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HomeMy WebLinkAboutRevisions; Original Signed & Sealed Truss packager a• OFFICE USE ONLY: DATE FILED: REVISION FEE: LOCATION/SITE ADDRESS: 3221 Trinity Cir PERMIT # O a - 00 sq RECEIPT # 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 71-- Permit # 2002-0087 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:\ PHONE (DAYTIME): SLCCC: 9123109 Revised 06130/17 STATE: ST. LUCIE CO CERT. #: ZIP: 32907 FAX: ZIP: FAX: ZIP: FAX: :ILE Copy Planning & Development Services Building & Code Regulation Division 230D Virginia Avenue Fort Pierce, FL 34982 REVIEW COMMENTS PROPERTY INFORMATION Address: 3221 Trintiy Cir Owner(s): D R Horton Inc City / State / Zip: Fort Pierce, FI 34945 Parcel M 2327-502-0079-000/5 Jurisdiction: SAINT LUCIE COUNTY Zoning: PUD Lot#: 71 Block: APPLICATION INFORMATION Permit Number: 2002-0087 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 Karen Nielsen Comment: ENVIRONMENTAL REVIEW COMPLETE Lynn Swartzel Comment: FRONT COUNTER REVIEW COMPLETE Audrey Humphrey Comment: NOTIFIED FOR PICK UP COMPLETE Lashahna Ingram Comment: PE REVIEW COMMENTS (2) COMPLETE William Durden Comment: PLANS EXAMINER REVIEW COMPLETE William Durden 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 2/20/2020 2/20/2020 2/12/2020 2/1/2021 211/2021 2/11/2020 2/12/2020 2/12/2020 2/4/2020 2/4/2020 2/4/2020 5/20/2020 5/20/2020 5/20/2020 5/13/2020 5/20/2020 5/20/2020 2/28/2020 5/13/2020 5/13/2020 3/9/2021 FILE COPY ww. Planning & Development Services Building & Code Regulation Division 2300 Virginla Avenue Fart Plarce, FL 34982 REVIEW COMMENTS 2 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. Comment: MANUFACTURERS TRUSS DRAWINGS DESIGNER DATE NEEDS TO BE UPDATED. SEE SECTION 107 OF 3/9/2021 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 2/14/2020 2/14/2020 2/14/2020 Comment: w. 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 711 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 15L. 2020. If we may be of further service feel free to contact us. Sincerely, .eee Na & aCA Lee Hadsock Chapter President. FI 1.e COPY a 0 I 0 Labeled End Mark Total Truss Quantity = 89 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. (SEE STRDNGBACK LETTER IN EN& PACK) REFER TO PAIX FOR CONNECTION. 0 t 1 Imo_ 2._0. TYPICAL 7' SETBACK CORNERSET LABELING AND SPACING PLUM SHINGLE ROOF r � General Notcs 1) N PmW atmd MMM not btmm toot flat 7� lane ft top lord Podbf P-ded I- to 6e ieWW W. side op. 2) Aid M 9 to be Sinlmt I1626 adese othm im noted. 3) A ft. wacim a 24' mr- ndem aUreriep Dated. 4) Pet T— Phfe Im63de BCSI-81 max nmdotm pammmd X-Wo q almM be 0= at a mminm sporiN 15' O.G carom the epon, to to repeated at a mmirma of 20' Detsemi eodr X-bnm n.m4aA tla ahrrctum Pleme refer to 9L9-01 for ay adMorrd bm6m;; ROOF LOADING SCHEDULE TCLL = 20 PSF BCLL = 0 PSF BCDL = 10 PSF TOTAL = 37 PSF DURATION = 1.25 % WIND SPD/TYPF 160 ENCLOSED BLDG EXPOSURE = C USAGE = RESIDENTL4L CAT II HIND IMPORTANCE FACTOR= 1 UPLIFTS BASED ON= 9.2 PSF DESIGN CRITERIA FBC 2020 TPI 2014 Tn-memberdesi &wnnectorplates am deligqppdd for AS(:E 7-IE an mwai- fomes6ombothwmpovems, and