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Home My WebLink AboutTruss(SEE STRUNGBACN LETTER IN ENG, PACIO ra M.L. vreetavoA NOTAtL tiU NOWn OF= ICED. o IIPPI® 10 TNUS= ------------- ® ® 4CE1:'Ltltt��l� JII��.ILI I�I�I�I�I�I�I�I�I�I-� I aec eu p 2r-e' ,e'-o• 3W 8• Products PloIID NetQty Product Length Plies 11 9 16" BCI® 4500s-1.8 18' 0" 1 J2 3 16" BCI®4500s-1.8 16' 0° 1 J3 10 16" BCI® 4500s-1.8 16' 0" 1 J4 1 16" BCI® 4500s-1.8 16' 0" 1 J5 1 16. BCI® 4500s-1.8 16' 0" 1 J6 3 16° BCI® 4500s-1.8 4' 0" 1 J7 10 16" BCI® 6000s-1.8 21' 0" 1 J8 1 16" BCI® 6000s-1.8 20' 0° 1 J9 4 16. BCI® 6000s-1.8 20' 0" 1 BM1 2 1-3/4" x 16" VERSA -LAM® 2.0 3100 SP 21' 0" 2 Ski 18 16" BCI® 4500s-1.8 2' 0" 1 13k2 4 16" BCI® 4500s-1.8 110. 1 b REFER TO El' PAC( FOR „ CONNECTION. C.13 o CM I TYPICAL 7' SETBACK CORNERSET LABELING AND SPACING 19'-rr REVIF.: MY JA r1,l1aa Pww"WCki (,c ` pyA-oo r?3aT Qoodo D 21'-r - ,e'-r Connector Summary PlotID Qty Manuf Product Skew Slope Hut 24 Simpson ITS1.81/16 - - Hu2 15 Simpson ITS2.37/16 - - Hu3 16 Simpson IUS1.81/16 - NOTE: DO NOT CUT OR ALTER TRUSSES WITHOUT CONSENT OF THIS OFFICE. BACK CHARGES WILL NOT BE ACCEPTED WITHOUT PRIOR WRITTEN APPROVAL BY OUR SERVICE DEPARTMENT AT CARPENTER CONTRACTORS OF AMFRICA INC. 877-293-9487 LlM End Muk HANGER CHART ,& = HUS26 (SIMPSON) A k = HHUS26-2 (SIMPSON) Reviewed for Codg Compliance Universal Ejonewing Sciences THIS IS A TRUSS PLACEMENr PLAN. TrS INTENDED TO AID IN THE INSTALLATO OF TRUSSES. ENGILIEERED TRUSS DRAWINGS AND ARCHITECTURALS SUPERCEDE THIS DOCUMM. Total Truss Quantity = 102 General Notes 1) N PWN d.d h,mm eat htos atd tat h- Un top diordt pper pW W- 2) �F " to b.bSb p.tr M157D td.� oU.rb 3) � � a 2V = uh. o8.dw 4) po am. X-baft dmk btOnmaam amum be np.bd at a mmdhm of 20• tie .dl Rta. fa BW_ �ad911ad bmbg bola ROOF LOADING SCHEDULE TOLL = 20 PSF Bq1 = 7 PSF BCDL 10 PSF TOTAL 9.2 PSF DURATION 1.25 9 WIND SPD/TYPE— 160 ENCLOSED BLDG EXPOSURE = C USAGE = RESIDENTIAL CAT H WIND IMPORTANCE FACTOR= I UPLIFTS BASED ON= 9.2 PSF DESIGN CRITERIA FBC 2017 TPI 2014 Tmo memberdesi6�&connectorplates am de igoed for ASCE 7-10 and - -fames from both components and claddings and main Mad Come resisting systems. • These tassses bave been —i—d to tarty m additional ]Ok psf non -concurrent bottom cbord live load. FLOOR LOADING SCHEDUL TCLL = 40 PSF TCDL = 10 PSF BCDL = 5 PSF TOTAL = 55 PSF ROOF DESIGNED FOR SHINGLE ALL REAMS MM 5000f AND UPUFIS OVER 1000r ARE SHOWN ON ENGNWING. WALL KEY DESCRIPTION INrr. DATE m ilk tiff •ISIn m aIS R KM WL. if MIN Im Ms ta. L. lonln. .'C ala la. Ilt W{Mf IDADf DFSaWTION INTL DATE W Carr mina M ILO twr vtyta W OIIR N 1aIi1 WL. .i M)NI M RV. IL9 im a/ana M RVTa m16llQal . LVL M CNN O 1-sr un iRICI a UN WIMP C caI®Cf L. LW. NCARPENTER CONTRACTORS OF AMERICA 3900 AVENUE G. tL V. WINTER HAVEN FLORIDA 33880 PHME (800) 9593806 FAX, (863) 294-2488 BUILDER DR HORTON—HREVARD PROJECTCHEENSIDE MODEL 4EM/BAYDEN /G CCA PROJ/MODEL/ALT 7A5/4EBHG/Ol ALT DESC 10' % e' COV. LAN. OTC 3235 TRINITY CIR LOT 73 BLOCK DESIGNER RAA PAGE 1 DATE 10 19 17 N362323L SCALE 6"=1 FOR HAZ" O:ECIMM MWA L STR017d10 S ®aC tiESlera IS AM= 10 11084E MEN 00 00 -so-NNEEMEMEN ISBN: ,01 / /�II�II�■IMI1 00 SUM lil�l�l�l�;-l-l-1 MUMENUMI - fi` yCi y.q 2,•-e• ttr-o• Products PIotlD Net Qty Product Length Plies J1 9 16" BCI® 4500s-1.8 18. 0" 1 J2 3 16" BCI® 4500s-1.8 1610. 1 J3 10 16'. BCI® 4500s-1.8 16' 0" 1 J4 1 16' BCI® 4500s-1.8 16' 0" 1 J5 1 16' BCI® 450OS-1.8 160. 1 J6 3 16" BCI® 4500s-1.8 4' 0" 1 J7 10 16" BCI® 6DODs-1.8 21' 0" 1 J8 1 16" BCI® 600os-1.8 20' 0" 1 J9 4 16" BCI® 6000s-1.8 20' 0" 1 BM1 2 1-3/4" x 16" VERSA-LAM92.0 3100 SP 21' 0" 2 Bk1 18 16" BCI®4500s-1.8 2' 0" 1 Bk2 4 16" BCI®4500s-1.8 119, 1 fi b 4 REFER TO PACK FOR CONNECTION, CJS 1 o CJ3 i� J m L U U 2'-0' TYPICAL 7' SETBACK CORNERSET LABELING AND SPACING - e! L Connector Summary PIotlD Qty Manff Product Skew Slope Hut 24 Simpson ITS1.81/16 - - Hu2 15 Simpson ITS2.37/16 Hu3 16 Simpson IUS1.81/16 - - NOTE: DO NOT CUT OR ALTER TRUSSES WITHOUT CONSENT OF THIS OFFICE BACK CHARGES WILL NOT BE ACCEPTED WITHOUT PRIOR WRITTEN APPROVAL BY OUR SERVICE DEPARTMENT AT CARPENTER CONTRACTORS OF AMERICA, INC. 877-293—M7 THIS IS A TRUSS PLACEMENT PUN. ITS INTENDED TO ND IN THE INSTNIAEON OF TRUSSES ENGINEERED TRUSS DRAWINGS AND ARCHTTECTURALS SUPERCEDE THIS DOCUMENT. - _ I OTOA _T R 0 Reviewed for Coder- CofnplLance Universal Engineering $ClenCeS Labeltl End York HANGER CHART dA = HUS26 (SIMPSON) A ► = HHUS26-2 (SIMPSON) russ Quantity = 102 General Notes 1) Al PMM dad times nd -more and not 91d= hma ne top dwd Pa'bi pwdW Ween to be imWW Aam " w6 2) M hMM to be Smpam HUSH aim of wa nats 3) eepacrg is 24 O.G afem *,.We Per Tam Plde Ydfide ecs-91 reoaarwAsum 4) pa am X-bv*g dale be pbeed of a m®mea woem ,5 O.G acme the wn to be rtpeohd of a mminwe of 2W I I e.h X-Non thwylal lho etnchm Please refer fo ft far any od&Sard bmdq ddaL ROOF LOADING SCHEDULE BCCLLL = * PSF BCDL =_ 10 PSF DURAA TION 1.25 %F WIND SPD/TYPE 160 ENCLOSED BLDG EXPOSURE = C USAGE = RESIDENTIAL CAT 11 WIND IMPORTANCE FACTOR= 1 UPLIFTS BASED ON= 9.2 PSF DESIGN CRITERIA FBC 2017 TPI 2014 •faun member dell &ax—torplafes are dmiped for AS�7-10 and mafdmom forces 5om both compoaeats affi cladding an main wdnd force 1esi�+;� systems. •These ma have bcenn:v ,dto any an adddiong 10# psfmo-co� bottom chord tive [FLOOR LOADING SCHESFDL= 10PSFDL=5 PSFTAL = 55 JULPSF ROOF DESIGNED FOR SHINGLE ALL REACTIONS aVER 5000/ AND UPUFIS OVER 1 ARE SHOWN ON MGINNNG. WALL KL'Y ELOAD DESCRIPTION MIT. DATE 'a mm urr eiune s a m vim Lw w Mrs unne rati eLx ILIe .wr vane tew bw 101e u l m A RVI Il1N L1 an ra sYtc IMe is u IDAD/ DESCRIPTION Mr. DATE m tar a1Rw "mum — ear V o m Vim Lw w ii Wm Y M aarp.Toa w LVL Lm u/11/le m hwR l0 3RI01 Q LO NIVIf eC fd/emaf LD Le•IJ9 t 1 1 1 CARPENTER CONTRACTORS OF AMERICA 3900 AVENUE G N. W. WINTER HAVEN FLORIDA 33880 PHM,(800) 959-8806 FAX (863) 294-2488 BUILDER DR HORTON-BREVARD PROJECT CREE[�E MODEL 4EBB/HAYDEN /G CCA PROJ/MODEL/ALT 7A5/4EBBG/O1 ALT DESC 10' X 8' COV. LAN. OTC 3235 TRINITY CIRCLE LOT 73 BLOCK DESIGNER PAGE RAA T 1 DATE 10//19 17 'NN362323L 3A 6 ENGINEERING PACKAGE Builder: Project: Model/Building: Lot Alt: Lot: 73 Block: E Address: 3235 TRINITY CIRCLE JobNumber: N362323 Unit: Revision Date: New Load #: FG01 CARPENTER CONTRACTORS OF AMERICA, INC 3900 AVENUE G. N.W. `�'��'�p.ea,,� WINTER HAVEN, FLORIDA 33880e'`';� PH (800) 959-8806 FAX (941) 294-7934 ALPINE March 1-3,10.19 MaWCOMPAW Mr, Bob: Michaelis Car 6' r C riteact6i' of Ar-6&ric"kJhc'.: Me o rs 39.Q0 Avenue 9-,, N.Qrfhwpst-. Wjht6r Hefv6n,:FL 33.880-6201 'Re: AlternatiV6 IhstAllatjohs..-fora single pIV carried truss with a width less than thia hanger width, and woodblocking t ". -achieve full .design .loa vtil.UL-.-fO'r*fa'cO!�.rilo.*ijot6d.heitig6r'..att66*hm6fition �t'.:6'n6pl.y :. . . supporting girder (Ref6tbnde detail WMT-02)... Dear Bob.,. For a single Ply carried truss "with 'a.Width less than the har�gee. Width you' can install a. prefabricated iack. scab, . truss: (*) for woodfiller blocking, -rho, chord sizes,: chord,. and Alp - irTO:c6nhbctbr.-pl4te( . s) to be-thd. same'as the si nde:.p! . y'camod truss. . The p'ref 6b'n"date'd I jack scabtruss have ei..minimum jengih.of 4W'and will,have a,Mg)imurn pit6....h-of 5/12. The single ply. carried truss -shall hpve:...l reaction of . �,5-064 orless. 'Attach prefeibncgted.jack:tc.ab.�tmss*. with two (2) rows .. of 0-1 2V`*x3*.O"* Gun Nails at,2' Q.Q. pet row' staggeredV. :(;SO&Tiguird: I 'bdld*). P16a's'e',fe'f6irt6thei Sii'hpson Strong -fie Catalog C-C. 2 . Q . 1.9; page.2.10, FIgur6.-'-8..-for more information; For.a single ply:.,g Mer'.that requires woo dblocking to. 'adhie vie'.-f Ull dd§ig h load valud.- for faqe-m ounted -hangers :attach -w . opeood- block (!).tothe back face of the single -ply girderwith the: same size: e: and grade as the" bottom.- chord of the single ply girder. The wood block length i 'basuch *t6it'-the'wood blockifig--extends to each adjacent panel Points (Webs and bottom chord ch wood o., - (2. 'ails at iY O,t. per r block- ('")'with Aw )�rowq-6ib�128'�x3..U'G'un'Nai, row, staggered. 3 0":applied to the 6760: Forum Odve Suite 905,- Orlando; F . L 32.2 . 821 , MOM 521-9191-0- -.(8'63). 422-,.8686 . mwmalpineitw.,com Figure 2': ........ .--- ...._. . The application of prefabricated jack scab truss for wood Eller blocking or wood blocking to achieve full design load value for face -mounted hangers must be ;approved by the hardware.manufacturer All edge. and end distances, and `spacing for all nail connectionsmust. be sufficient to prevent splitting of wood.: If I can:be of any further assisfanee:or if you have any questions; please give me a :call. No; 708fi1; - STATE William H. Krick:P.E. ' �= Chief Engineer --.y IFS.ORD. Alpin41"e an ITVN Company �f�:,;,S�OtNAt�„ Engineering Depa,Ornent Orlando; FL 6750 Forum Drive. Suite_ 305;:0 lando, FL.32821 - (800):52.179790 - (863) 422-8695 www,afpineitw.com r ALPINE MWM"Y April 26, 2019 Mr. Bob Michaelis Carpenter Contractors of America, Inc. 390.0 AveriueG., Northwest Winter Hav6n, FL 3388076201: Dea.r. Bob. R'6' Strorigba"ck bridging: 60 tb6f trusses. I -understand -there is .some concern over our recommendations for strongback bridgin',9 on` fooftrusses. Sfrohgbaok bridging for roof trusses is qpt.a�rqqgirernent pf'ANSI-TPI 2014, nor trusses . .. : .. .1 - is if; a requirem nt:.of the Building[ Component Safety` Information (00.Sf.. But strongback bridging on roof trusses is recommended by -Carpenter Coihtra6tdtt of. Amedca. Ztrbhgba''ck bridging.serves the,. following two functions:, - One, bridging alignsthp-�bottom chords after, they are set iso the are uniform along the ceiling line . and .h'e*ip"s",withceIlihg'servi'ce'abilit'y Two; bridging reduces relative dofiecti6n& adjac'eh't, tosses: Strqpgba.ck: bridging .does - not: prevent or reduce -roverall indiViddal d0fledfidn, especially any _ ., roof`trusses t0_ �than nch- . ....... .. . ...... . ..... . .. .. . . .............. . .. .......... . ...... . . ... ... .. ............. ... ........ . . . . ......... ............... Stpngoqqk bridging in roof. trusses does not serve as lei-hlJbrary'. or p6t.ma"nie'ht bracing and is not intended to .distribute, or share design loads. between frussgs. Consequen tly ', no design. loads have -been accounted for:With this detail and dontihUbLis-.strohobiiek'bfidgihg'should not bd:atta6h6d between: common and girder 'trusses. The. use -of strongback bridging,-- shall not..interfere with other design considerations as'specified bkthe Engfine'e'r of Record or the Building Desig ner. The outer ends ofth6strongback bridging shall be. aftached. . to a wall or another secure end. restraint;. or th"Eidke' assppcMO&by e Engineer er dfRecord 6r.th&Building .Dei§jdh6r. Strofigback bridging'thall.- be; -a minimum of 2x6 nominal . lumber oriented With. the depth vorticaL Attach With (3); 1.6d c6mi:60n. nails '(P. 16z"xM") nailsat. each intersecting member.. VVhen extending the strongback bridging. . overlap: by at a minim.um.-qf . two frusses. The location PP icai: � of I . he, strongback . . bridging. maybe: specified bY:',jhe'TnJ§s Manufacturer',. Efigihe&? of Redord, Of Building Designer: Please -reier"to bac ng . Provisions"' or fo.Al in". 8T OR-1 R .01.4 detail for more, inf6rmption, BCSI "Strong . ki . Provisions" .... Alpine:. . R.. 0. � 1 The' graphic� p e shown (F4Ure- 1) is for,generic illustrative purpose only.. .9. 6760 - Forum Drive:guite'805, Orttindo, FL 3282-1- (800) 521-9790.- (863) 422"8685. wwMO1lJine.It%#'.cOM:' 0% ALPINE rx.v V.? - vL_ L. k.tv . I Figure.l, If Lcan bd of'ahyfurflh6r'aissiOanibe: or if you have!arly. questions; PIPa.s.e.:giVe meacall, No. 70861 William: H. Krick 'O_'r-. Chief'E.ngi.6.eer Alpihe an IlW. Company mpany Erigineenin'g-De'pa me t Orlando;. F*L $282.1. 6760 Forum -Drive Sub.3.05, Orlando;'FL 32821 - (800). 521 -9790 (893)422=8685 WWW. blpirieiKCQM' R R0NG3ACK: BRIDGING RECOM ;./ --'O-r 4' .. V 2)i6. NOTD TL:ital . Is 1 and .2..'oLrL- the o AT ST AN MCOMPAW IthW'd-4 hk4uwk A -MI 13723 PWipbd Ddy *k SUIle 200. M21YhW4 HQIghkkM. oll: TOGETHER TH* 10d:BDX/GUN . .S.Itt"R. ROWS` AT' atta.OhHehit methods .ALTER STRO315BACK BRIDGING. STAC7 G* REGMEMENTS I r 1 .iolv Nbne; re wired 1 0, to V 2 0, to 2V F 1 rot (it curter of spu� 2"t. M Z.of ftth IM pa�ts) to 40 3 a ot 19ch V4 D*iw Al 1w nd, No -All scabr.on blocks shatt, :be:a, miHimum, 2'X4 @i7g0ed lumber,' -str-.ongback bridging, and ,bracina shall. be: 'a. minimum 8x6 'str,es.:�; grqaL�dj . bracing 0,- The purpose. Of stronoback:brlcidlhg, Is. to. develop load sharing between;'Indlylo'C(at' trusses,: resulting in an overaLLfincr"! ease In, --the stiffness -.:of -'the. floor. systepi. -2x6 stoongbatk: bridging;. ;0o'Mh'b tIOned-,ds:.s4 In cle�tcdts, 'Is recommended 'a'+-t *10, =0":O.C'. CMax,)- Poo-The- -terms:`br1.dbIng1 and :'bf-'dcIr!d'.,are- sometimes 9 Mistakenly: used' -Interchangeably. ' "Tracing' Is. an Important structural reqUireh'eft y of any- floor or roof -system, Refer. to the, Truss. Design Drawing (TDD). :fot.,; f6r each Individual -truss component, Bridging particuLarIy, 4stron '. . - - I . . bridging' Oro Sa �. rec6m6ehdat1dri for a truss s --t ..yste.m o.. help control , *06ra-flotn' In: addition ticj!-aIdIng..-'In the. .dittributiOn of pointlbads betweerti adjacent truss, •st-rongback 'bridging serves % to reduce or 'bounce' r es]4y9d i�a vlbtloh.!r 'et , Ul + :*tjng' - from ripying point longs, ;such as footsteps. THe performance : of all 'floor -systems a re enhanced by. the. Inttallattoh of's+rongback- bridging aild --I;her*efQre:is!strongly recommended by Alpine, For adckiondt Infbi-mat"16h rebqrdlhg, strongbaq4 bridging, refer -t.P'BCSI KBUILdingComponent. Safety- InformatIon). VN— '%j4C" LL PSF I NO. 7686.1 T SDL PSF I A. BC BiDL Pru L L PS0. I �T F" 'A 4101,zLD, P. -PSF PV. FAC. Loo • • 'IF' P.-A41LETS 13F t-M, WPUCTION W514MING. NORE 5-.DC#- �AfW -IIPLAQql, N. f sHol"I'ma .40081. T DET A. I'; L R:E..C..CL- "MEN ED SHORING- 9'.%4 s MAPTRA E -OAO*.QUE'j -.UPP5 S'..b.00A gtv MA:Tt 0 . T, L ..Afu&l. MIAL.- W- Fl,': A' AXIMUM 9 T-M-A PALU LQA;' Ve-WN5, El OvMq AT LEAST 2-IAUSS; j tM I �ZW -AP M-OPRTA OTHER DATA N9T. 'OW S 1 .2 �TAL A PLIM BE' Ml bd, -py THE �,Ow -Alklo-T.M. Ai p M-38-p r -2:: .0 I.Mum E.-N -A AXA S:t T 9.: sl*� 41-At C -A 'N L-t - 'A.'. SIP. -A -U Cracked or Broken This drawing specifies repairs for a truss with broken chord or web member. This design Is valid onlyy 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 detail, (B) = Damaged area, 12' max length of damaged section U = Minimum nalllng distance on each side of damaged area (B) (S) = Two 2x4 or two 2x6 side members, same size, grade, and species as damaged member. Apply one scab per face. Minimum side member length(s) = (2)(D + (B) Scab member length CS) must be within the broken panel, Noll Into 2x4 members using two (a) rows at 4' o,c„ rows staggered. Nall Into 2x6 members using three (3) rows at 4' o,c„ rows staggered, Nall using 104 box or gun nails (0,128'x3', min) Into each side member, The maximum permitted lumber grade* for-use with this detail Is United to Visual grade #1 and MSR grade 1650f. This repair detail may be used for broken connector plate at mid -panel splices, This repair detail may not be used for damaged chord or web sections occurring within the connector plate area. Broken chord may not support any tie -In loads. S. L 0. Wsin-- L' s OC �Typico. ~ + o + o + o + :o O + O + O + O + S2' tagger + = Back Face 10d Box (0,128' x 3', min> Nails, 0 = Front Face 2x4 Member - Double Row Staggers 2x6 Member- Triple Row Staggere Member Repair Detall Load Duration = 0% Member forces may be Increased for Duration of Load Maximum Member Axial Force. Memberi Size L SPF-C HF DF-L SYP Web Only 2x4 12' 620# 635# 730# B004 Web Only 2x4 18' 975# 1055# 1295# 14150 Web or Chord 2x4 24 975# 1055# 1495# 1745# Web or Chord 2x6 1465# 1585# 2245# 2620# Web or Chord 2x4 3 1910# 1960# 2315# 2555# Web or Chord 1 2x6 2230# 2365# 3125# 3575# Web or Chord 2x4 36, 2470# 2530# 2930# 3210# Web or Chord 2x6 3535# 3635# 4295# 4745# Web or Chord Web or Chord 2x4 2x6 42 2975# 3045# 3505# 3835# 439544 4500# 5225# 5725# Web or Chord 2x4- .48. . 3460# 3540# 4070# 4445# Web or Chord 2x6 5165# 5280# 6095# 6 660# Nail Spacing Detail I sr111 W1JRT#1Ta'FURf1a1SH f`R1j MAYDDIGFTO ALLµMUTRDAD�TDRRt MUDDING ON THIS ME INSTALLERS, Trusses re9ulre altrrnr care in fabrlcatln0, halldllq, sNppp� Installyg and brasb* Refer to and tallow the latest rdlilon of 7CSI muAft Conparrnt Safety In ornatbn, by•TPl and MA) for "t Ay praetkec peke -to pertwJnp ihrse Iuncilwnc installers •Mil provide temporaryy hraelnp per US], Unless noted otherwise, top chord shall have properly ottacMd structural sheavArlD and button eho. �r shall have a properly attmcWd rlopld eeLno. Locations shown for psrnenent lateral restraint of webi n �� shall have brain installed per W, re 33. 77 or 710. as appl1CAlF. Andy plates to ooeh Face Q I I l L-1�� o{ twos and pesilki n as shown above and an the Joint Deto¢s, wisest Meted .oihervlsr, L_ r� RAer to *G.VIAps 1"A-t for standard plate positlons, Alpine, a division of ITV IU Mp components Group Inc. shall got b rvspanslble fora deviation fr AN RW COMPANY tins drawing, any failure to bWld the Muss In conformance wh ANS�/TPI 1, or for Fandd 0, sHpplra, hatallatk,n L • oaA1c M trueNF A ll-I'm druft ar Cover pa IleeYp ihls droeb,p, Y,dmtes °eceptallee of professional npl,,.erY,p r•.pemnA •• adely for iM design -Ms. Tls adtabllty and use of iN► drawW 13387 Leke0onl Ddve for onY st*'uctw. is i . respansU ty of 1hr AJW 4 Dilftner, per ANSL TPI 1 Secd. Esdh cNy, MO D304S rap Karl lA'er.atbiie�this job's cinotes P°� Ndriweb : i«� u ori.�s„M cr Ninloun L Distance D L i S L L L Distance L i . IOnlntln L Dlctarxe ," � • REF MEMBER REPAIR'r4' ; r DATE 10/01/14 DRWG REPCHRB1014 SPACING 24,0' MAX �;,° ; VALLEYF)RA A.6RA0 ETAf t Lumber SUO and 0'rade.-Minumam Requirp-miinis. ;2xV4L ICKINa piftAr 7ft2vrt;euir purlrn.q L&ft-j hridrjQ_ fa- r A arpoes:4a vow'fwl� 44 SPF Oa r.W66- T J BOARP We) of Valjey lERY THIRD. SPACING oT 64,.hfid nil( 0 e"ra -lhfdkA9tY b heathfft f6to'puffin With a .ma-3 iniMpip.01'" Q.v-AL6-.)C* MOO pqilllp ,T.jj:jg;dr.aWjfjg.appliea to-ValloysVM.Ihp:totfOvddt;condltlorts. .Span§:(i?istgnrz.bgtvreen'heefs)d0I:0"•.or less -Maximum "'Alfrqbf height; 1.0-feet 140 mphl.Enclated, C at It,, Ek'O.';9A4-O,-4t-1,0 . 80;4p -d,'kxp Di Kxt,-1.0 ' ' 1 V!=*4 -- --- - Z. nor idf TRUSS. T.OUS''S UNDER VALLEY FRAMING VAEl L�. RAFTER -.OR RIDGE ® *&WOLt 7\ +CrfpOlab,,4L0ldr-30 psf tTL)'arld -20 P. gf (.Tp) Max, SpaiaWifie.crip .pe ind MlGAelr(ajfa:bha*d iw that crlpp(a (ccations are Y" 4g 8{ VAk LF-74.-Ro"Or P'LA N. A 'bFkafter, are Le e—p6l de, Oqqiij�tl-b.n P66gul wament.-Notes -4 isd,tdi�figlli- 4, Ahftirl6f.Two-2x6$leeper$-, 4 1 6d tOE�4311S 5. -sideodi tdAr.&i' 4'1:Gd toe-nails.6. '.,-Rj4dga:bohrd:ia.r.ao( blisck 4 15d toe-n6lhi T t��-AsRF�vcr.F*Rpfrc� .7. -fildicbmird to-trVis- tER S. 4ruelld tc� . (TV6 . Is 4 16.dloevn4ft .1-1. Tf4w to wop'l P_ ' 6f,: KSIESFERS.ARF n pUSED) 4 l6dIde-nalW. .4 1 h, *t b," r. a NOTE;-.l6a%iQA62t4-V()' dDIAM&N KA119 rqerpen..13 �W must be.Pg.% of crip&-16gth. y N fPt-� -50 46 54 RjZP ATE: 10 TC DL 10 ZO 7 I? D OT ac J3L 0 .0 0 0 DRWO ' BC. LL 0 .0 0 0 QT5b 47 61 OF 1. rialls eajth slaeper-ktruss i 0 � U C) � O �U C � co E E M J _7 d � y +� O 0 CL p E o -U SimpsonStrong-TieO... Face -!Mount Hangers - 1-Joists, Glularn and SCL__.___........_- ----._._.._..._.._.._...... -- ......... ----....._-....._.... ---- I* These products are available with additional corrosion protection. For more information, see p.15. Codes: See p.12 for Code Reference Key Chart. 7A 0 0 Actual Joist Size (in.) Model `. No. Carried " Member Dimensions (in) Min./ Max.. = Fasteners fpn 'Allowable Loads Code Ref' I y Web o Stift �W H B - Face Joist " DFlSP Species Header; . , - SPFlHF Species Header, 'Uplift' �(160); Floor (100) Snow. 1(115) `Roof 1 5)` Floor' 000)" Snow (115) Roof {125) IUS2.56/16 - 25/a 16 2 Min. (14) 0.148 x 3 - 70 1,660 1,805 1,805 1,425 1,555 1.555 Max. (16) 0.148 x 3 - 70 1,805 1,805 1,805 1,555 1:55 1,555 21/z x 16 MIU2.56/16 • - 29A6 157/te 21h - (24) 0.162 x 31h (2) 0.148 x 11/2 230 3,455 3,920 4,045 2,970 3,370 3,480 U314 • ✓ 29A6 10112 2 - (16) 0.162 x 31/2" (6) 0.148 x 11h'" 970 11,945 2,205 2,375 1,675 11,895 2,045 HU316 / HUC316 • ✓ 29A6 141A 21/2 - (20) 0.162 x 314 (8) 0.148 x 1'h 1,515 2,975 3,360 3,610 2,565 2,895 3,110 IBC, ° MIU2.56/18 • - 20Ae 173h 21h - (26) 0.162 x 3Yz , (2) 0.148 x 11/1 . "+ 230 ' ;J45 4 045' 4 045 3,220 3,480 3,480'', LA 2'h x'18. HU316:/ HUC316."" • ✓ 2%6 1411A 2% - (20)!'0.162 x 31/,' " (8) 0.148 x 11h"" l515 2,975 '3,360" 3,610 2;565. 2,895 3;110 21h x 20 1 MIU2.56/20 I 129A61 197f6 21h - (28) 0.162 x 31/2 (2) 0.148 x 11/z 230 4,030 4,060 4,060 3,465 3,495 3,495 21/z x 22 to 26 M1 2:56/20 • ✓ 2% 19'/6° , 21h - (28}0.162 x 3','z (2) 0.148 x 1'/z y 230 4 030 4 O60" 4 O60 3,465 3,495 3,495 29ii6 x 91/4 to 26 29AG" wide joists use the same hangers as 21h"' wide joists and have the same loads. MIU3.1219 - 31h 9'1A6 21/z 1 - (16) 0.162 x 31/2 (2) 6.148 x 1112 ` 230 2,305 2 615 2 820 1,980 2,245 2,425' 3 x 9Yz HU210 2 / HUC210 2 ✓ ;31/s 81h6 " 21/z' Max. (18),0.162 x 31h (10) 0148 x 3 179 2,680 . _ 3 620 .. .. 3;250 - 2,305 2,605 2,800' IBC, MIU3.12/11 - 31% 11 % 21/z I - (20) 0.162 x 31/2 (2) 0.148 x 11/2 230 2,880 3,135 3,135 2,475 2,695 2,695 FL, 3 x 117/a HU212-2 / HUC212-2 • ✓ 31h 109AG 21h Max. (22) 0.162 x 31h (10) 0.148 x 3 1.795 3,275 3,695 3,970 2,820 3,180 3,425 LA HU3.25/12/HUO3.25/12 • _ 3Y4 , "i1g/4 21/z�"= (24);0.162x3'h ".(1,2)0148x3 I'o" 3,570 41330 A;335 3075 3,470 3,735''. HU3.25/16 / HUC3.25/16 31/4' 13% 21/2 Min. (20) 0.162 x 3'/i'' (8) 0.148 x 3 1515 2.975 3' 366 ... 3 610 .. 2,560 2,890 3,105'. • '.� lviax. (26p;0.162 x 31h. (12) 0198 x 3 . :1,79 i" 3,870 4 305: ;4 695 3;330 3,755: 4,040' - 3 Ya glulam± HUCO210-2-SDS _" 3Y4 9" - 3 "-- (12)'la' x 21/z"SDS (6)1/i' z 2'h"SDS 7 .>9.. 4;" 17 4,31 5, ,31 300 3,7:0 +3,710'' FL HGUS325/10 31A 85/s 4 !,- (46)0162 x 31h (16) 0.162 x 31.h .4,095 9,100 "9,10019.100 7,825 i 7,825, 7,825', IBC, HGUS3.25/12 . 31/4 < 101% 4 - .(56) 0.162 x 31/2 (20) 0.162 x 31h 5;040. 91400 9 400 9,400 8,085 8,085 8,085' FL LGU3.25-SDS ° • - " 3% 8 to 30 41/2 �.'= (16);11a' x 21/2 SDS (12)1/4" x�2'/i' SDS 5 555: 6,720 7 3f3 -(,;,!0 0 4,840 r.2E 5 5,265 HHUS46 • • - 3% 5'/a 3 - (14) 0.162 x 31h (6) 0.162 x 31h",32G 2:785 3,155 3,405 2,395 2,715 2,930 31/2 x 51/4 HGUS46 13%1 434e 4 - (20) 0.162 x 31/z (8) 0.162 x 31/2 2,155 4,360 4,885 5,230 3,750 4,200 4,500 HUS48 - : 39h6 6'Fi'i6 2 `- (6) 0:162 x31h"" (6) 0.162 x 31/2327£ 1;595 1 815 1,960 '1;365 1,555 1,680'. 31/2x 71/4 HHUS48 - "36/e 71/a 3 I' = (22) 0.162 x 31h_. E (8) 0.162 x 31/2 "1780'. 