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HomeMy WebLinkAboutTruss,1 '1 1' 11 '1 11 11 i11 Ell .. - - - - - - - - .. ■1 Wit• ..... 1� ii ©ll _ 11 11 h _11_ 11 1' I, 11 —_ - !!�!��i��IBI����ll•��N REFER To EM PACK FOR CONRECDON. TYPICAL 7' SETBA CORNERSET LABEI AND SPACING REWEWED l iukc ek- k'44wo--% f-Li C,L L AV--o v I` lj u T . ° o D taro MULTI -PLY GIRDER CEINNECTDDI, ALL PLIES SHALL. BE FASTEND TOGETHER (BOLTS, NABS, AND DRSCREWS) PRIDR TG INSTALATIUN AND BEFORE ANY 1-GADS ARE APPLIED. PER THE SUPPLIED ENGINEERING SHEETS NOTE DG NOT CUT DR ALTER TRUSSES VITICUT CONSENT IF THIS DMCE. BACK CHARGES VILL NOT BE ACCEPTED WM40 fT PRD]R WRITTEN APPROVAL BY DUR SERVICE DEPARTMENT AT CARPENTER CITNTRACTIRS OF A ERICA, INC. 877-293-9497 Nam ALL BEARING WALLS MUST BE ADEQUATELY DESIGNED TB CARRY THE LOADS I PDSED BY THE TRUSS DR TRUSSES, AND NUST BE BIPLACE AND IN SERVICE BEF13RE THE TRUSSES ARE SET IN DRDER TG AVDID REPAIRS Labeled End Mark Total Truss Quantity = 74 THIS IS A TRUSS PLACEMENT PLAN. ITS INTENDED TO AID IN THE INSTALLATION OF TRUSSES. ENGINEERED TRUSS DRAWINGS AND ARCHITECTURALS SUPERCEDE THIS DOCUMENT. General Notes I) d�d� � bpdd-d pwU* p&*W wean fio M hated.tmtdad qat aido up M Nmq. b UnIm o Da Skean HU525 lhmMs 2) 3) eated� Waft 6 2V OG odes ad.. Par T= Plate katlbb DC9-81 - anddlm 4) ptmmatA X-b-q dipld a phad at a 11KA m ap*dM 15' O.G a N G6 b ba ta- at a m do m of 20' bet w aadi x-has lhratdtaR tlta abu.9aa. Ras ratr b BL 1", for mW adffond hvft ROOF LOADING SCHEDULE TCDL 20 ppPSF BCDL = 0 PSF TOTAL = 37 PSF DURATION = 1.25 Z WIND SPD/TYPE= 180 ENCLOSED SLOG EXPOSURE = C USAGE =RESIDENTIAL CAT H WIND IMPORTANCE FACTOR= 1 UPLIFTS BASED ON= PSF DESIGN CRPI'ERIA FBC 2020 TPI 2014 T-vn-bcrdli Scoancctorplates dcsibaed for AV 7-I6 and ,-i,. m (omen from both compunmts and claddings and ruin wind fume tesistmg systems. • Thew wsses have been n i-.d ro cury ao additional 10Y psf no-o u-a bosom chord i- load. FLOOR LOADING SCHEDUL TCLL = PSF TCDL = PSF BCD L = PSF TOTAL = PSF ROOF DESIGNED FOR SHINGLE ALL REACRONS AND UPLIFTS ARE SROWN ON ENGINEIItII7G WALL KEY OB'-s• LOAD DESCRIPTION INTL DATE to tMtx tt� tt�m LOAD0 DESCRIPTION INIT. DATE Q to tm ontaa a cv. u�a .nt tu,ona am aeUia Lamar wr anmm m nn ts9 ww aneim CARPENTER CONTRACTORS OF AMERICA 3900 AVENUE rn N. W. WINTER HAVEN FLORIDA 33860 PHONE.(800) 959-8806 FAX, (863) 294-2488 BUILDER D.R. HORTON STATEWIDE PROJECTCREEIME MODEL 1672/ARIA/4EAB i^ CCA PROJ/MODEL/ALT 7A6/ 320/167EC 01 ALT DESC OPT. LARGE LIVING RM OTC 3416 TRINITY CDT / LOT 80 / BLOCK DESIGNER PAGE .S 1 3 29 17 �333979R 1 4 "=1' Builder: Project: Model/Building: Lot Alt: Address: ENGINEERING PACKAGE D.R. HORT_ON/STATEWIDE [7:AS/320CREEKS 167EC ................................................................................................................................... JobNumber: N333978 .................................................... ...................... ............................................. ........... Revision Date: 4S �o Block:. ___._.... Unit:m�,�� New Load #: CARPENTER CONTRACTORS OF AMERICA, INC 3900 AVENUE G. N.W. WINTER HAVEN, FLORIDA 33880 PH (800) 959-8806 FAX (941) 294-7934 E.- March 13,20.19 W. Bob: Whaeus: Carpenter Contractors 6fAmerica„ jnG.. 3900 Avenue 0, N6iihwest- Winter Haven, FL 33880-6201 Re: Alternative lhWllation,§Jbr a sin carried truss with a width than 9 the hanger width, ,and ., ock P attachment on:a'ofti�* ply wbod..bl -.....ing.to achieve fUll des m -for, fo-Ce..I.I.Wuhted-bangera a6hhl6rit"i design load'val' e .supporting girder (Rbfbhan66 detail 11 WA3702)... Dear . Bob, For a single ply carried truss "with* a -width 16§t than the hanger. width you can, ihstall;p. prefabricated jack scab .truss: CI) for wood,filler bbckihg;. The chord si�es,:c ord,graOes, and to. u . z for . � Z.. . ., - ply.carried .1. .. .. ..h. . be the" sArrie as thia 5ift0e.: ply carried truss. The pr6fdbldc`�it6dj k:***!�62ib'tr"�;.(#):W.illh,�3v6a.minimmM 4en,gth of 481' and will have .- a . minimum pit.6h.:of.VI 2.,. The single ply. carried ed r truss shall have:.areaction of 3,5009 or less. Attach prefabricat6djack:scab:truss. with: two. (2) riowabf 0A28"x3.0.GUn Nails AU" -0-C. per row, staggpr6d j",.:(S6e_'FIgure Figure 'bdlbw).Please '..tL-f6rt6.th'eSitnpsonSirong.-Tie_CataI . og . Q . 1 201:91 ppgq 216.*,. Figpr.e:.3 for mare lrformotioni. Figure'l F.gr-8 singlb- ply-,,glMe'r'that requires woo dblooking to,*adhi0VeJUlI desigh load value for face -mounted hangers -,attach one wood. block back face of the single p girder ,d . l"Oc. M. to jygi. erwiththe'sam sizean grade. as'the bottolm. dhbM, Of tho. singlie -ply gird6r. The wood block 100.th to. be t.!Uoh that e wood blocking extends to each adjqqen adjacent: �l points �(Websi- And botlorn ch6rd inter sections): ions): Attach wood blodk: (*)-with tWq-.(2) rows 8,� x3. Y' 6 -46. .1 .2 "n Nails ate O.O. per row,staggered: 3. 0" applied to: the 6750'Forum Drive Spite 305,00dan.d.p. FL. 32821.- (80 mwmalpineitwxom ALP14 INE MaCOWiiM singleply-girder fbce, with anadditional .(2p) 0,1:287 appfiedto'the, x3- lo'dk* 6t4log 2 wdod,b fabe (See 1§ Oblo.w.).PleaS6 refer to the'Sirhp.�6h.8tfohg-Tie:c 6-6 019 -pade 216, Fioro.-`!'for more ' irif6ftnation. Figure Z< . ... .............. ... Theapplicationof- prefabricated jack **-sc**abtt'u',§sfor wood fili6r1lockin'gi:or wood bl'ocking-foachieyeftul. design load Value for face; -mounted hangers Must be :approved by the hardware .manufacturer: Ali edge -and briddistarices, ahcl-to.Ading4dr all nail dbnnedfions'md8te suOici6nttbpbeVdht..8pIittihg of "Wood.. If I can.be of any further assist nce,or if you have anyquestionsi please7g'!Ve -me i. - 0, -P d. #T Nly V STATE (q!fFz WilliamH. K(IckzP.E-. " A 0 Chief Engine�er R. V. S., 1pip.p.an. I ' TW Corlipan' .A ONAL y Engineering Department Orlandoi FL 6750'Fb*'rU*m"-Dfixi&.-Suite '306,;O'rlan"d6,..F43282.1 -(POO.Y.5,2:1-9790 -(863)422-.8685 W-* w.w.al 'inoi­ (�. .. m . P Apr il 26;:2019, Mr. Bob Michaelis Carpahter Cohtraidtort of America, Inc. Avenue G.; Northwest rth. pst Wint& Haven, FL 33880-.620 1 Deaf Bob,. .R&- Strongb4ck bridging. on roof trusses. I understand there is some concern over our recommendations f6r.strongback- bridging on r'oofArusses. '8frongback bridging for roof trusses is nota:requirement of ANSI=TPI 2014POr is it, a requirementofthe. Building Component -Safety Information.But strongback bridging ory roof- trusses is __--recommended by CarOehter. Qp*ifra�tqpp.,qf Am6rica. Str6hgback D�1dOihg_serV'Q5 the following two. functions: - One, bridging alignsa{igns the. bottom chords �.after they pre- set so, the are un iform along the ceiling line and hei'p's'.'Withte.iiihgsorvioo6bility. Two; bridging reduces -e6iiativ&deflection dfadjacent -trusses: I Strongback�b(idging'.do6s:e6torbVent.prr6duct-oveecillindividual di�flecfiah,ei§pe6ially-a'n'yr66fteUi§§6s�r I . ethan 1/4'� inch....._..-----........ ...... ... ... .. . tig . _MP-r— .. . Sit d not serve 6 :temporary..or permanent"ibracing %and is not. rongOaqX- bridging in roof -trusses does n. s intended to .distribute, or shato. design loads, be!inV-eeh trusses. Consequently, no design loads have` been n accounted for'With thig.detWl arid continuous strohobafek.bridgiho -9hobld'hotbdAttached between common and ,girder irder The use :of strongback bridgingshall not. Jnterfere with other, design considerations as sgeclfi'd by the Engihei6 'of Record 6 the Building: Designer. ons The outer ends of the 8troNl':iap1k bridging shall hal . i be a ached.10 awa wall or another secure end. restraint; -of .9 ap,specified'.Py the Engineer of Record 6r.thd Buildin4.Desjghdr. Strongback bridging shall. bea. minimum of 2X6.nominal lumber.6 A . the d'epth-vertical'. Attach oriented - h with f6d :common nails (0.116Z.A.51 nails at. each intersecting membmember':'.VVhen -extending the .strdngbadk bridging overlap by at. a.minimpm of two trusses. The )ocatio : of fho. qtrongback: bridging ridpin, maybe spocifled �b�**the Truss Manufacturer,. Ehgihe&r of`Record,. R6dord,. or Building Designer- Please refer-'to b6S'I "'St-rongbacking'ProvWons ." or :tp.Npine_ 8TR811-1.8ki:014 detail for more, information. The graphic shoWfi 1) is fdrgenoric illustrative* pUrpose only. 67.60 Forum Drive:Suite 305, QMndo, FL 3282.1- - (800)521_97K - (8631422-8685 wrww:aipinei ALPINE 1'\ v -V.f U L. i.: fA L L- k.jl . I :. "? j Figure.l. If I,can be of any furt her "assistance' or -If you have any questions; please; give. me a call. 11. .8 Williait. RKrick Chief'.Epgi.neer Alpirje an ITW.*.Co.mpany EngineeringDepartment me -Oel6n.do, FL 32821 157-60 - Forum Drive Suite..305, Grlanidb, FL 3282 - 1 4 (800), 521 - -9790 - (8153).422=8685 WWW;'alp'ineltw AN rM 137931ilyi*ft"a V010 Ma MR191ww Heighw, Mc :41 N6. a SCAB' NUiE, S . TRON . GBACK . BRIDGING . RECOMMENDATIONS �BUTT.tTRONGBACK .BRIDGING TOGETHER (O�JTA SCAB WITH'10d;BIIX�GUN aq�H 11 - .3.0!). NAILS IN" ROWS`AT' AL-T-tRNA or 146 0-- All sca:br7on blocks sha(l, bem .minimum.`2x4� 'stress gt7o;qecl lumber',. .1 m.-Alt _s*tr-ongback bridging and bracing shall :be :a. ' minimum 2x".6 '*re5s,- grq,61e.61 turibeir! .The -purpose: of strondback :bridging as: to. develop '(0mol sharing b6twe?q1ndMduq( t.rus-ses, resulting in an bv6ratf In&66!5g- ln• -the !Alffness-:oP -the. floor. system, -2x6, strongback brId91nb', cl. potItloh0In ditalts, Is'* recommended .at 10' =0` o.c. Kmax,) -,t,o.rms- 'bridging.' :and :1brachg :are someilmes mistakenly •use.d.*'-fn.t'er-choLngeab(y. '13nadjhg'` Is. an Import. in structural require Plent bf .4i1y- fl-b-dit;, or raof --,sys.tem, R.efer to the: Truss. DesIgh Drawing (TM. -'fbr� -t.he,* :bracing rLquV'Liments -for each Individual .truss component 'tridging-,.- particUtarly, 'strongbadk'10oridging" S a: rec6mmiehcIOtJ.(.Jn for hi truss system to, help co*r n�-6(..VI6ra-Uon. In: addition: . tb-aidIrig.. In the: di-strjb.utlan of pblnt* loads b6-t*.0ehadjace-nt. -truss. strongbac -t6 reduce k b dging serves� Na M 'd 13 14 M�w bounce. Or residual from mpyi.ng p . ofnt Ubqcls, :such as foo-ts.t.eps. The.Performanceof all floor :systemsare. '(bh gb.atk enhanced by. the. Int0tallat... - Of . brIcIgInb acid --.t-her-6For&:Is. stroingAy recommended by -Alpine, For additional Infcwmatlon r-egq.r;dIt,.ig. strongbq,ck bridging,, refer to )3CS!'(Bulloling. 'Component Saftity, Information). M H PSF REF STRONGBACK Nb. M61. TADL. RSF -DATE 16�.Oi/14 A hL* pv. 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LAFTEP—OR MDIE PLt ad -20 P5f (TD) Mm&. ttmz from tht V41 ays br-sloopem iid-iw chat crlp'p*(e (ocatlons are nt - Notes 4 l6aldZr-Mb- 4Xed,to&nills W16d,toe,nalLt (*74) a 160-faim-nalls slOdloo-nalls 426dtoem4alri 4'1:6d td&r%lts 3 260 td&.'MUs-.ea.ch slaepeq& yim 4 164 toe-ndUs 4 lAdA6,k-A-Cs 3;16.0-t6s-nal Is. 4'16&tom-011$ 4-14dAoVrtail5 4-16.4loe-tidIN 4 l6dtot-nalts. NAILS r4 ojoae T L '.SO 46 54 DATA 10 n.: y TC DL 110 ZO 7 7 DRW.0 .AC YL 0 .0 0 0 -PTNT. BC. LI, 0 .0 0 0 -ZORIP -T-5,54--7 'TO'T. Lazo 61 RA ABOVE 14 IvIsolols Face -Mount Hangers - I -Joists, Glularn and SCL 4 ............................................._.........._......__.._.___._........._........_..._._........._.._._....-..._.......__.._....._..._._._........... ................................... ..__._.......... _.._..----_._.._.._..._..... _... ... _........ __............. _. i These products are available with additional corrosion protection. For more information, see p.15. Codes: See p.12 for Code Reference Key Chart. 0 °0 RA 21/z x 20 MIU2.56/20 2Yix 22` MIU2 56/20 to 26 , 29/16 x 91/4 to 26 • - 125/a 16 2 Min. (14)0.148 x3 70 11,660 1,805 1,805 1,425 1,555 11,555 Max. (16) 0.148 x 3 - 70 1,805 1,805 111,805 1,555 11,555 11,555 • - 29/16 15716 21/z - (24) 0.162 x 31/z (2) 0.148 x 11/z 230 3,455 3,920 4,045 2,970 3,370 3,480 • ✓ 129/16 101h 2 - (16) 0.162 x 31/2" (6) 0.148 x 11h" 970 1,945 2,205 2,375 1,675 1,895 2,045 • ✓ ; 29A6 141/a 21h - (20) 0.162 x 31/2 (8) 0.148 x 11/2 1,515 2,975 3,360 3,610 2,565 2,895 3,110 113C, 1;29A ' 177he 21/z' ,- ;(26) 0.162'x.31/v,. ,;(2).0.148 x'1'/z , :230 3.745 4,045 ,4r045.13 220'1:3,480 3,480t LA ✓ VA k'. 141/a: 21/2, =. `� 20) 0.162'x,3W, ", (8) 0.148 x TIN' -1515 2,975 3,360; 31m] 2;565 j_2,895 3,110 • - 29/16 19716 21h - (28)0.162 x 31/z (2) 0.148 x 11h 230 4,030 41060 4,060 3,465 3,495 3,495 ✓ 6 197115 21h ` - (28)°0162 x 3Ys+ (2) 0 148 x 1 Yz 230 4,030 4 060) 4,060 (;3,465 i 3,495 3,495. 29/16' wide joists use the same hangers as 21/z" wide joists and have the same bads. nue IU-L)(IUUL IU-L; l.:V%al 0'716: L72 IVIaA. J'IU);:U.IVLAV%2'- {IV)-V.I UAJ ,d wi%. L�VUV V,VLV {U,LVV IL'V fL,VVJ}tl V' 113C, MIU3.12/11 • - 31/a 111/a 21h - (20) 0.162 x 3Yz (2) 0.148 x 11/z 230 2,880 3,135 3,135 2,475 j 2,695 2,695 1 FL, 3x117/a HU212-2"/ HUC212--2 "' • ✓ 31/a 109/,6 21/z Max: --(22) 0.162 x 31/z (10) 0.148 x 3 7 5 3,275 3,695 3 970 2;82D"" ;180 3,425 L HU3.25/12/HUC3.2512 •" ` >31/a `11?l1 2'h = (N)0.D'i2x3W'� (12j0148z3""'� ,�.35''3;370 40,30'i,4,3353.OY5,3,470 3,735 ` ` 31/4 31346 21h Min- Max..'(2Q (200162x3'/a 0162x 3'h (8) 048,x3 2) 0:148x"3` 17515 2,HU3.25/16 975 3,870 3,36 436495 13,6102560 6 2,850 3330�u5 3,755, 3.105 : 4,04DHUC3.25/16 - 31h glulahi' HUCO21,02 SDS 3'/a 9', 3 - •3 (12)'1/a" x 21/z SDS (6)1/a �x 211z"'SDS , 3 . 4,a13 iEa15'� 1 ^>1 ' ,a 800 3, 1 f : ;7.1 FL HGUS3251101.-s,, _, • i61/a 8°/a g. _' (46),0162x3'/a , , (16) 062,x34/z,;� 4 095d,9,100 ,9,100;k 9 t00. �825 7,825 7,825� IBC, . HGUS3.25/12 •` • ` 31/a 1051e 4 ="' {56) Q 162 x 31/2 - (20) 0162 x 3?h ., 5,040 9;400 9,400 9400 .$ 085 8,085' 8,085' FL LGU3.25°SDS •> -. v3j/a ' 8 to 30 4'/z � � '(16} -1/a` x 21/z"SDS (12)1/a" x 21/2" SDS 5 555 6 720 r 33, a"r t ,1,11 4,840 5.26 5;265 HHUS46 • • - 3% 5% 3 - (14) 0.162 x 31/z (6) 0.162 x 31/z 1,320 2,785 3,155 3,405 2,395 2,715 2,930 3Yz x 5'/a HGUS46 - 3% 47/16 4 - (20) 0.162 x 31/z (8) 0.162 x 31/2 2,155 4,360 4,885 5,230 3,750 4,200 4,500 HUS48 •_ 439%i6{ 61.511s 2 ' = {6)'0'.162x3'h>: (6)"' 62'x3Yz°' l32{1..1,595 1;8`15' 1,960',.1365;1,555=11,680` Y�.x 71/4, 'HHUS48` 1 • �' - ,- 3 T?/a (' ., 3 = ,(22) 6162 x Yz 780410� 13514,09514,415} HGUS48' ` - .a 7M6', 4 = (36) 0.162 x 3'/z' , (12) 0.162 x 31h : "3,235 7,460 7,460 7,460. 6,41516.415 6,415 IUS3.56/9.5 - 135/a 91/z 2 - (10) 0.148 x 3 - 70 1,185 1,345 11,455 11,020 1,160 1,250 M11.13.56/9 - 39/16 811A6 21h - (16) 0.162 x 3Yz (2) 0.148 x 11/z 210 2,305 2,615 2,820 1980,2,245 2,425 U410 • • • ✓ 39/16 8% 2 - (14) 0.162 x 31/2 (6) 0.148 x 3 970 2,015 2,285 2,465 11,735 ;1,965 2,120 HUS410 • • - 39/16 811AB 2 - (8) 0.162 x 31/z (8) 0.162 x 31/z 2,990 2,125 2,420 2,615 11,820 j 2,070 2,240 HHUS410 0 0 - 3% 9 3 - (30) 0.162 x 31/z (10) 0.162 x 31/z 3,565 5,635 6,380 6,445 4,845 5,486 5,545 3Yzx9Yz HU410/HUC410 .. ✓ e s 3 /I6 8 /a 1 2 /z - 1 (36) 0.162 x 3 /z 1 (12) 0.162 x 3 h 3,2.,,, 35 7,460 7,460 7,460 6,415 � 6,415 6,41„ 5 HUC0410-SDS • • - 39/16 9 3 - (12)114" x 21/z" SDS (6)1/4" x 21/z" SDS 2,265 4,500 4-15001 4:500 3,240 3,240 3,240 HGUS410 • • - 35/8 9'A6 4 - (46) 0.162 x 31/z (16) 0.162 x 31/z 4,095 9,100 9,100 9,100 7,825 7,825 7,825 1 IBC, FL, LGU3.63-SDS - 35/6 8 to 30 41/z - (16)1/4" x 21/2" SDS (12)1/4" x 21/z" SDS 5,555 6,720 6,720 6,720 4,840 4,840 4,840 LA MGU3.63-SDS - 35/a 91/4 to 30 41/z - (24)1/4" x 21/z" SDS (16)1/4" x 21/2" SDS 7,260 9,450 9,450 9,450 6,805 16,805 16,805 3%z llya,I HU412 HUU41Z • 3%i6 IU%16 G2 l Max 62x3'h" HUC0412-MS" (39/+6 11 ` _ (14)1/41 x 21/2" SDI HGU8412', ` r 4' ;' 35/a-p ` ' 10711a 4 (56),0162,x U 46 See footnotes on p.150. THA/THAC Adjustable Truss Hangers A'*gERf 0 W 9) E This product is preferable to similar connectors because of (a) easier installation, (b) higher loads, (c) lower installed cost, or a combination of these features. The THA series have extra long straps that can be field -formed to give height adjustability and top -flange hanger convenience. THA hangers can be installed as top -flange or face -mount hangers. THA4x and THA2x-2 models feature a dense nail pattern in the straps, which provides more installation options and allows for easy top -flange installation. Material: See table Finish: Galvanized. Some products available in ZMAX® coating. See Corrosion Information, pp.13-15. Installation: • Use all specified fasteners; see General Notes. The following installation methods may be used: • Top -Flange Installation — The straps must be field formed over the header — see table for minimum top -flange requirements. Install top and face nails according to the table. Top nails shall not be within 1/4" from the edge of the top -flange members. For the THA29, nails used•for•joist attachment must be driven at an angle so that they penetrate through the corner of the joist and into the header. For all other top -flange installations, straighten the double -shear nailing tabs and install the nails straight into the joist. • Face -Mount (Min.) Installation — Install face nails according to the table, with at least half of the required fasteners in the top half of the header. Not all nail holes in the straps will be filled. Nails must have a minimum 1/2" edge distance. Straighten the double -shear nailing tabs and install the joist nails straight into the joist. The face -mount (min.) installation option accommodates conditions where the supported member hangs either partially or entirety below the header. • Face -Mount (Max.) Installation — Install face nails according to the table. Not all nail holes in the straps will be filled except for the following models: THA29, THA213, THA218 and THA413. For all other models with more nail holes than required, the straps may be installed straight or wrapped over the header, with the tabulated quantity of face nails installed into the face and top of the header. The lowest four face holes must be filled. Nails used for the joist attachment must be driven at an angle so that they penetrate through the corner of the joist into the header. • Uplift — Lowest face nails must be filled to achieve uplift loads. Options: • THA hangers available with the header flanges turned in for 35/a" (except THA413) and larger, with no load reduction — order THAC hanger. Codes: See p.12 for Code Reference Key Chart 13/4 for THAG422 for {22-2 {26-2 01111"THAC422 Face nails Top nails pertable per table typical for THA422.2 THA426-2 THA418 FS. 2f� e r o, .: r>; G 0111" THA29 Double 42 — 2 face nails Use full table value (total) Single 4><2—� 4 top nails See r4EPt(totaq nailer table Straighten the double shear nailing tabs and install nails straight into the joist Typical THA Top Flange Installation on a Nailer (except THA29) THA422 Face -Mount (Max.) Installation Straps may be installed straight or wrapped over with tabulated face nails installed into top and face of heade ® Doubb-Shear i Double Dome Double Shear Shear Nailing Nailing Side View Side View; Nailing Do not (Available on Top View bend tab some models) '14-'" Straighten the double shear nailing tabs and install nails straight Typical THA422 Top Flange Installation on a 4x2 Floor Truss THA44 Face -Mount (Min.) Installation ,yplum r nnca Top Flange Installation or to tnote 5 p.187 86 THA/THAC Adjustable Truss Hangers (cont.) These products are available with additional corrosion protection. For more information, see p.15. 