psf, Kzt = 1.00 Or ASCE 7-16 160 mph. 30' Mean Height, Part. Enc. Building, Exp, D, Wind TC DL=5 psf, Kzt = 1.00 Bottom chord may be square or pitched cut as shown, Valleys short enough to be cut as solid triangular members from a single 2x6, or larger as required, shall be permitted in lieu of fabricating from separate 2x4 members, All plates shown are Alpine Wave Plates, 3X4 12 12 Max. 2X4 X4 i8-0-0 max 4X4 Unless specified otherwise on engineer's sealed design, for vertical valley webs taller than 7-9' apply 2x4 'T' reinforcement, 80% length of web, same species and grade or better, attached with 10d box (0,128' x 3,0') nails at 6' o,c, In lieu of 'T' reinforcement, 2x4 Continuous Lateral Restraint applied at mid -length of web is permitted with diagonal bracing as shown in DRWG BRCLBANC1014, Top chord of truss beneath valley set must be braced with; properly attached, rated sheathing applied prior to valley truss installation, Or Purlins at 24' o,c, or as otherwise specified on engineer's sealed design Or By valley trusses used in lieu of purlin spacing as specified on Engineer's sealed design, XW* Note that the purlin spacing for bracing the top chord of the truss beneath the valley is measured along the slope of the top chord, ++ Larger spans may be built as long as the vertical height does not exceed 14'-0', Pitched Cut Bottom Chord Valley 20-0-0 (++) Wi Supporting trusses at 24' o.c, maximum spacing, Valle Spacing Square Cut Bottom Chord Valley SQa.G ��14hc1»c1u, `.01, \y4 p�rmoasw.a E !° r 2X4 Stubbed Valley End Detail mon i N`usses Optional Hip Joint Detail n T l t 2 Partial Framing Plan P' AN ITW COMPANY 1\514%Earth\City\Expressway \ 1 Suite\ 242 \\Earth\City,\MO\63045 wwVARHDdiLLt� wr READ AND FOOV ALL TES DN THIS BRAVING $ a vIMPMTANTv FURNISH THIS DRAWING M ALL CONTRACTORS INCLUDING THE INSTALLERS. a Trusses require extreme care In fabricating, handling, shipping, Installing and bracing. Refer p follow the latest edition of BCSI (Buftding Component Safety Information, by TPI and SBCA) for f ® practices prior to performing these functions. Installers shall provide temporary bracing per SI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bott chow shall have a properly attached rigid ceiling. Locations shown for permanent lateral restraint o r�q shall have bracing Installed per BCSI sections B31 B7 or BIO, as applicable. Apply plates to each a'2 of truss and position as shown above and on the Joint Detalls, unless noted otherwise. N Refer to drnrings 160A-Z for standard plate pasitlons. a division of ITV Building Components Group Inc. shall not be responsible for any devintlo this drawing, any failure to build the truss In conformance with ANSI/TPI 1, or for handling, shippi Installation g bracing of trusses. A seal on this drawing or cover page Ustlng this drawing, Indicates acceptance of professional engineering responsD,Rlty solely for the design shown. The suitability and use of this drawing for any structure Is the responsiblUty of the Building Designer per ANSI/TPI 1 Sec2. For more Information see this Job's general notes page and these web sites. ALPINE, wwr.alpineitw.comi TPI, www.tpinst.orgi SBCAi wwr.sbcindustry.orgi ICO wwr.iccsafe.org U. ago T - s m N� AY ¢`� w a'7 ii 1 v ® i s® `1% �Alpine, aw a'rwp ww�w / ji®j d C,V'K' i� f%a lU�29�2Q21 C, V'K' LL 30 TC DL 20 BC DL 10 BC LL 0 T❑T, LD, 6Q 30 15 10 0 40 PSF 7 PSF 10 PSF 0 PSF 57PSF REF VALLEY DETAIL DATE 01/26/2018 DRWG VAL180160118 55 DUR.FAC, 1,25/1.33 1.15 115 SPACING 24,0' • Valley Detail - ASCE 7-16: 30' Mean Height, Enclosed, Exp, C, Kzt=1,00 Top Chord 2x4 SP #2N, SPF #1/#2, DF-L #2 or better, Bot Chord 2x4 SP #2N or SPF #1/#2 or better, Webs 2x4 SP #3, SPF #1/#2, DF-L #2 or better. 