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HomeMy WebLinkAboutTrussREFER PACK FOR CONNECTION. cis TYPICAL 7' SETBA CORNERSET LABEI AND SPACING TZ L ( e - - �i3pT— Total Truss Quantity = 73 THIS IS A TRUSS PLACEMENT PLAN. ITS INTENDED TO AID IN THE INSTALLATION OF TRUSSES. ENGINEERED TRUSS DRAWINGS AND ARCHITECTURALS SUPERCEDE THIS DOCUMENT. SHINGLE RO 6 f� HEEL#-3/ PLUMB C f— NUM MU.TI-fLY GIRDER CONNECTICK ALL PLIES SHALL BE FASTEND TOGETHER ®DLTS, NAILS, AND OR SCREWS) PRIOR TG INSTALATMN AND BEFORE ANY LOADS ARE APPLIED. PER THE SUPPLIED ENGD41RMG SHEETS NOM DO NOT CUT OR ALTER TRUSSES W nEUT CONSENT Of THIS OFFICE BACK CHARGES VILL NOT BE ACCEPTED WITHOUT PRIOR VRITTEN APPROVAL BY OUR SERVICE DEPARTMENT AT CARPENTER C13NTRACTOM OF AMERI- 877-293-9487 NOTE ALL BEARIM WALLS MUST BE ADEQUATELY DESI THE LOADS IMPOSED BY THE TRUSS OR TRUSSES, AMD �g� AND IN SER BEFORE THE TRUSSES ARE SET IN ORDER TO A' ,,,,.,—Labeled End Mark r �ats- F General Notes 1) b thmd t� nae arnica ana ,to< i hm. tls mP lord puU�r D�bd Yt�n m b. Inatdlad p..l :ea hq. 8) N tha.gQa b ae scream IAlsed wdnt cnrar.u. 3) M bm Racing is 2e Oim men of wvw 4) ft Tmw Pleb Yabldo BC9-81 mwivimp BED pamhmhrrht X-bahg dwuld be pWW at a mtOGnm Rackn 15 O.C. Oman the RED, to 10 rRrabd Ot a mmihhmn d 20' bvh s each 9= r tI n to BM -B aorta.. dddL m BfS-81 for arq adaMmd brotlig ROOF LOADING SCHEDULE TCLL = 20 PSF TCDL 7 PSF BCLL = • PSF BCDL 10 PSF TOTAL 37 PSF DURATION 1.25 % WIND SPD/TYPE 100 ENCLOSED BLDG EXPOSURE = C USAGE = RESIDENTIAL CAT II WIND IMPORTANCE FACTOR= 1 UPUFTS BASED ON= 9.2 PSF DESIGN CRITERIA FBC 2020 TPI 2014 Truss member deli & connector plates dcsi�ncd for ASC17-Ia eM manmum f rccs Prom bohh compancOts arM claddings and main wind force resisting systems. • These eases have been reviewed to uay ao additional 10# psfnon<o u"m bottom chord live load. FLOOR LOADING SCHEDU TCLL PSF TCDL PSF BCDL PSF TOTAL = PSF ROOF DESIGNED FOR SHINGLE ALL REACTIONS AND UPLIFTS ARE SHOWN ON ENGMIEUNG WALL KEY 08'-8• ® 0 I DESCRIFnON Mr. DATE at h .m nah vim• re�Oarr ra v= • My rer onnent h vmt T r MPr Jaw" nz RV Vaal a 6 m ern 12mvwmgx WS M�Ora IIiV. ii. -m' LOAD% DESCRIFnON INrT. DATE ■m l0 ri* mane hm cv. eras rah vrons QA= PM= hrrr 7"l Lm rev — ® eau -- CARPENTER CONTRACTORS OF AMERICA 3900 AVENUE G. N W. WINTER HAVEN FL13RIDA 33880 PHDO (BOD) 959-8806 FAX. I863) 294-2488 BUILDER D.R. HORTON STATEWIDE PROJECTCREEIME MODEL 1672/ARIA/4FAB CCA PROJ/MODEL ALT 7A5/ 32O/167EC ALT DESC OTC 9824 POTOMAC DR LOT 127 BLOCK DESIGNER PAGE RFS 1 79 3 17IN §333978L 1A4 "=1' Builder: Project: Model/Building: Lot Alt: ENGINEERING PACKAGE [ J D.R. HORTON/STATEWIDE 7A5/3i CREEKS IDE 167EC Lot: 127 .�_ Block: Unit: L::] Address: ................................................................................................................................... JobNumber:IV333978 ..................................................................................................... ............ �� ��a Revision Date: New Load #: RJ01 0 �a CARPENTER CONTRACTORS OF AMERICA, INC 3900 AVENUE G. N.W. WINTER HAVEN, FLORIDA 33880 PH (800) 959-8806 FAX (941) 294-7934 LPI E March f-3,20.1'9 MUWCUIPAW Or. Bob: Michaelis Carp"einte'r " COn'trabto . fs6f. America„ Inc:. .WQ Avenue 6, NbAhwest Wintef HA[VOh,,;FL 33,880-6201 Re: Alternative Instdilations.. for 6 single ply carried truss with a width Jess thajn the -hanger width, .and .- wood, on h design ood.bloqki blocking achieve . 0 full desi �. I.. qd'valuefar ace-mo.uht(4,d:'hanger.attadhh!E�nt:on.. a- one ply' supporting girder (Rbfetbhd6 detail WA37-02),I. Dear Bob, For 'a single ply carried truss W* ith- a width leisq than'the hanger width you" can. .ih;gall ;P. prefabricated jack.. scab .truss (*)-for wood.filler bloQkihgk.-The, chord: sites-:chord.grqO*es, and to. beth'e"'.sairrieasth6sirig.le.pl.y".camodtr.Uss.Theprbfoib'Cidatbd,jpcktsca truss -C*Y:W.ilIhave a.minimum length of 48" and w4l. have a mjnim�um.pit�..h -:o.. f-,5./..12. rusg v The single ply carribd.t -shall ha e-.a. reaction of 3,.500# or less. Attach prefabricated. jack wit4two. (2) rows of 0.1 28"x3.0'?'GUn Nails aitZ O.C. ppryoW, -.5tqggeK g_-1." 10M. P I 16as&.fef& to the Sinip Strong. -Tie .atalog_Q- �pon.8�t ng�wTie C - 2 0 .- 1 C. page ?I . 6 .:. Figure 1 3 " for more I i nformatiom Figurdl F.qr-a single ply',gitdier'thad requires wood blocking design load Valuefor face­.mounte.d :attach: one back of the girder hangers -atta gi. ' er with w ' i ' t ;' h * the same size:and g . r . ade..;�is the' bottom. C.. otd.. oftho, single -ply girder. The.7wood: block f0o.th to, be such that the'Wocid blocking- -extends to each � adjadent'paho 1points . '(W6bt.-.Afid bottom chord intersections):- Afach wood block*:' wq �6ils atr two-..-. ro .4b. 12�'� x3. 0' O'u per row,. staggered: 3.0" applied to: the 6760 Forunn Drive Suite.- 305,. b.rland.p. FL. 32829 = (oQO) 521-006 -(86340-78685 www.aIpIne&_,com tk ALPINE .ANrm'OWAW single plygj� I Oe r fbce;. with an additional (20) OjWxI - 0' Gun "Nails at _each: panel . point rit I applied to the, 'T . . . .. . C, 2 .1*9., 6 -61OW ..PleaS6 refer he S4hPsdh Strong -Tie C- 0. wood blo6k.fabe ($ee.F:ib t I gUr %2 � -page 216,. Fio.iko.lfor tftdr& irif6ftnatio'h. FlgymZ': The amlidation of-p6.fab'ric*atedjack "scab truss fbrw'O"od fil]6r'.blocking':or wood .blocking .t.o.;achieve . full. design load vs(lue . for fqce�-m6rated hangers Mqsf be approved by the hardware manufacturer: 'teVeht All edge -and end distances, and -sp' a-cin ''fo'r all nail connections must I�e sufficient -spliffirig of .,Wood. if I can.be of dnyfurther assistance,or if you have any-1pestion.si please7give me a h"3/ vNY N.O...,70801: 1. STATE d F William Hi KOqk:P.E. Chief Engineer RI Alpine -an. I.M.Com'pany Engineering Department. OHando, FL 6750 F6riumD�V&. SU FL $2821 - (800.Y.5.2179790 - (863) 422-8685 - Ww_w,aIpiheitW;cO.rh ALPINE' ANT!VCOMPANY April 26z,':2019- Mr. Bob Michaelis Carpenter Contractors of -Atnerida, In 6. Avenue Gbw Avein Nqd "*Ast -Winter Hav6M FL 33880-.6201: Dear. Bob,. 'back 'ft R& Str6no bridging. on roo . russes. I understand there. is some. concern over our recommendations f6rstrdfigbaick- bridging on. roof trusses: 'Sfrongbrbridging for ack- bri ­ trusses is not.a.requirement of:ANSI-7PI 2014 .nor is it a requirement:..of.the Building Component -Safety* Information . _(BCS .13U or� f :trusses t - strongback bridging roof .,§ses is ,recom de :by Carpenter Co­htr4dtdrt of. America: Stf.i1gbAdk bddgihg seriv&s, the: llpwir)g two. functions" One, bridging aligns thebottomqlhio.ds after -they: Are- set --so.- the .are uni form along the ceiling line And Twoj bridging reduces e6lativd Wlectioini of. adjacent -trusses:: ging. oes Stro.ngba.ck: b n 'd d not:. prevent or reduc6wefall indiVidual deflectiah, especially any .66f tfU6969, ...... ........ ... . OPfle0fing-More.than 1/4" inch:....._..---- . ....... ............ ... .. Sirongopck- bridging in roof. trusses does not serve as leniporary..or 06it.rria"h6h.t: bracing .and is; not. idh load" ' have: intended 6, .distribute. di§tr6i UiO or share. design loads, -betWeeh Trusses. se.s. Consequently, -no des . - h h t 1 been accounted for'With this. detail and continuous s'tr6hgback -bfldgirid should 'not b6Aftached b.6twciery common And g:.rder trusspp-. The. use :of s.trongback bridging'- shall. not. :interfere with other, design considerations as. specified :by the Ehglh�00'of Record or the Building: Designer. Th6 outer ends ofihe'strorjg)':iaclk bridging shalI be a gchedlo awall or another:secure end. restraint; -or a.s.specifiied'b�y fh6 Eng'iheeir'' of R6cotd6rAh& BUJ ildinqD6si6nidr. A Str6fi back bridging be fa minimum of 2j.(6 horiiihal luberriented h t m, o-%OThe depth vottjc,al'.Attachath 9 i with " 2 P .... W1 (3) 1.6d ..common nails .(P.V �!x3.5'.') na.1.10 At. each intersecting rhembei�. Whe extending the.- frus ... f, bridging` stron back bridging overlap by at. a.minimpm of two .trusses. The joca...o : of. tho: r n #ron-gback: bridging.: maybe specified �Oy:the-Tru'��s MawifActuri.6r,. Engineer of *R6dord,. or Building Designer: Please"taf6r''to- . BCSI "Strangbacki Alpine: STKOR-Wki 014 detail for mope. information. The. graphid� ng Pr.pvipipns or:to to-, .. e o, shown -(FidUr'e'_--1) is for generic .A.UWAt1Re­pu'r 'pose only. ,6760 F.6rurn DriveSuite 305, Orltindo, FL.32821% - (800).521:-9790..-.(863)422-8685 I ALPINE I x 11r -Q.- U L_ I.: FA _L L. k..1 v . I .. -P ) Flpre-1, If Lcan be of any ' ftilibe assistance'assistance'or-if you have.anyquE4fiorts please; give. me a call. Williahi, H..,Knck- P.E. Chief Engineer Alpine an ITW:.C- ompany EngineeringDepartment . -Qd6ndq, FL-V821. 61-60 Forum Drive Sbite..366. Grtanidd,-FL 32821 ; (800)_ 521-9.790 - (8153).422-:8685 MAW' aMpirl'.01W.Com NOTD AN JTW4 13723JR"*dV&e Suite 200 M961aw Heights. Mc S. TRO N&BACK :11PUMNG RECOMMENDATIONS -shal, :(x. mInImum­2*x4- :o-AIL scab -.on blocks Lb.e. BUTT STRONGBACK 'stress gradedlumbel_'I' BRIDONG TOGETHER bm-.-All .atrongback bridging .and bracing shall be: :a. mInImUm Ex6 'stress' qrq,ae.6I, tupibeie.." ;SCAB FOR: AT' LEAST ONE TRUSS,,SPAr1NG STREINGRACK BRIDGING: :SPLICE DETAIL s J. and .2.­cLr1.0 the b,?,ef.erreb( at ITH 10d:BDX/GUN -develop '10'ad sharing between'indNtId*'...( trusk;-es, LS IN 2 MiS`resulting tIng In 'an p�overallInb-&6Lqe- In - the stiffness .:of -the. floor system; .2k6* stnongbackbrldglng", postflohod. ids. sl own In cletalls, Is recommended at 10' =01' o.c. (max;) hmeh't m?thods Ox--Thk -..te­e;ms.- 'brI.bIbIng" and `bracing' :are- sometimes mistakenly �usecl: -interchangeably. Is an fmpqr,.t6nt4 :structwial ti"ufrerient bf any flb'&, or roof system, R.efer tothe;: Truss. Desloh I . -Pr�wlng (T-DD) 'for 'the',bradnb riequlr'6ments f6r each Ih.d1VIcIUc1L truss component, 'Bridging;` pQrtIcA . t . particularly "st - rongbqc�k rec6mmehdatIon for '0'. :truss- system to, help contr.p( ytbratlon. In: addition: to :aIdIrig.. In the: dlst�..jb.utlon of pblnt' loads 9 between adjacent :truss, reduce s�trongback bridging, serves % to STRONGBAck DRItGING ATTACHMENT ALTTLRNATIVtS or web NG. rrs d YF-F— I Witt) mliW bounce. or rLISmUcti. Vip.r.a.-utph� resuttinb, frbm Moving point toads; :such as footsteps; Th-e. Performanc.0 of all . floor systems tems -are. 6 '' ' enhanced 'by. the. In.. aLlatjoh f -ttrb'ngb.a'cjk. bridging and -ther'efor.e :Is. strbngty recommended by Alpine. For additional Infbi , �,Mo:tibh rebqrdl.hg. strongbaek bridging,_ refei.- -to_-Bcsl (Building. Component safety Information). No. 7086.1 STATE F::;. PL: PSF DL.. RSF DL PS.F- LL.. ?9F. ilLD, PSF REF -STROI BATE. 10%0I/ PRWG.STRB 4 a ..... ..... AF r..,-c D'ETAIL W� ....... ........ . ...... Ud T,. . ION O.-TE 'ORE I'SF'PAL.L'ET'5-:0 -CONSIS -ltdo# ARE. -Tu. T-1 ON IQ -PLAM'S AND.: , NO a Re Rovi'S.- IRIS so KIM- F. 00 MW pit RVA' en;of 1 0 Cracked or Broken This drawing specifies repairs for a truss with broken chord or web member. This design Is vaLld only for single ply trusses with 2x4 or 2x6 broken members, No more than one break per chord panel and no more than two breaks per truss are allowed, Contact the truss manufacturer for any repairs that do not comply with this detall. (B) = Damaged area, 12' max length of damaged .section U = Minimum nailing distance on each side of damaged area (B) (S) = Two 2x4 or two 2x6 side members, same size, grade, and species as damaged member, -Applyy one scab per face, (i Minimum side member lengths) = C2)<L) + (B) Scab member length (S) must be within the broken panel, Nall Into 2x4 members using two (2) rows at 4' o,c., rows sta gere6 Nall Into 2x6 members using three (3) rows at 4' o,c„ rows staggered, Nail using 10d box or gun nails (0,128'x3', min) Into ear-h side member) The maximum permitted lumber grade for -use with this detail Is limited to Visual grade 01 and MSR grade 1650f. This repair detail may be used for broken connector plate at mid -panel splices. This repair de -ball may not be used for damaged chord or web sections occurring within the connector plate area. Broken chord may not support any tle-In loads, S. L L �Typlcat � + o + o + o + o o + o + o + o + Str agger Back Face Lod Box (0.128'b x 3', min) Nails) o = Front Face 2x6 Mermiber - Tru lee Row Staa9 Bred Nail Spacing Detail NWARNING."I RiAO Ala MUM ALL NOTES ON "WORTANTws FURNISH TNIS ORAY➢IG TD ALL CONTRACTORS Q ti�O g AN RW MMPANY 133eo Lskefiwl Ddvo Eadh oky, MO 03045 a � Member- Repair Detalt Load Duration = 0% Member forces may be Increased for Duration of Load Maxlmum Member Axial Force . Member; Size L SPF-C HF DF-L SYP Web Only 2x4 12, 62b# 635# 730# B004 Web Only 2x4 18, 975# 1055# 1295# 1415# Web or Chord 2x4 24 975# 10554t 1495# 1745# Web or Cilord 2x6 1465# 1565# 2245# 2620# Web or Chord 2x4 30, 1910# 1960# 2315# 2555# Web or Chord 2x6 2230# 2365# 3125# 3575# Web or Chord 2x4 36, 1 2470# 2530# 2930# 3210# Web or Chord 2x6 3535# 3635# 4295# 4745# Web or Chord 2x4 42 2975# 3045# 3505# 3835# Web or Chord 2x6 43954 4500# 52254 5725# Web or Chord 2x4 3460# 1 3540# 4070# 4445# Web or Chord 2x6 5165# 1 5280# 6095# 6660# wNnun I. L L ➢Istonce 19STALLERS, ,dno. Refer to Nlntmm L ffi:tnnee 8 %eve u proprrly aiac►kd'AIU, crllno. Location Thom far prrnenent totepol �irirdht o� Yrb� l h6ve braehp Installed per ➢CSI seeifans 13, 77 or IM oe apfucabla. Ac+dy plates to each face Puss and posltIon as shorn above and an -the Wni ➢rtoas, U tess noted' otMrvlse, r to dratlnpi 164A-Z for standard plate pasltlane. )he, A dNislon of ITV NA C Components Cro Inc, shall t be responsible for arty devl.tlAn from droving, any /ollurr is bdld the truss In conornAnce rkh ANSI/TPI 1, or for hondMp, shtpphp, Mallon o •p�Acmp of trusses. , srol•m iNs alrAr5n0 x eoV�r pope lk0q iNs dmvInp Wicnies Aci.piance of proPessbnal ve.k'a rsapadr-du y solely for the d.skn shorn The PAtobilty And use of iNs drasb+p any siruet,rs Is tlia rnparu>b0.ky of VW Diu" Designer per ANSLIPI I Sect. for Ken Infarnaikn ere thlr Jobs general notes ppoppe JA�d these web sltrs, SPACING 24,0' ALPIND srr,d Itr,eanl TPL yr+.tpinstorpl SDCA, Wr,sbclndurtryargl ICa wdccsafe,org REF MEMBER REPAIR DATE 10/01/14 DRWG REPCHRD1014 4 a .2 gpdg BOARD (V,i) m-be.r. PurnIng .06am BEAM,ZVERY ItURXX RAFURS a -Maximum gjob 'roif height; 4.0juet. IDS E°7 2'40' m,ph,,.EWbsed, 4Si A'.M u -0fASCS7-'1d0QrePh;g"dlQkd' Exp D,, - Yztv1-0 i,tds TRVIS- J,f—.U.—ER VALLEY -FRAUNG VALLEY RA R-.OR RIDGE 1pPleb--4?-M"1dr-30 Psf J:rL)a.nd -2() pof (T-D) Max. .�;v iNat 04018 locations are work(h'g`.GWtd to Ty P) AtMclimerft.oaq tie. macle -drectly — 3. c i I I 4:t, i; f.,g f i d. 4UGd'toe-t all lby-Cuttl rvg:AjPX.6"-no : t ch sheathing 4. ftjyta:two-u6 sleepers. 4 2 0 toe4al 2 4*1:6d tdF_LftlI.% 3.2ao tdgmUs,each sleepe & r.00f black 4 %6d toe-ritills PrTV Clrtcl-W@7A*Is E. 1_,RJL��R.��T ta.triMes. -Fruffld 4. 5 to (Tw) 4'4&toe_rr5ll5 -to tt$`Oje. .32. Lcriople-ta.p4lirt. 1(t'si" PERSfiJMUSED) .13. :(:a.. 4 iwwe-nells. ' S. NOTE,1164.j!DA62"4-41) COMMON' NAILS ]umber' Q rafls are rafter If steapers.are.not v;q0'. orfpptes lit".c.r.10. 0.10. S­ ifelf t4tw4-- t. atd- ,of#nce,to-eurran NDS equlr*rt d�nUrrM, Y. wc•:Pe eyf Ptd -:1 1. f, Iq I d. mdrnn- f : , '. Wb.;d gnl� 11 r ;9.d- .30 40 54 PrP VA -TC DL 10 ZO 7 '? DAT9 10 -0 0 0 DRW.G 0 .0 0• 0 "TAM -.7 a i. T 6T LA.3 1W.5 b 4 I.Pn/ TZIN v P, Rg-E17N., _Kao 1 0 S-im d Construction Connectors • • -Mount • Face -Mount Hangers - I -Joists Glulam and SCL • � ffi These products are available with additional corrosion protection. For more information, see p.15. Codes: See p.12 for Code Reference Key Chart. Em C NNE Carried Dimensions Fasteners Allowable Loads "Actual Membe AI ) Joist' Model Min / �, DFISP .' SPF/HF `Code Size No e y web Max Species Header Species Header Ref: (rn) s stiff Regd W H B Face Joist D plrft Floor Snow , Roof Floor l Snow Roof t160) (100) {116) . `025) (10Q),; (115),1(125) Min. (14) 0.148 x 3 - 70 1,660 1,80511,805 1,425 1,555 1,555 IUS2.56/16 - 2% 16 2 Max.70 1,805 1,805 1,805 1,555 1,555 1,555 21/z x 16 MIU2.56/16 - 2-/% 157N 21h - (24) 0.162 x 31/z (2) 0.148 x 11/z 230 3,455 3,920 4,045 2,970 3,370 13,480 U314 ✓ 2-/% 10112. 