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HomeMy WebLinkAboutRevisions; Original Signed & Sealed Truss packageOFFICE USE ONLY: DATE FILED: REVISION FEE: LOCATION/SITE ADDRESS: 3213 Trinity Cir PERMIT # RECEIPT # � (3 a-ov u3 i. PLANNING & DEVELOPMENT SERVICES BUILDING & CODE REGULATION DIVISION 2300 VIRGINIA AVENUE FORT PIERCE, FL 34982-5652 (772) 462-1553 APPLICATION FOR BUILDING PERMIT REVISIONS PROJECT INFORMATION Creekside Plat # 4, Lot 69— Permit # 2002-0063 DETAILED DESCRIPTION OF PROJECT REVISIONS: Original signed and sealed Truss package for change of Truss company. Permits were from 2017 building code, attached documents reflect 2017 building code CONTRACTOR INFORMATION: STATE of FL REG./CERT. #' CRC1327068 BUSINESS NAME: D R Horton Inc QUALIFIERS NAME: Brian W Davidson ADDRESS: 1430 Culver Dr NE, CITY: Palm Bay STATE: FL PHONE (DAYTIME); 321-953-3162 OWNER/BUILDER INFORMATION: NAME: ADDRESS: CITY: PHONE (DAYTIME: STATE: ARCHITECT/ENGINEER INFORMATION: NAME: ADDRESS: CITY: STATE: PHONE (DAYTIME): SLCCC: 9123109 Revised 06130117 ST. LUCIE CO CERT. #: ZIP: 32907 ZIP: FAX: ZIP: FAX: F Planning $ Development Seen ices Building & Code Regulation Division 2300 Virginia Avenue Fort Pierce, FL U982 REVIEW COMMENTS PROPERTY INFORMATION Address: 3213 Trinity Cir Owner(s): D R Horton Inc City / State / Zip: Fort Pierce, FI 34945 Parcel #: 2327-502-0077-000/1 Jurisdiction: SAINT LUCIE COUNTY Zoning: PUD Lot#: 69 Block: APPLICATION INFORMATION Permit Number: 2002-0063 Stories: Permit Type: BUILDING RESIDENTIAL (SFR UP TO 2 FLOORS) CONTRACTOR INFORMATION Contractor Name: Brian W Davidson Business Name: D R Horton Inc Business Addr: 1430 Culver Dr Ne City / State / Zip: Palm Bay, FI 32907 REVIEWS AND COMMENTS Review Type Status Reviewed By ADDRESSING ASSIGNMENT COMPLETE Lori Bender Comment: DOCUMENTS MISSING COMPLETE Lashahna Ingram Comment: ENVIRONMENTAL REVIEW COMPLETE Lynn Swartzel Comment: FRONT COUNTER REVIEW COMPLETE Lashahna Ingram Comment: NOTIFIED FOR PICK UP COMPLETE Ellen Vaughn Comment: PE REVIEW COMMENTS (2) COMPLETE William Durden Comment: PLANS EXAMINER REVIEW COMPLETE Joseph Fersch Comment: REVISIONS INCOMPLETE William Durden 3/9/2021 Comment: CHANGE TO TRUSS MANUFACTURES. Automatic Sprinkler System? No Fax Number: Email: Melbournepermitting@Drhor ton.Com; Bssmith@Drhorton.Com Date Started Date Completed Date Released 2/13/2020 2/13/2020 2/13/2020 2/4/2020 12/14/2020 12/14/2020 2/18/2020 2/24/2020 2/24/2020 2/4/2020 2/4/2020 2/4/2020 11 /20/2020 11 /20/2020 11 /20/2020 5/21 /2020 11 /20/2020 11/20/2020 2/21/2020 2/21/2020 2/21/2020 3/9/2021 J FIDE COPY f Planning & Development Setwices Building & Code Regulation Division 2300 Virginia Avenue Fort Pierce, FL 34982 REVIEW COMMENTS i] r 3/9/2021 Comment: ENGINEERING PACKAGE DATED SEALS ARE NOT CURRENT. PLEASE SUBMIT CURRENT DATED DOCUMENTS. SEE SECTION 107 OF THE 2020 FLORIDA BUILDING CODE. 3/9/2021 Comment: ENGINEERING PACKAGE CODE / MISC CRITERIA IS INCORRECT. SEE SECTION 107 OF THE 2020 FLORIDA BUILDING CODE. Comment: SUBMITTED DOCUMENTS ARE COPIES. DOCUMENTS THAT REQUIRE A SEAL AND SIGNATURE MUST BE 3/9/2021 SUMMITTED IN ITS ORIGINAL FORM WITH ORIGINAL SIGNATURES. SEE SECTION 107 OF THE 2020 FLORIDA BUILDING CODE. 3/9/2021 Comment: MANUFACTURERS TRUSS DRAWINGS DESIGNER DATE NEEDS TO BE UPDATED. SEE SECTION 107 OF THE 2020 FLORIDA BUILDING CODE. 3/9/2021 Comment: MANUFACTURERS TRUSS DRAWINGS DESIGN CRITERIA IS INCORRECT. SEE SECTION 107 OF THE 2020 FLORIDA BUILDING CODE. ZONING REVIEW COMPLETE Angela Vassar 2/11/2020 2/11/2020 2/11/2020 Comment: L Southwest Florida Truss- Manufacturers Association P.O. Box 60435 Ft. Myers, FL 33906-6435 To: All Florida Building Departments, Contractors, Engineers, and Architects Southwest Florida Truss Manufacture Association Date: 10/29/20 Reference: 2020 Florida Building Code update for wood Trusses. The purpose of this letter is to update you that with the change of the Florida Bldg. code to the 2020 Edition 7ch edition that engineered trusses have not had a change in their uplifts and reactions In their design. Engineered trusses fall under ASCE ( American Society of Civil Engineers ). The change To ASCE 7-16 has not changed the load values of wood trusses. Therefore please accept this letter blanket letter from the truss industry to accept new code 2020 Truss drawings prior to the Florida Building code change on January 151. 2020. If we may be of further service feel free to contact us. Sincerely, .eee N2&OCPr. Lee Hadsock Chapter President. foofp GOO 40._O. (SEE STRONGBACK LETTER IN EN& PACK) Labeled End Mark Total Truss Quantity = 8 9 DIMENSIONS FOR BAY WINDOW JACKS. THIS IS A TRUSS PLACEMENT PLAN. ITS INTENDED TO AID IN THE INSTALLATION OF TRUSSES. ENGINEERED TRUSS DRAWINGS AND ARCHITECTURALS SUPERCEDE THIS DOCUMENT. P om SHINGLE R10F 5 F2 .�4HEEL4-1/1 PLUMB CU TYPICAL 7' SETBACK r- CORNERSET LABELING AND SPACING General Notes 1) N patald atad MM3M fkd Comm aM Ilal ;Nd, tare fb bP dad fabf pftntod W— b be astaNd pace ade UP.2) N Mges b Ee Sirymt MtStB nYeda atileraw ndad. 8) N bra WwkV b 24' O.G ta*. d erim noted. 4) Pw Tr® Plme 1 -0 1e MI-M re .4.Gx paumied X-bmckq abnld be paced at a ffadom fpocrq 15' O.G aoav the sM to be rpaabd d a modaun of 20' bebem am b X-bmce tM *wA the wucWm Plema refer to BM-M for my additiad hoenp detolL ROOF LOADING SCHEDULE SF TCDL = 70 PSF BCLL = • PSF BCDL = 10 PSF TOTAL = 37 PSF DURATION = 1.25 Z NAND SPD/TYPF 160 ENCLOSED BLDG EXPOSURE = C USAGE = RESIDENTIAL CAT H NAND IMPORTANCE FACTOR= 1 UPLIFTS BASED ON= 9.2 PSF DESIGN CRITERIA FBC 2020 TPI 2014 Truss member des�r&coanectorplatm are dedig ed for ASCE 7-16 atd ma'dmt n forces Som both compo>ffints. and claddings and m� rvi dforce resi4mg sfsremc • These trusses have been reviewed to carry an additiomd 10p psfmnborc mbottom chord live FLOOR LOADING SCHEDULI TCLL = PSF TCDL = PSF BCDL = PSF TOTAL = PSF ROOF DESIGNED FOR SHINGLE ALL REACTIONS AND UPLTFIS ARE SHOWN ON ENGINEERING WALL KEY LaW DIMCRIPIION MIT. dATE ® taro >rcvm vro nw van+ nn ■aMo FWAWn nrw na vain rm rav ram teat - uae �� ttttttt Ice l I� A � I I CARPENTER CONTRACTORS OF AMERICA 39M AVENUE G N. V. VINTER HAVEN FL13RIDA 33880 PHM C800) 959-8806 FAX. (80) 294-2488 BUILDER D.R.HORTON/BRENARD PROJECT CREEKSIDE MODEL 1756/EASTHAM/EXPRESS (� ATTENTION! CCA PROJ/MALT rid o 17sEA Es ALT LT DE DESC 0 L0T 69 BLOCK 01 DESIGNER PAGE RWM 1 DATE 01.14.2014SC N372962L 1A4 "=1' f M 8 Builder: Project: Model/Building: Lot Alt: ENGINEERING PACKAGE D.R.HORTON / BREVARD Lot: 6 9 � Block: _. � Unit: Address: .................................................................................................................. JobNumber: N372962 ..................................................................................................................... . Revision Date: New Load #: RG01 CARPENTER CONTRACTORS OF AMERICA, INC 3900 AVENUE G. N.W. WINTER HAVEN, FLORIDA 33880 PH (800) 959-8806 FAX (941) 294-793.4 ALPINE March 13,.-20.19 AN rrW'CO'N1'P/-W' Mr. Bob: Michaelis Ga.ro-6iit6r:'Cci.n'tr8fct'o'i"s of America,: Inca. -390Q Avenue 0.-.. Northwest VO. nter Hafven,,:FL 33880-6201 Re: Alte.rnat.iV61hsta116tions..'for 6 single ply carried truss with a width less than the hanger Width, 'and. wood. .blocking lq4chiev6 fo.h design load value. MoUht(§d..'hanger .attachment 'orl.a,one ply .supporting girder. (Reifee6n66 M611 WMU2).. Dear Bob,: Foy 'a single Ply carried truss with 'a width less than the hanger. you can 4411..a. prefabricated jack.. sbabtruss: (?11) for wood.filler blo Tha chord sites-,:. ckiogi. chord..grqOes, and Alpine: -`Obhnia4or plaf6(s) to be the* seirrie as the single : pl. .. carried truss. The prefabricated .jack :scib'tr"s Nave a..minimum Jength of 0' and will have a minimum pi.6h.:of 5/1.2 The single ply carnedaruss shall have:.a reaction of 3,.500# or I . e$:s.Attadhprefabricated. ack:scab,truss. with.- two. (2) rows. of 0.1 28'x3ff" Gun Nails aitT O-C. per row,u staggered 1 ":(S6e'Fid 'r6 .1 P16ase..fef& to the Simpson Strong -Tie Catalog C-C.' 2Q1-:9, page 216. Figgrg.3"for more i.nform.affoni Figure 1 Fora single- pI`:- M-r'thatrequires Wood blockin to. adhiOvelfUll design load value for face -mounted . y'g. e 9 hangers -attach one wood. block face of the single ply girder with the same size and grade ..dtthe bottom.- bhbtd, of the. singlia. -ply girder. The -wood block length to, be such thatAhe W66d blocking. .extends to each adjacent panel points .(*6bs afid boU6 .chord intersections):. Attach wood t (2- ) I i e 61ock wo--..' )-rows.-pf 0..1-28. x3..IY OWn Nails per.row,. staggered 3.0" applied to the 6760'Forum Drive Suite, $05, b.rlan.d.qi. FL. 32821 .. MW6.21.9106. -www.alpineitm,corn ALPINE AN11WcdWiWY single plygirderface, With an qdOJtio.na.I.(2*Q) 0,1..-287x3.,.O'!'Gun :Nails .ateach: panel p.pirid applied `to 'the, Wbod'blodk-face(S6e Figot612 bblOW).,Please t6fbttothoSimpson Strong -Tie 'Catalog Crc.., , 201.9i -page 216,. FiO.Ure.1 for more irifdftnati6n. Figure 2�, I .. ... .... .. . .......... __ . ...... ... . .. ... .. ... . ......... ... . The -applidatioh of pr6kibriicaited jack scald truss for Wood filler .blocking :or wood blocking to; ach.j(.aye. full, design load value for face-mo.unted hangers Must be :approved by the. hardware M.anL!fP!ctq1rer.* All edge -and end: distances, and. tO.adihOjbr`a1I nail 6onnebtibrig'mUst be su . fficibntto'OteV6n'tsPlittihg of "wood. If I can.be of any further assist nce,.or if you S . I .. .. A have any:qL.Aetions please7give me acall.. f -N.o...7084 STATE Williatp H.. K(Iqk:P.E. Chief Engineer 4 Alpip n. ITV11 -omp4ny* Z Engineering .Department. OrIqnqlo, FL 6750* Fbr'U mi - DdV& Suite 305, Oilando,_FL -.3282.1 - (800.YZ21-.9790 - (863) 422-8685 WW.W.,afi, e.'itW.,cbrh pin 4 ALPINE, ANITC(W-PANY April 261-:2019' Mr. Bob Mi cha-ells Carpenter Coritradtort of.Amerida, Inc. Avenue nup 0; N.00wost enter H�ven, FL L 33880-.6201: Dep.r. Bob,. .R6'- Stronoback bridging On fb6ftrugses. I understand'there is sot concern over our recommendations f6r.strdhgbpck bridging 6 on. rbof'trutses, 8fronciback bridging for roof trusses is no.t.a -requirement of:ANSkTPI 2014 nor is it a requirement,of the ' Building Component Safety Information ition .(136.8 But strongback bridgingbrY roof -:trusses is recommended,._ by Carpenter _Contractors of."Amenca. -Stprigback bridBing se'N6s he:following functions:' One, bridging aligns the .bottom -chords after-theyr are. set :so.. they are uniform. along the ceiling .—P-1 and h line p6)0ith*bJ `ceiling 'I serviceability -c: Twoibridging reducetrelative d6fle.cfi'o''n.6f.adjai'*ce'ht-ttUss6s:I Strongback brldging'.do6s: hot.,prevent jor reduce overall indiVidUal deflection, especially any r66fteds96s, fl_ecf(pg �gqthan 1.. inc.h , ............. ....... ............ . .. ..... ­­­­ .. ... .... ...... St . bridging in roof. does not serve' Aslerhob ' .' � oeiftn " ierit: bracing land is not . rongO4qX- rar.y. o permanent bracing ... . :: . .. intended to . i betWeen trusses. Consequently, -n design load" 'hAvb: distribute. or design joada' _P been accounted for'With this.detWl and continuous s'tr6hgbac k'bHdgihd should 'not bd-.ptt6cihed between - common and 9:irdpr trusses-, The use :of strongback bridging shall not. Jnterfere With other, dp's!'gn, considerations as specified by the Enginie000f Record Or the Building: Designer. The outer ends of 8iroqgback bridging shall baattached. to e(wall .-or anqthersecure end.rpshin - t, -or ap.specified:by the Engiheeir of Recofd or.the Buildind.Designer: Sfrbrig'b'ack bridging- shall. be faminimum of 2X6 homiriai WrObdr. otiont6d ith 'the depth vertical:. Attach wait $1'67�x&-5" .0). 1'.d :common nails (0.nqi.10 pt. each intersecting thembet. When extending the- strongbadk bridging overlap by at. a.minimpm of two trusses. The....locati.pq of the: strongback bridging'. may . be specified :by`the- Tru'ss Wdufad..tut.6r, Ehgi6e&r, of, R66ord, or Building Designer: Please, ref& -:to BCSI "Strangbacking'Provisions" or to"Aj:pine:: MBR' .01014 detail for more. information. The. gr4p�hidl §hoWh (FijUre_A) is f6rgeheric `husirptfvepurpose or 67 Fbru.rn Drive:S . uite 305, Qrl6ndo, FL 32821:- (800) 521-97K.- (863)42M685 VMu Wp - ineu. .cO.M ALPINE I N -r V..; VL- .."-LL- 1_1 I . I .. J ) Fig"rej, If I. - can -bb of any further assistance 'or-ifyou ,have : any questions; please; give me a Pall. Williahn.A.Krick KE. PhiefEngineer Alpine an ITW-:.CoMpAny g eDepartment E�ginedn I'D ' " ft t � .; -06ando-,T02821 6760 - Forum Drive Suite..365, iYrf6n'd6, FL 32821 ; (800). 521-9.790 - (8153)A224685* www-, a'lpirf.eJtW..cQffi SSTR0.NGBAtK­B"R­1DG1N5 RECOMMENDATIONS WrT STRONGBACK i is All scabnon blocks -:shall. be: a minimum. ' BRIDGING TOGETHER 'stress graded Aumber'. I M-AU strongback bridging .and bracing shall be: :.a. min'imum 2x*6 'stress' g!"q`61epl I - lider."I -.The jpurpose of stronob.ack brid,91hg Is. to. .'ATTACH SCAR WITH'10c[:BOX�GUN develop 10'ad sharing b6tveen''Inrll;ild ( trysses, 41 C0A28'x3-0'5.?4AILS.*IN`-;9 ROWS.` -.AT-' O.C. resulting In do ' ;SCAB'* NOTE, 1N LIEU.17- SPLICING AS, SHOWN, i­ stiffness-.Pnessr.:6f,'Ah e.' floor system; 2x6 LAP'STRONGBACK'DRIDISING MEMBERS- FOR:AT'LEAST UkE -TRUSV,,SPACING strongback bi�ldglnM pa-M.-t1oh6d. oksi, is�howh in .' STRONGBACK'BRIDGIN6 SPLICE DETAIL cle't('XIL'S, Is' recommended at 10' =0' o.c. .(max;> NOTEi Details ;1 and h0l ;pj�pfgr e dtta.dhmekt mL . g -.- terms- 'brICIP9In"" and 'bracing' :aresome times ATTACH'STRONGBACK 70 )JEB, Y: �used,:Int*e mistakent. -rchanqeabl�..­ `�Bnadhbr Is. an :(3)'1Qd-'C13MMDN NAILS'DR important' structural r;equl"M�eht of any. ft'a"Or (0104.BUXAUN or roof .:System, Refer to.- the : Truss. Resloh 2W. NAILS O. -Dr. n 9 (T fdr� "the. bradn'g' r'*e'.q'ul ent . -for q;*I. DD) repi s h jhdIVIdC4.cA truss component, ';BrI*c(gin;9" each s particularly- `strongbq k-":brIdg!t?g.' A a:. rec6 ' mmehd ' a,* tl( ' :i ' 6 for 'a --+.r;u!.ts !Fyste�m 1c.o. help con-tr.o(,VIbr_o.+Iot). In: additidn:. tb-aldrig an +h6: distrib.ption of point loads bet*.06'6 adjacent truss' strongback lorldging. serves' to: reduce STRONG13A.Qk BRIDGING. ATTACHMMT ALTERNATIVES AN rrw4mmfv 13723flivirpo n Udva SOS 2DO MR191aW WelghtS, MO 03043- NG L ' a -d i IF-F- 13 NOS) F4 mW c oew DOU.Me. .Or r. eslduat vibration'. m from moving point Io4dtj%:sUth as footsteps; The, Performance of all 'floor systems -ore enhanced 'by. the. Inttallwtloh of s+rbhgback bt,1cIgInq qKcI -therefore Is str6ngLy recommended by Alpine, For additional In - fdrmat . i6h i4ebar;cIft strongba (k brIcloing, referrefer to' ;BCSI (Building Component Sa,f4,ty Information). Nb. 70861, ivivi MY:.Vkq x V p WnIf '1441 (: M0, Q�x�a Usable, APdY. PlAUS: tai Sao: uMt ... '. o.. % . 1. * A. wl ss 60 i STAJE�JF. a. An il U7P[. I. ar #w h .LL: PSF ;DL. , PSF OL PSF ?9F 1AD. PSF Al l 11 Vs .74 MUD, sp- a.a. s . 14 s. J."ss n H I a vx JA f2! NO �. 47 7: x d ''pq 49- .. i1vilis Ao .'.. UB w AO 11 a Wn.: Vol pX -Ix EE QN) NVIII''i rtjoks 'Isg-ssh'U�L J400IJ N*D,*;90V*l �8.ok awffOlatk QN, . Vi EN 7 O,*33 :H. -Iq:, :0 3N N Cracked or Broken This drawing specifies repairs for a truss with broken chord or web member, This design Is valld only for singte ply trusses with 2x4 or 2x6 broken Members, No More than one break per chord panel and no more than two breaks per truss are allowed, Contact the truss manufacturer for any repairs that do not comply with this detall, (B) = Damaged area, 12' max length of damaged section (L) = Minimum nalling distance on each side of damaged area (E) (S) = Two 2x4 or two 2x6 side members, same size, grade, and species as damaged member, Applyy one scab per face, Minimum side member lengths) = (2)(L) + (B) Scab member length (S) must be wlthin the broken panel, Nall Into 2x4 members using two (2) rows at 4' o.c., rows staggered, Nall Into 2x6 members using three (3) rows at 4' o,c„ rows staggered. Noll using 10d box or gun nails (0,128'x3', min) Into each stele member. The maximum permitted lumber grade for -use with this detail Is limited to Visual grade 91 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 plats, area. i. Broken chord may not support any tle-In loads, s. L L �Ts yplcal + O + O + O + O O + O -1 o + 0 + Stagger = Back Face 10d Box (0.128' x 31, min) Nollsl = Front Face 2x6 Member - Trlplee Row Staogerec Nafl SiDoLdnQ Detail Member- Repair Detail Load Duration = 0% Member forces may be Increased for Duration of Load Maximum Member Axial Force . Members Size L SPF-C HF DF-L SYP Web Only ' 2x4 12, 620# 635# 730# B004 Web Only ' 2x4 18, 975# 1055# 1295# 1415# Web or Chord 2x4 24 975# 10554t 1495# 1745# Web or C�ord 2x6 1465# 15851t 2245# 2620# Web or Chord 2x4 30 1910# 1960# 2315# 2555# Web or Chord 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 2x4 r 42 2975# 3045# 3505# 3835# Web or Chord 2x6 43954 4500# 5225# 5725# Web or Chord 2x4 4e, 3460# 3540# 4070# 4445# Web or Chord 2x6 5165# 5280# 6095# 6660# Mlnhun . L nlstarrc. I e L ' S i ' L ` J� H6ntnun D 9 L ;Dlstaxo L WNnun t L Dlctanee D L L WGWOtTANT11w�EUa01HTlat DRAV�= ULAALLL CagTWURRS IALL MET UK INNC1lIID�N6P7i81 1MMI.l7TS, REF MEMBER REPAIR Trusses equb•e ewtrrnr cart h fabrleatln9, hvalta, ship metal and kradne Refer to and /ollor the uteri rdHlan of ]CSl �uldhp Conpanent Safety In`oreotkn,y TPI and S]CA) Pot mfety DATE 10/01/14 praetkes prior -to pwiornlno these functlans. installers shalt p"VWO tonporory hraeMp per. ]CSL .r= noted othersise, top chord shalt have properly attached strileturat shea'Y9n0 as bottomc11ord DRWG REPCHRD1014 w shall have a properly attached �,••Ila�ld totiIn,�gp., Locations shown For pornonent loteral rrstraMt of webs shall have brocM9 Installed per HL`Sf 4516M s ". 27 or 310, as aPpucatlr, Apply plates to each Face S-P of truss and posHkis n as shorn obove and on the Jolni Dsto, wttess stead btherwlse, Q Rotor to drerinps 164A-Z for standard plot. positions, Alpho, a C"10n of ITV ]UXO Components Cre Inc, shaLL et be responslbM fore deviation from AN i15N COMPANY 4Ns droriny any /allure to btiv'the truss h eon�ornance with ANSI/TPI 1, r for Rand 9, AMP, ' hstnllatlan s. •p�odrlp of trusses. , A seal'm tNs eharhp ar cover po 14tYq iF1s dram-p. hdmtes acceptance of pr'afssybnal ` erpbre responsnA ,• solely far i f�e design shown, The sdta1,11ty And use of ANs drasfnp - S 177BV LakehoPl Orlw for ony sir•uctu-e Fe •t1u rnpo►sbAft of the Asl*V INigner per ANSLTR t Seca. ' EadhCµy,MOB3045 For men Infornailon see this job's general notes psCpt end these web slttsi SPACING 24,0' MAX ALPINE✓ www,al ntltw.conl TPli wee,tpowt,orpl SDCN vrv,sbePnduetryarpl 1Cri rrwJeesafe,erg 0 purfilm qji,aOiMl ;Sift&p1ZM4 MAterlat BOARD axe) H4 , wit- vaufzy SEAh%AVERY 71URCL RAFMRS U tkn -Iwiiiiffiurft-yalloy height; W-O' -maxitnu(n Trio.Aq,knif height; 3,04vet IlS 0 m, p hi. W C) se d,'4a 111, Oil.'; 6,: 1 �1 0, Sal -'1, 0 ' 'cf:kSd . -16 . . 89 1, . .. C. d `j�xp D, vkt-.1.0 u-,� -7 - I -Phi nclo�& .. , .�T %%k 1. A011,00 P�A- c r th ro' 4g' K gci! f1d&Wcaste r.. ,rqf-npils are TRLfSq.UNDER VALLEY -FRAMING VALLEY RAFTr-R..OR RIDGE +CrfppIeb,-4l-W`1dr-30 psf -20 P41' (T-D).Wex. Pal ph r,* 'st%t1Mn § frOmthOvdilays bf sleepers are 1. 4 10a'ta-i 7. 3. woole.,tcif.afed. ¢hiri sheathinieafAirid g . . . 4. sicePem. 426dtc*- 5. sleb-p6i W-itodi, 416d td& sb 3 -260 t6g. rs. -.:PAdge:bobrd.ic-r.00f b1cick 4 16d toe- RFECL`OAOR PiM .7. --Mdjm-bq0A1 fmAr.U!e5-- 4 -16d.t0qk- 4ruffid vo, (T"I- 3t1-6.0-W& Trize.ta." 6164kil�e 4A64toc- 41tdto 'rru"'to too,"We- 416.4.toe- ;ARMUSED) .13. WrOdf 4 16dtvie- NOTEI,Ar,as. :jOASZNS.'�kl d0tAMbN- se-s ss 46 54 1?M r NitUty PAAvd -•V v-TA_L=__ N_0,1-08p&l Aw* rufts", rrm.mwm Ta 4F TC Mr 10 ZO 7 7 DAT9 10/0-1/1-4 fat.. t1w, I, V Cb�prAnt A*A't' _. . m 00 PR jqc 15L DRW.G VAQW-1801015 lb 0 .0 0 0 se; *WA, twii l5�, roll'If it monad PAZ 'to f %;0" •bCSilwa "vs 0 Q, TA.M' of.*'aids 4nd; om th6•jdh I)Vku. *M Bc. u, o .0 o• o ALPON%*,• A. AW. f XW &AOL. O­Odierft, &-* T"e- shu. m - t. be r.c*p_4*-tR, ew.. n M* VbT. LD 61 0 R M or Pw' vft r -for 14w. for +0 pt 'o 44� W0,�*pR NAILS I INE r Face -Mount Hangers. - I -Joists, Glularn and SCL These products are available with additional corrosion protection. For more information, see p.15. Codes: See p.12 for Code Reference Key Chart. ;Actual Joist Size (m) . Model No Carried ".is Member = Dimensions (in.) `-� Min! Max = Fasteners "= Allowable Loads Code Ref. E;" �, Web 'o Sbff, Regd. " W H �" B Face' "° °" JOISt �,, DF/SP Species Header SPFIHF" "Species"Header Uplift (16o) Floor (100)" Snow (115)'.(125)" Roof' Floor (100) Snow (115) Roof, (125) IUS2.56/16 • - 25/e 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 1,555 1,5055 21h x 16 MIU2.56/16 • - 29/i6 157/16 21h - (24) 0.162 x 31/z (2) 0.148 x 11h 230 3,455 3.920 4,045 2,970 3,370 3,480 U314 • ✓ 29A6 101h 2 - (16) 0.162 x 31h" (6) 0.148 x 1 Yi' 970 1,945 12,205 2,375 1,675 1,895 2,045 HU316 / HUC316 • ✓ 29/,6 141/a 21/z - (20) 0.162 x 31/z (8) 0.148 x 11h 1,515 2,975 3,360 3,610 i 2,56512,895 3,110 IBC, 21IzX18 `MIU2.56/18 • 2s1+6j 1716,, 21h =-" ;(26)0'162x31h';a (2)U.148x11/z" 230 ""3,745 4,045-4045"3,220;"3,480 3,480` LA 'HU316"1 HUG3% ! "2s1 141ho-' 21h - (20) 0162 x 3?h : (8) 0.148.x 1 "1h < ' 1515" 2,975 3,360' 3,610? 2,565 2,895 3,110 21h x 20 MIU2.56/20 - 29ti6 197/16 21/z - (28) 0.162 x 31h (2) 0.148 x 11/z 230 4,030 4,060 41060 3,465 3,495 3,495 21/2x22 " to 26 MIU2.56/2A • ✓ 291+6 19'/+6 21✓z = (28} O'.162 x 31h (2) 01A8 X 11h .� 230 4,030 4 060 4 O60 3,465 3,495 3,495' 21N x 91/a to 26 29ti6' wide joists use the same hangers as 21/2" wide joists and have the same bads. MIU312/9- �" - "° 311a 9�Le 21Iz :'- (16) 0.162 X 31h , _(2) 0.148 x"117z - " 230 2,3,05 2,615 2,$20 ,1,980„2,24 2,425. 3 x 91h HU210 2 ! HUC210 2� ✓ i 31�a p8t356 ` '2'/z Max (18) Q162 x 31h,: �" (10) 0.1,48 X 3 .: " r� 2,680 3,020 } 3,250 2,305 2,605 2,800'` IBC, MIU3.12/11 - 31/5 11'/a 21/z - (20) 0.162 x 31/z (2) 0.148 x 11/z 230 2,880 3,135 3,135 2,475 2,695 2,695 FL, 3 x 117/a ' HU212 2 / HUG212 2 ✓ 3% 107W 21/z Max. (22) 0162 x 31/2 (10)'0.148 x 3 ' .1 t "- 3,275 3,695 3 970 2,820 3,180 3,425 LA IHU3.25/121 HUC3.251.12 • ' 31/a 11 aK 214 ;-." . (24) O':162x 31Iz _;" (12) 0.148 x 3 -,: ,7 5 3,570, 4 030 4,335 .3,075 3,470 3,735' " .HU3 25/,1 fi I HUC325/16 . • - a137Ar, 31%s 21/z Min, (20)'0:162 x 3Jz" (8) 0.148 x3 15>v1'.55 2,9715 3t,,36150 25E 3,105' . , (26)°0162x31z, (12)0.48x3 3,870 4,365 4,69513,330"3,755 �2u',8790 4,040:Max. - gWlam HUCQ210-2-SDS` " " j " S ' SDS x 21/z '21 4,31/a c , 0600 17 a,71J FL �HGUS3.25,110 =" ;"3Y4 8% 4 °- (46) 0162.X31/z' (16)`0.162 z31/z ' 4,095' 9,100 9,100 9,100 7,825`R 7,825 7,825 IBC, HGUS325(12 3tla'Ob/a 4 - :(56)0762x3'h, ,(20)"0.1'62x"31/z"'5,440 9,400 9,400',9,400 .8,085t8,085 8,085 FL LGM 25-SDS , = 3 la=j= 8 to 30 41h � (16)1/V x 21h" SDS (12)1/4" xt21/i' SDS 5,555" 6,720" 7,31 v 7,31,1 4,840 5,2i55 2 .5" HHUS46 - 35/e 51/a 3 - (14) 0.162 x 31/z (6) 0.162 x 31/z 1,320 2,785 3,155 3,405 2,395 2,715 2,930 31/zx51/a HGUS46 - 3% 4346 4 - (20) 0.162 x 31h (8) 0.162 x 31/z 2,155 4,360 4,885 5,230 3,750 4,200 4,500 HIISAR `: •' • '' - "3�Y�r R144,'°_, 9 - tM AIR9 u111 _(R)(Lis? x 7 S45 1 RiS t qF(1 1'3FF?7 5ri511 RRn IUS3.56/9.5 - 3% 91/z 1 2 1 - (10) 0.148 x 3 - 7() 11,185 11,345 1,45511,020 11,160 1,250 MIU3.56/9 • • - 39/16 81Y,6 21/z - (16) 0.162 x 31h (2) 0.148 x 11h 210 2,305 2,615 2,820 1,980 2,245 2,425 U410 • • • ✓ 39/16 8% 2 - (14) 0.162 x 31h (6) 0.148 x 3 970 2,015 2,285 2,465 1,735 11,965 2,120 HUS410 • - 39/16 815/6 2 - (8) 0.162 x 31/z (8) 0.162 x 31/z 2,990 2,125 2,420 2,615 1,820 2,070 2,240 HHUS410 - 3% 9 3 - (30) 0.162 x 31/z (10) 0.162 x 31/z 3,565 5,635 6,380 6,445 4,845 5,486 5,545 31h x 91/z HU410/HUC410 ✓ 39AB 85/a 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 G,415 HUC0410 SDS 0 a- 39ti6 9 3 - (12) 1/4" x 21/z" SDS (6)1/4" x 21/2" SDS 2,265 4,500 F:SGG 13,240 3,240 3,240 HGUS410 • • - 3% 91A6 4 - (46) 0.162 x 31/z (16) 0.162 x 31/z 4,095 9,100 9,100 9,100 , 7,825 7,825 7,825 IBC, LGU3.63-SDS • • - 35/a 8 to 30 41h - (16)1/4" x 21/i" SDS (12)1/4" x 21/z" SDS 5,555 6,720 6,720 6,720 14,840 4,840 4,840 FL LA MGU3.63-SDS • • - 35/a 91/4 to 30 41/z - (24)1/4" x 21h" SDS (16)1/4" x 21/z" SDS 7,260 9,450 9,450 9,450 16,805 6,805 6,805 IUS3.56/11 88 ": " , •� - Ali 11?/s:` 2 " "- (12) Q.148 x 3 - O 1,420" 1,,615j 1;745•�)1,220 � 1,390� 1,485 `OVil"1AR v 11/ ,i . qyp, = 1), Rf2r1 ' 1 ...I =1RF'1 9 A7i sl •A6r 19 RQr° HUGQ412-SDS HGUS412 ; 46 .1 THA/THAC 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 halt 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'/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/a" (except THA413) and larger, with no load reduction — order THAC hanger. Codes: See p.12 for Code Reference Key Chart Double - Shear Nailing Top View Double -Shear Nailing Q Side View; Do not bend tab for ,422 for 422-2 426.2 THAC422 Face nails . Top nails per table per table 1-1/; typical 2 h' for THA422-2 and THA426-2 THA418 21/4'�i q r,. a..c ID� �W Ili THA29 Double 42 — 2 face nails Use full table value (total) Straighten the double shear nailing tabs and install nails straight into the joist Typical THA Top Flange Installation on a Nailer (except THA29) THA422 Face -Mount (Max.) Installation Straps may be installed straight or wrapped over with tabulated . face nails installed into top and face of heade Dome Double -Shear Nailing Side View a (Available on some models) Single S nailer 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 for to tnote 5 p.187 nails IaQ 86 Top Flange Installation THA/THAC Adjustable Truss Hangers (cont.) ID These products are available with additional corrosion protection. For more information, see p.15. C SPF/HF;, Allowable Loads �. - Code Uplift Floor Snow Roof/ Ref. ..