0 1'2 — (2) 0.148 x 3 1 (6) 0.148 x 3 (4) 0.148 x 3 525 1,750 1 1,750 1 750 1 450 1,330 1,330 1,330 THA29 18 15/a 911,16 5'/e 1 27/is I — 1 (4) 0.148 x 3 1 (6) 0.148 x 3 (4) 0.148 x 3 525 1 2;610 1 2,610 1 2,610 1 450 1,985 1,985 1 1,985 THA218 18 1 % 173/is 51/z 1 2 — (4) 0.148 x 3 (2) 0.148 x 3 (4) 0.148 x 11/z — 1,45 1 Y60 1 1,460 11,110 1 1,110 1 " 10 IBC, TWA2i8-2 16 3Ya� 7"hs :8 . 2 -� (4)10:162 x 3�h (2} 0.162 31%z (6) 0:148 x 3 1A0 `,99 190 „ 90 1:51 1;5 [5`. FL, LA THA222-2 16 31/a 22-6 8 2 — (4) 0.162 x 31/z (2) 0.162 x 31/z (6) 0.148 x 3 — 1,950 1:995 1,995 — 1:490 1, 515 1,515 THA413 ° 18` %a' °13 4a 41h'' 2 (4};0.148 x 3-. = (2) 0.14,8(4)'0'14$ x 3 1.u3t3 1°,' 1,1 65 1,16 '1:165 THA418 16 35/a 171/2 77/a 2 — (4) 0.162 x 31/z (2) 0.162 x 31/z (6) 0.148 x 3 — 1,960 1;995 1,995 — 1.490 1,515 1;515 THA426 114 135/a 1 26 177/a I 2 . I — I(4) 0.162 x 3'/z1 (4) 0.162 x 31/z I(6) 0.162 x 31hJ — 12,43512,4351 2,435 1 — 12,095 12,0951 2,095 FL I THA426-2 114 1 71/4 1261/s1 93/4 1 2 1 — 1(4) 0.162 x 31/z1 (4) 0.162 x 31/z 1(6) 0.162 x 3'h( — 13,330 13,330 1 3,330 1 — 12,865 12,865 1 2,865 THA29 118 1 1 % 1911/is 1 51/a 1 — 191yi6 I — 1 (16) 0.148 x 3 1 (4) 0.148 x 3 1 525 12,26512,2651 2,265 1 450 11950 1 1950 1 1950 THA218 18 1 % 171A6 51/z — 17�is — (18) 0.148 x 3 (4) 0.148 x 3 855 2,450 2,450 2,450 735 2105 2105 2105 THA218-2 '16 3'!a 1711A. B' 141/+s (22} 0,.1621x 31h (6) f1. 62°x 31h 1 855 3;31f 31t1_ 3 is ",'': ,1,595 `2;8 5 2,8 5 45' ' IBC, - i .. < . _ I - FL, THA222-2 16 31/a 22�s 8 — 141/s — (22) 0.162 x 31/z (6) 0.162 x 31/z 1,855 3,310 133101 3,310 11,595 2:845 12,18145 2,845 LA THA418 116 1 TS/a 171/z 77/a 1 1141/s — (22) 0.162 x 31/z (6) 0.162 x 31/z 1,855 3,310 3:310 3,310 1595 2;845 2,845 2,845 , .1 Sx31✓(60162 X 31h #`92 22THA-422 ,163/0-3 2;° 1 lj3�� `t L THA426 14 3% 26 1 77/a 1 1161/% — (30) 0.162 x 3'/z (6) 0.162 x 3'/z 1,855 4,415 4,480 4,480 11,595 13,795 13,8551 3,855 THA426-2 14 71/a 261/s 93/4 — 18 — (38) 0.162 x 3'/z (6) 0.162 x 31/z 1,855 1 5,520 1 5,520 1 5,520 1,595 1 4,745 1 4,745 1 4,745 1. Uplift bads have been increased for earthquake or wind loading with no further increase allowed. Reduce where other loads govern. 2. Wind (160) is a download rating. 3. Min. top flange refers to the minimum length of strap that must be field -formed over the header. The tabulated bads for the THA29 with 11h" min. top flange are based on a single 2x carrying member; all other top -flange installation loads are based on a minimum 2-ply 2x carrying member. For 4x2 truss carrying members with double top chords, use the specified fasteners for full tabulated values. For single 4x2 top chord or nailer applications, refer to the Nailer Table. 4. Face -mount installation bads are based on a two-ply 2x carrying member minimum. For single 2x carrying members, use 0.148" x 11h" nails in the carrying member and tabulated fasteners in the carried member, and use 0.80 of the table value for 18 gauge, and 0.68 of the table value for 16 gauge and 14 gauge. 5. For the THA 2x models, one strap may be installed vertically according to the face -mount nail ng requirements and the other strap wrapped over the truss chord according to the top -flange nailing requirements (see drawing on p. 186) and achieve full tabulated top -flange installation loads. 6. Refer to installation instructions regarding fastener installation into carried Qoist) member. Based on the installation condition, nails will be installed either straight with straighted double -shear nailing tabs or slanted. 7. Fasteners: Nail dimensions in the table are listed diameter by length. See pp. 21-22 for fastener information. FL LUS/MUS/HUS/HHUS/HGUS Face -Mount Joist Hangers This product is preferable to similar connectors because of a) easier installation, b) higher loads, c) lower installed cost or a combination of these features. The double -shear hanger series, ranging from the fight -capacity LUS hangers to the highest -capacity HGUS hangers, feature innovative double -shear nailing that distributes the load through fiuo points on each joist rail for greater strength. This allows for fewer nails, faster installation and the use of all common nails for the same connection. For medium -load truss applications, the MUS offers a lower -cost alternative and easier installation than the HUS or THA hangers, while providing greater load capacity and bearing than the LUS. Material: See tables on pp. 194-195 Finish: Galvanized. Some products available in stainless steel or ZMAX® coating. See Corrosion Information, pp.13-15. Installation: • Use all specified fasteners; see General Notes. • Nails must be driven at an angle through the joist or truss into the header to achieve the table loads. 0-Not designed for welded or nailer applications. Options: • LUS and MUS hangers cannot be modified • Concealed flanges are not available for HGUS and HHUS • Other sizes available; consult your Simpson Strong -Tie representative Codes: See p.12 for Code Reference Key Chart Double -Shear Nailing Top View Double -Shear Nailing Side View Do not bend tab Dome Double-Shear Nailing Side View (Available on some models) 1' for 2x's 1'/e" for V. m~ pi e: C> �W B LUS28 H H US210-2 aV 4 �c sMUS28 e o:. 4 « yw HUS210 (HUS26, HUS28, and HHUS similar) HGUS28-2 Typical HUS26 Installation with Reduced Heel Height (multiple member fastening by Designer) 19 LUS/MUS/HUS/HHUS/HGUS Face -Mount Joist Hangers (cont.) 5S' SS Single 2x Sizes MUS26 4111AG 18 19AG 53i6 1 2 (6) 0.148 x 3 (6) 0.148 x 3 HUS26 45/a 16 15/s 5a/a 1 3 f1410.162 x 31/2 0 0.162 x 31/2 MUS28 I 65A6 18 1 a/ia 613As 2 (8) 0.148 x 3 (8) 0.148 x 3 HUS28 61/2 16 15/a 7 3 (22) 0.162 x 31/2 (8) 0.162 x 31/2 HGUS28 69A6 12 15/a 71/a 5 (36) 0.162 x 31/2 (12) 0.162 x 31/2 1. See table below for allowable loads. These products are available with additional corrosion protection. For more information, see p.15. For stainless -steel fasteners, see p. 21. Many of these products are approved for installation f with Strong -Drive® SD Connector screws. See pp. 335-337 for more information. 0 LUS26 1,165 865 990 1,070 1,355 1,165 935 1,070 1,150 1,475 865 635 725 785 1,000 IBC, FL, MUS26' .1,29 �s1,480; 1,560" - 1 00 ;: " 3 ,' 1,465 P1 560"` �)., ,�, -tL60 B1 ;955'''" 1,090" 'J,180 a,35 ,""'; LA HUS26 1,320 2,735 3,095 3,235 3,235 1,320 2,960 3:280 3.280 3,280 1,150 2,350 2,660 2:780 2,780 HGUS26 M. ° 4,340 �4,$50j `5,170,;�, 5,390 ` i75 �"4,690" 5,220 '5,39D: "2255' 5390 £#0" ' _3,225 "_":"o3',6E6 "� 3;870, 3,985"� IBC, FL LUS28 1,165 1,100 1,260 1,350 1725 1,165 1,195 1360 1465 1,730 865 810 925 1,000 1,270 °MU328 �7,3 `0 1;73b "=1;975i =2;723;' 22 5'""' . ,32'u' '�"1,875 ; 2135 11 -2255 11501-_T-1,270 �1,4�5 1,575�<� 11965 IBC FL, LA HUS28 1,760 4,095 4,095 1 4,095 4,095 1,760 4,095 4,095 4,095 4,095 1,480 3,520 1 3,520 3,520 3,520 H6US28 "1;50" ," ,275 7275`^ """7,275 ` 7,275 ' 1 fi5 ' 7"27'` ";7 7S 275' 7275 " 1:25 ^,670'x"'3;820'' 3;915`, 4,25 _ IBC, FL LUS210 1,165 1,335 1,530 1,640 21090 1,165 1,450 1,655 1,775 2,270 865 985 1,120 1,215 1,500 IBC, FL, HUS210 2 6 5 , 5450 „Sx e '' f130'= a 3? ' 2,635. ' i,395 5 780`, . ,B30 "'t 30" _. _ , :2,22G " ?,3BU " < 2,45� 63a 2,$2u ` LA HGUS210 2,090 91100 9.1GO 9,100 9,100 1 2,090 9100 9,100 9,,..0 9,100 1.545 6,340 6,730 6,730 6,730 1 IK, FL 1. For dimensions and fastener information, see table above. See table footnotes on p. 195. HHUS/HGUS See Hanger Options information on pp.98-99. HHUS - Sloped and/or Skewed Seat • HHUS hangers can be skewed to a maximum of 45° and/or sloped to a maximum of 45° • For skew only, maximum allowable download is 0.85 of the table load • For sloped only or sloped and skewed hangers, the maximum allowable download is 0.65 of the table load • Uplift loads for sloped/skewed conditions are 0.72 of the table load, not to exceed 2,475 lb. • The joist must be bevel -cut to allow for double shear nailing HGUS - Skewed Seat • HGUS hangers can be skewed only to a maximum of 45°. Allowable loads are: HGUS Seat Width Joist Down Load Uplift W < 2" Square 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 Acute -side apeciry angle Top View HHUS Hanger Skewed Right hoist must be bevel cut) All joist nails installed on the outside angle (non -acute side). 94 LUS/M US/H US/H H US/H G US SS P • These products are available with For stainl=6 Many of these products are approved for installation additional corrosion protection. steel fasteners, E with Strong -Drive° SD Connector screws. For more information, see p.15. see p. 21. See pp. 335-337 for more information. Double 2x Sizes HHUS26-2 4% 14 3-A6 53/e 3 (14) 0.162 x 31/z (6) 0.162 x 31/z 1,320 2,830 3,190 3,415 4,250 1,135 2,435 2,745 2,935 3,655 HGUS26-2 4Bii6 12 35/16 57A6 4 (20) 0.162 x 31/2 (8) 0.162 x 31/2 2,155 4,340 4,850 5,170 5,575 1,855 3,730 4,170 4,445 4,795 IBC, FL, LA LUS210-2 67/16 18 31/a 9 2 (8) 0.162 x 31/2 (6) 0.162 x 31/z 11,445 11,830 12,075 12,245 12,830 1;245 11,575 11,785 11,930 12,435 HHUS210-2 8N. 14 3%, 87/a 3 (30) 0.162 x 31/2 (10) 0.162 x 31h 3:550 1 5,705 1 6,435 1 6.485 1 6;485 1 3,335 1 4.905 1 5,340 1 5:GI60 1 5,190 HGUS210-2 I 89ti6 12 3-/AG 93A6 4 (46) 0.162 x 31h (16) 0.162 x 31h 4,095 9,100 9,100 9,100 9,100 3,520 7,460 7,825 7,825 7,825 Triple 2x Sizes ,HUUSZb-J )y4"Yi6,.. 4 1,(4UJ,U]bZX3V2,..(b)UJU16W,.4,(55, 4,340,4mu J,IfU qAO I'boo-;.J,('U, 40'U 4,44J' 4t!P IBC, FL, HGUS28-3 6%, 12.435Yf6 7Y4 .(36)Os162x3Yz (12)0.162x31h 3,235 7460:`,7,460 .Z460,,7,460 2itO, 6,415. 6A15 _6,415 -6,415, LA HHUS210-3 83/8 14 41346 87/a 3 (30) 0.162 x 31/2 (10) 0.162 x 31/z 3,405 5,630 6,375 6,485 6,485 2,930 4,840 5,485 5,575 5,575 FL HGUS210-3 8"As 12 415A6 91/4 4 (46) 0.162 x 31/2 (16) 0.162 x 31/2 4,095 9,100 9,100 9,100 9,100 3,520 7,825 7,825 7,825 7,825 11GUS212 3� ' 1051e ' 12'° 411e '103/a ' 4 " (56) 0162 x 3 z" `120) 0'. 6V x 3 a,C9r:' i 9 045' & 045� `9,045 4,900': t I80 ;',;k10� 7,/b� 7,78,,O" IBC,AFL, -HGUS214-3, .1 12% 12 414, 123/,a E° 4 (66) 0162 x 311z �. �22j Q.162x 3'Iz 5,695. 10,125 10,125 10125 10,125 4,900< 8,19Q 8;190 8,1$0 8,190" Quadruple 2x Sizes HGUS26-4:' - 51/2 , 12. '69A6 .5 s ;, 4 (20) 0162 x 31h' 8) 0.162 X 31z' - 2155 4,340 4,850 ' 05170 5,575, .1,855 3,730 4,170 4,445 4,795 IBC, FL, HGUS28-4 71/4 12 69A6 71A6 4 (36) 0.162 x 31h (12) 0.162 x 31h 3,235 7,460 7,460 7,460 7,460 2,780 6,415 6,415 6,415 6,415 1 LA HHUS210-4 83/a 14 61/a 87/a 3 (30) 0.162 x 31/z (10) 0.162 x 31h 3,405 5,630 6,375 6,485 6,485 2,930 4,840 5,485 5,575 5,575 FL HGUS2104 0 91/4 ,- 12 '0 93/,6_,:4 1 (46)0,162x31h>,�`(16).0.162x31h ,4,065�a9'100 9,100 91100 9,100 3,520',.7,825 7,825 17,825 7,825 4x Sizes FL, LA IBC, FL LUS48 43/a 18 1 39A6 63/a 1 2 (6) 0.162 x 31h 1 (4) 0.162 x 31/z ' 060 1,315 1,490 11,610 2,030 1 910 11,130 1,280 11,385 11,745 IBC, FL, HUS48 61/a 14 39A6 7 2 (6) 0.162 x 31/2 (6)0.162x3Y2 1020 1,580 1,790 1,930 2,415 1:135 1,360 1,540 1,660 2,075 LA HHUS48 61/z 14 3% 71h 3 (22) 0.162 x 31/z (8) 0.162 x 31/z 1;760 4,265 4,810 5,155 5,980 1,5115 3,670 4,135 4,435 5,145 HGUS48 67/6 12 35/s 71'A6 4 (36) 0.162 x 3Yz (12) 0.162 x 31h 3,235 7,460 7,460 7,460 7,460 2,780 16,415 6,415 6,415 6,415 HGUS412 107/16 112 3% 11031.1 4 1 (56) 0.162 x 31/z (20) 0.162 x 31/z 5,695 92045 1 9,045 19;04,51 91045 4:901 17,71801 7,780 1 -1,780 71780 HGUS414 117/i6 1 12 1 35/a 1127161 4 (66) 0.162 x 31h 1 (22) 0.162 x 31h 1 5,695 10,125 10,125 10,125 10,125 4,900 8,190 8,190 8,190 18,190 Double 4x Sizes IBC, FL, LA FL 1. Uplift bads have been increased for earthquake or wind loading with no further increase allowed. Reduce where other bads govern. 2. Wind (160) is a download rating. 3. Minimum heel height shown is required to achieve full table loads. For less than minimum heel height, see technical bulletin T-C-REDHEEL at strongtie.com. 4. Truss chord cross -grain tension may limit allowable loads in accordance with ANSI/TPI 1-2014. Simpson Strong -Tie® Connector Selector" software includes the evaluation of cross -grain tension in its hanger allowable bads. For additional information, contact Simpson Strong -Tie. 5. Loads shown are based on a two-ply 2x carrying member minimum for nailed hangers. With 3x carrying members, use 0.162" x 21h" nails in the header and 0.162" x 31h" in the joist, with no bad reduction. With single 2x carrying members, use 0.148" x 11h" nails in the header and 0.148" x 3" in the joist, and reduce the load to 0.64 of the table value. 6. Fasteners: Nail dimensions in the table are listed diameter by length. See pp. 21-22 for fastener information. 19 HTU Face -Mount Truss Hanger The HTU face -mount truss hanger has nail patterns designed specifically for shallow heel heights, so that full allowable loads (with minimum nailing) apply to heel heights as low as 37/a". Minimum and maximum nailing options provide solutions for varying heel heights and end conditions. Alternate allowable loads are provided for gaps between the end of the truss and the carrying member up to'/2" max. to allow for greater construction tolerances (maximum gap for standard allowable loads is Ma" per ASTM D1761 and D7147). See technical bulletin T-C-HANGERGAP at strongtie.com for more information. Material: 16 gauge Finish: Galvanized Installation: • Use all specified fasteners; see General Notes • Can -be installed filling round holes only or filling round and triangle holes for maximum values • See alternate installation for applications using the HTU26 on a 2x4 carrying member or HTU28 or HTU210 on a 2x6 carrying member for additional uplift capacity Options: - • HTU may be skewed up to 671/2'. See Hanger Options on pp. 98-99 for allowable loads. • See engineering letter L-C-HTUSD at strongtie.com for installation with Strong -Drive® SD fasteners. Codes: See p.12 for Code Reference Key Chart Min. heel height per table Many of these products are approved for installation with Strong -Drive SD Connector screws. See pp. 335-337 for more information. 13& HTU26 Typical HTU26 Minimum Nailing Installation y.N ., truss and carrying member HTU Installation for Standard Allowable Loads (for 1/z" maximum gap, use Altemate Allowable Loads.) Standard Allowable Loads (1/8" Maximum Hanger Gap) Single 2x Sizes Alternate Installation - HTU28 Installed on 2x6 Carrying Member (HTU210 similar) rlluZo(Nlax.l O%2 178 1uaYna I,tZU)U.104Xa,721 14U)U.NOx I72 , 110U7 G��4Uv „? 3Ri ".'U')U' f;yIU E I,11J7 G,JJV:t as 3. U 0y402 IBC HTU28 (Min.) 37/a 15/e 7'Ar 3'/z 1 (26) 0.162 x 31/z 1 (14) 0.148 x 11h 1,235 3,820 3.895 3,895 3,895 1 1,060 2,865 2,920 2,920 2,920 FL, HTU28 (Max.) 71/4 15/a 71/ia 31/s (26) 0.162 x 31/z (26) 0.148 x 1'/z 2,020 3,820 4,315 4,655 5,435 1,735 3,285 3,710 4,005 4,675 LA 'HTU210'(Min.) i ' 37/8 : 151a '9111s 31, ` (32) 0 162 X 31/i'_ (14) 0.148 x 11/z 1;330 4,3£1f1`; 4,30,d ' >,300 ; 4, 35 1;145 3 225° 3,2 5 3,225 ' .225 HTU210'(Max) , ,'' 91/a' ,1'S/a' 9'/ie 3'h' (32) 0J6201/z;i .`(32) 0.148 k1'/z , 3,315 4 Z05 ' 7�iti _'i,t30 :5_ 995' 2,850 4;0 5_' ct1 i `'4 3" 0 ,5,155 Double 2x Sizes HTU262 (Min.) 37/a) .346 "5316 .3'/z, � `(2Q) 0.162x 31h ' ,HT1126-2 (Max:) 0 51/z ; 35ha .'S7hs 31/2 , (20) 0.162x 31h.] a (20)-0.1 `x3. 9,17 2,9,40 �' "w.32 l: ,ar30 �, £ !` 1,870 2;530 �,855 , �?�"1°u j 3,855 ' HTU28-2 (Min.) 37/a 35AB 71/s 31/z (26) 0.162 x 31/z (14) 0.148 x 3 1,530 3,820 14,310 1 4,310 4,310 1,315 2,865 3,235 13,235 31235 IBL HTU28-2 (Max.) 71/4 3�a 7'A. 31/z (26) 0.162 x 31/z (26) 0.148 x 3 3,485 3,820 4,315 4,655 5,825 2,995 3,285 1'1kn , 4, 05 ,010- LA 1. The maximum hanger gap is measured between the joist (or truss) end and the carrying member. 2. Minimum heel heights required for full table bads are based on a minimum 2:12 pitch. 3. Uplift bads have been increased for earthquake or wind loading with no further increase allowed. Reduce where other bads govem. 4. Wind (160) is a download rating. 5. For hanger gaps between %" and 'h", use the Alternate Allowable Loads. 6. Truss chord cross -grain tension may limit allowable bads in accordance with ANSVfPI 1-2014. Simpson Strong -Tie® Connector Selector° software includes the evaluation of cross -grain tension in its hanger allowable bads. For additional information, contact Simpson Strong -Tie. 7. Loads shown are based on a minimum two-ply 2x carrying member. For single 2x carrying members, use 0.148" x 1'h" nails in the header and reduce the aflowable download to 0.70 of the table value. The allowable uplift is 100% of the table bad. 8. Fasteners: Nail dimensions in the table are listed diameter by length. See pp. 21-22 for fastener information. 