4,210 4 770 ,5,140 3,615 4,09S 4,415 - HGUS48 , - . -"�. T3 k 71tic (38 =0.162 x 31h= ). _ (12)i0.762 x 31h , 3,235; 7,460 7,460- 7,460: 6,41,5 6,415 fi,415 IUS3.56/9.5 • - 3% 91h *21/2- (10) 0.148 x 3 - 70 1,185 1,345 1,455 1,020 1,160 1,250 MIU3.56/9 - 39fi6 81'lis (16) 0.162 x 3'h (2) 0.148 x 11/z 210 2,305 2,615 2,820 1,980 2,245 2,425 U410 • ✓ TM, 89/e 2 - (14) 0.162 x 31iz (6) 0.148 x 3 970 12,015 2,285 2,465 1,735 1,965 2,1201. HUS410 I 39ti6 81% 2 - (8) 0.162 x 31/2 (8) 0.162 x 31/2 2,990 2,125 2,420 2,615 1,820 2,070 2,240 HHUS410 - 35/8 9 3 - (30) 0.162 x 31/2 (10) 0.162 x 31/23,565 5,635 6,380 6.445 4,845 5,486 5,545 31/2 x 91/z HU410/HUC410 ✓ 3% 1 8% 21/z - (36) 0.162 x 31/z (12) 0.162 x 31h 3,235 7,460 7,460 7,460 6,415 6,415 6,415 HUC0410-SDS - 39A6 9 3 - (12)1/4" x 21h" SDS (6) Y4" x 21W SDS 2.265 4,500 4,50L 4,500 3,240 3,240 3,240 HGUS410 - 3% 9Ms 4 - (46) 0.162 x 3Yz (16) 0.162 x 31h 4,095 9,100 9,100 9,100 7,825 7,825 7,825 IBC, LGU3.63-SDS • • - 3% 8 to 30 41h - (16)'/a' x 21h" SDS (12) 1/4" x 21/z" SDS 5,555 6,720 6,720 6,720 14,840 4,840 14,8401 LA MGU3.63-SDS - 3% 91/4 to 30 41h - (24)1/4" x 21h" SDS (16)1/1' x 21h" SDS 7,260 9,450 9,450 9,450 6,805 6,805 6,805 IUS3.56111.88 - : 3% 117h 2 ".- (12],,0148 x"V - ?0 1,420 1 615, 1745 1,220. 1,390 1,485; MIU3'56/11 - `39ri6 . '1'/e 21h-"°- . (200.162 x 3Yz` (2)�0.148 x 1'/2 . `210 ; 2,880 3135; 3135 2,475' 2,695 2,695 U414 - •° • ✓ 3% 10 2 - -(16):0.162x31/2 (6)0148x3 97C;; 21305'2;615'2;820 1,980 2,245 2,425 HHUS410 - ' 35k 9' 3 "'" = (30)'0.162 x 31/2- : (10) 0.162 x 31h u, 65 5,635 0,380' G 445 '4,845 5,486 'S,545,. HUS412 •' - 3,16 10'/z 2 - (10) 0.162 x 3Yz' , (10) 0.162 x31W' ;3431' 2,fi50 3;025 3;265 -2,275 2;590 2,795 3'h x 117/e HU41L;/ HUC412 ='' • •' - . 39/i6 105/ie" 21h i"Min. (16)=0162 x 31h� (6):0.148 x 3 1'135 2,380 2 685 2 890, 2,050 2,315 2,490 Max. (22))0162"x 3'Fe-;- ' (10) 0.148 x 3 -° ,4; r95 3,275 3 695:;970; 2,820 3,1801. 3,425 HUC0412 SDS • • - .316 11• (- (14)11a" x21/i' SDS (6)Y+" x3'/z" SDS (2 26 55 6;'345 5 046- 3,630 3:630: 3,630 HGUS412 -. 3% 10356 4 1 = . (56) '0162 x 311z, . (20) 0.162 x 31h 5 040 9 400 9 400 0,00 8,085 8,085 -8,085_ LGU3.63-SDS •' - `'3% 8 to 30 " 41/z.1 - (16)'"1/4" x 21/z'.SDS (12) Y4"x 21/z SDS 5,555" 6720 6 r20` 6,720 4,840 4,840 :4,840i MGU3.63-SDS ` •. - : 3% 9%to 30 41/2 - (24) %a" x 2'h" SDS (16)1/4" x 21h" SDS '7,260' 9,456 9450; 9,450 6. ,805 6,805 "6,805' HGU3;63 SDS" "•' "" ` - " 35/e 11 to 30 41/z `- . (36)1%a' x 21h" SDS (24) Y4': x2Yz' SDS a }6 "C 3,4-/. , 9, x75 : 4 5'. • 146 See footnotes on p.150. Simpson Strong-Tiee wood Construction Connectors � r Adjustable Truss Hangers This product is preferable to similar connectors because of (a) easier installation, (b) higher loads, (c) lower installed cost, or a combination of these features. The THA series have extra long straps that can be field -formed to give height adjustability and top -flange hanger convenience. THA hangers can be installed as top -flange or face -mount hangers. THA4x and THA2x-2 models feature a dense nail pattern in the straps, which provides more installation options and allows for easy top -flange installation. Material: See table Finish: Galvanized. Some products available in ZMAX® coating. See Corrosion Information, pp.13-15. Installation: • Use all specified fasteners; see General Notes. The following installation methods may be used: • Top -Flange Installation — The straps must be field formed over the header — see table for minimum top -flange requirements. Install top and face nails according to the table. Top nails shall not be within 1/4' from the edge of the top -flange members. For the THA29, nails used for joist attachment must be driven at an angle so that they penetrate through the corner of the joist and into the header. For all other top -flange installations, straighten the double -shear nailing tabs and install the nails straight into the joist. • Face -Mount (Min.) Installation — Install face nails according to the table, with at least half of the required fasteners in the top half of the header. Not all nail holes in the straps will be filled. Nails must have a minimum 1/2" edge distance. Straighten the double -shear nailing tabs and install the joist nails straight into the joist. The face -mount (min.) installation option accommodates conditions where the supported member hangs either partially or 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/e" (except THA413) and larger, with no load reduction — order THAC hanger. Codes: See p.12 for Code Reference Key Chart THAC422 Face nails per table typical for THA422.2 THA42e-2 THA418 2t /4 'I v' hW 2}y THA29 Double 4x2- 2face nails Use full table value (total) Single 4x2- 4 top nails See (total) is nailer table Straighten the double shear nairing tabs and install nails straight into the joist Typical THA Top Flange Installation on a Nailer (except THA29) THA422 Face -Mount (Max.) Installation Straps may be installed straight or wrapped over with tabulated face nails installed into top and face of heads m Double -Shear i, Double Nai5n I Dome Double -Shear Shear g Nailing Side View I Side View; , Nailing Do not (Available on Top View bend tab some, models) '4-- Straighten the double shear nailing tabs and install nails straight Typical THA422 Top Flange Installation on a 4x2 Floor Truss THA44 Face -Mount (Min.) Installation typlucu i rlm4v Top Flange Installation er to tnote 5 p.187 ' 186 THA/THAC Adjustable Truss Hangers (cont.) ® These products are available with additional corrosion protection. For more information, see p.15. A Dimensions- Fasteners �DF/SP SPFIHF .: (m ),' Min. Mn (in.) ., Allowable Loads Allowable Loads Model Ga Top Header Code No. Flange ,Depth Carrying Member Carried Uplift flood Snow Roof / Uplift Floor Snow. Roof 1Ref. (in.) (n) _Top,,:; Face Member (160) (10D (11 51160) )°Gj Wind : 160 100 115 (125/16 (� ) (.� ( .)� 0),..- Tap -Flange Installation? ,r ; 11/2 — (2) 0.148 x 3 (6) 0.148 x 3 (4) 0.148 x 3 525 11,750 1,750 1 750 450 1,330 1,330 1,330 THA29 18 15/a 9"tie 51/a 2716 — (4) 0.148 x 3 (6) 0.148 x 3 (4) 0.148 x 3 525 2,610 2,610 2,610 450 1,985 1,985 085 THA213 18 l is 135A'6� 51h 2 -- .(4) 0.148 x 3 (2).0.148 K 3 I(4)�0: x 11/z - 1 4su 1 60 ':1 t80 — 1 "10 t,1.19 - " 1 10 THA218 18 15/e 171Ai 5112 2 (4) 0.148 x 3 (2) 0.148 x 3 (4) 0.148 x 1112 1 460 1,460 1460 — 1.110 1,110 1 11110 IBC, THA218-2' 16 31/a 17111a _8 2- —' (4)0.162x31h (2) 0.162 x 3 i%2 -(6)0148x 1L)60 1,685 1,9M — ./iCO 1,510 ;15'` FL, THA222-2 16 31/a 22316 8 2 — (4) 0.162 x 31/2 (2) 0.162 x 31/2 (6) 0.148 x 3 — 1,960 1,995 1,995 — 1,490 1,515 1,515 LA 3 135Ie 1/z (4) 0.148 x3 (2)0.148 3 0 =1371 ,i678 116 ',1HA413 THA418 16 3% 171/2 77/a 2 — (4) 0.162 x 31/2 (2) 0.162 x 31/2 (6) 0.148 x 3 — 1:960 1,995 1,995 — 1,490 1,515 1,515 THA422 16 3% 22' 77/a � 2� — ' (4) 0162 x-31h u.. (2) 0.162 x 31/2 (6) 0148 x 3 , — 1 960 1 � o ; r J � 1490 1.515, � THA426 14 35/s 26 77/a 2 — (4) 0.162 x 31h (4) 0.162 x 31/2 (6) 0.162 x 31/2 — 2,435 2,435 2,435 — 2,095 2,095 2,095 :THA422-2'' 14 71/4 �22111a 93/4 2 — (4) 0.162 x31Fi, (4} 0.162 X 31%z (6) 0.162 x 31h - 3 330 3,330 =�3,330 —' 2,865: 2,865 2,865. FL THA426-2 1 14 1 71/4 1261A6 93/n 1 2 1— (4) 0.162 x 31h (4) 0.162 x 31/2 (6) 0.162 x 31h — 3,330 13,330 1 3,330 — 2,865 12,8651 2,865 THA29 118 I 1 % 191116 151/a I — 191116 I — I (16)0.148x3 I (4)0.148x3 1525 12,265 12,265 I 2,265 1450 11950 11950 I 1950 . ... . _. - THA218 18 1% I17316 51/2 I — 171A6 I— THA218 2s 16 31/,1711%6 8 ":14%— THA222-2 16 31/a 22 6 8 — 14% — THA413 ` : 18- 35%� 13b/s1i 41/2— THA418 16 3% 171/2 77/a — 14116 — THA422 ': 16 13% > 22 .'TJa— THA426 14 35/a 26 77/s — 16116 — THA422-2 14 71144 2211/c) 93/4 ' — 16316 — THA426-2 114 1 71/4 261/k 93/4 — 18 — (18) 0.148 x 3 (4) 0.148 x 3 1 855 21450 2,450 2,450 735 1 2105 2105 2105 ?2) 0.162 x 31/z (6) 0162 x 3. /2 ?1855 " 110 ) �i ", a1{r . 1595 2;845 845 - 2,845 IBC, 22) 0.162 x 31/2 (6) 0.162 x 31/2 1,855 3,310 3,310 3,310 1,595 2,845 2,845 2,845 FL, LA (14) 0.14&x 3 (4),O._ 48 x 3 =450 045 1,?6(l 2 O:u' ` 2105 t2) 0.162 x 31/2 (6) 0.162 x 31/2 1,855 3:310 3,310 3,310 1595 U45 2,845 2,845 22) 0.162 x'31h (6) 0.162 x 31h 1855 t.�i0 1 s1d, „:' s10_; .!595. 1.815- 2,45:1 2,845 " 30) 0.162 x 31/2 (6) 0.162 x 31h 1,855 4,415 4,480 4,480 1,595 3,795 3,855 3,855 30} 0.162-x 31h (6) 0,162 x 31h 1855 5170 5 520 ,` 5 520 1,595 4,445 4,745[ 4,745"' FL 38) 0.162 x 31/2 (6) 0.162 x 31/2 1,855 5,520 5,520 5,520 1,595 4,745 4,745 4,745 1. UpBft bads have been increased for earthquake or wind loading with no further increase allowed. Reduce where other loads govern. 2. Wind (160) is a download rating. 3. Min. top flange refers to the minimum length of strap that must be field -formed over the header. The tabulated bads for the THA29 with 11h" min. top flange are based on a single 2x carrying member; all other top -flange installation bads 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 Ooist) member. Based on the installation condition, nails will be installed either straight with straighted double -shear nailing tabs or slanted. 7. Fasteners: Nail dimensions in the table are listed diameter by length. See pp. 21-22 for fastener information. - LUS/MUS/HUS/HHUS/HGUS Face -Mount Joist Hangers 010'EREp �G This product is preferable to similar connectors because W a of a) easier installation, b) higher loads, c) lower LUj < installed cost, or a combination of these features. The double -shear hanger series, ranging from the fight -capacity LUS hangers to the highest -capacity HGUS hangers, feature innovative double -shear nailing that distributes the load through two points on each lost nail 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 welded or nailer applications. Options: • LUS and MUS hangers cannot be modified • Concealed flanges are not available for HGUS and HHUS • Other sizes available; consult your Simpson Strong -Tie representative Codes: See p.12 for Code Reference Key Chart m Double -Shear Nailing Top View Double -Shear Nailing Side View Do not bend tab Dome Double -Shear Nailing Side View (Available on some models) 1' for 2x's 1'% for4x's� n c, LUS28 10 HHUS210-2 MUS28 Adw o„ D o 0 0 D e: D": a a: tea; HUS210 (HUS26, HUS28, and HHUS similar) HGUS28-2 Typical HUS26 Installation with Reduced Heel Height (multiple member fastening by Designer) a - - - -_ : � _ 193 Simpson Strong-TieO Wood Construction Connectors :1 Face -Mount Joist Hangers (coot.) Model " No: Min Heel Height ° Ga: Dimensions,(in) Faste ners ". W -_' H B" Carrymgj" -Member Gained ,,Me(nber Single 2x Sizes LUS24 18 19/6 31/a -_'13/4 (4)" 0.14kx 3" . (2) 0.148 x.3 1US26 _ 41/4 19/,6 " , 43/4 ; =13/4 °(40.148 x 3,'-,-,(4) _- 0. 48 x 3 MUS26 4% 18 19/,6 53/i6 2 (6) 0.148 x 3 (6) 0.148 x 3 HUS26 46/i6 16 16/a 53/a 3 (14) 0.162 x 3'h (6) 0.162 x 31/2 HGUS26 = -49A6 "_12 1 W",•5% 5,,, (20).0.162x31/2 (8)0.162,x31h_ LUSH 43A6 .18- 19A6- ? " 6%/ 113/4 " -(6) 0.148 x 3 `` ' (4) 0.1'48 0 . MUS28 6-IA6 18 19A6 613M6 2 (8) 0.148 x 3 (8) 0.148 x 3 HUS28 61/2 16 1 % 7 3 (22) 0.162 x 3 %2 (8) 0.162 x 31h HGUS28 69/i6 12 1 % 71/a 5 (36) 0.162 x 31/2 (12) 0.162 x 31/2 LUS2�10 . 41K 18 1,9/+6 71 e " -114 (8) 0.148 x 3,_-- (4) • 0s148 x 3' HUS2.10" 8% " , 16 • 19/a ; . 9 (30) 0.162,x 3a%z- " (10) 0.162.w31/z' H6U5210 89/is 12 1J6 ' 91/a "''r5 ,(46)0.16201h= (16)0162x31h": 1. See table below for allowable bads. These products are available with additional corrosion protection. For more information, see p.15. ® For stainless -steel fasteners, see p. 21. Many of these products are approved for installation F with Strong-DriveO SD Connector screws. See pp. 835-337 for more information. Model DF Allowable Loads - SP Allwahie Loads _ SPFIHF Allowable Loads ,"No llphfti _ F)aor, ,•Snow {113) Roofi` (125)_ Wmd„a', (16(1) , Upliftl (160) � Floor ' (100) ";Snow .=(115) Roof , (125) "Wind ,{160) Upliftl ; (16Q)° Floor (100) Snow,= Hoof ,, _Wmd_ Code ' Aef. Single 2x Sizes 'LUS24 „o.,. ;;'670 , ,: i76a, , ..8201i , ,,1A45 . 435 '". 77.5 " :;; 825 =39,0 " :,121 368 495} 565:°-: " 605" 770- LUS26 1,165 865 990 1,070 1,355 1,165 935 1,070 1,150 1,475 865 635 725 785 1,000 IBC, FL, MUS2630 1295 ,"1,480 1 560; 15a0 t 930 1,405 • ".1560 1�60� 1rE0 BtC. 955 1,090r 1180 ; 35C LA HUS26 1,K0 2,735 3,095 3,235 3,235 1,320 2,960 3,280 3.2.80 i,2011 1,150 2,350 2,660 21780 2,780 HGUS26 87 4,340 "'4,880 " ,"5,17,0„ 5,390' 875 4,690 5,220 " .-5,390' 5,390 780 3,225 . 3,610 "" 3,870 ,, 3,985"' IBC, FL LUS28 1,165 1,100 1 1,260 1,350 1 1,725 1,165 1,195 1,360 1,465 1,730 865 810 925 1,000 11270 MUS28 �. 1 s20 ,1;730 _..- 1,g75 2125s 2 2 5 1,320 1 875 `2135 "2 255 ,.2;`2 i " `1,1 0 1;270;, 1,465 1,575_ D55 ! IBC, FL, LA HUS28 1.760 4,095 4,095 4,095 4,095 1,760 4,095 4,095 4,095 4:095 1,480 3,520 3,520 3,520 3,520 HGUS28 ?275'- '7,275 .7,275?..7,275' ,650 `' 7275 _7,27 ; .) 7275 " .7275 1,325" 3.67fi : 3,820' , 3,915 • 4,250 IBC, FL LUS210 1,165 1,335 1,530 1,640 2,090 1,165 1,450 1,655 1,775 2,270 865 985 1,120 1,215 1,500 IBC, FL, HUS210 ;2 6a v:4aJ 578 ... 5, 30j , , E�J 1 2,635 - 5,395" �5 780 = ;Fs30 : 'S1$a^ 2:220, 2,330 " ?.45a;,, 2.53:. 22;825 LA HGIJS210 2.090 9,100 U00 9,100 9,100 2,090 9,100 9,100 9,1(ir 9,100 1,545 6,340 6,730 6,730 6,730 IBC, FL 1. For dimensions and fastener information, see table above. See table footnotes on p. 195. HHUS/HGUS See Hanger Options information on pp.98-99. HHUS - Sloped and/or Skewed Seat • HHUS hangers can be skewed to a maximum of 45° and/or sloped to a maximum of 45° • For skew only, maximum allowable download is 0.85 of the table load • For sloped only or sloped and skewed hangers, the maximum allowable download is 0.65 of the table load • Uplift loads for sloped/skewed conditions are 0.72 of the table load, not to exceed 2,475 lb. • The joist must be bevel -cut to allow for double shear nailing HGUS - Skewed Seat • HGUS hangers can be skewed only to a maximum of 45'. Allowable loads are: HGUS Seat Width Joist Down Load Uplift W < 2" Square cut 0.62 of table bad 0.46 of table load W < 2" Bevel cut 0.72 of table bad 0.46 of table load 2" < W < 6" Bevel cut 0.85 of table load 0.41 of table load 2" < W < 6" Square cut 0.46 of table load 0.41 of table load W > 6" Bevel cut 0.85 of table load 0.41 of table load Acute 'side opeclfy angle Top View HHUS Hanger Skewed Right ooist must be bevel cut) All joist nails installed on the outside angle (non -acute side). 194 Simpson Strong -Tie® Wood Consfcticfion Connectors $1MR$ON These products are available with For stain bss 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. a D D Model ` Mina Dimensions -(in) Fasteners (in) ' DF/SPAilowable Loads �SPF/HF Allowable Loads No. " Heel_; Height ,Ga.. W . H " ' g Carrying ""= Member " Carried Member . Uplift (160) Floor (100)(115) Snow Roof (125)" Wind "(164) Uplift (160),,(100) Floor Snow (115)(125): Roof " Wind a(160) Code Ref. .. Double 2x Sizes LUS24-2 21/4_ 18 31/e. •3'/e: "2 , (4),0162x3'h::(2)0.162 z3'h� 800Z 355,` 690'' "7$0 845 " 1,070. LUS26-2" ` 494c 18 :N 47A ; '` 2 . " (4) 0:162x 3i/2 ` (4) 0.162 x 3'h 1;f1(2' 1 030 1,1Z0 -1;265 1;595 910 < 885 " 1,005 1,090, 1,370' HHUS26-2 45A6 14 3-A6 5% 3 (14) 0.162 x 31h (6) 0.162 x 31h 1,320 2,830 3,190 3,415 4,250 1,135 2,435 2,745 2,935 3,655 HGUS26-2 49i 6 12 3% 57A6 4 (20) 0.162 x 31/2 (8) 0.162 x 3'/2 2,155 4,340 4,850 5,170 5,575 1,855 3,730 4,170 4,445 4,795 " LUS284, ; " 49h6 18 ' '3 'A 7 = 2 (6) 0:162 x 3'h': (4) 0.162'h 1,0E' 1 315; 7 490 1610 2,030, 910- 1130 '1280 1,385 1,745 IBC, FL, HHUS28-2. " 694c 14 35/y 71/4 - „3 (22) 0162 x 31/2 (8) 0.162x 31re 1 0, 4,265 ,4 810 $i155, 5,98Q 1,515 3;670 4,135 4,435+ 5,145' LA HGUS28 2 695e,;,. 12 '3% 73ii6: 4 (36� 0.162 x'3'/z i (12) 0.162X 3'lz 3;235 7,460= 7460 `7;460 7 60 2 780"6 415" 6,415= 6,415 t6,415''. LUS210-2 6346 18 31k 9 2 (8) 0.162 x 31h (6) 6.162 x 31/2 1,445 1,830 2,075 2,245 2,830 1.245 1,575 1,785 1,930 2,435 HHUS210-2 83A 14 35/16 87/s 3 (30) 0.162 x 31/2 (10) 0.162 x 31h 3;550 5,705 6,435 6,48E 6,485 3,335 4,905 5,340 57060 5,i90 HGUS210-2 89/16 12 35A6 93/s 4 (46) 0.162 x 31h (16) 0.162 x 31h 4,095 9,100 9,100 9,100 9,100 3,520 7,460 7,825 7,825 7,825 Triple 2x Sizes HGUS26=3 41946; ""12 4?�s 5'/2.04: �4 -(20)0:162`x31/z (8)0.162,x,3'h 2,155 4r340,�4,$50. "5,170 5575` "1,855 3730 <4,17Q, 4,445: 4,795'', IBC, FL, "HGUS26-3' "67IA6-" 12 41% 7'/4 (36),6.162x3'h-.(12)0.162'x31/2 3,235 71460, 7460,7,460 746Q 2,780, 6,415 6;415 6,415 6,4151 LA HHUS210-3 8% 14 4% 87/s 3 (30) 0.162 x 31h (10) 0.162 x 31h 3,405 5,630 6,375 6,485 6,485 2,930 4,840 5,485 5,575 5,575 FL HGUS210-3 81,M6 12 475AG 9114 4 (46) 0.162 x 31/2 (16) 0.162 x 31h 4,095 9,100 9,100 9,100 9,100 3,520 7,825 7,825 7,825 7,825 HGUS212=3 10%, 12, 4t�s 10-/,1- 4 (56)-0.162 x 3'h` I (20) 0162 x 3'h �,691 9 045 " Coo; a, 4r B,tS 5 � 900 7' s2 7,7Afl" 7,780- '7.18D' IBC, FL, LA HGUS214-3""" ' 12% 12 4?y6 123/4 "")4 . (66)`Q162 x 31h 4 (22) 0.162 x 31h ,5;6g5 10,125 10,125, 10125 10�125 :4,900 ;8;190. 8,j 0 8,190 8,190'. Quadruple 2x Sizes HGUS26i4 5'rz 12 69fs 57f6 4 " (20) 0,162 x 31/2, '', 8) 0.162 x31/2 2155 4 346: '4 850 5J70 ,5;575 -1;855 3,730 "4,170 4,445 4,705^ IBC, FL, HGUS28-4 7'/4 12 69A6 73A6 4 (36) 0.162 x 3'/2 (12) 0.162 x 31/2 3,235 7,460 7,460 7,460 7,460 2,780 6,415 6,415 6,4151 6,415 1 LA HHUS210-4 8% 14 6'/e 87/s 3 (30) 0.162 x 3'/z (10) 0.162 x 31h 3,405 5,630 6,375 6,485 6,485 2,930 4,840 5,485 5,575 5,575 FL HGUS210-4. - 91/4 12 69A6, 93A6 4, (46) Q.162 x 31/2 (16) 0.162'x 31h 4 095 , 9,100 9100 "9,100 9' 0T1` '3,520 7,825 ` 7,82 i 7,825":7,825. HGUS212=4 10% 12 69/�6 101A ` 4 (56) 0.162 x 1/2 (20) 0162x 31h „E:� 9 (i� i,: � # i, t5, 9 11G 9,0 5' 900 ;780 7.78+J 7.780 �T780' IBC FL, LA HGUS214-4 124 12 646 125/e ",A_ (66)=0162x3'h:'(22)0162x3'/z 3,895 10,126 �10,725 16tii2 0 4,900 8,710 .8,710 8,710, 8,710. 4x Sizes LUS46 .' 4W " 18 3946 43/4- 2 '(4).6.162 x 31h,_ (4) 0.162,x31h 106 1,030j 1170 _1 265" 1,595 910 '885 1,005 1,090,11,370,1 IBC, FL „"HGUS46f' , 06 12 3% 4346q 4 " _(?0),0.162 x 314 (8) 0.162; i31h 2,155 4 340 4 850 T'5,170 5 575' 1,855 3;730 ;4,170= 4,445 4,795'. HHUS46 4346 14 , 3% 5%1 3 (14)0.162x3-/2",' (6)0.16213h 1 2J Mid,'3190 �3;415 4"250: 1,135,, 2,435z 2,745- 2,935 3,655� LUS48 43/s 18 39A6 63/4 2 16) 0.162 x 31h (4) 0.162 x31/2 1,060 1,315 1,490 1,610 2,030 910 1,130 1,280 1,385 1,745 IBC, FL, HUS48 61/s 14 39A6 7 2 (6) 0.162 x 31h (6) 0.162 x31h 1,320 1,580 1,790 1,930 2,415 1,135 1,360 1,540 1,660 2,075 LA HHUS48 61h 14 3% 7'/a 3 (22) 0.162 x 31/2 (8) 0.162 x 31h 17760 4,265 4,810 5,155 5,980 1,515 3,670 4,135 4,435 5,145 HGUS48 67A6 12 3% 7'/16 4 (36) 0.162 x 31h (12) 0.162 x 31/2 3,235 7,460 7,460 7,460 7,460 2,780 6,415 6,415 6,415 6,415 IUS410 °'. 6'/4' 18 3-9A6, 8% "2 (8) 0162 x 31/z ' - (6) 0.162 X 31h 1 44r 1;880� 2,075! ,2;245 2;830 1 245" 1575 1;785 1,930_,2,435 HHU8410' 8-IA 14 3% "9 " ": `3 (30) 0.162 x 31/2' :10)"0.162 x 3'h ,550 5 705 6,486 61-4,8,5 6.485v 3 265, 4,905 5,535 5,775, <5,575 HGUS41'0, ° U16 12 3 /e 9'tie = 4 , i e(46) 4:162 x 31,2= (16) 0.162.x 31h, , $5 9100.' 9 b 9.100 _ ... 06 3,52Q= 7 825: 7,825� "7,825 3,825 IBC FL, LA HGUS412 106 12 3% 107/,e 4 (56) 0.162 x 31h (20) 0.162 x 31h 5,695 9,045 9,045 9,045 9,045 4,900 7,7• 80 ' 780 7,780 7,780 HGUS414 117A6 12 3% 12346 4 (66) 0.162 x 31/2 (22) 0.162 x 31h 5,695 10,125 10,125 10,125 10,125 4,900 8,190 8,190 8,190 8,190 Double 4x Sizes HGUS7.37/10 8746 12 7-A 8% '=4 (46)0;162 x 3?h" ; (16) 0 '62=`x 31h 3;43D 9 095 ,m0 9;095, '9,099 ,2,950 �7 820. 7,820 7,820} .7,820 hGUS7.37J12 _ 107fie`= 12 73/a 1095s '°a4, (56)O'162x31h '(20)0.162-x31h 3;835 9,295' 9,295 9,295, `9,295 3,300� `7995, 7;995 _ 7,995 '=7,995' FL HGUS7.37/14 117% 12 u 74% 129 61- 4 (66) 0.162 x 31h,=(22) 0:162x 31h 5,080 10 500 10,50010 500 10,500 4,370 179,030 9,030 9,030 "9,030 1. Uplift bads have been increased for earthquake or wind loading with no further increase allowed. Reduce where other loads govern, 2. Wind (160) is a download rating. 3. Minimum heel height shown is required to achieve full table loads. For less than minimum heel height, see technical bulletin T-C-REDHEEL at strongtie.com. 4. Truss chord cross -grain tension may Emit allowable loads in accordance with ANSUTPI 1-2014. Simpson Strong -TO Connector Selector° software includes the evaluation of cross -grain tension in its hanger allowable loads. 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 31/z' 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. 195 HTU Face -Mount Truss Hanger The HTU face -mount truss hanger has nail patterns designed specifically for shallow heel heights, so that full allowable loads (with minimum nailing) apply to heel heights as low as 37/e". 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 1/a" per ASTM D1761 and D7147). See technical bulletin T-C-HANGERGAP at strongtie.com for more information. Material: 16 gauge N Finish: Galvanized i Installation: V • Use all specified fasteners; see General Notes C• Can be installed filling round holes only, or filling V round and triangle holes for maximum values N • See alternate installation for applications i using the HTU26 on a 2x4 carrying member or I- HTU28 or HTU210 on a 2x6 carrying member V for additional uplift capacity 4aOptions: O. HTU may be skewed up to 671h°. See Hanger Options on pp. 98-99 for allowable loads. • See engineering letter L-C-HTUSD at strongtie.com for installation with Strong-Drivee SD fasteners. Codes: See p.12 for Code Reference Key Chart Min, heel height per table I Many of these products are approved for installation with Strong-Drivee SD Connector screws. See pp. 335-337 for more information. lam HTU26 truss and carrying member HTU Installation for Standard Allowable Loads (for 1/2" maximum gap, use Aiernate Allowable Loads.) OLdllU&IU /-\IIUVViAUIU L.UdUS (%8 IVIdAll I IUI I I F1&[ly-Cr lad).1) 2x Sizes �{ i- �l�agg - Typical HTU26 Minimum Nailing Installation Alternate Installation - HTU28Installed on 2x6 Carrying Member (H77J210 similar) HTU28 (Min.) 1 37/a 1 15/a 1 VA6 31/2 1 (26) 0.162 x Th (14) 0.148 x 11h 1,235 3,820 3,895 3,895 3,895 1,060 2,865 2,920 2,920 2,920 HTU28 (Max.) 1 71/s 1 15/s I VAa 1 31/z 1 (26) 0.162 x 31/2 (26) 0.148 x 11h 2,020 3,820 4,315 4:655 5,435 1:735 3,285 3;710 4,005 4,675 Double 2x Sizes HTU28-2 (Min.) 37/a 3§46 71A6 31/2 (26) 0.162 x 31/2 (14) 0.148 x 3 1,530 3,820 4,310 4,310 4,310 1,315 2,865 3,235 3,235 3,235 HTU28-2 (Max.) 71A 35AG 71/16 Th (26) 0.162 x 31/2 (2610.148 x 3 3,485 3,820 4,315 4,655 5,825 2,995 3,285 ;3,710 4,005 .5;010 x3 1. The maximum hanger gap is measured between the joist (or truss) end and the caMring member. 2. Minimum heel heights required for full table bads are based on a minimum 2:12 pitch. 3. Uplift loads have been increased for earthquake or wind loading with no further increase allowed. Reduce where other bads govern. 4. Wind (160) is a download rating. 5. For hanger gaps between 1/a" and 1h", use the Alternate Allowable Loads. 6. Truss chord cross -grain tension may Emit allowable loads in accordance with ANSVrPI 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. 796 8. Fasteners: Nail dimensions in the table are listed diameter by length. See pp. 21-22 for fastener information. IBC, FL, LA IBC, FL, LA v HTU Face -Mount Truss Hanger (cont.) Many of these products are approved for installation with Strang -Drive SD Connector screws. See pp. 335-337 for more information. Alternate Installation Table for 2x4 and 2x6 Carrying Member Min. 1 Fasteners (in) SPFIHF Ailowab On.) member Memner) tleul ;t1uu) (n51 (1L5) geo►,(1so)1 ' (tool= HTU26 (Min.) 37/s (2) 2x4 (10) 0.162 x 31h (14) 0.148 x 11/z 925 1,470 1,660 1 i 9U 1,875 795 1,265 1,430 i,540 1,615 HTU26 (Max.) 51h (2) 2x4 (10) 0.162 x 3'/z (20) 0.148 x 1 +h 1,240 1,470 1,660 1,790 2,220 1065 1,265 1,430 540 1,910 IBC, urnou rne.v= zv. 1rn ova < i�rn n ia� -m;_ 1�a1;n nea 1ai' i-o7n.,.::;�are- sn- .,a z _n �.:.. -�-nn� y-ao�_- 'o q')n •� nch '`-o non . " ncn' FL, LA 1. See table above for dimensions and additional footnotes. 