�, `Wind THA29 18 1s/e 911A6 5Ye 11/z — (2)0.148x3 (6) 0.148 x 3 (4)0.148x3 525 -1,75U 1,750 1,750 1 450 1,3301,330 1,330 2M/ — (4)0.148X3 (6)0.148x3 (4)(3.1480 525 2:61012.6,101 2,610 1 450 11,98511,9851 1,985 THA218 18 1 1 s/e 173/is 51/z 1 2 1 — 1 (4) 0.148 x 3 I (2) 0.148 x 3 (4) 0.148 x 11121— 1,460 111460 1 1,460 1— 1,110 1 1,110 1 1,110 IBC, THA218 2=16 31/a 1Tus .8 2 155 FL, 3/}4 THA222-2 16 31/11 22Y1s 8 1 (4) 0.162 x 31/z (2) 0.162 x 31h (6) 0.148 x 3 1 1,9001,995 1,995 I 111490 1 1,515 1 1,515 THA418 16 35/s 17Yz 7% 1 2 — (4) 0.162 x 3"h (2) 0.162 x 31/z (6) 0.148 x 3 — 11,960 1,9951 1,995 — 1:490 11,515 1,515 TNH422 .,16[,37 sJa, 22. 77/s 2 — (d},0.762 x3"h (2) 0162 x 3"h {6) 0,148 x.3 3 f .3 .,3 5 1 �i5 = 1.49U l t a 1.515 THA426 14% 26 77/a 2 — (4) 0.162 x 31h (4) 0.162 x 31/z (6) 0.162 x 31/z — 2,435 2,435 2,435 — 2,095 2,095 2,095 THA42272 14 �/4. 22?'ls '93/4 ? 2 - (4) Or162 X 3%z �(4) 0:162 x 31/z" (6):0.162x 3'/z ' -3;330 3,330 : 3,330 _; ^ = '2,865 2,865 .2.865 <' FL THA426-2 141/4 26'/6 93/4 2 — (4) 0.162 x 31h (4) 0.162 x 31/z (6) 0.162 x 31/z — 3,330 3,330 3,330 1— 2,865 2,8651 2,865 " tE4 THA29 18 15/a 911tis 5"/a 1 — iP 91146 Y :a ,.. — Face Mount{Maxi sad (16) 0.148 x 3 InstaIt' (4) 0.148 x 3 a �, 525 r 2,265 2,2.65 2,265 450 1950 1950 1950 THA213 18 15/a , 1334s - 51/z , 13s1a (14) 0.148 X 3 (4j 0;14$ X 3. °31 r u4 7,340 0 733 1760 kilt 2105 THA218 18 1 % 173/is 51/z — 17-i6 — (18) 0.148 x 3 (4) 0.148 x 3 855 2,450 2,450 2,450 735 2105 2105 2.105 THA218-2 16. '3'la 17"pis -8 — 141hs ;", {22} 0162 X!31Jz (6) 0.162 z 31/2 1',855. _ % €t 3:3"f0 5 1,595, 2;6" ?,84 ? 8h5 IBC, THA222-2 16 3'/a 223/1s 8 — 141tis 1 (22) 0.162 x 31/z (6) 0.162 x 3'h 1,855 3,310 3310 3,310 1,595 2:845 2,845 2,845 FL LA THA418 116 1 35/a 1171/z 1 77/a I — 1141/�s I — 1(22) 0.162 x 31/z1(6) 0.162 x 3"/z11,85513,31013,3101 3,310 11595 12,84512,8451 2,845 ( THA426 14 3% 26 77/a 1 1161/16 1 1(30) 0.162 x 31/z (6) 0.162 x 31/z 1,855 4,415 14,4801 4,480 J 1,595 13,795 13,8551 3,855 THp422=2-'..1;4, .:71/a �2t1/s °93/a = 1fi3lis � `� ' (30}'0.162 x'31/z (6) O.f62x,H2 l';855 5,170 �,520 � 5 520 1,595 4,445 4,745 4,745 ;' FL THA426-2 14 71/4 .26 IN 93/4 — 18 — (38) 0.162 x 31/z (6) 0.162 x 31/z 1,855 5,520 5,520 5,520 1,595 4,745 4,745 4,745 1. Uplift loads have been increased for earthquake or wind loading with no further increase allowed. Reduce where other bads govern. 2. Wind (160) is a download rating. 3. 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° nai6 in the carrying member and tabulated fasteners in the carried member, and use 0.80 of the table value for 18 gauge, and 0.68 of the table value for 16 gauge and 14 gauge. 5. For the THA 2x models, one strap may be installed vertically according to the face -mount nailing requirements and the other strap wrapped over the truss chord according to the top -flange nailing requirements (see drawing on p. 186) and achieve full tabulated top -flange installation loads. 6. Refer to installation instructions regarding fastener installation into carried Qoist) member. Based on the installation condition, nails will be installed either straight with straighted double -shear nailing tabs or slanted. 7. Fasteners: Nail dimensions in the table are listed diameter by length. See pp. 21-22 for fastener information. 18 LUS/MUS/H US/H H US/HGUS Face -Mount Joist Hangers This product is preferable to similar connectors because of a) easier installation, b) higher loads, c) lower installed cost, or a combination of these features. .° 4.<.«. _ ......................... .......................... _........ .__................... __.... _.... ............... ........ __............ The double -shear hanger series, ranging from the light -capacity LUS hangers to the highest -capacity HGUS hangers, feature innovative double -shear nailing that distributes the load through tvvo points on each Joist 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 welde3or nailer applicafions. Options: • LUS and MUS hangers cannot be modified • Concealed flanges are not available for HGUS and HHUS • Other sizes available; consult your Simpson Strong -Tie representative Codes: See p.12 for Code Reference Key Chart Double -Shear Nailing Top View Double -Shear Nailing Side View Do not bend tab Dome Double -Shear Naiing Side View (Available on some models) 1' far 2x's t'�e for4e, s ,e� A C O H ' LUS28 Or HHUS210-2 w Vj MUS28 kw HUS210 (HUS26, HUS28, and HHUS similar) I--25W-►j HGUS28-2 Typical HUS26 Installation with Reduced Heel Height (multiple member fastening by Designer) 19 Simpson Strong-TieO Wood Construction Connectors Face -Mount Joist Hangers (cont.) Mm.� Model Heel No Hei h4" 9 , Ga. Dimensions (m ) Fasteners W H g' Carrying Carried Member Member Single 2x Sizes LUS24 w._, 251a �: 18 _ 1y�c " 1'sIA6 '. _ °3'la ; 4-Y, 13%a 'r 1a (4}g0148 420148x.3; ()s x3 (2) 0:148 0�' 0,148x3' " LUS26' 4Ya ". MUS26 411ti6 18 19A6 53A6 2 (6) 0.148 x 3 (6) 0.148 x 3 HUS26 45/16 16 1 % 53h 3 (14) 0.162 x 31/2 (6) 0.162 x 31/2 '06US26' 1',"4�N 12, e"_ 1 % � ?531e L1JS2$; 4 6 18 F 19116 z;;65/a "':13/a, , , y,(6) 0148 x 3 ._ "° (4j 0.148x 3, MUS28 65A6 18 16/ia 69A6 2 (8) 0.148 x 3 (8) 0.148 x 3 HUS28 61/2 16 15/6 7 3 (22) 0.162 x 31/2 (8) 0.162 x 31/2 HGUS28 61A6 12 15/e 71/a 5 (36) 0.162 x 31/2 (12) 0.162 x 31h LUS210 41/n.,', 18;( 1t116;;713%is ,1-1Y'a, r•.'(8)=0,148,x3 ,{4}°0:748x3'i H0S210;�r�8a/e �. ,16d 15/a;" "S' x(30);0162x331,!"(10)0.162X31/z`} HGUS210 ;86/s =,; ..12 :15Ia ° -91/e 5' .' '(46)Q`162X31Jz (16}0,1$2x3?h` O 1. See table below for allowable loads. V W rA H d co (L m 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 B with Strong -Drive® SD Connector screws. See pp. 335-337 for more information. _ Single 2x Sizes ---,-­..r---,...._.,:_- - - - - - --- --._ LUS26 1,165 865 990 1,070 1,355 1,165 935 1,070 1,150 1,475 865 635 725 785 1,000 IBC, FL, MUS26" 3. . "1;295 ' , 1;486 , 7;561)_ ` 1 560 F ? , - _ 1,405 ; y 560 .1 r 0 " 7, 60 ' L10 955 1;090 1',180; LA HUS26 1,320 2,735 3:095 3,235 '3,235 1.320 2,960 3,280 3,280 3,280 1,150 2,350 2t660 21780 2,780 HGUS26 - 8 -� : 040! . " 4,850�" 5,170Z U90.. - 871=" ".4 690 a •.�5.220 ,° �5390 , 5,390, >a,, 780 3,225 . ° ,3,610' `3,870 `- ' 3,985 �' IBC, FL LUS28 1,165 1,100 1,260 1,350 1725 1,165 1,195 1,360 1,465 1,730 865 810 925 1,000 1,270 fulUS28 ° 132s 1,730? °1,975 `;. 2125' 2,2 132� , -_1,875„ . 2,135 2 255 ".2,2c5, ` 1 t 0. „ 1;270 1,455 1;575' 1,955 IB LA L, HUS28 1,760 4,095 4,095 1,095 4;095 1 1,760 4,095 1 4,095 4,095 4,095 1,480 3,520 3,520 3,520 3,520 "HGUS28 .1iC5{ 275 7,275" "7;275 ' ,7,275:=, 7>650 7,�7il. '• ''75 7,275' „ , ?275 " :.>i:3�5,. �3,670° -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 ,635 . 5,450 796 ; ",B3fl. 5,8 0 d 2 b3o 4 , 5139 5 -' 5 73L , � R3'0 , °5. 30 " 2,22fi 2,33' ° 2, 55 , ,2;535, �;825>,'j LA HG11S210 2,090 9,100 9,100 9,100 9,100 2,090 7100 9,100 9,100 9,100 1,545 6,34r) 6:730 6:730 1 6,730 15C, 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 load 0.46 of table load W < 2" Bevel cut 0.72 of table load 0.46 of table load 2" < W < 6" Bevel cut 0.85 of table load 0.41 of table load 2" < W < 6" Square cut 0.46 of table load 0.41 of table load W > 6" Bevel cut 0.85 of table load 0.41 of table load 94 Acute - side apecily angle Top View HHUS Hanger Skewed Right (joist must be bevel cut) All joist nails installed on the outside angle (non -acute side). LUS/MUS/HUS/HHUS/HGUS These products are available with For stainless Many of these products are approved for installation 10 additional corrosion protection. ED steel fasteners, B with Strong -Drive° SD Connector screws. For more information, see p.15. see p. 21. See pp. 335-337 for more information. SS+ ISSII Double 2x Sizes HHUS26-2 4-516 14 3-546 53/8 3 (14) 0.162 x 31/z 1 (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 49/16 12 35A6 57A6 4 (20) 0.162 x 3Yz (8) 0.162 x 31/z 2,155 4,340 4,850 5,170 5,575 1,855 3,730 4,170 4,445 4,795 IBC, FL, LA LUS210-2 67/16 18 31/a 9 2 1 (8) 0.162 x 31/z 1 (6) 0.162 x 31/z 11,445 11,830 12,075 12,245 12,830 1,245 1,575 1,785 1,930 12,435 HHUS210-2 8% 14 35A. 81A 3 (30) 0.162 x 31h (10) 0.162 x 3'h 3,550 5,705 1 6,435 6,485 6,485 3,335 4,905 5,340 5,060 5,190 HGUS210-2 1 8a/i6 12 35AG 9% 4 (46) 0.162 x 31h 1(16)0.162x3l/214,09519,100 19,100 19,100 19,100 13,520 17,460 17,825 17,825 17,825 Triple 2x Sizes _r1tiUJLb-31., j 4`116,;..°IG 4.'..35G„5h °4 (LU)U:1."bL.xJ%2 atfJU.IULx-6h; G,( 8"- 4,04U 4,2f4U- JOIN; a,JlZ I,2Sb5- '5jou IBC, FL, HGUS28 3 "" 3 61�46 ; 12 415�s' 11 711a 4 {36) 0:162 x3?h (12).0.162 X31h; 3,235 7,460'; 7,460 "7,460 7,460. 2,780; -6,415 .6,415 ; 6,415 6,475 LA HHUS210-3 83/s 14 41716 87/a 3 (30) 0.162 x 3Yz (10) 0.162 x 3'h 3,405 5,630 6,375 6,485 6,485, 2,930 4,840 5,485 5,575 5,575 FL HGUS210-3 81IA6 12 41% 91/a 4 (46) 0.162 x 3Yz (16) 0.162 x 3Yz 4,095 9,100 9,100 9,100 9,100 3,520 7,825 7,825 7,825 7,825 ` 1 47 � x31h. 20}.016231h �"fl 9C�) , ; , 7SAHFUS12.3� , IBC FL,103/a LA Quadruple 2x Sizes ,tlLiUJLb�4" Jh;_ ;, IL-,'trh6; ,ah6' °. ,(LUJ.U,1bLxd%2" _i5).U.Ib1x3%2 .L,1JD. 4,34U_="4,25JU "3;11U 0,010" .I,i50B: 3713U 4JIU ;4,4140 0,1SO IBC, FL. HGUS28-4 71/a 12 69A6 73A6 4 (36) 0.162 x 3Yz (12) 0.162 x 31h 3,235 7,460 7,460 7,460 7,460 2,780 6,415 6,415 6,415 6,415 LA HHUS210-4 83/a 14 6'/a 187A 3 (30) 0.162 x 31h (10) 0.162 x 31/z 3,405 5,630 6,375 6,485 6,485 2,930 4,840 5,485 5,575 5,575 FL t6US219i4 ; . 9'la, ; ,,.12 . 6a/6( 93h6 , 4 (46).0.]62.x�311x: "(16)"0.162 3'h 4,095 '"91U0, 9,100" 9e100" 9,1Q4 3 520.7,825. 7,825 7,825 7,625 4x Sizes FL, LA IBC, FL LUS48 43/a 1 18 31A6 63/a 1 2 (6) 0.162 x 31/z (4) 0.162 x 31h '11,060 1,315 11,490 11,610 12,0301 910 11,130 11,280 11,385 11,745 1 IBC, FL, HUS48 61/8 14 31A6 7 2 (6) 0.162 x 3Yz (6) 0.162 x 3Yz 1,3'l.0 1,580 1,790 1,930 2,415 1,135 1,360 1,540 1,660 2,075 LA HHUS48 61/z 14 35A 71A 3 (22) 0.162 x 31/z (8) 0.162 x 3Yz 1,760 4,265 4,810 5,155 5,980 1 1,515 3,670 4,135 4,435 5,145 HGUS48 67/16 12 35/a 71A6 4 (36) 0.162 x 3Yz (12) 0.162 x 3'h 3,235 7,460 17,460 7,460 7,460 12,780 6,415 16,415 6,415 6,415 HGUS412 107/16 1 12 1 35/e 1103lisl 4 1 (56) 0.162 x 3Yz (20) 0.162 x 31/z 15,69519,045 9,045 19,045 9,045 4,900 1 7,780 1 7,780 7,780 17,780 HGUS414 111316 1 12 1 35/s 127Hs 4 1 (66) 0.162 x 31h (22) 0.162 x 31/z 5,695 10,125 10,125 10,125 10,125 4,900 1 8,190 8,190 8,190 8,190 Double 4x Sizes IBC, FL, LA FL 1. Uplft loads have been increased for earthquake or wind loading with no further increase allowed. Reduce where other bads govern. 2. Wind (160) is a download rating. 3. Minimum heel height shown is required to achieve full table loads. For less than minimum heel height, see technical bulletin T-C-REDHEEL at strongtie.com. 4. Truss chord cross -grain tension may limit allowable loads in accordance with ANSVrPl 1-2014. Simpson Strong -Tie® 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 21/z" nails in the header and 0.162" x 31h" in the joist, with no load reduction. With single 2x carrying members, use 0.148" x 11/z" 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 fisted diameter by length. See pp. 21-22 for fastener information. 96 Simpson Strong -Ties' Wood Construction Connectors 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'/i' max. to allow for greater construction tolerances (maximum gap for standard allowable loads is'/e" per ASTM D1761 and D7147). See technical bulletin T-C-HANGERGAP at strongtie.com for more information. Material: 16 gauge Finish: Galvanized Installation: • Use all specified fasteners: see General Notes • Can be installed filling round holes only, or filling round and triangle holes for maximum values • See alternate installation for applications using the HTU26 on a 2x4 carrying member or HTU28 or HTU210 on a 2x6 carrying member' ' for additional uplift capacity • HTU may be skewed up to 671/z°. See Hanger Options on pp. 98-99 for allowable loads. • See engineering letter L-C-HTUSD at strongtie:com for installation with Strong -Drive® SD fasteners. Codes: See p.12 for Code Reference Key Chart ICI Min. heel height per table Typical HTU26 Minimum Nailing Installation HTU26 78 IIIdA. LYdrl UCLWGCII GI IU UI truss and carrying member HTU Installation for Standard Allowable Loads (for 112" maximum gap, use Alternate Allowable Loads.) B Many of these products are approved for installation with Strong -Drive" SD Connector screws. See pp. 335-337 for more information. Standard Allowable Loads (1/8" Maximum Hanger Gap) 2x Sizes SIMPSON" > rlu a Alternate Installation - HTU28 Installed on 2x6 Carrying Member (HTU210 similar) nr:uco,�lwac.7:= R.n:- ,lie „a;.1e I a•ra° f rx,Pn,,tcv�„u tO triz _a,�aa'.g�c,�gy �;-?���,.° erau ti,u1u t I,003 �c.oau°f y,aaa aycxau° o;you IBC, HTU28 (Min.) 37/a 1 % 7Yia 3Yz (26) 0.162 x 3 /z (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 FL, HTU28 (Max.) 71/4 15/a 71/i6 3Yz (26) 0.162 x 31/z 1 (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 LA FITU210 (Nlin:) 3!/s `,' '15/a° 91h6 3'fi (32) 0.16201h: (14);0.1481111z , 1,330- �=,3°00 <4,300. 4 300 ,3J� : '1,145 `3;22u' 3, 25 ° 3 225 3:225„ HTU210,(tvlax) 9?�a-''S/s` 91✓Is' 3y/z°f,(32)01S2:S13'h_a{32j0,1,48x-t'h 3,315`' ;4,7ff5/31i1 ;r30 `5,995 2,850 4,OA5' �bc _f,3 t?, 5155' Double 2x Sizes HTG26-2 (Min.) ° 3*W 3% ,5'/I6 -X/2' (20) 0:162 x 3'Jz, , (14) 0.148,i3 'y 515,; 2,940' 3,1W) . 3 583 3�910; ..1„3p5 1,850.• 2,090 2,255 2,465 HT026-2,(MaX.) . , 5?lz .t 35/g,' 5?h6,v 31h ' (20} O 1, 2 X 3'�Z (20) 0148 X3 2,�75- „2;940 3 320, ,,3;�8.0. 4„4 i0',' 1,870 ' 2,530 x, , 4a&5 3 a8v '.3;855 HTU28-2 (Min.) 37A 3-516 71A6 31h 1 (26) 0.162 x 31/z (14) 0.148 x 3 1,530 3,820 4,310 14,310 4,310 1,315 2,865 3,235" 3,235 3,235 IBL, HTU28-2 (Max.) 71/4 35/ia 7'Ar, 3Yz (26) 0.162 x 31/z (26) 0.148 x 3 3,485 3,820 4,315 4,655 5,825 2,995 3,285 3,7i ' 35 :5`010 LA 1. The maximum hanger gap is measured between the joist (or truss) end and the carrying member. 2. Minimum heel heights required for full table bads are based on a minimum 2:12 pitch. 3. Uplift bads have been increased for earthquake or wind loading with no further increase allowed. Reduce where other bads govern. 4. Wind (160) is a download rating. 5. For hanger gaps between %' and 1h", use the Alternate Allowable Loads. 6. Truss chord cross -grain tension may Emit allowable bads in accordance with ANSVTPI 1-2014. Simpson Strong -Tie" Connector Selector° software includes the evaluation of cross -grain tension in its hanger allowable bads. For additional information, contact Simpson Strong -Tie. 7. Loads shown are based on a minimum two-ply 2x carrying member. For single 2x carrying members, use 0.148" x 1 W nails in the header and reduce the allowable download to 0.70 of the table value. The allowable uplift is 100% of the table bad. 8. Fasteners: Nail dimensions in the table are fisted diameter by length. See pp. 21-22 for fastener information. Simpson Strong -Tie® Wood Construction Connectors Face -Mount Truss Hanger (cont.) S Many of these products are approved for installation with Strong -Drive® SD Connector screws. See pp. 335-337 for more information. Alternate Installation lable Tor 2x4 and 2Xb Larrying Member Oig '_'X e Wind ill Ref. manI HTU26 (Min.) I 37h (2) 2x4 (10) 0.162 x 31/2 (14) 0.148 x 11/2 925 1 1,470 1 1,660 1 1,790 1 1,875 1795 1 1,265 11,430 1 1,540 1 1,615 HTU26 (Max.) 51h (2) 2x4 (10) 0.162 x 31h (20) 0.148 x 11/2 1,240 1,470 1,660 1 1,790 1 2,220, 1 1065 1 1,265 1,430 1,540 1,910 IBC, un �no-re.a....1 =�`�rr.. , mi pia . foi l ii Ian „ yam mc1 n 5 n o„ 1,iL n7n :( "O"oen •z z }r: -x on �(. Q"one, in r ., sari ` ". •�.u�s'. °;. �7 ry :�`1an 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. Alternative Allowable Loads (1/2" Maximum Hanger Gap) Single 2x Sizes IBC, HTU28 (Min.) 37/e 15/s I 71fe 31/2 (26) 0.162 x 31/z (14) 0.148 x 11/z 1110 3,770 3,770 3,770 3,770 955 2,825 2,825 2.825 2,825 FL, HTU28 (Max.) 71/4 1$/e 17'4s 31h 1 (26) 0.162 x 31/z 1 (26) 0.148 x 11h 1,920 13,820 4,315 4,655 5,015 1,695 2,865 3,235 3,490 3,765 1 LA 3,765 Double 2x Sizes HTU28-2 (Min:) 37/8 35/ir, 71tie 31/2 (26) 0.162 x 31/z (14)0.148x3 1,490 3,820 3,980 3,980 3,980 1,280 2,865 2,985 2,985 2,985 IBC, FL, HTU28 2 (Max.) 71/4 1 341s 7Yis 31/2 (26)* 0.162 x 31/2 (26) 0.148 x 3 . 3,035 3,820 4,315 4,655 5,520 2,610 1 2,865 1 3,235 1 3,430 4,140 1 LA HTU210 2 (Miri.} " ;37/a " 3 i6• .9'tie; •3'h (32} 0162`xy3'h, "(14)YQ 148 x 3 " 1,755, '4 255 4,* 4'e ,'4" 65 .1,510 3190 1 3,190 3J9' O_' 3,190' 1. The maximum hanger gap is measured between the joist (or truss) end and the carrying member. 2. Minimum heel heights required for full table bads are based on a minimum 2:12 pitch. 3. Uplift bads have been increased for earthquake or wind loading with no further increase allowed. Reduce where other bads govern. 4. Wind (160) is a download rating. 5. For hanger gaps between 1/8' and 1h°, use the Alternate Allowable Loads. 6. Truss chord cross -grain tension may Emit allowable bads in accordance with ANSI/iPl 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 11/2" nails in the header and reduce the allowable download to 0.70 of the table value. The allowable uplift is 100% of the table bad. 8. Fasteners: Nail dimensions in the table are listed diameter by length. See pp. 21-22 for fastener information. 19 Simpson Strong -Tie® Wood Construction Connectors ■ Medium -Duty Face -Mount Hangers HU/HUC hangers may be installed on a masonry/concrete wall as described below. Additionally, HU hangers with one flange concealed may be installed similarly. HU and HUG products are heavy-duty face -mount joist hangers made from 14-gauge galvanized steel. • The HUG is a concealed flange (face flanges turned in) version of the HU. • HU is available with both flanges concealed, provided the W dimension is 25/1e" or greater, at 100% of the table load. Specify HUG. • HU is available with one flange concealed when the W dimension is less than 25/15" at 100% of the table load. Specify as an 'X' version and specify flange to conceal. • For any HU or HUG shown in this catalog, the user may substitute all face nails with'/4" x 13/4" Titen® 2 screws (Model TTN2-25134H) for concrete and'A" x 21,44" Titen 2 scre%.us (Model TTN2-25234H) for GFCMU. Follow all installation instructions and use the loads from the sawn lumber or EkNP 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 ('/4" x 23/4" — Model TTN2-25234H) and for concrete ('/4" x 13/4" — Model TTN2-25134H) are not provided with the hangers. • Drill the 3/is"-diameter hole to the specified embedment depth plus'/2". • Alternatively, drill the 3/1e"-diameter hole to the specified embedment depth and blow it clean using compressed air. • Caution: Oversized -diameter holes in the base material will reduce or eliminate the mechanical interlock of the threads with the base material and will reduce the anchor's load capacity. • Titen Installation Tool Kits are available. They include a 3/1e° drill bit and hex -head driver bit (Model TTNT01-RC); a 3/15" x 4'/2" drill bit is also available (Model MD1318412). • A minimum edge distance of 1'/2" and minimum end distance of 37/8" is required as shown in Figure 1 for full uplift load. • Where no uplift load is required, a minimum end distance of 11/2" is gem,itted. Codes: See p.12 for Code Reference Key Chart Concealed flanges H UC410- e,1_1x2° . SIMPSbN k HU21.4 Figure 1 — HUC410 Installed on Masonry Block End Wall Figure 2 — HUC410 Installed on Masonry Block End Wall 23 11 Simpson..Wood Construction . . HU/HUC/HSUR/L Medium -Duty Face -Mount Hangers (cont.) Is These products are available with additional corrosion protection. For more information, see p.15. Model ° Standard Concealed FastenersAllowable (in.)GFCMU GFGMU Conc"rete a iten®2 = T1ten�2 iolst °.160) Loads (DF/sp) Code' Ref. ` Uplift Down . {100/125� A Concrete Uplift Down - (16Q) (1001125) HU26 HU26X (4)1/4 x 23/4 (4) 1/4 x 13/4 (2) 0.148 x 11/2 335 1,000 335 1,545 HU28 ", HU28X {6)1Ia X 23/a (6)1/4 X "13/4 . (4) 0148 x"1,'1Iz s ,,545 1 500 760 2 400 ,:,` 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 (MI HUC26=2 8/x/4 0148 3 D/4 , 760. 3,200 HU26-� {Max}.°° HUC26 (12)1/x 2 /4 r (12),Y4x`13/a '" °. {6) 0.�48 x 3"" •1,135 3 000 4' 1,135', - 3 950 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 31200 HU26-3 (Max.) HUC26-3 (Max.) (12)1/a x 23/4 (12)1/4 x 13/4 (6) 0.148 x 3 1,135 3,000 1,135 3,950 HU28 2 (Min),' HUC28c2 {Mint " (10}?/d x 23/4� {10)114:1(131a (4) 0148.X3 760 2,500° ' "760 3,725 HU28 2 (Max) "°; HUC28=2 (Max.}' (14);%<x 23/4 ° - = (14) J4 x 13/a (6) 0.148 x 3 °" ° 1135 '- "; 3,500 1,135 ° ,' ` 4 920; ' 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 {Mm.) ,' . HUG210=2(Miri) (14}�1Ia X-23A '- (14j YaX 13/a(6) 0.148 X 3 - f 135 "'` 3,500 1,135 4;920 HU210_2, 2 (Max.) °, HUC210;2 (Max) "' (18j �l x 23/aY {18)?/a X 13! {10) 0.148 z+3 1, 800T ^"y °: 4 50p a 1',8Q0 5 085 HU210-3 (Min.) HUC210-3 (Min.) (14)114 x 23/4 (14)1/4 x 13/4 (6) 0.148 x 3 1,135 3,500 1,135 4,920 HU210-3 (Max.) HUC210-3 (Max.) (18)1/4 x 23/4 (18)1/4 x 13/4 (10) 0.148 x 3 1,800 4,500 1,800 5,085 � U2j}� a a a; 0}?fx131HU21 0 113 2 500 1, 2,66548'x�h1h HU212-2 (Min.) HUC212-2 (Min.) (16)1/4 x 23/4 (16)1/a 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 (2 2) 1/4 x 13/4 (10) 0.148 x 3 1,350 5,085 1,350 5,085 H11212°-3 (Mm.) ` s HUC212 3 (Min.} `, (16) ?/d x 23/4 f "';� (16} 1/4 3/a {6) 0.148 x.3 1135 `4,000; 1,135, ", 4,920 HU212 3 {Max,) " ;°`HUC212=3 {Max) �`) {22)?/d x 231a (22) �I4`x 13I4 (10) 0% x='3 -�" 1,80b 5;085 1,800 5 085- HU214 HU214X (12)1/4 x 23/a (12)1/4 x 13/4 (6) 0.148 x 11/2 1,135 2,665 1,135 2,665 HU214 2 {Mm)'° HUC214 2 (Min.) (18)1%q x 23/a (18) Y< x 13/a (8) 0.14$ x 3. 1,515 4,500 ` ° 1,515 ' " 5,085' , X133// 2O.8 41/a id, 5 5,0$3 5° 5{M HU214-3 (Min.) HUC214-3 (Min.) (18)114.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)114 x 23/4 (24)1/4 x 13/4 (12) 0.148 x 3 2,015 5,085 2,015 5,085 ' (18)/x23/4 (1'8)I11a° 2,920HU21-6 HU216-2 (Min.) HUC216-2 (Min.) (20)114 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)114 x 23/4 (26)1/4 x 13/4 (12) 0.148 x 3 2,015 5,085 2,015 5,085 HU216 3"(Min.) . , HUC216, 3 (Min:) ' :. (20)1/a x 23/a �- < (20)1/4 x;1314 "°. "0. '(8) 0148 x3 1,515 . 4,920 T,515', 4,920 H6216 3 (Max.) : HU,G2t6.3 (MaX:) ., , {26� 1la x 23/a (26) Ya,'X 13Ja (12) 0:148 x 3 2 015 5 085 , 2,015 : 5 085 HU7 (Min.) (Not available) (12)1/4 x 23/4 (12)114 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 1 (16)1/4 x 13/4 (8) 0.148 x 11/2 1,085 3,485 1,085 3,485 HU11 (Min.) (Not available) (22)114 x 23/4 (22)'/4 x 13/4 (6) 0.148 x 11/2 1,135 3,230 1,135 3,230 HU11 (Max.) (Not available) (30)1/4 x 23/4 (30)1/4 x 13/4 (10) 0.148 x 11/2 1,445 3,735 1,445 3,735 W i14 (Mm) ..• {NOtavdilable} , ° {28} 1/dx 23/a ° ° r (28)1I4-it"134 :, (8) 0 148 X 1!Iz "(Not available) °;".� (36)?/ax2�'a (36)1I4x13/4; (14)0148x111z 2,015 . 