2 - (16) 0.162 x 31/z" (6) 0.148 x 1112" 970 1,945 2,205 i 2,375 1,675 1,895 12,045 HU316 / HUC316 ✓ 29/ie 141A 21/z - (20) CA62 x 31/z (8) 0.148 x 11/z 1,515 2,975 3,360 3,610 2,565 2,895 3,110 IBC, FL, `MIU2.56/18 =- : 2s/ie '17J6, 2Yz - (26) 0162 x 3Yz d (2) 0.148 x.1 �/r 230 ` 3.745 4,045 4,045 3,226 3,48613,480 LA 1 HU316 / HUC316�` ✓ 2s6 i 141/a `�. 21h - (20)'0.162 x 3'h"; `,(8) 0.148 x 1'h",'1515. 2,975..3;360 3,610 2t56512,895'_ 3,T10- 21h x 20 MIU2.56/20 - 29/16 197H6 21/z - (28) 0.162 x 31h (2) 0.148 x 11/z 230 4,030 4,060 4,060 3,465 3,495 13,495 •2lz x 22 ^ • 0.148 11h 230 4,030 4 060 4,060 3,465. 3,495, 3,495to 26 MIU2.56/20 ✓ 2 A, - 191a 2'h .- (28) 0:162 x 3'Jz (2) x 26/6 x 91/4 29/6" wide joists use the same hangers as 21h" wide joists and have the same loads. to 26 MIU312/9> ,3`1% 9Y6`.� 21h - { 6) 0.162 x 3'h (2} 0.148 x11h 230 : 2,305 2 613 -2,820,1,980 2,245 2,425' 3x91/z ,,HU2102�IHUC2102` ✓ "3?%,C . 8"/16- 21Jz' Max .(18}-0162x3,1W._ .(19)0.148x3.- 3 1,2=680 3,020 3,250 2;805 2;605i 2,800- IBC, MIU3.12/11 • - 31/6 111A 21/z - (20) 0.162 x 3Yz (2) 0.148 x 11/z 230 2,880 3,135 3,135 2,475 2,695 2,695 FL, 7 3x11/e HU212'2`/ ttUC212-2 _ " " � ✓ 3Ys 106ti6 21h Max. (22) 0.162 x 3Yz • --� (i 0) 0.148 x�3 7 ., r a., 3,275 3,695 3,970 2;820 3,180 3,425 LA HLI3.25/12fHUC3.25/12 • 31/a 113/a' 2'/z - (24)�0162x31h'� ,(12)0148x3.� •e r .,3;57Q 4,030, 4;335' 3�075.)3,470f 3,735. ` ^HU256 .;(20) 1 8} 8Mn 2i975 3;360`3610 ` 0' 2,890 ,3 ,105.043'3J HUC3.25i16 ' . 3 13t1A, _ 21h Max (26)0,1623Y'2 .`(12)0-1 43 365, 4695 3;330 3,755 4,04D'1/4 3?%glulam„'�HUCQ2102.SDS • _ 311a '.'9 3, - (i2)l4"'x21h SDS (6}1/a"x21Jz SD ,2,�45 `4t�a15. 4; 1a 431 ,3xfit0 3,710 z,i10 FL HGUS3.2511'0 j,3'74 85/6 ' 4° .'- . i46)'0':162.x 3'fz ' (16} 0;162 x 3Yz` `4,095: 9,100 9,100 916o; .7,825 .7,82517,425 IBC, 314 I` ' '012x 3'/s (2}0.12x3/z ,0 8,085,08HGUS325/12 FL LGU3.25-SDS " • - - 31/4 8 to 30 ' 4'/z = {16)1/4'', x 21h". SDS (12)'WW' x21h'.' SDS '5,555' 6,720 7, ;l,i l 7 i"10 14,840 5,265j 5,26 HHUS46 - 3% 51/a 3 - (14) 0.162 x 31/z (6) 0.162 x 3Yz 1,320 12,785 3,155 13,40512,395 2,715 2,930 3Yz x 5'/a HGUS46 - 35/6 47ti6 4 - (20) 0.162 x 3'/z (8) 0.162 x 3Yz 2,155 14,360 4,885 5,230 13,750 4,200 4,500 HUS48 �' -346 6'he:, ° 2 _- (6) 0162x 3Yz ,(6) 0.162 x.31/z 1,b 1595 1 815 1,980 1,365 1 �555 1,680' 31/z x 7Ya _HHUS48 "<"- = ! • - .f 35(a I 7'A, ..- 3 - , (22)0.162•X 31/z (8} 0.162 x 3Yz,.' ? 8k� 4;210. 4,770a� 5,14013,615' 4,095 4;415 HGUS48 , ' + • �}:3 s 7'/s` , 4� =, _(36) b 162_x�31/2 ` (12) 0.162,x 3'h„; =3 ;235 7A0 7,460 7,460 ,6; 15 6,415) 6,415 IUS3.56/9.5 - 35/6 91/z 2 - (10) 0.148 x 3 - 70 1,185 1,345 1,455 1,020 1,160 11,250 MIU3.56/9 • - 39AB 81$'i6 2'h - (16) 0.162 x 31h (2) 0.148 x 11h 210 2,305 2,615 2,820 1,980 2,245 2,425 U410 • • • ✓ 39/16 81/a 2 - (14) 0.162 x 31/z (6) 0.148 x 3 970 2,015 2,285 2,465 1,735 1,965 2,120 HUS410 • • - 39/a 81-Ar 2 - (8) 0.162 x 31/z (8) 0.162 x 31/z 2,990 2,125 2,420 2,615 1,820 2.070 2,240 HHUS410 • • - 35/6 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 31h x 9Yz HU410/HUC410 • • ✓ 3-A6 85/6 21h - (36) 0.162 x 31/2 (12) 0.162 x 31/z 1235 7,460 7,460 7,460 6,415 6,415 6.415 H000410-SDS • • - 36h6 1 9 3 - (12) 114" x 2Yz" SDS (6)1/4" x 21/z" SDS 2,265 4,500 4500 ' :500 3,240 3,240 3,240 HGUS410 • • - 35/a 91ti6 4 - (46) 0.162 x 31/z (16) 0.162 x 31/z 4,095 9,100 9,100 9,100 7,825 17,825 7,825 IBC, LGU3.63-SDS • • - 3-A 8 to 30 41/z - (16)1/4" x 2Yz" SDS (12)1/4" x 21/2" SDS 5,555 6,720 6,720 6,720' 4,840 4,840 4,840 LA MGU3.63-SDS • • - 35/6 91/4 to 30 41/z - (24)1/4" x 21/z" SDS 06)114" x 21/z" SDS 17,260 9,450 9,450 9,450 6,805 6,805 6,805 77, IUS3.56/t1 88 '= =..31a , 1177a�} , 2 ' .- `�; 02)•0.148'x"3 '., = ,.e 1,420 1 615 1,745 1,22D 1,390 1;485` �r. MIU3.56%11-;: �• ' - 3 6 ` 111/6 ` 2'!r . = , (24) 0.162X 3/z- (2) 0.148 x 11/z 210 , 2;880 3,135' 3,135 2,475 2,695, 2,695 � 'U414- . _.,> • • • ✓ .3?(6{ , 10 °; ., 2. '=�-. (16)`0.162x3N (6)0.148x3, 3 t) r,-c 2,305 -g�pzr 2,615', I Gnriltane�tn;te�i�na�,l 2,820 1680(2,245 2,425' t < � 31/z x 117Js 'HU412 / HUC412 • j% 10�6 '21Jz Min. . (j 6) 0162 x,31h (6) 0.148 X 3 Max (22) 0162 x 3'%z (10) 0.148 x 3 HUCQ412=SD5 ': ' • • �lfe .11'' - . (14)'='%a'i X 2l°SDS (6)1l4' x 2'Iz" SDS °HGUS412= - • ` p`35�a � 1Ols, 4 - . „>,(56) 0162`x 3'/z (20),0.162 x 31/2, LGU3.63-$08. 8 to 30 41h' , = {16}?/4" x 21/i' SDS (12) i 1/4'x 21h" SDS tJIGU3.63 _SDS _ • - i 351 91/440 0 4Yz; -, (24)''1a',' x 21h" SDS 0 114 x 21Jz':SD,S H0U3.63 SDS'" ° •' - 351a ' 11 to 80 ,4i/ " =�, (36)1/ x 2ih" DS (24j 1/a! x 21h'�- SDE U U 46 See footnotes on p.150. Simpson Strong-TieO Wood Construction Connectors Adjustable Truss Hangers ���aEERFp W o, 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. CSee Corrosion Information, pp.13-15. V Installation: CUse all specified fasteners; see General Notes. C The following installation methods may be used: V N Top -Flange Installation — The straps must be field formed over -the header — see table for minimum top -flange requirements. it Install top and face nails according to the table. Top nails shall 3 not be within'/4" from the edge of the top -flange members. For _ _-• the THA29, nails used forjoist attachmentar -t be driven at an 0. 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 entirely below the header. • Face -Mount (Max.) Installation — Install face nails according to the table. Not all nail holes in the straps will be filled except for the following models: THA29, THA213, THA218 and THA413. For all other models with more nail holes than required, the straps may be installed straight or wrapped over the header, with the tabulated quantity of face nails installed into the face and top of the header. The lowest four face holes must be filled. Nails used for the joist attachment must be driven at an angle so that they penetrate through the corner of the joist into the header. • Uplift — Lowest face nails must be filled to achieve uplift loads. Options: • THA hangers available with the header flanges turned in for 35/8" (except THA413) and larger, with no load reduction — order THAC hanger. Codes: See p.12 for Code Reference Key Chart for :422 for 422.2 426.2 10 THAC422 typical for THA422-2 THA426-2 vzo THA418 2i 1 �I a r c s � THA29 Double 4x27 2face nails Use full table value (total) Single 4x2—�. 4 top nails Face nails Top nails See �(totaq nailertable per table per tabled " 'Straighten E_Z* the 4Straighten double shear nailing tabs the double and install nails straight shear nailing tabs and install nails straight into the joist Typical THA422 yP Top Flange Installation Typical THA Top Flange on a 4x2 Floor Truss 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 ® Double -Shear Dome Double Shear Double - Nailing Shear Side View; q,% Nailing Side View Nailing Do not e; x (Available on Top View bend tab some models) THA44 Face -Mount (Min.) Installation ryNrcai r nnca Top Flange Installation er to tnote 5 p.187 86 Simpson Strong -Tie° Wood Construction Connectors SIMPSON THA/THAC Adjustable Truss Hangers (cont.) These products are available with additional corrosion protection. For more information, see p.15. 1. Uplift bads have been increased forearthquake or wind leading 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 nailing requirements and the other strap wrapped over the truss chord according to the top -flange nailing requirements (see drawing on p. 186) and achieve full tabulated top -flange installation loads. 6. Refer to installation instructions regarding fastener installation into carried 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 fisted diameter by length. See pp. 21-22 for fastener information. 18 Simpson Strong -Tie® lNood Construction Connectors SIMPSON ti z z a 0 0 U w 0 z 0 Cc Cn z W U) o> N 0 N U U Face -Mount Joist Hangers �G`�FEREp W _ �j a 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, ragging from :he light -capacity LUS hangers to the highest -capacity HGUS hangers, feature nnovative double -shear nailing that distributes the load through NAo points on each gist 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. . -. — - - -- Not designed for W6ITdd 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 0 0 Double -Shear Nailing Top View Q Double-Shear NailingSide View Do not bend tab Dome Double -Shear Nailing Side View (Available on some models) 1, for US 1'tis' for Vs gay H JI LUS28 HHUS210-2 up MUS28 HGUS28-2 Typical HUS26 Installation with Reduced Heel Height (multiple member fastening by Designer) 19 Simpson Strong -Tie° Wood Construction Connectors • n SIMPSON Face -Mount Joist Hangers (cont.) ' LUS24 251a 9 18 MUS26 41Y,a 18 19/e HUS26 45/,a 16 15/a LUS28t„ 06" ' 65/i6 18 19/,a MUS28 HUS28 61/2 16 1 % i HGUS28 6B/% 12 15/e hUS27Ci; = � ,. "4y/a HUS�70 8�1s_ - 16_` � 1�/a�• _ O 1. See table below for allowable loads. V - -- _ ._-_ •IiiriijTe 2x Siies 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 i with Strong -Drives SD Connector screws. See pp. 335-337 for more information. R LUS26 1,165 865 990 1,070 17355 1,165 935 1,070 1,150 1,475 1 865 635 725 1 785 1,000 IBC, FL, MUS26`, 1295 "; 1',480 ', 7,,560='• £# t ""w "";,,4i75= 1,,56i} """"1, w0 1.v£t • " 81 .g. 955;. ,1,{190 1,180L,ji LA HUS26 1,320 2,735 3,095 3,235 3,2,35 1,320 2,960 3:280 3:280 3,280 1,150 2,350 2660 2780 2780 Hf?US26i s 440; 4$5(1" 5,170_?,',, 5,390"": £7 ="469t3 , ..`5220"°,: 5390 ; 3;E10' 3;870' . 3,985"" IBC, FL LUS28 tv1US2&; 1,165 (,;20 1100 1,73Q 1260 1975�;' 1350 2125" :'' 1725 2 2 1165 132 .' 1195 I1875 ,El��, 1360 1,465 2 255 1,730 " 2225. 865 „1 i 0 810 p� 1,�7fl "' 925 1,45 1,000 `1;575' 1270 1 ?55;"'-- IBC, FL, LA HUS28 1,760 4,095 4,095 r,095 4.095 1,76C 4,095 4tO95 4,095 1480 3,520 3,520 3,520 3,520Wt''°''7275. 1,530 , "7,275;4,25©v IBC, FL LUS210 1,165 1335 1,640 2,0901,165 1,450 1,775 2,270 865 985 1,120 1215 1,500 IBC, FL, H08210' 5, f1 9u ; Kyia3Ll S,p30 2 � aK. aj33 $ 2a 2 " . 2,�55 LA HGUS210 2,090 100 9,10ti .. 1 ,. ; 9.107 ; :, 6,340 6.730 6.730 1 6,73C lK. 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° arid/or sloped to a maximum of 45o • For skew only, maximum allowable download is 0.85 of the table load • For sloped only or sloped and skewed hangers, the maximum allowable download is 0.65 of the table load • Uplift loads for sloped/skewed conditions are 0.72 of the table load, not to exceed 2,475 lb. • The joist must be bevel -cut to allow for double shear nailing HGUS - Skewed Seat • HGUS hangers can be skewed only to a maximum of 45°. Allowable loads are: HGUS Seat Width Joist Down Load Uplift W < 2" Square cut 0.62 of table load 0.46 of table load W < 2" Bevel cut 0.72 of table load 0.46 of table load • 2" < W < 6" Bevel cut 0.85 of table load 0.41 of table load 2" < W < 6" Square cut 0.46 of table load 0.41 of table load W > 6" Bevel cut 0.85 of table load 0.41 of table load 94 Acute side Speclly angle Top View HHUS Hanger Skewed Right Qoist must be bevel cut) All joist nails installed on the outside angle (non -acute side). U Simpson Strong-PeO.Wood Construction Connectors LUS/MUS/HUS/HHUS/HGUS D 4 ................................... ................................... ................................................. --................................................................................ _..................... ........ ......................._.__._.._.._..........................-....................................................................... ................. ................................... ................. These products -are availablewithFor stainless Many of these products are approved for installation additional corrosion protection. ED 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. 5S, P 6 z z a 2 0 U L Z z Cn z 0 a rn 0 0 rn 0 U U Double 2x Sizes HHUS26-2 F4-5ie 14 36/16 53/s 1 3 1 (14) 0.162 x 3% 1 (6) 0,162 x 31/z 1* 3H 1 2,830 3,190 3,415 4,250 1,135 2,435 2,745 2,935 3,655 HGUS26-2 1 4% 12 3-% 57/16 1 4 1 (20) 0.162 x 31/z (8) 0.162 x 31/z 2,155 4,340 4,850 5,170 15,575 11,85513,7301 4,170 4,445 4,795 FL, LA LUS210-2 67/16 18 31/at92(8) 0.162 x 31/z(6) 0.162 x 31/z '1,445 1,830 2,075 2,245 2,830 1;245 1,575 1,785 1,930 2,435 HHUS210-2 83/8 14 36/16 (30)0.162x31/z (10)0.162x31/z 3,550 5,705 6,435 6,485 6:483,335 4,905 5,340 LOW 5,190 HGUS210-2 89/16 12 36/16 (46) 0.162 x 31/z (16) 0.162 x 3Yz 4,095 9,100 9,100 9,100 9,100 3,520 7,460 7,825 7,825 7,825 Triple 2x Sizes ;;H US28=3T 41�5s 72 ,4i6h6' 51/z -4,°- (20)0.1623i'�'lx.;={8j0,�fi2x3'I 21 5,434fl i4;850 5110,;5;d/ . 1,ttoo 6,IJu 4J u 4440 4,tas,11BC;F HGUS283^�" 6?3,'is �12. 416/ta 71/a ?> (3�)07�2x31�Z ;(12)0162�3�h 32�5 7460,',7460, e7,460 a7t460 27$0 6,415 6,415 6;415-6,415 LA HHUS210-3 83/a 1 14 477/6 87As 1 3 (30) 0.162 x 31/z (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 81�A. 12 416Ai 91/a 4 (46) 0.162 x 31/2 (16) 0.162 x 31/z 4,095 9,100 9,100 9,100 9,100 3,520 7,825 7,825 7,825 7,825 Quadruple 2x Sizes H US26 4 ".; 51h ^ °"12': 69fis''.57116 4- :(20)0.162x3'/a E8}01s2 1311z-.^ 2j 5 �3401 4,i350 -5,11U :d,bf - T1tib� ;4 6,rdu ,)tu` f"4 _ %Ai ID IBC, FL, HGUS28-4 u71/4 1 12 6-Ai6 73/6 4 1 (36) 0.162 x 31/z 1 (12) 0.162 x 31/2 1 3,235 7,460 7,460 1 7,460 1 7,460 1 2,780 6,415 6,415 6,415 6,415 LA HHUS210-4 8% 14 61/a 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 4x Sizes IBC, FL, LA IBC, FL LUS48 43/a 18 1 39A16 63/4 2 1 (6) 0.162 x 31/z (4) 0.162 x 31/z 1 1,1360 1,315 11,490 1,610 2,030 910 1,130 1,280 1,385 1,745 IBC, FL, HUS48 61/6 14 39/16 7 2 (6) 0.162 x 31h (6) 0.162 x 31/z 1,320 1,580 1,790 1,930 2,415 1:135 1,360 1,540 1,660 2,075 LA HHUS48 6% 14 3-1/a 71A 3 (22) 0.162 x 31/z (8) 0.162 x 3%. 1;760 4,265 4,810 5,155 5,980 1,515 3,670 4,135 4,435 5,145 HGUS48 67A16 12 36/a 7116 4 (36) 0.162 x 31/z (12) 0.162 x 3'h 3,235 7,460 7,460 7,460 7,460 2,780 6,415 6,415 6,415 6,415 HGUS412 I 107/16 1 12 1 3-1/a 103/1a 4 1 (56) 0.162 x 3%. (20) 0.162 x 31/z 15,695 9,045 19,045 9;045 9:045 1 4:900 17,780 ',750 7,780 1 7,780 HGUS414 1 117/16 -12 1 A. 127/6 4 1 (66) 0.162 x 31/z (22) 0,162 x 31h 5,695 10,125 10,125 10,125 10,125 4,900 18,190 18,190 8,190 18,190 Double 4x Sizes IBC, FL, LA FL 1. Uplift loads have been increased for earthquake or wind loading with no further increase allowed. Reduce where other loads govern. 2. Wind (160) is a download rating. 3. Minimum heel height shown is required to achieve full table loads. For loss 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. Simpson:Strong-Tie° Wood Construction Connectors Face -Mount Truss Hanger The HTU face -mount truss hanger has nail patterns designed specificaly for shallow heel heights, so that full allowable bads (with minimum nailing) appy.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 1/2" 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 t i Finish: Galvanized 0 Installation: p Use all specified fasteners; see General Notes Can be installed filling round holes only, or filling C 0 round and triangle holes for maximum values y 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 -...z.-Options: p. • 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. HTU26 HTU Installation for Standard Allowable Loads (for Y2" maximum gap, use Alternate Allowable Loads.) Standard Allowable Loads (1/8" Maximum Hanger (jap) Single 2x Sizes SIMPSON Im Typical HTU26 Minimum Nailing Installation Alternate Installation - HTU28 Installed on 2x6 Carrying Member (HTU210 similar) HilJ26 (Max:) , a 5n%z', 1!s 5' a _ 3'h " "(20„) Q 162 X3'j,2'": f20) 0.148 x 11/2 ;- 3 "' 'L 9"4U ;. l . r 1.."q:ujlu. { l,s a ,. c;oau: " 4,0U' .:..