2. Maximum hanger gap for the alternative installation is 1h". 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. Aiternat)ve Allowable Loacis ('/2" Maximum Hanger (aap) Carrying Corned Uplift FI 1N H B Member Member lrX Single 2x Sizes 15/s 51A. 31h,",1(20) 0162 X3�/z (11) 0148 x 1 riz_ 6�5 2 15/a 0'6 31h (20) 0.162'x3Yz (14)0.1�8 z 11/2.' 1175: 7,! 0' IBC, HTU28 (Min.) 37/e 1 % 71A. 31h (26) 0.162 x 31/z (14) 0.148 x 1'/z 1 110 3,770 3,770 3,770 3,770 955 2,825 2,825 2,825 2,825 FL, LA HTU28 (Max.) 1 71/a 11 % I 7Yis I 31h (26) 0.162 x 31/z (26) 0.148 x 11h 1,920 13,820 1 4,315 1 4,655 15,015 1 1,695 12,865 1 3:235 1 3,490 13,765 1 9% ,1.1 s/s 1 9'hs Double 2x Sizes HTU28-2 (Min.) 374 35h6 711Ar I 31h I (26) 0.162 r.31/z (14)(1.1480 11,490 3,820 3,980 3,980 3,980 1,280 2,865 2,985 2,985 2,985 113C, FL, HTU28-2 (Max.) 71/4 3-51. 1 71/is 3% I (26) 0.162 x 31/z (26) 0,148 x 3 13,035 13,820 4:315 4,655 15,520 2,610 2,865 3,235 3,490 4,140 LA 1. The maximum hanger gap is measured between the joist (or truss) end and the carrying member. 2. Minimum heel heights required for full table bads are based on a minimum 2:12 pitch. 3. Uplift bads have been increased for earthquake or wind loading with no further increase allowed. Reduce where other loads govern. 4. Wind (160) is a download rating. 5. For hanger gaps between 1h" and 1h", use the Alternate Allowable Loads. 6. Truss chord cross -grain tension may limit allowable bads in accordance with ANSVrPl 1-2014. Simpson Strong -Ties 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 I nails in the header and reduce the allowable download to 0.70 of the table value. The allowable uplift is 100% of the table load. 8. Fasteners: Nail dimensions in the table are listed diameter by length. See pp. 21-22 for fastener information. 7 1 197 HU/HUC/HSUR/L Medium -Duty Face -Mount Hangers HU/HUC hangers may be installed on a masonry/concrete wall as described below. Additionally, HU hangers with one flange concealed may be installed similarly. HU and HUC products are heavy-duty face -mount joist hangers made from 14-gauge galvanized steel. • The HUC is a concealed flange (face flanges tuned in) version of the HU. • HU is available with both flanges concealed, provided the W dimension is 25/16" or greater, at 100% of the table load. Specify HUC. • HU is available with one flange concealed when the W dimension is less than 25/16" at 100% of the table load. Specify as an W version and specify flange to conceal. • For any HU or HUC shown in this catalog, the user may substitute all face nails with 1/4" x 13/4" Titen� 2 screws (Model TTN2-25134H) for concrete and »° x 2314" Titen 2 screws (Model TiN2-25234H) for GFCMU. Follow all installation instructions and use the loads from the sav✓n lumber or EIA+P 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 (1/4" x 13/4" — Model TTN2-25134H) are not provided with the hangers. • Drill the 3/1s -diameter hole to the specified embedment depth plus 1/2". • Alternatively, drill the 3/6 _diameter hole to the specified embedment depth and blow it clean using compressed air. • Caution: Oversized -diameter holes in the base material will reduce or eliminate the mechanical interlock of the threads with the base material and will reduce the anchor's load capacity. • Titen Installation Tool Kits are available. They include a 3/16" drill bit and hex -head driver bit (Model TTNT01-RC); a 3/15 x 41/2" drill bit is also available (Model MDB18412). • A minimum edge distance of 11h" and minimum end distance of 37/8" is required as shc7wn in Figure 1 for full uplift load. • Vv'here no Uplift, load is required, a minimum end distance of 1112" is permitted. Codes: See p.12 for Code Reference Key Chart HUC410 edge Ztl Min. HU214 Figure 1 — HUC410 Installed on Masonry Block End Wall Figure 2 — HUC410 Installed on Masonry Block End Wall 237 HU/HUC/HSUR/L Medium -Duty Face -Mount Hangers (cont.) These products are available with additional corrosion protection. For more information, see p.15. OI". Model 0. Fasteners "; � (in) Ailowablet.oads(DF/SP) Code.-- GFCMU r Concrete Standard ". Concealed GFCMU e Titen 2 Concrete a Then , 2 Umst " ,; U Irft p �160) Down (100/125) ; Uplift (i60 Down (100/125) 'Ref. e HU26 HU26X (4)1/4 x 23/4 (4)1/4 x 13/4 (2) 0.148 x 1112 335 1,000 335 1,545 HU28 11028X (6) 1/a x 234 (6) Zia X13/a {4) 0148 x-11Jz 545 1 500 7fi0. 2 300 HU24-2 HUC24-2 (4) 1/4 x 23/4 (4)1/4 x 13/4 (2) 0.148 x 3 380 1,000 380 1,545 HU26-2 (Min.) " HUC26 2 (8)%a x 23/4 (8)1/a,x 13/4 (4)"0148 z3 760'. 2 000 - ems. 760 3 �00r HU26 2 (Max) HUC26 2 (i2)'/4 x 23/a (12)'/a X 13/4 6)0.148 k3 1135 3 000 1135 3;§50 HU26-3 (Min.) HUC26-3 (Min.) (8)1/4 x 23/4 (8)1/4 x 13/4 (4) 0.148 x 3 760 2,000 760 3,200 HU26-3 (Max.) HUC26-3 (Max.) (12)114 x 23/4 (12)114 x 13/4 (6) 0.148 x 3 1,135 3,000 1,135 3,950 HU28 2 (Min.),_` HUC 28-2 (Min.) (10} 1/4 x 23/4 ' (10)1/a`z 13/4 444)0.148 z3 760 2 500 760 3,72 HU28 2 (Max.),;: " HU028 2 (Max) :T (14)""'/4 x 23/4 T "(14)1/a x 13/4 (6) 0148 x $ " 1 (35 3 500 , ? 1135'r 4 920 o"ke" HU210 HU210X (8)1/4 x 23/4 (8)1/4 x 13/4 (4) 0.148 x 11/2 545 2,000 760 2,415 HU210 2 (Min 1, ',` HUC210 2 (Mirf.) (14)"/4 x 23/a '(14),%x 13/4 ;(6) 0148 3 500 713 4 92Q HU210 2 (Max.) HUC210=2 (Max,) " , (18);'/4 x 23/4 - , . (18) Ya x 13/4 (10) 0148 X 3 1' 800 , , 4 500 " 1 804 5,085 `. HU210-3 (Min.) HUC210-3 (Min.) (14) 1/4 x 23/4 (14)1/4 x 13/4 (6) 0.148 x 3 1,135 3,500 1,135 4,920 HU210-3 (Max.) HUC210-3 (Max.) (18)1/4 X 23/4 (18)1/4 X 13/4 (10) 0.148 x 3 1,800 4,500 1,800 5,085 HU212X 4 x 231 , 10)!3/4 "60; 35 � . . 50HU212 0 11351h 2 665 HU212-2 (Min.) HUG212-2 (Min.) (16) %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:) , " . HUC212 3 (A9in.):' " (16) IA x 23/4 ' " " (15) ,114 X 13/4 '(6) 014813 1,135 4 000 „ 1135 4 920 ;- HU212-3 (Max.)" HUC212-3 (Max,) (22)?/4 x 23/4 (22)1/4 x 13/4 (10) 0148 x 3 7 $00„" " 5 085 1 800 5.085 - HU214 HU214X 1 (12)1/4 x 23/4 (12)1/4 x 13/4 (6) 0.148 x 11/2 1,135 2,665 1,135 2,665 HU214-2 (Min.)`" HUC214-2 thlin.Y` - �(18o/4 x 24'4., (18) IA 'x 13/, NUZ14-2 (max.),,., .e HUG"214-2 (Max.); , ` (24) J4 x 23/a :1 m (24). �4 x 131a (12) 0148 Y"3 2 015 5 085 d 2 015 5,l)8,5 HU214-3 (Min.) HUC214-3 (Min.) (18)1/4 x 23/4 (18)1/4 x 13/4 (8) 0.148 x 3 1,515 4,500 1,515 5,085 HU214-3 (Max.) HUC214-3 (Max.) (24)1/4 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)'1l4 x 23/4 - ': ; _` (18} 14 z 13/4 8} 0.148"x_1112 1',515 2 920 151 -920 HU216-2 (Min.) HUC216-2 (Min.) (20)1/4 x 23/4 (20)1/4 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) %x 13/4 (12) 0.148 x 3 2,015 5,085 2,015 5,085 HU216-3 Min. ( }, HUCZ163(Min.)` , - (20)'14x23/a __ (20)/ax13/4(8)01�&3 - 1,515 4515 92D 2 , 492Q' HU2a6-3 (Max!) HUC,21 B 3 (Max j°' (26),iY4 x 23/a `.". (26) Y4 X 13/4-(1210148 x ,. 2,015 5 085 2 015' 5 085 HU7 (Min.) (Not available) (12)1/4 x 23/4 (12) % x 13/4 (4) 0.148 x 11/2 545 2,980 760 2,980 HU7 (Max.) (Not available) (16)1/4 x 23/4 (16)1/4 x 13/4 (8) 0.148 x 11/2 1,085 3,485 1,085 3,485 (tin.) (Notavailable) (18x23/4 > 3/4HU9 ()z x? () 5, , ,35; 3230!/a Y,U9v(Max) ,; (Nat available) _ _ (24) -1/4 x 231a ". ,(24)11a x 13/4 {10) 0148 x i 1h 1445 3 73b 1445. 3 735 HUll (Min.) (Not available) (22)114 x 23/4 (22)1/4 x 13/4 (6) 0.148 x 11/2 1,135 3,230 1,135 3,230 HUll (Max.) (Not available) (30)1/4 x 23/4 (30)114 x 13/4 (10) 0.148 x tr1/a 1,445 3,735 1,445 3,735 HUl4(Mm)' -"� (Not available) (28)'/4x23/4 (28)1ln'X 13/a (8)'0.148 x 1:1h. 1;515 3 485 1 515 3l$5 HU14 (Max) - (Not available)= , (36) , x 23/4, � - 6) "A z 13/4 s(14) 0148 x 1 Yz 2;015 4 245 ,' 2 015 4 245 238 STAGGER JOINTS - TYP7� R/4CI i.. UPLIFT/SHEAR ANC EACH TRUSS - SEE PLAN RAISED HEEL ROOF TRUSSES F_ LAN �i�!I��at11 Elm B/5KI-4 NOTE: ADD'L FRAMING NOT SHOWN FOR CLARITY RAISED HEEL. TRUSS BEARING A SGLEI NTS SKI ROOF SHEATHING- SEE F SOFFIT/FASCIA- SEE ARCH: RAISED HEEL ROOF TRUSSES -SEE PLAN RIBBON BOARD - SEE SCHEDULE FOR SPACING t IBBON BOARD- SEE FASTENING TO W C CHEDULE FOR SPACING t TRUSSES ASTENING TO TRUSSES WALL SHEATHING -SEE PLAN == MIN. 15/32' CDX PLYWOOD OR 1/I6' OSB WITH 8d GUN NAILS -MASONRY WALL- (0.131' X 2 1/21) a 6' O.G. TO UPLIFT/SHEAR GYP. CEILING - SEE PLAN RIBBON BOARDS ANCHOR EACH SEE PLAN / TRUSS- SEE PLAN SCHEDULE DO NOT FASTEN RIBBON BOARD INTO END GRAIN OF ROOF TRUSS MASONRY WALL - BOTTOM CHORD SEE PLAN RAISED HEEL. TRUSS BEARING B ECAEE: NTS 5KI RIBBON SCHEDULE DESIGN CRITERIA RIBBON MATERIAL RIBBON SPACING RIBBON ATTACHMENT Vult-165 MPH !Used= (2) 12d ON (0.131' X 3') EXP.. B, 2X4 SPF02 24' TO EACH TRUSS,(4) ENCLOSED NAILS AT JOINTS VUlt-180 MPH (2) @d GUN (0.131' X 3') EXP. (vasMPH) EXP. C, 2X4 SPFn 16' TO EACH TRUSS, (4) ENCLOSED NAILS AT JOINTS ROM �� xs 6 5 0 0 SHEET TIRE: } w]Eon oEun wa , it RMED HEFL POOPIRUESES • l;,,l� SHEET INFORMATION: .ro]NO. ]61116 NA' aE"IEW®ar: In i r SK.1 ALPINEAU [TWCOMPANY ,January 10, 2020 Carpenter Contractors of America, Inc. 3900 Avenue G, NW Winter 'Haven, FL -3.3880.-620.1 Dear Matt: It has come to my attention that some questions were raised concerning 5/8' diameter holes drilled thru, the chords {wide face) of sys42 gable end trusses toallowfor threaded rods used -for "tie'dovvns." If these,gable ends are over continuous support with one: face ,ftillyAeathied <and the holes are drilled about the centerline of the wide face no close than 4' O.0 without`damaging any connector plates or vertical webs then no repair is required. The truss only supports, 2 feet of floor loads and no additional load.. If you have any questions, please give me a -call. ,Sincerely, 86367 1061 STATE OF .,��'Q�'�' OR Yoonhwak'R1hVT*.E:_ I / 6760 Forum Drive, Spite 305, Orlando, FL 32821 - (800) 521-9790 - (863) 422.;8685 www.alpineitw.com MOB- • No. 8636� it • STATE OF a7 4 20 �r +� +re•iox y This dowinc t has bean elertronicaly signed mad sealed usbV a Digs Signadxa. Pdrded copies wthout an ar 9knil signers trud bs veditsd using dw origlnW oh" rondo version. A, IANML ALPINE AN re.Yfi ©AM1vdtSY FL REG# 278, Yoonhwak Kim, FL PE #86367 Alpine, an ITW Company 6750 Forum Drive, Suite 305 Orlando, FL 32821. Phone:(800)755-600.1 vAm.alpineflw.com Site {nfoiation Pa e.1 _`. Customer. Carpenter Contractors of America Job Number- N362323' Job Descri tion: „7A5 ,4EHBG ,01 C ,RG01 J 4EHB / 2601 HAYDEN 'EXPRESS / ELEV.G Address: Job,Engi4lik Design Code:: FBC 6th.ed 2017 IntelllVIEW Version: 17.02.02A through 18.02.01A JRef#: 1WXd89750092 Wind Standard: ASCE 7-10Wind Speed (mph): 160 Roof Load (ps0 20.00- 7.00- 0.00-10,00 Building Type: Closed Floor Load s : None This package contains general notes pages; 30 truss drawing(s) and 4 detail(s). Ctr�m ' braw3ng N,ratn!?er Trr�ss _ _ 1 211.20.1438.17566' Al 3 211.20.1438.16396 A3 5 211.20.1438,17238 A5 7 211.20.1438.16879 A7 9 211.20.1438.21715 A9G 11 211.20.1438.21778 B2G 13 2.11.20.1438.18580 L1 G 15 211.20.1438.18003 E2 17 211.20.1438.21840 MG1 19 211.20.1438.18268 EJ2 21 211.20.1438.17004 CJ5 23 211.20.1438.16770 CMA 25 211.20.1438.17520 CJ1E 27 211.20.1438.1.8829 CJ1L 29 211.20.1438.18362 HJ2 31 A14015ENC101014 33 GBLLETIN0118 tterii Dreuring.Nurnter , Truss 2 211.20.1438.17519 A2 4 211.20.1438.17098 A4 6 211.20.1438.16699 A6 8 211.20.1438.17472 A8G 10 211.20.1438.21934 B1 12 211.20.1438.18939 L1 14 211.20.1438.18096 E1 16' 211.20.143818174 E3G 18 211.20.'1438.16489 EJ7 20' 211.20A438.18018 CJ5A 22 211..20.1438'.16366 CJ3 24 211.20.1438.17785 CJ 1 26 211.20.1438.18658 EJ3L 28 211.20.1438.17613 HJ7 30 211.20.1438.18768 HJ3L 32 A14030ENC101014 34 GBLLETIN1014 Florida Corti icafe of Product Approval #FL1999 Printed 7129L2020 2:45' 24 PM General Notes Truss Design Engineer Scope of Work, Design Assumptions and Design Responsibilities: The design responsibilities assumed in the preparation of these design drawings are those specified in ANSI/TPI 1, Chapter 2; and the National Design Standard for Metal Plate Connected Wood Truss Construction, by the Truss Plate Institute. The truss component designs conform to the applicable provisions of ANSI/TPI 1 and NDS, the National Design Specification for Wood Construction by AWC. The truss component designs are based on the specified loading and dimension information furnished by others to the Truss Design Engineer. The Truss Design Engineer has no duty to independently verify the accuracy or completeness of the information provided by others and may rely on that information without liability. The responsibility for verification of that information remains with others neither employed nor controlled by the Truss Design Engineer. The Truss Design Engineer's seal and signature on the attached drawings, or cover page listing these drawings, indicates acceptance of professional engineering responsibility solely for the truss component designs and not for the technical information furnished by others which technical information and consequences thereof remain their sole responsibility. The suitability and use of these drawings for any particular structure is the responsibility of the Building Designer in accordance with ANSI/TPI 1 Chapter 2. The Building Designer is responsible for determining that the dimensions and loads for each truss component match those required by the plans and by the actual use of the individual component, and for ascertaining that the loads shown on the drawings meet or exceed applicable building code requirements and any additional factors required in the particular application. Truss components using metal connector plates with integral teeth shall not be placed in environments that will cause the moisture content of the wood in which plates are embedded to exceed 19% and/or cause corrosion of connector plates and other metal fasteners. The Truss Design Engineer shall not be responsible for items beyond the specific scope of the agreed contracted work set forth herein, including but not limited to: verifying the dimensions of the truss component, calculation of any of the truss component design loads, inspection of the truss components. before or after installation, the design of temporary or permanent bracing and their attachment required in the roof and/or floor systems, the design of diaphragms or shear walls, the design of load transfer connections to and from diaphragms and shear walls, the design of load transfer to the foundation, the design of connections for truss components to their bearing supports, the design of the bearing supports, installation of the truss components, observation of the truss component installation process, review of truss assembly procedures, sequencing of the truss component installation, construction means and methods, site and/or worker safety in the installation of the truss components and/or its connections. This document may be a high quality facsimile of the original engineering document which is a digitally signed electronic file with third party authentication. A wet or embossed seal copy of this engineering document is available upon request. Temporary Lateral Restraint and Bracing: Temporary lateral restraint and diagonal bracing shall be installed according to the provisions of BCSI chapters B1, B2, B7 and/or B10 (Building Component Safety Information, by TPI and SBCA), or as specified by the Building Designer or other Registered Design Professional. The required locations for lateral restraint and/or bracing depicted on these drawings are only for the permanent lateral support of the truss members to reduce buckling lengths, and do not apply to and may not be relied upon for the temporary stability of the truss components during their installation. Permanent Lateral Restraint and Bracing: The required locations for lateral restraint or bracing depicted on these drawings are for the permanent lateral support of the truss members to reduce buckling lengths. Permanent lateral support shall be installed according to the provisions of BCSI chapters B3, B7 and/or B10, or as specified by the Building Designer or other Registered Design Professional. These drawings do not depict or specify installation/erection bracing, wind bracing, portal bracing or similar building stability bracing which are parts of the overall building design to be specified, designed and detailed by the Building Designer. Connector Plate Information: Alpine connector plates are made of ASTM A653 or ASTM A1063 galvanized steel with the following designations, gauges and grades: W=Wave, 20ga, grade 40; H=High Strength, 20ga, grade 60; S=Super Strength, 18ga, grade 60. Information on model code compliance is contained in the ICC Evaluation Service report ESR-1118, available on-line at www.icc-es.ora. Fire Retardant Treated Lumber: Fire retardant treated lumber must be properly re -dried and maintained below 19% or less moisture level through all stages of construction and usage. Fire retardant treated lumber may be more brittle than untreated lumber. Special handling care must be taken to prevent breakage during all handling activities. Page 1 of 3 General Notes (continued) Key to Terms: Information provided on drawings reflects a summary of the pertinent information required for the truss design. Detailed information on load cases, reactions, member lengths, forces and members requiring permanent lateral support may be found in calculation sheets available upon written request. BCDL = Bottom Chord standard design Dead Load in pounds per square foot. BCLL = Bottom Chord standard design Live Load in pounds per square foot. CL = Certified lumber. Des Ld = total of TCLL, TCDL, BCLL and BCDL Design Load in pounds per square foot. FRT = Fire Retardant Treated lumber. FRT-DB = D-Blaze Fire Retardant Treated lumber. FRT-DC = Dricon Fire Retardant Treated lumber. FRT-FP = FirePRO Fire Retardant Treated lumber. FRT-FL = FlamePRO Fire Retardant Treated lumber. FRT-FT = FlameTech Fire Retardant Treated lumber. FRT-PG = PYRO-GUARD Fire Retardant Treated lumber. g = green lumber. HORZ(LL) = maximum Horizontal panel point deflection due to Live Load, in inches. HORZ(TL) = maximum Horizontal panel point long term deflection in inches, due to Total Load, including creep adjustment. HPL = additional Horizontal Load added to a truss Piece in pounds per linear foot or pounds. Ic = Incised lumber. FJ = Finger Jointed lumber. L/# = user specified divisor for limiting span/deflection ratio for evaluation of actual L/defl value. L/defl = ratio of Length between bearings, in inches, divided by the vertical Deflection due to creep, in inches, at the referenced panel point. Reported as 999 if greater than or equal to 999. Loc = Location, starting location of left end of bearing or panel point (joint) location of deflection. Max BC CSI = Maximum bending and axial Combined Stress Index for Bottom Chords for of all load cases. Max TC CSI = Maximum bending and axial Combined Stress Index for Top Chords for of all load cases. Max Web CSI= Maximum bending and axial Combined Stress index for Webs for of all load cases. NCBCLL = Non -Concurrent Bottom Chord design Live Load in pounds per square foot. PL = additional Load applied at a user specified angle on a truss Piece in pounds per linear foot or pounds. PLB = additional vertical load added to a Bottom chord Piece of a truss in pounds per linear foot or pounds PLT = additional vertical load added to a Top chord Piece of a truss in pounds per linear foot or pounds. PP = Panel Point. R = maximum downward design Reaction, in pounds, from all specified gravity load cases, at the indicated location (Loc). -R = maximum upward design Reaction, in pounds, from all specified gravity load cases, at the identified location (Loc). Rh = maximum horizontal design Reaction in either direction, in pounds, from all specified gravity load cases, at the indicated location (Loc). RL = maximum horizontal design Reaction in either direction, in pounds, from all specified non -gravity (wind or seismic) load cases, at the indicated location (Loc). Rw = maximum downward design Reaction, in pounds, from all specified non -gravity (wind or seismic) load cases, at the identified location (Loc). TCDL = Top Chord standard design Dead Load in pounds per square foot. TCLL = Top Chord standard design Live Load in pounds per square foot. U = maximum Upward design reaction, in pounds, from all specified non -gravity (wind or seismic) load cases, at the indicated location (Loc). VERT(CL) = maximum Vertical panel point deflection in inches due to Live Load and Creep Component of Dead Load in inches. VERT(CTL) = maximum Vertical panel point deflection ratios due to Live Load and Creep Component of Dead Load, and maximum long term Vertical panel point deflection in inches due to Total load, including creep adjustment. VERT(LL) = maximum Vertical panel point deflection in inches due to Live Load. VERT(TL) = maximum Vertical panel point long term deflection in inches due to Total load, including creep adjustment. W = Width of non -hanger bearing, in inches. Refer to ASCE-7 for Wind and Seismic abbreviations. Uppercase Acronyms not explained above are as defined in TPI 1. Page 2 of 3 References: 1. AWC: American Wood Council; 222 Catoctin Circle SE, Suite 201; Leesburg, VA 20175; www.awc.ora. 2. ICC: International Code Council; www.iccsafe.ora. 3. Alpine, a division of ITW Building Components Group Inc.: 13723 Riverport Drive, Suite 200, Maryland Heights, MO 63043; www.alpineitw.com. 4. TPI: Truss Plate Institute, 2670 Crain Highway, Suite 203, Waldorf, MD 20601; www.tpinst.orcq. 5. SBCA: Wood Truss Council of America, 6300 Enterprise Lane, Madison, WI 53719; www.sbcindustry.com. Page 3 of 3 Job Number: N362323 Ply: 1 SEQN: 50212 / T6 HIPS Cust: R8975 JRef: 1WXd89750092 ,7A5 ,4EHBG ,01 C ,RG01 / 4EHB / 2601 HAYDEN EXPRESS / ELEV.G Qty: 1 FROM: RAA DrwNo: 211.20.1438.17566 Truss Label: Al KD / YK 07/29/2020 6-1 "4 6'1"4 12'2"9 6-1"5 10.1'4 21'4"1 6''11 3'1 "8 :5X5 =5X5 E F 39'8" 27'5"7 33'6"12 6'0'.11 6'1"5 9110" 10, 19 9110" 19,10" 29'10" Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria TCLL: 20.00 Wind Std: ASCE 7-10 Pg: NA Ct: NA CAT: NA PP Deflection in loc L/defl L/# TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.259 L 999 360 BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(TL): 0.703 L 983 240 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.097 K - - Des Ld: 37.00 EXP: C Mean Height: 22.84 ft HORZ(TL): 0.179 K NCBCLL: 10.00 TCDL: 4.2 psf Code / Misc Criteria Creep Factor: 2.0 Soffit: 0.00 BCDL: 5.0 psf Bldg Code: FBC 6th.ed 201 Max TC CSI: 0.865 Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Max BC CSI: 0.991 Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Factors Used: Yes Max Web CSI: 0.441 Loc. from endwall: not in 9.00 ft FT/RT:20(0)/10(0) GCpi: 0.18 Plate Type(s): VIEW Ver: 17.02.02A.1213.21 Wind Duration: 1.60 WAVE Lumber Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP #2 N Bot chord 2x4 SP #1 Webs 2x4 SP #3 :W3, W6 2x4 SP #2 N: Lumber value set "13B" uses design values approved 1/30/2013 by ALSC Bracing (a) 1X4 #3SRB or better continuous lateral restraint to be equally spaced. Attach with (2) 8d Box or Gun nails(0.113"x2.5",min.). Restraint material to be supplied and attached at both ends to a suitable support by erection contractor. (a) or scab reinforcement may be used in lieu of CLR restraint. substitute (1) scab for (1) CLR and (2) scabs for (2) CLR'S where shown. Scab reinforcement to be same size, species, grade, and 80% length of web member. Attach with 0.128x3" gun nails @ 6" oc. Wind Wind loads based on MWFRS with additional C&C 01111111111ppppp' e No. 86367Or • � P 0 ® A 4 w P� STATE OF cug °r ® 0 be 39'8" 6'1"4 9'101, 39'8" ♦ Maximum Reactions (Ibs) Loc R /U /Rw /Rh /RL /W B 1546 / 786 / 861 / - / 303 / 8.0 N 1546 / 786 / 861 / - / - / 8.0 Wind reactions based on MWFRS B Min Big Width Req = 1.8 N Min Brg Width Req = 1.8 Bearings B & I are a rigid surface. Bearings B & I require a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - C 1907 - 3037 F - G 1422 - 2011 C - D 1785 - 2773 G - H 1786 - 2773 D - E 1421 - 2011 H - 1 1908 - 3037 E - F 1431 -1892 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - M 2726 -1618 L - K 2369 -1378 M - L 2369 -1351 K - 1 2726 -1636 Maximum Web Forces Per Ply (Ibs) Webs • Tens.Comp. Webs Tens. Comp. M - D 453 -161 L - F 521 - 363 D - L 528 - 703 L - G 528 - 703 E - L 521 - 363 G - K 453 -162 member design. 