3`0KAttach each valley to every supporting truss with: (2) 16d box (0,135' x 3,5') nails toe -nailed for ASCE 7-16, 30' Mean Height, Enclosed Building, Exp, C, Wind TC DL=5 psf, Kzt = 1.00, Max, Wind Speed based on supporting truss material at connection location: 170 mph for SP (G = 0.55, min.), 155 mph for DF-L (G = 0.50, min,), or 120 mph for HF & SPF (G = 0.42, min,), Maximum top chord pitch is 10/12 for supporting trusses below valley trusses. Bottom chord of valley trusses may be square or pitched cut as shown. Valleys short enough to be cut as solid triangular members from a single 2x6, or larger as required, shall be permitted in lieu of fabricating from separate 2x4 members, All plates shown are Alpine Wave Plates, 3X4 12 12 Max 2X4 . X4 8-0-0 Max 4X4 12 12 Max, I 1X3 1X3 1X3 5X4/SPL 3 (Max Spacing) _1X3 20-0-0 (++) Supporting trusses at 24' o,c, maximum spacing, Unless specified otherwise on engineer's sealed design, for vertical valley webs taller than 7-9' apply 2x4 'T' reinforcement, 80% length of web, same species and grade or better, attached with 10d box (0,128' x 3,0') nails at 6' o,c, In lieu of 'T' reinforcement, 2x4 Continuous Lateral Restraint applied at mid -length of web is permitted with diagonal bracing as shown in DRWG BRCLBANC1014, Top chord of truss beneath valley set must be braced with: properly attached, rated sheathing applied prior to valley truss installation, Or Purlins at 24' o,c, or as otherwise specified on engineer's sealed design Or By valley trusses used in lieu of purlin spacing as specified on Engineer's sealed design, www Note that the purlin spacing for bracing the top chord of the truss beneath the valley is measured along the slope of the top chord, ++ Larger spans may be built as long as the vertical height does not exceed 14'-0'. Valle Spacing Pitched Cut Square Cut Bottom Chord Bottom Chord Valley Valley Toe -nailed / 10 Max, 1 12 � SQp�q�51aITTlslTeanNl�rjjjj 2X4 Stubbed Valley End Detail x Common ® 04 s es 4X4 Optional Hip Joint Detail n T u e 2 o, , Partial Framing Plan �I AN ITW COMPANY \\514\Earth\City\Expressway \ISuite\242 \\Earth\City,\MO\63045 ErVARNNG-- READ AND FM-LCW ALL NOTES IN TMS BRAVINGI rnOiWQtTANTrr FURNISH THIS DRAWING TD ALL CDNTRACTMS INCLUDIId-i THE INSTALLER Trusses require extreme care In fabricating, handling, shipping, Installing and bracing. ReP . and follow the latest edltion of BCSI (Building Component Safety Information, by TPI and SBCA) f{S e„y practices prior to performing these functions. Installers shall provide temporary bracing BCSI.0 Unless noted otherwise, top chord shalt have properly attached structural sheathing and p ton chid shall have a properly attached rigid ceiling. Locations shown for permanent lateral restralnof bf shall have bracing Installed per BCSI sections B3, B7 or BIO, as applicable. Apply plates to eejh a s of truss and position as shown