�� IBC, HTU28 (Min.) 37/8 15/a 7% 31/2 (26) 0.162 x 31/2 (14) 0.148 x 11/2 1,235 3,820 3,895 3,895 3,895 1,060 2,865 2,920 2,920" I FL, HTU28 (Max.) 71/4 15/a 71ti6 31/2 (26) 0.162 x 31h (26) 0.148 x 11/2 2,020 3,820 4,315 4 6, i 5,435 1 r?5 3,285 i,710 1 05 LA HTU210 (Min.) ', 37ia 151a : 9 a 31fi"" (32} 0 162x 31h j°'(14} 0.148 x �'`, ,1,330 f„lu0 330 ' 300 4.vu0 17 5 3 226`,} 3 225 : ''',43a!) 2251 Q225 Hl1J210(Max) 9"/4,° 1SIs r9yha" 3�2 -(32)0162x3'4,e,'42)0148 4-11h 5,315' 4?05,;031f1 - ,t t1 :5,995" 2;850 4,045.' t ;65155"r Double 2x Sizes HTfl26`2(MIll.)""'' 37/s", 35Aa� "5ha w�llz` '',(20)0162ix31,/z ;,;{14�0.148 t" %1;`aIS 2,94Q,; 3 t` (, 3 a .,3,910 j 3,,305 1,$50 � 2090', 2255 '2465.; HT . U 51a°5I .01 217 G' 4,310 4,310 'A 4,310 870`2,530262(MaX) 1 1,315 856° ' 0�G (3 855e IBC, HT028-2 (Min.) 37/8 35/16 7''A6 31/2 (26) 0.162 x 31/2 (14) 0.148 x 3 1,530 3,820 2,865 3,235 3,235 3,235 HTU28-2 (Max.) 71%4 3-A6 71/16 31/2 (26) 0.162 x 3Y2 (2610.148 x 3 3. .1; 3,820 4,315 4,655 5:825 2,995 3,285 �1E ," k "' f l 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 'A" and lh", use the Alternate Allowable Loads. 6. Truss chord cross -grain tension may limit allowable bads in accordance with ANSUTPI 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 11h" nails in the header and _ reduce the allowable download to 0.70 of the table value. The allowable uplift is 100% of the table bad. 8. Fasteners: Nail dimensions in the table are listed diameter by length. See pp. 21-22 for fastener information. 96 Simpson Strong -Tie® Wood Construction Connectors SIMPSON 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 Carrying Member 1. See table above for dimensions and additional footnotes. 2. Maximum hanger gap for the alternative installation is'h". 3. Wind (160) is a download rating. 4. Fasteners: Nail dimensions in the table are listed diameter by length. See pp. 21-22 for fastener information. 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 1/z", use the.Afternate Allowable Loads. 6. Truss chord cross -grain tension may Emit 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 11h" nails in the header and reduce the allowable download to 0.70 of the table value. The allowable uplift is 100% of the table bad. 8. Fasteners: Nail dimensions in the table are listed diameter by length. See pp. 21-22 for fastener information. 19 Simpson Strong -Ties Wood Construction Connectors ' . 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 25/1e" or greater, at 100% of the table load. Specify HUC. • HU is available with one flange concealed When the W dimension is less than 25/1e" 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 a': id IA' x 21/4` Titerri 2 scre,vs (Model TTN2-25234H) for GFCMU. Follow all installation instructions and use the loads from we sawn lumber or E MP sections. Material: 14 gauge Finish: Galvanized; ZMAX® and stainless steel available Installation: • Attach the hangers to concrete or GFCMU walls using hex -head Titen 2 screws. Titen screws for GFCMU (1/4" x 23/4" — Model TTN2-25234H) and for concrete 0/4" x 13/4" — Model TTN2-25134H) are not provided with the hangers. • Drill the 3/1e"-diameter hole to the specified embedment depth plus 1/2". • Alternatively, drill the 3/1e"-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 3N" drill bit and hex -head driver bit (Model TTNT01-RC); a 3/16" x 41/2" drill bit is also available (Model MDB18412). • A minimum edge distance of 11/2" and minimum end distance of 37/8" is required as shown in Figure 1 for f€ ll uplift load. • Where no uplift load is required, a minimum end distance of 11/2" is oemitted. Codes: See p.12 for Code Reference Key Chart Concealed flanges H 6 �:LILOM 7 1 e,1_2° mi,. jSIMPSJON HU214 Figure 1 — HUG410 Installed on Masonry Block End Wall Figure 2 — HUC410 Installed on Masonry Block End Wall 23 Simpson Strong-TeO Wood Constniction Connectors HU/HUC/HSUR/L .............................._._................ .__---...__........_..---_..........----...........................................---.._.._.. -- .......................__......__....................---..........._----.._.._.__...................._..._..._...._..._ 1 Medium -Duty -Face-Mount Hangers (cont.) These products are available with additional corrosion protection. For more information, see p.15. Ur lwy_ ` � Ref. Standard Concealed GFCMU ® Titen 2 concrete Taten 2 Joist Uphft (160} , Down �(1Q0/1125) Uplift (560) ' Down (10D/125j HU26 HU26X (4)1/4 x 23/4 (4)1/4 x 13/4 (2) 0.148 x 11/2 335 1,000 335 1,545 HU28: HU28X (6)'/a x 23 " 1, _, ,(6)1Ja x 131a _ (4) 0.148 x 1 ?h' 545 ; = 1,500 , 760 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 ...,..., ,..,... .,,...r.,. ,�,,.., nar i rot.i'r.,,-r:a✓.. ire% n 40 � Q ..- 7an �,. 9 /tan' 7rA `I- 9nn 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.) HUC26-3 (Max.) ?/4 (12)114 x 13/4 (6) 0.148 x 3 1,135 3,000 1,135 3,950 )�-' ti ' HOC28-2(Min) , ��31a _110l4 X 1a (4)'0.148 x3 ; • 760 2 500 760 3 725,HU28-2'(Min HU28-2 (Max.) HUG28-2 (Max3/1, V44 - (14)�1(4 x 13K �,(6) 0.148x;3 ,:1;135 " 3,560 1,135 �,A 920HU210 HU21OX /4 (8) Y4 x 13/4 (4) 0.148 x 11/2 545 2,000 760 2,415 HU210 2 (Min.)' HUC210.-2-(Min.) ; ' (14)114`.x 231a_ ` (14J 1/a z 3ia . - (6) 0.148 x<3.' . '1,135, ' , 3,500 . _ -1,135 HU210-2 (Max). ;' HUC210 2 (hoax)",: i (Ii; `1/4'x 23'4'. (- (18)1/4x1,34 . 800 4;500 ., . 1,800 •5 085 HU210-3 (Min.) HUC210-3 (Min.) (14)1/4 x 23/4 (14)1/a x 13/4 (6) 0.148 x 3 1,135 3,500 1,135 4,920 HU210-3 (Max.) HUC210-3 (Max.) (18) 1/4 x 23/4 (18)1/4 x 13/4 (10) 0.148 x 3 1,800 4,500 1,800 5,085 HU212 HU2i2X' (10)'1/a:X 23/4(10) x1 Y4 3/a;, {6) 01'48 x1'h 1135 2 500 :~ 1,15 2 665 ' HU212-2 (Min.) HUC212-2 (Min.) (16)1/4 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.) HUC212-2 (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.) NUG212r3 (Min.) � , (16)1/4 x 23/e .; (16)'/a x 13/a � `` (6) 0.148 x 3 �1,135� 4,000. 1;135 _ - 4,920 -�' HU212 3 {Max) HUG212 3 (Max.). (22)1/4 x'23/a-. (22)'la x 13/4 (10) 0.14$ x 3 1, 800 5,085 1,800 5;085 - HU214 HU214X (12)114 x 23/4 I (12)1/4 x 13/4 (6) 0.148 x 11/2 1,135 2,665 1,135 2,665 .une4ne'�-�na���' unr�)d�inm�i tia�7 Y9. ``„I1R1-+Jax9��4 -. ":f81o148x3 1.515) `4.500-.y_ ..,1,515 5,D86 ° HU214 2 (Max.)_ '' HUG214 2 (Max.} - b . e . (24)'/dx 23/a , . ( (24} 1/4 X'13l 0�148x3 . , , .2flt5 , , 2,Q 15x`'5 086 , HU214-3 (Min.) HUC214-3 (Min.) (18)114 x 23/a 1 (18)1/4 x 13/a (8) 0.148 x 3 1,515 4,500 1,515 5,085 HU214-3 (Max.) HUC214-3 (Max.) (24)114 x 23/4 (24)1/4 x 13/4 (12) 0.148 x 3 2,015 5,085 2,015 5,085 ':HU216 ' HU216X" :` (18)1'A x 23/4 (18)1/4" 13/a' ". {8) 0.148 X 11h 1510 _�� 2;920 1,515 .- ..:2 96 HU216-2 (Min.) HUC216-2 (Min.) (20)1/4 x 23/4 (20) IA x 13/4 (8) 0.148 x 3 1,515 4,920 1,515 4,920 HU216-2 (Max.) HUC216-2 (Max.) (26)1/4 x 23/4 (26) 1/4 x 11/4 (12) 0.148 x 3 2,015 5,085 2,015 5,085 HU216 3 (Min) , HUC21�i 3 (Min.) (20);1ix 231a; (20)% x""13/a " '(8) 0.148 x13 3 515� �4,920 1,515 HU216 3 (Max.) HUC2'16I 3 (Max) :. (26)1/4 x 23/a - _ (26)1/4 x 13/a , ' '(12) 0148 X 3' 2 015 , 5,085 = 2,015 , - 5085. _s HU7 (Min.) (Not available) (12) 1/4 x 23/4 (12)1/4 x 13/4 (4) 0.148 x 11/2 545 2,980 760 2,980 HU7 (Max.) (Not available) (16)114 x 23/4 (16)1/4 x 13/4 (8) 0.148 x 1112 1,085 3,485 1,085 3,485 '773 HU9 (Win; a u {Not avalabie) (18):'1a x 23/4',! (1 &)'74 X 13/a rs . (6) 0.148-X 1'%: 1135 3,230 1;135. , 230 ' �(Notavailable) . (24)�{ax2x4, tz4).14x�:i /4, t;,wt°U.14ux';1r2 -a 4+a . ,r2c : �,Vk� �,r00 HU11 (Min.) (Not available) (22)1/4 x 23/4 (22)1/4 x 13/4 (6) 0.148 x 11/2 1,135 3,230 1,135 3,230 HU11 (Max.) (Not available) (30)1/4 x 23/4 (30)1/4 x 13/4 (10) 0.148 x 11/2 1,445 3,735 1,445 3,735 HU14 (Min.)- (Not available) ° (28)'/4 X 23/a -..1 " (28) 1/4, x 13/4, .-(8) 0.148 X'11/2 1515 _ "3,485.. 1,515 `3,485 1 HU14(Max.) a ,{Not available)° y (36)'l4 x23/a (36) i/<x1314 s -(14) 0:1'48 x.11/32fl15, �, 4;245 2;015 r 245 .� U z a 0 0 w F7 c5 z cc b5 z 0 0 0 m N U U STAGGER JOINTS - TYP. RAISED HEEL ROOF TRUSSES B/SKIS, PLAN .'m� r1lr� aaaa■�aaaaaaa��a``�iaaaa■a``� �a��laaaaa�aa�a�i ` ■I_I■�I.I aa�a�aaaaa�aaa�aaaaau aaaaaa��:��:aaaaaaa�aaaaa--�:laaaa__a� UPLIFT/SHEAR ANG _ — EACH TRUSS - SEE PLAN I IBBBN BOARD- SEE GNEDULE FOR SPACING t ASTENING TO TRUSSES MASONRY WALL- S/SKI SEE PLAN NOTE: ADD'L FRAMING NOT SHOWN FOR CLARITY RAISED HEEL TRU55 BEARINC.%A� SCALE, NTS SKI ROOF SHEATHING- SEE I 5OFFIT/FASCIA- SEE ARCH. RAISED HEEL ROOF TRUSSES -SEE.PLAN RIBBON BOARD - SEE SCHEDULE FOR SPACING d FASTENING TO w N TRUSSES WALL SHEATHING -SEE PLAN MIN. 15/32' CDX PLYWOOD OR 1/16' 055 WITH &d GUN NAILS (0.131' X 2 1/2') ® 6' O.G. TO UPLIFT/SHEAR GYP. CEILING - RIBBON BOARDS ANCHOR EACH SEE PLAN d TRUSS- SEE PLAN SCHEDULE DO NOT FASTEN RIBBON BOARD MASBNRY WALL - INTO END GRAIN OF ROOF TRUSS SEE PLAN BOTTOM CHORD \ RAISED HEEL TRUSS SEARING( SCALE. FITS SKI RIBBON SCHEDULE; DESIGN CRITERIA • RIBBON MATERIAL RIBBON SPACING RIBBON ATTACHMENT Vult=165 MPH (2) 12d GUN (0.131' X 3') (valid=128 MPH) 2X4 5PF02 24' TO EACH TRUSS, (4) EXP. B, NAILS AT JOINTS ENCLOSED vult=180 MPH (2) 12d GUN (0.131' X 3') (Va6XMPH) 2 <4 SPM 16, TO EACH TRUSS, (4) EP.0 EXP. , NAILS AT JOINTS ENCLOSED SHEET TITLE: RIBBON OEIIJt fOR R'ssEn HEEL Rooe IRussds SHEEP INFORMATION: _ ]dllld oIE RSUE[F. II.00.16 OR/.Vm Bi: R-r. IN SK.1 ALPINE January 10', 2020' c er,Coritractbr§ of America-, lnc,... 3101­0 Avenue Oj NW- wiriterli, 1.-.1-1 — 01 -jivorijL,33,BM6Z.11� DearM'att: lt,hasi come my 'attention fhatsome questions were raised; sed concerning 5,/8" diameter hofes�.,Mlldd thfu face. ,qf'sy ij,s a0 far threaded rods used_ or "tie downs " ga0le end trusses ffthete gable endsare ioverycon.tf4upO5 support, the,w,jde-- fate Aatlosp..-ah4''Q�Camagingedr-y connector plates ,o r or -vertical thexi additionalno',repair-isreq required. -The eno If -, you .have ,-any -q'u'�'e's'tl'ons-,. �,-p`le'-a-s"e-'give mg,',axall,,.: A 46 No 86367 Jp STATE, OF 6760 Forum briVe;, Suite 806. Orlando, k 32821 -'(4QQ) 5?1-47,90--�($63,422-' 8685 WvMplpi,n,eAW-.cqm. •n3.s#z `• �{ r �dYe "4 sT �9tl, • � T'E Fe ALPINE AN ITW COMPANY COA 90 278 03/10/2021 Ths doc unix# tw been docfar dc*slonod and sealer) uov a Ckglted Signature. Primed coptas»fEhoi& snodglnei signature nu-V Da veiled using to original oiecuo;pe vetsion, Alpine, an ITW Company 6750 Forum Drive, Suite 305 Orlando, FL 32821 Phone: (800)755-6001 www.alpineitw.com Sitelror►natiart `..., .,,.° �,.:.�:�,., � . . ..:�. .�. t :P� e1..� , " Customer., Carpenter Contractors of America Job Number., N333978 Job Descri' tion: 7A5/320 ,1.67EC ,RJO1 / 1672/ARIA/4EAB ELEV.0 Address: )esign Code: FBC 7th Ed. 2020 Res tntelliVlEW Version: 20.02.00A JRef#: 1X3L897501.75 lend Standard: ASCE 7-16 Wind Speed (mph): 160 Design Loading (pst)' 37.00 Wilding Ty pe., Closed This package contains general notes pages, 22 truss drawing(s) and 4 deta l(s). 1 069,21.1625.36044 Al 3 069.21.1625.36168 A2 5 069,21,1625.36152 A4 7 069.21.1625.36246 A6 9 069.21.1625.36169 A813 11 06921.1625.36091 B1 13 069.21.1625.35433 C1GE: 15 069.21.1625.35683 MV2 17 069.21.1625.35965 EJ7 19 069.21.1625.35902 CJ5 21 069.21.1625.35747 CJ1 23 A16015ENC160118 25 VAL1801601 `18 EIL!BtrF: tii'aVlCtllg Lumbar i�FtaSS ' �s s z 2 069.21.1625.35808 A1A 4 069.21 J 625.36106 A3 6 069.21.1625.36138 A5 8 069.21.1625.35715 A7 10' 069.21.1625.35888 A913 12 069.21.1625.35653 B2GE 14 069.21.1625.36200 MV1 1.6 069.21,1625:35340 V 1 18 069.21.1625.35793 EJ7A 20 069.2.1.1625.35889 CJ3 22 069.21.1625.35277 HJ7 24 GBLLETIN0118 26 VALTN160118 Y • QFlorida Certificate of Product Approval #FL1'999 Printed 3/10/2021 4:35:09 PM General Notes Truss Design Engineer Scope of Work, Design Assumptions and Design Responsibilities: The design responsibilities assumed in the preparation of these design drawings are those specified in ANSI/TPI 1, Chapter 2; and the National Design Standard for Metal Plate Connected Wood Truss Construction, by the Truss Plate Institute. The truss component designs conform to the applicable provisions of ANSI/TPI 1 and NDS, the National Design Specification for Wood Construction by AWC. The truss component designs are based on the specified loading and dimension information furnished by others to the Truss Design Engineer. The Truss Design Engineer has no duty to independently verify the accuracy or completeness of the information provided by others and may rely on that information without liability. The responsibility for verification of that information remains with others neither employed nor controlled by the Truss Design Engineer. The Truss Design Engineer's seal and signature on the attached drawings, or cover page listing these drawings, indicates acceptance of professional engineering responsibility solely for the truss component designs and not for the technical information furnished by others which technical information and consequences thereof remain their sole responsibility. The suitability and use of these drawings for any particular structure is the responsibility of the Building Designer in accordance with ANSI/TPI 1 Chapter 2. The Building Designer is responsible for determining that the dimensions and loads for each truss component match those required by the plans and by the actual use of the individual component, and for ascertaining that the loads shown on the drawings meet or exceed applicable building code requirements and any additional factors required in the particular application. Truss components using metal connector plates with integral teeth shall not be placed in environments that will cause the moisture content of the wood in which plates are embedded to exceed 19% and/or cause corrosion of connector plates and other metal fasteners. The Truss Design Engineer shall not be responsible for items beyond the specific scope of the agreed contracted work set forth herein, including but not limited to: verifying the dimensions of the truss component, calculation of any of the truss component design loads, inspection of the truss components before or after installation, the design of temporary or permanent bracing and their attachment required in the roof and/or floor systems, the design of diaphragms or shear walls, the design of load transfer connections to and from diaphragms and shear walls, the design of load transfer to the foundation, the design of connections for truss components to their bearing supports, the design of the bearing supports, installation of the truss components, observation of the truss component installation process, review of truss assembly procedures, sequencing of the truss component installation, construction means and methods, site and/or worker safety in the installation of the truss components and/or its connections. This document may be a high quality facsimile of the original engineering document which is a digitally signed electronic file with third party authentication. A wet or embossed seal copy of this engineering document is available upon request. Temporary Lateral Restraint and Bracing: Temporary lateral restraint and diagonal bracing shall be installed according to the provisions of BCSI chapters B1, B2, B7 and/or 1310 (Building Component Safety Information, by TPI and SBCA), or as specified by the Building Designer or other Registered Design Professional. The required locations for lateral restraint and/or bracing depicted on these drawings are only for the permanent lateral support of the truss members to reduce buckling lengths, and do not apply to and may not be relied upon for the temporary stability of the truss components during their installation. Permanent Lateral Restraint and Bracing: The required locations for lateral restraint or bracing depicted on these drawings are for the permanent lateral support of the truss members to reduce buckling lengths. Permanent lateral support shall be installed according to the provisions of BCSI chapters B3, B7 and/or 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 Udefl value. Udefl = 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 Qoint) 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.oro. 