00' iC` CORIV ,diil(lillllll��, FL REG# 278, Yoonhwak Kim, FL PE #86367 07/29/2020 "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 propperly attached rigqid ceiling Locations shown forpermanent lateral restraint of webs shall have bracingp installed per BCSI sections B3, B7 or B10 as applicable. Apply plates to each face of truss and position as shown above and on the Joint -Details, unless noted otherwise. (refer to' drawings 160A-Z for standard plate positions. Alpine, a division of ITW BuildinhQComponents Group Inc.. shall not be responsible for any deviation from this drawing,any failure to build the truss in conformance with ANSI 1, or for handlin4, shipping, installation and bracing of,trussesA seal on this drawing or cover page.. listing this drawing indicates acceptance of pro) esstonar engineering responsibility solely for the design shown. The suitability and use of this yawing for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. more information see this SBCA: www.sbcindustry.com; ICC: ALPINE M nwcouvnrn 2400 Lake Orange Dr. Suite 150 Orlando FL, 32837 Job Number: N362323 Ply: 1 SEQN: 50213 / T12 / HIPS Cust: R8975 JRef: 1 WXd89750092 ,7A5 ,4EHBG ,01 C ,RG01 / 4EHB / 2601 HAYDEN EXPRESS / ELEV.G Qty: 2 FROM: RAA DrwNo: 211.20.1438.17519 Truss Label: A2 KM / WHK 07/29/2020 6-1"4 6'1"4 12'2"9 17' 615 4'9"7 22'8" + 2T57 =5X5 i�E5X5 E F 39'8" 33'6"12 6'1"5 39'8" 6'1 "4 9.10" 10, 10, 9'10" 1'� 9.10" 19,10" 29'10" 39'8" Loading Criteria (pst) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-10 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# Loc R / U / Rw / Rh / RL / W TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.265 L 999 360 B 1646 / 786 / 868 / - / 284 / 8.0 BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(TL): 0.669 L 999 240 N 1646 / 786 / 868 / - / - / 8.0 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.091 K - - Wind reactions based on MWFRS Des Ld: 37.00 EXP: CMean HORZ(TL): 0.160 K - - B Min Big Width Req = 1.5 Height: 22.58 ft NCBCLL: 10.00 TCDL: 4.2 psf Code / Misc Criteria Creep Factor: 2.0 N Min Brg Width Req = 1.5 Soffit: 0.00 BCDL: 5.0 sf Bldg Code: FBC sth.ed 201 Max TC CSI: 0.680 Bearings B & I are a rigid 9 g surface. Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Max BC CSI: 0.620 Bearings B & I require a seat plate. Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Factors Used: Yes Max Web CSI: 0.378 Members not listed have forces less than 375# Loc. from endwall: not in 9.00 ft FT/RT:20(0)/10(0) Maximum Top Chord Forces Per Ply (Ibs) GCpi: 0.18 Plate Type(s): Chords Tens.Comp. Chords Tens. Comp. Wind Duration: 1.60 WAVE VIEW Ver: 17.02.02A.1213.21 Lumber B - C 1932 -3293 F - G 1460 -2207 C - D 1814 - 3026 G - H 1813 - 3027 Value Set: 13B (Effective 6/1/2013) D - E 1459 - 2207 H - 1 1933 - 3293 Top chord 2x4 SP #2 N :T1, T5 2x4 SP #1: E - F 1506 -2199 Bot chord 2x4 SP 2400f-2.OE Webs 2x4 SP #3 :W3, W6 2x4 SP #2 N: Maximum Bot Chord Forces Per Ply (Ibs) Lumber value set "1313" uses design values Chords Tens.Comp. Chords Tens. Comp. approved 1/30/2013 byALSC B - M 2959 -1648 L - K 2570 -1400 Bracing M - L 2569 -1374 K - I 2960 -1673 (a) 1X4 #3SRB or better continuous lateral restraintto be ttach Sd Box Gun �aV 14 i11l0! or s(0113Ix2 spaced. with (ms to be Restraint H �%A �'%lji, Maximum PerPly(Ibs) na min.). material supplied and attached at both ends to a suitable `��,w� *� • • • '1 �j` 1I Webs Tens.Comp. Webs Tens. Comp. support by erection contractor. r a ®� f'j M - D 456 -167 L - F 590 - 328 `a��® 1GE a� (a) or scab reinforcement may be used in lieu of CLR v o� � D - L 489 -709 L - G 488 -709 restraint. (1) scab for (1) CLR and (2) �~ 9 ® + N63 E - L 590 -328 G - K 456 -168 (substitute 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" a a gun nails @ 6" oc. ® e Loading y �r /� c �� e® S 1 A i E V f" �w Truss passed check for 20 sf additional bottom chord lie load in areas with 42"-high x 24"-widery ��rm7�/ r C I��'0 ®�9 • 0 clearance. 1SS► 9 0' 0 0 Wind 'd �� A�f4jAB eti Wind loads based on MWFRS with additional C&C member design. FL REG# 278, Yoonhwak Kim, FL PE #86367 07/29/2020 "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) 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 pro erly attached rigid ceiling Locations shown forpermanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or 910, as applicable. Apply plates to each face ortruss and position as shown above and on the Joint -Details, unless noted otherwise. Refer to drawings 160A-Z for standard plate positions. Alpine, a division of ITW Buildinq Comoonents Group Inc. shall not be responsible for anv deviation from this drawing,any failure to build the k seal on this drawing or cover pa e r for the design shown. The sui ability ANSI/TPI 1 Sec.2. ALPINE mrrwcournnv 2400 Lake Orange Dr. Suite 150 Orlando FL, 32837 ivi i,orTor r acceptance any structure Job Number: N362323 ,7A5 ,4EHBG ,01 C ,RG01 / 4EHB / 2601 HAYDEN EXPRESS / ELEV.G Truss Label: A3 7'8"6 7'8'6 �' T 9'10" 9'10" 15' 7'3"10 Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-10 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Des Ld: 37.00 Mean Height: 22.16 It NCBCLL: 10.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h Spacing: 24.0 " C&C Dist a: 3.97 It Loc. from endwall: not in 9.00 It GCpi: 0.18 Wind Duration: 1.60 Lumber Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP #1 :T3 2x4 SP #2 N: Bot chord 2x4 SP 2400f-2.0E :132, B3 2x6 SP #2 N: Webs 2x4 SP #2 N :W1, W4, W7 2x4 SP #3: Lumber value set "13B" uses design values approved 1/30/2013 by ALSC 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. Ply: 1 Qty: 2 19'10" 24'8" 4.10'. =5X5 1112X4 =5X5 D E T3 F 39'8" 10 'i 10 19'10" 29'10" SEQN: 50214 / T11 / HIPS Cust: R8975 JRO: 1WXd89750092 FROM: RAA DrwNo: 211.20.1438.16396 KM / WHK 07/29/2020 31'11"10 T3"10 Snow Criteria (Pg,Pf in PSF) -Defl/CSI Criteria Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# Pf: NA Ce: NA VERT(LL): 0.279 E 999 360 Lu: NA Cs: NA VERT(TL): 0.683 E 984 240 Snow Duration: NA HORZ(LL): 0.092 J - - HORZ(TL): 0.159 J Code / Misc Criteria Creep Factor: 2.0 Bldg Code: FBC 6th.ed 201 Max TC CSI: 0.758 TPI Std: 2014 Max BC CSI: 0.958 Rep Factors Used: Yes Max Web CSI: 0.470 FT/RT:20(0)/10(0) Plate Type(s): WAVE VIEW Ver: 17.02.02A.1213.21 .�� teyolill�lltlgto t/ Ak10 e • 6 No, 8636, s STATE OF 0 F ®w 39'8" 7'8"6 9.101, 39-8" ♦ Maximum Reactions (Ibs) Loc R /U /Rw /Rh /RL /W B 1693 / 789 / 874 / - / 255 / 8.0 M 1693 / 789 / 874 / - / - / 8.0 Wind reactions based on MWFRS B Min Brg Width Req = 1.5 M Min Brg Width Req = 1.5 Bearings B & H are a rigid surface. Bearings B & H require a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp B - C 1957 - 3392 E - F 1699 - 2705 C-D 1918 -3173 F-G 1918 -3175 D - E 1699 - 2705 G - H 1956 - 3394 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - L 3045 -1664 K - J 2458 -1264 L - K 2457 -1237 J- H 3047 -1690 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. L - D 639 - 367 K - F 412 -181 D - K 413 -181 F - J 640 - 366 01 FL REG# 278, Yoonhwak Kim, FL PE #86367 07/29/2020 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS quire extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building t Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary. BCSI. Unless noted o"thenvise,top chord shall have properly attached structural sheathing and bottom chord shall have a propperly �1d ceilincl Locations shown for ermanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10 ile._ Apply plates to each face_ oftrussand position as shown above and on the Join Details, unless noted otherwise. kefer to a division of 1 F'I 1; or for nandunj snlppinlq, lnst acceptance of pro esslona engl any structure is the responsibility ral notes page and these web sites: ALPINE: his drawing,any failure to build the on this drawing or cover page ie design shown. The suifabillty SBCA: ALPINE ,wnwcoMrun 2400 Lake Orange Dr. Suite 150 Orlando FL, 32837 Job Number: N362323 Ply: 1 SEQN: 50215 / T10 / HIPS Cust: R8975 JRef: 1 WXd89750092 ,7A5 ,4EHBG ,01 C ,RG01 / 4EHB / 2601 HAYDEN EXPRESS / ELEV.G Qty: 2 FROM: RAA DrwNo: 211.20.1438.17098 Truss Label: A4 KM / WHK 07/29/2020 f, Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " 7'4"5 13' 19'10" 26'8" 7'4"5 5'7"10 6'10" 6'10" 9'10" 9'10" Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Mean Height: 21.75 It TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.97 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Value Set: 13B (Effective 611/2013) Top chord 2x4 SP #1 :T2 2x4 SP #2 N: Bot chord 2x4 SP 2400f-2.OE :B2, B3 2x6 SP #2 N: Webs 2x4 SP #3 :W3, W5 2x4 SP #2 N: Lumber value set "1313" uses design values approved 1/30/2013 by ALSC 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. _5X5 lil2X4 =5X5 D E T2 F 39'8" 10' 10, 19'10" 29'10" Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: N/ Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Code / Misc Criteria Bldg Code: FBC 6th.ed TPI Std: 2014 Rep Factors Used: Yes FT/RT:20(0)/10(0) Plate Type(s): WAVE 32'3"11 5711 Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.292. E 999 360 VERT(TL): 0.733 E 923 240 HORZ(LL): 0.089 J - - HORZ(TL): 0.157 J Creep Factor: 2.0 Max TC CSI: 0.690 Max BC CSI: 0.838 Max Web CSI: 0.484 VIEW Ver: 17.02.02A.1213.21 `��t31111411111//P� O �AV4W A,� EN a a No. 86367 � y r %, STATE OF 39'8" 7'4"6 T io I--,s,18'8"12 1' 3988 ♦ Maximum Reactions (Ibs) Loc R /U /Rw /Rh /RL /W B 1659 / 790 / 876 / - / 226 / 8.0 M 1660 / 790 / 876 / - / - / 8.0 Wind reactions based on MWFRS B Min Brg Width Req = 1.5 M Min Brg Width Req = 1.5 Bearings B & H are a rigid surface. Bearings B & H require a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp B - C 1982 - 3305 E - F 1928 - 2999 C - D 1917 - 3077 F - G 1917 - 3079 D - E 1928 - 2999 G - H 1982 - 3306 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - L 2964 -1688 K - J 2541 -1390 L - K 2541 -1364 J - H 2965 -1714 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. L - D 504 - 263 K - F 591 - 331 D - K 592 - 331 F - J 505 - 262 E - K 348 - 388 0 IN FL REG# 278, Yoonhwak Kim, FL PE #86367 07/29/2020 **WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS quire extreme care in fabricating, handling,shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building t Safety Information, by TPI an SBCA) for safety practices prior to performing these functions. Installers shall provide temporary r BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a properly id ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, e. AppTy plates to each face oftrussand position as shown above and on the Join, Details, unless noted otherwise. Refer to 60A-Z for standard plate positions. Alpine, a division of ITW BuildincLComponent: truss in conformance with ANSIPI1, or for t • listing this drawing indicates acceptance and use of this drawing for any structure For more information see this job's general notes page an his drawing,any failure to build the on this drawing or cover pa e re design shown. . The suiability ALPINE m rTwcorevnm 2400 Lake Orange Dr. Suite 150 Orlando FL, 32837 Job Number: N362323 Ply: 1 SEQN: 50216 / T9 / HIPS Cust: R8975 JRef: 1WXd89750092 ,7A5 ,4EHBG ,01C ,RG01 / 4EHB / 2601 HAYDEN EXPRESS / ELEV.G Qty: 2 FROM: RAA DrwNo: 211.20.1438.17238 Truss Label: A5 KM / WHK 07/29/2020 T 1 33 T4"4 7'4"4 11' 16'11"4 3'7"12 5'11"4 22'8"12 28'8" + 32'3"12+ 39'8" 5'9"8 5'11"4 3'7"12 T4"4 =5X5 -5X5 -4X4 =5X5 �� D E F G 39'8" 9'10"" 10, 10, 9'1019,10" 29'10" Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria TOLL: 20.00 Wind Std: ASCE 7-10 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.307 L 999 360 BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(TL): 0.831 L 831 240 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.094 K - - Des Ld: 37.00 EXP: C Mean Height: 21.33 ft HORZ(TL): 0.173 K - - NCBCLL: 10.00 TCDL: 4.2 psf Code / Misc Criteria Creep Factor: 2.0 Soffit: 0.00 BCDL: 5.0 psf Bldg Code: FBC 6th.ed 201 Max TC CSI: 0.890 Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Max BC CSI: 0.880 Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Factors Used: Yes Max Web CSI: 0.314 Loc. from endwall: not in 9.00 ft FT/RT:20(0)/10(0) GCpi: 0.18 Plate Type(s): VIEW Ver: 17.02.02A.1213.21 Wind Duration: 1.60 WAVE Lumber Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP #2 N Bot chord 2x4 SP #1 :B2, B3 2x6 SP #2 N: Webs 2x4 SP #3 :W3, W6 2x4 SP #2 N: Lumber value set "1313" uses design values approved 1/30/2013 by ALSC Bracing (a) 1X4 #3SRB or better continuous lateral restraint to be equally spaced. Attach with (2) 8d Box or Gun nails(0.113"x2.5",min.). Restraint material to be supplied and attached at both ends to a suitable support by erection contractor. (a) or scab reinforcement may be used in lieu of CLR restraint. substitute (1) scab for (1) CLR and (2) scabs for (2) CLR'S where shown. Scab reinforcement to be same size, species, grade, and 80% length of web member. Attach with 0.128x3" gun nails @ 6" oc. Wind Wind loads based on MWFRS with additional C&C member design. ,> 1jilItIfflPf/t/ N ^ pp�r � V a •pad No, 86367 8 ® a a w STATE OF,--,- ZQ i fi I J N 1 �18'8"12 4X6(B2) JA 39'8" A Maximum Reactions (Ibs) Loc R /U /Rw /Rh /RL /W B 1546 / 791 / 872 / - / 196 / 8.0 N 1546 / 791 / 872 / - /- / 8.0 Wind reactions based on MWFRS B Min Brg Width Req = 1.8 N Min Brg Width Req = 1.8 Bearings B & I are a rigid surface. Bearings B & I require a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - C 1998 - 3016 F - G 1714 - 2353 C - D 1934 - 2800 G - H 1933 - 2800 D - E 1715 - 2354 H - 1 1997 - 3016 E - F 2155 - 3107 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - M 2698 -1700 L - K 3032 -1862 M - L 3030 -1857 K - I 2698 -1726 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. M - D 823 - 508 F - K 584 - 817 M-E 581 -814 G-K 825 -510 s'v'��C`®� ter! Sh ° O1 �n®`�'�- ®�lld1�AV A h '+® ee(IbitlBl►pd FL REG# 278, Yoonhwak Kim, FL PE #86367 07/29/2020 **WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS quire extreme care in fabricatin handling,shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Safety Information, by TPI an�'SBCA) fsa>ety practices prior to performing these functions. Installers shall provide temporary r BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a properly qi ceiling Locations shown for _permanent lateral restraint of webs shall have bracinq installed per BCSI sections B3, B7 or B10, ile. AppTy plates to each face otruss and position as shown above and on the Joinf Details, unless noted otherwise. Refer to 60A-Z for standard plate positions. a division of 9 use of this drawing for any structure more information see this job's general notes page and his drawing,any failure to build the on this drawing or cover pa e re design shown. The suiCability ALPINE M If W COMPANY 2400 Lake Orange Dr. Suite 150 Orlando FL, 32837 Job Number: N362323 ,7A5 ,4EHBG ,O1C ,RG01 / 4EHB / 2601 HAYDEN EXPRESS / ELEV.G Truss Label: A6 T SO lFi 12'8" 7'1"1 - 10.10" � 7'1"1 3'8"15 F Ply: 1 Qly: 1 !0.. 24'8" 72" i 410„ SEQN: 50217 / T20 / SPEC Cust: R8975 JRef: 1WXd89750092 FROM: RAA DrwNo: 211.20.1438.16599 KM / WHK 07/2912020 30'8" 6' =5X5 1112X4 �� D :6X6 __ -5X5 5X5 39'8" 9'10" 10, 9'10" 19,10" 29'8" Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria TCLL: 20.00 Wind Std: ASCE 7-10 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.384 F 999 360 BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(TL): 1.041 F 664 240 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.104 L - - Des Ld: 37.00 EXP: C Mean Height: 21.30 ft HORZ(TL): 0.193 L - - NCBCLL: 10.00 TCDL: 4.2 psf Code / Misc Criteria Creep Factor: 2.0 Soffit: 0.00 BCDL: 5.0 psf Bldg Code: FBC 6th.ed 201 Max TC CSI: 0.896 Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Max BC CSI: 0.954 Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Factors Used: Yes Max Web CSI: 0.849 Loc. from endwall: not in 9.00 ft FT/RT:20(0)/l0(0) GCpi: 0.18 Plate Type(s): VIEW Ver: 17.02.02A.1213.21 Wind Duration: 1.60 WAVE Lumber Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP #2 N :T3 2x4 SP #1: Bot chord 2x4 SP #1 Webs 2x4 SP #3 :W4 2x4 SP #2 N: Lumber value set "1313" uses design values approved 1/30/2013 by ALSC Wind Wind loads based on MWFRS with additional C&C member design. `5111111111lI/tp CENSt�' 4 ® No.86367 A 0 � � ®® STATE 4F m� 3" 1'7" 7'4"11 TT r- N V � T--4$,18'8"12 10, 1. 39'8" A, Maximum Reactions (Ibs) Loc R /U /Rw /Rh /RL /W B 1.546 / 789 / 856 1- / 194 / 8.0 0 1546 / 791 / 859 / - / - / 8.0 Wind reactions based on MWFRS B Min Brg Width Req = 1.8 0 Min Brg Width Req = 1.8 Bearings B & J are a rigid surface. Bearings B & J require a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - C 2048 - 3005 F - G 2615 - 3760 C - D 1969 - 2780 G - H 1964 - 2776 D - E 1716 - 2352 H - 1 1955 - 2789 E - F 2615 - 3761 1-1 2028 - 2992 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - N 2688 -1731 M - L 3452 - 2198 N - M 3197 - 2037 L - J 2675 -1750 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. N - D 1865 -1317 M - G 400 - 227 N - E 1375 -1815 G - L 651 - 864 E - M 645 - 397 L - H 867 - 596 /ONNAa ,11, , FL REG# 278, Yoonhwak Kim, FL PE #86367 07/29/2020 "WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! —IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS the latest edition of BCSI (Building Installers shall provide temporary bottom chord shall have a proLperly per BCSI sections B3, B7 or 810, unless not otherwise. Refer to a division of ITW Building Components Group Inc.. shall not be responsible for any deviation from this drawing,any failure to build the conformance with ANSI�I PI 1, or for handling, shipping, installation and bracing of,trussesA seal on this drawing or cover page , !his drawing indicates acceptance of proTesslonaf engineering responsibility solely for the design shown. The su,iPabllity e of this cawing for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. information see this job's general notes page and these web sites: ALPINE: www.alpineitw.com; TPI: www.tpinst.or ; SBCA: www.sbcindustry.com; ICC: www.iccsaf ALPINE u+nwcoWAM 2400 Lake Orange Dr. Suite 150 Orlando FL, 32837 Job Number: N362323 Ply: 1 SEQN: 50218 / T8 / HIPS Cust: R8975 JRef: 1WXd89750092 ,7A5 ,4EHBG ,01 C ,RG01 / 4EHB / 2601 HAYDEN EXPRESS / ELEV.G Qty: 1 FROM; RAA DrwNo: 211.20.1438.16879 Truss Label: A7 SN / BAF 07/29/2020 7'1 "2 7'1 "2 9, 168„ 1'10' 14 7'8" 23' 6'4" =5X5 =4X4 =5X5 =5X5 12 ��2X4 D E T2 F T3 G —1Yd 39'8" 9'10" 10, 10, 9'10" 19,10" 29'10" 30'8" 32'6"14 39'8" 7'8., 1'10'14 7-1 '-2 T_ M V 9'10" 1' T 39,8„ '� Loading Criteria (psi) Wind Criteria Snow Criteria (PO,Pf in PSF) Defl/CSI Criteria - TCLL: 20.00 Wind Std: ASCE 7-10 Pg: NA Ct: NA CAT: NA PP Deflection in Ioc L/defl L/# TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.367 L 999 360 BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(TL): 0.995 L 694 240 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.110 K - - Des Ld: 37.00 EXP: C Mean Height: 20.91 ft HORZ(TL): 0.203 K NCBCLL: 10.00 TCDL: 4.2 psf Code / Mist;Criteria Creep Factor: 2.0 Soffit: 0.00 BCDL: 5.0 psf Bldg Code: FBC 6th.ed 201 Max TC CSI: 0.898 Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 TPI Std: 2014 Max BC CSI: 0.931 Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Factors Used: Yes Max Web CSI: 0.320 Loc. from endwall: not in 9.00 ft FT/RT:20(0)/10(0) GCpi: 0.18 Plate Type(s): VIEW Ver: 17.02.02A.1213.21 Wind Duration: 1.60 WAVE Lumber Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP #2 N :T2, T3 2x4 SP #1: Bot chord 2x4 SP #1 Webs 2x4 SP #3 :W3, W6 2x4 SP #2 N: Lumber value set "1313" uses design values approved 1/30/2013 by ALSC Bracing (a) 1X4 #3SRB or better continuous lateral restraint to be equally spaced. Attach with (2) 8d Box or Gun nails(0.113"x2.5",min.). Restraint material to be supplied and attached at both ends to a suitable support by erection contractor. (a) or scab reinforcement may be used in lieu of CLR restraint. substitute (1) scab for (1) CLR and (2) scabs for (2) CLR'S where shown. Scab reinforcement to be same size, species, grade, and 80% length of web member. Attach with 0.128x3" gun nails @ 6" oc. Wind Wind loads based on MWFRS with additional C&C w* No. 86367 �. tl a o a STATE 4F a 40 A Maximum Reactions (Ibs) Loc R /U /Rw /Rh /RL /W B 1546 / 827 / 864 / - / 167 / 8.0 N 1546 / 827 / 864 / - / - / 8.0 Wind reactions based on MWFRS B Min Brg Width Req = 1.8 N Min Brg Width Req = 1.8 Bearings B & I are a rigid surface. Bearings B & I require a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp B - C 2005 - 2998 F - G 1927 - 2758 C - D 1938 - 2811 G - H 1938 - 2812 D - E 1927 - 2757 H - I 2003 - 2998 E - F 2510 - 3700 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - M 2681 -1705 L - K 3612 - 2259 M - L 3615 - 2259 K - I 2681 -1731 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. D - M 776 - 498 F - K 706 - 989 M - E 709 - 992 K - G 773 - 495 member design. ®j � � � { 0 R I ®� foe*e® ��°°sirs �� iVd�A.