above and on the Joint Details, unless noted otherwise. �, Refer to division f IT For standard pints positions. Alpine, 1 division of ITV Building Components Group Inc. shall not SI responsible for any devintl this drawing, any failure is build the truss In conformance with ANSI/TPI 1, or for handling, shlppl Installation 6 bracing of trusses. +' A seal on this drawing or cover page listing this drawing, Indicates acceptance of professional engineering responsibility solely for the design shorn. The suitability and use of this droning for any structure Is the responsibility of the bAdIng Designer per ANSI/TPI 1 SecZ For more Information see this Job's general notes page and these web sltesr ALPINE, wwwalpineltw.coml TPh www.tpinst.org) SBCA, www.sbcindustry.orgl ICC, wwwjccsafe.org a sa. 9 �dv + s an m z [ A.� a w`4 f'"6 ' :Aw �'wa amp `�nwee*ar S �29�202 �FjjO C`� �7 111"Va1844 LL 30 TC DL 20 BC DL 10 BC LL 0 TOT. LD, 60 30 15 10 0 40 PSF 7 PSF 10 PSF 0 PSF 57PSF REF VALLEY DETAIL DATE 01/26/2018 DRWG VALTN160118 55 DUR.FAC. 1.25/1.33 14.1511.15 SPACING 24,0' NAIL SPACING DETAIL MINIMUM SPACING FOR SINGLE BLOCK IS SHOWN. DOUBLE NAIL SPACINGS 'AND STAGGER NAILING FOR TWO BLOCKS, GREATER SPACING MAY BE REQUIRED TO AV❑ID SPLITTING, BLOCK L❑CATI❑N, SIZE, LENGTH,GRADE AND TOTAL NUMBER AND TYPE OF NAILS ARE TO BE SPECIFIED ON SEALED DESIGN REFERENCING THIS DETAIL, LOAD PERPENDICULAR TO GRAIN A - EDGE DISTANCE AND SPACING BETWEEN STAGGERED ROWS OF NAILS (6 NAIL DIAMETERS) B - SPACING OF NAILS IN A ROW (12 NAIL DIAMETERS) C - END DISTANCE (15 NAIL DIAMETERS) LOAD PARALLEL TO GRAIN A - EDGE DISTANCE (6 NAIL DIAMETERS) C - SPACING OF NAILS IN A ROW AND END DISTANCE (15 NAIL D - SPACING BETWEEN STAGGERED ROWS OF NAILS (7 1/2 NAIL IF NAIL HOLES ARE PREB❑RED, SOME SPACING MAY BE REDUCED BY THE AMOUNTS GIVEN BELOW: W SPACING MAY BE REDUCED BY 50Z wx SPACING MAY BE REDUCED BY 33% DIRECTI❑N OF LOAD AND NAIL ROWS to W J Ci iAiAi NAIL 0 LINE 0 J w A Bw B/2 )K 1 1 1 1 1 A C )K)K TRUSS MEMBER LOAD APPLIED PERPENDICULAR TO GRAIN C DIAMETERS) DIAMETERS) [At DTD I DMA LOAD APPLIED PARALLEL C)K)K NAIL LINE MINIMUM NAIL SPACING DISTANCES DISTANCES NAIL TYPE A B)K C*W D 8d BOX (0.1130X 2,5',MIN) 3/4" 1 3/8" 1 3/4" 7/8" lOd BOX (0,128'X 3,',MIN) 7/8" 1 5/8' 2' 1" 12d BOX (0,128'X 3,25',MIN) 7/8" 1 5/8' 2' 1" 16d BOX (0,1350X 3,5',MIN) 7/8' 1 5/8' 2 1/8' 1 1/8' 20d BOX (0,148"X 4,",MIN) 1" 1 7/8" 2 1/4" 1 1/8" 8d COMMON (0,131'X 2,5",MIN) 7/8" 1 5/8' 2" 1" 10d COMMON (0,148'X 3,',MIN) 1' 1 7/8" 2 1/4' 1 1/8' 12d COMMON (0,148'X 3.25%MIN) 1' 1 7/8" 2 1/4' 1 1/8" 16d COMMON (0,162"X 3,5',MIN) 1' 2" 2 1/2' 1 1/4' GUN (0,120'X 2,5',MIN) 3/4' 1 1/2' 1 7/8' 1" GUN (0,131'X 2,5",MIN) 7/8' 1 5/8' 2' 1" GUN (0,120"X 3,',MIN) 3/4" 1 1 1/2' 1 7/8" 1" GUN (0,131'X 3,',MIN) 7/8" 1 1 5/8" 2' 1" .. ��aJJ�aQyynafAfe$ }'�(J� —VAIWW.. READ AND FOLL11V ALL. NOTES 13N THIS DRAVIW 5 1 1`' U. r vu I REF NAIL SPACE ■.IHPQtrANT■■ FUFMSH THIS DRAVDIG TO ALL CGNTRACTDRS DCLUDING THE INSTALLERS= e Trusses require extreme care In fabricating, handling, shipping, Installing and bracing, Ref "t nj DATE 10/O1/14 follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) fo s tyy .. practices prior to performing these functions, Installers shall provide temporary bracing pew BCSI, • unless noted otherwise, top