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.sbcindust(y.com. Page 3 of 3 SEQN:49649/ COMN Ply: 1 F,71A�5/3120,- er: N333978 Cust:R8975 JRetlX3L89750175 T18 FROM: RWM Qty: 8 67EC,RJ01 / 1672/ARIA/4EAB ELEV.0 DrwNo: 069.21.1625.36044 el: Al SSB / YK 03/10/2021 128"15 , 19'4" 7 67"8 T 671 � 1, 2, Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-16 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Kzt: NA Des Ld: 37.00 Mean Height: 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. =5X5 E 38'8" 9'4„ 19'4" Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): 03/10/2021 26111 32'69 38'8" 6'7"1 6'7"8 6'17 9.4„ 28'8" DefI/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): 0.208 K 999 360 VERT(CL): 0.361 K 999 240 HORZ(LL): 0.076 J - - HORZ(TL): 0.131 J Creep Factor: 2.0 Max TC CSI: 0.531 Max BC CSI: 0.793 Max Web CSI: 0.428 Ver: 20.02.00A.1020.20 10, ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+. /R- /Rh /Rw /U /RL B 1660 /- /- /936 /301 /432 H 1660 /- /- /936 /301 P Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 2.0 H Brg Width = 8.0 Min Req = 2.0 Bearings B & H are a rigid surface. Bearings B & H require a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens, Comp. B - C 1446 - 3039 E - F 1102 -1959 C - D 1324 - 2761 F - G 1324 - 2761 D - E 1102 -1959 G - H 1446 - 3039 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - L 2656 -1166 K - J 2199 - 829 L - K 2199 - 848 J - H 2656 -1147 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. L - D 520 -130 K - F 512 - 724 D - K 512 - 724 F - J 520 -130 E-K 1316 -593 **WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT*` FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlingshipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) r saty practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have properir attached structural sheathing and bottom chord shall have a properly attached r! id ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, as applicabgle. Apply Oates to each face of truss and. position as shown above and on the Joinl Details, unless noted otherwise. Refer to ALPINE drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW BuildinccLLComponents Group Inc. shall not, be responsible for any,deviation.from this drawing, any failure to build the _ ANMCGWV truss in conformance with ANSI/TPI 1, or for handling, shipping,, installation. and bracin of trusses. A seal on this drawinq or cover pa a 675o 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 sQr'ucture is the responsibility of the Building -Designer per ANSIITPI 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: 49650 / COMN Ply: 1 Job Number: N333978 Cust: R 8975 JR&AX31-89750175 T23 / FROM: PFH Qty: 1 ,7A5/320 ,167EC ,RJ01 / 1672/ARIA/4EAB ELEV.0 DrwNo: 069.21.1625.35808 Truss Label: A1A SSB ! DF 03110/2021 �21''1 ""12 1'9"12 T10"14 12'1"12 1T10"4 19' " 26'6"4 30'9"2 38'8" 7'10"14 4'2" 5'8"8 1'S 2 5'4"e 4'2.14 7'10"14 , =5X5 F E a T2 14X4 ;g4X4 T3 12 D H fi 17 W9 g 5X5 5�(5 c T R N a 1�A + J =4Xfi(A2) U =5X14 =5X8 aP �6X8 =5X14=4X6(A2) 38'8" 1' T11"5 4'0"11 590"4 17"10 5'8" F T11"5 + 12' + 1T10"4 19'S 14 26'8" 30'8'11 38'8" I-� 21' 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 Lldefl L/# Gravity Non -Gravity TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.201 E 999 360 Loc R+ / R- / Rh / Rw / U / RL B 1518 /- /- /936 /301 /432 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 - - J 1518 /- /- /936 /301 /- Des Ld: 37.00 EXP: C Kzt: NA Mean Height: 15.00 ft HORZ(TL): 0.186 L - - Wind reactions based on MWFRS NCBCLL: 10.00 TCDL: psf Building Code: Creep Factor: 2.0 B Brg Width = 8.0 Min Req = 2.1 Soffit: 0.00 5.2 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TIC CSI: 0.739 J Br Width = 8.0 Min Re 9 q = 2.1 (Load Duration: 1.25 MWFRS Parallel Dist: h to 2h TPI Std: 2014 Max BC CSI: 0.793 Bearings B & J are a rigid surface. Spacing: 24.0 " C&C Dist a: 3.87 ft Rep Fac: Yes Max Web CSI: 0.865 Bearings B & J require a seat plate.Members Loc. from endwall: not in 9.00 ft FT/RT:20(0)/10(0) 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. VIEW Ver: 20.02.00A.1020.20 Wind Duration: 1.60 WAVE o n "wuuer 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. 03/10/2021 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 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 ceilin Locations shown for ermanent lateral restraint of webs shall have bracin installed per. BCSI sections B3, B7 or B10, as applicable. App�y plates to each face ovtruss and position as shown above and on the Join Details, unless noted otherwise. Defer to ALPINE drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Buildin Components Group Inc. sha11 not,be responsible for any deviation from this drawing, any failure to build the MMCOAWAW truss in conformance with ANSI 1, or for handling, shipping,, installation and bracin of trusses. A seal on this drawing or cover page 675o Forum Drive listing this drawing indicates acceptance of professional engTeering responsibility solely or the design shown. The suitability and use of This drawing for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec .2. Suite 305 y.com; ICC: iccsafe.ora: AWC: awcora For more information see these web sites: Alpine: al ineitw.com; TPI: tpinst.org; SBCA: sbcindustr.Orlando FL, 32821 SEQN: 496511 SPEC Ply: 1 Job Number: N333978 Cust: R 8975 JRef:1X3L89750175 T17 / FROM: RWM Qty: 2 7A5/320 ,167EC ,RJ01 / 1672/ARIA/4EAB ELEV.0 DrwNo: 069.21.1625.36168 Truss Label: A2 SSB / DF 03/10/2021 12'8"15 + 19, 6'7"8 631 �1' I 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 It Lac, 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(0.11 Wx2.5",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" 611"1 67'8 6X5 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" 28'8" 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 FL 6PY9U9p Z M 03/10/2021 23 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, handlingshipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached ri id ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, as applicable. Apply plates to each face of truss and position as shown above and on the Join�Details, unless noted otherwise. Refer to ALPINE drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Buildin Components Group Inc, shall not, be responsible for any deviation from this drawing, any failure to build the AN mvmruANv truss m conformance with ANSI 1, or for handling, shipping,, Installation and bracincl of trusses. A seal on this drawing or cover pa a 675o Forum Drive listing this drawing indicates acceptance of professional engsneering 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 ANSVTPI 1 Sec.2. Suite 305 For more information see these web sites: Alpine: al ineilw.com; TPI: t inst.or ; SBCA: sbcindust .com; [CC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 • SEQN: 49652 / HIPS Ply: 1 Job Number: N333978 FROM: RWM Qty: 2 7A5/320 ,167EC ,RJ01 / 16721ARIA14EAB ELEV.0 Truss Label: A3 Cust:R8975 JRef:1X3L89750175 T16 / D rwNo: 069.21.1625.36106 SSB / DF 03110/2021 T10"14 17' 21'8" 30'9"2 7'10"14 9'1"2 4'8" 9'1"2 =5X5 =5X5 D E 38'8" 10 9'4" 10' '} 19'4" Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA TCDL: 7.00 Speed: 160 mph Pf. NA Ce: NA BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA BCDL: 10.00 Risk Category: II Snow Duration: NA Des Ld: 37.00 EXP: C Kzt: NA Mean Height: 15.00 ft NCBCLL: 10.00 TCDL: 4.2 psf Building Cade: 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; T2,T4 2x4 SP 2400f-2.OE Bot chord: 2x4 SP #1; 132,133 2x4 SP 2400f-2.0E; Webs: 2x4 SP #2 N; W1,W6 2x4 SP #3; Bracing (a) 1X4 #3SRB or better continuous lateral restraint to be equally spaced. Attach with (2) 8d Box or Gun nails(0.113"x2.5",min.). Restraint material to be supplied and attached at both ends to a suitable support by erection contractor. (a) or scab reinforcement may be used in lieu of CLR restraint. substitute (1) scab for (1) CLR and (2) scabs for (2) CLR'S where shown. Scab reinforcement to be same size, species, grade, and 80% length of web member. Attach with 0.128x3" gun nails @ 6" oc. Loading Truss passed check for 20 psf additional bottom chord live load in areas with 42"-high x 24"-wide clearance. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. 9'4" 28'8" 38'8" 7'10"14 10, 1' 38'8"� Defl/CSI Criteria ♦ Maximum Reactions (Ibs) PP Deflection in loc Udefl L/# Gravity Non -Gravity VERT(LL): 0.183 J 999 360 Loc R+ / R- / Rh / Rw / U / RL VERT(CL): 0.309 J 999 240 B 1716 /- /- /940 /309 /385 HORZ(LL): 0.0681 - - G 1716 /- A /940 /309 A HORZ(TL): 0.116 1 Wind reactions based on MWFRS Creep Factor: 2.0 B Brg Width = 8.0 Min Req = 2.0 Max TC CSI: 0.759 G Brg Width = 8.0 Min Req = 2.0 Max BC CSI: 0.739 Bearings B & G are a rigid surface. Max Web CSI: 0.592 Bearings B & G require a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. VIEW Ver: 20.02.00A.1020.20 B - C 1592 - 3121 E - F 1617 - 2927 C - D 1617 - 2927 F - G 1593 - 3121 D - E 1280 - 2045 03/10/2021 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS as applicable. Apply Oates tc drawings 160A-Z for standard Alpine, a division of ITW Build truss in conformance with AN listing this drawing indicates drawing for any structure is th For more information see these web 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 n Components Group Inc. shall not, be responsible for any deviation from this drawing, any failure to build the SI/1 PI 1,. or for handling, shipping,. installation. and bracin of trusses. A seal on this drawing or cover page acceptance of professional angsneering responsibility solely -for the design shown. The suitability and use of this e responsibility of the Buildings esigner per ANSI/TPI 1 Sec.2. ALPINE mmvccnw. 6750 forum Drive Suite 305 Orlando FL, 32821 SEON: 49653/ HIPS Ply: 1 Job Number: N333978 Cust: R8975 JRef:1X3L89750175 T15 1 FROM: RWM Oty: 2 ,7A5/320 ,167EC ,RJ01 / 1672/ARIA/4EAB ELEV.0 Dnallo: 069.21.1625.36152 Truss Label: A4 SSB / DF 03/1012021 7'1014 15' 23'8" 30'9"2 38'8" 7'10"14 T1"2 8'8" T1"2 7'10"14 5p�5X5 M 12 6 �5X5 C T35 E �5X5 F o � B a—°' A W W1 � M ao G H t K 82 J Rs i F7'T 10, 10, 9'4" 19'4" 38'8" 9,4„ 28'8" 10, 1 38'8" Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# Gravity Non -Gravity TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.194 J 999 360 Loc R+ / R- / Rh / Rw / U / RL B 1694 /- /- /938 /319 /344 BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.333 J 999 240 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.068 1 - - G 1694 /- /- /938 /319 /- Des Ld: 37.00 EXP: C Kzt: NA Mean Height: 15.00 ft HORZ(TL): 0.116 1 Wind reactions based on MWFRS NCBCLL: 10.00 TCDL: psf Building Code: Creep Factor: 2.0 B Brg Width = 8.0 Min Req = 2.0 Soffit: 0.00 5.2 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.939 G Br Width = 8.0 Min Re 2.0 g q Load Duration: 1.25 MWFRS Parallel Dist: h to 2h TPI Std: 2014 Max BC CSI: 0.744 Bearings B & G are a rigid surface. Spacing: 24.0 " C&C Dist a: 3.87 ft Rep Fac: Yes Max Web CSI: 0.496 Bearings B & G require a seat plate. Loc. from endwall: not in 9.0o 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. Ver: 20.02.00A.1020.20 Wind Duration: 1.60 WAVE IVIEW 0 LUIIlu6I Top chord: 2x4 SP #2 N; T3 2x4 SP #1; Bot chord: 2x4 SP #1; B2,B3 2x4 SP 2400f-2.OE; Webs: 2x4 SP #2 N; W1,W6 2x4 SP #3; Loading Truss passed check for 20 psf additional bottom chord live load in areas with 42"-high x 24"-wide clearance. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Alpine, a division of truss in conformanc listing this drawing i drawing for any stru For more information C - D 1748 - 2859 F - G 1729 - 3051 D - E 1464 - 2203 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - K 2649 -1413 J - 1 2086 -1029 K - J 2086 -1048 I - G 2649 -1393 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. C - K 405 - 360 E - 1 712 - 314 K - D 712 - 314 1 - F 405 - 360 (n Components Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the iIl pl 1, or for handling, shipping,, installation and bracin44� of trusses. A seal on this drawing or cover pacie cceptance of professional engeenng responsibiliry solely for the design shown. The suitability and use Nis a responsibility of the Building Designer per ANSI/TPI 1-Sec.2. ALPINE ANO COMPANY 6750 Forum Drive Suite 305 Orlando FL, 32821 SEON: 49654 / HIPS Ply: 1 Job Number: N333978 Cust: R 8975 JRef:1X3L89750175 T14 / FROM: RWM Oly: 2 ,7A5/320 ,167EC ,RJ01 / 1672/ARIA/4EAB ELEV.0 DrwNO: 069.21.1625.36138 Truss Label: A5 SSB / DF 03/10/2021 6'9'4 13' 19'4" 25'8" 31'1012 388" 6'9"4 6'2"12 6'4" 6'4" &2"12 6'9"4 5�E5XX5 1112E4 =5F5 12 6 2X4 W 2X4 r� C G o_ In co W3 B H � A 4X6(A2) = 6X6 5X8 = 6X6=4X6(A2) 38'8" 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): 0.220 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: II Snow Duration: NA HORZ(LL): 0.075 J - - H 1665 /- A /931 /699 /- 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 B Brg Width = 8.0 Min Req = 2.0 TCDL: 5.0 psf H Br Width = 8.0 Min Re 2.0 Soffit: 0.00 FBC 7th Ed. 2020 Res. Max TC CSI: 0.535 , g q = BCDL: 5.0 psf 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 C - D 1844 - 2775 F - G 1844 - 2775 Top chord: 2x4 SP #2 N; D - E 1860 -2498 G - H 1934 -3031 Bot chord: 2x4 SP #1; Webs: 2x4 SP #3; W3,W5 2x4 SP #2 N; Maximum Bot 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 tWW1Fh11$4L - D 573 -188 F - J 573 -188 S FL� D - K 470 - 357 J - G 385 - 333 E - K 536 - 353 a w m� a No. 648 or ATE OF ,, °N CIA # AIL 03/10/2021 ""WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, as applicable. Apply plates to each face. of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to ALPINE drawings 16OA-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Buildin Components Group Inc. shall not, be responsible for any deviation from this drawing, any failure to build the ANR CCWAW truss in conformance with ANSI/ PI 1, or for handling, shipping,, installation and bracin4 of trusses. A seal on this drawin or cover pa a 6750 Forum Drive listing this drawing indicates acceptance of professional en meering responsibility solely -for the design shown. The suitabilit9y and use of This drawing for any s9ructure is the responsibility of the Building�esigner per ANS11WI 1 Sec.2. Suite 305 For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindusl .com; ICC: iccsafe.or ; AWC: awc.org Odando FL, 32821 SEQN: 49655/ HIPS Ply: 1 Job Number: N333978 Cusl: R8975 JRef:1X3L89750175 T12 / FROM: RWM Qty: 2 7A5/320 ,167EC ,RJ01 / 1672/ARIA/4EAB ELEV.0 DrWNo: 069.21.1625.36246 Truss Label: A6 SSB / DF 03/10/2021 5'9"4 11' 19, 27'8" 32'10"l2 38'8" 5'9"4 5'2"12 8' 8'8" 5'2"12 5'9"4 5DX5 —5E5 T3 ;5F5 38'8" 10' 9'4" 9'4" 10, 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 B 1627 A /_ /918 /701 /263 BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.417 E 999 240- BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.074 J - - H 1627 /- A /918 1701 /- Des Ld: 37.00 EXP: C Kzt: NA HORZ(TL): 0.131 J Wind reactions based on MWFRS Building Code: NCBCLL: 10.00 Mean Height: 15.00 ft TCDL: 4.2 psf Creep Factor: 2.0 B Br Width = 8.0 Min Re 9 q = 1.9 Soffit: 0.00 BCDL: 5.2 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.832 H Brg Width = 8.0 Min Req = 1.9 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 CSI: 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 Maximum Top Chord Forces Per Ply (Ibs) GCpi: 0.18 Plate Type(s): Chords Tens.Comp. Chords Tens. Comp. VIEW Ver: 20.02.00A.1020.20 Wind Duration: 1.60 WAVE o r Lumoer Top chord: 2x4 SP #2 N; T3 2x4 SP #1; Bot chord: 2x4 SP #1; Webs: 2x4 SP #3; W3,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" un nail 6" C - D 1978 - 2697 F - G 1982 - 2700 D - E 2329 - 2850 G - H 2108 - 2960 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - L 2588 -1780 K - J 2288 -1495 L - K 2282 -1505 J - H 2585 -1756 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. L - D 462 - 70 K - F 639 - 598 D - K 682 - 662 F - J 461 - 62 E-K 734 -495 ,.