claddings and main mind form resisting Vstems. • 1-h- tnuses have been miemed to additional 104 p$m � bottom chn f live FLOOR LOADING SCHEDUL TCLL = PSF TCDL = PSF BCDL = PSF TOTAL = PSF ROOF DESIGNED FOR SHINGLE ALL REACTIONS AND UPLU TS ARE SHOWN ON ENGRIEERING WALL KEY OS-6' ® 0 LOAD% DESCRIPTION INIT. DATE ® asa amicvm v>ro aw sus 6m MImO iiMMGAR RM Y1111 1InI3f ICa 1[V � R'J M IVLVEe � I I LOAD/ DESCRIPTION INIT. DATE CARPENTER CONTRACTORS OF AMERICA 3900 AVENUE G N. V. WINTER HAVEN FLORIDA 33880 PHONEr(800) 959-8806 FAX. (863) 294-2488 BUILDER D.R.HORTON/BREVARD PROJECT CRffi(SIDE MODEL 1756/EASTHAM/EXPRESS CCA PROJ/MODEL/ALT 7A5/320 175EA ALT DESC OTC LOT 71 BLOCK DESIGNER PAGE RWM 1 1 DATE 01.14.2014 '1372962L 1 4 "=1' Ri Builder: Project: Model/Building: Lot Alt: ENGINEERING PACKAGE D. 7A5�C RE E K S I D E (175EA Lot: 1..._ Block: �. �.µ Unit: Revision Date: New Load #: CARPENTER CONTRACTORS OF AMERICA, INC 3900 AVENUE G. N.W. WINTER (HAVEN, FLORIDA 33880 PH (800) 959-8806 FAX (941) 294-7934 �RG01 ti Mpirch 13,20.19 Ng Mr. Bob: Michaelis C. Mter'COritract6f's of Americia,, Inc:. 3900 Avenue 0,. NoAhwast- write . r -HdVe-n,.:FL 33880-6201 Re: Alternative: !hS*t 116tions.. for 6 single ply carried truss with a width less than the hanger width, and. wood. .blockin g la achieve full design load value: face-mounto.d. hanger attachment on a*one ply .supporting girder (Reference detia Il WA37-02). Pear Bob, Fora single ply carried truss with a width less than the hanig& width you c*an.instqlla prefabricated jack scab .truss: -for wood -filler blocking;. The chord: skes, ;-chord,grades, and to bethe. same as the sing.lepi Ycarried truss. The prefaohdatOd jack have a. minimum .length of 48" and Will have a minimum pit6h.:of LIU. The single plycarried truss shall have .a reaction of 3,.500#or less. Attach .prefabricated. jack:srab.truss. With two. (2) rows 'ofO.128.'x3.0.`GUn Nails at2" -O.C. pqtrOW.,_-st4gger6d 1*":(S6e'IFiOiUt6 I bL&16*). P16as6-bafort6 thd Simpson Strong�w Catalog 2011.9-1. ppqq for more information; .Figure l Fora single -pi" yer "gitd- 'thAt req*uir.6s. Wood blocking to,achiOveJUll design load value for face -mounted hangers:attachone wood block to the back face of the sing.le::ply girder with the same size: aril grade. as"thei bottom chord ofthosingle-plygirder. The. wood block length to -be such that the wood blodkirig.-extends to each adjacent panel pon. points and bottom chord intersections): Attach wood . blocK*: (*)'with two -(2) rows .1 28'.� x.3..U' Oun N ails at 0`0 O., per; ro w,; staggered 3.0" applied to. the 6760 Forum 305, briando. FL. 32821 - (Opp) 621-9790* -.(8636:422A685 www.alpineitwoom ~ mi_ ALPINE irif6r r~w- -'-" HOP '— ' for ''--- '--'---'' _ --_--_-... -......... ..... ... .... ...... ...... _-__-____-_-'__.... ............. ..... __'... ___... ... ... .......... .... ......... ..... .......... '__-__-____-----'_____-'--' —� - The of kab�b� �o�u�aforxVbodfiUerLUoc�'or'mxzod ^ to: achieve b�i - ' deuiumkoadvAkJefbr ' nlust by the. , At! edgie''aDd end and '-or allriaU must be to of "Wood. Ifican.be.Ofany further ifyop�haveanyqgive ' nea call., ' ' l� T ATE ��William H. KrickT.E. 8750Fb�i*DMvoGukm'305:011nbd6�9790-(863) 422-8686 16 lil ALPINE Ai� �RVCWPANY A pril 26:2019- Mr. Bob Michaelis Carpenter Coritraidtort of America, Inc. 