4,245,, 2;015 4,245 a 38 STAGGER JOINTS - TYP. B/SKI iED HEEL ROOF TRUSSES PLAN I RIBBON BOARD- SEE SCHEDULE FOR SPACING t FASTENING TO TIRU55ES UPLIFT/SHEAR ANCHORF—MASONRY WALL - EACH TRU55 - SEE B/SKI SEE PLAN PLAN NOTE: ADD'L FRAMING NOT SHOWN FOR CLARITY RAISED HEEL TRU55 BEARING= A SCALEI HIS SKI t ROOF SHEATHING- SEE I SOFFIT/FA5CIA- SEE ARCH. RAISED HEEL ROOF TRUSSES -SEE PLAN O W N RIBBON BOARD- ¢ Q 3 SEE SCHEDULE w U z LL FOR SPACING t O w w w FASTENING TO w N U :E ¢ Q TRUSSES w < 8 = Z O m WALL SHEATHING -SEE PLAN = w z MIN. 15/32' CDX PLYWOOD OR o_ 3 1/16' 085 WITH 8d GUN NAILS R I U (0.131' X 2 1/2') 9 6' O.G. TO UPLIFT/SHEAR GYP. CEILING- RIBBON BOARDS ANCHOR EACH SEE PLAN a TRU55- SEE PLAN SCHEDULE DO NOT FASTEN RIBBON BOARD INTO END GRAIN OF ROOF TRUSS MASONRY WALL - BOTTOM CHORD SEE PLAN _ RAISED HEEL TRU55 BEARING B REVISION: SCALEI NTS SKI RIBBON SCHEDULE, . DESIGN CRITERIA RIBBON MATERIAL RIBBON SPACING RIBBON ATTACHMENT Vult=165 MPH (2) 12d GUN (0.131' X 3') (Vaad-128 MPH) 2X4 SPF02 24' TO EACH TRUSS, (4) EXP. B, NAILS AT JOINTS ENCLOSED Vult=180 MPH (2) 12d GUN (0.131' X 3') (VaedR139 MPH) 2X4'SPF02 16, TO EACH TRUSS, (4) EXP. C, NAILS AT JOINTS ENCLOSED SHEET TITLE: RIBBON DE FOR RME➢NEft ROOFfRU356 S HEET INFORMATION: _ Bdllld �IEISSUEO: II.RB.Id DR�wN BY: RfwEwkO BY: SK.1 ALPINSE j4nuarylQ- 202'0' 3904 Avenue' G, NW Winter Haven; 4�13 '88Q-62,0,i Dear Matt 'h In questions were raised concerning It�h4�c"o'��me.'t"omy-attention.':t.,at,�so eq4qb s_ holes""Atilidd thfu'-the; chords '(Wide fke)., 0 sy,s,+Z gable enes, t0llow far, threaded fdds Vs'edfbr t.ie,6w..ns',*;" If these gab � le"ends,,are overcontinuous,sup 'hd, enteirlinez. ffti�W-- iih ,w dt! X p, face no"do s' th with g�.,an4--:Q,,C','w- bu, to Am,nyconne damaging Ia p ,:esOr vertical �q ,,yqjtbeA jq Are� , ,The -,,,efftot; ba�,ds,,, hd.".hd �iddftion4l no,rep frlsir truss . only supports, -,Z "f.e If you have airy qiies"tibii§ :016a§& give me a.. -.,Call., 6750 Fbru m drove, Suite 8 _0;.0*dcj 'FL3?. ,8685 ALPINE. AN RW COMPANY FL REG## 278,, Yoonhwak Kim, FL PE ##86367 Alpine, an ITW Company 6750 Forum Drive, Suite305 Orlando„ FL 32821 Phone(800)755-6001 www.alpineitw.com �tfie"Information Pa a"'1: Customer. Carpenter Contractors of America Job Number: N372962 Job Description: 7A5 ,175EA ,RF01 / 17561EASTHAM/EXPRESS Address:. Jotx ire lneerirl "Griieria. Design Code: FBC 2017 RES Int@IliV1EW Version: 1.8.02.01 through 18.02.01A JRef'#: 1 WXK89750083 Wind Standard ASCE 7-10 Mind Speed (mph): 160 Roof Load (pso: 20.00- 7.00- 0.00-10.00 Building Type: Closed Floor Load s : None This package contains general notes pages, 33 truss drawing(s) and 11 detail(s). ItQm': UraWrng"Number 7Yuss 1 218.20.1558.07755 Al 3 218.20.1558:07318 A3 5 218.20,1558.07428 A5 7 218.20.1558.07037 A6A 9 218.20.1558.09159 A7A 11 218.20.155809408 ABA 13 218.20.1558.08145 B2 15 218.20.1558.09143 B4 17 218.20.1558.07209 C1A 19 218.20.1558.04089 CJB 21 218.20.1558.07630 J66A 23 218 20.1558..07411 EJ56 25 218.20.1558.08753 CJ36 27 218.20,1558.08831 CJ1 29 218.20.1558.04091 CJA 31 218.20.1558,08675 HJ56 33 218.20.1558.03901 HJB 35 A14015ENC101014 37 A'16015ENC101014 39 BRCLBSUB1014 41 GBLLETIN0118 43 RIGINSRT1014 Rem � T�raw"ing Plumber a "Truss 2 218.20.1558.07943 A2 4 218.20.1558.08223 A4 6 218.20.1558.09299 A6 8 21'8.20.1558.07287 A7 10 218.20.1558.09018 A8 1,2 218,20.1558.08410 B1 14 218.20.1558.08146 B3 16 218.20.1558.07100 C1 1.8 218.20.1558.07536 C2 20 218.20.1`558.08925 J66 22 218.20..1558.08644 EJ66 24 218.20.1558:07817 CJ5 26 218.20.1558:08285' CJ3 28 218.201558.07552 CJ16 30 218.20.1558.08472 HJ66 32 218.20.1558:04090 HJA 34 160TL 36 A14030ENC 01014 38 A16030ENC101"014 40 DEFLCAMBI'014 42 GBLLETIN1014 44 STRBRIBRIO14 Florida Certificate of Product Approval #FL1999 Printed 8/5/2020 4:03:00 PM General Notes Truss Design Engineer Scope of Work, Design Assumptions and Design Responsibilities: The design responsibilities assumed in the preparation of these design drawings are those specified in ANSI/TPI 1, Chapter 2; and the National Design Standard for Metal Plate Connected Wood Truss Construction, by the Truss Plate Institute. The truss component designs conform to the applicable provisions of ANSII/TPI 1 and NDS, the National Design Specification for Wood Construction by AWC. The truss component designs are based on the specified loading and dimension information furnished by others to the Truss Design Engineer. The Truss Design Engineer has no duty to independently verify the accuracy or completeness of the information provided by others and may rely on that information without liability. The responsibility for verification of that information remains with others neither employed nor controlled by the Truss Design Engineer. The Truss Design Engineer's seal and signature on the attached drawings, or cover page listing these drawings, indicates acceptance of professional engineering responsibility solely for the truss component designs and not for the technical information furnished by others which technical information and consequences thereof remain their sole responsibility. The suitability and use of these drawings for any particular structure is the responsibility of the Building Designer in accordance with ANSI/TPI 1 Chapter 2. The Building Designer is responsible for determining that the dimensions and loads for each truss component match those required by the plans and by the actual use of the individual component, and for ascertaining that the loads shown on the drawings meet or exceed applicable building code requirements and any additional factors required in the particular application. Truss components using metal connector plates with integral teeth shall not be placed in environments that will cause the moisture content of the wood in which plates are embedded to exceed 19% and/or cause corrosion of connector plates and other metal fasteners. The Truss Design Engineer shall not be responsible for items beyond the specific scope of the agreed contracted work set forth herein, including but not limited to: verifying the dimensions of the truss component, calculation of any of the truss component design loads, inspection of the truss components before or after installation, the design of temporary or permanent bracing and their attachment required in the roof and/or floor systems, the design of diaphragms or shear walls, the design of load transfer connections to and from diaphragms and shear walls, the design of load transfer to the foundation, the design of connections for truss components to their bearing supports, the design of the bearing supports, installation of the truss components, observation of the truss component installation process, review of truss assembly procedures, sequencing of the truss component installation, construction means and methods, site and/or worker safety in the installation of the truss components and/or its connections. This document may be a high quality facsimile of the original engineering document'which is a digitally signed electronic file with third party authentication. A wet or embossed seal copy of this engineering document is available upon request. Temporary Lateral Restraint and Bracing: Temporary lateral restraint and diagonal bracing shall be installed according to the provisions of BCSI chapters B1, B2, B7 and/or 1310 (Building Component Safety Information, by TPI and SBCA), or as specified by the Building Designer or other Registered Design Professional. The required locations for lateral restraint and/or bracing depicted on these drawings are only for the permanent lateral support of the truss members to reduce buckling lengths, and do not apply to and may not be relied upon for the temporary stability of the truss components during their installation. Permanent Lateral Restraint and Bracing: The required locations for lateral restraint or bracing depicted on these drawings are for the permanent lateral support of the truss members to reduce buckling lengths. Permanent lateral support shall be installed according to the provisions of BCSI chapters B3, B7 and/or B10, or as specified by the Building Designer or other Registered Design Professional. These drawings do not depict or specify installation/erection bracing, wind bracing, portal bracing or similar building stability bracing which are parts of the overall building design to be specified, designed and detailed by the Building Designer. Connector Plate Information: Alpine connector plates are made of ASTM A653 or ASTM A1063 galvanized steel with the following designations, gauges and grades: W=Wave, 20ga, grade 40; H=High Strength, 20ga, grade 60; S=Super Strength, 18ga, grade 60. Information on model code compliance is contained in the ICC Evaluation Service report ESR-1118, available on-line at www.icc-es.ora. Fire Retardant Treated Lumber: Fire retardant treated lumber must be properly re -dried and maintained below 19% or less moisture level through all stages of construction and usage. Fire retardant treated lumber may be more brittle than untreated lumber. Special handling care must be taken to prevent breakage during all handling activities. Page 1 of 3 General Notes (continued) Key to Terms: Information provided on drawings reflects a summary of the pertinent information required for the truss design. Detailed information on load cases, reactions, member lengths, forces and members requiring permanent lateral support may be found in calculation sheets available upon written request. BCDL = Bottom Chord standard design Dead Load in pounds per square foot. BCLL = Bottom Chord standard design Live Load in pounds per square foot. CL = Certified lumber. Des Ld = total of TCLL, TCDL, BCLL and BCDL Design Load in pounds per square foot. FRT = Fire Retardant Treated lumber. FRT-DB = D-Blaze Fire Retardant Treated lumber. FRT-DC = Dricon Fire Retardant Treated lumber. FRT-FP = FirePRO Fire Retardant Treated lumber. FRT-FL = FlamePRO Fire Retardant Treated lumber. FRT-FT = FlameTech Fire Retardant Treated lumber. FRT-PG = PYRO-GUARD Fire Retardant Treated lumber. g = green lumber. HORZ(LL) = maximum Horizontal panel point deflection due to Live Load, in inches. HORZ(TL) = maximum Horizontal panel point long term deflection in inches, due to Total Load, including creep adjustment. HPL = additional Horizontal Load added to a truss Piece in pounds per linear foot or pounds. Ic = Incised lumber. FJ = Finger Jointed lumber. L/# = user specified divisor for limiting span/deflection ratio for evaluation of actual Udefl value. Udefl = ratio of Length between bearings, in inches, divided by the vertical Deflection due to creep, in inches, at the referenced panel point. Reported as 999 if greater than or equal to 999. Loc = Location, starting location of left end of bearing or panel point (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.oro. 2. ICC: International Code Council; www.iccsafe.org. 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.org. 5. SBCA: Wood Truss Council of America, 6300 Enterprise Lane, Madison, WI 53719; www.sbcindust[y.com. Page 3 of 3 SEON: 103462 / COMN Ply: 1 Job Number: N372962 Cust: R8975 JRef:1WXK89750083 T31 FROM: RWM City: 5 7A5 ,175EA ,RF01 / 1756/EASTHAM/EXPRESS DrwNo: 218.20.1558.07755 Truss Label: Al / YK 08/05/2020 13'6"10 20' 6'4"4 7'2"6 6'5"6 6X6 E 40' 1' 10' 10, _I 10 'r 20' Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) TCLL: 20.00 Wind Std: ASCE 7-10 Pg: NA Ct: NA CAT: N/ TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA BCDL: 10.00 Risk Category: II Snow Duration: NA EXP: C Kzt: NA D Des Ld: 37.00 Mean Height: 15.00 ft NCBCLL: 10.00 TCDL: 4.2 psf Code / Misc Criteria Soffit: 0.00 BCDL: 5.0 psf Bldg Code: FBC 2017 RES Load Duration: 1.25 MWFRS Parallel Dist: h to 2h TPI Std: 2014 Spacing: 24.0 " C&C Dist a: 4.00 It Rep Fac: No Loc. from endwall: not in 13.00 It FT/RT:20(0)/10(0) GCpi: 0.18 Plate Type(s): Wind Duration: 1.60 WAVE Lumber Top chord 2x4 SP #2 N Bot chord 2x4 SP #1 :B2, B3 2x4 SP 2400f-2.0E: Webs 2x4 SP #3 :W3, W4, W5 2x4 SP #2 N: Bracing (a) 1X4 #3SRB or better continuous lateral restraint to be equally spaced. Attach with (2) 8d Box or Gun nails(0.113"x2.5",min.). Restraint material to be supplied and attached at both ends to a suitable support by erection contractor. (a) or scab reinforcement may be used in lieu of CLR restraint. substitute (1) scab for (1) CLR and (2) scabs for (2) CLR'S where shown. Scab reinforcement to be same size, species, grade, and 80% length of web member. Attach with 0.128x3" gun nails @ 6" oc. Loading Truss passed check for 20 psf additional bottom chord live load in areas with 42"-high x 24"-wide clearance 2676 33'7"12 40' 6'5"6 7'2"6 6'4"4 10, 30' Deft/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): 0.276 K 999 360 VERT(CL): 0.482 K 988 240 HORZ(LL): 0.085 J - - HORZ(TL): 0.148 J Creep Factor: 2.0 Max TIC CSI: 0.793 Max BC CSI: 0.902 Max Web CSI: 0.846 VIEW Ver: 18.02.0 ItA.0205. 19 0ENS No. 86367 0 m ® O kJ o STATE OF a 9i " 0 e 't, r®1s, 10, 1 40' ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 1678 /- /- /923 /333 /344 H 1679 P /- /923 /333 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 2.0 H Brg Width = 8.0 Min Req = 2.0 Bearings B & H are a rigid surface. Bearings B & H require a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - C 1734 - 3551 E - F 1227 - 2270 C - D 1590 - 3234 F - G 1590 - 3235 D - E 1227 - 2270 G - H 1734 - 3552 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - L 3224 -1476 K -J 2618 -1126 L - K 2618 -1102 J- H 3225 -1478 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. C - L 324 - 377 K - F 499 - 783 L - D 572 - 222 F - J 573 - 223 D - K 499 - 783 J - G 324 - 377 E - K 1353 - 636 e Wind eA` S�, o ®®0 Wind loads based on MWFRS with additional C&C , member design. %I/A6� pl� Additional Notes Refer to General Notes for additional information FL REG# 278, Yoonhwak Kim, FL PE 486367 08/05/2020 **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, b TPI ani SBCA) for safety practices prior to performing these functions. Installers shall provide tempora,� bracing per BCSI. Unless noted o herwise,top chord shall have properly attached structural sheathing and bottom chord shall have a propper y attached riggid ceilingq. Locations shown forpermanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or 810, as aoDlicab-le. AoDTv plates to each face of truss and position as shown above and on the Join Details. unless noted otherwise. f�efer to Alpine, a division of ITW BuildinlComponents Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the truss in conformance with ANSIfI PI 1, or for handling{ shipping, installation and bracing of trussesA seal on this drawing or cover page, listing this drawing indicates acceptance of pro essiona engineering responsibility solely for the design shown. The suifabdlty 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 lob's general notes page and these web sites: ALPINE: www.alpineitw.com; TPI: www.tpinst.org; SBCA: www.sbcindustry.com; ICC: wwwkcsaf ALPINE *NMCWA- 6750 Forum Drive Suite 305 Orlando FL, 32821 SEQN: 1033651 HIPS Ply: 1 Job Number: N372962 Cust: R8975 JRef:1WXK89750083 T3 / FROM: RWM Qty: 2 7A5 ,175EA ,RF01 / 1756/EASTHAM/EXPRESS DrwNo: 218.20.1558.07943 Truss Label: A2 / YK 08/05/2020 Loading Criteria (psf) TOLL: 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 6'4"4 6'4'4 Y T. 1'6 13'6"10 i 1 20'1 W5'6 + 337"12 + 40' 7'2"6 411'6 16 4'11'6 7'2'6 6'4'4 =4x6 1113X6 =4X6 T3 eve E F G 40' '(" 10' i 10, 10 + 10' 20' 30' Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria Wind Std: ASCE 7-10 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.315 M 999 360 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.549 M 867 240 Risk Category: II Snow Duration: NA HORZ(LL): 0.085 L - - EXP: C Kzt: NA HORZ(TL): 0.149 L Code / Mist; Criteria Mean Height: 15.00 ft Creep Factor: 2.0 BCDL: 4.2 psf BCDL: 5.0 psf Bldg Code: FBC 2017 RES Max TC CSI: 0.985 MWFRS Parallel Dist: h to 2h TPI Std: 2014 Max BC CSI: 0.907 C&C Dist a: 4.00 It Rep Fac: Yes Max Web CSI: 0.673 Loc. from endwall: not in 13.00 ft FT/RT:20(0)/10(0) GCp!: 0.18 Plate Type(s): VIEW Ver: 18.02.01A.0205.19 Wind Duration: 1.60 WAVE Top chord 2x4 SP #2 N :T2, T5 2x4 SP #1: :T3 2x4 SP 2400f-2.OE: Bot chord 2x4 SP #1 :132, B3 2x4 SP 2400f-2.0E: Webs 2x4 SP #3 03, W4, W5 2x4 SP #2 N: Bracing (a) 1X4 #3SRB or better continuous lateral restraint to be equally spaced. Attach with (2) 8d Box or Gun nails(0.113"x2.5",min.). Restraint material to be supplied and attached at both ends to a suitable support by erection contractor. (a) or scab reinforcement may be used in lieu of CLR restraint. substitute (1) scab for (1) CLR and (2) scabs for (2) CLR'S where shown. Scab reinforcement to be same size, species, grade, and 80% length of web member. Attach with 0.128x3" gun nails @ 6" oc. Loading Truss passed check for 20 psf additional bottom chord live load in areas with 42"-high x 24"-wide clearance. Wind Wind loads based on MWFRS with additional C&C member design. Additional Notes Refer to General Notes for additional information •1� �p0 A No. 86367 0 a� STATE OF—��"cr� iQ o � moo' w,q ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 1682 /- /- /927 /339 /321 J 1682 /- /- /927 /339 P Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 2.0 J Brg Width = 8.0 Min Req = 2.0 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 1794 - 3564 F - G 1238 - 2073 C - D 1645 - 3236 G - H 1293 - 2290 D - E 1293 - 2291 H - 1 1646 - 3239 E - F 1238 - 2073 I - J 1798 - 3571 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - N 3237 -1533 M - L 2606 -1191 N - M 2606 -1167 L - J 3244 -1555 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. C - N 336 -402 M - H 476 - 745 N - D 592 - 230 H - L 596 - 232 D - M 479 - 748 L -1 339 - 407 F - M 1255 - 589 4ORIp®*:41P� ;ON�A0 11i� FL REG# 278, Yoonhwak Kim, FL PE #86367 08/05/2020 **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 quire Information, by TPI an SBCA) for sa ety practices prior to pertorming these functions. Installers shall provide temporary BCSI. Unless noted ovherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a properly qe ceiling Locations shown for ermanent lateral restraint of webs shall have bracing installed per BCS! sections B3, B7 or B10, le._ Apply plates to each face. of truss and position as shown above and on the Join Details, unless noted otherwise. kefer to of fIHi i, or torn acceptance any structure from this drawing,any failure to build the � seal on this drawing or cover pa e :for the design shown. The suitability ALPINE R COM _ 6750 Forum Drive Suite 305 Orlando FL, 32821 SEQN: 103368 / HIPS Ply: 1 Job Number: N372962 Cust: R 8975 JRef:1 WXIC89750083 721 I FROM: RWM Qty: 2 ,7A5 ,175EA ,RF01 / 1756/EASTHAM/EXPRESS DrwNo: 218.20.1558.07318 Truss Label: A3 / YK 08/05/2020 6'4"4 13'610 16'6" 20' 23'6" 26'S"6 33'7"12 40' 6'4"4 7'2"6 2'11„6+� 3,6" + 711„6I T2„6 64„4 i 1112X4 �5X5 =5X8 =5X5 E F G 04DX4 -4H4 O 12 T2 5 � W 5 T4 W SX5 �5X5 (a) C (a) W3 S B J A K ]—I B2 =5X8 B3 =6X6=4X6(A2) 4X6(A2) =6X6 40' 10' 10, 10, 10 +1 10' 20' 30' 40' Loading Criteria (psf) 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# Gravity Non -Gravity TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.336 M 999 360 Loc R+ / R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.587 M 811 240 B 1682 /- A /929 /346 /290 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.085 L - - J 1682 /- P /929 /346 /- Des Ld: 37.00 EXP: C Kzt: NA HORZ(TL): 0.148 L Wind reactions based on MWFRS NCBCLL: 10.00 Mean Height: 15.00 ft Code / Misc Criteria Creep Factor: 2.0 B Brg Width = 8.0 Min Req = 2.0 TCDL: 4.2 psf J Brg Width = 8.0 Min Re 2.0 Soffit: 0.00 BCDL: 5.0 psf Bldg Code: FBC 2017 RES Max TC CSI: 0.710 q = Load Duration: 1.25 TPI Sid: 2014 Max BC CSI: 0.908 Bearings B & J are i rigid sat plat MWFRS Parallel Dist: h to 2h Bearings B & J require a seat plate. Spacing: 24.0 " C&C Dist a: 4.00 ft Rep Fac: Yes Max Web CSI: 0.763 Members not listed have forces less than 375# Loc. from endwall: not in 13.00 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: 18.02.01A.0205.19 B - C 1839 - 3566 F - G 2265 - 4006 Lumber C - D 1697 -3235 G - H 1335 -2307 Top chord 2x4 SP #2 N D - E 1335 -2307 H - 1 1697 -3236 :T2, T4 2x4 SP #1: E - F 2265 -4006 I - J 1839 -3568 Bot chord 2x4 SP #1 :62, B3 2x4 SP 2400f-2.0E: Webs 2x4 SP #3 Maximum Bot Chord Forces Per Ply (Ibs) :W3, W5, W7 2x4 SP #2 N: Chords Tens.Comp. Chords Tens. Comp. Bracing B - N 3239 -1583 M - L 2603 -1234 (a) 1X4 #3SRB or better continuous lateral restraint N - M 2602 -1209 L - J 3240 -1607 to be equally spaced. tach with (ma 2) 8d Box or Gun na'Ils(0113Ix2 5",m n.).tRest Restraint material to bei,��1�w�`���, Maximum Web Forces Per Ply (Ibs) BOA supplied and attached at both ends to a suitable®a • Webs Tens.Comp. Webs Tens. Comp. support by erection contractor. qe+ Pi o \CEAr� +A_ r �1 '0 C - N -557 -231 O - M (a) or scab reinforcement may be used in lieu of CLR �e� e `.' 1 2004 1064 • ® N - D 592 - 231 O - G 2004 -1064 592 restraint. substitute (1) scab for (1) CLR and (2) �+ • a r, scabs for (2) CLR'S where shown. Scab 4 a t V A ® D - M 459 - 665 H - L 593 231 Y t o. 06367 reinforcement to be same size, species, grade, and a o • E - 0 2004 -1064 L -1 337 -403 80% length Attach 0.128x3" o M - H 459 -666 of web member. with gun r ...d • i� nails @ 6" oc. +• • # o � Loading v� v STATE OF Truss passed check for 20 psf additional bottom v [) ♦ �+ / �4 chord live load in areas with 42"-high x 24"-wide �a®� • j a I • R clearance.Wind ddP. `f A� ev Wind loads based on MW FRS with additional C&C member design. Additional Notes Refer to General Notes for additional information FL REG# 278, Yoonhwak Kim, FL PE #86367 08/05/2020 "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, byy TPI an SBCA) for safety practices prior to performing these functions. Installers shall provide tempora bracing per BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a proper y attache tl rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracingq installed per BCSI sections B3, B7 or 810' Apply to face truss the Joint Details, (tefer to as applicable. plates each of and position as shown above and on unless noted otherwise. drawings 160A-Z for standard plate positions. ALPINE Alpine, a division of ITW Building Components Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the PN WCOMDNY truss in conformance with ANSI/I PI 1, for handlin installation bracing trussesA this drawing or shlppinlq, and of seal on or cover page , , 6750 Forum Drive listing this drawing, indicates acceptance of ppro 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 ANSI/TPI 1 Sec.2. Suite 305 per For more information see this job's general notes page and these web sites: ALPINE: www.al ineitw.com; TPI: www.l inst.or ; SBCA: www.sbcindust .com: [CC: www.iccsafe.org Orlando FL, 32821 SEQN: 103370/ HIPS Ply: 1 Job Number: N372962 Cust:R8975 JRef:1WXK89750083T13 % FROM: RWM Qty: 2 7A5 ,175EA ,RF01 / 1756/EASTHAM/EXPRESS DrwNo: 218.20.1658.08223 Truss Label: A4 / YK 08/05/2020 6'4"4 14'6" 20' 25'6" 33'7"12 40' + + + } + 6'4"4 8'1"12 5'6" 5'6" 8'1"12 6'4"4 .5X5 1112X4 =5X5 D E F T12 T2 5 E—,- T4 rn 5X5 � 5X5 G n O ZW4: 'fl B HA le.8==6X6 I B2 =5X8 =6X6 =4X6(A2) 40' 1' 10' 10, 10, ' 1' 10' 20' 30' + 4010' Loading Criteria (psf) 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 L/defl L/# Gravity Non -Gravity TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.271 E 999 360 Loc R+ / R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.470 E 999 240 B 1698 /- /- /926 /396 /258 BCDL: 10.00 Risk Category: 11 Snow Duration: NA HORZ(LL): 0.086 J - - H 1699 /- /- /926 /396 /- Des Ld: 37.00 EXP: C Kzt: NA HORZ(TL): 0.149 J Wind reactions based on MWFRS NCBCLL: 10.00 Mean Height: 15.00 ft Code / Misc Criteria Creep Factor: 2.0 B Brg Width = 8.0 Min Req = 2.0 TCDL: 4.2 psf H Br Width = 8.0 Min Re 2.0 Soffit: 0.00 BCDL: 5.0 psf Bldg Code: FBC 2017 RES Max TC CSI: 0.561 9 q = TPI Std: 2014 Max BC CSI: 0.909 Bearings B & H are rigid surface. Load Duration: 1.25 MWFRS Parallel Dist: h to 2h Bearings B & H require a seatatplate. Spacing: 24.0 " C&C Dist a: 4.00 ft Rep Fac: Yes Max Web CSI: 0.305 Members not listed have forces less than 375# FT/RT:20 0 /10 0 Loc. from endwall: not in 13.00 ft () () Maximum Top Chord Forces Per Ply (Ibs) GCpi: 0.18 Plate Type(s): Chords Tens.Comp. Chords Tens. Comp. Wind Duration: 1.60 WAVE VIEW Ver: 18.02.01A.0205.19 Lumber B - C 1899 -3616 E - F 1600 -2838 C - D 1730 - 3272 F - G 1729 - 3274 Top chord 2x4 SP #2 N D - E 1600 -2838 G - H 1898 -3618 :T2, T4 2x4 SP 2400f-2.0E: Bot chord 2x4 SP #1 :132, B3 2x4 SP 2400f-2.0E: Maximum Bot Chord Forces Per Ply (Ibs) Webs 2x4 SP #3 Chords Tens.Comp. Chords Tens. Comp. :W4 2x4 SP #2 N: B - L 3287 -1642 K - J 2562 -1199 Loading L - K 2561 -1174 J - H 3288 -1666 Truss passed check for 20 psf additional bottom chord live load in areas with 42"-high x 24"-wide �V��9f illtll��P Maximum Web Forces Per Ply (Ibs) >�/ Webs Tens.Comp. Webs Tens. Comp. clearance. L i A r �� �ga1�n.1 Wind °r�i•/} r 7 C - L 379 -428 K - F 412 -170 v� Wind loads based on MWFRS`A� with additional C&C ��~ ° `E ,9 * M i L - D 638 -270 F - J 639 270 member design. ® o �„ D - K 413 -170 J - G 379 - 428 w I Y�" ���� � � 'Y Additional Notes �w rp Refer to General Notes for additional information r3 ° ° w <v�� P� v STATE 4FOR °°°9e® o �; ;,;piVAI- t eaa��t�e►t� FL REG# 278, Yoonhwak Kim, FL PE #86367 08/05/2020 **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 shipping, Installers Component Safety Information, by TPI and SBCA) for sa practices prior to performing these functions. shall provide temporary bracing per BCSI. Unless noted olherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a pro any attached rigid ceilin Locations shown for ermanent lateral restraint of webs shall have bracing installed per BCSI sections 63, B7 or 810, _ as applicable. App�y plates to each face oftrussand position as shown above and on the Join Details, unless noted otherwise. Defer to t� , drawings 160A-Z for standard plate positions. ALPINE Alpine, a division of ITW BuildincLComponents Group Inc., shall not be responsible for any deviation from this drawing,any failure to build the A-COWAW truss in ANSI/TPI 1, for handlin installation and bracing of trussesA seal on this drawing or cover conformance with or shipping, page , , 6750 Forum Drive listing this drawing indicates acceptance of ppro essiona engineering responsibility solely for the design shown. The suitability Suite For gnawing ANSI1TPI 1 Sec.2. and use of this for any structure is fhe responsibility of the Building Designer per j305 For more information see this job's general notes page and these web sites: ALPINE: www.ai ineitw.com; TPI: www.t insLor ; SBCA: www.sbcindusl xom; ICC: www.iccsafe.org Orlando FL, 32821 SEON: 103373 / HIPS Ply: 1 Job Number: N372962 Cust: R 8975 JRef:1 WXK89750083 T5 / FROM: RWM Oty: 2 7A5,175EA,RF01 / 1756/EASTHAM/EXPRESS DnvNo: 218.20.1558.07428 Truss Label: A5 / YK 08/05/2020 6'410 12'6" 20' 27'6" 33'7"6 40' 6'410 6'16 7'6" 7'6" 6'16 6'4"10 5X5 1112X4 = 5X5 D E F 12 5 � T T �2C4 W4 W rn N Eo ED W3 !4 B I� H 1 A ! 8" 4X6(A2) s 6X6 = 5X8 = 6X6=4X6(A2) 40' 10' 10, 10, 10' +1'� r + 10' 20' 30' 40' Loading Criteria (psf) 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# Gravity Non -Gravity TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.321 E 999 360 Loc R+ / R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.567 E 839 240 B 1655 /- /- /919 1727 /227 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.092 J - - H 1655 /- /- /919 1727 /- EXP: C Kzt: NA Des Ld: 37.00 HORZ(TL): 0.162 J - - Wind reactions based on MWFRS Mean Height: 15.00 ft Code / Misc Criteria Cree Factor: 2.0 B Brg Width = 8.0 Min Req = 2.0 NCBCLL: 10.00 TCDL: 4.2 psf p Soffit: 0.00 BCDL: 5.0 psf Bldg Code: FBC 2017 RES Max TC CSI: 0.771 H Br Width = 8.0 Min Req = 2.0 Bearings B & H are a rigid surface. Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Max BC CSI: 0.912 Bearings B & H require a seat plate. Spacing: 24.0 " C&C Dist a: 4.00 It Rep Fac: Yes Max Web CSI: 0.530 Members not listed have forces less than 375# Loc. from endwall: not in 13.00 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: 18.02.01A.0205.19 Lumber B - C 1917 -3480 E - F 1845 -3155 C - D 1771 - 3179 F - G 1770 - 3179 Top chord 2x4 SP #2 N D - E 1845 -3155 G - H 1917 -3481 Bot chord 2x4 SP #1 Webs 2x4 SP #3 :W3, W4, W5 2x4 SP #2 N: Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. Loading B - L 3156 -1655 K - J 2653 -1329 Truss passed check for 20 psf additional bottom L - K 2652 -1304 J - H 3157 -1679 chord live load in areas with 42"-high x 24"-wide clearance. Maximum eS PW s (IbTens. ber Wind 9\�1j91f At �1'AP/p Webs Tens.Comp. Comp. Wind loads based on MWFRS with additionalC&C +yq��®'aYe'±1 /,00 L-D 527 -208 K-F 613 -330 member design. 4 l�I� y� ♦ ' Y ♦ p D - K 613 - 330 F - J 527 207 4♦ �`C�Se Additional Notes w • ♦ �►® E - K 343 -430 Refer to General Notes for additional information d p No, 86367 j a ® f4 B, 0 a� STATE OF a �� ♦ ® t OR10: C '10" X�4t44 .