� ►,��► FL REG# 278, Yoonhwak Kim, FL PE 486367 07/29/2020 **WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS [russes require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building .omponent Safety Information, by TPI an c7 SBCA) for safety practices prior to performing these functions. Installers shall provide temporary tracing per BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathingand bottom chord shall have a properly tttached rigid ceilin Locations shown for permanent lateral restraint of webs shall have bracing insalled per BCSI sections B3, B7 or B10, is applicable. Apply, plates to each face of truss and position as shown above and on the Join "Details, unless noted otherwise. kefer to Irawings 160A-Z for standard plate positions. a division of ITW Buildin Components Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the conformance with ANSI/ PI 1, or for handli4 shipping, installation and bracing of.trussesA seal on this drawing or cover pa e. this drawing indicates acceptance of pro) essionar engineering responsibility solely for the design shown. The s iiPabillty le of this Pawing for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. information see this iob's general notes Daqe and these web sites: ALPINE: www.aiDineitw.com: TPI: www.toinst.ora: SBCA: www.sbcindustrv.com: ICC: www.iccsaf ALPINE ANnw COMPANY 2400 Lake Orange Dr. Suite 150 Orlando FL, 32837 Job Number: N362323 Ply: 2 SEQN: 50237 / T14 / HIPS Cust: R8975 JRef: 1WXd89750092 ,7A5 ,4EHBG ,01 C ,RG01 / 4EHB / 2601 HAYDEN EXPRESS / ELEV.G Qty: 1 FROM: RAA DrwNo: 211.20.1438.17472 Truss Label: A8G KM / WHK 07/2912020 2 Complete Trusses Required 7' 13'5"14 19'10" 26'2"2 7' 6'5"14 6'4"2 6'4"2 12 =-6X6 =4X4 =8X8 5 F77- C D T2 E 6' 10"4 6' 10"4 32'8" 39,8" i 6'S"14 + 7' _4X4 T3 =6G6 1112X4 =8X8 =3X8 =8X8 1112X4. v T ih �18'8"12 39'8" 6'5"14 6'5"14 6'5"14 65"14 6'10"4 1'� 13'4"2 19'10" 26'3"14 329"12 39'8' Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-10 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Des Ld: 37.00 Mean Height: 20.50 ft NCBCLL: 0.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 Spacing: 24.0 " C&C Dist a: 3.97 ft Loc. from endwall: NA GCpi: 0.18 Wind Duration: 1.60 Lumber Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP #2 N :T2, T3 2x6 SP #2 N: Bot chord 2x6 SP SS Webs 2x4 SP #3 Lumber value set "1313" uses design values approved 1/30/2013 by ALSC Nailnote Nail Schedule:0.128"x3" nails Top Chord: 1 Row @12.00" o.c. Bot Chord: 1 Row @12.00" o.c. Webs : 1 Row @ 4" o.c. Use equal spacing between rows and stagger nails in each row to avoid splitting. Loading #1 hip supports 7-0-0 jacks with no webs. Wind Wind loads and reactions based on MWFRS. lusting and u For more Snow Criteria (Pn,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) Pg: NA Ct: NA CAT: NA PP Deflection in loc L/defl L/# Loc R / U / Rw / Rh / RL / W Pf: NA Ce: NA VERT(LL): 0.434 E 999 360 B 3115 / 1614 / - / - 1- / 8.0 Lu: NA Cs: NA VERT(TL): 1.192 E 581 240 O 3115 / 1614 / - / - /- / 8.0 Snow Duration: NA HORZ(LL): 0.071 C - - Wind reactions based on MWFRS HORZ(TL): 0.133 C B Min Brg Width Req = 1.8 Code / Misc Criteria Creep Factor: 2.0 O Min Brg Width Req = 1.8 Bldg Code: FBC 6th.ed 201 Max TC CSI: 0.558 Bearings B & H are a rigid surface. TPI Std: 2014 Max BC CSI: 0.434 Bearings B & H require a seat plate. Rep Factors Used: No Max Web CSI: 0.743 FT/RT:20(0)/10(0) Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Plate Type(s): Chords Tens.Comp. Chords Tens. Comp. WAVE VIEW Ver: 17.02.02A.1213.21 B - C 1762 - 3442 E - F 2781 - 5458 C - D 2492 - 4892 F - G 2493 - 4893 D - E 2781 - 5458 G - H 1763 - 3443 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp B - N 3147 -1600 L - K 4957 - 2539 N-M 3136 -1600 K-J 3137 -1601 M - L 4956 - 2539 J - H 3148 -1601 t14ttAW�r Maximum Web Forces Per Ply (Ibs) �a1 +`t®� +et't�� 1A Webs Tens.Comp. Webs Tens. Comp. \CENS' M� e� C-M 1951 -991 L -F 553 -267 M - D 488 - 672 F - K 488 - 672 w 0 a D- L 554 - 267 K- G 1951 - 991 NO. 86367 a M ®p m� STATE OF 4Qft ��r ONAL FL REG# 278, Yoonhwak Kim, FL PE #86367 07/29/2020 **WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS s require extreme care in fabricating, handlin shipping, installing, and bracing. Refer to and follow the latest edition of BCSI (Building nent Safety Information, by TPI and SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary per BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a properly d riggid ceiling Locations shown forpermanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or 610 icable. Apply plates to each face, of truss and position as shown above and on the Joint9Details, unless noted otherwise. kefer to Is 160A-Z for standard plate positions. a division of ITW BuildiphQComponents Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the conformance with ANSI 1, or for handling, shipping, Installation and bracing of,trussesA seal on this drawing or cover pane , this drawing indicates acceptance of proTessronar engineering responsibility solely for the design shown. The suitability se of thisrawing for any structure is. he responsibility of the Building Designer per ANSI/TPI 1 Sec.2. information see this job's general notes page and these web sites: ALPINE: www.alpinei"w.com; TPI: www.tpinst.org; SBCA: mvw.sbcindustry.com; ICC: w Jccsaf ALPINE m rrwcompA 2400 Lake Orange Dr. Suite 150 Orlando FL, 32837 SEQN: 49998 / SPEC Ply: 2 Job Number: N362323 Cust: R 8975 JRef:1 WXd89750092 T15 / FROM: RAA Qty: 1 ,7A5 ,4EHBG,,01 C ,RG01 / 4EHB / 2601 HAYDEN EXPRESS / ELEV.G DnwNo: 211.20.1438.21715 Truss Label: A9G KID / YK 07/29/2020 2 Complete Trusses Required 7'14 10'10" 14'8" i 20' 24'8" 32'8" 39'8" 7'14 3'8"12 310" r 5'4„ + 48„ 8' T =5X5 D T 12 I 5 �2C4 /1/6X8(SRS) E 1112F4T3 =8X8 T4 -6H6 IiV -0 -4X6(A1) (a) TT 0 =4X6(A1) ro rO BB 63 A J"12 81 N M L K 0 8X10 = 8X8 =- 8X8 1112X4 39'8" 10' + 10, + 7'8" 5'1"12 6'10"4 1' + 10' 20' 27'8" 32'9"12 39'8" Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-10 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Kzt: NA Des Ld: 37.00 Mean Height: 21.30 ft NCBCLL: 0.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 Spacing: 24.0 " C&C Dist a: 3.97 ft Loc. from endwall: not in 36.00 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Value Set: 13B (Effective 6/1/2013) Top chord: 2x4 SP #2 N; T3 2x6 SP #2 N; T4 2x6 SP SS; Bot chord: 2x6 SP SS; B1 2x6 SP #2 N; Webs: 2x4 SP #3; Lumber value set "1313" uses design values approved 1/30/2013 by ALSC 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. Nailnote Nail Schedule:0.128"x3" nails Top Chord: 1 Row @12.00" o.c. Bot Chord: 1 Row @12.00" o.c. Webs : 1 Row @ 4" o.c. Use equal spacing between rows and stagger nails in each row to avoid splitting. Wind Wind loads and reactions based on MWFRS. Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# Pf: NA Ce: NA VERT(LL): 0.441 F 999 360 Lu: NA Cs: NA VERT(CL): 0.814 F 580 240 Snow Duration: NA HORZ(LL): 0.098 D - - HORZ(TL): 0.180 D Code / Misc Criteria Creep Factor: 2.0 Bldg Code: FBC 6th.ed 201 Max TC CSI: 0.695 TPI Std: 2014 Max BC CSI: 0.790 Rep Fac: No Max Web CSI: 0.797 FT/RT:20(0)/10(0) Plate Type(s): VIEW Ver: 18.02.01A.0205.19 WAVE Special Loads ------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC: From 55 plf at -1.00 to 55 pif at 21.18 TC: From 28 plf at 21.18 to 28 plf at 32.67 TC: From 55 plf at 32.67 to 55 plf at 40.67 BC: From 20 plf at 0.00 to 20 plf at 20.00 BC: From 10 plf at 20.00 to 10 plf at 32.64 BC: From 20 plf at 32.64 to 20 plf at 39.67 TC: 175 lb Conc. Load at 22.60,24.60,26.60,28.60 30.60,32.60 BC: 1397Ib Conc. Load,at ffivilBC: 130 b Conc Loa�30.60,32.64,.§9 Z®1 g No, 86367 0 "^ � aaa'�e�o • r • STATE OF0. • �1,( ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 2607 /- A /- /1489 A 0 3270 A A /- /1905 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.8 0 Brg Width = 8.0 Min Req = 1.9 Bearings B & I are a rigid surface. Bearings B & I require a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - C 1610 - 2794 F - G 3431 - 6043 C - D 1506 - 2686 G - H 2892 - 5091 D - E 1319 - 2341 H - 1 2098 - 3602 E -F 3431 - 6043 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp B - N 2538 -1451 L - K 3297 -1915 N - M 4785 - 2740 K - 1 3295 -1910 M - L 5738 -3356 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. N - D 1840 - 995 G - L 655 - 912 N - E 1834 - 3148 L - H 2O93 -1140 E - M 1444 -794 of S •m0®e® o FL REG# 278, Yoonhwak Kim, FL PE 486367 07/29/2020 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) for sa shipping, practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a propperly attached rigqid ceiling Locations shown forpermanent lateral restraint of webs shall have bracing Installed per BCSI sections B3, B7 or B10, as applicable. Apply plates to each faceofptruss and position as shown above and on the Joint -Details, unless noted otherwise. Defer to ALPINE drawings 160A-Z for standard plate positions. Alpine, a division of ITW Building Components Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the MrIWCOMPAW truss in conformance with ANSI[TPI 1, or for handling, shipping, installation and bracing of,trussesA seal on this drawing or cover page . , 13723 Riverport Drive listing this drawingq indicates .acceptance of ro essiona engineering responsibility solely for the desi n 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 200 For more information see this job's general notes page and these web sites: ALPINE: www.alpine�PI: www.tpinst.org; SBCA: www.sbcindustry.com; ICQ www.'iccsafe.org _ Maryland Heights, MO 6304 ISEQN:49990/ HIPS Ply: 1 Job Number: N362323 Cust:R8975 JRef:1WXd89750092T2 / FROM: RAA Qty: 1 7A5 ,4EHBG ,01 C ,RG01 / 4EHB / 2601 HAYDEN EXPRESS / ELEV.G DrwNo: 211.20.1438.21934 Truss Label: B1 KID / YK 07/29/2020 57% 9' 12'8" 16'2"8 5'7"6 3'4"10 3'8" 3'6"8 [-1,i 888 8'8"8 Loading Criteria (psi) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-10 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: 20.34 It NCBCLL: 10.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 6.0 psf Load Duration; 1.25 MWFRS Parallel Dist: 0 to h/2 Spacing: 24.0 " C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Value Set: 13B (Effective 6/1/2013) Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Webs: 2x4 SP #3; Lumber value set "13B" uses design values approved 1/30/2013 by ALSC Plating Notes (**) 2 plate(s) require special positioning. Refer to scaled plate plot details for special positioning requirements. Wind Wind loads based on MWFRS with additional C&C member design. =4X4 =4X4 D E 21'0"8 4'1"4 12'9"12 Snow Criteria (P0,Pf in PSF) Pg: NA Ct: NA CAT: Ni Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Code / Misc Criteria Bldg Code: FBC 6th.ed 201 TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): WAVE T11"4 20'9" Defl/CSI Criteria PP Deflection in loc L/defl U# VERT(LL): 0.061 J 999 360 VERT(CL): 0.113 J 999 240 HORZ(LL): 0.025 G - - HORZ(TL): 0.047 G Creep Factor: 2.0 Max TC CSI: 0.481 Max BC CSI: 0.751 Max Web CSI: 0.677 VIEW Ver: 18.02.01A.0205.19 O�H WAk A R e N0.86367 9 R + m ® + STATE OFjr 0 21'0"8 4-10" �3""8 21"0"8 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 852 /- /- /478 /524 /135 H 779 /- /- /397 /472 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 H Brg Width = - Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - C 954 -1408 D - E 795 -1025 C - D 846 -1177 E - F 833 -1164 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - J 1239 - 818 1 - H 1172 - 771 J-1 1031 -617 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. F - H 805 -1174 ow r��dsI0N+A, FL REG# 278, Yoonhwak Kim, FL PE #86367 07/29/2020 **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 attachetl rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracingq installed per BCSI sections B3, B7 or 610, as applicable. Apply Oates to each face oftrussand position as shown above and on the Joint Details, unless noted otherwise. Refer to ALPINE drawings 160A-Z for standard plate positions. Alpine, a division of ITW Building Components Group Inc.,shall not be responsible for any deviation from this drawing,any failure to build the AN WCAMpAN truss in conformance with ANSI 1, or for handling, shipping, installation and bracing of,trussesA seal on this drawing or cover pafge, , 13723 Riverport Drive listing this drawing, indicates acceptance of pro essiona engineering responsibility solely for the design shown. The sui ability and use of this drawing for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. Suite 200 For more information see this job's general notes page and these web sites: ALPINE: www.alpineitw.com; TPI: www.tpinst.org; SBCA: www.sbcindusl .com; ICC: www.iccsafe.org Maryland Heights, MO 63041 SEQN: 49992 / FROM:RAA HIPS Ply: 1 Job Number: N362323 Qty: 1 7A5 ,4EHBG ,01 C ,RG01 / 4EHB / 2601 HAYDEN EXPRESS / ELEV.G Truss Label: B2G 7' 10'10" 21'0"8 7' 3'10" 3'10" 6'4"8 =5X5 =4X4 =5X5 C D E 738 7'3"8 Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-10 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Kzt: NA Des Ld: 37.00 Mean Height: 19.92 ft NCBCLL: 0.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 Spacing: 24.0 " C&C Dist a: 3.00 ft Loc. from endwall: NA GCpi: 0.18 Wind Duration: 1.60 Lumber Value Set: 13B (Effective 6/1/2013) Top chord: 2x4 SP #2 N; Bot chord: 2x6 SP #2 N; Webs: 2x4 SP #3; Rt Stub Wedge: 2x4 SP #3; Lumber value set "1313" uses design values approved 1/30/2013 by ALSC Plating Notes (1) - plates so marked were sized using 0% Fabrication Tolerance, 0 degrees Rotational Tolerance, and/or zero Positioning Tolerance. Loading #1 hip supports 7-0-0 jacks with no webs. Wind Wind loads and reactions based on MWFRS. =axa =4X4 21'0"8 7-1" 14'4"8 Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# Pf: NA Ce: NA VERT(LL): 0.131 D 999 360 Lu: NA Cs: NA VERT(CL): 0.245 D 999 240 Snow Duration: NA HORZ(LL): 0.034 G - - HORZ(TL): 0.064 G Code / Misc Criteria Creep Factor: 2.0 Bldg Code: FBC 6th.ed 201 Max TC CSI: 0.776 TPI Std: 2014 Max BC CSI: 0.849 Rep Fac: No Max Web CSI: 0.333 FT/RT:20(0)/10(0) Plate Type(s): WAVE VIEW Ver: 18.02.01A.0205.19 ko"�`q'j1Y� WA+I�'�rAo a No. 86367 s ® 'm Q� STATE OF 6'8" 21'0"B Cust: R 8975 JRef:1 WXd89750092 T4 / DrwNo: 211.20.1438.21778 KID / YK 07/29/2020 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ /R- /Rh /Rw /U /RL B 1626 /- /- /- /982 1- F 1593 /- /- /- /940 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 2.3 F Brg Width = - Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - C 1911 - 3239 D - E 1698 - 2948 C - D 1728 - 2999 E - F 1893 - 3206 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - H 2919 -1698 G - F 2867 -1665 H - G 3234 -1969 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. C - H 837 - 319 G - E 875 - 344 D - G 359 - 379 �`•��Rta� C. s,N�A' FL REG# 278, Yoonhwak Kim, FL PE #86367 07/29/2020 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT"* FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS quire extreme care in fabricating, handling,shipping, installing,and bracing. Refer to and follow the latest edition of BCS] (Building t Safety Information, by TPI and SBCA) fsafety practices prior to performing these functions. Installers shall provide temporary. r BCSI. Unless noted otherwise,top chord shali have properly attached structural sheathing and bottom chord shall have a properly Id ceiling Locations shown for permanent lateral restraint of webs shall have brac.'Inqq installed per BCS! sections B3, B7 or 810, e. AppTy plates to each face. of truss and position as shown above and on the Join Details, unless noted otherwise. f�.efer to 60A-Z for standard plate positions. ine, a division of ITW Building Components Group Inc., shall not be responsible for any deviation from this drawing,any failure to build the is in conformance with ANSIITPI 1, or for handlin shipping, installati6n and bracing of,trussesA seal on this drawing or cover page . . ing this drawingg indicates acceptance of pro esslonarr engineering responsibility solely for the design shown. The suitability i use of this drawing for any structure is the responsibility of the Building Designer per ANSIrrPI 1 Sec.2. more information see this job's general notes page and these web sites: ALPINE: www.alpineitw.com; TPI: www.tpinst.org; SBCA: www.sbcindustry.com; ICC:- wvnv.iccsaf AL NE AN rrwcom'Aw 13723 Riverport Drive Suite 200 Maryland Heights, h 6304 J Job Number: N362323 Ply: 1 SEQN: 50230 / T5 / COMN Cust: R8975 JRef: 1WXd89750092 ,7A5 ,4EHBG ,01 C ,RG01 / 4EHB / 2601 HAYDEN EXPRESS / ELEV.G Qty: 2 FROM: RAA DrwNo: 211.20.1438.18939 Truss Label: L1 KM / BAF 07/29/2020 Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " 5' 5' 12 4 4X4 C 10, 5' ffil T B D M 4 E F 1112X4 2X4(A1)=2X4(A1) Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C 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 Value Set: 13B (Effective 611/2013) Top chord 2x4 SP #2 N Bot chord 2x4 SP #2 N Webs 2x4 SP #3 Lumber value set "1313" uses design values approved 1/30/2013 by ALSC Wind Wind loads based on MWFRS with additional C&C member design. 10, 5 5 1' 5' 10' Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria 0 Maximum Reactions (Ibs) Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# Loc R / U / Rw / Rh / RL / W B 429 / 205 / 272 / - / 79 / 8.0 Pf: NA Ce: NA VERT(LL): 0.016 F 999 360 Lu: NA Cs: NA VERT(TL): 0.040 F 999 240 D 429 1205 / 272 / - /- / 8.0 Snow Duration: NA HORZ(LL): 0.005 F - - Wind reactions based on MWFRS HORZ(TL): 0.009 F Creep Factor: 2.0 B Min Brg Width Req = 1.5 D Min Brg Width Req = 1.5 Code / Misc Criteria Bldg Code: FBC 6th.ed 201 Max TC CSI: 0.337 Bearings B & D are a rigid surface. TPI Std: 2014 Max BC CSI: 0.321 Bearings B & D require a seat plate. Rep Factors Used: Yes Max Web CSI: 0.079 FT/RT:20(0)/10(0) Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Plate Type(s): Chords Tens.Comp. Chords Tens. Comp. VIEW Ver: 17.02.02A.1213.21 WAVE B - C 809 -641 C - D 810 -641 WA WA CENS No, 66367 STATE OF <v� ®�'c'°`fi��R1pPCoe 9� aN AL ��, 4441)lt1910b� FL REG# 278, Yoonhwak Kim, FL PE #86367 07/29/2020 "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 attacheU rigqid ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or 910, as applicable. Apply plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. kefer to ALPINE drawings 160A-Z for standard plate positions. A!pine, a division of ITW BuildinQcTComponents Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the ,ter �,COWA,,, truss in conformance with ANSVTPI 1, or for handling, shipping, installation and bracing of,trussesA seal on this drawing or cover pa e , , 2400 Lake Orange Dr. listing this drawingq indicates acceptance of pro essrona engineering responsrbilltt�� solely for the design shown. The sui abtltty Suite 150 and use of this drawing for any structure is the responsibility of the Building DesigrSer per ANSI/TPI 1 Sec.2. For more information see this job's general notes page and these web sites: ALPINE: www.al ineitw.com; TPI: www.t inst.org: SBCA: www.sbcindusl .com; ICC: www.icrsafe.org Orlando FL, 32837 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - F 578 -620 F - D 578 -620 Job Number: N362323 Ply: 1 SEQN: 50241 / T30 / HIPS Cust: R8975 JRef: 1WXd89750092 ,7A5 ,4EHBG ,01 C ,RG01 / 4EHB / 2601 HAYDEN EXPRESS / ELEV.G Qty: 1 FROM: RAA DrwNo: 211.20.1438.18580 Truss Label: L1G KM / BAF 07/29/2020 r T 315 Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " 3' 7' 10, 3' 4' 3' 12 4 = 4X4 = 4XX4 T B E 4U F 8'8" H G 2X4(A1) 1112X4 1112X4-2X4(A1) 1 + 3'1"12 3'1"12 Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C 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 Value Set: 13B (Effective 61112013) Top chord 2x4 SP #2 N Bot chord 2x4 SP #2 N Webs 2x4 SP #3 Lumber value set "1313" uses design values approved 1/30/2013 by ALSC Special Loads -----(Lumber Dur.F.ac.=1.25 / Plate Dur.Fac.=1.25) TC: From 55 plf at -1.00 to 55 plf at 3.00 TC: From 27 plf at 3.00 to 27 plf at 7.00 TC: From 55 plf at 7.00 to 55 plf at 11.00 BC: From 20 plf at 0.00 to 20 plf at 3.03 BC: From 10 plf at 3.03 to 10 plf at 6.97 BC: From 20 plf at 6.97 to 20 plf at 10.00 TC: 98 lb Conc. Load at 3.03, 6.97 TC: 63 lb Conc. Load at 5.00 BC: 119 lb Conc. Load at 3.03, 6.97 BC: 50 lb Conc. Load at 5.00 Wind Wind loads and reactions based on MWFRS. 10, 3'8"8 6' 10"4 3'1"12 10, 1 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): 0.037 G 999 360 ♦ Maximum Reactions (Ibs) Loc R / U / Rw / Rh / RL B 628 / 270- Lu: NA Cs: NA VERT(TL): 0.110 G 999 240 E 628 / 270- Snow Duration: NA HORZ(LL): 0.011 G - - Wind reactions based on MWFRS HORZ(TL): 0.020 G Creep Factor: 2.0 B Min Brg Width Req = 1.5 E Min Brg Width Req = 1.5 Code / Misc Criteria Bldg Code: FBC 6th.ed 201 Max TC CSI: 0.337 Bearings B & E are a rigid surface. TPI Std: 2014 Max BC CSI: 0.519 Bearings B & E require a seat plate. Rep Factors Used: Yes Max Web CSI: 0 070 /W / 8.0 / 8.0 Members not listed have forces less than 375# FT/RT:20(0)/10(0) Maximum Top Chord Forces Per Ply (Ibs) Plate Type(s): Chords Tens.Comp. Chords Tens. Comp. WAVE VIEW Ver: 17.02.02A.1213.21 B-C 490 -1313 D-E 490 -1313 C - D 447 -1249 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - H 1226 -450 G - E 1226 -450 H - G 1249 - 447 ,��ttlOfflfl///�R 0'A 4 F e N0.86367 d w ® p�•r STATE �F ' 4 F��°assf dNAU E FL REG# 278, Yoonhwak Kim, FL PE #86367 07/29/2020 "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 o herwise,top chord shall have properly attached structural sheathing and bottom chord shall have a properly attachetl rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or B10, as appllcab�e. Apply plates to each face oftrussand position as shown above and on the Joint Details, unless noted otherwise. Refer to drawings 160A-Z for standard plate positions. cqt�Components Group Inc., shall not be responsible for any deviation from this drawing,any failure to build the rfP1 1, or for handl% shipping, installation and bracing of.trussesA seal on this drawing or cover pa�e , acceptance of pro) essionar engineering responsibility solely for the design shown. The sui ability any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. !ral notes page and these web sites: ALPINE: www.alpineitw.com• TPI: www.tpinst.org; SBCA: www.sbcindustry.com; ICC: www.iccsaf ALPINE A+nwcnueA Y 2400 Lake Orange Dr. Suite 150 Orlando FL, 32837 Job Number: N362323 Ply: 1 SEQN: 50220 / T29 / SPEC Cust: R 8975 JRef: 1 WXd89750092 ,7A5 ,4EHBG ,01 C ,RG01 / 4EHB / 2601 HAYDEN EXPRESS / ELEV.G Qty: 1 FROM: RAA DrwNo: 211.20.1438.1 B096 Truss Label: E1 I KM / BAF 07/29/9020 Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-10 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP. C Des Ld: 37.00 Mean Height: 15.00 it NCBCLL: 10.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 Spacing: 24.0 " C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Lumber Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP #2 N Bot chord 2x4 SP #2 N Webs 2x4 SP #3 Lumber value set "13B" uses design values approved 1/30/2013 by ALSC Plating Notes All plates are 2X4 except as noted. Wind Wind loads based on MWFRS with additional C&C member design. Laterall brace BC above filler @ 24" O.C. (or as designed) including a brace on BC directly above both ends of filler (if no rigid diaphragm exists at that point). 