96 HTU Face -Mount Truss Hanger (cont.) Many of these products are approved for installation with Strong -Drive® SD Connector screws. See pp. 335-337 for more information. Alternate Installation Table for 2x4 and 2x6 Member HTU26 (Min.) 37/a 1 (2) 2x4 (10) 0.162 x 31/2(14) 0.148 x 11/z 925 1 1,470 1 1,660 1 1,790 1 1,875 1 795 1 1,265 1 1,430 1 1,540 1,615 HTU26 (Max.) 51/z 1 (2) 2x4 (10) 0.162 x 31h (20) 0.148 x 1 % 1,240 1 1,470 1,660 1 1,790 1 2,220 1065 1 1,265 1 1,4.30 1 1,540 1,910 1 IBC 1. See table above for dimensions and additional footnotes. 2. Maximum hanger gap for the alternative instalation is 1h". 3. Wind (160) is a download rating. 4. Fasteners: Nail dimensions in the table are fisted diameter by length. See pp. 21-22 for fastener information. Alternative Allowable Loads (1/2" Maximum Hanger bap Single 2x Sizes HTU28 (Min.) 37/a 16/a 71% 31/z (26) 0.162 x 31/z (14) 0.148 x 11/z 1,110 3,770 3,770 - ` 3,770 ,.. r . 1 3,770 , . 955 2,825 2,825 2,825 °IBC, 2,825 FL, HTU28 (Max.) 71/4 16/a 71tie 31/2 (26) 0.162 x 31/z (26) 0.148 x 11/z 1,920 3,820 4,315 4,655 5,015 1,695 2,865 3.235 3,490 3,765 LA HT62 0.(Min.} si 3'la "' 4 ; 9.356"' 31h -(32} 0162 X 3"1/z (14) 0;148 x 1?h' 1 250 �3 600 (,34600., 3,60© 3;600 �'1,(i75-4 700` 2.700 2,700, 2,700 HTU210 (Max) ', 9'/4 15/a" 9' 6 31h .(32) 0.162 x 3'h (32) 0.148'x jl 3 255.. 4,705 `5,020" 5,020 5"020:, 2,800 "3530 3,760 3;765 3;765' Double 2x Sizes -HTU26-2 (Min.) ' "' '37/a'' °"3 a 5Tla,' ' 31/i" (20} 0.162'x 31/z {1'4) 9148 ic'3' 1 515 "2 9d01 ' 32t '3,500 3;5Q0 + 1,305" "2;205 2,205 2,205 2;205" HTU26-2 (Max.) . 51/z " 3'}46 " 51/6'�`` 31h (20} 0.162 x"31/�" (20) 0148 x 3.': 1,910 2 940 3, tf " 3;500 3;504' 1,645 2,265 2;205 2;205 2 205 HTU28-2 (Min.) 37/a 3-546 71'A6 31/z (26) 0.162 x 31/z (14) 0.148 x 3 1,490 3,820 3,980 3,980 3,980 1,280 2,865 2,985 2,985 2,985 113C, FL, HTU28-2 (Max.) 71/4 3-516 711A6 31/z (26) 0.162 x 31/z (26) 0.148 x 3 3,035 3,820 14,315 4,655 51520 2,610 2,865 3,235 3,490. 4:140 LA 1. The maximum hanger gap is measured between the joist (or truss) end and the carrying member. 2. Minimum heel heights required for full table bads are based on a minimum 2:12 pitch. 3. Uplift bads have been increased for earthquake or wind loading with no further increase allowed. Reduce where other bads govern. 4. Wind (160) is a download rating. 5. For hanger gaps between 1/a" and 1h", use the Alternate Allowable Loads. 6. Truss chord cross -grain tension may imit allowable bads in accordance with ANSVTPI 1-2014. Simpson Strong -Tie® Connector Selector® software includes the evaluation of cross -grain tension in its hanger allowable bads. For additional information, contact Simpson Strong -Tie. 7. Loads shown are based on a minimum two-ply 2x carrying member. For single 2x carrying members, use 0.148" x 1112" nails in the header and reduce the allowable download to 0.70 of the table value. The allowable uprift is 100% of the table bad. 8. Fasteners: Nail dimensions in the table are listed diameter by length. See pp. 21-22 for fastener information. • HU/HUC/HSUR/L Medium -Duty Face -Mount Hangers HU/HUC hangers may be installed on a masonry/concrete wall as described below. Additionally, HU hangers with one flange concealed may be installed similarly. HU and HUC products are heavy-duty face -mount joist hangers made from 14-gauge galvanized steel. • The HUC is a concealed flange (face flanges turned in) version of the HU. • HU is available with both flanges concealed, provided the W dimension is 25/16" or greater, at 100% of the table load. Specify HUC. • HU is available with one flange concealed when the W dimension is less than 25/15" at 100% of the table load. Specify as an `X' version and specify flange to conceal. • For any HU or HUC shown in this catalog, the user may substitute all face nails with 1/4" x 13/4" Titen® 2 screws (Model TTN2-25134H) for concrete and 1/4` x 23W Titen 2 screws (IViodel TTN2-25 234H) for GFCMU. Follow all installation instructions and use the loads from the sawn lumber or BNP sections. Material: 14 gauge Finish: Galvanized; ZMAX® and stainless steel available Installation: J • Attach the hangers to concrete or GFCMU walls using hex -head Titen 2 screws. Titen screws for GFCMU (1/4" x 23/4" — Model TTN2-25234H) and for concrete 0/4" x 1 3/4' — Model TTN2-25134H) are not provided with the hangers. • Drill the 3/15"-diameter hole to the specified embedment depth plus 1/2". • Alternatively, drill the 3/is"-diameter hole to the specified embedment depth and blow it clean using compressed air. • Caution: Oversized -diameter holes in the base material will reduce or eliminate the mechanical interlock of the threads with the base material and will reduce the anchor's load capacity. • Titen Installation Tool Kits are available. They include a 3/1e" drill bit and hex -head driver bit (Model TTNT01-RC); a 3/15" x 41/2" drill bit is also available (Model MDB18412). • A minimum edge distance of 11/2" and minimum end distance of 37/s" is required as showy, in Figure 1 for full uplift load. • Where no uplift load is required, a minimum end distance of 1 ,12" is oemitted. Codes: See p.12 for Code Reference Key Chart Concealed flanges HUC410 aN1_�2' . HU214 Figure 1 — HUC410 Installed on Masonry Block End Wall Figure 2 — HUC410 Installed on Masonry Block End Wall 23 HU/HUC/HSUR/L Medium -Duty Face -Mount Hangers (cont.) These products are available with additional corrosion protection. For more information, see p.15. Mo No. ` Fasteners-,- Fasteners Cn•) kllowabie Loatls GFCMU Concrete " Standard B " Concealed 6FCMU .. " Titen® 2 ' ' Concrete TRW' 2 Jmst"> Uplift �" (160) ' Down„ ,, (1001125) Uplift (160) Dow n (100/12 HU26 HU26X (4)1/4 x 21/4 (4) 1/4 x 13/4 (2) 0.148 x 11/z 335 1,000 335 1,545 HU28 >HU28X^ (6)'/ax23/4-"":{:",(6)1/4.x3/4"° (4)0.148x1'/z,11 545" _" 1,5D0,' 760 2A00 HU24-2 HUC24-2 (4) 1/4 x 23/4 (4)1/4 x 13/4 (2) 0.148 x 3 380 1,000 380 1,545 "HU26-2 `(Min.) " HUG `: ($}' 1/a x 231a •" " ($} 1/a x 7 3/4 (4) 0148 X 3 760 `2,000: 76,0 3,200 HU26 2 (Max:)' ." > ,HUC26 2 :(12)1l4 x 23/ab ; - (12)1l x;l3la f F(6) 0148 x 3 1135 3,000. • -1,135 3,950 HU26-3 (Min.) HUC26-3 (Min.) (8)1/4 x 23/a 1 (8)1/4 x 13/4 (4) 0.148 x 3 760 2,000 760 3,200 HU26-3 (Max.) HUG26.3 (Max.) (12)114 x 23/4 (12)1/4 x 13/4 (6) 0.148 x 3 1,135 3,000 1,135 3,950 HU28-2IMin3 HUC28-2 Win.)- (101" , x 23l "1,. (10)1/4 xi13/4 ": - �_d41>0.14$ z 3 760 .2.500-," 360= ' 3.725. HU210 HU21OX (8)1/4 x 23/4 (8)1/4 x 13/4 (4) 0.148 x 11/z 545. 2,000 760 2,415 HUC210 2 (M�n) <;E (14j 1Ln x j3la , ,(14)1/4 x'13/4 a ,; (6j 0 `148 x 3 ; : '.° =1,135 3,5001._ 1,135 4;920 , HU210?2 (Max) < ... , .. ,., ,.. HUC210 2 (Max ) � 4x24 (18) % 1 .. ,��. 1$ /4x (,)11314 {10) 0148 x 31 . y 800 � 4,500 `' ... ,. . 1 800 �... .u.v , 5 085 , HU210-3 (Min.) HUC210-3 (Min.) (14)114 x 23/4 (14)1/4 x 13/4 (6) 0.148 x 3 1,135 3,500 1,135 4,920 HU210-3 (Max.) HUC210-3 (Max.) (18)114 x 23/4 (18)114 x 13/4 (10) 0.148 x 3 1,800 4,500 1,800 5,085 HU212' HU212X, �(10)'1(a x 23/4 ' ' ` (10)1/4 x13/4 6) 01, 11h 1,135 2,500 t,135 2,6 65 ` HU212-2 (Min.) HUC212-2 (Min.) (16)114 x 23/4 (16)1/4 x 13/4 (6) 0.148 x 3 1,135 4,000 1,135 4,920 HU212-2 (Max.) HUG212-2 (Max.) (22)1/4 x 23/4 (22)1/4 x 13/4 (10) 0.148 x 3 1,350 5,085 1,350 5,085 HU212-3 (Min.) "' HUC2123 (Min.) " (16)1/4 k 23/.: (16)1/4, x_13fa " (6} a 148">< 3 "" `1;i35 4,000 "4;920 ' HU212 3 (Max) HUC212 3 (Max.} , '-" (22} 1a x 23/a' (22)114-x 13/4 � 1{10) 0.148 x 3 , 1,800 ,r 5,085,E 1 800 ", 5085, HU214 HU214X (12)114 x 23/4 (12)1/4 x 13/4 (6) 0.148 x 11/z 1,135 2,665 1,135 2,665 "t 1. 1A t.,: 1 61'J tt HU214-3 (Min.) HUC214 3 (Min.) (18)1/4 x 23/4 (18)1/4 x 13/4 (8) 0.148 x 3 1,515 4,500 1,515 1 5,085 HU214-3 (Max.) HUC214-3 (Max.) " (24)1/4 x 23/4 I (24)114 x 11/4 (12) 0.148 x 3 2,015 5,085 2,015 5,085 HU216:, HU216X (18)1la x,23/a . > ,. (18)?/4 x13/4 (8) 0.148 x11/z 11515,, 21920' HU216-2 (Min.) HUC216-2 (Min.) (20)1/4 x 23/4 (20)114 x 13/4 (8) 0.148 x 3 1,515 4,920 1,515 4,920 HU216-2 (Max.) HUC216-2 (Max.) (26)1/4 x 23/4 1 (26)1/4 x 13/4 (12) 0.148 x 3 2,015 5,085 2,015 5,085 HU216=3,(Mml 'HUC216-34Min,1 I 420i1/4x23/a , : 12011/�x.1a/a, (8i0.14843- 1.515 4,920"' ti 1,515_ `4.920 <. HU7 (Min.) (Not available) (12)1/4 x 23/4 (12)114 x 13/4 (4) 0.148 x 11/z 545 2,980 760 2,980 HU7 (Max.) (Not available) (16)1/4 x 23/4 (16) 1/4 x 13/4 (8) 0.148 x 11/z 1,085 3,485 1,085 3,485 HU9 ((Nm) " ` -(No available) �18) "% x 23/4 {1$)1Is x131a (6} 0148oX'11h " �1135 . , : 3,230"' 1;135 3,230 HU9 `(Max.) , " .: {Not available ; ) ; } (24}1/a x 23/a'., {24)1/a x�13/a (a0}=0:14$ x 11/z' =1445" ' 3,735� 1,'4453;735' HU11 (Min.) (Not available) (22)1/4 x 23/4 (2 2) 1/4 x 13/4 (6) 0.148 x 11/z 1,135 3,230 1,135 3,230 HU11 (Max.) (Not available) (30)1/4 x 23/4 (30)1/a x 13/4 (10) 0.148 x 11/2 1,445 3,735 .1,445 3,735 .HU14 (Min. ;(Not available) °(2?%a 3/a -.(28)1lax=3/4 801h• 115 ' 34858 HU14.(Max.) (Not available) -- (36)'!a x 23/a 1 (36} ?/a x'13/a (j4) 0148 xt11/z 2 015 ` 4,245 ' 2,075 4,245 U _Z z Z a 2 0 0 z cc 0 a 0 N m N U 38 STAGGER JOINTS - ED HEEL ROOF TRU55E5 PLAN ROOF SHEATHING- SEE SOFFIT/FASCIA- SEE ARC[ RAISED HEEL ROOF TRUSSES -SEE PLAN z Lu Lai O N RIBBON BOARD- < < 3 R SEE SCHEDULE w z LL Z FOR SPACING t _U Z z w La W W Cf U w RIBBON BOARD- SEE FASTENING TO w U < ¢ < N SCHEDULE FOR SPACING ! TRUSSES w LL 8 O FASTENING TO TRUSSES WALL SHEATHING -SEE PLAN Z w Z MIN. 15/32' CDX PLYWOOD OR o_ 1/16' OSB WITH 8d GUN NAILS U (0.131' X 2 1/2') 9 6' O.G. TO UPLIFT/SHEAR GYP. CEILING- UPLIFT/SHEAR ANCHOR MASONRY WALL- RIBBON BOARDS ANCHOR EACH SEE PLAN a EACH TRU55 - SEE 5/5KI SEE PLAN TRUSS- SEE PLAN SCHEDULE m� PLAN DO NOT FASTEN RIBBON BOARD NOTE: ADDIL FRAMING NOT INTO END GRAIN OF ROOF TRUSS MASONRY WALL- _ m SHOWN FOR CLARITY BOTTOM CHORD SEE PLAN _ ®�REVISI RAISED HEEL TRUSS BEARING A RAISED HEEL TRUSS BEARING B SCALE. NTS 5KI SCALE, NTS SKI RIBBON $GNEDULE DESIGN CRITERIA RIBBON MATERIAL RIBBON SPACING RIBBON ATTACHMENT Vult=165 MPH (2) 12d GUN (0.131' X 3') (Vasd=l28 MPH) 2X4 5PF02 24' TO EACH TRU55, (4) EXP. B, NAILS AT JOINTS ENCLOSED VulL=180 MPH (2) 12d GUN (0.131' X V) (Vasd=139 MPH) 2X4 5PF02 16, TO EACH TRUSS, (4) EXP. C, NAILS AT JOINTS ENCLOSED SHEET TITLE MON OEFAR FOR W DNEELROOFI MES SHEET INFORMATION: 111 Dd1F 45UEO: tl.Os.ld oRnvm er: I+EVIEWEoer: SK.I 9 c , Cafp6h 'A' D ' Wei ALPINE COMPANY COA #0 278 03/05/2021 ThIs, doamwd has-been W%&oWca5jsign94 wffled adrQ Ina Mg[W &Kto* voWon. Alpine, an ITW Company 6750 Forum Drive, Suite 305 Orlando, FL 32821 Phone: (800)755-6001 www.alpineitw.com Customer.• Carpenter Contractors of America Job Number., N333978 Job Description: 7A5/320,167EC,RJOI,/ 1672/ARIA/4EAB ELEV.0 Address., T� 51 5,31 RIN Pf M Design Code: FBC 7th Ed. 2020 Res IntelliVIEW Version: 20.02.00A JRef #: 1X3G89750037 Wind Standard: ASCE 7-16 Wind Speed (mph): 160 Design Loading (pso: 37.00 Buildin Type: Closed This package contains general notes pages, 22, truss drawing(s) and 4 detail(s). 1 064.21.1100.25090 Al 3 064.21.1100.25230 A2 5 064.21.1100.25199 A4 7 064.21.1100.25169 A6 9 064.21.1100.25121 ABG 11 064.'21.1100.24996 BI 13 064.21.1100.24652 C1GE 15 064.21.1100,24731 MV2 17 064.21.1100.25027 EJ7 19 064.21.1100.24872 CJ5 21 064.21.1100.24763 CJ1 123 A16015ENC160118 125 1 VALI 801601 f8 MA- ME 2 064.21.1100.24949 AIA 4 064.21.1100.25137 A3 6 064.21.1100.25168 A5 ,8 064.21.1100.24902 A7 10 064.21.1100.24825 A9G 12 064.21.1100-24668 132GE 14 064.21.1100.25185 MVI 16 064.21,1100.24574 V1 18 064.21.1100.24778 EJ7A 20 064.21.1100.24855 CJ3 22 064.2 1.1100;20340 HJ7 124 GBLLETIN01 18 126 1 VALTN160118 Florida Certificate of Product Approval #FL1 999 Printed 3/5/2021 11.'55:25 AM General Notes Truss Design Engineer Scope of Work, Design Assumptions and Design Responsibilities: The design responsibilities assumed in the preparation of these design drawings are those specified in ANSI/TPI 1, Chapter 2; and the National Design Standard for Metal Plate Connected Wood Truss Construction, by the Truss Plate Institute. The truss component designs conform to the applicable provisions of ANSI/TPI 1 and NDS, the National Design Specification for Wood Construction by AWC. The truss component designs are based on the specified loading and dimension information furnished by others to the Truss Design Engineer. The Truss Design Engineer has no duty to independently verify the accuracy or completeness of the information provided by others and may rely on that information without liability. The responsibility for verification of that information remains with others neither employed nor controlled by the Truss Design Engineer. The Truss Design Engineer's seal and signature on the attached drawings, or cover page listing these drawings, indicates acceptance of professional engineering responsibility solely for the truss component designs and not for the technical information furnished by others which technical information and consequences thereof remain their sole responsibility. The suitability and use of these drawings for any particular structure is the responsibility of the Building Designer in accordance with ANSI/TPI 1 Chapter 2. The Building Designer is responsible for determining that the dimensions and loads for each truss component match those required by the plans and by the actual use of the individual component, and for ascertaining that the loads shown on the drawings meet or exceed applicable building code requirements and any additional factors required in the particular application. Truss components using metal connector plates with integral teeth shall not be placed in environments that will cause the moisture content of the wood in which plates are embedded to exceed 19% and/or cause corrosion of connector plates and other metal fasteners. The Truss Design Engineer shall not be responsible for items beyond the specific scope of the agreed contracted work set forth herein, including but not limited to: verifying the dimensions of the truss component, calculation of any of the truss component design loads, inspection of the truss components before or after installation, the design of temporary or permanent bracing and their attachment required in the roof and/or floor systems, the design of diaphragms or shear walls, the design of load transfer connections to and from diaphragms and shear walls, the design of load transfer to the foundation, the design of connections for truss components to their bearing supports, the design of the bearing supports, installation of the truss components, observation of the truss component installation process, review of truss assembly procedures, sequencing of the truss component installation, construction means and methods, site and/or worker safety in the installation of the truss components and/or its connections. This document may be a high quality facsimile of the original engineering document which is a digitally signed electronic file with third party authentication. A wet or embossed seal copy of this engineering document is available upon request. Temporary Lateral Restraint and Bracing: Temporary lateral restraint and diagonal bracing shall be installed according to the provisions of BCSI chapters B1, B2, B7 and/or B10 (Building Component Safety Information, by TPI and SBCA), or as specified by the Building Designer or other Registered Design Professional. The required locations for lateral restraint and/or bracing depicted on these drawings are only for the permanent lateral support of the truss members to reduce buckling lengths, and do not apply to and may not be relied upon for the temporary stability of the truss components during their installation. Permanent Lateral Restraint and Bracing: The required locations for lateral restraint or bracing depicted on these drawings are for the permanent lateral support of the truss members to reduce buckling lengths. Permanent lateral support shall be installed according to the provisions of BCSI chapters B3, B7 and/or B10, or as specified by the Building Designer or other Registered Design Professional. These drawings do not depict or specify installation/erection bracing, wind bracing, portal bracing or similar building stability bracing which are parts of the overall building design to be specified, designed and detailed by the Building Designer. Connector Plate Information: Alpine connector plates are made of ASTM A653 or ASTM A1063 galvanized steel with the following designations, gauges and grades: W=Wave, 20ga, grade 40; H=High Strength, 20ga, grade 60; S=Super Strength, 18ga, grade 60. Information on model code compliance is contained in the ICC Evaluation Service report ESR-1118, available on-line at www. icc-es.ora. Fire Retardant Treated Lumber: Fire retardant treated lumber must be properly re -dried and maintained below 19% or less moisture level through all stages of construction and usage. Fire retardant treated lumber may be more brittle than untreated lumber. Special handling care must be taken to prevent breakage during all handling activities. Page 1 of 3 General Notes (continued) Key to Terms: Information provided on drawings reflects a summary of the pertinent information required for the truss design. Detailed information on load cases, reactions, member lengths, forces and members requiring permanent lateral support may be found in calculation sheets available upon written request. BCDL = Bottom Chord standard design Dead Load in pounds per square foot. BCLL = Bottom Chord standard design Live Load in pounds per square foot. CL = Certified lumber. Des Ld = total of