%i b "'41-4P01 Y J � 6l ���0aiaouloOk`► FL REG# 278, Yoonhwak Kim, FL PE #86367 08/05/2020 -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 saty 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 chard shall have a pro erly attached ri id ceiling Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, 87 or �10, as applicable. Apply plates to each face of truss and position as shown above and on the JoingDetails, unless noted otherwise. f�efer to drawings 160A-Z for standard plate positions. ALPINE Alpine, a division of ITW BuildingComponents Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the ANnW COMDAN truss in conformance with ANSIPI1, for handling, installation bracing trussesA this drawing or shipping, and of seal on or cover page, , 6750 Forum Drive listing this drawing indicates acceptance of pro essiona engineering responsibility solely for the design shown. The suitability Suite For this gnawing for is p the Building Designer ANSIfrPI 1 Sec.2.305 and use of any structure e responsibility of per For more information see this job's general notes page and these web sites: ALPINE: www.al ineitw.com; TPI: www.l inst.or ; SBCA: www.sbcindust xom; ICC: wwwjccsafe.arg Orlando FL, 32821 SEQN:103385/ HIPS Ply: 1 Job Number: N372962 Cust:R8975 JRef:1WXK89750083T6 / FROM: RWM Qty: 1 7A5 ,175EA ,RF01 ! 1756/EASTHAMIEXPRESS DrwNo: 218.20.1558.09299 Truss Label: A6 / YK 08/05/2020 6'4"10 10'6" 20' 29'6" 33'7"6 40' ) 6'4"10 4'1"6 i 9'6" + 9'6" + 4'1"6 + 6'4"10 1 :5DX5 T2 =6E6 T3 =5F5 T 12 5 F7- 2X4 �2X4 C G ro (a) W4 (a) W �- B H T A I I�B,B" 3n 1 4X6(A2) -6X6 =5X8 =6X6 =4X6(A2) 40' 1' 10' 10, 10, 10' 1' F 10' 20' 30' 40' Loading Criteria (psf) 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# Gravity Non -Gravity TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.295 E 999 360 Loc R+ / R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.547 E 870 240 B 1558 /- /- /907 /728 /196 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.083 J - - H 1558 /- /- /907 /728 /- EXP: C Kzt: NA Des Ld: 37.00 HORZ(TL): 0.154 J - - Wind reactions based on MWFRS Mean Height: 15.00 ft NCBCLL: 10.00 Code I Misc Criteria Creep Factor: 2.0 B Big Width = 8.0 Min Req = 1.8 TCDL: 4.2 psf H Big Width = 8.0 Min Re 1.8 Soffit: 0.00 BCDL: 5.0 psf Bldg Code: FBC 2017 RES Max TC CSI: 0.634 9 q = TPI Std: 2014 Max BC CSI: 0.918 Bearings B & H are rigid surface. Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h Bearings B & H require a seatatplate. Spacing: 24.0 " C&C Dist a: 4.00 ft Rep Fac: Yes Max Web CSI: 0.926 Members not listed have forces less than 375# Loc. from endwall: not in 13.00 ft FT/RT:20(0)/l0(0) Maximum Top Chord Forces Per Ply (Ibs) GCpi: 0.18 Plate Type(s): Chords Tens.Comp. Chords Tens. Comp. Wind Duration: 1.60 WAVE VIEW Ver: 18.02.01A.0205.19 Lumber B - C 1933 -3204 E - F 2185 -3486 C - D 1814 - 2950 F - G 1814 -2950 Top chord 2x4 SP #2 N D - E 2185 -3486 G - H 1933 -3204 :T2, T3 2x4 SP 2400f-2.OE: Bot chord 2x4 SP #1 Webs 2x4 SP #3 Maximum Bot Chord Forces Per Ply (Ibs) 03, W4, W5 2x4 SP #2 N: Chords Tens.Comp. Chords Tens. Comp. Bracing B - L 2898 -1664 K - J 2653 -1464 (a) 1 X4 #3SRB or better continuous lateral restraint L - K 2653 -1439 J - H 2898 -1688 to be equally spaced. Attach with (2) 8d Box or Gun nails(0.113"x2.5",min.). Restraint material to be `181 ����� Maximum Web Forces Per Ply (Ibs) supplied and attached at both ends to a suitable �01 i►/� Webs Tens.Comp. Webs Tens. Comp. support by erection contractor. y y A ♦�\�� ��H � L - D 466 -153 K - F 918 566 (a) or scab reinforcement may be used in lieu of CLR q� �Q s ec e Apt D - K 918 -566 F - J 466 153 for Cj N h restraint. substitute (1) scab (1) CLR and (2) ♦ G for CLR'S Scab ; • �� SAC► �. �dr� E - K 455 - 575 scabs (2) where shown. reinforcement to be same size, species, grade, and No 8U36 7 a 1 �1 e 80 /o length of web member. Attach with 0.1280" gun R, V ,c t0 nails @ 6" oc. a Wind Wind loads based on MWFRS with additional C&C o STATE OF e 4c/ member design. e I" a /j r� Additional Notesr��+Ot[IQeRefer to General Notes for additional information 0�®"/Ot1�`�j�e Ok'� N i►►�+ FL REG# 278, Yoonhwak Kim, FL PE #86367 08/05/2020 "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, b� SBCA) for TPI ani satPety practices prior to performing these functions. Installers shall provide temporar� bracing per BCSI. Unless noted o herwise,top chord shall have properly attached structural sheathing and bottom chord shall have a propper y attached rigid ce!lin9 Locations shown forpermanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or 810, as applicable. Apply fates to each face of truss and position as shown above and on the Joint Details, unless noted otherwise. kefer to drawings 160A-Z for s�andard plate positions. ALPINE Alpine, a division of ITW Buildingg Components Group Inc., shall not be responsible for any deviation from this drawing,any failure to build the truss in ANSI/TPI 1, for handling, installation bracing trussesA this drawing conformance with or shlppinq, and of seal on or cover page. , 6750 Forum Drive listing this drawing indicates acceptance of po) essionzk engineering responsibility solely for the design shown. The suitability Suite 3o5 and use of this drawing for any structure is fl1e 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: w .al ineitw.com; TPI: www.t inst.or ; SBCA: w .sbcindust .corn; ICC: w w.iccsafe.org Orlando FL, 32821 SEQN: 103376! HIPS Ply: 1 Job Number: N372962 75 JRef:1WXK69750083 T25 % FROM: RWM Qty. 1 ,7A5 ,175EA ,RF01 / 1756/EASTHAM/EXPRESS rD:N218.20.1558.07037 Truss Label: A6A YK 08/05/2020 6'4"10 10'6" 20' 29'6" 33'7"6 40' 6,4„10 4,1„6 '1 9,6„ 'i 9,6„ 416 i 6,4„10 _5DX5 T2 =8E8 T3 =6F6 5 � �2X4 02X4 T T ,2 C G (a) W4 (a) W ao W3 a B H 1 3X6(A1) =5X5 =8X8 B3 =5X5 4 =3X6(A1) 40' 10' 10, 10, t 0' +1'� + 10' 20' 30' 40' Loading Criteria (pso Wind Criteria Snow Criteria (Pg,PI in PSF) DefI/CSI Criteria ♦ Maximum Reactions (Ibs), or'=PLF TCLL: 20.00 Wind Sid: ASCE 7-10 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl L/# Gravity Non -Gravity TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.106 L 999 360 Loc R+ / R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.197 L 999 240 B 1094 /- /- /702 /513 /196 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.026 C - - H' 202 /- P /113 /94 /- EXP: C Kzt NA Des Ld: 37.00 HORZ(TL): 0.049 C - - Wind reactions based on MWFRS Mean Height: 15.00 it Code / Misc Criteria Creep Factor: 2.0 B Brg Width = 8.0 Min Req = 1.5 NCBCLL: 10.00 TCDL: 4.2 psf H Br Width = 120 Min Re Soffit: 0.00 BCDL: 5.0 psf Bldg Code: FBC 2017 RES Max TC CSI: 0.845 9 q = Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Max BC CSI: 0.828 Bearings B & J are a rigid surface. Bearings B & li require seat plate. Spacing: 24.0 " C&C Dist a: 4.00 it Rep Fac: Yes Max Web CSI: 0.682 Members not listed havea forces less than 375# FT/RT:20 0 /10 0 Loc. from endwall: not in 6.50 it () () 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: 18.02.01A.0205.19 Lumber B - C 1259 -2045 E - F 982 -1413 C - D 1132 -1779 F - G 721 - 348 Top chord 2x4 SP #2 N D - E 982 -1413 G - H 474 -179 :T2, T3 2x4 SP #1: Bot chord 2x4 SP #1 :B3, B4 2x4 SP #2 N: Maximum Bot Chord Forces Per Ply (Ibs) Webs 2x4 SP #3 Chords Tens.Comp. Chords Tens. Comp. :W3, W4, W5 2x4 SP #2 N: B - L 1834 -1045 K - J 440 - 475 Bracing L - K 1566 -806 J - H 287 -391 (a) 1X4 #3SRB or better continuous lateral restraint to be equally spaced. Attach with (2) 8d Box or Gun Maximum Web Forces Per Ply (Ibs) rne ll Webs Tens.Comp. Webs Tens. Comp. nails(0.113"x2.5",min.). Restraint material to be 1+1�) jr� ends to a suitable -1439 support on contractorlort by erectiN%11 J G 403 :�'�'v,"'I (a) or scab reinforcement may be used in lieu of CLR CENS K - F 2080 -1260 restraint. substitute (1) scab for (1) CLR and (2) scabs for (2) CLR'S where shown. Scab ., s t� to be : 4s No, 86367 reinforcement same size, species, grade, and • 80% length Attach 0.128x3" s • of web member. with gun a q nails @ 6" oc. ® .� �, • 3 h • c` Wind ,�", jD • STATE Wind loads based on MWFRS with additional C&C ?,� STATE OF,�� member design. - dj [� • a a Additional Notes rss ®• • • ®® �` Refer to General Notes for additional information FL REG# 278, Yoonhwak Kim, FL PE #86367 08/05/2020 "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 temporarryy bracing per BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a propperly attached ri id ceiling Locations shown for permanent lateral restraint of webs shall have bracingq inslUled per BCSI sections B3, B7 or 810. as applis e. Apply plates to each face oftrussand position as shown above and on the JoincDet t, unless noted otherwise. Refer to 1 drawings 160A-Z for standard plate positions. ALPINE^ Alpine, a division of ITW Buildinc�Components Group Inc., shall not be responsible for any deviation from this drawing,any failure to build the —cm— truss in conformance with ANSI 1, or for handlingf, shlppiniq, Installation and bracing of trussesA seal on this drawing or cover page , 6750 Forum Drive for For listing this drawing indicates acceptance of pro essiona engineering responsibility solely the design shown. The suitability Suite and use of this drawing, for any structure is p e responsibility of the Building Designer per ANSI/TPI 1 Sec.2.305 For more information see this job's general notes page and these web sites: ALPINE: www.al ineitw.wrn; TPI: www.l inst.o ; SBCA: www.sbcindusl .corn; ICC:—Jccsafe.org Orlando FL, 32821 SEQN: 103394 / HIPS Ply: 1 Job Number: N372962 Cust: R8975 JRef., 1 WXK89750083 T2 / FROM: RWM Qly: 1 7A5 ,175EA ,RF01 11756/EASTHAM/EXPRESS DrwNo: 218.20.1558.07287 Truss Label: A7 / YK 08/05/2020 8'6" 16'6" 23'6" 31'6" 40' 8,6, 8' 7 + 8, i 8,6„ '1 12 =5X5 =5X5 =4X4 C T2 D E T3 =5X5 F 5 T T (a) (a) io B 1 A h G v H I�88 s� 1 =4X6(A2) =5X8 =6X6 =5X8=4X6(A2) 40' 1 _ i 10' 10, 10, I 10' 1 + 10' 20' 30' 40' Loading Criteria (psf) 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# Gravity Non -Gravity TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.400 J 999 360 Loc R+ / R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.742 J 641 240 B 1559 /- P /891 /730 /164 BCDL: 10.00 Risk Category: 11 Snow Duration: NA HORZ(LL): 0.103 1 - - G 1558 /- /- /891 /730 /- Des Ld: 37.00 EXP: C Kzt: NA HORZ(TL): 0.190 I - - Wind reactions based on MWFRS Mean Height: 15.00 ft Code / Mist; Criteria Creep Factor. 2.0 NCBCLL: 10.00 TCDL: 4.2 psf B Big Width = 8.0 Min Req = 1.8 Soffit: 0.00 BCDL: 5.0 psf Bldg Code: FBC 2017 RES Max TC CSI: 0.949 P G Br Width = 8.0 Min Re 1.8 9 q = Load Duration: 1.25 MW FRS Parallel Dist: h/2 to h TPI Sid: 2014 Max BC CSI: 0.979 Bearings B & G are a rigid surface. Bearings B & G require a seat plate. Spacing: 24.0 " C&C Dist a: 4.00 ft Rep Fac: Yes Max Web CSI: 0.344 Members not listed have forces less than 375# FT/RT:20 0 /10 0 Loc. from endwal(: not in 6.50 ft () () Maximum Top Chord Forces Per Ply (Ibs) GCpi: 0.18 Plate Type(s): Chords Tens.Comp. Chords Tens. Comp. Wind Duration: 1.60 WAVE VIEW Ver. 18.02.01A.0205.19 Lumber B - C 1886 -3140 E - F 1967 -3126 C - D 1967 - 3126 F - G 1886 - 3140 Top chord 2x4 SP #1 D - E 2510 -4128 :T2, T3 2x4 SP #2 N: Bot chord 2x4 SP #1 Webs 2x4 SP #3 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. Bracing B - K 2827 -1594 J - 1 4036 -2296 (a) 1X4 #3SRB or better continuous lateral restraint K - J 4033 -2296 I - G 2826 -1618 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 "rr Maximum Web Forces Per Ply (Ibs) rt by erection \q`°,`j1,9'r supp(a) Webs Tens.Comp. Webs Tens. Comp. or scab reinforcement may be used in lieu of CLR �` restraint. substitute (1) scab for (1) CLR and (2) q\ �//��fl�H WA A- � o,,e % C - K 776 -366 E - I 676 -1039 A V • C ♦ %I scabs for (2) CLR'S where shown. Scab`�' h♦ a K - D 673 -1036 I - F 776 - 367 GN �7 ♦ �� reinforcement to be same size, species, grade, and a* ♦ •• 80% length of web member. Attach with 0.128x3" gun o • N 6" m 86367 nails @ oc. .�. t�. - Wind •, .� 4 b� r Wind loads based on MWFRS with additional C&C ; .� a • (�", member design. i a STATE OF c �� Additional Notes •'"0 X" • O�tOt1 ,•� f� Refer to General Notes for additional information ✓o ♦L®♦ ®1♦ ®cT0 ®gy FL REG# 278, Yoonhwak Kim, FL PE #86367 08/05/2020 "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 pnor to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted ovherwise,top chord shall have property attached structural sheathing and bottom chord shall have a pro lrly attached ri id ceilin Locations shown for permanent lateral restraint of webs shall have brac!nq ins ailed per BCSI sections B3, B7 or �10, _ as applicable. Apply plates to each face, of truss and position as shown above and on the JoinCDetails, unless noted otherwise. drawings 160A-Z for standard plate positions. kefer to t� ALPINE Alpine, a division of ITW BuildincLComponents Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the ANnw CQWV truss in ANSIl1 PI 1, for handlin installation bracing trussesA on this drawing or cover conformance with or j shipping, and of seal listing this drawing indicates acceptance of pro ass ona engineering responsibility solely for the design shown. drawing, 1 Sec.2. pafge , , 6750 Forum Drive The sui abtltty Suite 305 and use of this for any structure is the responsibility of the Building Designer per ANSI/TPI For more information see this job's general notes page and these web sites: ALPINE: www.al ineitw.00m; TPI: www.t insl.or ; SBCA: www.sbcindust .com; ICC: —.iccsafe.org Orlando FL, 32821 SEON: 103392 / HIPS Ply: 1 Job Number: N372962 Gust: R8975 JRef:1WXK89750083 T22 % FROM: RWM Oty: 1 7A5 ,175EA,RF01 / 1756/EASTHAM/EXPRESS DrwNo: 218.20.1558.09159 Truss Label: VA / YK 08/05/2020 8'6" 23'6" 31'6" 40' 8'6" 8' 7' 8' 8'6" 12 =5C8 =5p5 =4E6 T3 =5F5 T 591 � b a T4 in B A G `r H I�88" 1 3X6(A1) =5X5 =6X6 =6X6 B4=3X6(A1) 30'4" 9'8" 10' 10, 10, 10' 1' 10 20 + 30' 40, Loading Criteria (psf) 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# Gravity Non -Gravity TCDL: 7.00 Speed: 160 mph PP. NA Ce: NA VERT(LL): 0.110 D 999 360 Loc R+ / R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.199 D 999 240 B 1055 /- /- 1646 /502 1164 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.031 1 - - 1 2029 /- /- /988 /918 /- EXP: C Kzt: NA Des HORZ( TL) 0.057 1 G 279 /-244 1- /189 /173 /- .00 Mean Height: 15.00 ft NCBCLL: 10.00 TCDL: 4.2 psf Code / Mist: Criteria Creep Factor: 2.0 Wind reactions based on MWFRS Soffit: 0.00 BCDL: 5.0 sf p B Br Width = 8.0 Min Req = 1.5 Bldg Code: FBC 2017 RES Max TC CSI: 0.809 9 Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Max BC CSI: 0.833 I Brg Width = 8.0 Min Req = 1. G Brg Width = 8.0 Min Req = 1.5 Spacing: 24.0 " C&C Dist a: 4.00 ft Rep Fac: Yes Max Web CSI: 0.724 Bearings B, 1, & G are a rigid surface. Loc. from endwall: not in 6.50 ft FT/RT:20(0)/l0(0) Bearings B, I, & G require a seat plate. GCpi: 0.18 Plate Type(s): Members not listed have forces less than 375# Wind Duration: 1.60 WAVE VIEW Ver: 18.02.01A.0205.19 Maximum Top Chord Forces Per Ply (Ibs) Lumber Chords Tens.Comp. Chords Tens. Comp. Top chord 2x4 SP #2 N B - C 1159 -1875 E - F 1197 - 531 :T3 2x4 SP #1: C - D 1177 -1753 F - G 1051 -451 :T4 2x4 SP 240011-2.0E: D - E 911 -1350 Bot chord 2x4 SP #1 :B4 2x4 SP 2400f-2.OE: Webs 2x4 SP #3 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. Bracing (a) 1X4 #3SRB or better continuous lateral restraint to be equally spaced. Attach with (2) 8d Box or Gun B - K 1662 -924 J -1 790 -420 91 i►1)jy� K - J 1736 -961 I - G 572 -945 to be ����� estraint material nailssuppled AA'W Ak and aHached)aRboth ends suitable e support by erection contractor. ,.�%'`Q /°.''�'®>P Maximum Web Forces Per Ply (Ibs) o ^ A, so j°pp� Webs Tens.Comp. Webs Tens. Comp. 4®ti��+..+ y �+A_ + R �� ,+°7 (a) or scab reinforcement may be used in lieu of CLR a," Or1 ,n® C - K 380 65 E - I 1349 -2185 restraint. substitute (1) scab for (1) CLR and (2) scabs for (2) CLR'S where shown. Scab �® o p �} a w D - J 397 - 568 I - F 542 - 786 ® �Q, reinforcement to be same size, species, grade, and 80% length web Attach 0.1280" a G1�� / e A 0 a J - E 825 -378 of member. with gun nails @ 6" oc. ® • n Wind a STATE 4�'r,t��u�b a ® -pT � '� em Wind loads based on MWFRS with additional C&C member design. D �, a w'�� / Additional Notes Refer to General Notes for additional information �I@�d��! 44 ��,e► Negative reaction(s) of -244# MAX. from a non -wind load case requires uplift connection. See Maximum Reactions. FL REG# 278, Yoonhwak Kim, F i PE #86367 08/05/2020 -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, fo'r installing. and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) 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 have a propper y attached ri id ceilin Locations shown for permanent lateral restraint of webs shall have bracinq installed per BCSI sections B3, B7 or 810, as applicable. Applgy plates to each face of truss and as shown above and on the Join Details, unless noted otherwise. kefer to position drawings 160A-Z for standard plate positions. ALPINE Alpine, a division of ITW Buildin Components Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the A ANSI PI NRW COMPANY truss in PI 1, for handlinc installation bracing trussesA seal on this drawing or cover conformance with or shipping, listing this drawing indicates acceptance of pro essfona drawing,p for and of pafge, , 6750 Forum Drive engineering responsibility solely for the design shown. The sui ability Suite 305 9uilding Designer ANSI/TPI 1 Sec.2. and use of this any structure is e responsibility of the per For more information see this job's general notes page and these web sites: ALPINE: www.al ineitw.wm; TPI: www.t inst.or ; SBCA: www.sbcindust .com; ICG: w Jccssfe.org Orlando FL, 32821 SEQN: 103404 / HIPS Ply: 1 Job Number: N372962 Cust: R8975 JRef:1WXK89750083 T7 / FROM: RWM Qty: 1 7A5 ,175EA ,RF01 / 1756/EASTHAM/EXPRESS DrwNo: 218.20.1558.09018 Truss Label: A8 / YK 08/05/2020 13'3" 20' 26'9" 33'6" 40' 5 12 111 6X8 =4XD4 T2 =8E8 =4F4 T3 I#6G8 T T 0 � B H u' i+> 1fi3AI L I 1T�6.8, =4X6(A1) =8X8 =8X8 = 8X8=4X6(A1) 40' 10' 10' I 10' 1 ' + 10' 20' 30' 4010' +1'� Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-10 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl L/# Gravity Non -Gravity TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.378 E 999 360 Loc R+ / R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.701 E 679 240 M 1558 /- /- /871 /730 /133 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.065 J - - H 1558 /- /- /871 /730 /- EXP: C Kzt: NA HORZ TL : 0.120 J Des Ld: 37.00 ( ) Wind reactions based on MWFRS Mean Height: 15.00 ft NCBCLL: 10.00 TCDL: 4.2 psf Code / Misc Criteria Creep Factor: 2.0 p M Brg Width = 8.0 Min Req = 1.5 Soffit: 0.00 Bldg Code: FBC 2017 RES Max TC CSI: 0.483 BCDL: 5.0 psf H Brg Width = 8.0 Min Req = 1.5 Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Sid: 2014 Max BC CSI: 0.326 Bearings M & H are a rigid surface. Bearings M & is require a seat plate. Spacing: 24.0 " C&C Dist a: 4.00 ft Rep Fac: Yes Max Web CSI: 0.576 Members not listed have forces less than 375# Loc. from endwall: not in 6.50 ItFTlRT: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: 18.02.01A.0205.19 Lumber B - C 2022 -3308 E - F 3444 -5756 C - D 2557 - 4225 F - G 2556 - 4225 Top chord 2x4 SP #2 N D - E 3444 -5756 G - H 2O22 -3308 :T2, T3 2x6 SP 2400f-2.0E: Bot chord 2x6 SP 2400f-2.0E Webs 2x4 SP #3 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. Wind B-L 3013 -1738 K-J 5069 -2923 Wind loads based on MWFRS with additional C&C L - K 5069 -2928 J - H 3013 -1762 member design. Additional Notes `1�0�TtillP/ Maximum Web Forces Per Ply (Ibs) Refer to General Notes for additional information D® Websp. Tens. Com-F Tens.Comp. ��p9 ���s (Webs C 736 7 �`O° £ i1 `rrt►J1� V(� ` L - D 736 -1081 F - J 736 -1081 D - K 736 - 367 J - G 1513 - 799 i,� O ®� STATE QE�t,° q a O iQP ems® 416404NAs s� FL REG# 278, Yoonhwak Kim, FL PE #86367 08/05/2020 "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, byy TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporarryy bracing per BCSI. Unless noted oTherwise,top chord shall have properly attached structural sheathin and bottom chord'shall have a propperly attached rigqid ceiling Locations shown for permanent lateral restraint of webs shall have bracin ins�alled per BCSI sections as applicable. Apply plates to each face of truss and as shown above and on the Jo'ini9Details, unless noted otherwise. B3, B7 or B10, kefer to position drawings 160A-Z for standard plate positions. ALPINE Alpine, a division of ITW Building Components Group Inc., shall not be responsible for any deviation from this drawing,any failure to build the AN WCOAWANY truss in ANSIII PI 1, for handling{ bracing trussesA this drawing conformance with or shlppinlq, Installation and of seal on or listing this drawing indicates acceptance of pro essiona engineering responsibility solely for the design shown. pha cover pa fge .. 6750 Forum Drive The sui ability Suite 305 and use of this drawing for any structure is 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 ineitmoom; TPI: www.l inst.or ; SBCA: www.sbcindust .com; ]CC: w Accsafe.org Orlando FL, 32821 SEQN: 103382 / HIPS Ply: 1 Job Number: N372962 Cust: R 8975 JRef:1 WXK89750083 T18 ) FROM: RWM Qty: 1 7A5 ,175EA,RF01 / 1756/EASTHAM/EXPRESS DrwNo: 218.20.1558.09408 Truss Label: A8A / YK O8105/2020 6'6"18'6"12 24'6'4 33'6" 40' 6'6" 6'3" 6'6' 5'9"12 5'11"8 8'11"1212 5 —6C6 —4p4 T2 =8E8 =8 F14 T3 =6G6 TW (a) W8 (a) T4 n B H ih 4X8(A1) 1114X4 =8X8 62 M =8X8 =6X12 1114X4 =4X6(A1) =5X14 30'4" 9'8" -i 6'4"4 614 5'11"8 5'9"12 3'3"12 6'44 1'� 6'4"4 12'5"8 18'6"12 24'6"4 30'4" 33'7"1 40' Loading Criteria (psf) 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 L/defl L/# Gravity Non -Gravity TCDL: 7.00 Speed: 160 mph FIE NA Ce: NA VERT(LL): 0.288 D 999 360 Loc R+ / R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.539 D 671 240 p 1870 /- /- /- /875 /- BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.056 C - - K 4638 /- /- P /2094 P EXP: C Kzt: NA Des 00 HORZ TL : 0.105 C H - /-544 /- /215 P P ( ) Mean Height: 15.00 ft NCBCLL: 00.0.00 TCDL: 4.2 psf Code I Misc Criteria Creep Factor: 2.0 Wind reactions based on MWFRS Soffit: 0.00 BCDL: 5.0 sf p P Br Width = 8.0 Min Req = 2.6 Bldg Code: FBC 2017 RES Max TC CSI: 0.808 9 Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 TPI Std: 2014 Max BC CSI: 0.946 K Brg Width = 8.0 Min Req = .4 H Brg Width = 8.0 Min Req = 1.5 Spacing: 24.0 " C&C Dist a: 4.00 It Rep Fac: No Max Web CSI: 0.978 Bearings P, K, & H are a rigid surface. Loc. from endwall: NA FT/RT:20(0)/10(0) Bearings P, K, & H require a seat plate. GCpi: 0.18 Plate Type(s): Members not listed have forces less than 375# Wind Duration: 1.60 WAVE VIEW Ver: 18.02.01A.0205.19 Maximum Top Chord Forces Per Ply (Ibs) Lumber Additional Notes Chords Tens.Comp. Chords Tens. Comp. Top chord 2x4 SP #2 N Refer to General Notes for additional information B - C 1930 -4221 E - F 1814 -3982 :T2 2x6 SP #2 N: Negative reaction(s) of -544# MAX, from a non -wind C - D 2297 -5044 F - G 4321 -2055 :T3 2x6 SP SS: 'T4 2x4 SP #1: load case requires uplift connection. See Maximum D - E 1814 - 3982 G - H 2215 -1014 Bot chord 2x6 SP #2 N Reactions. :B2 2x6 SP SS: WARNING! This truss is not symmetric, but its exterior Maximum Bot Chord Forces Per Ply (Ibs) Webs 2x4 SP #3 geometry makes erection error more probable. Chords Tens.Comp. Chords Tens. Comp. 06 2x4 SP #2 N: It is imperative that this truss be installed properly. :W8 2x4 SP 2400f-2.0E: B - O 3858 -1747 L - K 1187 -631 9�,1�114Y111l1'��/ O-N 3825-1742 K-J 909 -2031 N M J H 901 , O - - -2002 1187 --638 L 1187 (a)acing1X4 #3SR6 or better continuous lateral restraint to be equally spaced. Attach with (2) 8d Box or Gun Qw,®®e eQ M - -631 �q� 4 o :r ® s li^"� nails(0.113"x2.5",min.). Restraint material to be v 1p, aP. tea°" ®®� ,(� Maximum Web Forces Per Ply (Ibs) ` ee supplied and attached at both ends to a suitable 4 • n Webs Tens.Comp. Webs Tens. Comp. support by erection contractor. t�1 G ' �t o �U 7 m (a) or scab reinforcement may be used in lieu of CLR : ® o m O - C 586 -95 M - F 3047 -1290 restraint. substitute (1) scab for (1) CLR and (2) s ® ,, a : C - N 1329 - 605 F - K 2938 - 6028 scabs for (2) CLR'S where shown. Scab ® • o N - D 376 -276 K - G 1486 -2972 reinforcement to be same size, species, grade, and 80% length 0.128x3" "tw) e D - M 574 -1194 G - J 519 -137 ® STATE QF ® 41,/ � of web member. Attach with gun E - M 403 -487 ®eLoading nails @ 6" oc. v a �e 0 d B�A�aSS/ #1 hip supports 6-6-0 jacks with no webs. IN A ���I�®(i Left side jacks have 6-6-0 setback with 0-0-0 cant and 1-0-0 overhang. End jacks have 6-6-0 setback with 0-0-0 cant and 1-0-0 overhang. Right side jacks have 6-6-0 setback with 0-0-0 cant and 1-0-0 overhang. Wind FL REG# 278, Yoonhwak Kim, FL PE #86367 Wind loads and reactions based on MWFRS. 