4' 67'14 4' 27'14 4X4 19 C 67'14 4'1"12 1'10"2 4'1"12 5'11"14 667'14'114 Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# Pf: NA Ce: NA VERT(LL): 0.011 G 999 360 Lu: NA Cs: NA VERT(TL): 0.028 G 999 240 Snow Duration: NA HORZ(LL): 0.008 E - - HORZ(TL): 0.015 E Code / Misc Criteria Creep Factor: 2.0 Bldg Code: FBC 6th.ed 201 Max TC CSI: 0.337 TPI Std: 2014 Max BC CSI: 0.162 Rep Factors Used: Yes Max Web CSI: 0.675 FT/RT:20(0)/10(0) Plate Type(s): VIEW Ver: 17.02.02A.1213.21 WAVE ♦ Maximum Reactions (Ibs) Loc R / U / Rw / Rh / RL / W B 310 /148 /207 /- /58 /8.0 D 246 /110 /121 /- /- /3.3 Wind reactions based on MWFRS B Min Brg Width Req = 1.5 D Min Brg Width Req = 1.5 Bearings B & D are a rigid surface. Bearing B requires a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - C 409 - 260 C - D 59B - 335 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. G - E 250 - 410 E - D 288 - 472 III If I If fjppf, s No.86367 ® 6 STATE OF 4q 'If feet i"`®NA1. �t4GltldtldlkW1 FL REG# 278, Yoonhwak Kim, FL PE #86367 07/29/2020 —WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handling shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a propperly attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, 67 or 610 as applicable. Apply plates to each face ortruss and position as shown above and on the Joint Details, unless noted otherwise. Refer to' drawings 160A-Z for standard plate positions. Alpine. a division of ITW Buildinc Components Group Inc. shall not be responsible for anv deviation from this drawing any failure to build the any on this drawing or cover page r�designshown. The suiQability ALPINE MITWCOWAW 2400 Lake Orange Dr. Suite 150 Orlando FL, 32837 Job Number: N362323 Ply: 1 SEQN: 50221 / T17 / SPEC Cust: R8975 JRef: 1WXd89750092 ,7A5 ,4EHBG ,01 C ,RG01 / 4EHB / 2601 HAYDEN EXPRESS / ELEV.G Qty: 1 FROM: RAA DrwNo: 211.20.1438.18003 Truss Label: E2 KM / BAF 07/29/2020 • Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-10 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Des Ld: 37.00 D Des d:: .00 Mean Height: 15.00 ft TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 Spacing: 24.0 " C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Lumber Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP #2 N Bot chord 2x4 SP #2 N Webs 2x4 SP #3 Lumber value set "l3B" uses design values approved 1/30/2013 by ALSC Plating Notes All plates are 2X4 except as noted. Wind Wind loads based on MWFRS with additional C&C member design. Laterall brace BC above filler @ 24" O.C. (or as designed) including a brace on BC directly above both ends of filler (if no rigid diaphragm exists at that point). 3'8" 4'4" 67'14 3,8„ 1 8„ 1 2'3„14 '1 =4X4=4X4 12 C D 67'14 4'4" 17'14 4'4" 5'11"14 8 6 14 Snow Criteria (Pg,Pf in PSF) I Defl/CSI Criteria Pg: NA Ct: NA CAT: NA PP Deflection in loc L/defl L/# Pf: NA Ce: NA VERT(LL): 0.011 J 999 360 Lu: NA Cs: NA VERT(TL): 0.030 J 999 240 Snow Duration: NA HORZ(LL): 0.008 F - - HORZ(TL): 0.014 F Code / Misc Criteria Creep Factor: 2.0 Bldg Code: FBC 6th.ed 201 Max TC CSI: 0.295 TPI Std: 2014 Max BC CSI: 0.162 Rep Factors Used: Yes Max Web CSI: 0.550 FT/RT:20(0)/10(0) Plate Type(s): VIEW Ver: 17.02.02A.1213.21 WAVE T N c-) � 9,4„ ♦ Maximum Reactions (Ibs) Loc R /U /Rw /Rh /RL /W B 310 /148 /208 /- /61 /8.0 E 246 /110 /122 1- /- /3.3 Wind reactions based on MWFRS B Min Brg Width Req = 1.5 E Min Brg Width Req = 1.5 Bearings B & E are a rigid surface. Bearing B requires a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp B - C 424 - 264 D - E 616 - 342 C - D 469 - 202 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. H - F 257 - 427 F - E 293 - 485 A WAS r `o,* etc No. 86367 r i Q a • STATE OF t0R® rdjjil a�aa►tt�e FL REG# 278, Yoonhwak Kim, FL PE #86367 07/29/2020 "WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) for sa shipping, practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a properly attachetl rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracln installed per BCSI sections B3, B7 or 610, as applicable. Apply plates to each face. oftrussand position as shown above and on the Joint9Details, unless noted otherwise. kefer to drawings 160A-Z for standard plate positions. Alpine, a division of ITW Buildin,$ctComponents Group Inc. shall not be responsible for any deviation from this drawing,an failure to build the truss in conformance with ANSI PI 1, or for handlin shipping, installatidn and bracing of,trussesA seal on this drawing or cover pa e, listing this drawing, indicates acceptance of pro) essionar engineering responsibility solely for the design shown. The suit9ability, and use of this drawing for any structure is fhe responsibility of the Building Designer per ANSI/TPI 1 Sec.2. ALPINE: www.alpineltw.com; TPI: www.tpinst.org; SBCA: www.sbcindustry.com; ICC: www.iccsaf ALPINE mrrw:o.mp N 2400 Lake Orange Dr. Suite 150 Orlando Ft., 32837 Job Number: N362323 Ply: 1 SEQN: 50240 / T1 / HIPS I Cust: R8975 JRef: 1WXd89750092 ,7A5 ,4EHBG ,01 C ,RG01 / 4EHB / 2601 HAYDEN EXPRESS / ELEV.G Qly: 1 FROM: RAA DrwNo: 211.20.1438.18174 Truss Label: E3G I KM / BAF 07/29/2020 RE rn CV 12 5 = 4X4 C 6'4" 8' 4'8" 1'8" -4X4 B E E aF1 F 88 H G I 1112X4 1112X4 4X4(B1)=4X4(B1) Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-10 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Des Ld: 37.00 Mean Height: 15.00 ft NCBCLL: 0.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 Spacing: 24.6 " C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Lumber Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP #2 N Bot chord 2x4 SP #2 N Webs 2x4 SP #3 Lumber value set "13B" uses design values approved 1/30/2013 by ALSC Special Loads -(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC: From 55 plf at -1.00 to 55 plf at 1.67 TC: From 37 plf at 1.67 to 37 pif at 6.33 TC: From 55 plf at 6.33 to 55 plf at 9.00 BC: From 20 plf at 0.00 to 20 plf at 1.67 BC: From 17 plf at 1.67 to 17 plf at 6.33 BC: From 20 plf at 6.33 to 20 plf at 8.00 BC: 19 lb Conc. Load at 1.67, 6.33 Wind Wind loads and reactions based on MWFRS. 8' i 8' Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: N/ Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Code / Misc Criteria Bldg Code: FBC 6th.ed TPI Std: 2014 Rep Factors Used: No FT/RT:20(0)/10(0) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): 0.009 H 999 360 VERT(TL): 0.023 H 999 240 HORZ(LL): 0.004 G - - HORZ(TL): 0.007 G Creep Factor: 2.0 Max TC CSI: 0.207 Max BC CSI: 0.227 Max Web CSI: 0.017 VIEW Ver: 17.02.02A.1213.21 ♦ Maximum Reactions (Ibs) Loc R /U /Rw /Rh /RL /W B 324 /169 /- /- /- /8.0 1 324 /169 !- /- /- /8.0 Wind reactions based on MWFRS B Min Big Width Req = 1.5 1 Min Brg Width Req = 1.5 Bearings B & E are a rigid surface. Bearings B & E require a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - C 172 -400 D - E 172 -400 q,��i114f►1►1p1��r` aNN W Ak yy • �I21011 CE INS s No. 86367 • as a Pi� STATE OF 4-1 a NAL � ,, +i44i,r�oted FL REG# 278, Yoonhwak Kim, FL PE #86367 07/29/2020 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS quire extreme.care in fabricating, handling,shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building 1 Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary r BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a properly �id ceiling. Locations shown forpermanent lateral restraint of webs shall have bracinQ installed per BCSI sections B3, B7 or 810, le. AppTy plates to each face oftrussand position as shown above and on the Join Details, unless noted otherwise. Defer to 60A-Z for standard plate positions. AI ine, a division of ITW BuildingComponents Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the truss in conformance with ANSI/TPI 1, or for handli4 shipping, installation and bracing of,trussesA seal on this drawing or cover pa e, • listing this drawing indicates acceptance of ro�'esslonaq engineering responsibility solely for the design shown. The suit9ability 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 this job's general notes page and these web sites: ALPINE: www.al ineitw.com; TPI: www.l inst.org; SBCA: www.sbcindust .com; ICC: wwar.iccsaf ALPINE M nw COMPANY 2400 Lake Orange Dr. Suite 150 Orlando FL, 32837 SEQN: 499951 MONO Ply: 2 Job Number: N362323 Cust: R 8975 JRef:1 WXd89750092 T7 / FROM: RAA Qty: 1 7A5 ,4EHBG ,01 C ,RG01 / 4EHB / 2601 HAYDEN EXPRESS / ELEV.G DrwNo: 211.20.1438.21840 Truss Label: MG1 KID / YK 07/2912020 2 Complete Trusses Required T 1 3'2"8 3'2"8 T 3'9"8 1112XC 12 5 � 48XB �n io 3X6A) (A1 Ll 18'8"12 E D 1114XB 1116X8 Loading Criteria (pst) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-10 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: 20.70 ft NCBCLL: 0.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h Spacing: 12.0 " C&C Dist a: 3.00 ft Loc. from endwall: NA GCpi: 0.18 Wind Duration: 1.60 Lumber Value Set: 13B (Effective 6/1/2013) Top chord: 2x4 SP #2 N; Bot chord: 2x6 SP SS; Webs: 2x4 SP #3; Lumber value set "l3B" uses design values approved 1/30/2013 by ALSC Nailnote Nail Schedule:0.128"x3" nails Top Chord: 1 Row @12.00" o.c. Bot Chord: 1 Row @ 4.25" o.c. Webs : 1 Row @ 4" o.c. Use equal spacing between rows and stagger nails in each row to avoid splitting. Special Loads ------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC: From 28 plf at 0.00 to 28 plf at 7.00 BC: From 10 plf at 0.00 to 10 plf at 7.00 BC: 162 lb Conc. Load at 1.09 BC: 1593 lb Conc. Load at 3.09 BC: 779 lb Conc. Load at 5.09 3'0"12 3'11 "4 3'0"12 7' Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# Pf: NA Ce: NA VERT(LL): 0.018 E 999 360 Lu: NA Cs: NA VERT(CL): 0.033 E 999 240 Snow Duration: NA HORZ(LL):-0.005 C - - HORZ(IL): 0.008 C Code / Misc Criteria Creep Factor: 2.0 Bldg Code: FBC 6th.ed 201 Max TC CSI: 0.231 TPI Std: 2014 Max BC CSI: 0.318 Rep Fac: No Max Web CSI: 0.416 FT/RT:20(0)/10(0) Plate Type(s): VIEW Ver: 18.02.01A.0205.19 WAVE IIII IfIIfffpp 00 No.86367 a of Q® STATE OF cv� ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL A 1400 /- /- /84 1884 /62 D 1397 /- /- /82 /882 !- Wind reactions based on MWFRS A Brg Width = 8.0 Min Req = 1.5 D Brg Width = - Min Req = - Bearing A is a rigid surface. - Bearing A requires a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. A - B 862 -1363 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A - E 1244 - 785 E - D 1185 - 750 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. E - B 945 - 576 B - D 797 -1260 Wind r�®sue �:`f �4 ®i Q a1 Q®d �`4' Wind loads based on MWFRS with additional C&Cmember i V �d��us�PyA�+A j (C+� Right end vertical not exposed to wind pressure. Y FL REG# 278, Yoonhwak Kim, FL PE #86367 07/29/2020 **WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI an SBCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a propperly attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or 910, as applicable. Apply plates to each face, of truss and position as shown above and on the Joinf Details, unless noted otherwise. kefer to ALPINE drawings 160A-Z for standard plate positions. Alpine, a division of ITW Buildin Components Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the ,J,awcolmpmy truss in conformance with ANSI/ PI 1, or for handling, shipping, installation and bracing of,trussesA seal on this drawing or cover page, , 13723 Riverport Drive listing this drawingg indicates acceptance of pro essiona engineerin responsibility solely for the design shown. The sui ability and use of this drawing for any structure is the responsibility of the �uilding Designer per ANSIITPI 1 Sec.2. Suite 200 For more information see this job's general notes page and these web sites: ALPINE: www.al ineitw.com; TPI: www.t inst.org; SBCA: www.sbcindustryxom; ICC: w Jccsafe.org Maryland Heights, MO 6304 Job Number: N362323 Ply: 1 SEQN: 50222 / T18 / SPEC Cust: R8975 JRef: 1WXd89750092 ,7A5 ,4EHBG ,01 C ,RG01 / 4EH6 / 2601 HAYDEN EXPRESS / ELEV.G Qly: 25 FROM: RAA DrwNo: 211.20.1438.16489 Truss Label: EJ7 AK ! YK 07/2912020 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 " Lumber iI 21-10"3 12 5 (h (h co B A 18'8"12 D Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Mean Height: 20.50 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 Value Set: 138 (Effective 6/1/2013) Top chord 2x4 SIP #2 N Bot chord 2x4 SP #2 N Lumber value set "1313" uses design values approved 1/30/2013 by ALSC Wind Wind loads based on MWFRS with additional C&C member design. Additional Notes Provide (2) 0.131"x3.0", min. toe -nails at top chord. Provide (2) 0.131 "x3.0", min. toe -nails at bottom chord. 7 7' Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: N/ Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Code / Misc Criteria Bldg Code: FBC 6th.ed TPI Std: 2014 Rep Factors Used: Yes FT/RT:20(0)/10(0) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): NA VERT(TL): NA HORZ(LL): -0.016 D HORZ(TL): 0.023 D Creep Factor: 2.0 Max TC CSI: 0.778 Max BC CSI: 0.549 Max Web CSI: 0.000 VIEW Ver: 17.02.02A.1213.21 A Maximum Reactions (Ibs) Loc R /U /Rw /Rh /RL /W B 327 / 172 / 232 / - / 179 18.0 D 130 /21 /101 /- /- /1.5 C 175 / 169 / 60 / - / - / 1.5 Wind reactions based on MWFRS B Min Brg Width Req = 1.5 D Min Brg Width Req = - C Min Brg Width Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Members not listed have forces less than 375# ,�,�®�tva9��rrt,�e �j IN,oN f f oil � CEN s ♦ N0, 66367 STATE 4F ®� o f��llllAL iU�1140�� FL REG# 278, Yoonhwak Kim, FL PE #86367 07/29/2020 "WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! "'IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS quire extreme care in fabricating, handling,shipping, installing and bracing.Refer to and follow the latest edition of BCSI (Building t Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary r BCSI. Unless noted othenvise,top chord shall have properly attached structural sheathing and bottom chord shall have a properly aid ceiling Locations shown for permanent lateral restraint of webs shall have bracinginstalled per BCSI sections B3, B7 or 610, ile. Apply plates to each face. of truss and position as shown above and on the JointDetails, unless noted otherwise. �tefer to 60A-Z for standard plate positions. of fim 1,oriorr acceptance any structure his drawing,any failure to build the on this drawing or cover pacle Le design shown. The suifabdrty ALPINE AN FTW G0uaAW 2400 Lake Orange Dr. Suite 150 Orlando FL, 32837 Job Number: N362323 Ply: 1 SEQN: 50223 / T25 / EJAC Cust: R8975 JRef: 1WXd89750092 ,7A5 ,4EHBG ,01 C ,RG01 / 4EHB / 2601 HAYDEN EXPRESS / ELEV.G Qty: 2 FROM: RAA DrwNo: 211.20.1438.18268 Truss Label: EJ2 KM / YK 07/29/2020 Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " 12 5 C T 6"3 Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C 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 It Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Lumber Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP #2 N Bot chord 2x4 SP #2 N Lumber value set 1313" uses design values approved 1/30/2013 by ALSC Wind Wind loads based on MWFRS with additional C&C member design. 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. 4X4(B 1) 11811 11 8 11 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: Ni Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Code / Misc Criteria Bldg Code: FBC 6th.ed TPI Std: 2014 Rep Factors Used: Yes FT/RT:20(0)/10(0) Plate Type(s): WAVE rn N Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): NA VERT(TL): NA HORZ(LL): 0.000 D HORZ(TL): D.000 D Creep Factor: 2.0 Max TC CSI: 0.221 Max BC CSI: 0.027 Max Web CSI: 0.000 VIEW Ver: 17.02.02A.1213.21 9'7"1 ♦ Maximum Reactions (lbs) Loc R /U /Rw /Rh /RL /W B 144 / 66 / 125 / - / 47 / 8.0 D 29 /4 /25 /- /- /1.5 C 25 /22 /9 /- /- /1.5 Wind reactions based on MWFRS B Min Brg Width Req = 1.5 D Min Brg Width Req = - C Min Brg Width Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Members not listed have forces less than 375# `�`�I111tI111rI�rr 4 Nv, 86367 0 •�� STATE QF o c� `V 1 FL REG# 278, Yoonhwak Kim, FL PE #86367 07/29/2020 "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 dtherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a propperly attached rigid ceilin Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10 as applicable. Applgy plates to each face oftruss and position as shown above and on the Join Details, unless noted otherwise. Refer to' drawings 16OA-Z for standard plate positions. TComponents Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the PI 1, or for handling, shipping, installation and bracing oftrussesA seal on this drawing or cover pa e acceptance of pro essiona engineering responsibility solely for the design shown. The suifability any structure is he responsibility of the uilding Designer per ANSUTPI 1 Sec.2. ral notes page and these web.sites: ALPINE: www.alpineitw.com; TPI: www.tpinst.org; SBCA: www.sbcindustry.com; ICC: www.iccsaf ALPINE AN nW COMPANY 2400 Lake Orange Dr. Suite 150 Orlando FL, 32837 Job Number: N362323 Ply: 1 SEQN: 50225 / T31 / JACK Cust: R8975 JRef: 1WXd89750092 ,7A5 ,4EHBG ,01 C ,RG01 / 4EHB / 2601 HAYDEN EXPRESS / ELEV.G Qty: 1 FROM: RAA DrwNo: 211.20.1438.18018 Truss Label: CJ5A KM / BAF 07/29/2020 Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " 19 D C 2X4 4'3"12 13N$ 4'0"4 I 13 U 4'3„12 i Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Mean Height: 20.41 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 Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP #2 N Bot chord 2x4 SP #2 N Webs 2x4 SP #3 Lumber value set "136" uses design values approved 1/30/2013 byALSC Wind Wind loads based on MWFRS with additional C&C member design. Additional Notes Provide hanger or special connection at bottom chord. Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: N/ Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Code / Misc Criteria Bldg Code: FBC 6th.ed 201 TPI Std: 2014 Rep Factors Used: Yes FT/RT:20(0)/10(0) Plate Type(s): WAVE 20'11"14 v m N 4 18'8"12 Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): -0.000 A 999 360 VERT(TL): 0.000 A 999 240 HORZ(LL): -0.000 A - - HORZ(TL): 0.000 A Creep Factor: 2.0 Max TC CSI: 0.482 Max BC CSI: 0.239 Max Web CSI: 0.067 VIEW Ver: 17.02.02A.1213.21 ♦ Maximum Reactions (lbs) Loc R /U /Rw /Rh /RL /W D 156 /115 /95 /- /- /- B 119 /77 /36 /- /95 /1.5 C 86 /2 /66 /- /- /1.5 Wind reactions based on MWFRS D Min Brg Width Req = - B Min Brg Width Req = - C Min Brg Width Req = - Members not listed have forces less than 375# ti111111IIIpffft? aNH WAk 4*� .9 �NCENS�•a d.0, N0.66367 d A p�w P ®� STATE OF a 4,,; ,,ASS ¢ 4 FL REG# 278, Yoonhwak Kim, FL PE #86367 07/29/2020 "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! "`IMPORTANT"` FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS quire extreme care in fabricating, handling,shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building t Safety Information, by TPI and SBCA) fsafety practices prior to performing these functions. Installers shall provide temporary BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a pro erly ,iid ceiling Locations shown for ermanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or 910, r e._ AppTy plates to each face ofPtruss and position as shown above and on the Join Details, unless noted otherwise. kefer to of I m 1; or for nanoun snlppin Inst acceptance of ro essiona engi any structure is the responsibility :ral notes page and these web sites: ALPINE: from this drawing,any failure to build the k seal on this drawing or cover pa e , /orthed9echown. The suitabil ity ASs ALPINE MdMCOMPANY 2400 Lake Orange Dr. Suite 150 Orlando FL, 32837 Job Number: N362323 Ply: 1 SEQN: 50224 / T26 / JACK Cust: R8975 JRef: 1 WXd89750092 ,7A5 ,4EHBG ,01 C ,RG01 / 4EHB 12601 HAYDEN EXPRESS / ELEV.G Qty: 9 FROM: RAA DrwNo: 211.20.1438.17004 Truss Label: CJ5 KD / YK 07/29/2020 Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " L 12 20'11"14 5 00 zo o, N <V B A 18'8"12 D 1, } 4'11"4 4' 11 "4 Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Mean Height: 20.07 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 Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP #2 N Bot chord 2x4 SP #2 N Lumber value set "136" uses design values approved 1/30/2013 by ALSC Wind Wind loads based on MWFRS with additional C&C member design. Additional Notes Provide (2) 0.131 "x3.0", min. toe -nails at top chord. Provide (2) 0.131"x3.0", min. toe -nails at bottom chord. Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: N/ Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Code / Misc Criteria Bldg Code: FBC 6th.ed 201 TPI Std: 2014 Rep Factors Used: Yes FT/RT:20(0)/10(0) Plate Type(s): WAVE Deft/CSI Criteria a Maximum Reactions (lbs) PP Deflection in loc L/defl L/# I Loc R / U / Rw / Rh / RL / W VERT(LL): NA VERT(TL): NA HORZ(LL): -0.005 D HORZ(TL): 0.007 D Creep Factor: 2.0 Max TC CSI: 0.462 Max BC CSI: 0.271 Max Web CSI: 0.000 VIEW Ver: 17.02.02A.1213.21 B 252 / 134 / 185 ! - / 130 / 8.0 C 121 1116 /40 /- /- /1.5 D 91 /13 /70 /- /- /1.5 Wind reactions based on MWFRS B Min Brg Width Req = 1.5 C Min Brg Width Req = - D Min Brg Width Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Members not listed have forces less than 375# �`tipt�ty �9 t t o^i+�tvvv ti N0.86367 b ® o ° STATE 4F ' 4� b N 4RID: b•'°' L �of eiSl yAO ( FL REG# 278, Yoonhwak Kim, FL PE #86367 07/29/2020 "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 andSBCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or B10, as applicable. Apply Oates to each face. of truss and position as shown above and on the Joint Details, unless noted otherwise. kefer to ALPINE drawings 160A-Z for standard plate positions. Alpine, a division of ITW Building Components Group Inc., shall not be responsible for any deviation from this drawing,anv failure to build the M nWCO,PAW truss in conformance with ANSI/TPI 1, or for handling, shipping, installation and bracing of,trussesA seal on this drawing or cover page . , 240o Lake Orange Dr. listing this drawing, indicates acceptance of pro essiona 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 150 For more information see this job's general notes page and these web sites: ALPINE: www.alpineitw.com; TPI: www.t inst.org: SBCA: www.sbcindust!y.com; ICC: www.iccsafe.org Orlando FL, 32837 Job Number: N362323 Ply: 1 SEQN: 50226 / T27 / JACK Cust: R8975 JRef: 1WXd89750092 ,7A5 ,4EHBG ,01C ,RG01 /4EHB / 2601 HAYDEN EXPRESS / ELEV.G Qty: 9 FROM: RAA DrwNo: 211.20.1438.16366 Truss Label: CJ3 KM / WHK 07/29/2020 s3 12 C 1, a� 2'11"4 2' 11 "4 Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-10 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II Des Ld: 37.00 EXP: C Mean Height: 19.65 ft NCBCLL: 10.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 Spacing: 24.0 " C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Lumber Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP #2 N Bot chord 2x4 SP #2 N Lumber value set "13B" uses design values approved 1/30/2013 by ALSC Wind Wind loads based on MWFRS with additional C&C member design. Additional Notes Provide (2) 0.131 "x3.0", min. toe -nails at top chord. Provide (2) 0.131 "x3.0", min. toe -nails at bottom chord. Snow Criteria (P9,Pf in PSF) Pg: NA Ct: NA CAT: N/ Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Code / Misc Criteria Bldg Code: FBC 6th.ed 201 TPI Std: 2014 Rep Factors Used: Yes FT/RT:20(0)/l 0(0) Plate Type(s): WAVE T Defl/CSI Criteria PP Deflection in loc Udell L/# VERT(LL): NA VERT(TL): NA HORZ(LL): -0.001 D HORZ(TL): 0.001 D Creep Factor: 2.0 Max TC CSI: 0.252 Max BC CSI: 0.090 Max Web CSI: 0.000 VIEW Ver: 17.02.02A.1213.21 20' 1 "14 20 18'8"12 ♦ Maximum Reactions (Ibs) Loc R /U /Rw /Rh /RL /W B 182 /100 /143 /- /85 /8.0 C 66 /64 /18 /- !