- Loading ac°mar° Truss passed check for 20 psf additional bottom chord live load in areas with 42"-high x 24"-wide clearance. �sWind �° •+ m / �a ,1 Wind loads based on MWFRS with additional C&C n No. '�+ 48 % member design. ; o Wind loading based on both gable and hip roof types. ' tTE OF COA AJAIL 03/10/2021 "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! -IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. , Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have proper attached structural sheathing and bottom chord shall have a properly attache r! id ceilin Locations shown for Permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 -or B10, as applicable. Apply plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to ALPINE drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Buildin Components Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the �,,, co,,,,,,,,,, truss in conformance with ANSI 1, or for handling, shipping,, installation and bracingci of trusses. A seal on this drawingg or cover pa a 6750 Forum Drive listing this drawing indicates acceptance of professional en ineering responsibility solely for the design shown. The suitabiliR and use of this drawing for any structure is the responsibility of the Building�esigner per ANSIf 1 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: 49656 / HIPS I Ply: 1 FROM: RWM Qty: 2 10, 10' Job Number: N333978 ,7A5/320 ,167EC ,RJ01 / 1672/ARIA/4EAB ELEV.0 Truss Label: A7 17' 21'8" 29'8" 8' 4'8" 8, e66 T2 —5D5 —4E4 CT3 9,4„ 19'4" 38'8" 9'4" 28'8" =6 F6 Cust: R8975 JRef:1X3L89750175 T11 / DrwNo: 069.21.1625.35715 SSB / WHK 03/10/2021 38'8" 9' 10, 1 38'8" T N Loading Criteria (psq Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefi U# Gravity Non -Gravity TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.229 J 999 360 Loc R+ / R- / Rh / Rw / U / RL B 1518 /- A /900 /703 /222 BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.427 J 999 240 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.075 1 - - G 1518 /- /- /900 /703 A Des Ld: 37.00 EXP: C Kzt: NA Mean Height: 15.00 ft HORZ(TL): 0.140 I - - Wind reactions based on MWFRS NCBCLL: 10.00 TCDL: 4.2 psf Building Code: Creep Factor: 2.0 B Br Width g dth = 8.0 Min Req = 1.8 Soffit: 0.00 BCDL: 5.psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.906 G Brg Width = 8.0 Min Req = 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. Spacing: 24.0 " C&C Dist a: 3.87 ft Rep Fac: Yes Max Web CSI: 0.280 Bearings B & G require a seat plate.Members Loc. from endwall: not in 9.00 ItFT/RT:20(0)/10(0) 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. VIEW Ver: 20.02.00A.1020.20 Wind Duration: 1.60 WAVE o n wuiuel Top chord: 2x4 SP #1; T2,T3 2x4 SP #2 N; Bot chord: 2x4 SP #1; Webs: 2x4 SP #3; W2,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" un nails @ 6" oc C - D 2160 - 2395 F - G 2172 - 2621 D - E 2774 - 3079 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - K 2256 -1787 J - 1 3036 - 2492 K - J 3034 - 2506 1- G 2256 -1766 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. C - K 687 - 389 E - I 869 - 765 K - D 866 - 763 I - F 688 - 391 g F Wind a■■aa•uaaa ""//���� Wind loads based on MWFRS with additional C&C ®a• ;C EN 40014l '4 member design. �• .® LPP , Wind loading based on both gable and hip roof types. re No 48 a a TE OF e R9• �Cr COA #Ofi�AL 03/10/2021 "WARNING`* READ AND FOLLOW ALL NOTES ON THIS DRAWING! "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest -edition of BCSI (Building Component Safety Information, by TPI and SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have proper)Y 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. Applplates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Defer to drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Buildin Components Group Inc. shall not. be resRonsible for any deviation from this drawing, any failure to build the truss in conformance with ANSIl� PI 1, or for handling, shipping,, installation and bracing of trusses. A seal on this drawingor cover pa e listing this drawing indicates acceptance of professional engineering responsibilirvt� 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: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ]CC: iccsafe.or ; AVVC: awc.or ALPINE My COWAW 6750 Forum Drive Suite 305 Odando FL, 32821 SEQN: 49669 / SPEC Ply: 1 FROM: RDP Qty: 1 L 7- 7, T 0 l73 Job Number: N333978 ,7A5/320 ,167EC ,RJ01 / 1672/ARIA/4EAB ELEV.0 Truss Label: A8G Z4" 21' " 8'8" Cust: R 8975 JRef:1X3L89750175 T3 / DrwNo: 069.21.1625.36169 SSB / DF 03/10/2021 12 + 31'8" 38'8" 12 5'6"4 T = 12 5C5 =4XD4 T2 =SSE 12 =4F4 T3 =5X5 G 21' 5' 12'8" 8'8" 4'4" 4'10"4 4'9"12 8' 1 8' 16'8" 21' 25'10"4 30-8" 38'8" fl W Loading -Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf!n 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): 0.086 N 999 360 Loc R+ / R- / Rh / Rw / U / RL B 1674 /- /- /- /829 /- BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.161 N 999 240 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.021 M - - L 2709 /- /- /- /1293 A Des Ld: 37.00 EXP: C Kzt: NA Mean Height: 15.00 ft HORZ(TL): 0.040 M - K 504 /- /- /- /204 /- NCBCLL: 10.00 TCDL: 4.2 psf Building Code: Creep Factor: 2.0 H 386 /- /- /- /177 A 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 Spacing: 24.0 " C&C Dist a: 3.87 ft Re Fac: Varies b Ld Case P Y Max Web CSI: 0.724 L Brg Width = 8.0 Min Req = 3.8 Loc. from endwall: not in 4.50 ft FT/RT:20(0)/l0(0) K Brg Width = 8.0 Min Req = 1.5 H Brg Width = 8.0 Min Req = 1.5 GCpi: 0.18 Plate Type(s): Bearings B, L, K, & H are a rigid surface. VIEW Ver: 20.02.00A.1020.20 Wind Duration: 1.60 WAVE HS 18SS Bearings B, L, K, & H require a seat plate. Lumoer Top chord: 2x4 SP #2 N; T2,T3 2x4 SP 2400f-2.OE; Bot chord: 2x4 SP #2 N; B1 2x4 SP 2400f-2.OE; B2 2x6 SP SS; Webs: 2x4 SP #3; W4 2x4 SP #2 N; Bracing (a) 1X4 #3SRB or better continuous lateral restraint to be equally spaced. Attach with (2) 8d Box or Gun nails(0.113"x2.5",min.). Restraint material to be supplied and attached at both ends to a suitable support by erection contractor. (a) or scab reinforcement may be used in lieu of CLR restraint. substitute (1) scab for (1) CLR and (2) scabs for (2) CLR'S where shown. Scab reinforcement to be same size, species, grade, and 80% length of web member. Attach with 0.128x3" gun nails @ 6" oc. Special Loads ------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC: From 56 plf at -1.00 to 56 plf at 7.00 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 BC: From 20 plf at 0.00 to 20 plf at 7.03 BC: From 10 plf at 7.03 to 10 plf at 19.06 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 15.06,17.06 TC: 177 lb Conc. Load at 19.06 BC: 489 lb Conc. Load at 7.03 BC: 125 lb Conc. Load at 9.06,11.06,13.06,15.06 17061906 as app drawin Alpine, truss it listing drawin For mo wind Wind loads and reactions based on MWFRS. Wind loading based on both gable and hip roof types. sod `�' ��� PoLF" ✓ No. 648 Q a 41 E OF ,9�a a 010mia RAM cnA #U l 03/10/2021 memoers not listed nave forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - C 1495 - 2998 D - E 399 -1036 C - D 1336 - 2840 E - F 638 - 335 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - N 2612 -1278 L - K 463 - 959 N - M 2485 -1375 K - J 306 - 584 M - L 463 - 960 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. C - N 857 - 214 E - L 1325 - 2526 N- D 462 0 E- K 437 -158 D - M 1257 -1872 K - F 356 - 665 M - E 2560 -1110 F - J 806 - 357 '`WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! -IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS > require extreme care in fabricating handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building nent Safety Information, by TPI anc7'SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary per BCSI. Unless noted otherwise, top chord shall have proper)v attached structural sheathing and bottom chord shall have a properly d r!gid ceilin Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, _ 1cabe. Apply plates to each face or truss and position as shown above and on the Joinf Details, unless noted otherwise. Refer to ALPINE� Is 16OA-Z for standard plate positions. Refer to job's General Notes page for additional information. a division of ITW Buildinq�Components Group Inc. shall not. be res onsible for any deviation from this drawing, any failure to build the ANR COWAW conformance with ANSI/TPI 1, or for handling, shipping,, instal lapion and bracing4of trusses. A seal on this drawing or cover pa a 6750 Forum Drive 1is drawing indicates acceptance of professional engineering responsibility solely or the design shown. The suitability and use of this I for any structure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2. Suite 305 e information see these web sites: Alpine: alpineitw.com: TPI: toinsl.oro: SBCA: sbcindustrv.com: ICC: iccsafe.oro: AWC* awC_ora Orlando FL, 32821 SEQN: 49670 / HIPS Ply: 1 Job Number: N333978 Cust: R8975 JRef:1X3L89750175 T22 / FROM: RDP Qty: 1 7A5/320 ,167EC ,RJ01 / 1672/ARIA/4EAB ELEV.0 DrwNo: 069.21.1625.35888 Truss Label: A9G SSB / FV 03/10/2021 7' 17' 26'4" 31 '8" 38'8" 7' 10, 9'4" 5'4" 7' =6X12 12 111 C8 T2 =8X10 T3 D E =6X6 F T 6F T b (a) W I ( io a) B 1 A io G a 1�n H T�8,8„ 4X6(A2) 81 1112X4 =5X5 1112X4 =_6X8 1115X5J =5X5=3X6(A1) 26'4" 12'4" 7'112 4'10"4 5' S'8" 3'8,, 5'0,8 7'3"B 7'112 12' 17' 228" 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 A 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 Mean Height: 10.51 ft HORZ(TL): 0.101 K G 252 /- /- /- /131 /- NCBCLL: 0.00 Building Code: Creep Factor: 2.0 TCDL: psf Wind reactions based on MWFRS Soffit: 0.00 FBC 7th Ed. 2020 Res. Max TC CSI: 0.788 5.0 BCDL: 5.0 psf B Br Width = 8.0 Min Re 2.1 g q Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 TPI Std: 2014 Max BC CSI: 0.975 J Brg Width = 8.0 Min Req = 5.7 Spacing: 24.0 " C&C Dist a: 3.87 ft Rep Fac: No Max Web CSI: 0.866 G Brg Width = 8.0 Min Req = 1.5Bearings B, J, & G are a rigid surface. 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: 20.02.00A.1020.20 Maximum Top Chord Forces Per Ply (Ibs) Lumber Chords Tens.Comp. Chords Tens. Comp. Top chord: 2x4 SP #2 N; T2,T3 2x6 SP SS; B - C 1490 - 3257 C - D 1241 - 2997 Bot chord: 2x4 SP #2 N; B1 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) 1 X4 #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"x2.5",min.). Restraint material to be supplied and attached at both ends to a suitable support by M - L 2796 -1324 J - I 786 -1809 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 same size, species, grade, and length web N>t C - N 617 -100 E - J 1942 - 3935 D K 1577 3128 member. Attach with 0.128x3"gun gun nails @ 6" oc, ftirks tii"'''666d...,6, - - E - 1 2051 - 860 K - E 2670 -1054 1 - F 365 -477 Loading #1 hip supports 7-0-0 jacks with no webs. t°a ,�j C`o6e1 '`, �J •s�o° o� Wind w Wind loads and reactions based on MWFRS. No. 648s Wind loading based on both gable and hip roof types. a • WARNING! This truss is not symmetric, but its , exterior geometry makes erection error more a ^g o probable. It -is imperative that this truss be installed .+t jL 6 6 F +t properly. - � �®o •�mf o&��e COA XZ2NAL 03/10/2021 '"WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWINGI "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlingshipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) r safety to these functions. practices prior performing Installers shall provide temporary bracing per. BCSI. Unless noted otherwise, top chord shall have proper)v attached structural sheathing and bottom chord shall have a properly. attached ri id ceilinp Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections 63, B7 or 810, _ as applicable. Apply lates to each face of truss and position as shown above and on the JoinQDetails, 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 BuildinggComponents Group Inc. shall not, be responsibl for any deviation from this drawing, any failure to build the ANRWC°MVANY truss in conformance with ANSI/TPI 1, or for handling, shipping,. installation trusses. A this andbracin4 of seal on drawin listing this drawing indicates acceptance of professional engineering responsibility solely for the design shown. The suitability drawing for any sQfucture is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. or cover pa a 675o Forum Drive and use of Phis Suite 305 For more information see these web sites: Alpine: alpine!tw.com; TPI: tpinst.org; SBCA: sbcindustrv.com: ICC: iccsafe.ora: AWC: awc.ora Orlando FL, 32821 �SEQN:49657/ SCIS Ply: 1 Job Number: N333978 Cust:R8975 JRef:1X3L89750175 FROM: RWM Qty: 3 7A51320 ,167EC ,RJOl / 1672/ARIA/4EAB ELEV:C DrwNo: 069.21.1625.36091 Truss Label: B1 �SSB / DF 03/10/2021 5'1"4 5'174 9,8,. 4'6"12 4X4 D N T VQ"3 1 1 I_V, 1 12'8" 81 8' 4N 128" 64„ 64" 18' 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): -0.015 C 999 360 Loc R+ / R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.026 C 999 240 B 605 A /- /357 /330 /200 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.007 F - - G 466 /- /- /375 /42 A Des Ld: 37.00 C ICzt: NA HORZ(TL): 0.013 H - 1 350 /- /- /267 /273 /- NCBCLL: 10.00 Mea ean Height: 15.00 ft TCDL: 4.0 psf Building Code: Creep Factor: 2.0 Wind reactions based on MWFRS Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.758 B Br Width = 8.0 Min Re 9 q = 1.5 Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 TPI Std: 2014 Max BC CSI: 0.512 G Brg Width = 8.0 Min Req = 1.5 Spacing: 24.0 " C&C Dist a: 3.00 ft Rep Fac: Yes Max Web CSI: 0.631 1 Brg Width = 8.0 Min Req = 1.5 Loc. from endwall: Any FT/RT:20(0)/10(0) Bearings B, G, & I are a rigid surface. Bearings B, G. & I require a seat plate. GCpi: 0.18 Plate Type(s): Members not listed have forces less than 375# Wind Duration: 1.60 WAVE VIEW Ver: 20.02.00A.1020.20 Maximum Top Chord Forces Per Ply (Ibs) Lumber Chords Tens.Comp. Chords Tens. Comp. Top chord: 2x4 SP #2 N; T2 2x4 SP 2400f-2.OE; B - C 1005 -812 D - E 460 -249 Bot chord: 2x4 SP #2 N; C - D 831 -582 Webs: 2x4 SP #3; Wind Maximum Bot Chord Forces Per Ply (Ibs) Wind loads based on MWFRS with additional C&C Chords Tens.Comp. member design. B - H 686 -856 Right end vertical not exposed to wind pressure. Wind loading based on both gable and hip roof types. Maximum Web Forces Per Ply (Ibs) Additional Notes Webs Tens.Comp. Webs Tens. Comp. Shim all supports to solid bearing. C - H 547 -304 E - F 545 -305 gtp D - G 296 -427 lely'e�paeofAs `n�.,����I,��r STATE OF COA # IVA 03/10/2021 "WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! "IMPORTANT'" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin -shipping; installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) fo'r safety practices pnor to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have proper)v attached structural sheathing and bottom chord shall have a properly attached ri id ceiling Locations shown for ermanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10. _ as appllcab�e. Apply plates to each face oFtruss 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 BuildinlgComponents Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the ,,,,�o,�,u,,. truss in conformance with ANSI/TPI 1, or for handling, shipping,, installation and bracin44 of trusses. A seal on this drawing or cover pa a 675o Forum