's9.00 Avenue 0.; Northwest Wintet Haven, FL 33880-620 1: Dear, Bob,. .M- Stro'n'Oback bridging'. on f6bf trusset- I understand -there is some. concern over our recommendations f6rstrdhgback bridging on roof trusses, '8tron back bridging for roof trusses is nota requirenent of.:ANSI.-Tr P.I. 2014 n..or is it a re uirementof'the Building Component Safety Inf&m.tiorBut strong.back bridging, brY roof trusses is .recommended. by CarO'eht0_C6O4O�t.of�Ambrida: Str6ngbadk bridglh :serves. the_. followinV -two . .... functions: One, bridging aligns the bottom chords -after they are- set.-so-thpy are uniform., along the ceiling line and helps"with ceiling serviceability TWoj bridging reduces -e6lativd deflection .of. adjab6httrUssbs:: Strongback bridging.do6s: Notpr&Vent or r6duc6.ovefall individual deflection, especially any. r6oif'truis'ses, .. than 11 ef1eq A. M (q. inch. ........... .. .. . ....... ............ ... ..... .... .. .. ....... ......... ' brit: bracing and is not Sirongoack- bridging in roof trusses doe's 'not serve as terhobrary-.6k permanent -9 .intended to..di,§tn . We. or` share. design loads: between �Veen trusses. Consequently, no design 16ad'$'have` .been accounted for'With thig.detail and dohtihUbLis-!§trdhgback'bddgirid be ..attached between common and girder trusses-.. The use :of strongback bridging shah not. 1riterfere with other, design considerations as specified :by the Engihe6r'of Record or the Building: Designer. The outer ehds of stronglack bridging shall be: attached. to a: wall or anothersecure end. restraint-, -or qsspecified:by the Englheeit of Record orahe Bdilding..[36sjoh&r. .Sfr6n'g'b6ck- bridging'shall. be a. minimum of 2X6 norhinat lUniber. oriented �hifth "the depth vordcal`. Attach with d 1 :common nails (0.1'62"x161 nails 'at. each intersecting member: 'When -extending the strcingbatk bridging overlap by at. a M. inimum of two trusses. The iokatiio ' q of. the: strongback: bridginq. maybe: specified by"the- Tru. s"s Maniufadvrier-,. Ehbih'e&r of R&dord, or Building Designer-- -Please ref6e.-to, BCSI "Strongbacking'Provisions" o.r.to.A.I.pinp..:$TkOR.1.8k-l..Ol�4 detail for more. information. The graphicgraphi shoWfi (FigUre-A) is f6r .ge"horid .111 uttraffivO'p.drpose only. 6760 F'Orum DriveSuite 305, 066ndo, FL 3282 1- (800) 521:-9790..- (863)422-8685 il. ALPINE_� i -, -,.r j ? U L. 1: f A.x L. `.l I . 1 7.. Jj ) FlIprej, if I. -can bb of any further aissislanta or if you have: any quest ions, pl ease. give me a call. Willi6m.A.-Krick- 02P. Chief . Engineer Alpine an ITV1l Company 7nv Engineering Departmerit -Orlando; . FL 3I982.1. tip. 701361 :gTATE ON. 61-60 - Forum Drive Suite-.W6, brim do; FL 32821 - (800) 521-9.790 - (8153)422-m8685* www. - R. - ,a pin,e) ,tw .,cqm & I I -STRQNG-BACK:BRTDGING BUTT STRONGBACK :BRIDGING TOGETHER -0w ATTACH SCAB WITH ADd:BWGUN - 4! N6. cciPa!x3-P0. WAILS 2. ROWS' AT S.60 D.C. CAB NOTE, %'IN LIEU'13F- SPLICING, AS: SHOWN, LAP-STR13NGRACk:BRIDGING MEMBERS FDR:AT LEAST 13NE TRUMMACING S.T.