08/05/2020 -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, Component Safety. olr installing and bracing. Refer to and follow the latest edition of BCSI (Building functions. Information, bV TPI an SBCA) safety practices prior to performing these Installers shall provide tempora bracing per BCSI. Unless noted oyherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a prope�y attachetl rigqid ceiling Locations shown for ermanent lateral restraint of webs shall have bracinq installed per BCSI sections B3, 87 or B10, _ Apply to face trussand the Join Details, f7efer to as appiicab�le. plates each ofposition drawings 160A-Z for standard plate positions. as shown above and on unless noted otherwise. t� ALPINE Alpine, a division of ITW BuildincLComponents Group Inc., shall not be responsible for any deviation from this drawing,any failure to build the �xawcam„uw truss in ANSI TPI 1, for handlin4, installation bracing trussesA this drawing conformance with or shipping, listing this drawing indicates acceptance of pro essiona 9�awing for and of seal on or cover page . , 6750 Forum Drive engineering responsibility solely for the design shown. The suitability Suite For Designer 1 Sec.2.305 and use of this any structure is the responsibility of the building per ANSI/TPI For more information see this job's general notes page and these web sites: ALPINE: www.al ineitw.mm; TPI: www.t inst.or ; SBCA: www.sbcindusl .corn; ICC: www.lccsafexrg Orlando FL, 32821 SEQN: 1034431 COMN Ply: 1 Job Number: N372962 Cust: R8975 JRef:1WXK89750083 T8 / FROM: RWM City: 3 7A5,175EA,RF01 / 1756/EASTHAM/EXPRESS DrwNo: 218.20.1558.08410 Truss Label: 131 / YK 08/05120, 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 Top chord 2x4 SP #1 Bot chord 2x4 SP #1 Webs 2x4 SP #3 Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Wind Wind loads based on MWFRS with additional C&C member design. Additional Notes Refer to General Notes for additional information 10, 10' H0510 C 20' 10, 10' Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NF Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Code / Misc Criteria Bldg Code: FBC 2017 RES TPI Sid: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): WAVE, HS 20' 10, 20' Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): 0.042 E 999 360 VERT(CL): 0.077 E 999 240 HORZ(LL): 0.019 E - - HORZ(TL): 0.036 E Creep Factor: 2.0 Max TC CSI: 0.761 Max BC CSI: 0.779 Max Web CSI: 0.171 VIEW Ver: 18.02.01A.0205.19 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 809 /- /- /465 /378 /159 D 750 P /- /404 /340 !- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 D Brg Width = 8.0 Min Req = 1.5 Bearings B & D are a rigid surface. Bearings B & D require a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - C 680 -1223 C - D 698 -1223 Maximum Bet Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B-E 1051 -515 E-D 1051 -515 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. 11 4'tA►,►/r�i�'{ C - E 449 -62 AA No. 86367 o • o �+ A� °® STATE OFF® curb h� rim®� • ®� 1� Tm dba� 00®9' O��b®ijd'j FL REG# 278, Yoonhwak Kim, FL PE #86367 08/05/2020 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS quire extreme care in fabricating, handlingshipping, installing.and bracing. Refer to and follow the latest edition of BCSI (Building quire Information, by TPI an SBCA) r sa ety practices prior to performing these functions. Installers shall provide temporary r BCSI. Unless noted oyherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a propefly iid ceilinq Locations shown for permanent lateral restraint of webs shall have bracing ins ailed per BCSI sections B3, B7 or B10, e._ App?y plates to each face of truss and position as shown above and on the JointCDetails, unless noted otherwise. kefer to Of any his drawing,any failure to build the on this drawing or cover pa e , ie design shown. The suitability ALPINE 6750 Forum Drive Suite 305 Orlando FL, 32821 SEQN: 103446 / HIPS Ply: 1 Job Number: N372962 Cust: R 8975 JRef:1 WXK89750083 T4 / FROM:RWM Qly: 1 7A5,175EA,RF01/1756IEASTHAM/EXPRESS DrwNo: 218.20.1558.08145 Truss Label: B2 / YK 08/05/2020 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 Top chord 2x4 SP #2 N Bot chord 2x4 SP #1 Webs 2x4 SP #3 9'6" 9'6" 6X6 =6X6 C D 20' 20' 9-6„ 97'12 81,97'12 97'12 '� 10, „4 20' Wind Criteria Wind Std: ASCE 7-10 Speed:160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpt: 0.18 Wind Duration: 1.60 Wind Wind loads based on MWFRS with additional C&C member design. Additional Notes Refer to General Notes for additional information Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NF Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Code / Misc Criteria Bldg Code: FBC 2017 RES TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): 0.043 G 999 360 VERT(CL): 0.078 G 999 240 HORZ(LL): 0.021 H - - HORZ(TL): 0.039 H Creep Factor: 2.0 Max TC CSI: 0.965 Max BC CSI: 0.697 Max Web CSI: 0.118 VIEW Ver. 18.02.01A.0205.19 WA 4 a No.86367 a e to ®� 0 STATE OF 6 �t p a ,� �'"Zu ®� m 60 -v —V,8" ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 807 P P /468 /377 /165 E 807 /- P /468 /377 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 E Brg Width = 8.0 Min Req = 1.5 Bearings B & E are a rigid surface. Bearings B & E require a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B-C 693-1218 D-E 693 -1218 C-D 717-1050 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - H 1045 -488 G - E 1044 -492 H - G 1050 -491 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. C - H 387 - 232 G - D 395 - 232 X"� na 0 OR 1��v e°ems BIIIit/1110 FL REG# 278, Yoonhwak Kim, FL PE #86367 08/05/2020 **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 d Safety. Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide tempora BCSI. Unless noted olherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a proppe7ry �id ceilingq Locations shown for ermanent lateral restraint of webs shall have bracinccll installed per BCSI sections B3, B7 or B10, le. ADOTv Dlates to each face ofPtruss and Dosition as shown above and on the Join Details. unless noted otherwise. f�efer to of more information see any structure Is the responsibinty of the tiuudmg Lies :ral notes page and these web sites: ALPINE: www.alpineitw.com; TPI: his drawing,any failure to build the on this drawing or cover pa e , Le destgn shown. The suitability ALPINE ._CMWA 6750 Forum Drive Suite 305 Orlando FL, 32821 SEQN: 103449 / HIPS Ply: 1 Job Number: N372962 Cust: R8975 JRef:1WXK89750083 T10 I FROM: RWM City: 1 ,7A5 ,175EA,RF01 / 1756/EASTHAM/EXPRESS DrwNo: 218.20.1558.08146 Truss Label: B3 / YK 013I05/2020 7'6" T6„ 12'6" 5' =4X8 1114X6 C D 20' 7'6" T 12 5 F7-- rn fn ih B E a•1 A F H G 4X4(A2) =5X5 =04 =4X4(A2) 20' 7712 42 7'9"8 f 1' + T7'12 i 12'2"8 + 20' 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 Top chord 2x4 SP #2 N Bot chord 2x4 SP #2 N Webs 2x4 SP #3 Wind Criteria Wind Sid: ASCE 7-10 Speed:160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 15.00 It TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.00 ft Loc. from endwall: not in 4.50 ft GCpi: 0.18 Wind Duration: 1.60 Wind Wind loads based on MWFRS with additional C&C member design. Additional Notes Refer to General Notes for additional information 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 2017 RES TPI Std: 2014 Rep Fee: Yes FT/RT:20(0)/10(0) Plate Type(s): WAVE Den/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.047 H 999 360 VERT(CL): 0.087 H 999 240 HORZ(LL): 0.020 G - - HORZ(TL): 0.037 G Creep Factor: 2.0 Max TC CSI: 0.664 Max BC CSI: 0.624 Max Web CSI: 0.094 VIEW Ver:18.02.01A.0205.19 '"°ONAH WA�,'''a 115 No, 86367 0 F�i ffi o� a STATE OF e T 0 0 i—V.81. ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 807 /- /- /472 /378 /136 E 807 A A /472 /378 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 E Brg Width = 8.0 Min Req = 1.5 Bearings B & E are a rigid surface. Bearings B & E require a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - C 795 -1309 D - E 794 -1307 C-D 811 -1156 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - H 1144 - 601 G - E 1143 - 624 H - G 1151 - 602 "A� ae 4ORI 0, l� $000f)o °>.,`s ON+qs►►P'° FL REG# 278, Yoonhwak Kim, FL PE #86367 08/05/2020 "'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) fo'r sa shipping, practices prior to performing these functions. Installers shall provide temporary - BCSI. Unless noted ovherwise,top chord shall have properly attached structural sheathing and bottom chord! shall have a proper y �id ceiling Locations shown for ermanent lateral restraint of webs shall have brac,'incl installed per BCSI sections B3, B7 or 610, e. AppTy plates to each face oftrussand position as shown above and on the JolnQDetalls, unless noted otherwise. kefer to 60A-Z for standard plate positions. of any his drawing,any failure to build the on this drawing or cover pa e Le design shown. The su!t9ability A IPL NE __C0_. 6750 Forum Drive Suite 305 Orlando FL, 32821 SEQN: 103452/ HIPS Ply: 1 Job Number: N372962 Cust:R8975 JRef:1WXK89750083T20 / FROM: RWM Qty: 1 ,7A5 ,175EA ,RF01 / 1756/EASTHAM/EXPRESS DrwNo: 218.20.1558.09143 Truss Label: B4 / YK 08/05/2020 fi 5'6" + 10, 5'6" 4'6" 14'6" 4'6" 4X8 1112X4 = 4X8 12 C D E 20' 5'6" 5 � T 0 B F 4 G J I H 1 =3X6(A1) III2X4 = 6X6 1112X4=3X6(A1) 1, 5'7"12 5'7"12 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 D 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: 24.0 " C&C Dist a: 3.00 ft Loc. from endwall: NA GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord 2x4 SP #2 N Bot chord 2x4 SP #2 N Webs 2x4 SP #3 Loading #1 hip supports 5-6-0 jacks with no webs. Left side jacks have 5-6-0 setback with 0-0-0 cant and 1-0-0 overhang. End jacks have 5-6-0 setback with 0-0-0 cant and 1-0-0 overhang. Right side jacks have 5-6-0 setback with 0-0-0 cant and 1-0-0 overhang. Wind Wind loads and reactions based on MWFRS. Additional Notes Refer to General Notes for additional information 20' 4'4"4 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 2017 RES TPI Std: 2014 Rep Fac: No FT/RT:20(0)/l0(0) Plate Type(s): WAVE 4'4"4 14'4"4 Def /CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.153 D 999 360 VERT(CL): 0.285 D 829 240 HORZ(LL): 0.045 H - - HORZ(TL): 0.083 H Creep Factor: 2.0 Max TC CSI: 0.542 Max BC CSI: 0.793 Max Web CSI: 0.256 VIEW Ver: 18.02.01A.0205.19 � o � Sir • �� No, 86367 z. � ® o ®� STATE ATE OF �u�b a� 0 ® �. 57' 12 20, 1 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 1323 /- /- /- /622 /- F 1323 /- /- /- /622 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.8 F Brg Width = 8.0 Min Reg = 1.8 Bearings B & F are a rigid surface. Bearings B & F 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 1237 - 2702 D - E 1390 - 3063 C - D 1390 - 3063 E - F 1237 - 2702 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - J 2443 -1102 I - H 2467 -1105 J -1 2467 -1105 H - F 2443 -1102 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. C-J 377 -41 I-E 672 -321 C - 1 672 -321 H - E 377 -41 D -I 375 -461 Aa FL REG# 278, Yoonhwak Kim, FL PE #86367 08/05/2020 "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 sa ety practices prior to pertorming these functions. Installers shall provide temporary _ bracing per BCSI. Unless noted ovherwise,top chord shall have properly attached structural sheathing and bottom chord' shall have a pro erly attached r! !d ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or �10, as applicable. Apply places to each face of truss and position as shown above and on the Joint9Details, unless noted otherwise. Refer to ALPINE drawings 160A-Z for standard plate positions. Alpine, a division of ITW Building Components Group Inc., shall not be responsible for any deviation from this drawing,any failure to build the •—COMr•rrr truss in conformance with ANSIl1 PI 1, or for handling, shipping, Installation and bracing of trussesA seal on this drawing or cover page , , 6750 Forum Drive listing this drawing indicates acceptance of pro essiona engineering responsibility solely for the design shown. The sui ability Suite 305 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.wm; TPI: www.l inst.o ; SBCA: www.sbcindust .com; ICC: wwwAccsafe.org Orlando FL, 32821 SEQN: 103457 / COMN Ply: 1 Job Number: N372962 Cust: R 8975 JRef:1WXK89750083 T9 / FROM: RWM Qty: 1 , A5 ,175EA ,RF01 / 1756/EASTHAM/EXPRESS DrwNo: 218.20.1558.07100 Truss Label: C1 / YK 08/05/2020 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 " Lumber Top chord 2x4 SP #2 N Bot chord 2x4 SP #2 N Webs 2x4 SP #3 6'8" 6'8" =4X4 C 13'4" 6,8„ 12 5 E-7- N (O ih B D 4 E t—wil 8" F 2X4(A1) 1112X4 =2X4(A1) 1. 13'4" Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 15.00 it TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.00 ft Loc. from endwall: not in 4.50 ft GCpi: 0.18 Wind Duration: 1.60 Wind Wind loads based on MWFRS with additional C&C member design. Additional Notes Refer to General Notes for additional information 6,8„ 6,8„ 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 2017 RES TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): WAVE 6'8" 13'4" Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.017 F 999 360 VERT(CL): 0.032 F 999 240 HORZ(LL): 0.007 F - - HORZ(TL): 0.013 F Creep Factor. 2.0 Max TC CSI: 0.398 Max BC CSI: 0.495 Max Web CSI: 0.111 VIEW Ver: 18.02.01A.0205.19 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 556 /- /- /332 /261 /124 D 556 /- /- /332 /261 P Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 D Brg Width = 8.0 Min Req = 1.5 Bearings B & D are a rigid surface. Bearings B & D require a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - C 490 - 775 C - D 491 - 775 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - F 664 - 327 F - D 664 - 327 9 ♦ � r 4 ♦ Z� �• N0, 8636% e s s N ®, STATE OF � w� ��oft 41 oe4o,3+ION�A� FL REG# 278, Yoonhwak Kim, FL PE #86367 08/05/2020 **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) fo'r safety practices pnor to performing these functions. Installers shall provide temporary r BCSI. Unless noted ovherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a pro erly id ceiling Locations shown for permanent lateral restraint of webs shall have bracingg installed per BCSI sections B3, B7 or �10, e._ AppTy plates to each face of truss and position as shown above and on the JoinCDetails, unless noted otherwise. F efer to Of more information see any structure is the responsibility oral notes page and these web sites: ALPINE: failure to build the I or cover pa e n. The suitability ALPINE .mvconwux 6750 Forum Drive Suite 305 Orlando FL, 32821 SEQN: 1034541 COMN Ply: 1 Job Number: N372962 Cusl: R 8975 JRef:1 WXK89750083 T1 I FROM:RWM City: 3 7A5,175EA,RFOl11756/EASTHAM/EXPRESS DrwNo: 218.20.1558.07209 Truss Label: C1A 1 YK 08/05/2020 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 Top chord 2x4 SP #2 N Bot chord 2x4 SP #2 N Webs 2x4 SP #3 Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: If EXP: C Kzt: NA Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Wind Wind loads based on MWFRS with additional C&C member design. Additional Notes Refer to General Notes for additional information 6'8" 6'8" =4X4 C 13'4" 6'8" 6'8" 13'4" 6,8„ 6'8" 13'4" Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) Pg: NA Ct: NA CAT: NA PP Deflection in loc L/defl L/# Gravity Non -Gravity Pf: NA Ce: NA VERT(LL): 0.017 E 999 360 Loc R+ / R- / Rh / Rw / U / RL Lu: NA Cs: NA VERT(CL): 0.031 E 999 240 B 559 /- /- /331 /263 /112 Snow Duration: NA HORZ(LL): 0.007 E - - D 498 /- /- /270 /224 /- HORZ(TL): 0.014 E Wind reactions based on MWFRS Code / Mist: Criteria Creep Factor: 2.0 B Brg Width = 8.0 Min Req = 1.5 Bldg Code: FBC 2017 RES Max TC CSI: 0.410 D Brg Width = 8.0 Min Req = 1.5 TPI Std: 2014 Max BC CSI: 0.499 Bearings B & D are a rigid surface. Rep Fac: Yes Max Web CSI: 0.111 Bearings B & D require a seat plate. 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: 18.02.01A.0205.19 B - C 505 - 785 C - D 526 - 784 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - E 673 - 385 E - D 673 - 385 ,`,11t11�11�1topilo,' its , 1ArA ° Ak'rENv /00� c I No. 86367 1 STATE OF ®a �' °•ooQ® b ,!s ON,A; ��4► FL REG# 278, Yoonhwak Kim, FL PE #86367 08/05/2020 "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, bVV TPI an SBCA) for safety practices prior to performing these functions. Installers shall provide tempora BCSI. Unless noted olherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a propperly �id ceilinga. Locations shown forpermanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, e. APOTv Plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Defer to Alpine, a division of ITW BuildincLComponents truss in conformance with ANSI/PI 1, or for h listing this drawing,indicates acceptance and use of this awing 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 ie design shown. The su! ability ALPINE •Hmvcoruun 6750 Forum Drive Suite 305 Orlando FL, 32821 SEON: 103459 / COMN Ply: 1 Job Number: N372962 Cust: R 8975 JRef:1 WXK89750083 T12 % FROM: RWM Oty: 1 7A5 ,175EA,RF01 / 1756/EASTHAM/EXPRESS DrwNo: 218.20.1558.07536 Truss Label: C2 / YK 08/05/2020 TT 4'0"15 _� 6'1"11 4'0"15 2'0"12 12 3.45 p 7'2"5 1'0"1 9'3"1 13'4" { iTl 2+ 4'0"15 =4X4 ===4X6 D E 12 %4X6 /// 4 F6 5 � 0 B G 4 H I-V. 8' =4X4(A2) =4X4 =3X8 =_4X4(A2) 1, 4'4"7 44"7 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: 15.00 ft NCBCLL: 10.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 Spacing: 24.0 " C&C Dist a: 3.00 ft Loc. from endwall: not in 4.50 ft GCp!: 0.18 Wind Duration: 1.60 Lumber Top chord 2x4 SP #2 N Bot chord 2x4 SP #2 N Webs 2x4 SP #3 Special Loads -(Lumber Dur.Fac=1.25 / Plate Dur.Fac =1.25) TC: From 55 plf at -1.00 to 55 plf at 4.08 TC: From 27 plf at 4.08 to 27 plf at 9.25 TC: From 55 plf at 9.25 to 55 plf at 14.33 BC: From 20 plf at 0.00 to 20 plf at 4.08 BC: From 10 plf at 4.08 to 10 plf at 9.25 BC: From 20 plf at 9.25 to 20 plf at 13.33 TC: 73 lb Conc. Load at 4.08, 9.25 TC: 143 lb Conc. Load at 6.14, 7.19 BC: 32 lb Conc. Load at 4.08, 9.25 BC: 64 lb Conc. Load at 6.14, 7.19 Wind Wind loads and reactions based on MWFRS. Additional Notes Refer to General Notes for additional information 13'4" 4'6" 4'S"9 8'107 13'4" 1 Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# Gravity Non -Gravity Pf: NA Ce: NA VERT(LL): 0.041 D 999 360 Loc R+ / R- / Rh / Rw / U / RL Lu: NA Cs: NA VERT(CL): 0.075 D 999 240 B 771 /- /- P /373 /- Snow Duration: NA HORZ(LL): 0.015 1 - - G 771 /- /- /- /373 P HORZ(TL): 0.027 1 Wind reactions based on MWFRS Code / Misc Criteria Creep Factor. 2.0 B Brg Width = 8.0 Min Req = 1.5 Bldg Code: FBC 2017 RES Max TC CSI: 0.222 G Brg Width = 8.0 Min Req = 1.5 TPI Std: 2014 Max BC CSI: 0.547 Bearings B & G are a rigid surface. Rep Fac: Varies by Ld Case Max Web CSI: 0.086 Bearings B & G require a seat plate. 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: 18.02.01A.0205.19 B - C 635 -1409 E - F 576 -1324 C - D 579 -1327 F - G 636 -1408 D - E 524 -1129 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - J 1260 - 554 I - G 1259 - 556 J-1 1121 -524 `�1 A ey®Oe0er1/ ®I 0 m No.86367 • P� o� STATE 4F�,a cu�� ti e Sd/ SO.0004g• ,bb FL REG# 278, Yoonhwak Kim, FL PE #86367 08/05/2020 "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS quire extreme care in fabricating, handlingshipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building t Safety Information, byv TPI and SBCA) r sa shipping, practices prior to performing these functions. Installers shall provide temporarryY BCSI. Unless noted oTherwise,top chord shall have properly attached structural sheathing and bottom chord;shall have a properly �id ceilincl. Locations shown forpermanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or B10, e. ADDQV Dlates to each face of truss and Dosition as shown above and on the Joint Details. unless noted otherwise. kefer to a division of 'IF'I 1,ortorr acceptance any structure his drawing,ahy failure to build the on this drawing or cover pa e Le design shown. The suiE9abdtty ALPINE .-CfMV 6750 Forum Drive Suite 305 Orlando FL, 32821 SEQN: 101437 / JACK Ply: 1 Job Number: N372962 Cust: R8975 JRef:1WXK89750083 T36 /I FROM: RWM Qty: 4 7A5 ,175EA ,RF01 / 1756/EASTHAM/EXPRESS DrwNo: 218.20.1558.04089 Truss Label: CJB / YK 08/05/2020 C 12 T 10'4"2 4.87 0 (0 �� (V U U C_ D Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Lumber Top chord 2x4 SP #2 N Bot chord 2x4 SP #2 N 2X4(A1) 1'0"6 Wind Criteria Wind Std: ASCE 7-10 Speed:160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 It Loc. from endwall: not in 4.50 ft GCpi: 0.18 Wind Duration: 1.60 Wind Wind loads based on MWFRS with additional C&C member design. Additional Notes Refer to General Notes for additional information Provide (2) 0.131"x3.0", min. toe -nails at top chord. Provide (2) 0.131 "x3.0", min. toe -nails at bottom chord. 4'0"4 4'0"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 2017 RES TPI Sid: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): NA VERT(CL): NA HORZ(LL): 0.003 D HORZ(TL): 0.005 D Creep Factor: 2.0 Max TC CSI: 0.245 Max BC CSI: 0.159 Max Web CSI: 0.000 VIEW Ver: 18.02.01A.0205.19 o•• • .) Jp a4�,d,� o • `LENS ° • �� rev 4 � N0. 86367 • ° STATE OF • b ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 223 /- /- /171 /95 /88 D 70 /- /- /53 /9 /- C 91 /- /- /35 /66 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Members not listed have forces less than 375# i/S/®1YAIL �ai�iaos►rsp FL REG# 278, Yoonhwak Kim, FL PE #86367 08/05/2020 **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 tempora r BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a propperly 31id ceiling Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections 83, B7 or B10, e. Apply plates to each face of truss and position as shown above and on the JoinrDetails, unless noted otherwise. f�efer to 60A-Z for standard plate positions. ivision of ITW Buildino Comoonents GrouD Inc. shall not be resoonsible for anv deviation from this drawing,any failure to build the 'I m 1, or for n acceptance any structure at on this drawing or cover pa e the design shown. The suitability 311TPl 1 Sec.2. SBCA: w .sbcindustry.com; ICC: w .iccsafi AL NE 6750 Forum Drive Suite 305 Orlando FL, 32821 1SEQN: 103356 MONO Ply: 1 Job Number: N372962 Cust:R8975 JRer:1WXK89750083T17 %I FROM: RWM Qty: 3 7A5 ,175EA ,RF01 / 1756/EASTHAM/EXPRESS DrwNo: 218.20.1558.08925 Truss Label: J66 / YK 08/05/2020 Loading Criteria (pst) 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 Top chord 2x4 SP #2 N Bot chord 2x4 SP #2 N Webs 2x4 SP #3 1112X4 D 12 5 o '� in N c7 B a 8,8„ JFJ 2X4(A1) 1113X6 6' 1 6 6 6' Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: h to 2h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Wind Wind loads based on MWFRS with additional C&C member design. Right end vertical not exposed to wind pressure. Additional Notes Refer to General Notes for additional information Snow Criteria (Pg,Pt 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 2017 RES TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.019 E 999 360 VERT(CL): 0.033 E 999 240 HORZ(LL): 0.010 E - - HORZ(TL): 0.017 E Creep Factor: 2.0 Max TC CSI: 0.427 Max BC CSI: 0.343 Max Web CSI: 0.218 VIEW Ver: 18.02.01A.0205.19 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 291 /- /- /216 /64 /90 F 243 /- /- /155 /85 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 F Brg Width = 8.0 Min Req = 1.5 Bearings B & F are a rigid surface. Bearings B & F require a seat plate. Members not listed have forces less than 375# � ®111111111fIN►�r�' CEN 4 No.86367 a y ° STATE41 a d� nn ms®°t1m llt �yQ�f 01 jvl4+1�I' 1� FL REG# 278, Yoonhwak Kim, FL PE #86367 08/05/2020 **WARNING** READ AND FOLLOW ALL NOTES ON THI **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS Of any as INCLUDING THE INSTALLERS I., Refer to and follow the latest edition of BCSI (Building ming these functions. Installers shall provide temporary uctural sheathing and bottom chord shall have a properly have bracin inslalied per BCSI sections B3, B7 or 10, on the Join Details, unless noted otherwise. f�efer to his drawing,any failure to build the on this drawing or cover page ie design shown. The suitability ALPINE ._CwMA 6750 Forum Drive Suite 305 Orlando FL, 32821 SEQN: 103358 / MONO Ply: 1 Job Number: N372962 Cust: R 8975 JRef:1 WXK89750083 T14 / FROM: RWM Oty: 2 7A5 ,175EA ,RF01 / 1756/EASTHAM/EXPRESS DrvNo: 218.20.1558.07630 Truss Label: J66A / YK 08/05/2020 Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BOLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Lumber Top chord 2x4 SP #2 N Bot chord 2x4 SP #2 N Webs 2x4 SP #3 Wind 1112X4 G B 12 5 � o_ CV A 8'8" E D 2X4(A1) 1113X6 Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 15.00 it TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.00 It Lac. from endwall: not in 9.00 It GCp!: 0.18 Wind Duration: 1.60 Wind loads based on MWFRS with additional C&C member design. Right end vertical not exposed to wind pressure. Additional Notes Refer to General Notes for additional information 6' 6_ 6 6' Snow Criteria (Pg,Pf in PSF) Deft/CSI Criteria Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# Pf: NA Ce: NA VERT(LL): 0.020 D 999 360 Lu: NA Cs: NA VERT(CL): 0.037 D 999 240 Snow Duration: NA HORZ(LL): 0.010 D - - HORZ(TL): 0.019 D Code / Misc Criteria Creep Factor: 2.0 Bldg Code: FBC 2017 RES Max TC CSI: 0.447 TPI Sid: 2014 Max BC CSI: 0.360 Rep Fac: Yes Max Web CSI: 0.224 FT/RT:20(0)/l0(0) Plate Type(s): VIEW Ver: 18.02.01A.0205.19 WAVE ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL A 230 /- /- /150 /74 /117 E 249 /- /- /161 /146 !- Wind reactions based on MWFRS A Brg Width = 8.0 Min Req = 1.5 E Brg Width = 8.0 Min Req = 1.5 Bearings A & E are a rigid surface. Bearings A & E require a seat plate. Members not listed have forces less than 375# eeeett���aaaarrrr� A No.86367 STATE OF o 4, so S °.oea® 0 Zi ON+Ai FL REG# 278, Yoonhwak Kim, FL PE #86367 08/05/2020 *`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) r safety practices prior to performing these functions. Installers shall provide temporary BCSI. Unless noted ovherwise,top chord shall have properly attached structural sheathin and bottom chord shall have a properly ilId ceiling Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or 610, e. Apply plates to each face of truss and position as shown above and on the JOIn9Detalls, unless noted otherwise. E�efer to 60A-Z for standard plate positions. Of any his drawing,any failure to build the on this drawing or cover page Le design shown. The sui abdtty ALPINE .