Drive listing this drawingg indicates acceptance of professional en sneering responsibility solely or the design shown. The suitability and use of this drawing for any sfr'ucture is the responsibility of the Building�esigner per ANSIlrP1 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: 49658 ! FROM: RWM GABL Ply: 1 Job Number: N333978 Qty: 1 7A5/320 ,167EC ,RJ01 / 1672/ARIA/4EAB ELEV.0 Truss Label: B2GE 9'8" 9,8„ =4X4 (TYP) F N N 43 11,8" 19'4" 19'4" 19_4" 9,8„ Cust:R8975 JRef:1X3L89750175 T2 / DrwNo: 069.21.1625.35653 SSB / DF 03/10/2021 Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs), or "=PLF TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# Gravity Non -Gravity TCDL: 7.00 Speed: 160 mph Pf. NA Ce: NA VERT(LL): -0.013 1 999 360 Loc R+ / R- / Rh / Rw / U / RL B 214 /_ /_ /113 /88 /209 BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.022 1 999 240 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.009 1 - - B' 61 /- /- /45 /17 /- Des Ld: 37.00 EXP: C Kzt: NA HORZ(TL): 0.012 1 L 405 /- /- /319 /290 /- Building Code: NCBCLL: 10.00 Mean Height: 15.00 ft TCDL: 4.2 psf Creep Factor: 2.0 R' 155 /- /- /107 /69 /- Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.343 M /-113 Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 TPI Std: 2014 Max BC CSI: 0.258 Wind reactions based on MWFRS Spacing: 24.0 " C&C Dist a: 3.00 ft Rep Fac: Yes Max Web CSI: 0.080 B Brg Width = 8.0 Min Req = 1.5 Loc. from endwall: Any FT/RT:20(0)/10(0) B Brg Width = 140 Min Req = - L Brg Width = 8.0 Min Req = 1.5 GCpi: 0.18 Plate Type(s): R Brg Width = 24.0 Min Req = - VIEW Ver: 20.02.00A.1020.20 Wind Duration: 1.60 WAVE Bearings B, B, L, & J are a rigid surface. ­11twer 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. S �� t Wind loading based on both gable and hip roof types. Additional Notes *+bq q •ebbs't IS See DWGS A16015ENC160118 & GBLLETIN0118 for gable wind bracing and other requirements. p Ded1111yb D, D, L, 01 J require a seat plate. Members not listed have forces less than 375# oe No.96648 a 9 4 4 • COA # 03/10/2021 "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI an c7 SBCA) for saty 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 attache. ri id ceilin Locations shown for Permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, as appltcab�e. Applgji plates to each face of truss and position as shown above and on the Joint9Details, unless noted otherwise. Refer to ALPINE drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Building Components Group Inc. shall not,be responsible for any deviation from this drawing, any failure to build the M—COWAW truss in conformance with ANSI/1 PI 1, or for handling, shipping,, installation. and bracin4g of trusses. A seal on this drawingor-cover page 675o Forum Drive listing this drawing indicates acceptance of professional engineering responsibility solely for the design shown. The suitability and use of This drawing for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. Suite 305 For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc:or - Odando FL, 32821 • SEQN: 49659 / GABL Ply: 1 Job Number: N333978 Cust: R 8975 JRef:1X3L89750175 T1 / FROM: RWM Qly: 1 ,7A5/320 ,167EC ,RJ01 / 1672/ARIA/4EAB ELEV.0 DrwNo: 069.21.1625.35433 Truss Label: C1GE SSB / DF 03/10/2021 4'2" 4'2" f'-- 2' (TYP) {^_ 27' _,i =4X4 D 8'4" 47' 12 T 6 E T ° tV 1 B F C IV a 3 A AiG Li H 2X4(A1) =2 4(A1) 8,4" 8'4" 8-4" Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs), or•=PLF TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udell U# Gravity Non -Gravity TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.003 1 999 360 Loc R+ / R- / Rh / Rw / U / RL B* 185 /- /- /135 /87 /59 BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.005 1 999 240 BCDL: 10.00 Risk Category: 11 Snow Duration: NA HORZ(LL): 0.001 H - - F• 185 /- /- /135 /87 /- Des-Ld: 37.00 EXP: C Kzt: NA Mean Height: 15.00 ft HORZ(TL): 0.003 H - - Wind reactions based on MWFRS NCBCLL: 10.00 TCDL: 4.2 psf Building Code: Creep Factor: 2.0 B Brg Width = 24.0 Min Req = - Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.160 F Brg Width = 24.0 Min Req = - Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 TPI Std: 2014 Max BC CSI: 0.089 Bearings B & H are a rigid surface. Spacing: 24.0 " C&C Dist a: 3.00 ft Rep Fac: Yes Max Web CSI: 0.092 Bearings B & H require a seat plate. Loc. from endwall: Any FT/RT:20(0)/10(0) Members not listed have forces less than 375# GCpi: 0.18 Plate Type(s): VIEW Ver: 20.02.00A.1020.20 Wind Duration: 1.60 WAVE 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►t=it�IIdstf�.j member design. S FLt Wind loading based on both gable and hip roof types. � Additional Notes "°rss■®pspT'i.�rq�_ �� See DWGSAl6015ENC160118 & GBLLETIN0118 for �p+®+4 EiV•��y gable wind bracing and other requirements. °® No. 8 a n E OF o e s • co # 03/10/2021 "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached rigqid ceilin Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or B10, as applicable. Applgy plates to each face Amp and position as shown above and on the Joint Details, unless noted otherwise. Refer to ALPINE drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Building Components Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the truss in conformance with ANSI 4PI 1, or for handling, shipping,, installation and bracin of trusses. A seal on this drawing or cover page 6750 Forum Drive listing this drawing indicates acceptance of professional engineering responsibility solely or the design shown. The suitability and use ofg 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: alpineitw.com: TPI: tpinst.orq: SBCA: sbcindustrv.com: ICC: iccsafe.ora: AWC: awc-oro Orlando FL, 32821 SEQN: 49660 / VAL Ply: 1 Job Number: N333978 Cust: R 8975 JRef:1X3L89750175 T6 / FROM: RWM Qty: 1 7A5/320 ,167EC ,RJ01 / 1672/ARIA/4EAB ELEV.0 DrwNo: 069.21.1625.36200 Truss Label: MV1 SSB / WHK 03110/2021 1112X4 B 12 6 =4X4(D1) N A 9'10"14 CD 1113X6 4'3"9 4'3"9 4'3"9 Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (lbs), or "=PLF 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): NA Loc R+ / R- / Rh / Rw / U / RL D• 75 /- /- /50 /15 /16 BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): NA BCDL: 10.00 Risk Category: II EXP: C Kzt: NA Snow -Duration: NA HORZ(LL): 0.004 C - Wind reactions based on MWFRS Des Ld: 37.00 Mean Height: 15.00 it HORZ(TL): 0.007 C - - D Brg Width = 51.6 Min Req = - NCBCLL: 10.00 TCDL: .psf Building Code: Creep Factor: 2.0 Bearing A is a rigid surface. Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.310 Members not listed have forces less than 375# Load Duration: 1.25 MWFRS Parallel Dist: h to 2h TPI Std: 2014. Max BC CSI: 0.224 Spacing: 24.0 " C&C Dist a: 3.00 ft Rep Fac: Yes Max Web CSI: 0.139 Loc. from endwall: not in 9.00 ft FT/RT:20(0)/10(0) GCph 0.18 Plate Type(s): VIEW Ver: 20.02.00A.1020.20 Wind Duration: 1.60 WAVE 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. Ft . % 0 ® (�-EP4 ®fie JiJ„r� a e No. 848 ATE OF ` to R00 COA # • ® L 03/10/2021 "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS sses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building nponent Safety Information, by TPI and'SBCA) for safety practices prior to performing these functions. Installers shall provide temporary. ,ing per BCSI. Unless noted otherwise, top chord shall have proper)Y attached structural sheathing and bottom chord shall have a properly ched ri id ceiling Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or B10, applicable. Apply Oates to each face of truss and position as shown above and on the Joint Details, unless noted otherwise. Defer to ALPINE Kings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. ne, a division of ITW Buildingq�Components Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the �„wmWpW sin conformance with ANSI/TPI 1, or for handling,- shipping,, installation and bracin4 of trusses. A seal on this drawing or cover pa a 6750 Forum Drive ig this drawing indicates acceptance of professional enppsneering responsibilitty� solely -for the design shown. The suitability and use of this Ning for any structure is the responsibility of the Building -Designer per ANSI/VPl 1 Sec.2. Suite 305 more information see these web sites: Alpine: alpineitw.com• TPI: tpinst orq• SBCA• sbcindustry com; ICC• iccsafe org; AWC: awc orq Orlando FL 32821 SEQN: 49661 / VAL Ply: 1 Job Number: N333978 Cust: R 8975 JRef:1X31-89750175 T7 / FROM: RWM Qty: 1 7A5/320 ,167EC ,RJ01 / 1672/ARIA/4EAB ELEV.0 DrwNo: 069.21.1625.35683 Truss Label: MV2 �SSB / WHK 03/10/2021 Loading Criteria (psi) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: h to 2h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; 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 g 1112X4 B 4X4(D1) T A _N FlT 10'10"14 VZZ/1 CD 1112X4 i I - 2'3"9 2'3"9 2'3"9 Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (lbs), or `=PLF Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# Gravity Non -Gravity Pf: NA Ce: NA VERT(LL): NA Loc R+ / R- / Rh / Rw ! U / RL D' 75 A !- /46 /11 /14 Wind reactions based on MWFRS Lu: NA Cs: NA Snow Duration: NA VERT(CL): NA HORZ(LL): 0.000 C HORZ(TL): 0.001 C D Brg Width = 27.6 Min Req = - Building Code: Creep Factor: 2.0 Bearing A is a rigid surface. FBC 7th Ed. 2020 Res. Max TC CSI: 0.071 Members not listed have forces less than 375# TPI Std: 2014 Max BC CSI: 0.065 Rep Fac: Yes Max Web.CSI: 0.047 FT/RT:20(0)/10(0) Plate Type(s): VIEW Ver: 20.02.00A.1020.20 WAVE 03/10/2021 —WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! "'IMPORTANT`" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlingshipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) r safety practices pnor 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 attache tl rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, as applicable. Apply plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Defer to ALPINE drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW B 1diyhcLComponents Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the nNmvco truss in conformance with A�JSI/TPI 1, or for handling, shipping,, installation and bracincglof trusses. A seal on this drawing or cover pag9e 675o Forum Drive listing this drawing indicates acceptance of professional encLineenng responsibilitty�r solely for the design shown. The suitability and use of'his 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: tpinsl.org; SBCA: sbcinduslry.com; [CC: iccsafe.ora: AWC: awc.ora Orlando FL, 32821 SEQN: 496621 VAL Ply: 1 Job Number: N333978 Cust: R 8975 JRef:1X3L89750175 T5 / FROM: RWM Qty: 1 7A5/320 ,167EC ,RJ01 / 1672/ARIA/4EAB ELEV.0 DrwNo: 069.21.1625.35340 Truss Label: V1 SSB / WHK 03/10/2021 1'513 2'11"9 1'5"13 1'5"13 4X4(D1) 12 6 = 4X4 B4X4(D1) T A C N 13'1" D i 1 2'11"9 2'11"9 2'11"9 Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (lbs), or'=PLF 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): 0.002 999 360 Loc R+ / R- ! Rh / Rw / U / RL D' 75 /- /- /30 /13 /5 BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.003 999 240 BCDL: 10.00 Risk Category: 11 EXP: C Kzt: NA Snow Duration: NA HORZ(LL): -0.001 - - Wind reactions based on MWFRS Des Ld: 37.00 Mean Height: 15.00 ft HORZ(TL): 0.001 - - D Brg Width = 35.6 Min Req = - NCBCLL: 10.00 TCDL: 4.2 psf Building Code: Creep Factor: 2.0 Bearing A is a rigid surface. Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.040 Members not listed have forces less than 375# Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Max BC CSI: 0.058 Spacing: 24.0 " C&C Dist a: 3.00 ft Rep Fac: Yes Max Web CSI: 0.000 Loc. from endwall: not in 9.00 ft FT/RT:20(0)/10(0) GCpi: 0.18 Plate Type(s): Ver: 20.02.0.0.A.1020.20 Wind Duration: 1.60 WAVE 1VIEW 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 See DWGS VALTN160118 and VAL180160118 for valley details. No. 648 M $PTAIT CIF COA # 11JAL 03/10/2021 0 "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricatingg, handlingshipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety. Information, by TPI an c7 SBCA) r satPety practices prior to performing these functions. Installers shall provide temporary bracing per SCSI. 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 bracingq installed per BCSI sections B3, B7 or B10, as applicable. Apply plates to each face otruss and position as shown above and on the Joint Details, unless noted otherwise. Refer to ALPINE drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Buildin Components Group Inc. shall not, be responsible for any deviation from this drawing, any failure to build the truss in conformance with ANSI I PI 1, or for handling, shipping,. installation and bracing of trusses. A seal on this drawing or cover page --6750 Forum Drive listing this drawing indicates acceptance of professional encLmeering responsibilityy( solely or the design shown. The suitabilify and use of This drawing for any structure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2. Suite 305 For -more information see these web sites: Alpine: alpine tw.com; TPI: tpinst.org; SBCA: sbcinduslrv.com: ICC: iccsafe.ora: AWC: awc.oro Orlando FL, 32821 SEQN: 49663 / EJAC Ply: 1 Job Number: N333978 Cust: R 8975 JRef:1X3L89750175 T8 / FROM: RWM Qly: 20 7A5l320 ,167EC ,RJ01 / 1672/ARIA/4EAB ELEV.0 DrwNo: 069.21.1625.35965 Truss Label: EJ7 SSB / WHK 03110/2021 C 1, } 7 7' Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): NA : NA VERT CL ( ) ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B /- /- /249 /108 /208 BCDL: 10.00 Snow Duration: NA HORZ(LL): 0.015 D - - 12 D 125 /- /- /73 /- !- Des Ld: 37.00 EXP: C Kzt: NA Mean Height: 15.00 ft HORZ(TL): 0.028 D C 174 /- /- /128 /169 /- NCBCLL: moo TCDL: psf Building Code: Creep Factor: 2.0 Wind reactions based on MWFRS 0.00 5.2 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.720 B Br Width = 8.0 Min Re 9 q = 1.5 (Soffit: Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Max BC CSI: 0.507 D Brg Width = 1.5 Min Req = - Spacing: 24.0 " C&C Dist a: 3.00 ft Rep Fac: Yes Max Web CSI: 0.000 C Brg Width = 1.5 Min Req = - Lac. from l: not in 4.50 ft FT/RT:20 0 ()/10(0) Bearing B is a rigid surface. Bearing B requires a seat plate. GCpi: pi: 0.1 S Plate Type(s): Members not listed have forces less than 375# Wind Duration: 1.60 WAVE VIEW Ver: 20.02.00A.1020.20 luMucr 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. M +.yRf°®nit mq° 1 aGEN,�•°n.� No. 648 0 STATE OF 03/10/2021 "WARNING- READ AND FOLLOW ALL NOTES ON THIS DRAWING! —IMPORTANT'* FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) for safety practices pnor to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have proper)v attached structural sheathing and bottom chord shall have a properly attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or B10, as applicable. AppTy plates to each face oT truss and position as shown above and on the Joins Details, unless noted otherwise. Refer to ALPINE drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW BuildinQQComponents Group Inc. $hall not. be responsible for any deviation from this drawing, any failure to build the ANnWCOWANY truss in conformance with ANSI 1, or for handling, shipping,, Installation and bracing of trusses. A seal on this drawing or cover pa a 6750 Forum Drive listing this drawing indicates acceptance of professional engineering responsibility solelyorthe design shown. The suitabilify and use of This drawing for any sQr'ucture 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: 1pinst.orq; SBCA: sbcindustrv.com: ICC: iccsafe.ora: AINC: awn.nm Orlando FL, 32821 SEQN: 496641 EJAC Ply: 1 Job Number: N333978 Cust: R 8975 JRef:1X3L89750175 T4 / FROM: RWM Qty: 1 7A5/320 ,167EC ,RJ01 / 1672/ARIA/4EAB ELEV.0 DrwNo: 069.21.1625.35793 Truss Label: EJ7A SSB / WHK 03/10/2021 T 2, 7' 7' B Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Snow Criteria (Pg,Pfin PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): NA VERT CL NA ( ): ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL A /- /- /179 /- /136 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.016- C - - C 126 126 /- !