TCLL, TCDL, BCLL and BCDL Design Load in pounds per square foot. FRT = Fire Retardant Treated lumber. FRT-DB = D-Blaze Fire Retardant Treated lumber. FRT-DC = Dricon Fire Retardant Treated lumber. FRT-FP = FirePRO Fire Retardant Treated lumber. FRT-FL = FlamePRO Fire Retardant Treated lumber. FRT-FT = FlameTech Fire Retardant Treated lumber. FRT-PG = PYRO-GUARD Fire Retardant Treated lumber. g = green lumber. HORZ(LL) = maximum Horizontal panel point deflection due to Live Load, in inches. HORZ(TL) = maximum Horizontal panel point long term deflection in inches, due to Total Load, including creep adjustment. HPL = additional Horizontal Load added to a truss Piece in pounds per linear foot or pounds. Ic = Incised lumber. FJ = Finger Jointed lumber. L/# = user specified divisor for limiting span/deflection ratio for evaluation of actual L/defl value. L/defl = ratio of Length between bearings, in inches, divided by the vertical Deflection due to creep, in inches, at the referenced panel point. Reported as 999 if greater than or equal to 999. Loc = Location, starting location of left end of bearing or panel point (joint) location of deflection. Max BC CSI = Maximum bending and axial Combined Stress Index for Bottom Chords for of all load cases. Max TC CSI = Maximum bending and axial Combined Stress Index for Top Chords for of all load cases. Max Web CSI= Maximum bending and axial Combined Stress Index for Webs for of all load cases. NCBCLL = Non -Concurrent Bottom Chord design Live Load in pounds per square foot. PL = additional Load applied at a user specified angle on a truss Piece in pounds per linear foot or pounds. PLB = additional vertical load added to a Bottom chord Piece of a truss in pounds per linear foot or pounds PLT = additional vertical load added to a Top chord Piece of a truss in pounds per linear foot or pounds. PP = Panel Point. R = maximum downward design Reaction, in pounds, from all specified gravity load cases, at the indicated location (Loc). -R = maximum upward design Reaction, in pounds, from all specified gravity load cases, at the identified location (Loc). Rh = maximum horizontal design Reaction in either direction, in pounds, from all specified gravity load cases, at the indicated location (Loc). RL = maximum horizontal design Reaction in either direction, in pounds, from all specified non -gravity (wind or seismic) load cases, at the indicated location (Loc). . Rw = maximum downward design Reaction, in pounds, from all specified non -gravity (wind or seismic) load cases, at the identified location (Loc). TCDL = Top Chord standard design Dead Load in pounds per square foot. TCLL = Top Chord standard design Live Load in pounds per square foot. U = maximum Upward design reaction, in pounds, from all specified non -gravity (wind or seismic) load cases, at the indicated location (Loc). VERT(CL) = maximum Vertical panel point deflection in inches due to Live Load and Creep Component of Dead Load in inches. VERT(CTL) = maximum Vertical panel point deflection ratios due to Live Load and Creep Component of Dead Load, and maximum long term Vertical panel point deflection in inches due to Total load, including creep adjustment. VERT(LL) = maximum Vertical panel point deflection in inches due to Live Load. VERT(TL) = maximum Vertical panel point long term deflection in inches due to Total load, including creep adjustment. W = Width of non -hanger bearing, in inches. Refer to ASCE-7 for Wind and Seismic abbreviations. Uppercase Acronyms not explained_ above are as defined in TPI 1. Page 2 of 3 References: 1. AWC: American Wood Council; 222 Catoctin Circle SE, Suite 201; Leesburg, VA 20175; www.awc.org. 2. ICC: International Code Council; www.iccsafe.org. 3. Alpine, a division of ITW Building Components Group Inc.: 514 Earth City Expressway, Suite 242, Earth City, MO 63045; www.alpineitw.com. 4. TPI: Truss Plate Institute, 2670 Crain Highway, Suite 203, Waldorf, MD 20601; www.tpinst.org. 5. SBCA: Wood Truss Council of America, 6300 Enterprise Lane, Madison, WI 53719; www.sbcindustry.com. Page 3of3 SEON: 49649 / COMN Ply: 1 Job Number: N333978 Cust: R 8975 JRef1X3G89750037 T18 / FROM: RWM Qty: 8 ,7A5/320 ,167EC ,RJ01 / 1672/ARIA/4EAB ELEV.0 DrvNo: 064.21.1100.25090 Truss Label: Al SSB / YK 03/05/2021 6'1"7 12'8"15 6'1'7 T 67'8 r- E7"1 �,1 100' 1' 9'4" = 5X5 E 38'8" Loading Criteria (psi) Wind Criteria Snow Criteria (Pg,Pf in PSF) TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA BCDL: 10.00 Risk Category: II Snow Duration: NA EXP: C Kzt: NA Des Ld: 37.00 Mean Height: 15.00 ft NCBCLL: 10.00 TCDL: 4.2 psf Building Code: Soffit: 0.00 BCDL:-5.0 psf FBC 7th Ed. 2020 Res. Load Duration: 1.25 MWFRS Parallel Dist: h to 2h TPI Std: 2014 Spacing: 24.0 " C&C Dist a: 3.87 ft Rep Fac: Yes Loc. from endwall: not in 9.00 ft FT/RT:20(0)/10(0) GCpi: 0.18 Plate Type(s): Wind Duration: 1.60 WAVE Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #1; Webs: 2x4 SP #3; W3,W4,W5 2x4 SP #2 N; Bracing (a) 1X4 #3SRB or better continuous lateral restraint to be equally spaced. Attach with (2) 8d Box or Gun nails(0.113"x2.5",min.). Restraint material to be supplied and attached at both ends to a suitable support by erection contractor. (a) or scab reinforcement may be used in lieu of CLR restraint. substitute (1) scab for (1) CLR and (2) scabs for (2) CLR'S where shown. Scab reinforcement to be same size, species, grade, and 80% length of web member. Attach with 0.128x3" gun nails @ 6" oc. Loading Truss passed check for 20 psf additional bottom chord live load in areas with 42"-high x 24"-wide clearance. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. 26111 32'6"9 38'8" 6'7"1 6'7"8 6'1"7 9,4" 28'8" 10, 1' 38'8" �+ Defl/CSI Criteria ♦ Maximum Reactions (Ibs) PP Deflection in loc Udefl U# Gravity Non -Gravity VERT(LL): 0.208 K 999 360 Loc R+ / R- / Rh / Rw / U / RL VERT(CL): 0.361 K 999 240 B 1660 /- /- /936 /301 /432 HORZ(LL): 0.076 J - - H 1660 /- /- /936 /301 /- HORZ(TL): 0.131 J Wind reactions based on MWFRS Creep Factor: 2.0 B Brg Width = 8.0 Min Req = 2.0 Max TC CSI: 0.531 H Brg Width = 8.0 Min Req = 2.0 Max BC CSI: 0.793 Bearings B & H are a rigid surface. Max Web CSI: 0.428 Bearings B & H require a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. VIEW Ver: 20.02.00A.1020.20 B - C 1446 - 3039 E - F 1102 -1959 C - D 1324 - 2761 F - G 1324 - 2761 D - E 1102 -1959 G - H 1446 - 3039 03/05/2021 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - L 2656 -1166 K - J 2199 - 829 L - K 2199 - 848 J- H 2656 -1147 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. L - D 520 -130 K - F 512 - 724 D - K 512 -724 F - J 520 -130 E - K 1316 - 593 "•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 pnor 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 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 Buildingp�Components Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the v,ro,,,,,J,,. truss in conformance with ANSI PI 1, or for handling, shipping,, installation and bracincl of trusses. A seal on this drawin or cover pagqe 675o Forum Drive listing this drawing indicates acceptance of professional enccLLmeenng responsibilittyv solely for the design shown. The suitability and use of th!s drawing for any structure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2. Suite 305 For more information see these web sites: Alpine: alpineitw.com' TPI: tpinst.org; SBCA: sbcindustry.com; ICC: iccsafe org; AWC: awc.org Orlando FL, 32821 SEQN: 49650 / COMN Ply: 1 Job Number: N333978 TDrwNo: R 8975 JRef:1X3G89750037 T23 / FROM: PFH Qty: 1 ,7A5/320 ,167EC ,RJ01 / 1672/ARIA/4EAB ELEV.0 064.21.1100.24949 Truss Label: A1A 1 DF 03/05/2021 21'1'12 1'9"12 7.10'14 12'1.92 17'10"4 19' " 26.6.4 30.9"2 38"" 7'10'14 4'2'141'S 2 F 5'4"8 + 4'2'14 7'10'14 -5F5 E G T2 NX4 64X4 T3 12 D H 6 � w9 5X5 5X5 CZ. T NR. B JA K 8'8" =4X6(A2) =5X14 =5X8 op =6X8 =5X74 =4X6(A2) 38.8" 1' T11'S 4'0"11 5'10"4 , 17"10 5'8" i 4'0"11 T11"5 1� T11"5 12' + 1T10"4—r 195 14 26'8" 30'8"11 21' ' Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.201 E 999 360 BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.375 E 999 240 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.100 L - - EXP: C Kzt: NA Des Ld: 37.00 Mean Height: 15.00 ft HORZ(TL): 0.186 L - NCBCLL: 10.00 TCDL: 4.2 psf Building Code: Creep Factor: 2.0 Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.739 Load Duration: 1.25 MWFRS Parallel Dist: h to 2h TPI Std: 2014 Max BC CSI: 0.793 Spacing: 24.0 " C&C Dist a: 3.87 ft Rep Fac: Yes Max Web CSI: 0.865 Loc. from endwall: not in 9.00 ft FT/RT:20(0)/10(0) GCpi: 0.18 Plate Type(s): Wind Duration: 1.60 WAVE VIEW Ver: 20.02.00A.1020.20 Lumber Top chord: 2x4 SP #1; T2,T3 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Webs: 2x4 SP #3; W6,W9 2x4 SP #2 N; Plating Notes All plates are 2X4 except as noted. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. + Bottom Chord section between vertcials may be removed. tjtrpF F1 ...Saab," . E IN q No. 648 °tea ova* COA # IIJ L 03/05/2021 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 1518 /- /- /936 /301 /432 J 1518 /- /- /936 1301 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 2.1 J Brg Width = 8.0 Min Req = 2.1 Bearings B & J are a rigid surface. Bearings B & J require a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - C 1366 - 2665 F - G 1495 - 2370 C - D 1312 - 2278 G - H 1355 - 2399 D - E 1328 - 2355 H - 1 1311 - 2276 E - F 1493 - 2326 I - J 1366 - 2665 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp B - U 2299 -1067 M - L 2298 -1049 U - T 2297 -1068 L - J 2300 -1048 R - N 1841 - 595 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp C - T 315 - 446 F - N 1047 - 722 T - R 2100 - 905 N - M 2114 - 888 E - R 387 - 251 M - 1 319 - 451 R - F 1050 - 747 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS quire extreme care in fabricating handling,shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building t Safety Information, by TPI and'SBCA) fsafety practices prior to performing these functions. Installers shall provide temporary. r BCSI. Unless noted otherwise, top chord shall have Pr roper attached structural sheathing and bottom chord shall have a properly ,iid ceiling Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or B10. ile. Apply plates to each face of truss and position as shown above and on the Joint Details, unless noted otherwise. Refer to 60A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Buildin truss in conformance with ANSI listing this drawin? indicates acci drawing for any structure is the rE For more information see these web deviation from this drawing, any failure to build the of trusses. A seal on this drawing or cover pa4e Dr the design shown. The suitability and use of this AL NE ANMCOWAW 6750 Forum Drive Suite 305 Orlando FL, 32821 SEQN: 49651 / SPEC Ply: 1 Job Number: N333978 Cust: R 8975 JRef:1X3G89750037 T17 / FROM: RWM Qty: 2 , A5/320 ,167EC ,RJ01 / 1672/ARIA/4EAB ELEV.0 DrwNo: 064.21.1100.25230 Truss Label: A2 SSB / DF 03/05/2021 6'1"7 12'8"15 19' 67"8 'r^ 6'3"1 �1' f 10, 10, Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-16 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Kzt: NA Des Ld: 37.00 Mean Height: 15.00 ft NCBCLL: 10.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: h to 2h Spacing: 24.0 " C&C Dist a: 3.87 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #1; Webs: 2x4 SP #3; W3,W4,W5 2x4 SP #2 N; Bracing (a) 1X4 #3SRB or better continuous lateral restraint to be equally spaced. Attach with (2) 8d Box or Gun nails(0.113"x2.5",min.). Restraint material to be supplied and attached at both ends to a suitable support by erection contractor. (a) or scab reinforcement may be used in lieu of CLR restraint. substitute (1) scab for (1) CLR and (2) scabs for (2) CLR'S where shown. Scab reinforcement to be same size, species, grade, and 80% length of web member. Attach with 0.128x3" gun nails @ 6" oc. Loading Truss passed check for 20 psf additional bottom chord live load in areas with 42"-high x 24"-wide clearance. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. 25'11"1 32'6"9 38'8" 6'11"1 r 6'7"8 6-177 =5X5 E 38'8" 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): 18'8" 2828-8" Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): 0.208 K 999 360 VERT(CL): 0.361 K 999 240 HORZ(LL): 0.076 J - - HORZ(TL): 0.131 J Creep Factor: 2.0 Max TC CSI: 0.531 Max BC CSI: 0.793 Max Web CSI: 0.427 VIEW Ver: 20.02.00A.1020.20 03/05/2021 t2 io 0 10, 1' 38'8"+ ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 1660 /- /- /936 /292 /427 H 1660 /- /- /936 /292 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 2.0 H Brg Width = 8.0 Min Req = 2.0 Bearings B & H are a rigid surface. Bearings B & H require a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - C 1415 - 3039 E - F 1069 -1960 C - D 1292 - 2761 F - G 1292 - 2761 D - E 1070 -1960 G - H 1415 - 3039 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - L 2656 -1142 K - J 2199 - 804 L - K 2199 - 824 J - H 2656 -1121 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. L - D 520 -130 E - K 1314 - 596 D-K 517 -723 F -J 520 -131 K - F 518 - 723 **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, handiin shipping, installing and bracing. , Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have proper)Y attached structural sheathing and bottom chord shall have a properly attached ri id ceiling Locations shown for permanent lateral restraint of webs shall have bracingA installed per BCSI sections B3, B7 or 1310, as applicable. Apply plates to each face oT truss and position as shown above and on the Join i 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 BuildinlgComponents Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the ANMCOMCANY truss in conformance with ANSI/TPI 1, or for handling, shipping,, installation and bracin of trusses. A seal on this drawin or cover pate 6750 Forum Drive listing this drawing indicates acceptance of professional engineering responsibilittyy solely -for the design shown. The suitability and use of This- - drawing for any sQructure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. • Suite 305 For more information see these web sites: Alpine: al ineilw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 49652 / HIPS Ply: 1 Job Number: N333978 Cust: R 8975 JRef:1X3G89750037 716 / FROM: RWM Qty: 2 , A5/320 ,167EC ,RJ01 / 1672/ARIA/4EAB ELEV.0 DrwNo: 064.21.1100.25137 Truss Label: A3 SSB / DF 03105/2021 0 Z33 T1014 17' 21'8" 30'9"2 7'10"14 i 9'1"2 4'8" +' 9,1"2 1' 10' 10. Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-16 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Kzt: NA Des Ld: 37.00 Mean Height: 15.00 ft NCBCLL: 10.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: h to 2h Spacing: 24.0 " C&C Dist a: 3.87 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; T2,T4 2x4 SP 2400f-2.OE; Bot chord: 2x4 SP #1; 132,133 2x4 SP 2400f-2.OE; Webs: 2x4 SP #2 N; W1,W6 2x4 SP #3; Bracing (a) 1X4 #3SRB or better continuous lateral restraint to be equally spaced. Attach with (2) 8d Box or Gun nails(0.113"x2.5",min.). Restraint material to be supplied and attached at both ends to a suitable support by erection contractor. (a) or scab reinforcement may be used in lieu of CLR restraint. substitute (1) scab for (1) CLR and (2) scabs for (2) CLR'S where shown. Scab reinforcement to be same size, species, grade, and 80% length of web member. Attach with 0.128x3" gun nails @ 6" oc. Loading Truss passed check for 20 psf additional bottom chord live load in areas with 42"-high x 24"-wide clearance. =5X5 =_5X5 D E 38'8" 38'8" T10"14 9'4" 9,4„ 10' 1 19'4" 28'8" 38'8" Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# Gravity Non -Gravity Pf: NA Ce: NA VERT(LL): 0.183 J 999 360 Loc R+ / R- / Rh / Rw / U / RL B 1716 /- /- /940 /309 /385 Lu: NA Cs: NA VERT(CL): 0.309 J 999 240 Snow Duration: NA HORZ(LL): 0.068 1 - - G 1716 /- /- /940 /309 /- HORZ(TL): 0.116 1 Creep Factor: 2.0 Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 2.0 Building Code: FBC 7th Ed. 2020 Res. Max TC CSI: 0.759 G Brg Width = 8.0 Min Req = 2.0 TPI Std: 2014 Max BC CSI: 0.739 Bearings B & G are a rigid surface. Rep Fac: Yes Max Web CSI: 0.592 Bearings B & G require a seat plate. FT/RT:20(0)/l0(0) Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Plate Type(s): Chords Tens.Comp. Chords Tens. Comp. VIEW Ver: 20.02.00A.1020.20 WAVE B - C 1592 - 3121 E - F 1617 - 2927 C - D 1617 - 2927 F - G 1593 - 3121 D - E 1280 - 2045 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - K 2718 -1300 J - 1 1979 - 765 K - J 1979 - 785 I - G 2718 -1280 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. C - K 501 - 443 E - 1 837 - 441 K - D 837 - 441 1 - F 501 - 443 it, .,y , 4S¢,°*a4, Wind Wind loads based on MWFRS with additional C&C No. 648 a member design. o° Wind loading based on both gable and hip roof types. o" a ATE OF ORVZ 03/05/2021 ""WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlingshipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI an r7 SBCA) r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have proper)% attached structural sheathing and bottom chord shall have a properly attachetl rigid ceiling Locations shown for permanent lateral restraint"of webs shall have-bracin installed p r BCSI sections B3, B7 or B10, as applrcabgle.. Apply pOates to each face oT truss and position as shown above and on the Join Details, un�ess 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 �,,, co,�",,,, truss in conformance with ANSVTPI 1, or for handling, shipping,, installation and bracincl of trusses. A seal on this drawingor cover pa a 6750 Forum Drive listing this drawing indicates acceptance of professional engineering responsibilit�yr solely -for the design shown. The suitabilitand use