- /1.5 D 53 /5 /42 /- /- /1.5 Wind reactions based on MWFRS B Min Brg Width Req = 1.5 C Min Brg Width Req = - D Min Brg Width Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Members not listed have forces less than 375# �vatttIli IIIIF1f? d N0.86367 a STATE 4F 44v ofoib >oW'414440N Ae ` + FL REG# 278, Yoonhwak Kim, FL PE #86367 07/29/2020 **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 dtherwise,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 10, as applicable. Apply plates to each face of truss and position as shown above and on the Joint9Details, unless noted otherwise. Refer to drawings 160A-Z for standard plate positions. i m i, or Tor nanann acceptance of prc any structure is the his drawing,any failure to build the on this drawing or cover oaae AL NE M rrW COMvarry 2400 Lake Orange Dr. Suite 150 Orlando FL, 32837 more Information see SBCA: www.sbcindustry.com; ICC: Job Number: N362323 Ply: 1 SEQN: 50227 / T13 / JACK Cust: R8975 JRef: 1 WXd89750092 ,7A5 ,4EHBG ,01 C ,RG01 / 4EHB / 2601 HAYDEN EXPRESS / ELEV.G Qty: 1 FROM: RAA DrwNo: 211,20.1438.16770 Truss Label: CJ3A KM / YK 07/29/2020 12 5 B 20' 1 "14 �r A °O 18'8"12 C 4X4(B1) Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-10 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II Des Ld: 37.00 EXP: C Mean Height: 19.86 ft NCBCLL: 10.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 Spacing: 24.0 " C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Lumber Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP #2 N Bot chord 2x4 SP #2 N Lumber value set "1313" uses design values approved 1/30/2013 by ALSC Wind Wind loads based on MWFRS with additional C&C member design. Additional Notes Provide (2) 0.131 "x3.0", min. toe -nails at top chord. Provide (2) 0.131"x3.0", min. toe -nails at bottom chord. 2' 11 "4 2' 11 "4 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: N/ Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Code / Misc Criteria Bldg Code: FBC 6th.ed 201 TPI Std: 2014 Rep Factors Used: Yes FT/RT:20(0)/10(0) Plate Type(s): WAVE Defl/CSI Criteria ♦ Maximum Reactions (Ibs) PP Deflection in loc L/defl L/# I Loc R / U / Rw / Rh / RL / W VERT(LL): NA VERT(TL): NA HORZ(LL): -0.002 C HORZ(TL): 0.002 C Creep Factor: 2.0 Max TC CSI: 0.285 Max BC CSI: 0.119 Max Web CSI: 0.000 VIEW Ver: 17.02.02A.1213.21 A 115 /47 /72 /- /63 /8.0 B 74 /72 /26 /- /- 11.5 C 54 /8 /43 /- /- /1.5 Wind reactions based on MWFRS A Min Big Width Req = 1.5 B Min Big Width Req = - C Min Big Width Req = - Bearing A is a rigid surface. Bearing A requires a seat plate. Members not listed have forces less than 375# �wi111111iffffef AWAA- No, 86367 ° STATE OF �� tS •®eee° a a`SNA FL REG# 278, Yoonhwak Kim, FL PE 486367 07/29/2020 **WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS 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 ANSIr PI 1, or for handl% shipping, installation and bracing of.trussesA seal on this drawing or cover page , listing this drawingq indicates acceptance of pro essiona engineer!n responsibility sole) for the design shown. The sui ability and use of this drawing for any structure is the responsibility of the Building Designer pefANSI/TPI 1 Sec.2. For more information see this job's general notes page and these web sites: ALPINE: www.alpineitw.com; TPI: www.tpinst_org; SBCA: www.sbcindustry.com; ICC: www.iccsaf ALPINE uanwcouvnrry 2400 Lake Orange Dr. Suite 150 Orlando FL, 32837 o Job Number: N362323 Ply: 1 SEQN: 50228 / T28 /JACK Cust: R8975 JRef: 1WXd89750092 ,7A5 ,4EHBG ,01 C ,RG01 / 4EHB / 2601 HAYDEN EXPRESS / ELEV.G Qty: 10 FROM: RAA DrwNo: 211.20.1436.17785 Truss Label: CJ1 KM / WHK 07/29/2020 Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Lumber T 6"3 .Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Mean Height: 19.23 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 Value Set: 13B (Effective 6/112013) Top chord 2x4 SP #2 N Bot chord 2x4 SP #2 N Lumber value set "13B" uses design values approved 1/30/2013 by ALSC Wind Wind loads based on MWFRS with additional C&C member design. Additional Notes Provide (2) 0.131"x3.0", min. toe -nails at top chord. Provide (2) 0.131"x3.0", min. toe -nails at bottom chord. C �-11"4--� I 11"4 1 t 11 n4 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: N/ Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Code / Misc Criteria Bldg Code: FBC 6th.ed 201 TPI Std: 2014 Rep Factors Used: Yes FT/RT:20(0)/10(0) Plate Type(s): WAVE t T w o r. Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): NA VERT(TL): NA HORZ(LL): 0.000 C HORZ(TL): 0.000 C Creep Factor: 2.0 Max TC CSI: 0.195 Max BC CSI: 0.023 Max Web CSI: 0.000 VIEW Ver: 17.02.02A.1213.21 19'3"14 18'8"12 0 Maximum Reactions..(Ibs) Loc R /U /Rw /Rh /RL /W B 135 /93 /126 /- /41 /8.0 C -11 /28 /25 /- /- /1.5 D 14 /7 /17 /- /- /1.5 Wind reactions based on MWFRS B Min Brg Width Req = 1.5 C Min Brg Width Req = - D Min Brg Width Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Members not listed have forces less than 375# 's pee• e I q S e No.86367 a s e w o e ®� STATE OF W {ae4SlaN(A e�`b FL REG# 278, Yoonhwak Kim, FL PE #86367 07/29/2020 '"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 forpermanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or B10, as appllcab�e. Apply Oates to each face oftrussand position as shown above and on the Joinf-Details, unless noted otherwise. kefer to drawings 160A-Z for standard plate positions. AlDine. a division of ITW Buildino Comoonents GrouD Inc. shall not be responsible for anv deviation from this drawing,any failure to build the Fftenrhnor heua9bor the design cover ANSI/TPI 1 Sec.2. ALPINE AN rrW COMPANY 2400 Lake Orange Dr. Suite 150 Orlando FL, 32837 ss In contormance with ANsln HI 1, or for handling, snipping, msti, Ling this drawing indicates acceptance of professional engi d use of this c7�awing for any structure is the responsibility more information see this job's general notes page and these web sites: ALPINE: Job Number: N362323 Ply: 1 SEQN: 50229 / T33 / JACK Cust: R8975 JRef: 1WXd89750092 ,7A5 ,4EHBG ,01 C ,RG01 / 4EHB / 2601 HAYDEN EXPRESS / ELEV.G Qty: 4 FROM: RAA DrwNo: - 211.20.1438.17520 Truss Label: CAE KM / WHK 07/29/2020 Loading Criteria (psi) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " 12 5 C T 6"3 Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C 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 Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP #2 N Bot chord 2x4 SP #2 N Lumber value set "13B" uses design values approved 1/30/2013 by ALSC Wind Wind loads based on MWFRS with additional C&C member design. Additional Notes Provide (2) 0.131 "x3.0", min. toe -nails at top chord. Provide (2) 0.131"x3.0", min. toe -nails at bottom chord. 1, 11"4 11 "4 Snow Criteria (Pg,Pfin PSF) Pg: NA Ct: NA CAT: NF Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Code / Misc Criteria Bldg Code: FBC 6th.ed 201 TPI Std: 2014 Rep Factors Used: Yes FT/RT:20(0)/10(0) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): NA VERT(TL): NA HORZ(LL): -0.000 C HORZ(TL): 0.000 C Creep Factor: 2.0 Max TC CSI: 0.185 Max BC CSI: 0.022 Max Web CS 1: 0.000 VIEW Ver: 17.02.02A.1213.21 9'3"2 ♦ Maximum Reactions (Ibs) Loc R /U /Rw /Rh /RL /W B 135 /80 /127 /- /34 /8.0 C -11 /27 /23 /- /- /1.5 D 14 /6 /16 /- /- /1.5 Wind reactions based on MWFRS B Min Brg Width Req = 1.5 C Min Brg Width Req = - D Min Brg Width Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Members not listed have forces less than 375# ov ,�aAt�r III A h`�►o�, f goes rEN No.86367 a +_;0_ STATE 4F d 4Z, ti 011.;,�0NA 1.�, �a+iiiiii jilt FL REG# 278, Yoonhwak Kim, FL PE #86367 07/29/2020 **WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS the latest edition of BCSI (Building Installers shall provide temporary bottom chord shall have a propperly per BCSI sections B3, B7 or B10, finless noted otherwise. keferto Alpine, a division of ITW Building Components Group Inc. shall not be respponsible for any deviation from this drawing,anyV failure to build the truss in conformance with ANSVTPI 1, or for handling, shipping, installatidn and bracing of,trussesA seal on this drawing or cover page , . listing this drawing indicates acceptance of ppro esslona engineering responsibility solely for the design shown. The suitability and use of this pawing for any structure is fhe responsibility of the Building Designer per ANSI/TPI 1 Sec.2. For more information see this job's general notes page and these web sites: ALPINE: www.alpineitw.com; TPI: www.tpinst.org; SBCA: www.sbcindustry.com; ICC: www.iccsaf ALPINE AN nW COMPANY 2400 Lake Orange Dr. Suite 150 Orlando FL, 32837 Job Number: N362323 Ply: 1 SEQN: 50231 / T37 / EJAC Cust: R8975 JRef: 1WXd89750092 ,7A5 ,4EHBG ,01 C ,RG01/ 4EHB / 2601 HAYDEN EXPRESS / ELEV.G Qty: 3 FROM: RAA DnwNo: 211.20.1438.18658 Truss Label: EJ3L KM / BAF 07/29/2020 V 12 4 E::—,- 2X4(A1) Loading Criteria (psi) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-10 TCDL: 7.00 Speed: 160 mph BOLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Des Ld: 37.00 Mean Height: 15.00 ft NCBCLL: 10.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 Spacing: 24.0 " C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Lumber Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP #2 N Bot chord 2x4 SP #2 N Lumber value set "1313" uses design values approved 1/30/2013 by ALSC Wind Wind loads based on MWFRS with additional C&C member design. 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. a 51 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: N/ Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Code / Misc Criteria Bldg Code: FBC 6th.ed 201 TPI Std: 2014 Rep Factors Used: Yes FT/RT:20(0)/10(0) Plate Type(s): WAVE C T Ln M Deft/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): NA VERT(TL): NA HORZ(LL): 0.001 D HORZ(TL): 0.002 D Creep Factor: 2.0 Max TC CSI: 0.185 Max BC CSI: 0.110 Max Web CSI: 0.000 VIEW Ver: 17.02.02A.1213.21 ,%10 � jr111ItIlIli►I/tIr� TWA . ;f I�-'�j�►rr a 4 N0. 86367 m y C w ® 7[ r STATE OF 9'8" 7 ti ♦ Maximum Reactions (Ibs) Loc R / U / Rw / Rh / RL / W B 185 /87 /151 /- /57 /8.0 D 50 /7 /38 /- /- /1.5 C 63 /43 /25 /- /- /1.5 Wind reactions based on MWFRS B Min Brg Width Req = 1.5 D Min Brg Width Req = C Min Brg Width Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Members not listed have forces less than 375# F; OR IV 000 FL REG# 278, Yoonhwak Kim, FL PE #86367 07/29/2020 "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS quire extreme care in fabricating, handling,shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building t Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary r BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a properly aid ceiling Locations shown for ermanent lateral restraint of webs shall have bracing installed per BCSI sections 63, B7 or B10, ile. AppTy plates to each face ofptruss and position as shown above and on the Joint Details, unless noted otherwise. Refer to 60A-Z for standard plate positions. line, a division of ITW BuildinccL�Components Group Inc. shall not be responsible for any deviation from this drawing,anvy failure to build the >s in conformance with ANSI/TPI 1, or for handling, shipping, installation and bracing of,trussesA seal on this drawing or cover page, ing this drawing indicates acceptance of pro esslona engineering responsibility solely for the design shown. The suitability J use of this drawing for any structure is the responsibility of the responsibility Designer per ANSI/TPI 1 Sec.2. more information see this lob's oeneral notes oaoe and these web sites: ALPINE: www.aloineitw.com: TPI: W W W.tDinst.ora: SOCA: www.sbcindustrv.com: ICC: www.iccsaf ALPINE Md nW COMPANY 2400 Lake Orange Dr. Suite 150 Orlando FL, 32837 Job Number: N362323 Ply: 1 SEQN: 50232 / T36 / JACK Cust: R8975 JRef: 1 WXd89750092 ,7A5 ,4EHBG ,01 C ,RG01 / 4EHB / 2601 HAYDEN EXPRESS / ELEV.G Qty: 4 FROM: RAA DrwNo: 211.20.1438.18829 Truss Label: CJ1L KM / BAF 07/29/2020 12 4 � C B T 9'0"3 3' 15 A = $t$tt D Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-10 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II Des Ld: 37.00 EXP: C Mean Height: 15.00 ft NCBCLL: 10.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 Spacing: 24.0 " C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Lumber Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP #2 N Bot chord 2x4 SP #2 N Lumber value set "13B" uses design values approved 1/30/2013 by ALSC Wind Wind loads based on MWFRS with additional C&C member design. Additional Notes Provide (2) 0.131"4.0", min. toe -nails at top chord. Provide (2) 0.131 "x3.0", min. toe -nails at bottom chord. 2X4(A1) 11 "4 11 "4 Snow Criteria (Pg,Pfin PSF) Pg: NA Ct: NA CAT: N/ Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Code / Misc Criteria Bldg Code: FBC 6th.ed TPI Std: 2014 Rep Factors Used: Yes FT/RT:20(0)/10(0) Plate Type(s): WAVE Defl/CSl Criteria PP Deflection in loc L/defl U# VERT(LL): NA VERT(TL): NA HORZ(LL): 0.000 D HORZ(TL): 0.000 D Creep Factor: 2.0 Max TC CSI: 0.183 Max BC CSI: 0.023 Max Web CSI: 0.000 VIEW Ver: 17.02.02A.1213.21 ,oltotlilP�p�j10 No.86367 0 o STATE OF fir+ `d0 U 000069 a J AS'®NA' � 1,� + FL REG# 278, Yoonhwak Kim, FL PE #86367 07/29/2020 **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 propperly attached r! id ceiling Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or B10, as applicable. Apply plates to each face oftrussand position as shown above and on the Join Details, unless noted otherwise. kefer to ALPINE drawings 160A-Z for standard plate positions. Alpine, a division of ITW Buildin,jcL Components Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the M MCe,WAW truss in conformance with ANSI 1, or for handling, shipping, installation and bracing of.trussesA seal on this drawing or cover pafge _ . 2400 Lake Orange Dr. listing this drawing, indicates acceptance of ro7esslonar engineering responsibility solely for the design shown. The suitability g and use of this drawing for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. Suite 150 For more information see this job's general notes page and these web sites: ALPINE: www.alpineitw.com; TPI: www.tpinst.org; MCA: www.sbcindustry.com; ICC: www.iccsafe.org Orlando FL, 32837 ♦ Maximum Reactions (Ibs) Loc R /U /Rw /Rh /RL /W B 141 /103 /135 /- /28 /8.0 D 10 /12 /20 /- /- /1.5 C -15 /27 /28 /- /- /1.5 Wind reactions based on MWFRS B Min Brg Width Req = 1.5 D Min Brg Width Req = - C Min Brg Width Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Members not listed have forces less than 375# Job Number: N362323 Ply: 1 SEQN: 50234 / T19 / SPEC Cust: R8975 JRef: 1WXd89750092 ,7A5 ,4EHBG ,01 C ,RG01 / 4EHB / 2601 HAYDEN EXPRESS / ELEV.G Qty: 5 FROM: RAA DrwNo: 211.20.1438.17613 Truss Label: HJ7 KM / WHK 07/29/2020 Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 0.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " 57'8 57'8 9'10"1 4'2"9 21'10"2 12 3.54 C7--- ; 4X4 C uO 90 ih M B ALi 18'8"12 G F E 4X4(131) 1112X4 = 5X5 � 5'5"12 {. i 1 5„ 5'5"12 Wind Criteria Snow Criteria (Pg,Pf in PSF) Wind Sid: ASCE 7-10 Pg: NA Ct: NA CAT: N/ Speed: 160 mph Pf: NA Ce: NA Enclosure: Closed Lu: NA Cs: NA Risk Category: II Snow Duration: NA EXP: C Mean Height: 20.49 ft Code / Misc Criteria BCDL: .psf 5 BCDL:.0 psf Bldg Code: FBC 6th.ed 201 MWFRS Parallel Dist: 0 to h/2 TPI Std: 2014 C&C Dist a: 3.00 ft Rep Factors Used: No Loc. from endwall: NA FT/RT:20(0)/10(0) GCpi: 0.18 Plate Type(s): Wind Duration: 1.60 WAVE Lumber Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP #2 N Bot chord 2x4 SP #2 N Webs 2x4 SP #3 Lumber value set "l38" uses design values approved 1/30/2013 by ALSC Loading Hipjack supports 6-11-8 setback jacks with no webs. Wind Wind loads and reactions based on MWFRS. Provide (3) 0.162"x3.5", min toe -nails at top chord. Provide (3) 0.162"x3.5", min toe -nails at bottom chord. 3'6"3 10 8'11"15 r9'1 Defl/CSI Criteria PP Deflection in loc Udell L/# VERT(LL): 0.044 G 999 360 VERT(TL): 0.120 G 999 240 HORZ(LL): 0.008 C - - HORZ(TL): 0.014 C Creep Factor: 2.0 Max TC CSI: 0.512 Max BC CSI: 0.699 Max Web CSI: 0.268 VIEW Ver: 17.02.02A.1213.21 IIIfIIIpFf/h a�'41�4�N�4 W�� a No. 86367 P� STATE 4F a �g 0-0 e * v ♦ Maximum Reactions (Ibs) Loc R /U /Rw /Rh /RL /W B 324 / 205 / - / - / - / 10.6 E 363 / 142 ! - / - / - / 1.5 D 211 /206 /- /- /- 11.5 Wind reactions based on MWFRS B Min Brg Width Req = 1.5 E Min Brg Width Req = - D Min Brg Width Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. B-C 439 -713 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - G 664 - 404 G - F 654 - 406 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. C - F 458 -737 .`��C.®aCOR10 .�'� FL REG# 278, Yoonhwak Kim, FL PE #86367 07/29/2020 **WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS quire extreme care in fabricating, handling,shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building t Safety Information, by TPI and SBCA) fsafety practices prior to performing these functions. Installers shall provide temporary r BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a properly aid ceiling Locations shown for ermanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, fle. AppTy plates to each face ofptruss and position as shown above and on the Join Details, unless noted otherwise. kefer to 60A-Z for standard plate positions. a division of rivi i,orrorr acceptance any structure his drawing,any failure to build the on this drawing or cover page Le design shown. The su ability ALPINE aNrrwcOIAP,wr 2400 Lake Orange Dr. Suite 150 Orlando FL, 32837 Job Number: N362323 Ply: 1 SEQN: 50235 / T16 / HIP_ Cust: R8975 JRef: 1WX189750092 ,7A5 ,4EHBG ,01 C ,RG01 / 4EHB / 2601 HAYDEN EXPRESS / ELEV.G Qty: 2 FROM: RAA DrwNo: 211.20.1438.18362 Truss Label: HJ2 KD / WHK 07/29/2020 63 Loading Criteria (pst) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 0.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " 12 3.54 F—� C 2'3"9 -� 1'S" 2'3"9 Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C 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: NA GCpi: 0.18 Wind Duration: 1.60 Lumber Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP #2 N Bot chord 2x4 SP #2 N Lumber value set "1313" uses design values approved 1/30/2013 by ALSC Loading Hipjack supports 1-7-8 setback jacks with no webs. Wind Wind loads and reactions based on MWFRS. Additional Notes Provide (2) 0.131"x3.0", min. toe -nails at top chord. Provide (2) 0.131"x3.0", min. toe -nails at bottom chord. Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: N/ Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Code / Misc Criteria Bldg Code: FBC 6th.ed 201 TPI Std: 2014 Rep Factors Used: No FT/RT:20(0)/10(0) Plate Type(s): WAVE T L0 N Defl/CSI Criteria PP Deflection in loc L/defl U# VERT(LL): NA VERT(TL): NA HORZ(LL): -0.000 D HORZ(TL): 0.001 D Creep Factor: 2.0 Max TC CSI: 0.085 Max BC CSI: 0.021 Max Web CSI: 0.000 VIEW Ver: 17.02.02A.1213.21 9'6" 13 N r� 81811 ♦ Maximum Reactions (lbs) Loc R /U /Rw /Rh /RL /W B 68 /43 /- /- /= /10.6 D 3 /- /6 /- /- /1.5 C 6 /6 /- /- /- /1.5 Wind reactions based on MWFRS B Min Brg Width Req = 1.5 D Min Brg Width Req = - C Min Brg Width Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Members not listed have forces less than 375# QNHW Ak a ;0�� ga No. 86367 ' o s P-;o a STATE OF ® zZ4 0I(NAi FL REG# 278, Yoonhwak Kim, FL PE #86367 07/29/2020 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI an r7 SBCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathingand bottom chord shall have a propperly attached rigid ceiling Locations shown forpermanent lateral restraint of webs shall have bracin insalled per BCSI sections B3, B7 or B10 as applicable. Apply plates to each face oftrussand position as shown above and on the Joint9Details, unless noted otherwise. Defer to drawings 160A-Z for standard plate positions. Alpine, a division of ITW.Building_ Components Group Inc.. shall not be. responsible for any deviation from this drawinq,anv failure to build the s drawing for any structure see this job's general notes page an these web sites: ALPINE: www.alpineitw.com; TPI: www.tpinst.crg; SBCA: hei9n. or Tsability AL NE Mnwcouvwry 2400 Lake Orange Dr. Suite 150 Orlando FL, 32837 s Job Number: N362323 Ply: 1 SEQN: 50236 / T38 / HIP_ Cust: R8975 JRef. 1WX189750092 ,7A5 ,4EHBG ,01C ,RG01 / 4EHB / 2601 HAYDEN EXPRESS / ELEV.G Qty: 2 FROM: RAA DrwNo: 211.20.1438.18768 Truss Label: HJ3L KM / BAF 07/29/2020 2.83 o C T918114 N B - ti co r- - � q 8'8n E D 412113 1 t5it a+B 412113 Loading Criteria (psi) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria TCLL: 20.00 Wind Std: ASCE 7-10 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): NA BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(TL): NA BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.001 D Des Ld: 37.00 EXP: Cght: 15.00 ft ei Mean Hei HORZ(TL): 0.004 D - - NCBCLL: 10.00 TCDL: psf Code / Misc Criteria Creep Factor: 2.0 Soffit: 0.00 BCDL: 5.0 psf Bldg Code: FBC 6th.ed 201 Max TC CSI: 0.120 Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 TPI Std: 2014 Max BC CSI: 0.156 Spacing: 24.0 " C&C Dist a: 3.00 ft Rep Factors Used: Yes Max Web CSI: 0.000 Loc. from endwall: not in 36.00 ft FT/RT:20(0)/10(0) GCpi: 0.18 Plate Type(s): VIEW Ver: 17.02.02A.1213.21 Wind Duration: 1.60 WAVE Lumber Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP #2 N Bot chord 2x4 SP #2 N Lumber value set "1313" uses design values approved 1/30/2013 by ALSC Special Loads -----(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC: From 0 plf at -1.41 to 54 plf at 0.00 TC: From 2 plf at 0.00 to 2 plf at 4.18 BC: From 2 plf at 0.00 to 2 plf at 4.18 TC: -2 lb Conc. Load at 1.37 BC: 19 lb Conc. Load at 1.37 Wind Wind loads and reactions based on MWFRS. 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. 1tjIII It I II►/►►►I I qe v v \Ci � I, r Y s a ems+ a P No. 86367 a is r • ,STATE OFdidONAL �,� 1,0 4641illlll0 FL REG# 278, Yoonhwak Kim, FL PE #86367 07/29/2020 ♦ Maximum Reactions (lbs) Loc R /U /Rw /Rh /RL /W E 142 /83 /- /- /- /10.6 D 69 /5 /- /- /- /1.5 C 36 /6 /- !