—Cw — 6750 Forum Drive Suite 305 Orlando FL, 32821 SEQN: 103345 / EJAC Ply: 1 Job Number: N372962 Cust: R 8975 JRef;1 WXK89750083 T38 % FROM: RWM Qty: 14 7A5 ,175EA ,RF01 / 1756/EASTHAM/EXPRESS DrwNo: 218.20.1558.08644 Truss Label: EJ66 / YK 08/05/2020 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 Top chord 2x4 SP #2 N Bot chord 2x4 SP #2 N C 11'5"1 12 5 rn o � ih LID ih B A8,srr D 2X4(A1) Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.00 ft Loc. from endwall: not in 4.50 ft GCpi: 0.18 Wind Duration: 1.60 Wind Wind loads based on MWFRS with additional C&C member design. Additional Notes Refer to General Notes for additional information 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 2017 RES TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/l0(0) Plate Type(s): WAVE Deft/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): NA VERT(CL): NA HORZ(LL): 0.014 D HORZ(TL): 0.025 D Creep Factor: 2.0 Max TC CSI: 0.586 Max BC CSI: 0.444 Max Web CSI: 0.000 VIEW Ver. 18.02.01A.0205.19 t e 4 �P lop EN A is No.86367 o p STATE OF Q 4r�„ �n' ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 311 /- P /229 /124 /135 D 117 P /- /90 /17 P C 157 P P /67 /114 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Members not listed have forces less than 375# Al 8dliil111110 FL REG# 278, Yoonhwak Kim, FL PE #86367 08/05/2020 **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, byy TPI and SBCA) fo'r safety practices prior to performing these functions. Installers shall provide tempora r BCSI. Unless noted oiherwise,top chord shall have properly attached structural sheathingp and bottom chord shall have a propperly id ceilingq. Locations shown for ermanent lateral restraint of webs shall have bracing insTailed per BCSI sections B3, B7 or 810. e. ADOTv Dlates to each face otptruss and Dosition as shown above and on the Join Details. unless noted otherwise. F7efer to of ITW Building Components Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the nce with ANSI/TPI 1, or for handling, shipping, installation and bracing of trussesA seal on this drawing or cover page , inq indicates acceptance of pro-fessionaT engineering responsibility solely for the design shown. The suiCability r7�awing for any structure is the responsibility of the uilding Designer per ANSIrfPI 1 Sec.2. :ee this job's general notes page and these web sites: ALPINE: www.alpineitw.com; TPI: www.tpinst.org; SBCA: www.sbcindus".com; ICC: www.iccsafi ALPINE 6750 Forum Drive Suite 305 Orlando FL, 32821 SEQN: 1033481 EJAC Ply: 1 Job Number: N372962 Cust: R8975 JRef:1WXK89750083 T37 I FROM: RWM Qty: 6 7A5 ,175EA,RF01 / 1756/EASTHAM/EXPRESS DrwNo: 218.20.1558.07411 Truss Label: EJ56 / YK 08/05/2020 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 Top chord 2x4 SP #2 N Bot chord 2x4 SP #2 N Ci 11'0"1 12 5 rn ti CV p M B D _V18" 2X4(A1) 1 T 5,6,E 5'6" Wind Criteria Snow Criteria (Pg,Pf in PSF) Wind Std: 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 Kzt: NA Mean Height: 15.00 It Code / Misc Criteria TCDL: 4.2 psf BCDL: 5.0 psf Bldg Code: FBC 2017 RES MWFRS Parallel Dist: 0 to h/2 TPI Std: 2014 C&C Dist a: 3.00 It Rep Fac: Yes Loc. from endwali: not in 4.50 ft FT/RT:20(0)/10(0) GCpi: 0.18 Plate Type(s): Wind Duration: 1.60 WAVE Wind Wind loads based on MW FRS with additional C&C member design. Additional Notes Refer to General Notes for additional information Provide (2) 0.131"x3.0", min. toe -nails at top chord. Provide (2) 0.131 "x3.0", min. toe -nails at bottom chord. Defl/CSI Criteria ♦ Maximum Reactions (Ibs) PP Deflection in loc Udefl U# Gravity Non -Gravity VERT(LL): NA Loc R+ / R- / Rh / Rw / U / RL VERT(CL): NA HORZ(LL): 0.008 D HORZ(TL): 0.014 D Creep Factor: 2.0 Max TC CSI: 0.450 Max BC CSI: 0.313 Max Web CSI: 0.000 VIEW Ver: 18.02.01A.0205.19 sofa a No, 86367 +� STATE OF 4 4 B 274 /- /- /205 /111 /117 D 98 /- /- /75 /14 /- C 131 P /- /55 /95 P Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Members not listed have forces less than 375# cos iZo 1`°v0 ® e�► 6do4dliall 1kW0 FL REG# 278, Yoonhwak Kim, FL PE #86367 08/05/2020 **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, byV TPI an� SBCA) r safety practices prior to performing these functions. Installers shall provide temporarryy BCSI. Unless noted oTherwise,top chord shall have properly attached structural sheathingq and bottom chord shall have a pro Pr iid ceiling Locations shown for permanent lateral restraint of webs shall have bracin insTalled per BCSI sections B3, B7 or B10, le. Apply places to each face oftrussand position as shown above and on the Joint9Deta!Is, unless noted otherwise. f�efer to 60A-Z for standard plate positions. of im i,orrorr acce tance any sructure his drawing,any failure to build the on this drawing or cover page , Le design shown. The su! abthty ALPINE 6750 Forum Drive Suite 305 Orlando FL, 32821 SEQN: 1033441 JACK Ply: 1 Job Number: N372962 Cust: R8975 JRef 1WXK89750083 T29 % FROM: RWM City: 4 ,7A5 ,175EA ,RF01 / 1756/EASTHAM/EXPRESS DrwNo: 218.20.1558.07817 Truss Label: CJS KD / YK 08/05/2020 T 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 Top chord 2x4 SP #2 N Bot chord 2x4 SP #2 N 4'11"4 1 4'11 "4 Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 It Loc. from endwail: not in 4.50 ft GCpi: 0.18 Wind Duration: 1.60 Wind Wind loads based on MWFRS with additional C&C member design. Additional Notes Refer to General Notes for additional information 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: NE Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Code / Misc Criteria Bldg Code: FBC 2017 RES TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): WAVE C Defl/CSI Criteria PP Deflection in loc Udefi U# VERT(LL): NA VERT(CL): NA HORZ(LL): 0.006 D HORZ(TL): 0.010 D Creep Factor. 2.0 Max TC CSI: 0.373 Max BC CSI: 0.249 Max Web CSI: 0.000 VIEW Ver: 18.02.01A.0205.19 10'9"4 CV (V � ♦ Maximum Reactions (lbs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 254 /- /- /192 /104 /107 D 88 /- /- /66 /13 /- C 116 /- P /48 /84 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Members not listed have forces less than 375# 1,��tpf119fttft se• A 4 a No. 86367 a 4 0 STATE OFOR I • 4/� N dd' S A••®Q® 0 "_444S10NAt ���► FL REG# 278, Yoonhwak Kim, FL PE #86367 08/05/2020 1 **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) fo'r safety practices prior to performing these functions. Installers shall provide temporary BCSI. Unless noted olherwise,top chord shall have properly attached structural sheathingg and bottom chord shall have a propperly �id ceilingq. Locations shown forpermanent lateral restraint of webs shall have bracingq ins tailed per BCSI sections B3, B7 or B10. e. ADDTV Dlates to each face oftrussand Dosition as shown above and on the Join Details, unless noted otherwise. kefer to Of IIm 1, or Torn acceptance any structure more information see from this drawing,any failure to build the seal on this drawing or cover pagell. for the design shown. The sui ebttty AL NE ANmYCOMGA"Y 6750 Forum Drive Suite 305 Orlando FL, 32821 SEQN: 103347 / JACK Ply: 1 Job Number: N372962 Cust: R 8975 JRef:1 WXK89750083 T34 1 FROM: RWM Qty: 4 7A5 ,175EA ,RF01 / 1756/EASTHAM/EXPRESS DnvNo: 218.20.1558.08753 Truss Label: CJ36 / YK 08/05/2020 T 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 Top chord 2x4 SP #2 N Bot chord 2x4 SP #2 N Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt NA Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 4.50 ft GCpi: 0.18 Wind Duration: 1.60 Wind Wind loads based on MWFRS with additional C&C member design. Additional Notes Refer to General Notes for additional information 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 ') 3'5"4 3'5114 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: W Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Code / Misc Criteria Bldg Code: FBC 2017 RES TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): WAVE C T Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): NA VERT(CL): NA HORZ(LL): 0.002 D HORZ(TL): 0.003 D Creep Factor: 2.0 Max TC CSI: 0.175 Max BC CSI: 0.117 Max Web CSI: 0.000 VIEW Ver: 18.02.01A.0205.19 10'1"12 CV CV 8'8" ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 201 /- /- /159 /86 /80 D 59 /- /- /45 /8 /- C 76 /- /- /30 /56 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Reg = 1.5 D Brg Width = 1.5 Min Reg = - C Brg Width = 1.5 Min Reg = - Bearing B is a rigid surface. Bearing B requires a seat plate. Members not listed have forces less than 375# d�dt;tit9f 11f /d�lpJ ;�IHW AA % 'a®O t,4 s°0 a000 �0 A No.8636i a m o STATE OF ®<cr��` �0��ORIDP � C 0, S'° ®'fdh•'°`m° ""/0 A �yA A111i19m►li FL REG# 278, Yoonhwak Kim, FL PE #86367 08/05/2020 '•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, byv TPI an SBCA) fo'r sa shipping, practices prior to performing these functions. Installers shall provide tempos BCSI. Unless noted olherwise,top chord shall have properly attached structural sheathingand bottom chord shall have a propperyrly �id ceilingq Locations shown for permanent lateral restraint of webs shall have bracinp insalled per BCSI sections B3, B7 or B10, e. AppTy lates 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. of TPI 1, or for n acceptance any structure failure to build the 3 or cover pa e ,n. The sul ability :ry.com; ICC:..iccsafi ALPINE nxrtwCO.- 6750 Forum Drive Suite 305 Orlando FL, 32821 SEON: 1033431 JACK Ply: 1 Job Number: N372962 Cust: R 8975 JRef:1 WXK89750083 T30 ! FROM: RWM Cty: 4 ,7A5 ,175FA ,RF01 / 1756/FASTHAM/EXPRESS DiwNo: 218.20.1558.08285 Truss Label: CJ3 / YK 08/05/2020 12 C T9' 11 "4 N T Co `4� r � A B 8rpn D V Loading Criteria (psf) Wind Criteria TOLL: 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 Kzt: NA Des Ld: 37.00 Mean Height: 15.00 It NCBCLL: 10.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 Spacing: 24.0 " C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord 2x4 SP #2 N Bot chord 2x4 SP #2 N Wind Wind loads based on MWFRS with additional C&C member design. Additional Notes Refer to General Notes for additional information 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 2017 RES TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): NA VERT(CL): NA HORZ(LL): 0.001 D HORZ(TL): 0.001 D Creep Factor: 2.0 Max TC CSI: 0.194 Max BC CSI: 0.108 Max Web CSI: 0.000 VIEW Ver. 18.02.01A.0205.19 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 184 /- /- /148 /81 /70 D 50 /- !- /39 /6 /- C 62 /- /- /23 /46 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Members not listed have forces less than 375# t��AW A� 01a too �j.�of 0. �1C F. N,9 ' �+ �,���/� 4 � Igo.86367 e a e u Z -p STATE OF 4r 4 04-0 , 000000 B d11;i}I1110 NA FL REG# 278, Yoonhwak Kim, FL PE #86367 08/05/2020 "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 tempora bracing per BCSI. Unless noted dtherwise,top chord shall have properly attached structural sheathinq and bottom chord shall have a proper y attachetl rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, _ as applicable. Apply plates to each face of truss and position as shown above and on the Joinf9Details, unless noted otherwise. f�efer to ALPINE , drawings 160A-Z for standard plate positions. A �LPPI NN Alpine, a division of ITW Building Components Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the ANRW COMPANY truss in conformance with ANSI/TPI 1, or for handling shipping, installation and bracing of trussesA seal on this drawing or cover pa�e , , 6750 Forum Dr ve listing this drawing indicates acceptance of pro esstona engineering responslblltty solely for the design shown. The sui abtltty Suite 305 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.t inst.ar ; SBCA: www.sbcindusl .com; ICC: wwwkcsafe.org Orlando FL, 32821 r SEON: 103342 / JACK Ply: 1 Job Number: N372962 Cust: R 8975 JRef:1WXK89750083 T33 % FROM: RWM City: 4 7A5 ,175EA ,RF01 / 1756/EASTHAM/EXPRESS DrwNo: 218.20.1558.08831 Truss Label: CA / YK 08/05/2020 12 5 � C 7 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: 15.00 ft NCBCLL: 10.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 Spacing: 24.0 " C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord 2x4 SP #2 N Bot chord 2x4 SP #2 N Wind Wind loads based on MWFRS with additional C&C member design. Additional Notes Refer to General Notes for additional information 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 division of 9' 1 "4 N 7 00 CO = 81811 r tJ 1, 11 "4 11 "4 Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# Pf: NA Ce: NA VERT(LL): NA Lu: NA Cs: NA VERT(CL): NA Snow Duration: NA HORZ(LL): 0.000 D HORZ(TL): 0.000 D Code / Misc Criteria Creep Factor: 2.0 Bldg Code: FBC 2017 RES Max TC CSI: 0.188 TPI Std: 2014 Max BC CSI: 0.025 Rep Fac: Yes Max Web CSI: 0.000 F7/RT:20(0)/10(0) Plate Type(s): VIEW Ver: 18.02.01A.0205.19 WAVE ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 142 /- /- /135 /87 /34 D 10 /-2 /- /19 /12 /- C - /-15 /- /27 /29 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Members not listed have forces less than 375# w t No.85367 0 .Nr ®® STATE OF ®4r FL REG# 278, Yoonhwak Kim, FL PE #86367 08/05/2020 RNINGA' READ AND FOLLOW ALL NOTES ON THIS DRAWING! FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS in fabricating, handling shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building t, by TPI and SBCA) r sa ety practices prior to performing these functions. Installers shall provide temporary d o herwise,top chord shall have properly attached structural sheathing and bottom chord shall have a propper y is shown for permanent lateral restraint of webs shall have bracinq installed per BCSI sections B3, B7 or B10, i each face of truss and position as shown above and on the Join Details, unless noted otherwise. kefer to plate positions. ss In conformance Witt) AN61/I F'I 1, or Tor nandlm4, ling this drawing,indicates acceptance of proei d use of this drawing for any structure is the re: more information see this job's general notes page and these web his drawing,any failure to build the on this drawing or cover page ie design shown. The suitability ALPINE ANmn-C—W 6750 Forum Drive Suite 305 Orlando FL, 32821 SEQN: 103346 / JACK Ply: 1 Job Number: N372962 Cust: R 8975 JRef:1 WXK89750083 T35 % FROM: RWM Qty: 4 7A5 ,175EA ,RF01 / 1756/EASTHAM/EXPRESS DrwNo: 218.20.1558.07552 Truss Label: CJ16 / YK 08/05/2020 12 5 [7:77— C 9'3"12 B �r _T_ Q 8'pn D U C _:� � '--j � 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: 15.00 ft NCBCLL: 10.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 Spacing: 24.0 " C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord 2x4 SP #2 N Bot chord 2x4 SP #2 N Wind Wind loads based on MWFRS with additional C&C member design. Additional Notes Refer to General Notes for additional information Provide (2) 0.131 "x3.0", min. toe -nails at top chord. Provide (2) 0.131 "x3.0", min. toe -nails at bottom chord. 2X4(A1) 154 el 115114 Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl L/# Pf: NA Ce: NA VERT(LL): NA Lu: NA Cs: NA VERT(CL): NA Snow Duration: NA HORZ(LL): 0.000 D HORZ(TL): 0.000 D Code / Misc Criteria Creep Factor. 2.0 Bldg Code: FBC 2017 RES Max TC CSI: 0.188 TPI Sid: 2014 Max BC CSI: 0.026 Rep Fac: Yes Max Web CSI: 0.000 FT/RT:20(0)/l0(0) Plate Type(s): VIEW Ver: 18.02.01A.0205.19 WAVE ♦ Maximum Reactions (lbs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 143 /- /- /128 /73 /43 D 20 /- /- /23 /8 /- C 13 P /- /15 /11 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Members not listed have forces less than 375# No. 86367 ..100 a ° ® O w P�3 a STATE 0E e Qy 'C., 0R1pP� a,,efe�od"10NA, mrffit� e FL REG# 278, Yoonhwak Kim, FL PE #86367 08/05/2020 "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 rt Safety Information, by TPI an SBCA) for sa ety practices prior to performing these functions. Installers shall provide tempora BCSI. Unless noted olherwise,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 bracing inslalled per BCSI sections B3, B7 or B10, ) a. AppTy plates to each face of truss and position as shown above and on the Joi , Details, unless noted otherwise. kefer to 60A-Z far standard plate positions. a division of 9 NI 1, or for r acceptance any structure his drawing,any failure to build the on this drawing or cover pa e re design shown. The suit9abllity ALPINE n."Cw.0 6750 Forum Drive Suite 305 Orlando FL, 32821 SEQN: 101443 / JACK Ply: 1 Job Number: N372962 Cust: R 8975 JRef: 1WXK89760083 T26 FROM:RWM Qty: 2 ,7A5,175EA,RF01/1756/EASTHAM/EXPRESS DrwNo: 218.20.1558.04091 Truss Label: CJA / YK 08/05/2020 C 12 10'6" 5 20 (V CO B CV T A 8rpn D C7 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 Top chord 2x4 SP #2 N Bot chord 2x4 SP #2 N 2X4(A1) Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 It Loc. from endwall: not in 4.50 ft GCpi: 0.18 Wind Duration: 1.60 Wind Wind loads based on MWFRS with additional C&C member design. Additional Notes Refer to General Notes for additional information Provide (2) 0.131 "x3.0", min. toe -nails at top chord. Provide (2) 0.131 "x3.0", min. toe -nails at bottom chord. 4'3"9 4'3"9 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 2017 RES TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/l0(0) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): NA VERT(CL): NA HORZ(LL): 0.004 D HORZ(TL): 0.006 D Creep Factor: 2.0 Max TC CSI: 0.286 Max BC CSI: 0.185 Max Web CSI: 0.000 VIEW Ver: 18.02.01A.0205.19 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 231 /- /- /177 197 /95 D 76 /- /- /56 /11 !- C 99 /- P /41 /72 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Members not listed have forces less than 375# 1�`,Ap11141111f1s�o1'g so 41 Y 0 t 10 No. 86367 a ® o r M 01A -0 STATE OF 'd�'��C'•:I0RID�� NAL e •o•®eo �EA(Id100111� FL REG# 278, Yoonhwak Kim, FL PE #86367 08/05/2020 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricatingg, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI anc7 SBCA) fo'r 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 pro efly attached ri id ceiling Locations shown for permanent lateral restraint of webs shall have bracing 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 JoinrDetails, 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,any failure to build the w—CoMcnnr. truss in conformance with ANSIlTPI 1, or for handlin shipping, installation and bracing of trussesA seal on this drawing or cover page , , 6750 Forum Drive listing this drawing indicates acceptance of pro esslonar engineering responsibility solely for the design shown. The suiCability and use of this gnawing for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. Suite 305 For more information see this job's general notes page and these web sites: ALPINE: www.alpineitw.com; TPI: www.tpinst.org; SBCA: www.sbcinduslry.com; ICQ w Jeesafe.org Orlando FL, 32821 SEQN: 103354 / HIP_ Ply: 1 Job Number: N372962 Cust: R8975 JRef:1WXK89750083 T16 / FROM: RWM Qty: 2 7A5 ,175EA ,RF01 / 1756/EASTHAM/EXPRESS DrwNo: 218.20.1558.08472 Truss Label: HJ66 / YK 08/05/2020 Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BOLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Lumber �- 1'S" Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 4.50 ft GCpi: 0.18 Wind Duration: 1.60 Top chord 2x4 SP #2 N Bot chord 2x4 SP 2400f-2.0E Webs 2x4 SP #3 Special Loads -(Lumber Dur.Fac. 1.25 / Plate Dur.Fac. 1.25) TC: From 0 pif at -1.41 to 55 pif at 0.00 TC: From 2 pif at 0.00 to 2 plf at 9.07 BC: From 2 pif at 0.00 to 2 pif at 9.07 TC: -2 lb Conc. Load at 1.37 TC: 124 lb Conc. Load at 4.20 TC: 232 lb Conc. Load at 7.03 BC: 20 lb Conc. Load at 1.37 BC: 99 lb Conc. Load at 4.20 BC: 175 lb Conc. Load at 7.03 Wind Wind loads and reactions based on MWFRS. Additional Notes Refer to General Notes for additional information Provide (3) 16d common 0.162"x3.5", toe -nails at TC. Provide (3) 16d common 0.162"x3.5", toe -nails at BC. 4'8"12 4'8"12 8'5"2 8'5"2 Snow Criteria (Pg,Pf in PSF) Pg: NA CC NA CAT: N/ Pf: NA Ce: NA ILL: NA Cs: NA Snow Duration: NA Code / Misc Criteria Bldg Code: FBC 2017 RES TPI Sid: 2014 Rep Fac: Varies by Ld Case FT/RT:20(0)/10(0) Plate Type(s): WAVE 9'0"13 4'4"1 LI7 77"1 9'0"13 Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): 0.035 F 999 360 VERT(CL): 0.062 F 999 240 HORZ(LL): 0.009 F - - HORZ(TL): 0.021 F Creep Factor: 2.0 Max TC CSI: 0.537 Max BC CSI: 0.530 Max Web CSI: 0.224 VIEW Ver. 18.02.01A.0205.19 `✓ Y • o Poo, No. MOO / a � q W"A0® STATE OF cv� T + 11'4"7 N O co 8'8" ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 290 /- /- /- 1186 /- E 338 P /0 /- /121 /0 D 95 P P P /66 /- Wind reactions based on MWFRS B Brg Width = 11.3 Min Req = 1.5 E Brg Width = 1.5 Min Req = - D Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. B - C 337 - 531 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. B-F 528 -315 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. C - F 335 - 560 ,''r'{,f+*a VR1VC®i- dew C r�®rtarSs,�BAl FL REG# 278, Yoonhwak Kim, FL PE #86367 08/05/2020 1 **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, byy TPI anSBCA) for safety practices prior to performing these functions. Installers shall provide temporary _ bracing per BC Unless noted olherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a pronery attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracingq inslalled per BCSI sections B3, B7 or B10, as applicable. Apply plates to each face. of truss and position as shown above and on the JOInfiDetailS, 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,any failure to build the -0- truss in conformance with ANSI/TPI 1, or for handlin, shippiy installation and bracing of,trussesA seal on this drawing or cover patge , , 6750 Forum Drive listing this drawing indicates acceptance of pro essiona engineering responsibility solely for the design shown. The sui ability Suite 305 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.alpineitw.com; TPI: www.tpinst.org; SBCA: www.sbcindustry.com; ICC: www.iccsafe.org Orlando FL, 32821 1SEQN: 103352 HIP_ Ply: 1 Job Number: N372962 Cust:R8975 JRef1WXK89750083T39 /I FROM: RWM City: 2 7A5 ,175EA ,RF01 / 1756/EASTHAM/EXPRESS DnvNo: 218.20.1558.08675 Truss Label: HJ56 / YK 08/05/2020 T J �- 1'5"12 C. 12 10'11"13 3.54 � N CV O M B D V O 2X4(A1) 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 DEXP: C Kzt: NA Des Ld: 37.00 Mean Height: 15.00 ft NCBCLL: 10.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MW FRS Parallel Dist: 0 to h/2 Spacing: 24.0 " C&C Dist a: 3.00 ft Loc. from endwall: not in 4.50 ft GCp!: 0.18 Wind Duration: 1.60 Lumber Top chord 2x4 SP #2 N Bot chord 2x4 SP #2 N Special Loads -(Lumber Dur.Fac =1.25 / Plate Dur.Fac =1.25) TC: From 0 pif at -1.48 to 55 plf at 0.00 TC: From 2 plf at 0.00 to 2 plf at 7.72 BC: From 2 plf at 0.00 to 2 plf at 7.72 TC: 26 lb Conc. Load at 2.08 TC: 152 lb Conc. Load at 4.91 BC: 40 lb Conc. Load at 2.08 BC: 118 lb Conc. Load at 4.91 Wind Wind loads and reactions based on MWFRS. Additional Notes Refer to General Notes for additional information Provide (2) 0.131"x3.0", min. toe -nails at top chord. Provide (2) 0.131 "x3.0", min. toe -nails at bottom chord. 7'8"9 7'8"9 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 2017 RES TPI Std: 2014 Rep Fac: Varies by Ld Case FT/RT:20(0)/l0(0) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): NA VERT(CL): NA HORZ(LL): 0.018 D HORZ(TL): 0.036 D Creep Factor: 2.0 Max TC CSI: 0.885 Max BC CSI: 0.756 Max Web CSI: 0.000 VIEW Ver: 18.02.01A.0205.19 �1errrr r'��{rr/rA:orr�� r No.86367 a R p 0 tl® e ®� STATE OF?4r`� ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 239 P /- /- /95 /- D 137 /- /- P /14 /- C 106 /- /- /- /57 /- Wind reactions based on MWFRS B Brg Width = 10.6 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Members not listed have forces less than 375# 2, ORIVr °s Spo + 00a0 ti0 e 10,�A8/11861.10��� FL REG# 278, Yoonhwak Kim, FL PE #86367 08/05/2020 1 **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 rt Safety Information, by TPI an SBCA) fsa shipping, practices prior to performing these functions. Installers shall provide temporary BCSI. Unless noted olherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a progerr y aid ceiling Locations shown forpermanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or 610, le. Apply 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. Of Iri 1, or Torn acceptance any structure from this drawing,any failure to build the k seal on this drawing or cover pa e ,forthedeechown. The sui ability Ss AL NE ,w"wcorov*rry 6750 Forum Drive Suite 305 Orlando FL, 32821 SEQN: 101450 / HIP_ Ply: 1 Job Number: N372962 Cust: R8975 JRef:1WXK89750083 T32 % FROM: RWM Qty: 2 7A5 ,175EA,RF01 / 1756/EASTHAM/EXPRESS DrwNo: 218.20.1558.04090 Truss Label: HJA / YK 08/05/2020 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 " Lumber Top chord 2x4 SP #2 N Bot chord 2x4 SP #2 N C 10"1"15 12 4.56 � N N O M B T A $,$„ D 2X4(A1) 1 T'3 0I Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 15.00 It TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: NA GCpi: 0.18 Wind Duration: 1.60 Loading Hipjack supports 4-2-15 setback jacks with no webs. Wind Wind loads and reactions based on MWFRS. Additional Notes Refer to General Notes for additional information Provide (2) 0.131"x3.0", min. toe -nails at top chord. Provide (2) 0.131 "x3.0", min. toe -nails at bottom chord. 