- /76 /- /- Des Ld: 37.00 EXP: C Kzt: NA Mean Height: 15.00 ft HORZ(TL): 0.030 C - B 177 /- /- /132 /116 /- NCBCLL: 10.00 TCDL: 4.2 psf Building Code: Creep Factor: 2.0 Wind reactions based on MWFRS Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.738 A Br Width = 8.0 Min Re 9 q = 1.5 Load Duration: 1.25 MWFRS Parallel Dist: h to 2h TPI Std: 2014 Max BC CSI: 0.513 C Brg Width = 1.5 Min Req = - Spacing: 24.0 " C&C Dist a: 3.00 ft Rep Fac: Yes Max Web CSI: 0.000 B Big Width = 1.5 Min Req = - Loc. from endwall: not in 9.0o It FT/RT:20(0)/10(0) Bearing A is a rigid surface. Bearing A requires a seat plate. GCpi: 0.18 Plate Type(s): Members not listed have forces less than 375# Wind Duration: 1.60 WAVE IVIEW Ver: 20.02.00A.1020.20 LUIIIUCI Top chord: 2x4 SIP #1; Bot chord: 2x4 SIP #2 N; Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Additional Notes Provide (2) 0.131"x3.0", min. toe -nails at top chord. Provide (2) 0.131"x3.0", min. toe -nails at bottom chord. e6A NO.O 64Q "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 c7 SBCA) r safety practices prior to performing these functions. Installers shall provide temporary bracing per SCSI. Unless noted otherwise, top chord shall have proper!Y attached structural sheathing and bottom chord shall have a properly attached rigpid ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections 83, B7 or B10, as applicable. Apply plates to each face oT truss and position as shown above and on the Join Details, unless noted otherwise. Refer to drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. ALPINE Alpine, a division of ITW BuildincLComponents Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the �,,, col,,,�,�,,, truss in conformance with ANSI 4PI 1, or for handling, shipping,., installation and bracin of trusses. A seal on this drawing or cover pa a 675o Forum Drive listing this drawin indicates acceptance of professional engiineering responsibility solely or 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: tpinst:org; SBCA: sbcindustry.com; ICC: iccsafe.ora: AWC: awc.ora Orlando FL, 32821 SEQN: 49665 / JACK Ply: 1 Job Number: N333978 Cust: R 8975 JRef:1X3L89750175 T21 / FROM: RWM Qty: 6 7A5/320 ,167EC ,RJ01 / 1672/ARIA/4EAB ELEV.0 DrwNo: 069.21.1625.35902 Truss Label: CJ5 KD / YK 03/10/2021 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 " C 11'2"5 12 6 M cV iM ch B A 8,8„ D Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 4.50 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SIP #2 N; Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Additional Notes Provide (2) 0.131 "x3.0", min. toe -nails at top chord. Provide (2) 0.131 "x3.0", min. toe -nails at bottom chord. 4'11"4 4' 11 "4 Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# Pf: NA Ce: NA VERT(LL): NA Lu: NA Cs: NA VERT(CL): NA Snow Duration: NA HORZ(LL): 0.005 D HORZ(TL): 0.010 D Building Code: Creep Factor: 2.0 FBC 7th Ed. 2020 Res. Max TC CSI: 0.549 TPI Std: 2014 Max BC CSI: 0.257 Rep Fac: Yes Max Web CSI: 0.000 FT/RT:20(0)/10(0) Plate Type(s): VIEW Ver: 20.02.00A.1020.20 tA/GVF ' SEN P �j�q ® No. 648 p a P q ► ATE OFlo e� . t sbsome.KWo coA # 03/10/2021 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh ! Rw / U / RL B 256 /- /- /200 /88 /152 D 89 A A /51 /- /- C 118 A A /85 /116 A Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Members not listed have forces less than 375# **WARNING- READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing, and bracing. , Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached rig4id 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 i Details, unless noted otherwise. Refer to A LPI N E drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpire, a division of ITW BuildinccLLComponents Group Inc. shall not be responsible for any deviation from this drawing, any, failure to build the ANMCD.PA truss in conformance with ANSI 1, orior handling, shipping,. installation and bracin of trusses. A seal on this drawing or cover pa a 6750 Forum Drive listing this drawing indicates acceptance of professional enl1megring responsibilittyv solely -for the design shown. The suitability and use of This drawing for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. Suite 305 For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.or Orlando FL, 32821 SEQN: 49666 / JACK Ply: 1 Job Number: N333978 Cust: R 8975 JRef:1X3L89750175 T20 / FROM: RDP Qty: 6 7A5/320 ,167EC ,RJ01 / 1672/ARIA/4EAB ELEV.0 DrwNo: 069.21.1625.35889 Truss Label: CJ3 SSB / WHK 03/10/2021 4"3 2' 11 "4 2' 11 "4 C T10'2"5 Cl) -L( - CY) CV 8'8n Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf. NA Ce: NA Lu: NA Cs: NA Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): NA VERT CL : NA ( ) ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 185 /- /- /156 !99 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): -0.001 D D 50 /- /- !27 /_ A Des Ld: 37.00 MC Kzt: NA ca ean Height: 15.00 ft HORZ(TL): 0.001 D C 63 /- /- /44 /64 /- NCBCLL: 10.00 TCDL: 4.2 psf Building Code: Creep Factor: 2.0 Wind reactions based on MWFRS Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.234 B Brg Width = 8.0 Min Req = 1.5 Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 TPI Sid: 2014 Max BC CSI: 0.105 D Brg Width = 1.5 Min Req = - Spacing: 24.0 " C&C Dist a: 3.00 ft Rep Fac: Yes Max Web CSI: 0.000 C Brg Width = 1.5 Min Req = - Loc. from endwall: Any FT/RT:20(0)/10(0) Bearing B is a rigid surface. Bearing B requires a seat plate. GCpi: 0.18 Plate Type(s): Members not listed have forces less than 375# Wind Duration: 1.60 WAVE VIEW Ver: 20.02.00A.1020.20 r-wnuer 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. FL-`F f 9 No. 648 e w a • m ATE F e m COA # AIAL 03/10/2021 "WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! PORTANT"' FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS of BCSI la I UUn-c 1U1 aidnudiu Pidte Posnlons. Meter to joo s Ueneral Notes page Tor aoomonal Information. a division of ITW BuildincLComponents Group Inc. shall not.be responsible for any deviation from this drawing, any failure to build the conformance with ANSIPI1, or for handling, shipping,, lnstallapon and bracin44 of trusses. A seal on this drawin or cover pa4e its drawing indicates acceptance of professional en lneering responsibilittyv solely for the design shown. The suitabilii9y and use of4 is I for any s9ructure is the responsibility of the Building�esigner per ANSI/TPI 1 Sec.2. e information see these web sites: Aloine: aloineitw.com: TPI: tninst-ora• SRCA• shrind"stnr ram• lcC• i—f. — MAW' - ALPINE MR CCWAW 6750 Forum Drive Suite 305 Orlando FL, 32821 SEQN: 49667 / JACK Ply: 1 Job Number: N333978 Cust: R 8975 JRef:1X3LB9750175 T9 / FROM: RDP Qty: 6 , A5/320 ,167EC ,RJ01 / 1672/ARIA/4EAB ELEV.0 DrwNo: 069.21.1625.35747 Truss Label: CA SSB / WHK 03/10/2021 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 " 43 T i 12 6 C Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Additional Notes Provide (2) 0.131"x3.0", min. toe -nails at top chord. Provide (2) 0.131"x3.0", min. toe -nails at bottom chord. 11114 11114 :)w Criteria (Pg,Pf in PSF) NA Ct: NA CAT: NA NA Ce: NA NA Cs: NA )w Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Sid: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): Defl/CSI Criteria PP Deflection in ]cc Udefl U# VERT(LL): NA VERT(CL): NA HORZ(LL): -0.000 D HORZ(TL): 0.000 D Creep Factor: 2.0 Max TC CSI: 0.183 Max BC CSI: 0.022 Max Web CSI: 0.000 VIEW Ver: 20.02.00A.1020.20 Ft iJ.�p ea eewwt�f '`� c' re e No. 648 a Q • 06 Ole coA # L 03/10/2021 9'2"5 e ♦ Maximum Reactions (lbs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 143 /- /- /145 [76 /45 D 11 /-2 A /14 /10 /- C - /-15 /- /29 /33 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Members not listed have forces less than 375# "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! —IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating handlingshipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety -Information, by TPI and SBCA) r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have proper)vv attached structural sheathing and bottom chord shall have a properly attached rigid ceiling Locations shown for permanent lateral restraint oiwebs shall have bracin installed per BCSI sections B3, B7 or B10 as appltcab4e. Apply plates to each face. o truss and position as shown above and on the Join Details, unless noted otherwise. Flefer to ' ALPINE drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alping, a division of ITW Building Components Group Inc. shall not, be responsible for any deviation from this drawing, any failure to build the ANMCOMPAW truss in conformance with ANSI PI 1, or for handling, shipping,, installation and bracin44 of trusses. A seal on this drawing or cover parqe 6750 Forum Drive listing this drawing indicates acceptance of professional engineering responsibilit�yr solely -for the design shown. The suitability and use of This Suite Fos drawing for any structure is the responsibility of the Building -Designer per ANSYTPI 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 SEON: 49668 / HIP_ Ply: 1 Job Number: N333978 Cust: R 8975 JRef: 1X3L89750175 T19 / FROM: HMT Oty: 3 7A5/320 ,167EC ,RJ01 / 1672/ARIAMEAB ELEV.0 DrwNo: 069.21.1625.35277 Truss Label: HJ7 KD / WHK 03/10/2021 T 4.3 1 5'3"5 5'3"5 9'10"1 4'6"11 n 12'2"3 12 4.24 S 2X4 C v n v B A 8'8" FE 2X4(A1) =4X4 1'5" 9'2"2 9'2"2 Loading Criteria (psf) TOLL: 20.00 TCDL: 7.00 BCLL: 0.00 Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): 0.040 F 999 360 VERT(CL): 0.076 F 999 240 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 326 /_ /_ /_ /154 /- BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.010 C - - E 364 /- /0 /- /84 /0 Des Ld: 37.00 EXP: C Kzt: NA Mean Height: 15.00 ft HORZ(TL): 0.018 C D 214 /- /- /- /177 NCBCLL: 0.00 TCDL: 4.2 psf Building Code: Creep Factor: 2.0 Wind reactions based on MWFRS Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.546 B Brg Width = 10.6 Min Req = 1.5 Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 TPI Sid: 2014 Max BC CSI: 0.416 E Brg Width = 1.5 Min Req = - Spacing: 24.0 " C&C Dist a: 3.00 ft Rep Fac: No Max Web CSI: 0.260 D Brg Width = 1.5 Min Req = - Loc. from endwall: NA FT/RT:20(0)/10(0) Bearing B is a rigid surface. Bearing B requires seat plate. GCpi: 0.18 Plate Type(s): Members not listed have forces less than 375# Wind Duration: 1.60 WAVE IVIEW Ver: 20.02.00A.1020.20 Maximum Top Chord Forces Per Ply (Ibs) wumrI Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP 2400f-2.OE; Webs: 2x4 SP #3; Loading Hipjack supports 6-11-8 setback jacks with no webs. Wind Wind loads and reactions based on MWFRS. Wind loading based on both gable and hip roof types. (3) 16d common (0.162"x3.5') nails at top chord (3) 16d common (0. 1 62"x3.5") nails at bottom chord e• so®oab� ,d No. 648 L;noras I ens.t;omp. B - C 394 - 562 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. B - F 531 - 35B Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. C - F 394 - 583 STATE OF COA IVAL 03/10/2021 "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme,care-in fabricating, hand ling 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 pnor 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 bracing installed per BCSI sections B3, B7 or B10, as applicable. AppTy plates to each face otruss and position as shown above and on the Joinf Details, unless noted otherwise. f�efer to ALPINE 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 ANMCOWA- truss in conformance with ANSI 1, or for handling; shipping,. installation and bracin of trusses. A seal on this drawin or cover pacle - 675o Forum Drive listing this drawin indicates acceptarice of professional en ineertng responsibility solely or the design shown. The suitability and use of this drawing for any sfructure is the responsibility of the Building Designer per ANSIITPI 1 Sec.2. Suite 305 For more information see these web sites: AI ine; alpineitw.com; TPI: tpinst.org; SBCA: sbcindustrv.com: ICC: iccsafe.oro: AWC: awc.ora Orlando FL, 32821 r Gable Stud Reinforcement Detail ASCE 7-161 160 mph Wind Speed, 15' Mean Height, Enclosed, Exposure C, Kzt = 1,00 Or: 140 mph Wind Speed, 15' Mean Height, Partially Enclosed, Exposure C, Kzt = 1.00 Or, 140 mph Wind Speed, 15' Mean Height, Enclosed, Exposure D, Kzt = 1.00 ❑ri 120 mph Wind Speed, 15' Mean Height Partially Enclosed Ex osure D Kzt = 100 S 2x4 Brace Gable Vertical Spacing Species Grade No Braces (1) lx4 'L' Brace x (1) 2x4 'L' Brace x (2) 2x4 'L' Brace xx P (1) 2x6 'L' Brace IN (2) 2x6 'L' Brace x Group A Group B Group A Group B Group A Group B Group A Group B Group A Group B U p S f F #1 #3 #2 3' 8' 5' 9' 6' 2', 7' 8' 77' 11' 9' 1'' 9' 6' 12' 0' 12' 6' 14' 0' 14' 0' HF Stud 3' 8' 5' 9' 6' l' 7' 8' 7' 11' 1 9' 1' 9' 6' 12' 0' 12' 6' 14' 0' 14' 0' o Standard 3' 8' 4' 11' 5' 3' 6' 7' 7' 1' 8' ill 9' 6' 10' 4' 11' 1' 14' 0' 14' 0' —J S P #1 #2 4' 0' 3' 10, 6' 8' 6' 7' 6' 11' 6' 10' 7' 10' 7' 9' 8' 2' 8' 1' 9' 4' 9' 3' 9' 8' 9' 7' 12' 4' 12' 2' 12' 9' 12' 8' 14' 0' 14' 0' 14' 0' 14' 0' #3 3' 9' 5' 3' 5' 7' 6' 11' 7' 5' 9' 2' 9' 7' 10, 11' ill 8' 14' 0' 14' 0' d oj r Stud 3' 9' S' 3' 5' 7' 6' 11' 7' 5' 9' 2' 9' 7' 10, 11' 11' 8' 14' 0' 14' 0' U Standard 3' 6' 4' 7' 4' 11' 6' 2' 6' 7' 8' 4' 8' 11' 9' 8' 10' 4' 13' 1' 14' 0' _ S P P #1 / #2 4' 5' 7' 6' 7' 9' 8' 10' 9' 3' 10' 7' 111,01 13' 11' 14' 0' 14' 0' 14' 0' _ #3 4' 2' 7' l' 7' 9' 8' 9' 9' 1' 10' 5' 10, 10, 13' 9' 1 14' 0' 14' 0' 14' 0' U I I P Stud 4' 2' 7' V 7' 6' 8' 9' 9' 1' 10' 5' 10, 10' 13' 9' 14' 0' 14' 0' 14' 0' O I� Standard 4' 2' 6' 1' G' 5' 8' 1' 8' 8' 10' 5' 10, 10' 12' 8' 13' 7' 14' 0' 14' 0' #1 4' 7' 7' 7' 7' 11' 9' 0' 9' 4' 10, 8' 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 D P L Stud 4' 4' 6' 5' 6' 10' 8' 6' 9' 1' 10, 6' 10' 11' 13' 4' 14' 0' 14' 0' 14' 0' Standard 4' 2' 5' 8' 6' 0' 7' 6' 8' 0' 10' 2' 10, 10' li' 10' 12' 7' 14' 0' 14' 0' [- S P #1 / #2 4' 10' B' 3' 8' 7' 9' 9' 10' 2' 10' 7' 12' l' 14' 0' 14' 0' 14' 0' 14' 0' d _I f #3 4' 7' B' 2' 8' S' 9 ' 8' 10, 0' 11' 6' 12' 0' 14' 0' 14' 0' 14' 0' 14' 0' LD U H P Stud 4' 7' 8' 2' 8' 5' 9' 8' 10, 0' 11' 6' 12' 0' 14' 0' 14' 0' 14' 0' 14' 0' O I� Standard 4' 7' 7' 0' 7' 5' 9' 4' 10101 11' 6' 12' 0' 14' 0' 14' 0' 14' 0' 14' 0' X #1 5' 1' 1 8' 5' 8' 8' 9' 11' 10' 3' 11' 9' 12' 3' 14' 0' 14' 0'1 14' 0' 14' 0' d S P #2 4' 10. 