-RONGEACK, BRIDGING.SPLICE DETAIL STRONIIBACK BRIDGING' ATTACHMENT ALT-t-)RWA-rIV---t.S AN riWMMMMY Vor kwhitation Lbrnl�a of jmwnr. P Ak-wQ ift 13723 fl%ii* D&a X"]t fo. tlr MSIMT "" � -h8U1 0't*b"-WW UM 2A&Q'-D-%r*r Pw AMMIM.1 4haj RECOMMENDATIONS o-All scab7-.on blocks shall: be. (xvdnimum.,*2X4: 'stress grqdeci :lumber;_' P-.-Att -strongback bridging and bracing shall :be ::.oL min'limum 2x,6 'str-ess, griqided I ►The -pUrpose of strondbock bricibiho ls: to d* I ev.e op load sharing b6twee6'IndRt*.fd( trustes,: re stiffness "Ing lr� -dn 1h&e"64e In, the the: floor system; .2x6, s 6f st*".ngback brldglno', PdtItI0h0d- Asishawin- In cle�ta'lls, Is' recommended .at 10' =0` o.c. . (mcoc> ON--Thk- teems: - "briagIn "Q* 'an cl "bracing' are - Sometimes mistakenly �used -interchangeably. `Bnqch6' 1s- an impqr-t4nt structural r;et t6ent. bf any. oat - quire f U or roof 'system, m, Refer "to- the he: Truss. .. Desl . gh -Drqiiklnq (TPD) for 'the.'.bracing rel.q'uIr-eiments for each In.dIVIdUCA truss component -;brId*qin;g,,-F particularly S, a. rec6mmencatJoh- for atruss system to. help control VAroAlor).In: adoft!an:. to':alding.. In +he: distr1bution of point' lboLds betwe&h adjacent -truss, -strongback bridging. serves, to: reduce bounce. or re.'siclUal jon.ro, King: from moving point oint loadkio5uch as f oots.teps. Ti -e performance of all 'floor �ystems -are tk- enhanced by. the. In. talliat(oh of t.tr6n`q6.cL bridgingand -thereFore:fi� strongly. recomme . nclect by Alpine. For additional Informa*0on rebarclift. strQngback 1#-Iololng, refe'i.- t u nent Safety' Information). P-SF NO. 70861. Tel DL. PSF 11C 1 DL r ITC f. L L. PSF ETA F. w : -. . I D. PSF- PSF 0: FAC.. 1;00* V—.i I:.:J Iuu.t• . 1'nur — �:�i'Y �• 'Y y'U:�� "tJ= +• ' t�- • r,'�' � �! .. • r,,� � � t� � ,.:.� 6� • pia r` Ina ... .. .. . •.+. ..: is :. e r .. .: \. 1." - ..u„+..,..,,m.�....:.1ausn.,m:::,a�o,N.�...�.:.::..,� ��;.a- ' +•, a :Fwr ski '�b0,l;��t� �Ei�; ��•' � .��;�ub:ti�,��',r-�3sd'�;�,� "F3t# aett�sR��.,r w1l'0 -71� [ I?A�pW��•'43:-[lFX1D�.'"i'�1t:1:;�1�IY:�'Cf:E:•.. .... •t � ;' •.. .. ........_._.......:.._.. .44 'ONY S V-1d; VZOM" t CCU ` tltil q ; "E : , V ;bd�JE �trt W WAX AO- T'1 `. Ck3�7', flNv, V ��k ±... ."144,14-M ht.��R��l�f���1�q� .R;IF�{�"�� �1.��3si�t �]: �h�7..�t��"� t�2:�VvuN,�FW'O .x IJttlklftl ';'aSf1f),i .H1{�Iie3. I�:{?"1it`"1t€ _IeD*!t3ii5,.N:-Eat.' '. ..... i�Rtt .F]iyt'(J '13If.3l'±f�4 1JD Pfikt?`t� aEhl.. Cracked or Broken This drawing specifies repairs for a truss with broken chord ` or web member. This design Is vaLld only for single ply trusses with 2x4 or 2x6 broken members, No more than one break per chord panel and no more than two breaks per truss are allowed, Contact the truss manufacturer for any repairs that do not comply with this detail, (D) = Damaged area, 12' Max length of damaged section (U = Minimum nailing distance on each side of damaged area (B) (S) = Two 2x4 or two 2x6 side members, same size, grade, and species as damaged member, Applyy one scab per face. Minimum side member lengths) = (2)(L) + (E) Scab