6' 6'0"1 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 2017 RES TPI Std: 2014 Rep Fac: No FT/RT:20(0)/l0(0) Plate Type(s): WAVE Deft/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): NA VERT(CL): NA HORZ(LL): 0.007 D HORZ(TL): 0.014 D Creep Factor: 2.0 Max TC CSI: 0.438 Max BC CSI: 0.264 Max Web CSI: 0.000 VIEW Ver: 18.02.01A.0205.19 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 128 /- /- /- /62 /- D 64 /- /- /14 /- P C 143 /- /- P /107 /- Wind reactions based on MWFRS B Brg Width = 8.6 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Members not listed have forces less than 375# `�d�t�oorwrorirr� No.8636� e Q o o"p STATE OF e 4/ b 0!ese��s'OR �',/�q 1A91110 sb1 FL REG# 278, Yoonhwak Kim, FLU PE #86367 08/05/2020 **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 quire Information, by TPI an SBCA) fo'r sa ety practices prior to performing these functions. Installers shall provide temporarryy r BCSI. Unless noted c1herwise,top chord shall have properly attached structural sheathingq and bottom chord shall have a pro erly Nid ceilingp Locations shown for permanent lateral restraint of webs shall have bracing Installed per BCSI sections B3, 67 or �10, . AppYy lates to each face oftruss and position as shown above and on the JoinCDetails, unless noted otherwise. Refer to 60A-Z far s�andard plate positions. Of ss In conformance Wltn ANSI/ 11-1 1, or Tor handling, s Ling this drawing, indicates acceptance of role; d use of this drawing for any structure is the re., more information see this job's general notes page and these web his drawing,any failure to build the on this drawing or cover pa e , ie design shown. The suit9abrlrty ALPINE 6750 Forum Drive Suite 305 Orlando FL, 32821 SEQN: 101451 / HIP_ Ply: 1 Job Number: N372962 Cust: R8975 JRef:1WXK89750083 T11 % FROM: RWM Qty: 2 7A5 ,175EA,RF01 / 1756/EASTHAM/EXPRESS DrwNo: 218.20.1558.03901 Truss Label: HJB / YK 08/05/2020 C 4.56 12 10'4"13 to o - N � B N T A 8'8" D 2X4(A1) 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 " Lumber Top chord 2x4 SP #2 N Bot chord 2x4 SP #2 N 1'1"3 Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 It Loc. from endwall: NA GCpi: 0.18 Wind Duration: 1.60 Loading Hipjack supports 3-1-12 setback jacks with no webs. Wind Wind loads and reactions based on MWFRS. Additional Notes Refer to General Notes for additional information Provide (2) 0.131"x3.0", min. toe -nails at top chord. Provide (2) 0.131 "x3.0", min. toe -nails at bottom chord. 4'5"6 4'5"6 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: N/ FIE NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Code / Misc Criteria Bldg Code: FBC 2017 RES TPI Std: 2014 Rep Fac: No FT/RT:20(0)/10(0) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): NA VERT(CL): NA HORZ(LL): 0.002 D HORZ(TL): 0.003 D Creep Factor: 2.0 Max TC CSI: 0.148 Max BC CSI: 0.088 Max Web CSI: 0.000 VIEW Ver: 18.02.01A.0205.19 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 95 /- A /- /50 A D 32 /- A /9/- C 73 A /- A /55 P Wind reactions based on MWFRS B Brg Width = 8.6 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Members not listed have forces less than 375# `It11119f1I1!!!l�O/ 9 � • �'.t pe No.8636i e o� ®® STATE OF e k/�� Ad�rO,��+atlgl t�, FL REG# 278, Yoonhwak Kim, FL PE #86367 08/05/2020 "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 an, SBCA) r sa shipping, practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted 01herwise,top chord shall have properly attached structural sheathing and bottom chord shall have a propery attached rigid ceiling Locations shown forpermanent lateral restraint of webs shall have bracing ins alled per BCSI sections B3, B7 or B10, as appllca be. Apply plates to each face of truss and position as shown above and on the JoingDetails, unless noted otherwise. F�efer 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 nwcon, truss in conformance with ANSIl1 PI 1, or for handling, shipping, installation and bracing of trussesA seal on this drawing or cover page , , 6750 Forum Drive listing this drawing indicates acceptance of pro essiona engineering responsibility solely for the design shown. The suitability Suite 305 and use of this gnawing for any structure is phe responsibility of the Building Designer per ANSI/TPI 1 Sec.2. For more information see this iob's general notes pane and these web sites: ALPINE: www.alpineitw.com; TPI: www.tpinsl.orq: SBCA: www.sbcindustry.com; ICC: www.iccsafe.org Orlando FL, 32821 TYPICAL OFF PANEL SPLICE 1/2" H I I 1/2" TRULOX INFORMATION DETAIL DO NOT APPLY NAILS WITHIN 1/2" OF LUMBER TYPICAL PANEL POINT WITHOUT SPLICE EDGES OR 1" OF LUMBER ENDS ON EACH FACE, AS SHOWN BY DASHED LINES. 1/2"—{ —{ �1/2" 1/2" —1- NAILS MUST NOT SPLIT LUMBER. —T / 1/2" / 1/12„ I" 1. TYPICAL 1�FILLER 1— 1 C-/2 1/2" 1/2"n 12„ 1/2 ` \, 1 /l I/2.. TYPICAL HEEL PLATE AS / \ SPECIFIED ` ` //\1/2" \ ON SEALED n TYPICAL PANEL POINT SPLICE DESIGN \ 1/2•, r r 1/"\ I/2„1 1/2„ 1/2 1/2" \ � n / / 1/2"1/2„ n 1/2" e�����Q4 • p e CvY®6 r —r n TRULOX PLATE �,® �Vp+�`C���pai1_ '�"s I„ APPLIED OVER ti 0 j° —L OTHER PLATES. a p No, 8$34 �- " —F '1 I�' � I� 1/2" � � n u I n 1/2" I/2" 1/2„ STATE OF NOTES: 1�f,a ZOP�Q ® �r� TRULOX PLATING P) IS THE REQUIRED NUMBER ER PLY AS SPECIE ED ONTHE SEALED DESIGN 7REFERENCING THIS DETAIL, FACEUS�ORV`gyp L 0 p LOCATES PLATE CORNER OR FLUSH EDGE. `�ldJ�Ij��i ar¢►��a1 ALPINE ❑ LOCATES PLATE CENTER. AN ITW COMPANY TL 514 Earth City Expressway suite 242 PAGE 1 OF 1 Earth City, MO 63045 ���,�. , Yoonhwak Kim, FL PE #86367 DATE 10/01/14 Gable Stud Reinforcement Detail ASCE 7-101 140 mph Wind Speed, 15' Mean Height, Enclosed, Exposure C, Kzt = 1.00 Ori 120 mph Wind Speed, 15' Mean Height, Partially Enclosed, Exposure C, Kzt = 1.00 Or, 120 Mph Wind Speed, 15' Mean Height, Enclosed, Exposure D, Kzt = 1.00 Ori 100 moh Wind Soeed. 15' Mean Heloht. Partially Enclosed. EXDosure D. Kzt = 1.00 S 2x4 Brace Gable Vertical pacing I Species Grade No Braces (1) Ix4 'L' Brace le (1) 2x4 'L' Brace le (2) 2x4 'L' Brace leer (1) 2x6 'L' Brace Ir (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' 8' 11' 10' 3' 10, 8' 13' 6' 14' 0' 14' 0' 14' 0' U S P F #3 4' 1' 6' 7' 7' 1' 8' 6' 8' 10' 10' 1' 10' 6' 13' 4' 13' 10' 14' 0' 14' 0' iJ P Stud 4' V 6' 7' 7' 0' 8' 6' 8' 10, 10, 1' 10' 6' 13' 4' 13' 10' 14' 0' 14' 0' O I� Standard 4' 1' 5' 8' 6' 0' 7' 7' B' 1' 10, 1' 10' 6' 11' 10, 12, 8' 14' 0' 14' 0' #1 4' 6' 7' 4' 7' 8' 8' B' 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' 11' 10' 3' 10, 8' 13' 6' 14' 0' 14' 0' 1 14' 0' #3 4' 2' 6' 0' 6' 4' 7' 11' 8' 6' 10' 2' 10' ' 7 12' 5' 13' 4' 14' 0' cu I D F 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' 11' 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 F #3 4' 8' 8' 1' 8' 8' 9' 8' 10' 1' 11' 7' 12' 1' 14' 0' 14' 0' 14' 0' 14' 0' U iJ P Stud 4' 8' 8' 1' 8' 6' 9' 8' 10' 1' 11' 7' 12' V 14' 0' 14' 0' 14' 0' 14' 0' O f l Standard 4' 8' 6' 11' 7' 5' 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' 0' 14' 0' 14' 0' 14' 0' S P #2 4' 11' 8' 4' e' 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' I1' e' 12' 1' 14' 0' 14' 0' 14' 0' 14' 0' QJ D F 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' 5' 9' 2' 9' 6' 1 10' 10' 11' 3' I 11' 8' 13' 5' 14' 0' 14' 0' 14' 0' 14' 0' d S P F #3 5' 1' 9' 0' 9' 4' 10, 8' 11' 1' 12, 9' 13' 3' 14' 0' 14' 0' 14' 0' 14' 0' Lf HP Stud 5' 1' 9' 0' 9' 4' 10, 8' 11' 1' 12' 9' 13' 3' 14' 0' 14' 0' 14' 0' 14' 0' O Standard 5' 1' 8' 0' 8' 6' 10, 8' 11' 1' 12' 9' 13' 3' 14' 0' 14' 0' 14' 0' 14' 0' X #1 5' 8' 9' 3' 9' 8' 10, 11' 11' 4' 13' 0' 13' 6' 14' 0' 14101 14' 0' 14' 0' d S P #2 5' 5' 9' 2' 9' 6' 10, 10, 11' 3' 12, II' 13' 5' 14' 0' 14' 0' 14' 0' 14' 0' .--i D F L #3 5' 3' 8' 5' 9' 0' 10, 9' I1' 2' 12, 10, 13' 4' 14' 0' 14' 0' 14' 0' 14' 0' Stud 5' 3' 8' S' 9' 0' IL 9' 11' 2' 12' 10' 13' 4' 14' 0' 14' 0' 14' 0' 14' 0' Standard 5' 1' 7' S' 7' Il' 9' 11' 10' 7' 12' 9' 13' 3' 14' 0' 14' 0' 14' 0' 14' 0' Bracing Group Species and Grades) Group At S ruce-Pine-Fir Hen -Fir #1 / dnrd #2 Stnn#2 1 Stud #3 Stud 1 1 #3 IStandard Dou las Fir -Larch Southern Plne*** #3 #3 Stud Stud Stnndnrd Stnndnrd Group Bt Hen -Fir #1 4 Btr #1 Do u Ins Fir -Lurch Southern Plne*** #1 q1 #2 q2 lx4 Braces shall be SRB (Stress -Rated Board), ■*For lx4 So. Pine use only Industrial 55 or Industrial 45 Stress -Rated Boards, Group B11 values may be used with these grades. Gable Truss Detail Notes: 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, aymm About) Attach braces with 10d (0.128'x3.0' min) nails. 11E For (1) 'L' brace, space nails at 2' o,c, able Truss In 18' end zones and 4' o.c. between zones. Diagonal brace op{long )IE)IEFor (2) 'L' bracesr space nails at 3' o,c, vertical length may be T 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 diagonal brace for 450#. ,L, L +I ��rft� r��® member length, - I �i1/,L�'I each end. Nax web Brace SO ' * �� Gable i cal Plate Sizes total length Isat 14', 2x4 DF-L #2 I I_/�`�,pp ® /��`!r� y �/S Vertical Lein th No S Less than 4' D' 1X4 or 2X3 or better 4� (�' `"' d,� Greater than 4' 0' 3X4 445*(as diagonal T t �o #® Vertical length shown brace; single�3 double cut In table above.or L 1 shown) at + Refer to common truss design for upper end, LJwpeak, splice, and heel plates, Connect diagonal on�1 s®Be ,ring ry„ '"4• Refer to the Building Designer for conditions at mlolpint of vertical web. Refer to ar chart abo C P1 Cica a off` r4`16v(8k1� not addressed by this detail. NOTES ON THIS BRA BRAVING!lr oVURNISHT READ AND FOLLDV ALL NOTES ON THIS DING THE -IMPORTANT- FURNISH THIS RAVING TO ALL ALL INSTALLERS. '® ® .{� e (� ° `m®� � ��(}� REF ASCE7-10-GAB14015 Trusses require extreme care In fabricating, handling, shipping, Installing and bracing, Refer to and('' follow the latest (Building . 0 Is ®®9 9 DATE 10/01/14 edition of SCSI Component Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. ® S/� S/ DRWG A14015ENC101014 Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have n properly attached yield ceiling. Locations shown for permanent lateral restraint of webs ✓/ �� �' shall have bracing Installed per BCSI sections B3, B7 or BID, as applicable. Apply plates to each face of truss and pos shovn above and on the Details, unless noted otherwise. ALPINE 16D -Z Refer to drnwlnps 160A-Z for standard plate Dosltlons. ion& Alpine, a dlvision of ITV Building Components Group Inc. shall not be responsible for any deviation from �Ak this drawing, any failure to build the truss In conformance with ANSI/TPI 1, or for handling, shipping, T❑T, L.D, 60 PSF AN ITW COMPANY Installation 4 bracing of trusses. A seal on this drawing or cover page listing this drawing, Indicates acceptance of professbnat 514 Earth City Expressway engineering responsibility solely for the design shown The suitability and use of this drawing Suite 242 for any structure Is the responsblUty of the Building Designer per ANSI/TPI 1 Sec2. �"�Ai� ° SPACING �L 4,0 Earth City, MO 63045 For more Information see this Job's general notes page and these web sit/��B�F��OG7g Yoonhwak Kim, FL PE #86367 ALPINE, wvw.alpineitr,com; TPI, wrw.tpinst.orgi SBCA, www.sbcindustry.org; ICC, w►wlcrsaf . , Gable Stud Reinforcement Detail ASCE 7-101 140 mph Wind Speed, 30' Mean Height, Enclosed, Exposure C, Kzt = 1.00 Orr 120 mph Wind Speed, 30' Mean Height, Partially Enclosed, Exposure C, Kzt = 1.00 Orr 120 mph Wind Speed, 30' Mean Height, Enclosed, Exposure D, Kzt = 1.00 Orr 100 moh wind speed. 30' Mean Heloht. Partially Enclosed. Exposure D. Kzt = LOD S 2x4 Brace Gable Vertical pacing Species Grade No Braces (1) lx4 'L' Brace w (1) 2x4 'L' Brace w (2) 2x4 'L' Brace ww (1) 2x6 'L' Brace w (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 r #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 r #3 3' 10' 6' 2' 6' 7' 8' 1' 8' 5' 9' 8' 10, 0' 12' B' 13' 2' 14' 0' 14' 0' HF Stud 3' 10' 6' 2' 6' 6' 8' 1' 8' 5' 9' B. 10, 0' 12' 8' 13' 2' 14' 0' 14' 0' Q Standard 4' 2' 7' 0' 7' 3' 8' 3' 8' 7' 11 9' 10, 10, 3' 13' 0' 13' 6' 14' 0' 14' 0' _J S P #2 4' 1' 6' 11' 7' 2' 8' 2' 8' 6' 9' 9' 10' 2' 1 12' 10' 13' 4' 14' 0' 14' 0' Nt Nt F 03 4' 0' 5' 7' 5' 11' 7' 5' 7' 11' 9' S. 10, 1' 11' 7' 12' 5' 14' 0' 14' 0' Stud 4' 0' 5' 7' 5' 11' 7' 5' 7' 11' 9' 8' 10' 1' 11' 7' 12' 5' 14' 0' 14' 0' d Standard 3' 9' 4' 11' 5' 13' 6' 6' 7' 0' 8' 10, 9' 6' 10, 3' 11' 0' 13, ill 14' 0' U #1 / #2 4' 8' 7' 11' 8' 3' 9' 4' 9' 9' ill 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' 1_J O u P I� Stud 4' 5' 7' 6' 8' 0' 9' 3' 9' 7' 11' 0' 11' 6' 14' 0' 14' 0' 14' 0' 14' 0' 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' 11' 9' 14' 0' 14' 0' 14' 0' 14' 0' / S P #2 4' 8' 7' 11' 8' 3' 9' 4' 9' 9' 11' 2' 11' 7' 14' 0' 14' 0' 14' 0' 14' 0' #3 4' 7' 6' 10' 7' 3' 9' 1' 9' B' I1' 1' 11' 6' 14' 0' 14' 0' 14' 0' 14' V D P L Stud 4' 7' 6' 10' 7' 3' 9' 1' 9' B' ill 1' I1' 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' d S P P #3 4' 10' 8' 7' 8' ill 10' 2' 10' 7' 12' 2' 12, 8' 14' 0' 14' 0' 14' 0' 14' 0' LD U i_I r H Stud 4' 10' 8' 7' B' 11' 10' 2' 10' 7' 12' 2' 12' 8' 14' 0' 14' 0' 14' 0' 14' 0' O r Standard 4' 10' 7' 5' 7' 11' 9' 11' 10' 7' 12' 2' 12' 8' 14' 0' 14' 0' 14' 0' 14' 0' X #1 5' 4' 8' 10' 9' 2' 10' 5' 10, 10, 12' 5' 12' I1' 14' 0' 14' 0' 14' 0' 14' 0' d S P #2 5' 2' 18' 9' 9' 1' 10' 4' 10, 9' 12' 3' 12' 9' 14' 0' 14' 0' 14' 0' 14' 0' .--1 D P L #3 5' 0' 7' 10' 8' 4' 10' 3' 10, 8' 12' 2' 12' 8' 114' 0' 14' 0' 14' 0' 14' 0' Stud 5' 0' 7' 10' 8' 4' 10' 3' 10, 8' 12' 2' 12, 8' 14' 0' 14' 0' 14' 0' 14' 0' Standard 4' 10' 6' 11' 1 7' 4' 9' 3' 1 9' 10' 1 12' 2' 1 12' 8' 1 14' 0' 14' 0' 14' 0' T 14' 0' Diagonal brace option, vertical length may be doubled when diagonal brace Is used. Connect diagonal brace for 525# at each end. Max web total length Is 14'. Vertical length shown In table above. 2x6 DF-L #2 or better diagonal broo single or double cut (as shown) at upper end. .-.ymm About) T 18' '�" 'ace L I r WX 1 L 1 Connect diagonal at o' W midpoint of vertical web, 41 Refer to chart abo r-WARNINGIrw READ AND FOLLOW ALL NOTES W THIS DRAVINGI •' j —IM4PORTANTww FURNISH THIS BRAVING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. ,If Trusses require extreme care In fabricating, handling, shppng, Installing and bracing, Refer to end 0 follow the latest edition of BCSI (Binding Component Safety Information, y TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide tenponrryy brodng per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing antl 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 BID, as applicable. Apply plates to each face LPI of truss and ppas 16O as for s above and a the Joint Detals, unless noted otherwise. Refer to drawings 160A-2 for standard plate positions. Alpine, a division of ITV Mding Components Group Inc shall not be responsible for any deviation from this drawing, any falure to build the truss In conformance with ANSI/TPI 1, or for handung, shipping, AN ITW COMPANY installation 6 bracing of trusses. A seal on this drawing or cover page listing this drawno, Indicates acceptance of professional 514 Earth City Expressway enpbmerbp resporsil,111 solely for the design shown. The suitability and use of this drawing Suite 242 for any structure Is r responsmllity of the BuldIng Designer per ANSI/TPI I Sect. Earth City, MO 63045 For 'more Information see this Job's general notes page and these web s ALPINE.—1pineitr.—mi TPI- www.tpinst.org) SBCAj wrw.sbcIndustry.orgi ICG udc�M{�$$y/ taf b8, N%-4— racing Group Species and Grades) Group At S ruce-Pine-Fir Hen -Fir q1 / #2 Standard 02 Stud #3 Stud #3 Standard Dou las Fir -Larch Southern Plnewsw #3 #3 Stud Stud Standard Standard Group BI Hen -Fir #1 4 Btr #1 Douglas Fir -Larch Southern Plnewww #1 #1 #2 1 1 #2 Ix4 Braces shall be SRB (Stress -Rated Board). ■wFor lx4 So. Pine use only Industrial 55 or Industrial 45 Stress -Rated Boards. Group B values maybe used with these rades. e 0A Goble Truss DetoiL Notes: Wind Load deflection criterion is L/240. Provide uplift connections for 100 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. B Attach 'L' braces with 10d (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)KFor (2) 'L' braces, space nails at 3' o.c, In 18' end zones and 6' o.c. between zones. 'L' bracing must be a minimum of 80% of web member length. Gable Vertical Plate Sizes Vertical Len tin 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' 2%4 Greater than 4' 0', but less than 11' 6' 3%4 Greater than 11' 6' 4%4 AX, TOT, LD, 60 PSF Yoonhwak Kim, FL PE #86367 IMAX, SPACING 24.0e Gable Stud Reinforcement Detail ASCE 7-101 160 mph Wind Speed, 15' Mean Height, Enclosed, Exposure C, Kzt = 1.00 Or, 140 mph Wind Speed, 15' Mean Height, Partially Enclosed, Exposure C, Kzt = 1.00 Or- 140 mph Wind Speed, 15' Mean Height, Enclosed, Exposure D, Kzt = 1.00 Or, 120 moh Wind Sneed. 15' Mean Helaht. Partially Enclosed. Fxoosure 1). K7t = 1.00 S 2x4 Brace Gable Vertical pacing Species I Grade No Braces (1) lx4 'L' Brace r (1) 2x4 'L' Brace x (2) 2x4 'L' Brace nr (1) 2x6 'L' Brace 19 (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 f #1 / #2 3' 10' 6' 7' 6' 10' 7' 9' 8' 1' 9' 3' 9' 7' 12' 2' 12' 8' 14' 0' 14' 0' S P P #3 3' D' 5' 9' 6' 2' 7' 8' 7' 11' 9' 1' 9' 6' 12' 0' 12' 6' 14' 0' 14' 0' U HFStandard Stud 3' 8' 5' 9' 6' 1' 7' 8' 7' 11' 9' 1' 9' 6' 12, 0' 12' 6' 14' 0' 14' 0' O 3' 8' 4' 11' 5' 3' 6' 7' 7' 1' 8' 11' 9' 6' 10' 4' 11' 1' 14' 0' 14' 0' #1 4' 0' 6' 8' 6' 11' 7' 10' 8' 2' 9' 4' 1 9' 8' 12' 4' 12' 9' 14' 0' 14' 0' J S P #2 3' 10' 6' 7' 6' 10' 7' 9' e' 1' 9' 3' 9' 7' 12' 2' 12' 8' 14' 0' 14' 0' #3 3' 9' 5' 3' 5' 7' 6' 11' 7' 5' 9' 2' 9' 7' 10, 11' 11' 8' 14' 0' 14' 0' (U I D F L Stud 3' 9' 5' 3' 5' 7' 6' 11' 7' 5' 9' 2' 9' 7' 10, 11' 11' e' 14' 0' 14' 0' d Standard 3' 6' 4' 7' 4' 11' 6' 2' 6' 7' B' 4' 8' 11' 9' 8' 10' 4' 13' V 14' 0' U #1 / #2 4' 5' 7' 6' 7' 9' 8' 10' 9' 3' 10' 7' 11' 0' 13' 11' 14' 0' 14' 0' 14' 0' S P P #3 4' 2' 7' 1' 7' 9' 1 8' 9' 9' 1' 10' 5' 10, 10, 13' 9' 14' 0' 14' 0' 14' 0' U I I P Stud 4' 2' 7' V 7' 6' 8' 9' 9' 1' 10' 5' 10, 10' 13, 9' 14' 0' 14' 0' 14' 0' O I l Standard 4' 2' 6' 1' 6' 5' 8' 1' 8' 8' 10' 5' 10, 10' 12, 8' 13' 7' 14' 0' 14' 0' \ #1 4' 7' 7' 7' 7' 11' 9' 0' 9' 4' 10, 8' 11' 1' 14' 0' 14' 0' 14' 0' 14' 0' / S P #2 4' 5' 7' 6' 7' 9' 8' 10' 9' 3' 10' 7' 11' 0' 13, 11' 14' 0' 14' 0' 14' 0' 03 4' 4' 6' 5' 6' 10' 8' 6' 9' 1' 10' 6' 10, 11' 13' 4' 14, 0' 14' 0' D P L Stud 7 4' 6' 5' 6' 10' 8' 6' 9' 1' 10' 6' 10' 11' 13' 4' 14' 0' 14' 0' 14' 0' Standard 4' 2' 1 5' 8' 6' 0' 7' 6' 8' 0' 10' 2' 10, 10' 11' 10, 12' 7' 14' 0' 14' 0' #1 / #2 4' 10' 8' 3' 8' 7' 9' 9' 10' 2' 10' 7' 12' 1' 1 14' 0' 14' 0' 14' 0' 14' 0' d S P P #3 4' 7' 8' 2' 8' 5' 9' 8' 10, 0' I1' 6' 12' 0' 1 14' 0' 14' 0' 14' 0' 14' 0' t rf Uu r Stud 4' 7' 8' 2' 8' 5' 9' 8' 10, 0' 11' 6' 12, 0' 14' 0' 14' 0' 14' 0' 14' 0' O I� r Standard 4' 7' 7' 0' 7' 5' 9' 4 10, 0' 11' 6' 12' 0' 14' 0' 14' 0' 14' 0' 14' 0' X #1 5' 1' 8' 5' 8' e' 9' ill 10' 3' 11' 9' 12' 3' 14' 0' 14' 0' 14' 0' 14' 0' d S P #2 4' 10' 8' 3' 8' 7' 9' 9' 10' 2' 11' 7' 12' 1' 14' 0' 14' 0' 14' 0' 14' 0' #3 4' 9' 7' 4' 7' 10' 9' 8' 10' 1' I1' 7' 12' 0' 14' 0' 14' 0' 14' 0' 14' 0' a—1 r Dr L Stud 4' 9' 7' 4' 7' 10' 9' 8' 10' 1' 11' 7' 12' 0' 14' 0' 14' 0' 14' 0' 14' 0' Standard 4' 7' 1 6' 6' 1 6' 11' 8' 8' 9' 3' 11' 6' 1 12' 0' 13' 7' 1 14' 0' 14' 0' 14' 0' Diagonal brace option, vertical length may be doubled when diagonal brace Is used. Connect diagonal brace for 600# at each end, Max web total length Is 14'. Vertical length shown In table above. Connect diagon6l at mldoolnt of vertical web. m ALPINE AN ITW COMPANY 514 Earth City Expressway Suite 242 Earth City, MO 63045 .ymm About Truss I In- A '�A L - BrL' I 31E 31E 2x6 DF-L 02 or better diagonal T_ tl brocel single 8, or double cut )K 45' (as shown) at J_ 1 upper end. �ll�l "AN NP` Refer to chart abode uVARNINIiwr READ AND FOLLOW ALL NOTES 13N THIS DRAVINGI % n3HPORTANTrw FURNISH THIS BRAVING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. russes require extreme care In fabricating, handling, shipping, Installing and bracing. Refer to and ow the latest edition of BCSI (Bu4ding Component Safety Information, by TPI and SBCA) for safety ctices prier, to performing those functlons. Instaltcrs shall provide temporary bracln8 per BCSI. as noted otherwise, top chord shall have property attached structural sheathing and bottom chi, 11 have a properly attached rigid telling. Locations shown for pemanent lateral restraint of web! 11 have bracing Installed per BCSI sections B3, B7 or BID, as applicable. Apply plates to each face truss and position as shown above and on the Joint Details, untess noted otherwise. er to drawings 16DA-Z for standard plate positlons. Ipine, a division of ITV Building Components Group Inc shalt not be responsible for any deviation fr ; drawing, any (allure to buRd the truss In conformance with ANSI/TPI 1, or for handling, shipping, :allatlon 6 bracing f trusses. seal on this drawing or Cover page listing this drawing, Indicates acceptance of professional tneering responsibility solely for the design shorn The sultabPtty and use of this dmwft any structure Is the responslbNty of the Building Designer per ANSI/TPI 1 Sec2 For more Iriformatton see this Job's general notes page and these webs Q ALPINE, wuw.alpinekw.coml TPI, wsw.tptnst.orgi SBM ww.sbclndustry.orgi ICC, vwJc f `7 111111Ak � W 'f�i,� Bracing Group Species and Grades) Group At S ruce-Pine-Fir Hem -Fir #1 / #2 iStandardli 1 #2 1 Stud F. Stud 1 #3 Stnndnrd Dou ins Fir -Larch Southern Pinerrr #3 #3 Stud Stud Sd tnnnrd Stnndnrd Group III Hem -Fir #1 & Htr #1 Dou las Fir -Larch Southern Plnerrr #1 #1 #2 #2 1x4 Braces shall be SRB (Stress -Rated Board), rrFor lx4 So. Pine use only Industrial 55 or Industrial 45 Stress -Rated Boards, Group B values may be used with these rndes. Gable Truss Detail Notes, Wind Load deflection criterion Is L/240. Provide uplift connections for 75 plf over continuous bearing (5 psf TO Dead Load), Gable end supports load from 4' 0' outlookers with 2' 0' overhang, or 12' plywood overhang. Attach 'L' braces with 10d (0,12B'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)KFor (2) 'L' braces, space nails at 3' o,c. In 18' end zones and 6' o.c. between zones. 'L' bracing must be a minimum of 80% of web member length. Gable Vertical Plate Sizes Vertical + Refer to common truss design for peek, splice, and heel plates. Refer to the Building Designer for conditions not addressed by this detail. REF ASCE7-10-GAB16015 DATE 10/01/14 DRWG A16015ENC101014 en th No S lice AX. T❑T, LD, 60 PSF Yoonhwak Kim, FL PE #86367 ,MAX, SPACING 24.0e Gable Stud Reinf orcement Detail ASCE 7-101 160 mph Wind Speed, 30' Mean Height, Enclosed, Exposure C, Kzt = 1.00 Orl 140 MPH Wind Speed, 30' Mean Height, Partially Enclosed, Exposure C, Kzt = 1.00 Or l 140 mph Wind Speed, 30' Mean Height, Enclosed, Exposure D, Kzt = 1.00 Orr 120 moh Wind SOeed. 30' Mean Heloht. Partially Enclosed. Fxoosure D. K7t = I.nn S 2 x 4 Brace Gabte Vertical Spacing ISpecies Grade"',,,"Braces No (1) Ix4 'L' Brace x (1) 2x4 'L' Brace x (2) 2x4 'L' Brace Its (1) 2x6 'L' Brace x (2) 2x6 'L' Brace we Group A Group B Group A Group B Group A Group B Group A Group B Group A Group B p #1 / #2 3' 8' 6' 3' 6' 6' 7' 5' 7' 8' 8' 9' 9' 2' 11' 7' 12' 0' 13' 9' 14' 0' - S f F #3 3' 6' 5' 5' 5' 9' 7' 2' 7' 7' 8' 8' 9' 1' 11' 3' I l' 11' 13' 7' 14' 0' Stud 3' 6' 5' 4' 5' 8' 7' 2' 7' 7' 8' 8' 9' 1' 11' 2' 11' 11' 13' 7' 14' 0' O Hl Standard 3' 6' 4' 7' 4' 11' 6' 2' 6' 7' 8' 4' 8' Il' 9' 8' 10' 4' 13, 1' 14' 0' #1 3' 10' 6' 4' 6' 7' 7' 6' 7' 9' s, 11' 9' 3' Ill 9' 12' 2' 13' 111 14' 0' J S P #2 3' B. 6' V 6' 6' 7' 5' 7' 6' 8' 9' 9' 2' 11' 7' 12' 0' 13' 9' 14' 0' #3 3' 7' 4' 10' 5' 2' 6' 5' 6' 11' 8' 9' 9' 1' 10, 1' 10, 10, 13' 8' ou D F L Stud 3' 7' 4' 10' 5' 2' 6' 5' 6' 11' 8' 9' 9' 1' 10, 1' 10, 10' 13' 8' 14' 0' Standard 3' 3' 4' 3' 4' 7' 5' 8' 6' V 7' 9' 8' 3' 8' Il' 9' 7' 12' 2' 13' 0' _U #1 / #2 4' 2' 7' 2' 7' 5' 6' 5' 8' 9' 10, 1' 10' 6' 13' 3' 13' 9' 14' 0' 14' 0' _P S P F #3 4' 0' 6' 7' 7' 5' 8' 4' 8' 6' 9' 11' 10' 4' 13' 1' 13' 7' 14' 0' 14' 0' U L F Stud 4' 0' 6' 7' 7' 0' 8' 4' 8' B. 9' 11' 10' 4' 13' 1' 13' 7' 14' 0' 14' 0' QJ O I l Standard 4' 0' 5' 8' 6' 0' 7' 6' 8' 0' 91111 10' 4' 11' 10' 12' 6' 14' 0' 14' 0' #1 4' 5' 7' 3' 7' 6' 8' 7' 8' 11' 10, 2' 10' 7' 13' 5' 13' 11' 14' 0' 14' 0' S P #2 4' 2' 7' 2' 7' 5' 8' 5' 8' 9' 10, 1' 10' 6' 13' 3' 13' 9' 14' 0' 14' 0' #3 4' 1' 5' 11' 6' 4' 7' 11' 815. 10, 0' 10' 5' 12' 5' 13' 3' 14' 0' 14' 0' 0) D F L Stud 4' V 5' 11' 6' 4' 7' 11' 8' 5' 10' 0' 10' 5' 12' 5' 13' 3' 14' 0' 14' 0' Standard 4' 0' 5' 3' 5' 7' 7' 0' 7' 6' 9' 5' 10, 2' 11' 0' ill 9' 14' 0' 14' 0' _Q #1 / #2 4' 8' 7' Il' 8' 2' 9' 4' 9' 8' 10' 1' 11' 6' 14' 0' 14' 0' 14' 0' 14' 0' d S P F #3 4' 5' 7' 7' 8' 1' 9' 2' 9' 6' 10' 11' 11' 5' 14' 0' 14' 0' 14' 0' 14' 0' �f U u F Stud 4' S' 7' 7' 6' 1' 9' 2' 9' 6' 10, 11' 11' 5' 14' 0' 14' 0' 14' 0' 14' 0' O i� Standard 4' 5' 6' 6' 6' 11' B' 8' 9' 3' 10, 11' 11' 5' 13' 7' 14' 0' 14' 0' 14' 0' X #1 4' 10' 8' 0' 8' 3' 9' 5' 9' 9' 11' 2' 11' 8' 14' 0' 14' 0' 14' 0' 14' 0' d zt S P #2 4' 8' 7' 11' 8' 2' 9' 4' 9' B. 11' 1' 11' 6' 14' 0' 14' 0' 14' 0' 14' 0' #3 4' 6' 6' 10' 7' 3' 9' 1' 9' 7' 11' 0' 11' 6' 14' 0' 14' 0' 14' 0' 14' 0' r t D F L 1 Stud 4' 6' 6' 10' 7' 3' 9' 1' 9' 7' 11' 0' 11' 6' 14' 0' 14' 0' 14' 0' 14' 0' Standard 4' 5' 6' 1' 6' 5' 1 6' 1' 6' 7' 10' 11' 1 11' 5' 1 12' 8' 13' 7' 14' 0' 14' 0' Bracing Group Species and Grades) Group At Sp ruce-Pine-Fir Hem -Fir #I / #2 Standard F 112 Stud #3 1 Stud #3 Standard Dou las Fir -Larch Southern Plnex-. #3 #3 Stud Stud Standard Standard Group BI Hem -Fir #1 tt Btr #1 Dou as Fir -Larch Southern Plnew.. #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 H values may be used with these wades. Goble Truss Detail Notes) Wind Load deflection criterion Is L/240, Provide uplift connections for 135 plf over continuous bearing (5 psf TC Dead Load). Gable end supports load from 4' 0' outlookers with 2' 0' overhang, or 12' plywood overhang. About jt= Attach 'L' braces with IOd (0.128'x3.0' min) naps. able Truss )1( For (1) 'L' bracer space nails at 2' o.c. In 18' end zones and 4' o.c. between zones. Diagonal brace option )K)KFor (2) 'L' braces, space nails at 3' o,c, vertical length may be T I In IB' 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 diagonal brace for 690# L 'L' I '!'tP' member length. at each egad. Max web Bra ce t �//��;IlfP \o� GoblePlate total length Is 14', 2x6 DF-L #2 or X)K I /r p�� Velrtl al Leln tin Nozes S lice Less thor 4' 0' 2X4 better diagonal �� tl ;('r a V O� Greater than 4' 01, but T_ �o •® 4X4 Vertical length shown bracer single 6' 6 ® y less than In table above. �445*(as or double cut L 1 63 ! Q0 shown) at + Refer to common truss design for upper end, U U.Alapeak, splice, and heel plates, Connect diagonal ono s•Bearin9 • 'r • "~ Refer to the Building Designer for conditions at midpoint of vertical web. Refer to chart abo o C /1 (Ica IllNBFT't not addressed by this detail. oVAWNINGI-- READ AND FOLL13V ALL N13TES W THIS DRAVDNGI d .-IMPORTANT.. FURNISH THIS BRAVING TO ALL CONTRACTORS INCLUDING THE INSTALLERS ri • .