of this Suite For drawing for any structure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2.305 For,more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Odando FL, 32821 SEQN: 49653 / HIPS Ply: 1 Job Number: N333978 Cust: R 8975 JRef:1X3G8975o037 T15 / FROM: RWM Qty: 2 7A5/320 ,167EC ,RJ01 / 1672/ARIA/4EAB ELEV.0 DrwNo: 064.21.1100.25199 Truss Label: A4 SSB / DF 03/05/2021 7'1014 15' 23'8" 30'9"2 38,8" 7'10"14 7,1"2 8'8" T1'T 7'10"14 '7 e5DX5 T3 �5E5 12 6 g5X5 �5F5 o C r W -Co W1 B G A � H 8'8" 4X6(A2) =6X6 B2 =6X6 B3 =6X6=4X6(A2) 38'8" �1' 10, 9'4" 9'4" 10, 1 10' 19W 28'8" 38'8" Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# Gravity Non -Gravity TCDL: 7.00 Speed: 160 mph PE NA Ce: NA VERT(LL): 0.194 J 999 360 Loc R+ / R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.333 J 999 240 B 1694 /- A /938 /319 /344 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.068 1 - - G 1694 /- /- /938 /319 /- EXP: C Kzt: NA Des Ld: 37.00 HORZ(TL): 0.116 I Wind reactions based on MWFRS Mean Height: 15.00 ft B Br Width = 8.0 Min Re NCBCLL: 10.00 TCDL: 4.2 psf Building Code: Creep Factor: 2.0 9 q = 2.0 Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.939 G Brg Width = 8.0 Min Req = 2.0 Load Duration: 1.25 MWFRS Parallel Dist: h to 2h TPI Std: 2014 Max BC CSI: 0.744 Bearings B & G are a rigid surface. Bearings B & G require a seat plate. Spacing: 24.0 " C&C Dist a: 3.87 ft Rep Fac: Yes Max Web CSI: 0.496 Members not listed have forces less than 375# Loc. from endwall: not in 9.00 ft FT/RT:20(0)/l0(0) Maximum Top Chord Forces Per Ply (Ibs) GCpi: 0.18 Plate Type(s): Chords Tens.Comp. Chords Tens. Comp. Wind Duration: 1.60 WAVE VIEW Ver: 20.02.00A.1020.20 B - C 1729 - 3051 E - F 1748 - 2859 Lumber C - D 1748 -2859 F - G 1729 -3051 Top chord: 2x4 SP #2 N; T3 2x4 SP #1; D - E 1464 -2203 Bot chord: 2x4 SP #1; B2,B3 2x4 SP 2400f-2.OE; Webs: 2x4 SP #2 N; W1,W6 2x4 SP #3; Maximum Bot Chord Forces Per Ply (Ibs) Loading Chords Tens.Comp. Chords Tens. Comp. Truss passed check for 20 psf additional bottom chord B - K 2649 -1413 J -1 2086 -1029 live load in areas with 42"-high x 24"-wide clearance. K - J 2086 -1048 I - G 2649 -1393 Wind Wind loads based on MWFRS with additional C&C Maximum Web Forces Per Ply (Ibs) member design. _ Webs Tens.Comp. Webs Tens. Comp. Wind loading based on both gable and hip roof types. C - K 405 -360 E - I 712 -314 ��d K - D 712 - 314 I - F 405 -360 t EN 0 No. 64 a m a E 0� Ai"lFae. COA# 03/05/2021 **WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING **IMPORTANT'* FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. , Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) for sa�ety to these functions. Installers practices prior performing shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have properlyy attached structural sheathing and bottom chord shall have a properly attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or B10, as applicable. Apply plates to each face oT 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 Buildin$QComponents Group Inc. shall not.be responsible for any deviation from this drawing, any, failure to build the MN CCWANY truss in conformance with ANSI/TPI 1, or for handling, shipping, • installation and bracingg.. of trusses. A seal on this drawin or cover pa a 6750 Forum Drive listing this drawing indicates acceptance of professional enWeenng responsibilitty�r solely or -the design shown. The suitabili y and use of This Suite Fos drawing for any structure is the responsibility of the Building Designer per ANSIlTPI 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: 49654 / HIPS Ply: 1 Job Number. N333978 Cust: R 8975 JRef:1X3G89750037 T14 / FROM: RWM Qty: 2 7A5/320 ,167EC ,RJ01 / 1672/ARIA14EAB ELEV.0 DrwNo: 064.21.1100.25168 Truss Label: A5 SSB ! DF 03/05/2021 6'9"4 13' 19'4" 25'8" 31'10"12 388" 6'9"4 6'2"12 6'4" 6'4" 6'2"12 6'9"4 �a5X5 1112X4 =5X5 D E F 12 6 e2X4 w C 02X4 O G N ro W3 B A H I8,8„ 4X6(A2) =6X6 =5X8 =6X6=4X6(A2) 38'8" 10' 9'4" 9'4" 10, 1 10' 19'4" 28'8" 38,8" Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc L/defl L/# Gravity Non -Gravity TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.220 E 999 360 Loc R+ / R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.382 E 999 240 B 1665 /- /- /931 /699 /303 BCDL: 10.00 Risk Category: 11 Snow Duration: NA HORZ(LL): 0.075 J - - H 1665 /- /- /931 /699 A EXP: C Kzt: NA Des Ld: 37.00 Mean Height: 15.00 ft HORZ(TL): 0.130 J Wind reactions based on MWFRS NCBCLL: 10.00 Building Code: Creep Factor: 2.0 TCDL: 4.0 psf B Brg Width = 8.0 Min Req = 2.0 Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.535 H Br Width = 8.0 Min Re 9 q = 2.0 Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Max BC CSI: 0.797 Bearings B & H are a rigid surface. Spacing: 24.0 " C&C Dist a: 3.87 ft Rep Fac: Yes Max Web CSI: 0.565 Bearings B & H require a seat plate. Loc. from endwall: not in 9.00 ft FT/RT:20(0)/10(0) Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) GCpi: 0.18 Plate Type(s): Chords Tens.Comp. Chords Tens. Comp. Wind Duration: 1.60 WAVE VIEW Ver: 20.02.00A.1020.20 Lumber B - C 1934 - 3031 E - F 1860 - 2498 Top chord: 2x4 SP #2 N; C - D 1844 - 2775 F - G 1844 - 2775 D - E 1860 -2498 G - H 1934 -3031 Bot chord: 2x4 SP #1; Webs: 2x4 SP #3; W3,W5 2x4 SP #2 N; Maximum Bot Chord Forces Per Ply (Ibs) Loading Chords Tens.Comp. Chords Tens. Comp. Truss passed check for 20 psf additional bottom chord B - L 2643 -1613 K - J 2172 -1247 live load in areas with 42"-high x 24"-wide clearance. L - K 2172 -1267 J - H 2643 -1594 Wind Wind loads based on MWFRS with additional C&C Maximum Web Forces Per Ply (Ibs) member design. Webs Tens.Comp. Webs Tens. Comp. Wind loading based on both gable and hip roof types. C - L 385 -333 K - F 470 - 357 i laJpp L - D 573 -188 F - J 573 -188 D - K 470 - 357 J - G 385 - 333 E - K 536 - 353 a No. 646 a 8 • 4 .fig SATE OF • /epy�, ppeq �= ®� b7 R wow �AL COA # 03/05/2021 **WARNING- READ AND FOLLOW ALL NOTES ON THIS DRAWING! '"IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition Component Safety Information, by TPI SBCA) for of BCSI (Building an c7 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 permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, _ as applicable. Apply plates to each face, of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. �� �LPPII NN Alpine, a division of ITW BuildinlComponents Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the ANMCOMPANY truss in conformance with ANSI 1, for handling, or shipping,, installation and bracinnnof trusses. A seal on this drawing or cover pa a 6750 Forum Drive listing this drawing indicates acceptance of professional engineering responsibilitty�r solely for the design shown. The suitability and use of this drawing for any structure is the responsibility of the Building -Designer per ANSIrr% 1 Sec .2. Suite 305 For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ]CC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 496551 HIPS Ply: 1 Job Number. N333978 R 8975 JRef:1X3G89750037 T12 ! FROM: RWM Qty: 2 7A5/320 ,167EC ,RJ01 / 1672/ARIA/4EAB ELEV.0 T No: 064.21.1100.25169 Truss Label: A6 / DF 03/05/2021 5'927'8" 32'10"12 38'8" 5'94 5'2'12 6' 8'8" 5'2"12 5'9"4 :5X5 =_ 5X5 E�z 5X5 D E T3 F 12 T 6 � �2X4 W �2X4 o C (a) (a) G n W3 fo m B H A 1 �e'8" 4X6(A2) L K J= 5X5 = 5X8 = 5X5 =4X6(A2) 38'8" �1' 10' 9'4" 9'4" 10, 1 10' 19'4" 28'8" 38'8" Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# Gravity Non -Gravity TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.236 E 999 360 Loc R+ / R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.417 E 999 240 B 1627 /_ /_ /918 /701 /263 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.074 J - - H 1627 /- /- /918 /701 /- EXP: C Kzt: NA Des Ld: 37.00 Mean Height: 15.00 ft HORZ(TL): 0.131 J Wind reactions based on MWFRS NCBCLL: 10.00 Building Code: Creep Factor: 2.0 TCDL: 4.0 psf B Brg Width = 8.0 Min Req = 1.9 Soffit: 0.00 FBC 7th Ed. 2020 Res. Max TC CSI: 0.832 BCDL: 5.0 psf H Br Width = 8.0 Min Re 1.9 g q = Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Max BC CSI: 0.731 Bearings B & H are a rigid surface. Spacing: 24.0 " C&C Dist a: 3.87-ft Rep Fac: Yes Max Web CS 1: 0.575 Bearings B & H require a seat plate. Loc. from endwall: not in 9.00 ft FT/RT:20(0)/10(0) Members not listed have forces less than 375# 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 2112 -2963 E - F 2286 -2820 Top chord: 2x4 SP #2 N; T3 2x4 SP #1; C - D 1978 - 2697 F - G 1982 - 2700 D - E 2329 -2850 G - H 2108 -2960 Bot chord: 2x4 SP #1; Webs: 2x4 SP #3; W3,W5 2x4 SP #2 N; Maximum Bot Chord Forces Per Ply (Ibs) Bracing Chords Tens.Comp. Chords Tens. Comp. (a) 1X4 #3SRB or better continuous lateral restraint to B - L 2588 -1780 K - J 2288 -1495 be equally spaced. Attach with (2) 8d Box or Gun L - K 2282 -1505 J - H 2585 -1756 nails(0.113"x2.5",min.). Restraint material to be supplied and attached at both ends to a suitable support by erection contractor. Maximum Web Forces Per 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 462 -70 K - F 639 -598 for (2) CLR'S where shown. Scab reinforcement to be same size, species, grade, and 80% length of web t �018lSl member. Attach with 0.128x3" nails @ 6" cc. t+ D - K 682 -662 F - J 461 -62 E - K 734 -495 gun �t Loading ,®® t,+ f Truss passed check for 20 psf additional bottom chord live load in 42"-high 24"-wide ++ ®+ areas with x clearance. °a a Wind + No. 648 � Wind loads based on MWFRS with additional C&C o ■ member design.. a °a r Wind loading based on both gable and hip roof types. , + .� AYE OF �' 0 %' �+'++ss a"*2,0 COA # jAL 03/05/2021 "WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING **IMPORTANT'* FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition Component Safety Information, by TPI SBCA) for of BCSI (Building an c� safety practices prior to performing these functions. Installers shall provide bracing per BCSI. Unless noted otherwise, top chord shall have attached structural sheathing and bottom temporary have properly chord shall a properly attached riccl1id ceiling Locations shown for permanent lateral restraint o webs shall have bracing installed per BCSI sections B3, B7- or B10, as applicab-le.- Apply plates to each face oT truss and position as shown above and on the Join QDetails, 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 Buildingg Components Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the ANMCOMPANY truss m conformance with ANSIl. PI 1, for handling, installation or shipping,. and bracin of trusses. A seal on this drawing or cover pa a 6750_Forum Drive listing this drawing indicates acceptance of professional en meenng responsibility solely -for the design shown. The suitabiligy and use of this drawing for any structure is the responsibility of the BuildingUesigner per ANSVTPI 1 Sec.2. Suite 305 For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindusl .com; ]CC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 49656 / HIPS Ply: 1 Job Number: N333978 Cust: R 8975 JRef:1X3G89750037 T11 / FROM: RWM Qty: 2 7A5/320 ,167EC ,RJ01 / 1672/ARIA/4EAB ELEV.0 DrwNo: 064.21.1100.24902 Truss Label: A7 SSB / WHK 03/05/2021 9' 7' 21'8" 29'8" 38'8" i 9' q 8 8' 9, �6C6 T2 =5pT35 =04 s6X6 F 6 T 12 T W o (a) (a) u� v W5 TB G In A � H =4X6(A2) =6X6 =5X5 =6X6=4X6(A2) � 38'8" �'1 1 p 9,4„ 9,4„ 10, 1 10' 19'4" 28'8" 38'8" Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Def1/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): 0.229 J 999 360 Loc R+ / R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.427 J 999 240 B 1518 /- A /900 /703 /222 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.075 1 - - G 1518 /- /- /900 /703 /- EXP: C Kzt: NA Des Ld: 37.00 Mean Height: 15.00 ft HORZ(TL): 0.140 1 - - Wind reactions based on MWFRS NCBCLL: 10.00 Building Code: Creep Factor: 2.0 B Brg Width = 8.0 Min Req = 1.8 TCDL: 4.0 psf G Br Width = 8.0 Min Re Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.906 9 q = 1.8 Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Max BC CSI: 0.794 Bearings B & G are a rigid surface. Bearings B & G require a seat plate. Spacing: 24.0 " C&C Dist a: 3.87 ft Rep Fac: Yes Max Web CSI: 0.280 Members not listed have forces less than 375# Loc. from l: not in 9.00 ft FT/RT:ype(s 10(0) Maximum Top Chord Forces Per Ply (Ibs) GCo Plate Type(s): Cpi:end0. Chords Tens.Comp. Chords Tens. Comp. 1.6 Wind Duration: 1.60 WAVE VIEW Ver: 20.02.00A.1020.20 Lumber B - C 2172 -2622 E - F 2160 -2395 C - D 2160 - 2395 F - G 2172 - 2621 Top chord: 2x4 SP #1; T2,T3 2x4 SP #2 N; D - E 2774 -3079 Bot chord: 2x4 SP #1; Webs: 2x4 SP #3; W2,W5 2x4 SP #2 N; Maximum Bot Chord Forces Per Ply (Ibs) Bracing Chords Tens.Comp. Chords Tens. Comp. (a) 1X4 #3SRB or better continuous lateral restraint to B - K 2256 -1787 J - 1 3036 -2492 be equally spaced. Attach with (2) Sd Box or Gun K - J 3034 -2506 I - G 2256 -1766 nails(0.113"x2.5",min.). Restraint material to be supplied and attached at both ends to a suitable support by erection contractor. Maximum Web Forces Per Ply (Ibs) (a) 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 687 -389 E - I 869 765 for (2) CLR'S where shown. Scab reinforcement to be 389 869 K - D 8-I - F - 391 same size, species, grade, and 80% length of web aif#$0 member. Attach with 0.128x3" gun nails @ 6" oc. �� Wind o.®m.ov®,n ^d,tA� /¢ Wind loads based on MWFRS with additional C&C go, 4dgy ��j� member design..60 Wind loading based on both gable and hip roof types. °No. 648 b b 66$ A% E F $O }��y t '����14 i COA 40®M. 03/05/2021 -WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! "`IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI � SBCA) for an safPety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have proper1r attached structural sheathing and bottom chord shall have a properly attachetl ri id ceilin Locations shown for ermanent lateral restraint of webs shall have bracing installed per BCSI s ctions B3, B7 or 1310, as applicable. Applgy plates to each face of truss and position as shown above and on -the Join QDetails, unless notedPotherwise. Refer to • drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. ALPINE A ping, a division of ITW Buildin Components Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the ANMVCOWA truss m conformance with ANSI/r} PI 1, or for handling, shipping, installation.and bracing trusses. A • of seal on this drawingor cover pa a 675o Forum Drive listing this drawing indicates acceptance of professional enpmeenng responsibili(� solely for the design shown. The suitabilifand use ofQ is- - drawing for any structure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2. Suite 305 For more information see these web sites: Alpine: al ineilw.com; TPI: t inst.or ; SBCA: sbcindusl .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 49669 / SPEC Ply: 1 Job Number: N333978 Cust: R 8975 JRei:1X3G89750037 T3 / FROM: RDP Qty: 1 7A6/320 ,167EC ,RJ01 / 1672/ARIA/4EAB ELEV.0 DtM 064.21.1100.25121 Truss Label: ABG SSB / DF 03/05/2021 7' 12'4" 21' 26'1"l2 31'8" 38'8" 7' 5'4" 8'8" 5'1"12 5'6"4 7' 12 -5C5 =4XD4 T2 =SS0712 =4F4 T3 =5C5 T 6 T (a) W M B 1 � A t7 H v 1 4X6(A2) 81 =H0710 82 =8X8 III 3X6L =-4X4 =5X5=3X6(A1) 21' 5' 12'8" 8'8" 4'4" 4'10"4 4'9"12 8' 8' 16'8" 21' 25'10"4 30'8" 38'8" Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udell U# Gravity Non -Gravity TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.086 N 999 360 Loc R+ / R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.161 N 999 240 B 1674 /- /- /- /829 /- BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.021 M - - L 2709 /- /- /- /1293 /- EXP: C Kzt: NA Des Ld: 37.00 HORZ(TL): 0.040 M - K 504 /- /- /- /204 /- Mean Height: 15.00 ft NCBCLL: 10.00 Building Code: Creep Factor: 2.0 TCDL: .2 psf H 386 /- /- /- /177 /- Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.924 Wind reactions based on MWFRS Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 TPI Std: 2014 Max BC CSI: 0.725 B Brg Width = 8.0 Min Req = 1.5 L Brg Width = 8.0 Min Req = 3.8 Spacing: 24.0 " Re Fee: Varies b Ld Case Max Web CSI: 0.724 P 9 C&C Dist a: 3.87 ft P Y K Brg Width = 8.0 Min Req = 1.5 Loc. from endwall: not in 4.50 ft FT/RT:20(0)/10(0) H Brg Width = 8.0 Min Req = 1.5 GCpi: 0.18 Plate Type(s): Bearings B, L, K, & H are a rigid surface. Wind Duration: 1.60 WAVE HS 18SS VIEW Ver: 20.02.00A.1020.20 Bearings B, L, K. & H require a seat plate. Lumber Wind Members not listed have forces less than 375# Top chord: 2x4 SP #2 N; T2,T3 2x4 SP 2400f-2.OE; Wind loads and reactions based on MWFRS. Maximum Top Chord Forces Per Ply (Ibs) Bot chord: 2x4 SP #2 N; 81 2x4 SP 2400f-2.OE; Wind loading based on both gable and hip roof types. Chords Tens.Comp. Chords Tens. Comp. 82 SS; Webs:bs: 2x4x4 SP #3; W4 2x4 SP #2 N; B - C 1495 - 2998 D - E 399 -1036 C - D 1336 -2840 E - F 638 -335 Bracing (a) 1X4 #3SRB or better continuous lateral restraint to Maximum Bot Chord Forces Per Ply (Ibs) be equally spaced. Attach with (2) 8d Box or Gun Chords Tens.Comp. Chords Tens. Comp. nails(0.113"x2.5",min.). Restraint material to be supplied and attached at both ends to a suitable support by B - N 2612 -1278 L - K 463 959 463 959 erection contractor. N - M 2612 -1375 K - J - (a) or scab reinforcement may be used in lieu of CLR M - L 463 - 960 restraint. substitute (1) scab for (1) CLR and (2) scabs for (2) CLR'S where shown. Scab reinforcement to be tta�d0ilP9 Maximum Web Forces Per Ply (Ibs) same size, species, grade, and 80% length of web member. Attach with 0.128x3" gun nails @ 6" oc. FIL Webs Tens.Comp. Webs Tens. Comp. / Special Loads C - N 857 -214 E - L 1325 -2526 N - D 462 0 E - K 437 -158 e� , ----(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) •° , +tr {may D - M 1257 -1872 K - F 356 -665 TC: From 56 plf at -1.00 to 56 plf at 7.00 ° n °• M - E 2560 -1110 F - J 806 - 357 TC: From 28 plf at 7.00 to 28 plf at 21.00 TC: From 56 plf at 21.00 to 56 plf at 39.67 �(�* �Q $ a a BC: From 20 plf at 0.00 to 20 plf at 7.03 a a BC: From 10 plf at 7.03 to 10 plf at 19.06 ° s BC: From 20 plf at 19.06 to 20 plf at 38.67 TC: 214 lb Conc. Load at 7.03 TC: 174 lb Conc. Load at 7.06, 9.06,11.06,13.06 uT E OF oaaC�° 15.06,17.06 * e� TC: 177 lb Conc. Load at 19.06 �! BC: 489 lb Conc. Load at 7.03 � 4[0RVO BC: 126lb Conc. Load at 9.06,11.06,13.06,15.06 OQ6�� 60 17.06,19.06 V. COA #0 03/05/2021 **WARNING- READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition Component Safety Information, of BCSI (Building bV 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 B10, as applicable. Apply prates to each face of truss and positron as shown above and on the Join Details, unless noted otherwise. Refer to drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. ALPINE drawing, Alpine, a division of ITW Buildin$QComponents Group Inc. shall not, be responsible for any deviation from this drawing, any failure to build the ANNWCOMPANY truss. in ANSI/TPI 1, for conformance with or handling, shipping,, Installation and bracinlgof trusses. A seal on this or cover pa a 675o Forum Drive listing this drawing indicates acceptance of professional engineering responsibilit�yy solely or the design shown. The suitability and use -of tttis - - Suite 3o5 drawing for any structure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2. For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ]CC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 49670/ HIPS Ply: 1 Job Number: N333978 Cusl: R8975 JRef:1X3G89750037 T22 / FROM: RDP City: 1 7A5/320 ,167EC ,RJ01 / 1672/ARIA/4EAB ELEV.0 DrwNo: 064.21.1100.24825 �SSB Truss Label: A9G / FV 03/05/2021 7' 17' 26'4" 31'8" 38'8" 7' 10, 9'4" 5'4" 7' =6X12 111 =8XD10 TE =6F6 C8 T2 12 T 6� T c� (a) W m (a) B G v l A a_a H 1e,a„ 4X6(A2) B1 1112X4 =5X5 1112X4 =6X8 1115X5J =5X5=3X6(A1) 26'4" 12'4" �1' 7'1"12 4'10"4 5' 5'8" 3'8„ 5'0"8 7'3"8 1'I 7'1"12 12' 17' 22'8" 26'4" 31'4"8 38'8" Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Deft/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# Gravity Non -Gravity TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.147 M 999 360 Loc R+ / R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.277 M 999 240 B 1749 /- !