8' 3' 8' 7' 9' 9' 10' 2' 11' 7' 12' 1' 14' 0' 14' 0' 14' 0' 14' 0' #3 4' 9' 7' 4' 7' 10' 9' 8' 10, 1' 11' 7' 12' 0' 14' 0' 14' 0' 14' 0' 14' 0' rl D P L Stud 4' 9' 7' 4' 7' 10' 9' 8' 10' 1' 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' 1 14' 0' 14' 0' 140' Diagonal brace option, vertical length may be doubled when diagonal brace Is used. Connect diagonal brace for 600# at each end. Max web total length Is 14 j i Vertical length shown In table above. Connect diagonal at midooint of vertical AN ITW C01 \ 1514\ Earth\ City\ Expressway 11 Suite\ 242 \ \ Earthl City,\ MO\ 63045 / r 18' L 'L' Brace End Zones, typ, 2x6 DF-L #2 or better diagonal r brace( single B, or double cut (as shown) at L upper end. I _ j 1111, \11t Refer to chart OVARNM— READ AND F013V ALL NOTES ON THIS DRAVDU vINPORTANTww FUFMSH THIS DRAVING TO ALL CONTRACTIIS nICLUDING TFE INSTALL17h Trusses require extreme care In fabricating, handling, shipping, InstalUng and bracing. Ref allow the latest edition of BCSI (Building Component Safety Information, by TPI antl SBCA) f r •actices prior to perfarming these functions. Installers shot( provide temporaryy bracing p less noted otherwise, top chord shall have properly attached structural she 'I bracing and bo of loll have a properly attached rigid celling. Locations shown for permanent lateral restrain 1 calI. have bracing Installed per BCSI sections 113, B7 or 1110, as applicable. Apply plates to ea truss and position as shown above and on the Joint Details, unless noted otherwise. rfer to drawings 16DA-Z for standard plate positions, Alpine, a division of ITV RUtding Components Group Inc shall not be responsible for any deviatl is drawing, any failure to build the truss In conformance with ANSI/TPI 1, or for handling, ship( :tallation 4 bracing of trusses. A seal on this drawing or cover page Ustiig this drawing, indicates acceptance of professional gineeNng responsibility solely for the design shown The suitabilty, and use of this drawing r any structuia Is the responsibility of the Building Designer per ANSVTPI 1 Sec2, For no" Information see this Job's general notes page and these web sltesr ALPIND wwwalptneltwcoml TPh www,tolnstoror SBCA, wv.sbdndustrv.oro, TCCr • Bracing Group Species and Grades, Group At S ruce-Pine-Fir Hen -Fir #1 / #2 Standard #2 Stud #3 Stud #3 Stnndnrd Doucitas Fir -Larch Southern Plnewww #3 #3 Stud Stud Standard I Standard Group Bt Hen -Fir #1 & Btr #1 Dou has Fir -Larch Southern Plnexxx #1i #1 #2 #2 Ix4 Braces shall be SRB (Stress -Rated Board). ■NFor 1x4 So, Pine use only Industrial 55 or Industrial 45 Stress -Rated Boards. Group B values may be used with these grades. Liable Truss Detail Notesi Wind Load deflection criterion Is L/240. Provide uplift connections for 75 plf over continuous bearing (5 psf TC Dead Load). Gable end supports load from 4' 0' outlookers with 2' 0' overhang, or 12' plywood overhang. Attach 'L' braces with IOd (0.128'x3.0' min) 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 nails at 3' o.c. In 18' end zones and 6' o.c. between zones. 'L' bracing must be a minimum of SOX of web member length. Gable Vertical Plate Sizes + Refer to common truss design for peak, spllce, and heel plates. Refer to the Building Designer for conditions not addressed by this detail. REF ASCE7-16-GAB16015 DATE 01/26/2018 DRWG A16015ENC160118 Vertical Len th No S lice Less than 4' 0' 2X3 Greater than 4' ', but 3X4 X. TOT, LD, 60 PSF SPACING 24,0' 'T' Reinforcing Member Gable Truss Gable Detail For Let -in Verticals Gable Truss Plate Sizes pproprlate Alpine gable detail for e sizes for vertical studs. Engineered truss design for peak, -b, and heel plates. vertical plates overlap, use a ,te that covers the total area of lapped plates to span the web, 2*2X4 2X8 Provide connections for uplift specified on the engineered truss design. Attach each 'T' reinforcing member with End Driven Nails' 10d Common (0.148'x 3',min) Nalls at 4' o.c. plus (4) nails In the top and bottom chords, Toenalled Nnllsj 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 detall for ASCE wind load. ASCE 7-05 Gable Detail Drawings A13015051014, A12015051014, A11015051014, A10015051014, A14015051014, A13030051014, A12030051014, A11030051014, A10030051014, A14030051014 ASCE 7-10 & ASCE 7-16 Gable Detail Drawings A11515ENC100118, A12015ENC100118, A14015ENC100118, A16015ENC100118, A18015ENC100118, A20015ENC100118, A20015END100118, A20015PED100118, A11530ENC100118, A12030ENC100118, A14030ENC100118, A16030ENC100118, A18030ENC100118, A20030ENC100118, A20030END100118, A200 D100118, S11515ENC100118, S12015ENC100118, S14015ENC100118 S18015ENC100118, S20015ENC100118, S20015ENDI E S11530ENC100118, S12030ENC100118, S14030E ' 1 1 S18030ENC100118, S20030ENC100118, S2003 s° 6°:gD88 19`j� See appropriate Alpine gable detail for ma >1 uil In ((cejjdGA4 "WARNDG-M WAD AND FOLL13V ALL NOTES ON THIS DRAVM "IMPORTANT" FURNISH THIS DRAVM TO ALL CCNTRACT13RS INCLUDING THE INSTALLER Trusses require extreme care In fabricating, handling, shipping, Installing and bracing. Ref follow the latest edition of BCSI (BuRding Component Safety Information, by TPI and SBCA) f practices prior to performing these functions. Installers shall provide temporary brndng kea, Unless noted otherwise, top chord shall have properly nttnched structural sheathing and bshall have a properly attached rigid ceRing.Lcatlans shown for permanent lateral restraihall have brndng Installed per BCSI sectionsB3, B7 or B30, ns n llcnble. A t pp pp y plates to of truss and position as shown above and on the Joint Details, unless noted otherwise. PI Refer to drawings 160A-Z for standard plate positlons. Alpine, a division of ITV Building Components Group Inc shall not be responsible for any devlatl, this drawing, any failure to build the truss In conformance with ANSI/TPI 1, or for handing, shag AN ITW COMPANY Installation 6 bracing of trusses, acceptance A seal on this drawing or cover page listing this drnw�8 Mcntes ep trance of professional 11514% Earthl City% Expressway ernglneering respons&nlUty solely for the design shown The sultablitty and use of this drawing I Isuite1242 for any structure Is the responsibility of the Bolding Designer per ANSI/TPI 1 Sec2. %% Earthl City,% M0163045 For more Information see this Job's general notes page and these web sites, ALPINE www.alpineitw,coml TPB vww.tpinst.orgl SBCN www.sbclndustrv.orm IC6 www1ccsafe.oro 0*82 06*0 P16iiftt_ 'T' Reinforcement Attachment Detail 'T' Reinforcing 'T' Reinforcing Member Member Toe-nall - Or - End -null 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 Examples ASCE 7-10 Wind Speed = 120 mph Mean Roof Height = 30 ft, Kzt = 1.00 Gable Vertical = 24'o.c, SP #3 'T' Reinforcing Member Size = 2x4 'T' Brace Increase (From Above) = 307 = 1.30 (ll 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 MAX, TOT, LD, 60 PSF DUR, FAC, ANY MAX, SPACING 24,0' REF LET -IN VERT DATE 01/02/2018 DRWG GBLLETIN0118 , . 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. Unless specified otherwise on engineer's sealed design, for vertical Bat Chord 2x4 SP #2N or SPF #1/#2 or better, valley webs taller than 7-9' apply 2x4 'T' reinforcement, 80% length of Webs 2x4 SP #3, SPF #1/#2, DF-L #2 or better. 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 Ww Attach each valley to every supporting truss with: Lateral Restraint applied at mid -length of web is permitted with diagonal 535# connection or with (1) Simpson H2,5A or bracing as shown in DRWG BRCLBANC1014. equivalent connector for ASCE 7-16 180 mph. 30' Mean Height, Part, Enc. Top chord of truss beneath valley set must be braced with: Building, Exp. C, Wind TC DL=5 psf, Kzt = 1.00 properly attached, rated sheathing applied prior to valley truss Or Installation, ASCE 7-16 160 mph. 30' Mean Height, Part, Enc. Or Building, Exp. D, Wind TC DL=5 psf, Kzt = 1.00 Purlins at 24' o.c, or as otherwise specified on engineer's sealed design Bottom chord may be square or pitched cut Or as shown. By valley trusses used in lieu of purlin spacing as specified on Engineer's sealed design. Valleys short enough to be cut as solid triangular members from a single 2x6, or larger as required, www Note that the purlin spacing for bracing the top chord of the truss shall be permitted in lieu of fabricating from beneath the valley is measured along the slope of the top chord. separate 2x4 members. ++ Larger spans may be built as long as the vertical height does All plates shown are Alpine Wave Plates, not exceed 14'-0'. 2X4 4X4 3X4 2 Valle 12 MSpacing ::�4 2X4 Pitched Cut Square Cut Stubbed Valley ❑Ptional Hip — 8-0-0 max •� Bottom Chord Bottom Chord End Detail Joint Detail Valley Valley 4X4 ** / 1215X4/SPL o m n T u e � 12 Max. t 2 ' o, , X3 lA ll Set 1X36-0-0 �`�� a 4 1X31X3CMax Spacing) 1X3 2X4 I? 2X4 \ !fit ._��� on Trusses Partial Framing 20-0-0 (++) 0°°0 1 c3;t 2 o.c, Supporting trusses at 24' o.c, maximum spacing, ' 'v Plan "WARNING" READ AND FOLIAV ALL NOTES a THIS DRAWING C LL 30 30 40PSF REF VALLEY DETAIL ■-DFCRTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING TIE INSTALLER& i i Trusses require extreme core In fabricating, handling, shipping, Installing and bracing. Refer e follow the latest edition of BCSI ®uilding Component Safety Information, by TPI and SHCA) for f ° C DL 20 15 7 PSF DATE 01/26/2018 practices prior to performing these functions. Installers shall provide temporary bracing per -1 L � �� Um noted other.lse, top chord shall have property attached structural sheatbilng and bo C DL 10 10 10 PSF DRWG VAL180160118 shall have a properly attached rigid telling. Locations shown for permanent lateral restraint .e !+ shall have bracing Installed per BCSI sections B3, B7 or BIG, as applicable. Apply plates to each aF truss and position as shorn above and on the Joint Details, unless noted otherwise. � y® BC LL 0 0 0 PSF ReFer to drawings 160A-2 for standard plate positions. ° ,��� �y9 P' E Alpine, n division of ITV Hulking Components Group Inc shall not be responsible far any deviation �maaa0woa16�° ❑T, LD, 60 55 57PSF this drawing, any failure to build the truss in conformance with ANSI/TPI 1, or for handling, shipping, AN ITW COMPANY lnstallatlon 6 bracing of trusses. A seat on this drawing or cover page listing this drawing, Indicates acceptance of professbnal AL 1 \ 514\ Earth\ City\ Expressway erglneeriur ng responsibility sely for the design shom The suitability and use of this drowirg II suite\242 for any structure Is the responsbuty of the Building Designer per ANSUTPI 1 SecB DUR.FAC, 1.25/1.33 1,15 1,15 \\Earth\City,\MO\63045 For more Information see this Job's general notes page and these web sites SPACING 24.0' ALPINE, w...tpineltw.comj TPD .ww.tpinst.org) SBCA, vw.sbctndustry.org) ICC, "�Jccsafearg 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 location: 170 mph for SP (G = 0.55, min,), 155 mph for DF-L (G = 0,50, min,), or 120 mph for HF & SPF (G = 0.42, min,), Maximum top chord pitch is 10/12 for supporting trusses below valley trusses, Bottom chord of valley trusses may be square or pitched cut as shown. Valleys short enough to be cut as solid triangular members from a single 2x6, or larger as required, shall be permitted in lieu of fabricating from separate 2x4 members. 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. wwx 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', All plates shown are Alpine Wave Plates, 4X4 3X4 2X4 12 Valle 12 Max. � Spacing 2X4 X4 Pitched Cut Square Cut Stubbed Valley Optional Hip — 8-0-0 Max Bottom Chord Valley Bottom Chord End Detail Joint Detail 4X4Toe-nailed Valle / y 12 C or m n T u ss e 12 Max. t 2 ' o. X3 IX3 12 pit S t 6-0-0 10 Max, ��l` , a 4 1X3 5X4 SPL (Max Spacing) 2X4 e��' $� 1X3 .�'""�"°one mom Tusses 20-0-0 (++) ®,• Partial Framing Supporting trusses at 24' o,c, maximum spacing, �•• o • at 2 C.C. Plan e 4 ■■VARNnNGIuIS D AND FtM AL ALL N=SnZACT RS TNIS DRAWING! TC LL 30 30 40PSF REF VALLEY DET ■ulwffzrANr■■ FtAtNISH TFgs nRAvn+c TSI ALL CRITRACTO2S INCLUDING TFiE rrLsr Trusses require extreme care In fabricating, handlIng, shipping, InstnlUng and bracing. Re d follow the latest edition of BCSI (Building Component Safety Information, by TPI and Si - e6y i TC DL 20 15 7 PSF DATE 01/26/2018 pract:ces prior to performtng these functions. Installers shall provide temporary bracing r BCSL G Unless noted P oprrye, tap edchorddshaltcei have properly attached permanent sheathing and �d E OF BC DL 10 10 10 PSF DRWG VALTN160118 shall hove a cl erl attached ri Id sect Locations shorn for permanent lateral rests o I'`a, shall have bracing Installed per BCSI sections H3, H7 or HIO, as applknble. Apply plates to a A 4 PI of truss and position as shorn above and on the Joint Details, unless noted otherwise. ,�¢yy •1, BC LL 0 0 0 PSF Refer to drawings 160A-Z for standard plate positions, i'n/ .� fr1gq Alpine, a division of ITV Building Components Group Inc shall not be responsible for any devint r �r�iOfra-� TOT, LD, 60 55 57PSF this drawing, any failure to build the truss In conformance with ANSI/TPI 1, or for handling, shippl i AN ITW COMPANY Installation 6 6rnd a of trusses. �t9. A seal on this drawing so laver page Ustindesign this ha The tAt-bl ty acceptance this professional 1111 1 Suit Earth1 City\Expressway engineering responsibility Is lth solely for the design shown The sulr per and use of this draw hg 0 DUR,FAC, 1.25/1,33 1.15 1.15 \\Suite\242 For any structure Is the responsY�illty of the Bupdfng Designer per ANSI/TPI 1 Sec2. \\Earth\City.\MO\63045 For none Information see this Job's general notes page and these web sites, SPACING 24,0' ALPINEom 1 wwwalpineitr,ci TPIi rw%tp:nst,orgi SBCA, wwr,sbcindustry.orgi ICO wweiccsafeorg I VALLEY FRAMING & BRACING DETAIL R BC Lumber Size and Grade Minumum Requirements GENERAL NOTES Purlins required T-0" O.C. in absence of plywood sheathing. Trusses without sheathing applied must be evaluated accordingly. Purlins should overlap sheathing one truss spacing minimum. In cases that this is impractical, overlap sheathing a minimum of 6", and nail upwards through sheathing into purlin with a minimum of 8-8d (0.131"x2.5") common wire nails. Effects of not providing sheathing below a valley set must be evaluated by the building designer. This drawing applies to valleys with the following conditions: Spans (distance between heels) 40'.0" or less -Maximum valley height: 14'-0" -Maximum mean roof height: 30 feet -ASCE 7-05,140 mph, Enclosed, Cat 11, Exp B,1=1.0, Kzt=1.0 -Or A Maximum of ASCE 7-10, 180 mph, Enclosed, Exp D, Kzt=1.0 TRUSS TRUSS UNDER VALLEY FRAMING VALLEY RAFTER OR RIDGE ® +CRIPPLE ripples 4'-0" for 30 psf (TL) and 20 psf (TD) Max. ce 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 5 16d toe -nails Rafter to two 2x6 sleepers 416d toe -nails Sleeper to truss 4 16d 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 ""r ten` ua ) 13. Collar beam to rafter 416d toe -nails CRIPPLE, BRACING, 8 BLOCKING NOTES NOTE: 16d (0.162"x3.5") COMMON NAILS -2x4 continuous lateral restraint (CLR) min. is required for cripples 5'-0" to IW-0" Iong nailed w/ 2 -10d (0.148'W") nails. Or 2x4 "T" or scab reinforcement nailed to flat edge of cripple with 10d 50.128"x3.0") nails at 6" o.c. "T' or scab must be 90% of cripple length. Cripples over 10'-0' long require 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 requirementSMM Nails are common wire nails unless noted otherwise. H. t .(A) (B) �`*) ��� ➢ `'� �°" AC �ra aN T=S �7AV°J° s 'QtTANTu hueeslr Thar trhAvae To ALL mxTpecTats iWS Wrc Tic IMSTAIJJc7tS. Y • • C IC LL 20 30 40 54 REF VALLEY FRAMING Trusses regJ-e exfrene cure In fabricatFq, harM4�p, shipping, Instal folio• the latest edition of BCSI UkAL ��' OTPI 1MI baindS Refer t " practrer: P10r to perfarftft these motion component y . fp°er • e C DL 10 20 7 7 DATE 10/01�14 alttrsrShall provlde'tber"r It Unless noted othervise, top chord stall have properly attached structrral sheathing and bettoniMrd shalt have a properly attached Hold eelft. Locations shorn far pernonent taterat restraint of n : STATE OF 0,— C DL 0 0 0 0 DRWG VACNVISO1015 d (7 r� rt� It'`V'll sMll have brne4q 160 aIted per BM sectb— B3, ➢7 or B10, as apptknble. Aprl plates to each f of truss and =a Was chawf above and on the Joint Details, unless noted erelce. 'i�. Refer to drnrtrps 160A-Z for standard ram, �• .� P i e �/ � BC LL 0 0 0 0 u V plate positions. Alp a dHslon of ITV B,Itding Components Group Inc be t/�/� es• C OR1O •e• ••�•k,ese••e AN RW CI;)f�Afi,NY shoU not mspansble far cry deviation f •Iw v r falure to baud the trras ti eonfornance skin Ahlsl/TPI !, or for hand, zhlppina h._Wtatlon 6 bracing of trusses. A �, ` 9 f TOT. LD.30 50 47 61 A seat on this drorlrg or cave,. page Usting ibis d.aero, Indicates ao eptance of professional for 'the Th. �,trs/p N AL - .�`' DUR. FAC. 1.25/1.15 13389 Lakefwnl Drive f°' m "�*'' t '�porad'hcyY NuKdkV rear pper`"Ats �I i sew ''�'g Will `�'t� Earth Cdy, A1063068 ALP r �k�-v TPI t.vz= �t=� "v,t Meer =i&fe o Q 2co Is SPACING SEE ABOVE