chord shall have properly attached structural sheathing and bo , ch01�d per` p� ± DRWG CNNAILSP1014 shall have a properly attached rigid ceiling. Locations shown far permanent lateral restrnlnt'aF s ti fi 1 lJ~ shall have bracing installed per BCSI sections B3, B7 or BIO, as applicable. Apply plates to enc$3 of truss and position as shown above and on the Joint Details, unless noted otherwise. /y ®o ,g mot✓ PI Refer to divisionrawings of for standard pints GrouposltiInc.o 8d Alpine, n division of ITV Building Components Group Inshall not SI responsible for any ,e Wpp r auq„ 9 t' CJVi this drawng, any failure to build the truss In conformance with ANSI/TPI 1, or for handling, shlppin �A` �ao�afaea AN FFW COMPANY Installation 6 bracing of trusses. Q�Vi"f A sent on this drawing or cover page Usting this drn.Ing, Indicates acceptance of professional 14 9 N}'8/29/2021 11514\ Earth\ City\ Expressway engineering responsibility solely for the design shown The suitability and use of this drawing �J} ., t 11 Suite\ 242 far any structure Is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2, gp \\Earth\City,\MO\63045 For more Information see this Job's general notes page and these web sites, ALPINE, www.alpineltw.com) TPI, www.tpinst.orgi SBCA, www.sbcindustry.orgi ICC, wwwlccsafe.org r I VALLEY FRAMING & BRACING DETAIL I Lumber Size and Grade Minumum Requirements Ridge board... 2x6 (min) #2 Southern Pine or better, ' Rafter spans 20'-O" or less... (A) 2x6 SP #2, SPF #1/#2, DF #2 or better (5) 2x6 SP 112, SPF #1/#2, DF #2 or better Purlins/lateral bracing... 2x6 SPF#2, HF #2, DF #2 or better Sleepers... 2x(width of rafter seat cut) SPF #3 or better 2 parallel 2x6 SPF #3 Cripples and blocking_. 2x6 SPF #3 or better Truss Below... See design - Southern Pine Material RIDGE BOARD (2X6) '/2 Height of Valley COLLAR BEAM, EVERY THIRD PAIR OF RAFTERS TYPICAL COMMONS- 2x4 BLCKING 2x4 Purlin 24" TRUSS TRUSS UNDER VALLEY FRAMING VALLEY RAFTER OR RIDGE ® +CRIPPLE +Cripples 4'-0" for 30 psf (TL) and 20 psf (TD) Max. Space the crippes for each row starting from the valleys or sleepers and working Inward to the ridge board so that cripple locations are staggered between rows. 2' 0" O.C. (Typ) Attachment can be made directly or through plywood sheathing by cutting a 2"x6" notch in sheathing Connection Requirement Notes 1. 2x6 rafters to ridge 416d toe -nails 2. Cripple to ridge 416d toe -nails 3. Cripple to rafter 416d toe -nails (••) 816d face -nails 4. Rafter to sleeper or blocking 516d toe -nails Rafter to two 2x6 sleepers 416d toe -nails S. Sleeper to truss 416d toe -nails Two 2x6 sleepers to truss 316d toe -nails each sleeper & truss 6. Ridge board to roof block 416d toe -nails 7. Ridge board to truss 416d toe -nails 8. Purlin to (Typ) 3 16d toe -nails 9. Truss to blocking 416d toe -nails 10. Truss to cripple 416d toe -nails 11. Truss to cripple 416d toe -nails 12 Cripple to Purlin 316d toe -nails SPACED 24" O.C. (Where no sheathing appueo) (NOT REQUIRED IF SLEEPERS ARE USED) GENERAL NOTES CRIPPLE, BRACING & BLOCKING NOTES NO Cold(0.16lar mto5")C 416dtoe-nails r NOTE: l6d (0.162"x3.5") COMMON NAILS Purlins required 2 -0 O.C. in absence of plywood sheathing. Trusses without sheathing applied must be evaluated accordingly. -2x4 continuous lateral restraint (CLR) min. is