- /- /804 /- BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.053 K - - J 4106 /- /- /- /1847 /- EXP: C Kzt: NA Des Ld: 37.00 HORZ(TL): 0.101 K - G 252 /- /- /- /131 /- Mean Height: 10.51 ft NCBCLL: 0.00 TCDL: 4.2 psf Building Code: Creep Factor: 2.0 Wind reactions based on MWFRS Soffit: 0.00 FBC 7th Ed. 2020 Res. Max TC CSI: 0.788 B Brg Width = 8.0 Min Req = 2.1 BCDL: 5.0 psf J Brg Width = 8.0 Min Req = 5.7 Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 TPI Std: 2014 Max BC CSI: 0.975 G Brg Width = 8.0 Min Req = 1.5 Spacing: 24.0 " C&C Dist a: 3.87 ft Rep Fac: No Max Web CSI: 0.866 Bearings B, J. & G are a rigid surface. Loc. from endwall: NA FT/RT:20(0)/10(0) Bearings B, J, & G require a seat plate. GCpi: 0.18 Plate Type(s): Members not listed have forces less than 375# Wind Duration: 1.60 WAVE VIEW Ver: 20.02.o0A.1020.20 Maximum Top Chord Forces Per Ply (Ibs) Lumber Chords Tens.Comp. Chords Tens. Comp. Top chord: 2x4 SP #2 N; T2,T3 2x6 SP SS; B - C 1490 -3257 C - D 1241 -2997 Bot chord: 2x4 SP #2 N; 131 2x4 SP #1; Webs: 2x4 SP #3; W6 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 - N 2856 -1286 L - K 2796 -1324 be equally spaced. Attach with (2) 8d Box or Gun N - M 2881 -1290 K - J 786 -1809 nails(0.113"x2ff%min.). Restraint material to be supplied M - L 2796 -1324 J - 1 786 -1809 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 C - N 617 -100 E - J 1942 - 3935 same size, species, grade, and 80% length of web tfg' member. Attach with 0.128x3" gun nails @ 6" oc. +' , . 4, D - K 1577 - 3128 E - I 2051 - 860 S �+Ln+`%K - E 2670 -1054 I - F 365 -477 Loading +oo.s.avwct�� #1 hip supports 7-0-0 jacks with no webs. •'��e `GENE®�b�w.�4 Wind '+�F a Wind loads and reactions based on MWFRS. No. 648 Wind loading based on both gable and hip roof types. a WARNING! This truss is not symmetric, but its c exterior geometry makes erection error more : o° probable. It is imperative that this truss be installed , % o�i E OFF wL,Ar properly.` T�`t�®��4/ coA # t 03/05/2021 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS shipping, Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) fo'r sa practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have proper)Y attached structural sheathing and bottom chord shall have a properly attached rigqid ceiling Locations shown for permanent laterel restraint of webs shall hav bracin installed per BCSI sections B3, B7 or B10, as applicable. Apply to each face oT truss and as shown above and on tt,e Join Details, unless Refer to plates position noted otherwise. drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. ALPINE Alpine, a division of ITW BuildinccL Components Group Inc. shall not, be responsible for any deviation from this drawing, any failure to build the ,,,,nWCQ,,,,,,,,,. truss in ANSI/TPI 1, for handling, conformance with or shipping,, installation and bracingof trusses. A seal on this drawingor cover pa!Me 675o Forum Drive listing this drawing indicates acceptance of professional enlu,eenng responsibilit�yy solelyor the design shown: The suitabiliy and use of this Suite 3o5 drawing for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; [CC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN:49657/ SCIS Ply: 1 Job Number: N333978 Cust:R8975 JRef.'1X3G89750037 T13 / FROM: RWM Qty: 3 7A5/320 ,167EC ,RJ01 / 1672/ARIA/4EAB ELEV.0 DnvNo: 064.21.1100.24996 Truss Label: B1 SSB / DF 03/05/2021 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 " 5'1"4 5' V4 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; T2 2x4 SP 2400f-2.OE; Bot chord: 2x4 SP #2 N; Webs: 2x4 SP #3; Wind Wind loads based on MWFRS with additional C&C member design. Right end vertical not exposed to wind pressure. Wind loading based on both gable and hip roof types. Additional Notes Shim all supports to solid bearing. 12'8" 8' 8' 9,8,E 4'6"12 =4X4 D 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): 5'4" -i 4W 12'8" Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): -0.015 C 999 360 VERT(CL): 0.026 C 999 240 HORZ(LL): 0.007 F - - HORZ(TL): 0.013 H Creep Factor: 2.0 Max TC CSI: 0.758 Max BC CSI: 0.512 Max Web CSI: 0.631 Ver: 20.02.00A.1020.20 tS FL y .WSJ 0e,� 0•• �� E NjS ® deb f No. 648 erg, a • k . q AT OF or. P. COA #A 03/05/2021 64" 18' ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 605 P P /357 /330 /200 G 466 /- /- /375 /42 P 1 350 P /- /267 /273 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 G Brg Width = 8.0 Min Req = 1.5 1 Brg Width = 8.0 Min Req = 1.5 Bearings B, G, & I are a rigid surface. Bearings B, G. & 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 1005 - 812 D - E 460 - 249 C - D 831 - 582 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. B - H 686 - 856 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. C - H 547 - 304 E - F 545 - 305 D - G 296 - 427 "'WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING "IMPORTANT"` FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS quire extreme care in fabricating handlin - shipping, -installing and bracing. , Refer to and follow the latest edition of BCSI (Building t Safety Information, by TPI ang SBCA) fo'r safety practices norto performing these functions. Installers shall provide temporary r BCSI. Unless noted otherwise, top chord shall have roper) attached structural sheathing and bottom chord shall have a properly id ceiling Locations shown for permanent lateral restraint o webs shall have bracin installed per BCSI sections B3, B7 or B10, e. AppTy plates to each face. of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to 6OA-Z for standard plate positions. Refer to job's General Notes page for additional information. ivision of ITW Building Components -Group -Inc. shall not • be responsible for any deviation from this drawipg, any failure to build the lformance with ANSI QPl-1, or for handling, shipping,, installation and bracingof trusses. A seal on this drawing or cover page Drawing -indicates acceptance of professional engmeenng responsibility solelyor the design shown. -The suitability and use of this any structure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2. A.49661 L NE 44O 10WANY 6750 Forum Drive Suite 305 Orlando FL, 32821 SEQN: 49658 / GABL Ply: 1 Job Number: N333978 Cust: R 8975 JRef:1X3G89750037 T2 / FROM: RWM Qty: 1 7A5/320 ,167EC ,RJ01 / 1672/ARIA/4EAB ELEV.0 DrwNo: 064.21.1100.24668 Truss Label: B2GE SSB / OF 03/05/2021 9'8" 19.4" =4F4 (TYP) =ono r8,. 11,8„ per- 6-8" 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/2 Spacing: 24.0 " 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; Webs: 2x4 SP #3; Plating Notes All plates are 2X4 except as noted. Loading Gable end supports 8" max rake overhang. Top chord must not be cut or notched. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Additional Notes See DWGS Al6015ENC160118 & GBLLETIN0118 for gable wind bracing and other requirements. 19'4" 19'4" Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (lbs), or *=PLF Pg: NA Ct: NA CAT: NA PP Deflection in loc L/defl L/# Gravity Non -Gravity Pf: NA Ce: NA VERT(LL): -0.013 1 999 360 Loc R+ / R- / Rh / Rw / U / RL B 214 /- /- /113 /88 /209 Lu: NA Cs: NA VERT(CL): 0.022 1 999 240 Snow Duration: NA HORZ(LL): 0.009 1 - - B* 61 /- /- /45 /17 /- HORZ(TL): 0.012 1 Creep Factor: 2.0 L 405 /- /- /319 /290 !- R* 155 /- /- /107 /69 /- Building Code: FBC 7th Ed. 2020 Res. Max TC CSI: 0.343 M /-113 TPI Std: 2014 Max BC CSI: 0.258 Wind reactions based on MWFRS Rep Fac: Yes Max Web CSI: 0.080 B Brg Width = 8.0 Min Req = 1.5 B Brg Width = 140 Min Req = - FT/RT:20(0)/l0(0) L Brg Width = 8.0 Min Req = 1.5 Plate Type(s): R Brg Width = 24.0 Min Req = - VIEW Ver: 20.02.00A.1020.20 WAVE Bearings B, B. L. & J are a rigid surface. Bearings B, B, L, & J require a seat plate. Members not listed have forces less than 375# ft •p�srr�Fti a 0 Pao, 646 a a • • 0 �TE 0�Ar • COA 40 IUD" 03/05/2021 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS quire extreme care in fabricating hand linp, shipping, installing and bracing. Refer to and follow -the latest e t Safety Information, by TPI and SBCA) fo'r safety practices prior to performing these functions. Installers s BCSI. Unless noted otherwise, top chord shall have �roper!Y attached structural sheathing and bottom cho )id ceiling Locations shown for permanent later@[ restraint of webs shall have bracin installed per BCSI se e. AppTy plates to each face oP truss and position as shown above and on the Join Details, unless noted 60A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of truss in conformanc listing this drawing drawing for any sru For more information TPI: failure to build the n or cover pa I! y and use of!ps ALPINE ANnW COMPANY 6750 Forum Drive Suite 305 Orlando FL, 32821 SEQN: 49659 / GABL Ply: 1 Job Number: N333978 Cust: R 8975 JRef:1X3G89750037 T1 / FROM: RWM Qty: 1 7A5/320 ,167EC ,RJOl / 1672/ARIA/4EAB ELEV.0 DrwNo: 064.21.1100.24652 Truss Label: C1GE SSB / DF 03/05/2021 4,2" 4,z" f —2'—� (TYP) �— 27' 4X4 D 8'4" 4-2" ,2 T 6 C E 0 B F G N 8 8" J H 2X4(A1) U =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: 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. Loading Gable end supports 8" max rake overhang. Top chord must not be cut or notched. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Additional Notes See DWGS A16015ENC160118 & GBLLETIN0118 for gable wind bracing and other requirements. e'4" 8,4" 8'4" Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): 0.003 1 999 360 VERT(CL): 0.005 1 999 240 HORZ(LL): 0.001 H - - HORZ(TL): 0.003 H Creep Factor: 2.0 Max TC CSI: 0.160 Max BC CSI: 0.089 Max Web CSI: 0.092 03/05/2021 Ver: 20.02.00A.1020.20 ♦ Maximum Reactions (lbs), or'=PLF Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B' 185 /- /- /135 /87 /59 F' 185 A A /135 /87 /- Wind reactions based on MWFRS B Brg Width = 24.0 Min Req = - F Brg Width = 24.0 Min Req = - Bearings B & H are a rigid surface. Bearings B & H require a seat plate. Members not listed have forces less than 375# "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWINGI **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS quire extreme care in fabricating handlin shipping, installing,and bracing. Refer to and follow the latest edition of BCSI (Building t-Safety Information, by TPI and'SBCA) for safety practices pnor to performing these functions. Installers shall provide temporary BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly �id ceiling Locations shown for permanent latefel restraint of webs shall have bracing installed per BCSI sections B3, B7 or B10, Le.. Apply plates to each face. of truss and position as shown above and on -the Joint Details, unless noted otherwise. Defer to Alpine, a division of ITW Buildingq�Components -Group Inc. shall not,be responsible for any deviation from this drawing, any failure to build the truss in conformance with ANSI/TPI 1, or for handling, shipping,, installation and bracing4of trusses; A seal on this drawing or cover pate listing this drawing indicates acceptance of professional enccL�meering responsibilit�yy 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 information see these web sites: Alpine: alpineitw.com; TPI: tpinst.org; SBCA: sbcinduslry.com; ICC: iccsafe.org; AWC: awc.oro AL NE AN OW COMPANY 6750 Forum Drive Suite 305 Orlando FL, 32821 SEQN: 49660 / VAL Ply: 1 Job Number: N333978 Cust: R 8975 JRef: 1X3G8975o037 T6 / FROM: RWM Qty: 1 7A5/320 ,167EC ,RJ01 / 1672/ARIA/4EAB ELEV.0 DrwNo: 064.21.1100.25185 Truss Label: MV1 SSB / WHK 03/05/2021 Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-16 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Kzt: NA Des Ld: 37.00 Mean Height: 15.00 ft NCBCLL: 10.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: h to 2h Spacing: 24.0 " C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Webs: 2x4 SP #3; Wind Wind loads based on MWFRS with additional C&C member design. Right end vertical not exposed to wind pressure. Wind loading based on both gable and hip roof types. Additional Notes See DWGS VALTN160118 and VAL180160118 for valley details. 1112X4 B lL 6 N 4X4(D1) iv A 9'10"14 CD 1113X6 4'3"9 4'3"9 4'3"9 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/l 0(0) Plate Type(s): Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): NA VERT(CL): NA HORZ(LL): 0.004 C - HORZ(TL): 0.007 C - Creep Factor: 2.0 Max TC CSI: 0.310 Max BC CSI: 0.224 Max Web CSI: 0.139 Ve r: 20.02.00A.1020.20 M"rypsosmp n�'lI • • a No. 648 .�y °.� ATE OF 42F • �• �r 03/05/2021 "'WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWINGI "IMPORTANT'* FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS ♦ Maximum Reactions (lbs), or'=PLF Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL D' 75 A /- /50 /15 ME Wind reactions based on MWFRS D Brg Width = 51.6 Min Req = - Bearing A is a rigid surface. Members not listed have forces less than 375# Alpine, a division of ITW BuildincLComponents Group Inc. $hall not,be responsible for any deviation from this drawing, any failure to build the truss in conformance with ANSI 1, or for handling, shipping,, installation and bracing of trusses. A seal on this drawin or cover pa e listing this drawing indicates acceptance of professional encLmeering responsibilittyv solely -for the design shown. The suitabili y and use of9 is drawing for any sTructure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2. ALPINE' "nw COMPANY 6750 Forum Drive Suite 305 Orlando FL, 32821 SEQN: 496611 VAL Ply: 1 Job Number: N333978 Cust: R 8975 JRef:1X3G89750037 T7 / FROM: RWM Qty: 1 7A51320 ,167EC ,RJ01 / 1672/ARIA/4EAB ELEV.0 DrwNo: 064.21.1100.24731 Truss Label: MV2 SSB / WHK 03/05/2021 Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: h to 2h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wnd 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. Right end vertical not exposed to wind pressure. Wind loading based on both gable and hip roof types. Additional Notes See DWGS VALTN160118 and VAL180160118 for valley details. 12 6 1112X4g 4X4(D1) A `— N 10'10"14 CD 1112X4 i213119 2'3"9 2'3"9 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): NA VERT(CL): NA HORZ(LL): 0.000 C - HORZ(TL): 0.001 C - Creep Factor: 2.0 Max TC CSI: 0.071 Max BC CSI: 0.065 Max Web CSI: 0.047 Ver: 20.02.00A.1020.20 EIVry 6 I f • No. 646 a 7 r ATE OF • 66 COA # `uAl 03/05/2021 ♦ Maximum Reactions (lbs), or'=PLF Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL D` 75 !- /- /46 /11 /14 Wind reactions based on MWFRS D Brg Width = 27.6 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, installingand bracing. Refer to and follow the latest edition of BCSI (Building - Component Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly attachetl rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, as applicable. Apply plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Defer to ALPINE drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpire, a division of ITW Buildin$cLComponents Group Inc. shall not, be responsible for any deviation from this drawing, any failure to build the ANmvconwANv truss in conformance with ANSI/TPI 1, or for handling, shipping,, installation and bracin of trusses. A seal on this drawin or cover paga 675o Fon,m Drive listing this drawing indicates acceptance of professional engineering responsibility solely or the design shown. The suitabilify and use of [his drawing for any s9ructure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2. Suite 305 For more information see these web sites: Alpine: al ineitw.com• TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 49662 / VAL Ply: 1 Job Number: N333978 Cust: R 8975 JRef:1X3G89750037 T5 FROM: RWM Qty.. 1 7A5/320 ,167EC ,RJ01 / 1672/ARIA/4EAB ELEV.0 DrwNo: 064.21.1100.24574 Truss Label: V1 SSB / WHK 03/05/2021 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 " 1'5"13 1 2' 11 "9 1'5"13 1 1'5"13 4X4(D1) 12 6 =4X4 B4X4(D1) A C N iT 13'1 " D Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 it GCpi: 0.18 Wind Duration: 1.60 Lumber Top chard: 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 See DWGS VALTN160118 and VAL180160118 for valley details. 