member length (S) must be within the broken panel, Nall Into 2x4 members using two (2) rows at 4' o,c., rows staggered, Walt Into 2x6 members using three (3) rows at 4' mc., rows staggered, Nail using 10d box or gun nalls (0,12810', min) Into each side membert, The maximum permitted lumber ggrade for -use with this r detail Is limited to Visual grade 01 and MSR grade 1650f. This repair detoll may be used for broken connector plate at mid -panel splices. This repair detail may not be used for damaged chord or web sections occurring within the connector plate area.. Broken chord may not support any tle-In loads. S. L L e OC �Typicat + o + o + o + o o + o + o + o + Stagger + = Back Face 10d Box (0.128' x 3', min) Nallsl O = Front Face 2x4 Member - Double Row Staggers 2x6 Member - Trlp`e Row StagAere Nail Spacing Detail AN RW COMPANY I33ea L.h1hnl DAve Eadh City, MO 83045 Member! Repair Detall Load Duration = 0% Member forces may be Increased for Duration of Load Maximum Member Axial Force . Memberi Size L SPF-C HF DF-L SYP Web Only ' 2x4 12, 620# 635# 730# 8004 Web Only ! 2x4 18' 975# 1055# 1295# 1415# Web or Chord 2x4 24 975# 1055# 1495# 1745# Web or Chhord 2x6 1465# 1585# 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 42 2975# 3045# 3505# 3835# Web or Chord 2x6 43954 4500# 5225# 5725# Web or Chord 2x4 4 B, . 3460# 1 3540# 4070# 4445# Web or Cord 2x6 5165# 1 5280# 6095# 6660# mnVARHINQsi READ AND f0.LOV ALL NOTES ON THIS DRAVIN01 se11HPCRTANTss FURNISH THIS DRAVW TO ALL CONTRACTORS INCLUDING 7W INSTALLERS. usses equlre axtrrne care InPabrlcailna, handift, shipphO, Install�o and broelrro Refer to an w the �atest rdHlan of )CSI auAdMD Corporwnt Safety inrornot)on, by iPl and SDCM for safrt tkes prior to perforNnp those functlons. Installers shall provld. tenpororyy �braeNQ per 3CSI. noted ,o oth.rwbe, too chord shall haul properly attached structural sheavwlp and bottom ch have a properly nttnclkd,{�id e.t1I��,o., Lacatlohs shown for permanent lateral restraht of rel have braclnp Nsialled per HL`SI sectkro 13. 37 or 1306 ac epplleabir. Aptly plates to each fac rues and positron as shown obove and on -the Jolni Detaas, urt ess motorr otherwise, r to draw�nos ISDA-I for standard plait Posl4bns. ,he, a dNislon of ITV ItAft Components Ores Inc, shalt not be responsible for any devlatlon f drawkv. any fahure to bNlrP the truss hh conormancr ekh ANL1/7PS 1, or for hondihq, shIPPIW, Lltatkn L •braalnD of truccst_ s.ol'm this aNmAap x sower poppee usrifp SNs smvl, . Mdcates occ.pionce of prof.sslond wri�o respnhdblHy, sol.ly for i hl i see shown, Tit sukob114y ;red use of tNs drasNp any slruejur b: tM rnpansb0.ity of iFx DUkMO Desfpnsr per ANst/TPt 1 Sect. L Dlctnne MlNnune ` D I , Nlnhhun L Distance e REF MEMBER REPAIR DATE 10/01/14 DRWG REPCHRI)1014 )�s 24,0' MAXI CO v tqUNDER VALLEY 'FRAMING EY R-AF-,MR-.OR RIDGE PLt nd 26 W (-TDj Mak, tknj fr.*MthqU- V41 ays br-slooPom Ur iw lthatcripote tocations are nt - -Notes 4 1Sd*ta-ii9lW- 42,6d,tod-nills '416dUe,rtaft ('174) J& lGil-fate-nalls. 