- /- /1.5 Wind reactions based on MWFRS E Min Brg Width Req = 1.5 D Min Brg Width Req = - C Min Brg Width Req = - Bearing E is a rigid surface. Bearing E requires a seat plate. Members not listed have forces less than 375# "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS quire extreme care in fabricating, handling,shipping, installingand bracing. Refer to and follow the latest edition of BCSI (Building t Safety Information, by TPI an SBCA) for sa shipping, practices prior to performing these functions. Installers shall provide temporary BCSI. Unless noted o"therwise,top chord shall have properly attached structural sheathing and bottom chord shall have a propperly id ceilingp Locations shown forpermanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or 810, e. AppTy plates to each face, of truss and position as shown above and on the Joint Details, unless noted otherwise. Defer to a division of rive 1,ortor r acceptance any structure failure to build the I or cover page n. The s ildbility ALPINE ANMCOwan 2400 Lake Orange Dr. Suite 150 Orlando FL, 32837 TPI: www.tpinst.org; SBCA: Gable Stud Reinforcement Detail ASCE 7-101 140 mph Wind Speed, 15' Mean Height, Enclosed, Exposure C, Kzt = 1.00 Orr 120 mph Wind Speed, 15' Mean Height, Partially Enclosed, Exposure C, Kzt = 1.00 Orr 120 mph Wind Speed, 15' Mean Height, Enclosed, Exposure D, Kzt = 1.00 Orr 100 mph Wind Speed, 15' Mean Height, Partially Enclosed, Exposure D, Kzt = 1.00 S 2"Brace Gable Vertical Spacing Species IGrade No Braces (1) lx4 'L' Brace Ri (1) 2x4 'L' Brace x (2) 2x4 'L' Brace N (1) 2x6 'LBrace Or (2) 2x6 'L' Brace NO Group A Group B Group A Group B Group A Group B Group A Group B Group A Group B #1 / #2 4' 3' 7' 3' 7' 7' 8' 7' e' 11' 10, 3' 10, 8' 13' 6' 14' 0' 14' 0' 14' 0' U S #3 4' 1' 6' 7' 7' 1' B' 6' 810 ' ' 101 ' ' 106 ' ' 134 ' ' 13' 10' 14' 0' 14' 0' HF Stud 4' 1' 6' 7' 7' 0' 8' 6' 8' 10, 10, 1' 10' 6' 13' V 13' 10' 14' 0' 14' 0' 0 Standard 4' 1' S' 8' 6' 0' 7' 7' 8' 1' 10' 1' 10' 6' 11' 10' 12' 6' 14' 0' 14' 0' #1 4' 6' 7' 4' 7' 8' 8' 8' 9' 0' 10' 4' 10, 9' 13' 8' 14' 0' 14' 0' 14' 0' - j 11 S P #2 4' 3' 7' 3' 7' 7' 8' 7' 8' I1' 10' 3' 10, e' 13' 6' 14' 0' 14' 0' 14' 0' #3 4' 2' 6' 0' 1 6' 4' 7' 11' 8' 6' 10, 2' 10, 7' 12' 5' 13' 4' 14' 0' 14' 0' d (U D P L Stud 4' 2' 6' 0' 6' 4' 7' 11' 8' 6' 10' 2' 10' 7' 12' 5' 13' 4' 14' 0' 14' 0' Standard 4' 0' 5' 3' 5' 7' 7' 0' 7' 6' 9' 6' 10, 2' 11' 0' ill 10, 14' 0' 14' 0' U _ [- #1 / #2 4' 11' 8' 4' 8' 8' 9' 10, 10' 3' 11' 8' 12' 2' 14' 0' 14' 0' 14' 0' 14' 0' _ S P I #3 4' 8' 8' 1' 8' B. 9' S. 10, 1' 11' 7' 12, 1' 14' 0' 14' 0' 14' 0' 14' 0' U LJ P Stud 4' 8' 8' 1' 8' 6' 9' 8' 10, 1' 11' 7' 12, 1' 14' 0' 14' 0' 14' 0' 14' 0' O I� Standard 4' 8' 6' 11, 7' S' 9' 3' 9' 11' 11' 7' 12' 1' 14' 0' 14' 0' 14' 0' 14' 0' #1 5' 1' 8' 5' 8' 9' 9' 11' 10' 4' 11' 10' 12' 4' 14' V 14' 0' 14' 0' 14' 0' S P #2 4' 11' 8' 4' 8' e' 9' 10, 10' 3' 11' 8' 12' 2' 14' 0' 14' 0' 14' 0' 14' 0' #3 4' 9' 7' 4' 7' 9' 9' 9' 10' 2' 11' 8' 12' 1' 14' 0' 14' 0' 14' 0' 14' 0' Q� q D P L Stud 4' 9' 7' 4' 7' 9' 9' 9' 10, 2' 11' 8' 12, 1' 14' 0' 14' 0' 14' 0' 14' 0' Standard 4' 8' 6' 5' 6' 10' 8' 7' 9' 2' 11' 7' 12, 1' 13' 6' 14' 0' 14' 0' 14' 0' #1 / #2 5' S' 9' 2' 9' 6' 10' 10' 11' 3' 11' 8' 13' 5' 14' 0' 14' 0' 14' 0' 14' 0' S P P #3 5' 1' 9' 0' 9' 4' 10' 8' 11' 1' 12' 9' 13' 3' 14' 0' 14' 0' 14' 0' 14' 0' L3 U LJ P Stud 5' V 9' 0' 9' 4' 10' 8' 11' 1' 12' 9' 13' 3' 14' 0' 14' 0' 14' 0' 14' 0' O I� Standard 5' V 8' 0' 8' 6' 10, 8' Il' 1' 12' 9' 13' 3' 14' 0' 14' 0' 14' 0' 14' 0' X #1 5' 8' 9' 3' 9' 8' 10, II' 11' 4' 13' 0' 13' 6' 14' 0' 14' 0' 14' 0' 14' 0' d S P #2 5' 5' 9' 2' 9' 6' 10, 10, Il' 3' 12' 11' 13' 5' 14' 0' 14' 0' 14' 0' 14' 0' #3 5' 3' 8' 5' 9' 0' 10, 9' 11, 2' 12' 10' 13' 4' 14' 0' 14' 0' 14' 0' 14' 0' .-1 r D r L Stud 5' 3' e' 5' 9' 0' 10, 9' 11' 2' 12' 10' 13' 4' 14' 0' 14' 0' 14' 0' 14' 0' Standard 5' 1' 7' 5' 7' 11' 9' 11' 10' 7' 12' 9' 13' 3' 14' 0' 14' 0' 14' 0' 14' 0' Bracing Group Species and Grades, Group AI S ruce-Pine-Fir Hen -Fir #1 / #2 Standard #2 Stud #3 Stud #3 Stnndnrd Dou Las Fir -Larch Southern Pine■■■ #3 #3 Stud Stud Standard Standard Group Br Hen -Fir #1 & Btr #1 Dou ins Flr-Larch Southern Pine■■■ #1 #1 #2 #2 Ix4 Braces shall be SRB (Stress -Rated Board. **For Ix4 So. Pine use only Industrial 55 or Industrial 45 Stress -Rated Boards. Group B values maybe used with these rndes. laal3le I russ Detail Notesi Wind Load deflection criterion Is L/240. Provide uplift connections for 55 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. About j� Attach 'L' braces with 10d (0,128'x3.0' min) nulls. able Truss )IE For (1) 'L' bracer space nails at 2' o.c. In IS' end zones and 4' o.c. between zones. Diagonal brace options )IE31EFor (2) 'L' braces space malls at 3' o.c. vertical length may be _ In 18' end zones and 6' o.c. between zones. doubled when diagonal 18' 'L' bracing must be a minimum of 80% of web brace Is used. Connect L member length. diagonal brace for 450# •L• 11�111�i/�� at each end. Max web Brace /�' Gable Vertical Plate Sizes total length Is l4', 2x4 DF-L #2 or r _�_t�t1 O O �� /�i lol. Less than Vertical4' 0� th IX4 or112X3 better diagonal 0j Greater than 4' 0' 3X4 Vertical length shown bracer single 8' 4A O �v` qe In table above. or double cut ° ,y 45• (as shown) at L 1 o 7 p +Refer to common truss design for upper end. peak, splice, and heel plates, -17 an�uous°Bearing '� w Refer to the Building Designer for conditions Connect diagonal at p w not addressed by this detail. midpoint of vertical web. Refer to chart abca ldt', rla e t al leA m NNVARNINGa READ AND FOLLOV ALL NOTES 13N THIS DRAWING i T� ■�Ol PTANT- FURNISH &S DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. + 0 �-�J' � REF ASCE7-10-GAB14015 Trusses require extreme care In fabricating, handing shipping, Installing and bracing. Refer to and✓ �\ ♦i o F/ V I w ° folio. the latest edition of BCSI (SuRding Component Safety Information, by TPI and SBCA) for safetyOF JL� tiJ IA �r DATE 10/Ol/14 practices prior to performing these functions. Installers shall provide temporary trodng per BCSL ° 0 Unless mated otherwise, top chord shah have properly attached strrx:tw^al shentlilng and bottom chord 6o S ° o e .� ® DRWG A14015ENC101014 C� shall have n properly attached rigid ceRing. Locations shown for permanent lateral restraint of webs Q 1f,,k ,i'1p I� 1. 6L.0 �j� jj� shall have bracing Installed per BCSI sections th J or et is mlesshno d oty Plates to coda face l�1] �vQ\\\IJI of truss and position as shown above and on the Joint Details, unless noted otherwise. 111 d' 1111, S 1 I-t Refer to drawings I60A-Z for standard plate positions. Alpine, a dlvislm of ITV Building Components Group Inc shall not be responsible for any deviation from AN RWCOMPANY this drowtrg any fanure to build the truss In conformance with ANSI/TPI 1, or for hmdttng, shipping, Installation 6 bracing of trusses MAK TOT, LD, 60 PSF A seal on this drawing or cover page UstUp this drawing, Indicates acceptance of prafesslonat \ \ 13723\ Riverpop\ Drive englrcr#p rvspansIblllty solety for the design sham The sultabplty and use of this drawing \\Suitek200 for any structve Is the responsblNy of the Budding Designer per AtLSLTPi 1 Sec2. \\ Maryland\ Heights,\MO\63043 Forwmore Information see this Job's general notes page and these web sites VAX. SPACING ALPINE ww.alptneltwcanl TPA www.tpinstargl SBCA3 www.sbcinus dtrv.orCG g) I-jacsafe-A FUIM6i9#'L78, Yoonhwak Kim, FL PE #86367 Gable Stud Reinforcement Detail ASCE 7-101 140 mph Wind Speed, 30' Mean Height, Enclosed, Exposure C, Kzt = 1.00 Ori 120 mph Wind Speed, 30' Mean Height, Partially Enclosed, Exposure C, Kzt = 1.00 Ort 120 mph Wind Speed, 30' Mean Height, Enclosed, Exposure D, Kzt = 1.00 Ori 100 mph wind speed, 30' Mean Height, Partially Enclosed, Exposure D, Kzt = 1.00 S 2x4 Brace Gable Vertical Spacing Species Grade No Braces (1) lx4 'L' Brace x (1) 2x4 'L' Brace x (2) 2x4 'L' Brace x (S) 2x6 'L' Brace ix (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 #1 / #2 4' 1' 6' 11' 7' 2' 8' 2' 8' 6' 9' 9' 10' 2' 12' 10' 13' 4' 14' 0' 14' 0' U S P P #3 3' 10' 6' 2' 6' 7' 8' 1' 8' 5' 9' 8' 10, 0' 12' 8' 13' 2' 14' 0' 14' 0' Stud 310 ' ' 6' 2' 6' 6' 8' 1' 8' 5' 9' 8' 10, 0' 12' 8' 13' 2' 14' 0' 14' 0' o Standard 3' 10' 5' 3' 5' 7' 7' 0' 7' 6' 9' 6' 10, 0' 11' 0' 11' 10' 14' 0' 14' 0' #1 4' 2' 7' 0' 7' 3' 8' 3' 8' 7' 9' 10' 10' 3' 13, 0' 13' 6' 14' 0' 14' 0' S P #2 4' 1' 6' 11' 7' 2' 8' 2' 8' 6' 9' 9' 10, 2' 12' 10' 13' 4' 14' 0' 14' 0' #3 4' 0' 5' 7' 5' 11' 7' 5' 7' 11' 9' e' 10, 1' 11' 7' 12' 5' 14' 0' 14' 0' d P Stud 4' 0' 5' 7' 5' 11' 7' 5' 7' 11' 9' 8' 10' 1' 11' 7' 12' 5' 14' 0' 14' 0' Standard 3' 9' 4' 11' 5' 13' 6' 6' 7' 0' 8' 10, 9' 6' 10' 3' 11' 0' 13' 11' 14' 0' U _ #1 / #2 4' 8' 7' 11' 8' 3' 9' 4' 9' 9' 11' 2' 11' 7' 14' 0' 14' 0' 14' 0' 14' 0' _ S P P #3 4' 5' 7' 6' 8' 3' 9' 3' 9' 7' 11' 0' 11' 6' 14' 0' 14' 0' 14' 0' 14' 0' U H P Stud 4' 5' 7' 6' 8' 0' 9' 3' 9' 7' 11' 0' 11' 6' 14' 0' 14' 0' 14' 0' 14' 0' o �I Standard 4' 5' 6' 5' 6' 10' 8' 7' 9' 2' 11' 0' 11' 6' 13' 6' 14' 0' 14' 0' 14' 0' #1 4' 10' 8' 0' 8' 4' 9' 6' 9' 10' 11' 3' I1' 9' 14' 0' 14' 0' 14' 0' 14' 0' S P #2 4' 8' 7' 11' 8' 3' 9' 4' 9' 9' I1' 2' 11' 7' 14' 0' 14' 0' 14' 0' 14' 0' #3 4' 7' 6' 10' 7' 3' 9' 1' 9' 8' 11' 1' I1' 6.'' 14' 0' 14' 0' 14' 0' 14' 0' QJ D P L Stud 4' 7' 6' 10' 7' 3' 9' 1' 9' 8' ii' 1' 11' 6' 14' 0' 14' 0' 14' 0' 14' 0' Standard 4' 5' 6' 0' 6' 5' 8' 0' 8' 7' 10, 10, 11' 6' 12' 7' 13' 15' 14' 0' 14' 0' #1 / #2 5' 2' 8' 9' 9' 1' 10' 4' 10, 9' 11' 2' 12, 9' 14' 0' 14' 0' 14' 0' 14' 0' C Sr P f #3 4' 10' 8' 7' 8' 11' 10' 2' 10' 7'V12'' 12' 8' 14' 0' 14' 0' 14' 0' 14' 0' UU IJC Hr Stud 4' 10' 8' 7' 8' 11' 10' 2' 10' 7'' 12' 8' 14' 0' 14' 0' 14' 0' 14' 0' Standard 4' 10' 7' 5' 7' 11' 9' Il' 10' 7'' 12' 8' 14' 0' 14' 0' 14' 0' 14' 0' XSP #1 5' 4' 8' 10, 9' 2' 10' 5' 10, 10,' 12' 11' 14' 0' 14' 0' 14' 0' 14'0' #2 5' 2' a, 9'9'1'10' 4' 10, 9'' 12, 9' 14' 0' 14' 0' 14' 0' 14' 0' #3 5' 0' 7' 10' 8' 4' 10, 3' 10, 8'' 12' 8' 14' 0' 14' 0' 14' 0' 14' 0' DrL Stud 5'0' 7' 10' 8' 4' 10' 3' 10, 8'' 12, 8' 14' 0' 14' 0' 14' 0' 14' 0' Standard 4' 10' 6' 11' 7' 4' 9' 3' 9' 10' 12' 2' 1 12' 8' 14' 0' 14' 0' 14' 0' able Truss I Diagonal brace option - vertical length may be T doubled when diagonal 18' )K brace Is used. Connect diagonal brace for 525a 'L' at each end, Max web BrL ,l total length Is 14'.\1 /;a, {( ,1 2x6 DF-L #2 or better diagonal I -II- i n1� Vertical length shown bracel single r 0 In table above. 45• or double cut (as shown) at 8' L 1 # e a HI upper end. anjiuous* enring Connect diagonal at midpoint of vertical web. Refer to chart abmn e t al uvAIN1114 — REM AND FRLOv ALL PRIES 13N THIS DRAVINGI i a —IMPORTANTxw FURNISH THIS BRAVING TO ALL MrRACTORS MMUBM TIE INSTALLERS Trusses require extreme care In fabricating, handling, shipping, Installing and bracing. Refer to andt A . X1, r 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 BCSL Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom ciwrd shall have a properly attached rigid ceiling, Locations shown forpppernnnent lateral restraint of webs ^A-^ d \,`• 9 O' bI'D / uv { rd,; S/P'� ^� shall have bracing Installed per BCS! sections B3, B7 or BIB,as applicable. Apply plates to each face d IIJ� of truss and position as shown above and on the Joint Details, unless noted otherwise. /��'� ReFer to drawings 16GA-Z for standard plate positions, ' 11�, + Ili AN RWC70MPAW Alpine, a division of ITV Building Components Group Inc shall not be responsible far any deviation from this drawing, any faft—e to bWld the truss In conformance with ANSI/TPI I, or for handling, shipping, 1113723% Riverpodl Dive 11Suite000 installation A. bracing of trusses. A seal on this drawing or cover page llsUn g this drawing, indicates acceptance at professional engineer4g "S=orm blt solety for the design sham The suitability and use of this drawing for arty structure Is tie responsibility of the Bowing Designer per ANSI/TPI I Sect 1l Maryland\ Heights.%MO\ 63043 For more Information see this Job's general notes page and these web sites, ALPM www,alpineltw,conl TPI, www,tpinst.orgl SBCA- www.sbcIndustry,orgl IM w-1—afe,orp Bracing Group Species and Grades, Group AI S ruce-Pine-Fir Hem -Fir #1 / #2 Standard #2 Stud #3 Stud #3 Standard Dou ins Flr-Larch Southern Pinexxx #3 #3 Stud Stud Standard Standard Group BI Hen -Fir #1 g Btr #1 Dou ins Flr-Larch Southern Pinexxx #1 #1 #2 #2 lx4 Braces shall be SRB (Stress -Rated Board). :wFor Ix4 So. Pine use only Industrial 55 or Industrial 45 Stress -Rated Boards. Group B values may be used with these grades. Gable Truss Detail Notesi Wind Load deflection criterion Is L/240. Provide uplift connections for 100 plf over continuous bearing (5 psf TIC 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' brace, space nails at 2' o,c. In 18' end zones and 4' o,c. between zones. )K)Wor (2) 'L' braces, space nails at 3' o.c. In IS' end zones and 6' o.c, between zones. 'L' bracing must be a minimum of 80% of web member length. Gable Vertical Plate Sizes Vertical Length No Splice + Refer to common truss design for peak, splice, and heel plates. Refer to the Building Designer for conditions not addressed by this detail. REF ASCE7-10-GAB14030 DATE 10/01/14 DRWG A14030ENC101014 Less than 4' 0' 2X4 TOT, LD. 60 PSF SPACING 24,0' Yoonhwak Kim, FL PF. #86367 a 'T Relnfol Memb ad Tr Gable Detail Fir I Pt -in VPrtir-nl,- 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 to that covers the total area of ,apped 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 Nallsd 10d Common <0.148'x 3.',min) Nails at 4' o,c, plus <4) nails In the top and bottom chords, Toenailed NQllsd 10d Common <0,148'x3',min) Toenails at 4' o,c. plus (4) toenails In the top and bottom chords. This detail to be used with the appropriate Alpine gable detail for ASCE wind load. ASCE 7-05 Gable Detail Drawings A13015051014, A12015051014, A11015051014, A10015051014, A14015051014, A13030051014, A12030051014, A11030051014, A10030051014, A14030051014 ASCE 7-10 & ASCE 7-16 Gable Detail Drawings ppyy A11515ENC100118, A12015ENC100118, A14015ENC100118, al Cl Jlglffp" A18015ENC100118, A20015ENC100118, A20015END100^�1 �,� r',� A11530ENC100118, A12030ENC100118, A14030ENC1 WS Q€IiCloar 't P/ A18030ENC100118, A20030ENC100118, A20030EN�01f� A60 3 �Q • S11515ENC100118, S12015ENC100118, S14015EN 0118,�i61�OP1 � ®` S18015ENC100118, S20015ENC100118, S20015E*10011% SZ�0t.1�15,P �lQ� 8 7 e S11530ENC100118, S12030ENC100118, S14030�C10011$, SEADLLEt J 9 S18030ENC100118, S20030ENC100118, S200304w di18, S20030PED100118 p G e See appropriate Alpine gable detail for maxim= unrW?Inforced"°§'d e-`vertical loi -qTArE 119 'T' Reinforcement Attachment Detail 'T' Reinforcing 'T' Reinforcing Member Member Toe-nall - Or - End-nall To convert from 'L' to 'T' reinforcing members, multiply 'T' Increase by length (based on appropriate Alpine gable 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 'T' Relnf. Mbr. Size 'T' Increase 2x4 30 X 2x6 20 X Exampled 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) = 30X = 1.30 (1) 2x4 'L' Brace Length = 8' 7' Maximum 'T' Reinforced Gable Vertical Length 1.30 x 8' 7' = 11' 2' �jT �,�1� fl� d II�I'rI�1�J l�l�\`V'll LI V -WARMM- READ AND FOLLOW ALL NOTES ON THIS DRAVIW ~ r wwBPORTANT- FIIRNISH TICS DRAWIIMi TO ALL CONTRACTORS INMUDING THE INSTALLERS. rrr Trusses require extreme care In fabricating, handling, shipping, Installing and bracing. Refer to and folio. the latest edition of BCSI (Building Component Safety Information, by TPI and SECA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per BCS& unless noted otherwise, top chord shell have properly attached structural sheathing and bottom chord shall have a properly attached rigid ceiling. Locations shown far permanent lateral restraint of webs J or BOO, as applicable. Apply plates to each face shall have and Installed per BCSI sections the position of truss and position -Z form above and on the Joint Details, unless noted otherwise. Refer to drawings 160A-Z for standard plate positions. �• • �� • � � Q R i � `v � 41 4�, L1 (1 • ®m ® ,1.►/p�1 V 1+ G , P V J41e a 4 , ��i 11 REF LET -IN VERT DATE 01/02/2018 DRWG GBLLETIN0118 AN ITW COMPANY 1\13723\Riverponl Drive 1 \ Suite\200 \%Maryland\Heights,\MO\63043 Alpine, a division of ITV Building Components Group Inc shell not be responsible for any deviation from this drawing, any failure to build the truss In conformance with ANSI/TPI 1, or for handling, shipping, hstallatian & bracing of trusses. A seal on this drawing or cover page listing this drawling, Indicates acceptance of professbral (engineering Is the rere pamsr�ttthyeo =I n �� T tabuty and s drawing For more Information see this ,Job's general notes page and these web sl / , �178 ALPIND www,alpineitw.com) TPId www,tptnst.orgl SBCAi www.sbcindustrymrgr ICG wwwJcdshf Yoonhwak Kim, FL PE #86367 )AX, T❑T, LD, 60 PSF DUR� FAC, ANY MAX, SPACING 24.0° as 'T Reinfoi Memk Go Tr Gable Detail Fnr, I int-in \/artirn 1 c: 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 Ae that covers the total area of Lapped plates to span the web, er 2*2X4 2X8 Provide connections for uplift specified on the engineered truss design. Attach each 'T' reinforcing member with End Driven Nnllsi 10d Common (0.148'x 3,',min) Nalls at 4' o.c, plus (4) nails In the top and bottom chords. Toenalled Nallsi 10d Common (0,148'x3',min) Toenails at 4' o,c, plus (4) toenails In the top and bottom chords. This detail to be used with the appropriate Alpine gable detail for ASCE wind load, ASCE 7-05 Gable Detail Drawings A13015051014, A12015051014, A11015051014, A10015051014, A14015051014, A13030051014, A12030051014, A11030051014, A10030051014, A14030051014 ASCE 7-10 Gable Detail Drawings `` A11515ENC101014, A12015ENC101014, A14015ENC101014, 91 � 1 pfpe A18015ENC101014, A20015ENC101014, A20015END10101% 1 1 l �'I�� A11530ENC101014, A12030ENC101014, A14030ENC1 l l®C/J1AA-�� A18030ENC101014, A20030ENC101014, A20030EN S11515ENC100815, S12015ENC100815, S14015E 008 5 �0W015PrD �I S18015ENC100815, S20015ENC100815, S20015�D1008b5, ,0S11530ENC100815, S12030ENC100815, S1403001C100915, O o S18030ENC100815, S20030ENC100815, S20036EW08815, S20030PED100815 0 77t� See appropriate Alpine gable detail for maxims unt�lnforcedB-WeMertical lsi "VAIRNIN( ww READ AND FULLOV ALL NOTES ON THIS WAVING op umDPONTANTww FliWISM THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS IN w, AL5P9�WIE Trusses requlre extreme care In fabricating, handling, shipping, Installing and bracing. Refer to and folio► 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 brncl per BCSL Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chor shall have a properly attached rigid ceiling. Locations shown for permanent lateral restraint of webs shall have ndbracingposi Installed per BCSI sections th B7 or B10, fts applicable. Apply plates to each Fnce of truss and position os shown above and on the Joint 310,Iletafts, unless noted otherwise. Refer to drawings 160A-Z for standard plate positions, AN RW COMPANY %% 13723% Riverpon%Drive - %\Suite%200 Alpine, a division of ITV Building Components Group Inc shall not be responsible for any deviation frc this drawing, any failure to build the truss In conformance with ANSI/TPI 1, or for handling, shipping, Installation 4 bracing of trusses. A seal on this drawing or, cover page Usiig this drawing, indicates acceptance of professloral engineering responsNUty 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 Sec2. %% Maryland\ Heights,%MO\63043 Far more Information see this Job's general notes page and these web s R ALPINEi www,nlpineltw,coml TPI, www,tpinstorgl SBCAj www,sbcindustry.argl ICC, v 1 ® gTArE oC 'T' Reinforcement Attachment Detail 'T' Reinforcing 'T' Reinforcing Member Member Toe -nail - Or - End-nall To convert from 'L' to 'T' reinforcing members, multiply 'T' Increase by length (based on appropriate Alpine gable detail). Maximum allowable 'T' reinforced gable vertical Length Is 14' from top to bottom chord. 'T' reinforcing member material must match size, specie, and grade of the 'L' reinforcing member. Jeb Length Increase w/ 'T' Brace 'T' Relnf. Mbr, Size 'T' Increase 2x4 30 X 2x6 20 X 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 (1) 2x4 'L' Brace Length = 8' 7' Maximum 'T' Reinforced Gable Vertical Length 1.30 x 8' 7' = 11' 2' PIAX. TOT. LD, 60 PSF DUR. FAC, ANY MAX, SPACING 24,0' F LET -IN VERT TE 10/01/14 WG GBLLETIN1014 • I r t I VALLEY FRAMING & BRACING DETAIL I y R 8c t/2 01 Lumber Size and Grade-Minumum Requirements GENERAL NOTES Purlins required 2'-0" O.C. in absence of plywood sheathing. Trusses without sheathing applied must be evaluated accordingly. Purlins should overlap sheathing one truss spacing minimum. In cases that this is Impractical, overlap sheathing a minimum of 6", and nail upwards through sheathing into purlin with a minimum of 8-8d (0.131"x2.5") common wire nails. Effects of not providing sheathing below a valley set must be evaluated by the building designer. This drawing applies to valleys with the following conditions: Spans (distance between heels) 40'-0" or less -Maximum valley height: 14'-0" -Maximum mean roof height: 30 feet -ASCE 7-05, 140 mph, Enclosed, Cat 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 gored between rows, ITY Pi innection Requirement Notes 2x6 rafters to ridge 4 16d toe -nails Cripple to ridge 416d toe -nails Cripple to rafter 416d toe -nails (••) 816d face -nails Rafter to sleeper or blocking 516d toe -nails Rafter to two 2x6 sleepers 416d toe -nails Sleeper to truss 416d toe -nails Two 2x6 sleepers to truss 3 16d toe -nails each sleeper & truss Ridge board to roof block 416d toe -nails . Ridge board to truss 416d toe -nails Purlin to (Typ) 3 16d 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 OCKING NOTES 13. Collar beam to rafter 416dtoe-nails CRIPPLE, BRACING, 8t BLNOTE: 16d (0.162"x3.5") COMMON NAILS -2x4 continuous lateral restraint (CLR) min. is required for cripples 5'-0" to 10'-0" long nailed w/ 2 -10d (0.148"x3") nails. Or 2x4'T' or scab reinforcement nailed to flat edge of cripple with 10d 40.128"x3.0") nails at 6" o.c. "T' or scab must be 90% of cripple length. Cripples over 10'-0' long requre two CLR's or both faces w/ "T" or scab. Use stress graded lumber & box or common nails. Narrow edge of cripple can face ridge or rafter, as long as the proper number of nails are installed into ridge board -Install blocking under rafter if sleepers are not used. -Install blocking under cripples If cripples fall between lower truss top chords and lateral bracing Is not used. -Apply all nailing in accordance to current NDS requirement Ayf Nails are common wire nails unless noted otherwise. • (A) (B) (•') -WAAYmxia REAR NO Fa1Dv ALL taus ON TWS DMVDQ m-DfMTWTo FUFMSH THIS BRAVING M Al. COMMACTDRS n•7 u MM TIE DSTALL= _ • ' LL 20 30 40 54 REF VALLEY FRAMING DATE 10/01/14 Trusses rcQ1Me extreme core h fabrkatlrq, fnrWltrq, sNppkq, 4lstallkle and hr'arJ'p Refer to >� folios th• latest •atlan of BCSl ®UldhR Canpon•nt Saf•ty IMornntlon, by TPI and sBCA1 for cafltsy * a : ; • DL 10 20 7 7 practices tutor to perfornhp these functbnsrtulers stnnG provide tenporory dn0 Per B Lw s rated other•ke, top chord shall hour propertyattached structural sheaW and bottom shall hove a properly nttached r1o" ceLLp. Locations shorn for lateral rcstrnklt of •6� �C STATE l.lT S • • �+ �C DL 0 0 0 0 DRWG VACNV1801015 d �W � pernonent stroll hove brach0 Installed per SCSI sectlorrm B3, B7 or B10, os applkdde. Apply Plates to ends fa of truss and postticn as shorn above •nd on the .Iclnt Detals, unless noted ather•Ise. Refer to drashpc 160A-2 for standard plate posftlont �� • • .A% RIOP••• C� ' � ••••fy„•••••• BC LL 0 0 0 0 AN fTWCOMPANY thA w, a dvislon of ITV Buxding Conponmts Group Inc sha0 not be respansWe for any devlatkm fran urkXb any falure to Wtd the truss In confornance akh ANSUTPI 1, or for hQnAYp, stJppinp, Mtallatbn lV bradga of or co of A semi on thkl drvVp or raver lktkip this drnehy k,dlontes �� Or vv FS O ONAL TOT. LD.30 50 47 61 DUR. FAC. pnpr o¢eptonce professlvnl se.*�.,�n'. '�le`y f°, t<'e die:= shoe" The s. ,b" °"d .se of t�s dra"`'o �°, but f�` Atl1I/�P1 1 s•r2 Y �dkV Pes M1 it, 1.25/1.15 13389 Lakehont Dme Earth Oily, M063045 pee' ALPpE or µ�Ituxoor�il TPi w-Apir�Lorot s�BCMI ,.sbdndusto-oridy,oro,�ICoes•be• feor0 l0 Zoo SPACING SEE ABOVE