1 2' 11 "9 �{ 2' 11 "9 2' 11 "9 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): 0.002 999 360 VERT(CL): 0.003 999 240 HORZ(LL): -0.001 - - HORZ(TL): 0.001 - Creep Factor: 2.0 Max TC CSI: 0.040 Max BC CSI: 0.058 Max Web CSI: 0.000 Ve r: 20.02.00A.102 0.20 a •` EPA 0 P • No. 64 E OF %" e • COA # L 03/05/2021 "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care Component Safety Information bracing per BCSI. Unless note attached rigid ceiling Location as applicable. Apply plates to drawings 160A-Z for standard Alpine, a division of ITW Buildingg�Components Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the truss in conformance with ANSI/TPI 1, or for handling, shipping,, installation and bracincl of trusses. A seal on this drawingor cover pa e listing this drawing indicates acceptance of professional enlu,eering responsibili solely -for the design shown. The suitabiliy and use of This drawing for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. For more information see these web sites: Alpine: alpineitw.com; TPI: tpinst.org; SBCA: sbcindustry.com; ICC: iccsafe.org; AWC: awc.org ♦ Maximum Reactions (Ibs), or'=PLF Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL D' 75 /- /- /30 /13 /5 Wind reactions based on MWFRS D Brg Width = 35.6 Min Req = - Bearing A is a rigid surface. Members not listed have forces less than 375# ALPINE mnw COMPANY 6750 Forum Drive Suite 305 Orlando FL, 32821 SEQN: 49663 / EJAC Ply: 1 Job Number: N333978 Cust: R 8975 JRef:1X3G89750037 T8 / FROM: RWM Qty: 20 7A5/320 ,167EC ,RJ01 / 1672/ARIA/4EAB ELEV.0 DrwNo: 064.21.1100.25027 Truss Label: EJ7 SSB / WHK 03105/2021 C 12'2"11 12 6 M O Lo fM M V B A 8'8" D 7' 7' Loading Criteria (psf) Wind Criteria - Snow Criteria (Pg,Pf in PSF) Deft/CSI Criteria TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc L/defl L/A TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): NA BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): NA BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.015 D Des Ld: 37.00 EXP: C Kit: NA HORZ(TL): 0.028 D Building Code: NCBCLL: 10.00 Mean Height: 15.00 ft TCDL: 4.2 psf Creep Factor: 2.0 Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.720 Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Max BC CSI: 0.507 Spacing: 24.0 " C&C Dist a: 3.00 ft Rep Fac: Yes Max Web CSI: 0.000 Loc. from endwall: not in 4.50 ft FT/RT:20(0)/10(0) GCpi: 0.18 Plate Type(s): VIEW Ver: 20.02.00A.1020.20 Wind Duration: 1.60 InrnvG 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. Alpine, a division of truss in.conformanc listing this drawing drawing for any sfru For more information F • No. 848 M A SUM OF �0d11d1Rs� dAL 03/05/2021 MO '"WARNING- READ AND FOLLOW ALL NOTES ON THIS DRAWINGI ANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 331 /- /- /249 /108 /208 - D 125 /- /- /73 A A - C 174 P A /128 /169 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# in hcLComponents Group Inc. shall not, be responsible for any deviation from this drawing, any failure to build the ')Irl PI 1, or for handling, shipping,. Installation and bracin4 of trusses. A seal on this drawing or cover page Icceptance of professional englneenng_responsibilitx solely -for the design -shown. The suitability and use of this SBCA: ALPINE __ MCOMPAW 6750 Forum Drive Suite 305 Oriando FL, 32821 SEQN:49664/ EJAC Ply: 1 Job Number: N333978 Cust:R8975 JRef:fX3G89750037 T4 / FROM: RWM Qty: 1 7A5/320 ,167EC ,RJ01 / 1672/ARIA/4EAB ELEV.0 DrwNo: 064.21.1100.24778 Truss Label: EJ7A SSB / WHK 03/05/2021 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 " 2X4(A1) Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: h to 2h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #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): B Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): NA VERT(CL): NA HORZ(LL): 0.016 C HORZ(TL): 0.030 C Creep Factor: 2.0 Max TC CSI: 0.738 Max BC CSI: 0.513 Max Web CSI: 0.000 Ver: 20.02.00A.1020.20 �0�•�sr.laane�,g _ °p 1�EN�'��b,�' O g e No. 648 E OF It. All 1 % co AIAIL 03/05/2021 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL A 270 /- /- /179 /33 /136 C 126 /- /- /76 A /- B 177 /- /- /132 /116 /- 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 an SBCA) for satPety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or B10, as applicable. Apply plates to each face of truss and position as shown above and on the Joirlt Details, unless noted otherwise. Defer to ALPINE drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Building Components Group Inc. shall not.be responsible for any deviation from this drawipg, any failure to build the MMCOWAW truss in conformance with ANSI Q PI 1, or for handling, shipping,, installation and bracin4 of trusses. A seal on this drawin or cover pa a 675o Forum Drive listing this drawing indicates acceptance of professional an sneering responsibility solely -for the design shown. The suitabilify and use of0. is drawing for any structure is the responsibility of the Buildingt gner per ANSI/TPI 1 Sec.2. Suite 305 For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 49665 / JACK Ply: 1 Job Number: N333978 Cust: R 8975 JRef:1X3G89750037 T21 FROM: RWM City: 6 7A5/320 ,167EC ,RJ01 / 1672/ARIA/4EAB ELEV.0 DrwNo: 064.21.1100.24872 Truss Label: CJ5 KD / YK 03/05/2021 Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " C 11'2"5 12 6 Cl) a-- 9) CV M M B 3 A 8'8" D 1 4' 11 "4 4' 11 "4 Wind Criteria Snow Criteria (Pg,Pf in PSF) Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA Speed: 160 mph Pf: NA Ce: NA Enclosure: Closed Lu: NA Cs: NA Risk Category: II Snow Duration: NA EXP: C Kzt: NA Mean Height: 15.00 ft Building Code: BCDL: 4.psf BCDL: 5.0 psf FBC 7th Ed. 2020 Res. MWFRS Parallel Dist: 0 to h/2 TPI Std: 2014 C&C Dist a: 3.00 ft Rep Fac: Yes Loc. from endwall: not in 4.50 ft FT/RT:20(0)/10(0) GCpi: 0.18 Plate Type(s): Wind Duration: 1.60 WANIM Lumber Top chord: 2x4 SIP #2 N; Bot chord: 2x4 SP #2 N; Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Additional Notes Provide (2) 0.131"x3.0", min. toe -nails at top chord. Provide (2) 0.131"x3.0", min. toe -nails at bottom chord. Defl/CSI Criteria PP Deflection in loc Udefl 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 EW Ver: 20.02.00A.1020.20 [S S ft pV � P� No. 648 d ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 256 /- /- /200 /88 /152 D 89 !- /- /51 /- /- C 118 /- /- /85 /116 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Members not listed have forces less than 375# STATE OF gap V's COA # f � AIAL 03/05/2021 -WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! "IMPORTANT'" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS quire extreme care in fabricating, handlin shipping, installing.and bracing. Refer to and follow the latest edition of BCSI (Building t SafetyInformation, by TPI and SBCA) for safety practices pnor to performing these functions. Installers shall provide temporary r BCSI. Unless noted otherwise, top chord shall have proper)v attached structural sheathing and bottom chord shall have a properly gid ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10 le.- Apply plates to each face, of truss and position as shown above and on the Joinl Details, unless not otherwise. Defer to sin conformance w th ANSI/) PI 1,p or for handling n shipping, installation and for any of trusses from seal on hisgdrawinq or cover pages ig this drawin indicates acceptance of professional en sneering responsibilittyy solely or the design shown. The suitability and use of this ,ving for any structure is the responsibility of the BuildingI esigner per ANSVTPI 1 Sec.2. more information see these web sites: Alpine: alpineitw.com; TPI: tpinst.or ; SBCA: sbcindustry.com; ICC: iccsafe.org; AWC: awc.org e AL NE mmvcowu 6750 Forum Drive Suite 305 Orlando FL,32821 SEQN: 49666 / JACK Ply: 1 Job Number: N333978 Cust: R 8975 Met lX3G89750037 FROM: RDP Qty: 6 , A5/320 ,167EC ,RJ01 / 1672/ARIA/4EAB ELEV.0 DrvNo: 064.21.1100.24855 Truss Label: CJ3 SSB / WHK 03/05/2021 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 Spacinq: 24.0 " 4"3 7 j �— 1' Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 15.00 it TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Additional Notes Provide (2) 0.131 "x3.0", min. toe -nails at top chord. Provide (2) 0.131 "x3.0", min. toe -nails at bottom chord. 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)/l 0(0) Plate Type(s): M T Defi/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): NA VERT(CL): NA HORZ(LL): -0.001 D - HORZ(TL): 0.001 D - Creep Factor: 2.0 Max TC CSI: 0.234 Max BC CSI: 0.105 Max Web CSI: 0.000 Ver: 20.02.00A.1020.20 M _STATE OF 4' oc low- o® o� coa # AIAd 03/05/2021 10'2"5 c+� CV $'8" ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 185 /- /- /156 /71 /99 D 50 /- /- /27 /- /- C 63 /- /- /44 /64 A Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Members not listed have forces less than 375# **WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWINGI **IMPORTANT'* FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handiin 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 attacheU rig4id ceiling Locations shown for permanent lateral restraint of webs shall haw 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 t11e 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 RNMCOWAW truss in conformance with ANSI/TPI 1, or for handling, shipping,, installation and bracing4of trusses. A seal on this drawing, or cover pa a 6750 Forum Drive listing this drawing indicates acceptance of professional engineering responsibility solely for the design shown. The suitabili y and use of this drawing for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. Suite 305 For more information see these web sites: Alpine: al ineitw.com; TPI: tpinsl.org; SBCA: sbcindustry.com; ICC: iccsafe.ora: AWC: awc.oro Orlando FL, 32821 r � � SEQN: 49667 / JACK Ply: 1 Job Number: N333978 Cust: R 8975 JRef:1X3G89750037 Ts / FROM: RDP Qty: 6 7A5/320 ,167EC ,RJ01 / 1672/ARIA/4EAB ELEV.0 DrwNo: 064.21.1100.24763 Truss Label: CA SSB / WHK 03/05/2021 43 V 12 6 � C 1, 11114 11 "4 Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl L/A TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): NA BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): NA BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): -0.000 D Des Ld: 37.00 EXP: C Kzt: NA HORZ(TL): 0.000 D - Building Code: NCBCLL: 10.00 Mean Height: 15.00 ft TCDL: 4.2 psf Creep Factor: 2.0 Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.183 Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 TPI Std: 2014 Max BC CSI: 0.022 Spacing: 24.0 " C&C Dist a: 3.00 ft Rep Fac: Yes Max Web CSI: 0.000 Loc. from endwall: Any FT/RT:20(0)/10(0) GCpi: 0.18 Plate Type(s): VIEW Ver: 20.02.00A.1020.20 Wind Duration: 1.60 Anrevr 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. r r-,No. 646 STATE OF ° 03/05/2021 "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! ""IMPORTANT*" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS quire extreme care in -fabricating, handling, shipping, installing and bracing. _ Refer to and follow the latest e Ning for any structure Is the rE more information see these web page ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 143 /- /- /145 776 /45 D 11 /-2 /- /14 /10 /- C - /-15 /- /29 /33 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 D Brg Width =1.5 Min Req = - C Brg Width =1.5 Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Members not listed have forces less than 375# of deviation from this drawing, any failure to build the of trusses. A seal on this drawing or cover page ar the design shown. The suitability and use of this - - ALPINE ANIIW IMN 6750 Forum Drive Suite 305 Orlando FL,32821 TP SEQN: 49668 / HIP_ Ply: 1 Job Number: N333978 Cust: R 8975 JRef:1X3G89750037 719 / FROM: HMT Qty: 3 , A5/320 ,167EC ,RJ01 / 1672/ARIA/4EAB ELEV.0 DrwNo: 064.21.1100.20340 Truss Label: HJ7 KID / WHK 03/05/2021 5'3"5 5'3"5 9'10"1 4'6"11 12'2"3 12 4.24 Z 2X4 C v mn M v B a33 FE 2X4(A1) =4X4 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 " 1'5" i 97"2 7..14 92"2 9'10'1 Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 15.00 It TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: NA GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP 2400f--2.0E; Webs: 2x4 SP #3; Loading Hipjack supports 6-11-8 setback jacks with no webs. Wind Wind loads and reactions based on MWFRS. Wind loading based on both gable and hip roof types. (3) 16d common (0.162"x3.5') nails at top chord (3) 16d common (0.162"x3.5") nails at bottom chord Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: No FT/RT:20(0)/10(0) Plate Type(s): Defl/CSI Criteria PP Deflection in Ice Udefl U# VERT(LL): 0.040 F 999 360 VERT(CL): 0.076 F 999 240 HORZ(LL): 0.010 C - - HORZ(TL): 0.018 C Creep Factor: 2.0 Max TC CSI: 0.546 Max BC CSI: 0.416 Max Web CSI: 0.260 VIEW Ver: 20.02.00A.1020.20 03/05/2021 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 326 /- /- /- /154 /- E 364 /- /0 /- /84 /0 D 214 /- /- !- /177 /- Wind reactions based on MWFRS B Brg Width = 10.6 Min Req = 1.5 E Brg Width = 1.5 Min Req = - D Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. B - C 394 -562 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. B - F 531 - 358 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. C - F 394 - 583 "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 rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3; B7- or B10, as applicable. Apply plates -to each face of truss and position as shown above and on the Join Details, unless noted otherwise. f�efer to A LPI N E drawings 160A-Z for sandard 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 ANMCOMPANV tr ss-in conformance with ANSI 1, or for handling, shipping,, installation and bracin of trusses. A seal on this drawing or cover pa a 675o Forum Drive listing this drawing indicates acceptance of professional engineering responsibilitt%� solely or the design shown. The suitabili5 and use of this drawing for any structure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2. Suite 305 For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; [CC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 Gable Stud Reinforcer lent Detail ASCE 7-161 160 mph Wind Speed, 15' Mean Height, Enclosed, Exposure C, Kzt = 1,00 Or, 140 mph Wind Speed, 15' Mean Height, Partially Enclosed, Exposure C, Kzt = 1.00 Orr 140 mph Wind Speed, 15' Mean Height, Enclosed, Exposure D, Kzt = 1.00 Orr 120 mph Wind Speed, 15' Mean Height, 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 w (2) 2x4 'L' Brace ww (1) 2x6 'L' Brace w (2) 2x6 'L' Brace w 31 Group A Group B Group A Group B Group A Group B A Gr$2'12' Group B Group A Group B p #1 / #2 3' 10, 6' 7' 6' 10' 7' 9' 8' 1' 9' 3' 9' 7' 112' 8' 14' 0' 14' 0' U S I #3 3' 8' S' 9' 6' 2' 7' 8' 7' 11' 9' 1' 9' 6' 112' 6' 14' 0' 14' 0' Stud 3' 8' 5' 9' 6' 1' 7' 8' 7' 11' 9' 1' 9' 6' 112' 6' 14' 0' 14' 0' Q Standard 3' 8' 4' 11' 5' 3' 6' 7' 7' 1' 8' 11' 9' 6' 111' 1' 14' 0' 14' 0' #1 4' 0' 6' 8' 6' li' 7' 10' 8' 2' 9' 4' 9' 8' 112' 9' 14' 0' 14' 0' S P #2 3' 10' 6' 7' 6' 10, 7' 9' 8' 1' 9' 3' 9' 7' 112' 8' 14' 0' 14' 0' #3 3' 9' 5' 3' 5' 7' 6' 11' 7' 5' 9'2'9' 7' 1 11' 8' 14' 0' 14' 0' P Stud 3' 9' 5' 3' 5' 7' 6' 11' 7' 5' 9' 2' 9' 7' 1ii' 8' 14' 0' 14' 0' Standard 3' 6' 4' 7' 4' 11' 6' 2' 6' 7' 8' 4' 8' 11' 910' 4' 13, 1' 14' 0' #1 / #2 4' S' 7' 6' 7' 9' 8' 10'9' 3' 10' 7' Il' 0' 1 14' 0' 14' 0' 14' 0' _ S P P #3 4' 2' 7' 1' 7' 9' 8' 9' 9' 1' 10' 5' 10, 10, 13' 9' 14' 0' 14' V 14' V U I� H Stud 4' 2' 7' 1' 7' 6' 8' 9' 9' 1' 10' 5' 10, 10, 13' 9' 14' 0' 14' 0' 14' 0' QJ O r Standard 4' 2' 6' 1' 6' 5' 8' 1' 8' 8' 1 10, 5' 10, 10, 12' 8' 13' 7' 14' 0' 14' 0' #1 4' 7' 7' 7' 7' 11' 9' 0' 9' 4' 10, 8' 11' 1' 14' 0' 14' 0' 14' 0' 14' 0' S P #2 4' 5' 7' 6' 7' 9' 8' 10, 9' 3' 10' 7' 11' 0' 13' 11' 14' 0' 14' 0' 14' 0' #3 4' 4' 6' 5' 6' 10' 8' 6' 9' 1' 10' 6' 10, 11' 13' 4' 14' 0' 14' 0' 14' 0' QJ DFLI Stud 4' 4' 6' 5' 6' 10' 8' 6' 9' 1' 10' 6' 10, 11' 13' 4' 1 14' 0' 14' 0' 14' 0' Standard 4' 2' 5' 8' 6' 0' 7' 6' 8' 0' 10' 2' 10, 10, 11, 10' 1 12' 7' 14' 0' 14' 0' 0 #1 / #2 4' 10' 8' 3' 8' 7' 9' 9' 10' 2' 10' 7' 12' 1' 14' 0' 14' 0' 14' 0' 14' 0' d _ S P P #3 4' 7' 8' 2' 8' 5' 9' 8' 10, 0' 11' 6' 12, 0' 14' 0' 14' 0' 14' 0' 14' 0' U u r 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� r Standard 4' 7' 7' 0' 7' 5' 9' 4' 10, 0' 11' 6' 12' 0' 14' 0' 14' 0' 14' 0' 14' 0' X #1 5' 1' 8' 5' 8' 8' 9' ill 10' 3' 11' 9' 12' 3' 14' 0' 14' 0' 14' 0' 14' 0' 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' CU #3 4' 9' 7' 4' 7' 10' 9' 8' 10' 1' 11' 7' 12, 0' 14' 0' 14' 0' 14' 0' 14' 0' .