required for cripples 5'-0" to 10' _0" long nailed w/ 2 -10d (0.148"x3") nails. Or 2x4 "T" or scab reinforcement nailed to flat edge Purlins should overlap sheathing one truss spacing minimum. of cripple with I Od 40.128"x3.0") nails at 6" o.c. "T" or scab must be 90 % of cripple length. Cripples over 10'-0' long requre two CLR's or both faces w/ "T" or scab. Use stress In cases that this is impractical, overlap sheathing a minimum of 6", and nail upwards through sheathing into purlin with a graded lumber & box or common nails. minimum of 8-8d (0.131"x2.5") common wire nails. Narrow edge of cripple can face ridge or rafter, Effects of not providing sheathing below a valley set as long as the proper number of nails are must be evaluated by the building designer. installed into ridge board This drawing applies to valleys with the following conditions: -Install blocking under rafter if sleepers are not used. -Install blocking under cripples If cripples fall between Spans (distance between heels) 40'-0" or less -Maximum valley height: 1 heel lower truss top chords and lateral bracing is not used. -Apply all nailing in accordance to current NDS requirement+ty -Maximum mean roof height: 30 feet Nails are common wire nails unless noted otherwise. 4V -ASCE 7-05, 140 mph, Enclosed, Cat II, Exp B,1=1.0, Kzt=1.0 rr Or A Maximum of ASCE 7-10, 180 mph, Enclosed, Exp D, Kzt=1.0 0�1IF f•�� j �s••• rr IV F• •• o s`V ' ARNDKam READ Alm F®10V ALL NOTES ON THIS DRAVDX7 • ItlV. r e�TANTa FORIM THIS BRAVM TD ALL CUNTRACMRS net rmar. TIE WSTALLML S p Trusses require extrene core h fabricathV, h--%V, shipping, hstallhg and broclrg • Refer try�., follor the latest edition of SCSI (BWmnp Component Safety LKorwtlon, by TPI and SBCA) for sa�y t71� practices prior to performing these furx:tlons. Installers shall provide temporary bracing per BA i bless noted otherrlse, top chord shall have properly attached structural sheathing and bottom Shord • L'��j9�E e shall twee a property attached ripld ceUng. Locations shorn for pernonent lateral restraint of raebs • STATE ' C� a rIT7 ff�� r7I� sfwlI have brachy Installed per BCSI sections B3. 37 or B10, u appncable. Apply plates to each rope ••• A •o 1 �� I1�\ 11I of truss and V4;s 1 n os sho•n above plate on e the Joint Detols, unless noted otfierrke. . /l� O� Illl \VVlll�r— Refer to dror4ps 16gA-2 for standard plate posttlans. ie, �� •••• (��` :S•r `1�+� +``a opine. a dMsla, of ITV BuM1ding Components Crary Inc shnU rot be respansrole for any dcvintlon f � •.•Ebrrr•e• d� �• AN rrwCn+APANY this dwrFq, any fal.ve to build thx truss h confornonce ehth ANSI/TPI 1, or for hnrvA)rq, sh$ping, hire S hstallnibn i bradng of tr•usscs. �soo � �� A sent mrtl�iso�ra��au4tgyJ ar cover Pape ltsthg tr+ts rkvrhp, hdrntes a¢�rcs of professfarwl tP�� for�r Mry k flrsdely fw• ttr design ctnrn the s�itaath'ANSI/TPI 1 SacE �� lltiilttt�„t 13359 Lakelronl Drive �Y n ti i}n D�ld►,p Deslprr per �p 20 Earth City, MO 63D46 For rare information see this Job's general notes ppoope and these rcb sites 4,{ /t ALPItF� rrralpheltrconl TPB rer.tphstorgl SBCJv rrr.sbdndusirY•a'g) Tin nr.kcsafearg (� td (A) (B) ('") LL 20 30 40 54 REF VALLEY FRAMING DL 10 20 7 7 DATE 10/01/14 DL 0 0 0 0 DRWG VACNV1801015 BC LL 01 0 0 0 TOT. LD.30 50 47 61 DUR. FAC. 1.25/1.15 SPACING SEE ABOVE