{� • F� Ol'9 ° REF ASCE7-10—GAB16030 Trusses require extreme care In fabricating, handling, shipping, Installing and bracing. Refer to and ✓ follow the latest edition of BCSI (Bulling Component Safety Information, by TPI and SBCA) for safety „�®t ®• ®® / S • • e ® ® DATE 10/01/14 practices prior to performing these functions. Installers shall provide temporaryy broring par BLSI. Unless top have V DRWG A16030ENC101014 noted otherwise, chord shall properly attached structural sheath4ng and bottom chord hall have a property attached rl Id celIn Locations shown for restraint of webs D P Y p p• permanent have bracing Installed r 1) ► i�„�+� o shall as applicable. Apply plates to each face Apply plates per above sections the J or DBID.etails, of truss and os as shorn above and on the Joint DetaOs, unless ALPINE noted otherwise. 161 Refer to drawPnps 160A-Z for standard plate positions. Alpine, a division of ITV Building Components Group Inc, shall not be responsible for y deviation from �AX. this drawing, any fall-. to build the truss In conformance with ANSI/TPI 1, or for handling, shipping, installation T❑T, LD, 60 PSF AN ITW COMPANY L bracing of trusses. A seal on this drawng or cover page listing this drawing, Indicates acceptance of professional 514 Earth City Expressway englneering responsibility solely for the design shorn The suitability and use of this drawing Suite 242 for any structure Is the responsibility of the Bu0.tflng Designer per ANSI/TPI 1 Sec2. MAX, SPACING 24,0 Earth City, MO 63045 For more Information see this Job's general notes Pape and these webs ALPINEi www.alpinaitw.coml TPI re.3pinst.orgi SBCA, www.sbcindustry.orgl ICG www.l F,L PF. 3 CLR Reinforcing Member Substitution T-Reinforcement This detail is to be used when n Continuous Lateral Restraint (CLR) or T-Reinf, Is specified on a truss design but an alternative web L-Reinforcement: or reinforcement method Is desired. L-Relnf, Notes: This detail Is only applicable for changing the specified CLR shown on single ply sealed designs to T-reinforcement or L-reinforecement or scab reinforcement. Alternative reinforcement specified in chart below may be conservative. For minimum alternative reinforcement, re -run design with appropriate reinforcement type. Web Member Specified CLR Alternative Reinforecement Size Restraint T- or L- Relnf, Scab Relnf, 2x3 or 2x4 1 row 2x4 1-2x4 2x3 or 2x4 2 rows 2x6 2-2x4 2x6 I row 2x4 1-2x6 2x6 2 rows 2x6 2-2x4()10 2x8 I row 2x6 1-2x8 2x8 2 rows 2x6 2-2x6OK) T-relnforcement, L-reinforcement, or scab reinforcement to be same species and grade or better than web member unless specified otherwise on Engineer's sealed design. 010 Center scab on wide face of _web. Apply (1) scab to each face of web. Apply to either side of web narrow face. Attach with lOd (0.12B'x3.0',min) nails at 6' o.c. Reinforcing member is a minimum 80% of web member length. Scab Reinforcement: Apply scab(s) to wide face of web, No more than (1) scab per face, Attach with lOd (0,128'x3,0',min) nails at 6' o,c, Reinforcing member Is a minimum 80% of web member length. -VARMM- READ AND FOLL13V ALL NOTES ON THIS BRAVING!a --WEIRTANTww FURNISH THIS BRAVING TO ALL MNTRACTUNS INCLUDING THE INSTALLERS Trusses require extreme care N fabrlcating, handling, shipping, InstnlUg and bracing. Refer to an follow the latest edition of BCSI fBuAWng Component Safety Information, by TPI and SHCA) for safet practices priorto performing these functions. Installers shall pravlde temporary bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom ch r shall have a properly attached rigid telling. Locnt'ams shorn for permanent lateral restraint of we ��� shall have bracing installed per HCSI sections B3, J or B10, as applicable. Apply plates to each fat of truss and position as shown above and n the Joint Details, unless noted otherwise. ReFer to drnwUgs 160A-Z for standard plate positions. Alpine, a division of ITV Building Components Group Inc. shall not be responsible for any deviation f AN RW COMA4NY this drawing, any fallure to build the truss In conformance with ANSI/TPI 1, or for handling, shipping, Installation L bracing of trusses, A seal on this drawing or cover page lLsil g this drawYg, Indicates acceptance of professional 13723 Riverporl Onva englreering nspons0,11ty Sealy far the design sham The sAtabalty and use of this drawing Suite 200 for any structure Is the responsibility of the Building Designer per ANSI/TPI I Sect, Maryland Heights, MO 63043 For more Information see this Job's general notes page and these web sites, ALPINEi w*.Qlpineltw.com, TPIi www.tpinstargl SHCA, w wsbclndustry—gi ICC, wwdacsafe.org Scab 4`GENs0o#;*, Na, 86367 .: a . b �sOr LL PSF Al l��y� or TQ�DL PSF �e�`$ • ® 0 0 e ® B DL PSF s �ee�t. � 1� C LL PSF E98!l1411 T , LD, PSF D R. FAC, PACING RMM78, Yoonhwak Kim, FL PE #86367 F CLR Subst, TE 10/01/14 WG BRCLBSUB1014 Commentary; Def lection and Camber Camber May. be built into trusses to compensate L = Span of Truss (inches) for the vertical deflection that results from the D = Depth of Truss at Deflection Point (inches> application of loads, Providing camber has the ------------------------------------------------------------------------- following advantages) Recommended Truss Deflection Limits • Helps to ensure level ceilings and floors after dead loads are applied, Truss Type L/D Deflection Limits • Facilitates drainage to avoid ponding on flat or Live Load Total Load Low slope roofs, Pitched Roof Trusses 24 L/240 (vertical) L/180 (vertical> • Compensates for different deflection Floor of Room -In -Attic 24 L/360 (vertical) L/240 (vertical) characteristics between adjacent trusses, Trusses • Improves appearance of garage door headers Flat or Shallow Pitched 24 L/360 (vertical) L/240 (vertical) and other long spans that can appear to 'sag,' Roof Trusses • Avoids 'dips' in roof ridgelines at the transition Residential Floor Trusses 24 L/360 (vertical) L/240 (vertical) from the gable to adjacent clear span trusses, In accordance with ANSI/TPI 1 the Building Designer, Commercial Floor Trusses 20 L/480 (vertical> L/240 (vertical) through the Construction Documents, shall provide the Scissors Trusses 24 0,75' (horizontal) 1.25' (horizontal) Location, direction, and magnitude of all loads attributable to ponding that may occur due to the design of the roof ------------------------------------------------------------------------- drainage system. The Building Designer shall also specify Truss Type Recommended Camber any dead load, live load, and in-service creep deflection Pitched Trusses 1,00 x Deflection from Actual Dead Load criteria for flat or low -slope roofs subject to ponding loads, Sloping Parallel 1,5 x Vertical Deflection from The amount of camber is dependent on the truss type, Chord Trusses Actual Dead Load span, loading, application, etceteras, Floor Trusses (0,25 x Deflection from Live Load) + More restrictive limits for allowable deflection and Actual Dead Load slenderness ratio (L/D) may be required to help ,q�y�i�tffitli��t control vibration, Flat Roof ` WAk x Deflection from Live Load) + N" JP 9 \CE1s°• 4R Design Dead Load Deflection) The following tables are provided as guidelines for a4 0° V (�` o limiting deflection and estimating camber, Conditions or Note, T& act t t�L�pel m be considerably less than codes may exist that require exceeding these $fie'Alesi r (oQC9 recommendations, or past experience may warrant using ..�. more stringent limitations, e ° STATE OF —IMPORTANT rUMSN°THIS BRAVING TEAD AND O o � CONTRNOTES RACTMS INCLUDING THE INSTALLERS. ��s X%�� �'%Q��D� p `ems C REF DEFLEC/CAMB Truses require extreme care In fabricating, handling, shipping, Installing and bracing. Refer to and r 4 0 O follows the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) for safety ® lJ [h ° DATE 10/01 /14 practicvs prior to performing Share functions. Installerr shall provide ienpararyy bracing per SCSI. CBI f� / Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord 0 V 4 shall have a properly attached rigid ceiling. Locations shorn for permanent lateral restraint of webs ! DRWG DEFLCAMB1014 r shall have bracing Installed per BCSI sections B3, B7 or 310, as applicable. Apply plates to each face �%�, as ALPINE truss and pposition r shorn above and on the Joint Details,unless noted otherwise. Re Refer to drawings 1 for standard plate positions. Alpine, a division of ITV Building Components Group Inc shall t be responsible for y deviation from this drawing, any follor; to build the truss In conformance with ANSI/TPI 1, or for handling, shipping, AN ITW COMPANY Installation 6 bracing of trusses. A seat on this drawing or cover page llst6re this drawing, indicates accept—ce of professional 514 Earth City Expressway engineering responsibility solely for the design shorn The suitability and use of this drawing Suite 242 for any structure Is the responsibility of the Building Deslilmr per ANSI/TPI 1 Sec2. Earth City. MO 63045 for more information see this Job's general notes page and these web ALPINE www.alpineltw.com) TPI, vww.tpinst.orgr SBCN wrw.sbclndustry.orgt ICG reed f 'T' Reinforcing Member Gable Truss Gabe Detail For I Pt -in VPrtirnl�, Gable Truss Plate Sizes ppropriate Alpine gable detail for e sizes for vertical studs. Engineered truss design for peak, b, and heel plates. vertical plates overlap, use a .te that covers the total area of lapped plates to span the web. 2*2X4 2X8 vrovicie connections for uplift specified on the engineered truss design. Attach each 'T' reinforcing member with End Driven Nollsi IOd Common CO,148'x 3.',min) Nalls at 4' o.c. plus (4) nails In the top and bottom chords. Toenalled Nallsr 10d Common (0,148'x3',m1n) Toenalls 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 B, ASCE 7-16 Gable Detail Drawings A11515ENC100118,_ A12015ENC100116, A14015ENC100118, titElsdllgfilel A18015ENC100118, A20015ENC100118, A20015END10011� l A11530ENC100118, A1203DENC100118, A14030ENC10�t� IAC®0PAJr A18030ENC100118, A2003OENC100118, A20030ENN1I014�,� (�ytl S11515ENC100118, S12015ENC100118, S14015EN O18,Y .6�• S18015ENC100118, S20015ENC100118, S20015EM10),I% S 0 15P 1 8 r8S11530ENC100118, S12030ENC100118, S14030FitC1001�, S 7 ° 0 S18030ENC10011B, S20030ENC100118, S20030 Me, S2003OPED100118 0 a. • See appropriate Alpine gable detail for maxlmts unr Inforced'4d*^ertical I$ STATE ATE OF , 'T' Reinforcement Attachment Detall 'T' Reinforcing 'T' Reinforcing Member Member Toe-nall - Or - End-nall To convert from 'L' to 'T' reinforcing members, multiply 'T' Increase by length (based on appropriate Alpine gable detail). Maximum allowable 'T' reinforced gable vertical length is 14' from top to bottom chord. 'T' reinforcing member material must match size, specie, and grade of the 'L' reinforcing member. Jeb Length Increase w/ 'T' Brace 'T' Relnf. Mbr, Size 'T' Increase 2x4 30 2x6 20 Exampler ASCE 7-10 Wind Speed = 120 mph Mean Roof Height = 30 ft, Kzt = 1.00 Gable Vertical = 24'o.c. SP #3 'T' Reinforcing Member Size 2x4 'T' Brace Increase (From Above) = 307 = 1.30 (1) 2x4 'L' Brace Length = 8' 7' Maximum 'T' Reinforced Gable Vertical Length 1.30 x 8' 7' = 11' 2' rwWARNINGiww READ AND FOLLOW ALL NOTES ON THIS DRAWDQ S-IMPORTANTu FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. �rPr1'� e • V o� ��I91'p� �" C REF LET -IN VERT Trusses require extreme care In fabricating, handling, shipping, Installing and bracing. Refer to and • O DATE 01/02/2018 follow the latest edition of BCSI (Bulding Component Safety Information, by TPI and SBCA) for safety � 1.1 s • ©® ° prior to performing these functions. Installers shall provide temporarryy bracng per BCSL En Unless noted otherrlse, top chord shall have bottom sip S/ �A� rr- 4/ y DRWG GBLLETIN0118 properly attached structural shrnthinp and chord shall have a properly attached rigid cv0.ing. Locations shorn for permanent lateral rvctrnlnt of nabs °'etreNlt�ai+►t+a+ a shall have bracing Installed per BCSI sections B3, B7 or 310, as applicable. Apply plates to each face ALPINE of truss nra position as shorn above and on the ions Details, unless noted otherwise. n o Joint Refer to and r sl lon as for standard plate positions Alpine, a division of ITV Building Components Group Inc. shall not be responsible for anyy deviation from this drawing, any fn0.ure to build the truss N conformance with ANSVTPI 1, for handUng, )AX, AN ITW COMPANY or shipping, installotlan L bracing f trusses. A seat on this drawing or over page Usting thus dra.Ing, Indicates, acceptance of prafesstonal TOT. LD, 60 PSF OUR. FAC, ANY 514 Earth City Expressway engineering responsibility solely for the design shorn. The sultaWty arwi use of this drawing Suite 242 Earth City, MO 63045 for any structure Is the responsibility of the Building Designer per ANtI/TPI 1 SecZ For more Information see this ,Job's general notes page and these web sit Wbg Yoonhwak Kim, FL PE #86367 MAX. SPACING 24,0' ALPINE. rrv.alpinaltr.cani TPI. wrwApinst.orgi SBCA. rrw.sbclndustry.org) 1CCi www.lc 'T' Reinforcing Member Gable Truss Gable Detail Fnr I Pt -in VPrtirnlq Gable Truss Plate Sizes pproprlate Alpine gable detail for e sizes for vertical studs, Engineered truss design for peak, b, and heel plates, vertical plates overlap, use a .te that covers the total area of lapped plates to span the web. el 2*2X4 2X8 Provide connections for uplift specified on the engineered truss design. Attach each 'T' reinforcing member with End Driven Nails, 10d Common (0,148'x 3',min5 Nulls at 4' o.c, plus (4) nails In the top and bottom chords, Toenalled Nnilsr 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 1 1 A11515ENC101014, A12015ENC101014, A14015ENC101014,�II 11idMto A18015ENC101014, A20015ENC101014, A20015END10101�Ift� A11530ENC101014, A12030ENC101014, A14030ENClCo WCi0,W A18030ENC101014, A20030ENC101014, A20030EN 101 AO 1 S11515ENC10D815, S12015ENC100815, S14015E O81 �51 0 SIB015ENC100815, S20015ENC100815, S20015EMD1008 �,�1 =0015P DON S11530ENC100815, S12030ENC100815, S1403dNC100015, $ft0r �r` OpPp 7 0 i SlB030ENCI00815, S20030ENC100815, S2003&ENT0@815, S20030PED100815 0 c �See appropriate Alpine gable detail for mnxlmmwPunr*lnforced"5�^ertgg Al2 c STATE OF -WARNINGIl- REAR AND FIDJJIv ALL NDTES ON THIS BRAVING! e % rY -IMPaRTANTww FURNISH THIS BRAVING TD ALL CONTRACTIRS INCLUDING THE INSTALLERS. �/ r'� • Trusses require extreme care In fabricating, handling, shipping, Installing and bracing. Refer to and 4i F� i i • ©® p allow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) for safety �J ctices prior to performing these functions. Installers shall provide temperarryy bracing per SCSI. mess noted otherwise, top chord shall have properly attached structural she nthino and bottom chord ® 6- idll have a properly attached rigid calling. Locations shown for permanent lateral restraint of webs call have bracing Installed per BCSI sections B3, B7 or BID, as applicable, Appl plates to each face 0 '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 Example ASCE 7-10 Wind Speed = 120 mph Mean Roof Height = 30 ft, Kzt = 1.00 Gable Vertical = 24'o.c. SF #3 'T' Reinforcing Member Size = 2x4 'T' Brace Increase (From Above) = 307 = 1.30 (1) 2x4 'L' Brace Length = 8' 7' Maximum 'T' Reinforced Gable Vertical Length 1.30 x 8' 7' = 11' 2' 'T' Relnf. Mbr, Size 'T' Increase 2x4 30 of truss draw ppg. 16D as shorn above and on the Joint Details, unless noted otherwise. �LI U U V Refer to drnrings lon as for standard Plate positions, Alpine, a division of ITV Building Components Group Inc. shall not be responsible for any deviation from AN RWCOIMPANY this drawing, any failure to build the truss In conformance with ANSI/TPI 1, or for handling, shipping,AX, T❑T, LD, 60 PSF Installation L bracing of trusses. A seal on this drawing or cover page listing this drawing, Indicates acceptance of professional 13723 Riverporl Drive engineering responsbbl0 solety for the design shown The suitability and use of this drawing DUR, FAC, ANY Suite 200 for any structure Is nesponcRdUty of the Building Designer per ANSI/TPI 1 Sec2. $ Maryland Heights, MO 63043 For more Information see this Job's general notes page and these web ei{%o�xa;s�T �78 Yoonhwak Kim, FL PE #86367 MAX, SPACING 24,0' ALPINE, rrr,olpineltr,coni TPI, wwr.tpinst-gi SBCA, rrrsbcindustry,orgr 1CG wv]c f REF LET -IN VERT DATE 10/01/14 DRWG GBLLETIN1014 RIGID INSERT DETAIL — REINFORCEMENT FOR HIGH STRESS C❑MPRESSI❑N J❑INTS THIS DETAIL IS TO BE USED WHEN STRESS AT A C❑MPRESSI❑N SPLICE EXCEEDS 75X OF THE ALLOWABLE C❑MPRESSI❑N STRESS PER TPI 1 SECTI❑N 73,92 ❑PTI❑N #11 APPLY A 20 GAGE MINIMUM METAL INSERT BETWEEN BUTTED ENDS OF C❑MPRESSI❑N CHORD MEMBERS TO FULLY COVER THE J❑INT BEARING AREA, BEND RIGID INSERT OVER THE TOP OR BOTTOM OF THE C❑MPRESSI❑N MEMBER A MINIMUM OF V AND SECURE IN PLACE WITH A KEEPER NAIL, KEEPER NAIL IS TO BE SIZED AND SPACED TO AV❑ID SPLITTING OF THE LUMBER, ---I I---1, 0 " MIN. 00 KEEPER NAIL RIGID IN ERT JOINT LOCATIO ❑PTI❑N #21 APPLY A 20 GAGE MINIMUM METAL INSERT WITH SLOTTED TEETH BETWEEN BUTTED ENDS OF C❑MPRESSI❑N CHORD MEMBERS TO FULLY COVER THE J❑INT BEARING AREA, HAMMER RIGID INSERT SECURELY IN PLACE AND FLUSH WITH BUTTED END, 00 O tiflllllly/// ,��tIN �r` aN� WAk � ° � ® No. 66361 a ® IGID° INSIRT WITH JOINT RIGI INSERT A P1*tSJM ❑F LOCATION , ® 5% SI (V❑ID) NT p ° STATE OF ° A. uVARNINfier READ AND FDLLOV ALL N13TES [IN THIS DRAVINl3 " "INPURTANTr� FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS �O` Trusses require extreme care In fabricating, handling, shipping, Installing bracing. Refer to ° ° Q C /� �IO� `� v 1 0 C LL PSF F REF RIGID INSERT DATE 10/Ol/14 and and foltor the latest edition of BCSI c3u¢mng Component Safety Information, by TPI and SBCA) for safety procikas prior to performing these functions. Installers chnll provide tenpornryy bracing per BCSI. A� U 00 ° ®� P psi ` ® DL PSF Unless noted otherwise, top chord shall hove properly attached structural shenthlnp and bottom chord shalt have a properly attached rigid ceiling. Locations shown for permanent lateral restraint of webs 0 L 1 1� ,d}}}}}}}}�t BC DL PSF shall have bracing Installed per BCSI sections 33, B7 or HID, as nppllcnbte. Apply plates to each face DRWG RIGINSRT1014 ALPINE f truss and position as shown above and an the Joint Deta s, unless noted otherwise, Refer to drn.Ingsposi ion16DA-Zas for standard plate poslUo in C LL PSF Alpine, a dlvlslon of ITV Bullding Components Croup Inc, shall not be responsible for any deviation from tWs drawing, any inure to build the truss N conformance with ANSI/TPI 1, or for hand) p, shipping, ❑T, LD, PSF AN ITW COMPANY Installation 6 bracing of trusses, A seal on this tlruing or cover page Ilsthg this draw4g, Mkntes ncceptance of professional DUR, FAC, 514 Earth City Expressway ;nglneering resporrsB,¢Ity solely for the design shown The sultob¢Ity nrd use of this drawing Suite 242 Earth City, MO 63045 for any structure Is the responsm0.ky of the Building Designer per ANSI/TPI 1 Sec2. ��/ 0 QQ Wz7 YO011hwak ALPINEI eww,alpineltw.co 1kTPlewwrtlpinsi.orgi SBCA1 wwwsbcVUWstry.org) ICC, .-�ctA,,k Kim, FL PE #86367 SPACING STRONGBACK BRIDGING REC❑MMENDATI❑NS BUTT STRONGBACK BRIDGING TOGETHER 4' -0. ATTACH SCAB WITH 10d BOX/GUN 4' -0' 2x6 (0,128'x3.0') NAILS IN 2 ROWS AT SCAB 6' O.C. NOTE, IN LIEU OF SPLICING AS SHOWN, LAP STRONGBACK BRIDGING MEMBERS FOR AT LEAST ONE TRUSS SPACING STRONGBACK BRIDGING SPLICE DETAIL NOTE: Details 1 and 2 are the preferred attachment methods ATTACH STRONGBACK3)10clCOM TO WEB W/ (3) IOd COMMON ON O (0,148'x3') NAILS OR (4) 10d BOX/GUN O �28'x3,0') NAILS (2) IOd COMMON (0.148'x3.0') OR BOX/GUN (0,128'x3.0') NAILS AT TOP AND BOTTOM OF 2x4 SCAB -ON BLOCK, ATTACH STRONGBACK TO BLOCK W/ (3) IOd COMMON (0.148'x3.0') NAILS OR (4)I0d BOX/GUN (0,128'x3,0') NAILS, 0 O RESTRAINED AT EACH END, STRONGBACK BRIDGING SPACING REQUIREMENTS UP to 10' None required 10' to 20' 20' to 3V 1 rov (at center of span) 2 roes 0 at each 1/3Points) 30' to 40 3 roes (I at each W 1nt5) Over MY Space rolls at 1P' xpoints) 00 o ATTACH TO BOTTIP (2) #10� STRONGBACK BRIDGING ATTACHMENT ALTERNATIVES eeVARNINGbe READ AND FOLLOW ALL NOTES [IN THIS DRAVINW —IMPORTANTee FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE DWALLERS, Trusses require extreme care In fabricmting, handling, shipping, Installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) for safety practices rior to rformin these functions Installers shall rovide ten rnr bracin er BCSI Unless noted otherwise, top chord shall have properly attached structural sheathing and botton char .,,all have a properly attached rigid ceiling. Locations shown for permanent lateral restraint of webs shall have bracing Installed per BCSI sections B3, B7 or BID, as applicable. Apply plates to each face LPI N E f truss d pp sltion horn above and on the Joint Details, unless noted otherwise. Refer to drawings 160A-Z for standard plate positions. Alpine, dlvlslon of ]TV Building Components Group Inc. shall not be responsible for any deviation fr. this an y ny faaure to build the tIn conformance with ANSI/TPI 1, or for handling, shipping, AN ITW COMPANY Installation 6 bracing of russ trusses. A seal on this drawing or cover page Usting this drawing, Ndlcates acceptance of professional 514 Earth City Expressway engineering resgonsbalty solely for the design use shown The suttablitty and e of this drawing Suite 242 for any structure Is the respons6atty of the Building Designer per ANSI/TPI I SecP. Earth City, MO 63045 For morew, ALPINE- ewalo 6 WITH ► All scab -on blocks shall be a minimum 2x4 °stress graded lumber,' ► All strongback bridging and bracing shall be a minimum 2x6 'stress graded lumber,' ► The purpose of strongback bridging is to develop load sharing between individual trusses, resulting in an overall increase in the stiffness of the floor system. 2x6 strongback bridging, positioned as shown in details, is recommended at 10' -0' o,c. (max.) op -The terms 'bridging' and 'bracing' are sometimes mistakenly used interchangeably. 'Bracing' is an important structural requirement of any floor or roof system. Refer to the Truss Design Drawing (TDD) for the bracing requirements for each individual truss component, 'Bridging,' particularly 'strongback bridging' Is a recommendation for a truss system to help control vibration, In addition to aiding in the distribution of point loads between adjacent truss, strongback bridging serves to reduce 'bounce' or residual vibration resulting from moving point loads, such as footsteps. The performance of all floor systems are enhanced by the installation of strongback bridging and therefore Is strongly recommended by Alpine, For additional information regarding strongback bridging, refer to BCSI (Building Component Safety Information). D. 86367 ° s iATE OF ®°� �a��p�• ° �� 11d5/0N+A`41� ► T LL PSF DL PSF 17C DL PSF 7LL PSF T T. LD, PSF REF STRONGBACK DATE 10/01/14 DRWG STRBRIBR1014 OUR. FAC. 1.00 e s VALLEY FRAMING & BRACING DETAIL i R EIC '/2 of 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'-C" for 30 psf (TL) and 20 psf (TD) Max. ;e the crippes for each row starting from the valleys or sleepers working Inward to the ridge board so that cripple locations are gered between rows. TYp) innection Requirement Notes 2x6 rafters to ridge 416d toe -nails Cripple to ridge 416d toe -nails Cripple to rafter 416d toe -nails (**) 816d face -nails Rafter to sleeper or blocking 516d toe -nails Rafter to two 2x6 sleepers 416d toe -nails Sleeper to truss 416d toe -nails Two 2x6 sleepers to truss 316d toe -nails each sleeper & truss Ridge board to roof block 416d toe -nails Ridge board to truss 416d toe -nails Purlin to (Typ) 316d toe -nails Truss to blocking 416d toe -nails Truss to cripple 416d toe -nails Truss to cripple 416d toe -nails Cripple to purlin 316d toe -nails k • . a—r— runt uacu) 13. Collar beam to rafter 416d toe -nails CRIPPLE, BRACING, & BLOCKING NOTES NOTE:16d (0.162"x3.5") COMMON NAILS -2x4 continuous lateral restraint (CLR) min. is required for cripples 5'-0" to 10'4' Ion nailed w/ 2 -10d (0.148"x3") nails. Or 2x4 "T" or scab reinforcement nailed to flat edge of cri�ple with 10d f0.128"x3.0") nails at 6" o.c. "T" or scab must be 90 % of cripple length. Cripp els 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 requireme Nails are common wire nails unless noted otherwise.` H. tl v i i (A) (B) i**) aVfRk MR T READ Aim M AL ACO forks ON TMs MNG T ;a 3 0 * C LL 20 30 40 54 REF VALLEY FRAMING •+@PQtTANTo FlJOHISH TIQS DRAVDIG TD ALL f71t(TRACTII2S >� rmrur. TFE DISTALLLRS ^ Trusses rwquh a extreme core In fabricatkq, handling, shipphg, Instalang and crack,, - Refer. apt C DL 10 20 7 7 DATE 10/O1 /14 foa.. the latest edtlon of SCSI (Buadkp Coponent Safety IMornatlon, by TPI and SHW for practices prior to perfornkp these functions, Installers shad provide tenporary bm=. f, er S • Unless noted other r1se, tap chord shall have properly attached structural sheathing and bottagc a STATE Q*' BC DL 0 0 0 0 DRWG VACNV1801015 �, stall have a ProPerlY attached Npld celkp. Locations shown for perrgnent lateral rcstraht of a • shall have brachg Installed per BCSI sections 33, 27 or 810, as appl 1. Apply plates to each A f• of truss and postdan as shorn above and an the Joint Details, ess mted other.lse. "i n ' d Refer to drawings 16M-Z for standard plate posWons. . � � BC LL D D D 0 µ RWO�MNIN1, AlpYro, a dMslon of ITV Mding Conponents Group Inc shaU not be responsible far any deviatan f♦ �'� O ..s,O'••�`� TOT. LD.30 50 47 61 ells droving, any folure to build the truss In conformance .Ith ANSI/TPI 1, or for handlkp, s4Jppinp; ♦ V Installatlon t. bracing of trusses. (s,� r /{ \ ,, �t� A seal on this drawing or cover page Usttp this dra.kp, krdcates acceptance of professional -4r NM1• t Pon ;_V strucdre Ic sty and use of this dvnhp tqN 13369 Lakefront Drive —y''' y f for the eutda m�an"r' per ANSI/TPI 1 s ez, tt DUR. FAC. 1.25�1.15 Earth City, MO 63045 Far rare krfor .tlon see this Job's general notes page and these web slt— ALPM ...sipkrlt.Axwu TPD—Apkutorgi SBCra ....sbdndustry.M = ..e.lccsAfearg (d 2 0( SPACING SEE ABOVE