--t D P L Stud 4' 9' 7' 4' 7' 10' 9' 8' 10' 1' 11' 7' 12' 0' 14' 0' 14' 0' 14' 0' 14' 0' Standard 4' 7' 6' 6' 6' 11' 8' 8' 9' 3' 11' 6' 12' 0' 13' 7' 14' 0' 14' 0' 14' 0' , Aboutj� able Truss Diagonal brace option+ vertical length may be doubled when diagonal brace Is used. Connect! diagonal brace for 600# at each end. Max web 'L' Brace EIdl total length Is 14'. Zones, ty 2x6 DF-L #2 or better diagonal r Vertical length shown brncel single 8, In table above, or double cut 45' (as shown) at L upper end. i Connect diagonal at midpoint of vertical web. Refer to chart k "VARNM— READ AND cn r nv ALL NOTES UN THIS DRAWM "11PORTANTww FMUSH THIS DRAWIM TD ALL CONTRACTORS INCLUDING THE INSTALLER Trusses require extreme care In fabricating„ handling, shipping, Installing and bracing. Ref follow the latest edition of BCSI aluRding Component Safety Information, by TPI and SBCA) fkea' practices prior to performing these functions. Installers shall provide temporaryy brodng Unless noted otherwise, top chard shall have attached structural bpi properly sheathing and shall have a properly attached rigid ceiling. Locations shown for permanent lateral restrai ® ePINE shall have bracing Installed per SCSI sections B3, B7 or BIO, as appllcable. Apply plates to of truss and position as shown above and an the Joint DetaRs, unless noted otherwise. Refer to drawings 160A-Z for standard plate positions. Alpine, a division of ITV Building Components Group Inc shall not be responsible for any devlatl this drawing, any failure to buRd the truss In conformance with ANSI/TPI 1, or for handling, ship{ AN ITW COMPANY Installation & bracing of trusses. A seal on this drawYg or cover page Ustig this drawing, 6xDcates acceptance of professional 11514\ Earth\ City\ Expressway engineering responsMity solely for the deslgn shown. The suitability and use of this drowN 11 Suite%242 for any structure Is the respons611lby of the &ild ding Designer per ANSI/TPI 1 SecP_ \\,Earth\City,\MO\63045 For more Information see this Job's general notes page and these web sites, ALPIND vw.alpineltw.coni TPIL wv, Instargi SBCAd vrsbdndustryargl ICL1 www.lccsafeorg tl Y A;E OF Bracing Group Species and Grades: Group Ai S ruce-Plne-Fir Hen -Fir #1 / #2 Standardi #2 StStud #3 Stud #3 andard Dou las Flr-Larch Southern Plnewxw #3 #3 Stud Stud Standard Standard Group Bi Hen -Fir #1 & Btr #1 Dou ins Fir -Larch Southern Pinewww #1 #1 #2 #2 El 1x4 Braces shall be SRB (Stress -Rated Board), wwFor Ix4 So, Pine use only Industrial 55 or Industrial 45 Stress -Rated Boards. Group B values maybe used with these rades. Gable Truss Detail Notes: Wind Load deflection criterion Is L/240, Provide uplift connections for 75 plf over continuous bearing (5 psf TC Dead Load). Gable end supports load from 4' 0' outlookers with 2' 0' overhang, or 12' plywood overhang. Attach 'L' braces with 10d (0,128'x3.0' min) nails. )K For (1) 'L' bracer space nails at 2' o.c. In 18' end zones and 4' o,c. between zones, )K)KFor (2) 'L' braces: space nalls at 3' o,c. In 18' end zones and 6' o.c, between zones. 'L' bracing must be a minimum of 80X of web member length, 11 Gable Vertical Plate Sizes 11 1 Vertical Length No S lice Less than 4' 0' 2X3 Greater than 4' 0', but less than 11' 6' 3X4 Greater than 11' 6' 4X4 + Refer to common truss design for peak, splice, and heel plates. 11 Refer to the Building Designer, for conditions not addressed by this detalL REF ASCE7-16-15AB16015 DATE 01/26/2018 DRWG A16015ENC160118 AX. TOT, LD, 60 PSF AX. SPACING 24.0' • r 'T Reinfoi Memk Go Tr Gable Detail Fnr I P'f:-IV1 \/Prtirn I c: Gable Truss Plntp 87pa pproprlate Alpine gable detail for e sizes for vertical studs. Engineered truss design for peak, rb, and heel plates. vertical plates overlap, use a ,te that covers the total area of Lapped plates to span the web, ei 2*2X4 *2X8 Provide connections for uplift specified on the engineered truss design, Attach each 'T' reinforcing member with End Driven Nallsr 10d Common (0.148'x 3,',min) Nails at 4' o.c. plus (4) nails In the top and bottom chords. Toenalled Nailsi 10d Common (0.148'x3',min) Toenails at 4' o.c. plus (4) toenails In the top and bottom chords. This detail to be used with the appropriate Alpine gable detail for ASCE wind load. ASCE 7-05 Gable Detail Drawings A13015051014, A12015051014, A11015051014, A10015051014, A14015051014, A13030051014, A12030051014, A11030051014, A10030051014, A14030051014 ASCE 7-10 & ASCE 7-16 Gable Detail Drawings A11515ENC100118, A12015ENC100118, A14015ENC100118, A16015ENC100118, A18015ENC100118, A20015ENC100118, A20015END100118, A20015PED100118, A11530ENC100118, A12030ENC100118, A14030ENC100118, A16030ENC100118, A18030ENC100118, A20030ENC100118, A20030END100118, A200 D100118, S11515ENC100118, S12015ENC100118, S14015ENC100118 { j S18015ENC100118, S20015ENC100118, S20015ENDI E S11530ENC100118, S12030ENC100118, S14030E S18030ENC100118, S20030ENC100118, S2003 See appropriate Alpine gable detail for ma url In ce goka �r 'T' Reinforcement Attachment Detall 'T' Reinforcing 'T' Reinforcing Member Member Toe-nall - Or - End-nall To convert from 'L' to 'T' reinforcing members, multiply -'T' Increase by length (based on appropriate Alpine gable detail). Maximum allowable 'T' reinforced gable vertical Length Is 14' from top to bottom chord. 'T' reinforcing member material must match size, specie, and grade of the 'L' reinforcing member. eb Length Increase W/ 'T' Brace Exampler ASCE 7-10 Wind Speed = 120 mph Mean Roof Height = 30 ft, Kzt = 1.00 Gable Vertical = 24'o.c. SP #3 'T' Reinforcing Member Size = 2x4 'T' Brace Increase (From Above) = 307 = 1.30 (1) 2x4 'L' Brace Length = 8' 7' Maximum 'T' Reinforced Gable Vertical Length 1.30 x 8' 7' = 11' 2' 'T' Relnf. Mbr. Size 'T' Increase 2x4 30 2x6 20 "WARNDi - READ AND FULLDW AI.L NDTES ON THIS DRAviNGIXf ��REF LET -IN VERT "O"IRTANI" FUI MSN MS DRAWING TD Ali MfTRACTM DICLUDM TTE NSrTrusses require extreme core h Fnbrkating, hoMUnp, shipping, hsWlUnp and brachp.follow the latest edition of BCSI (BuRdIng Component Safety Tnformatlon, by TPI and SBDATE 01/02/2018 practices prior to performing these functions. Installers shall provide temporaryy braSL tUnless noted otherwise, top chord shall have properly attached structural sheathlnp 0 1 Al E OF shall have a properly attached rigid ceiling, Locations shown for permanent lateral resDRWG GBLLETIN0118 0 shall have bras and ccpiong installed per BCSI sections B3, B7 or B10, as applicable. Apply plateOR Refeof r to drawingstion as 16GAZ forwstondard p ate n above and an positions.e Joint Deta0.s, unless noted otherwis.!"S���ppp PI E Alpine, a division of ITW Building Components Group Inc shall not be responsible for ao s��pM@�this drawing, any faltwe to build the truss In conformance with ANSI/TPI 1, or for han`sq`q!_ MAX, TOT. LD, 60 PSF AN RW COMPANY Installation bracing of trusses. A seal an this drawng or cover pope llsUnp this drawing, Indicates acceptance of professiorol 115141 Earth% City\ Expressway engineering responsUlty solely for the design shown, The suitability and use of this drawing DUR. FAC. ANY 1 \ Suite\ 242 For any structure Is the responsibility of the Bulldhg Designer per ANSI/TPI 1 SecZ \ \ Earth\ Cily.1 MO\ 63045 For more Infornatlan see this Jab's 0eneral notes page and these web sitesr ALPINE wv.alpineitwcomh TPD vw,tpinstorgl SBCA, www.sbclndustryargh ICO ww■Jccs°feorg MAX, SPACING 24.0 no Valley Detail - ASCE 7-16: 180 mph, 30' Mean Height, Partially Enclosed, Exp, C, Kzt=1,00 Top Chord 2x4 SP #2N, SPF #1/#2, DF-L #2 or better, Bot Chord 2x4 SP #2N or SPF #1/#2 or better, Webs 2x4 SP #3, SPF #1/#2, DF-L #2 or better. )*)KAttach' each valley to every supporting truss with: 535# connection or with (1) Simpson H2,5A or equivalent connector for ASCE. 7-16 180 mph. 30' Mean Height, Part, Enc, Building, Exp, C, Wind TC DL=5 psf, Kzt = 1.00 Or; ASCE 7-16 160 mph. 30' Mean Height, Part. Enc, Building, Exp, D, Wind TC DL=5 psf, Kzt = 1.00 Bottom chord may be square or pitched cut as shown. Valleys short enough to be cut as solid triangular members from a single 2x6, or larger as required, shall be permitted in lieu of fabricating from separate 2x4 members. All plates shown are Alpine Wave Plates. I 3X4 12 12 Max, 2X4 X4 4X4 12 12 Max. Unless specified otherwise on engineer's sealed design, for vertical valley webs taller than 7-9' apply 2x4 'T' reinforcement, 80Y 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'. Pitched Cut Bottom Chord Valley 1X3 IL6-0-0 1X3 (Max Spacing) IX3 5X4/SPL 1X3 2X4 Valle Spacing Square Cut Bottom Chord Vallev 2X4 Stubbed Valley End Detail 4X4 Optional Hip Joint Detail 24' 20-0-0 (++) ee �/+ I Ty �r 12 u o C 5 'V Partial Framing ` Plan Supporting trusses at 24' o,c, maximum spacing, ° d� ° 40 —VARNRIQu READ AND FOLL13V ALL NIIES 13N TMS DRAvnm w-WMTANTww FURNISH THIS DRAVING TD ALL CQRRACTnRS DCLU111% THE INLL STAERS. Trusses require extreme care In fabricating, handling, Installing C ILL 30 30 40PSF REF VALLEY DETAIL DATE 01/26/2018 shipping, and bracing. Refer &#�d follow the latest edition of BCSI ®uIding Component Safety Information, by TPI and SBCA) far fe} O C DL 20 15 7 PSF practices prior to performing these functions. Installers shall provide temporary bracing per L Unless noted otherwise, top chord shall have properly attached structural sheathing and bo have � ®� C DL 10 10 10 PSF DRWG VAL180160118 shalt a properly attached rigid cellog. Locations shown for permanent lateral restraint we shall have bracing Installed per BCSI sections B3, 117 or HIO, as applicable. Apply plates to each 1position as shorn above and an the Jolty{ Details, unless noted otherwise. of truss and drawings Refer to drawings for standard + + BC LL 0 0 0 PSF PI AN ITW COMPANY plate positions. f IT Alpine, a division of ITV Building Components Group Inc shall not be responsible for any devI*tIon this droving, any fdlure to laidthe truss In conformance with ANSI/TPI 1, or for handling, shipping, Installntlon 6 bracing of trusses, �` ����' Cpi s q �I>�®s�go "!�� RRR TOT. LD, 60 57PSF 55 A seal on this drawing or cover page llstkg this drawing, Indicates acceptance of professbrwl DUR.FAC,1,25/1,33 1.15 1,15 1 \ 514\Earth\ Ci \ Expressway lY P y \\suue\z4z engineering respons60.1ty solely for the design shorn The sultnblUty aM use of this drvwFg van any strucd+e Is the responslNllty of the Bulldog Designer per ANSI/TPI 1 Sec2 \\Earth\City,\MO%63045 For more Information see this Job's general notes page and these web sites,SPACING ALPINE vww.aipineltw.coni TPI- wvr tpinstorgI SBCAi vww.sbclndustry.orgi ICO wwwJccsafearg 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, �"� Attach 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 locationt 170 mph for SP (G = 0.55, min,), 155 mph for DF-L (G = 0.50, min,), or 120mph 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, I- 2X4 X4 I., — 8-0-0 Max H 4X4 Unless specified otherwise on engineer's sealed design, for vertical valley webs taller than 7-9' apply 2x4 'T' reinforcement, 807 length of web, same species and grade or better, attached with 10d box (0,128' x 3,0') nails at 6' o,c, In lieu of 'T' reinforcement, 2x4 Continuous Lateral Restraint applied at mid -length of web is permitted with diagonal bracing as shown in DRWG BRCLBANC1014, Top chord of truss beneath valley set must be braced with, properly attached, rated sheathing applied prior to valley truss Installation, Or Purlins at 24' o,c, or as otherwise specified on engineer's sealed design Or By valley trusses used in lieu of purlin spacing as specified on Engineer's sealed design, )K* 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 Valle Spacing Suare Cut Boqttom Chord oe-nailed Valley 12 / 12 Max, F— X3 1X3 12 6-0-0 10 Max, RM 1X3 5X4 SPL (Max Spacing) 1X3 2X4 Q� I2X4 4X4 �� r Stubbed Valley ❑ptional Hip End Detail Joint Detail n 20-0-0 (++) 6A • 11'IlJm1 1 U55C7 Framing �' ��� °� •• ��mat .• 24° O.C.Partial Supporting trusses at 24' o,c, maximum spacing, ' ; Plan • s "V E"OM Arm FMLUVTU AL ALL RACTIITU S THISMM DRAW o3lPQ2TANTww Fl1RNISH THIS DRAVING TO ALL LRfIRACTQ2S INCLlB11NG THE DUST s Trusses require extreme In fabricating, handling, e TC LL 30 30 40PSF REF VALLEY DETAIL DATE 01/26/2018 care shipping, InstdtUng and bracing, Re d follow the latest edition of BCSI (BuRmHng Component Safety Infornat[n, by TPI and sac4) e to these functions. • TC DL 20 15 7 PSF practices prior performing Installers shall provide temporary bradrg r BCSL� Unless noted otherwise, top chord shalt have properly attached structural sheathing and shalt have a properly attached rlgId ceiling. Locations shown for permanent lateral res ' o 1 �" ®� �' '� BC DL 10 10 10 PSF DRWG VALTN160118 ' AeP J or B10, as applicable, Apply plates to e. shall have bracing Installed per BCSI sections the of truss and position as shown above and an the Joint Details, unless noted otherwise. Refer to drawings 160A-2 For standard plate positions. _pi t.� ': { OR BC LL 0 0 0 PSF E Alpine, a division of ITV Building Components Group Inc shall not 6e responsible for any devint r this drawing, any failure to build the truss In conformance with ANSLITPI 1, or for handling, shippt � �� s 40sswu♦y♦+ � TOT. LD, 60 57PSF 55 AN ITW COMPANY \\514\Earth\City\Expressway Installation R bracing of trusses. A sent an this drawing or cover Page Usting this drawing, ildlcates acceptance of profcssloral ergtneerlrg responsinlUty solely for the design shonm The slltabRlty and use of this drawig /A R ��� \\Suite\242 for any structure is Uie responsbuty of the Mcling Designer per ANSI/iPi 1 See2 0, DUR,FAC.1.25/1,33 1.15 1,15 \\Earth\City,\MO\63045 Far more Information see this Jobs general notes page and these web sites ALPINE, wwwalptneltw,coml TPI1 www.tpinst.orgl SHCAj www.sbclndustrylc ,orgl ICG w►wcsafearg SPACING 24,0' I VALLEY FRAMING & BRACING DETAIL y R BC t/2 Ol Lumber Size and Grade Minumum Reauirements GENERAL NOTES Purlins required 2'-0" O.C. in absence of plywood sheathing. Trusses without sheathing applied must be evaluated accordingly. Purlins should overlap sheathing one truss spacing minimum. In cases that this is impractical, overlap sheathing a minimum of 6", and nail upwards through sheathing into purlin with a minimum of 8-8d (0.131"x2.5") common wire nails. Effects of not providing sheathing below a valley set must be evaluated by the building designer. This drawing applies to valleys with the following conditions: Spans (distance between heels) 40'-0" or less -Maximum valley height: 14'-0" -Maximum mean roof height: 30 feet -ASCE 7-05, 140 mph, Enclosed, Cat II, Exp 13,1=1.0, Kzt=1.0 -Or A Maximum of ASCE 7-10,180 mph, Enclosed, Exp D, Kzt=1.0 TRUSS TRUSS UNDER VALLEY FRAMING VALLEY RAFTER OR RIDGE ® +CRIPPLE ripples 41-0" for 30 psf (TL)'and 20 psf (TD) Max. :e the crippes for each row starting from the valleys or sleepers working Inward to the ridge board so that cripple locations are gered between rows. :TYp) innection Requirement Notes 2x6 rafters to ridge 416d toe -nails Cripple to ridge 416d toe -nails Cripple to rafter 416d toe -nails ('•) 816d face -nails Rafter to sleeper or blocking 516d toe -nails Rafter to two 2x6 sleepers 416d toe -nails Sleeper to truss 416d toe -nails Two 2x6 sleepers to truss 316d toe -nails each sleeper & truss Ridge board to roof block 416d toe -nails Ridge board to truss 416d toe -nails Purlin to (Typ) 316d toe -nails Truss to blocking 416d toe -nails Truss to cripple 416d toe -nails Truss to cripple 416d toe -nails Cripple to purlin 316d toe -nails 13. Collar beam to rafter 416d toe -nails CRIPPLE, BRACING, &BLOCKING NOTES NOTE: 16d (0.162"x3.5") COMMON NAILS -2x4 continuous lateral restraint (CLR) min. is required for cripples 5'-0" to 10'-0" Ion nailed w/ 2 40d (0.148"x3") nails. Or 2x4 "T" or scab reinforcement nailed to flat edge Of cripple with 10d 10.128"x3.0") nails at 6" o.c. "T' or scab must be 90 % of cripple length. Cripples over 10'-0' long requre two CLR's or both faces w/ "T' or scab. Use stress graded lumber & box or common nails. ,Narrow edge of cripple can face ridge or rafter, as long as the proper number of nails are installed into ridge board -Install blocking under rafter if sleepers are not used. -Install blocking under cripples If cripples fall between lower truss top chords and lateral bracing Is not used. -Apply all nailing in accordance to current NDS require AyA Nails are common wire nails unless noted otherwise "WAR1aN13- READ Na raLW ALL NOTES ON THIS DRAVWCi W ORTANTm FIKM T= DRAWM TO ALL CONTRACTORS DOC IMING THE DIST•' J Noy PR Trusses requre ex0-ene core In fobr alkV, Fa dllni Wppkp, InsrnitlFFqq and Mating • RefeR 1��or follow the latrst edition of SCSI (HtNoYp Conporant Snfrty IM'orwtlon,'by TPI and SBCA) foC *1 practices prior to perfomkng these fualctbns. Installers shell provide temporary bradng pey BCSI. Mess noted othervise, top chord shall have properly attached structural sheathing and boon d shall have a properly attached rgid celkp. Locations shorn for pernanent lateral restraint �f d jj �F� rTF shall trove and PQs m as, per aboBCSve sections the J or B10, os untesshno ApptY proles to encp fo I� I�t�\`V'l l of truss and posttfon os thorn above and on tin a Joint Ilrtols, unless noted otherekse, V Refer to drawings 16CA-2 for standard ptmtr postbons. Npkue, a division of rTV RAding Components Croup Inc shaU not be raspansble for my deNatlo��Q AN RWODMPANY this otrahq, any falur•e to build the truss In confrnance with ANSVTPI 1, or For handling, sfippinp Installation t bracing of trusses. A sear on qis d-aWa r cover pagr llstkp this draeknp, kxlcates acceptance of professlvnl ernpk�e�k� solely for the din shown The stitabltty and use of this Wa*Q 13389Lake1mnt Drive far ury 3iE Is rrWa�6rlty of tlx DAdtip Destpnr• per AlIS[/tT�[ 1 S•e2. EaM City, M0 63046 Fr nw Infcmatlon see 1 i Job's general notes gprinpe and these web sites ALPM row 4A nettwcoml TPb wn.tpknst.orpi SBGY urww.sbdndustrYa'91 11� wn.kaafraro STATE OF - ct o R SOP••'' •��, s�;--.*.OR (A) (B) (`', TC LL 20 30 40 54 TC DL 10 20 7 7 BC DL 0 0 0 0 BC LL 0 0 0 0 TOT. LD.30 50 47 61 DUR. FAC. 1.25/1.15 SPACING SEE ABOVE REF VALLEY FRAMING DATE 10/01/14 DRWG VACNVIS01015