5-16dice,vialfs 416dt06-Kalk 4*16d td&ftalls 3160 WEV-nsills.ea.ch Sleeper,& truss 4 16d toe-ntih 4 lrid-W@;VLs Alsoto-villi . ts. 416ttloa-654 4-16d--tvVrtklli 416,4108-h4ft 4 16tilat-nelts. NAILS W M nwOW-FAW -W.6 "'FIX111%ft AM WMI Ok. for_ oo�wt- ".6"- ki,flackQ. per. jr t.. *. 6 Autt vecllAw=,u3j:,s .4 A &-;o. ke- *h-u not." �op- (m. e�.d &pkw' a "Aon of I -L or for' 'r& cle —*,W I, w.rh&Ar -w-A"SW 4-w ;9.t'-30 TC DL- itf Jac 1% 0 BC- U, 0 TbT. 1D. 46 54 ZO 7 7 .0 0 0 .0 0 • 0 50 47 61 R P •NiUM DAM 10lq /1'4 DRW..G LCNV.1801015 -Sum.go- -gtt ARM: Face -Mount Hangers - I -Joists, Glulam and SCL n a 1 0 A _................... _...... ----..... _._............ __._.......................................................................................................................... ........................................................... _......................................... _............................... ........ .............................. _.................................................................. These products are available with additional corrosion protection. For more information, see p.15. Codes: See p.12 for Code Reference Key Chart. Member Actual -DF/SP " SPF/HF Joist `Model Min / Code Size No. Z Web Max Species Header Species Header Ref. (in.)Z E5 ,- Stiff- Regd. W H B Face Joist uplift Floor Snow Roof F Floor Snow Roof (160)" (100) ' ,(115) �, (125) (100)" {115)� (125)= . Min. (14) 0.148 x 3 - 70 1,660 1,805 1,805 1,425 11,555 1,555 IUS2.56/16 - 25/s 16 2 Max. (16) 0.148 x 3 - ?L" r 1,30w r r 1,3J r 1,3u� 1 r �5 1 555 ,a�' 1,555 21/2 x 16 MIU2.56/16 • - 2% 157h6 21/z - (24) 0.162 x 31/2 (2) 0.148 x 11/2 230 3,455 3,920 4,045 2,970 3,370 3,480 U314 • ✓ 29/16 101h 2 - (16) 0.162 x 31/2" (6) 0.148 x 11h" 970 11,945 12,205 12,375 11,675 11,895 2,045 HU316 / HUC316 • ✓ 29A6 141/6 21/2 - (20) 0.162 x 31/2 (8) 0.148 x 11/2 1,515 12,975 3,360 1 3,610 12,565 12,895 3,110 IBC, " MIU2,561,18 !'; - 29/tfi 17?!,6 21/z -. (26);0,162 x 31/ ; (2};0.148'z 11/2 230, :;3,745 4;045 4 045` 3 220 3,480" ,3,480,', FL LA IIVJ"IVI4f UUO6V _1 71 il"" I4;(77i e07.7tl.1 471 1--, kGVJV-!W.AQ/L ,,AU) V,-V AA /C J,V V, LfJUU LrVJU J,I V 21/2 x 20 MIU2.56/20 - 29AB 1971s 21/2 - (28) 0.162 x 31h (2) 0.148 x 11/z 230 4,030 4,060 4,060 3,465 13,495 3,495 21h x 22, ,'MIU2.56I20 ✓ 2�6 j 19I6-_ .21/z- (28) 0162 x 31/2 (2} 0148 x 11/2 230 4 030 4,060' 4 O60 3,465 3,495 3,495 to 26 29/16 x 91/4 to 26 29/16" wide joists use the same hangers as 21/2" wide joists and have the same loads. f " 9h6 "" 21/z = . (16) p162 x 31h; (2) 0148 X'11h s 230 2 305 -2,615 2 820 1980 2;245 2,425= 3 x'91h3'Ja HU210 2 (HUC21p 2 ✓ �`31/a l 8t3ie= 21/z 'Max, (18) 0.162 X 31Iza (10j,0148 x 3 . ' ? - 2,680, 3,020�j3,250 2 305, 2,605 2,800- IBC MIU3.12/11 - 31/a 111/a 21/2 - (20) 0.162 x 31/z (2) 0.148 x 11h 230 2,880 3,135 3,135 2,475 2,695 2,695 FL, 3x117/s -HU212°2'PVUC2'12a2-' ✓ 31/a 109f 6 21/z M8 . - (22)"0:162 x 31/z (10) 0.148 x 3 :, t �. r_. 3;2io 3,695 3 976" 2 820 3;180 3;425 LA H113:25/12lHUC3.2512 • "" =3'/a `, - -1131a 21h = (24}'0162 X 3 ' -(12)`D148"x 3"" 5. 3 570 4,030" 4;335 3,075. 3,.470'. 3,735" HU3.25/16I • Min. (20) 0162 x 31h= (8) 0:148:z 3- 1515 2 975 3;360 3 610 , 2;560 2,890 3,105 HUC3.25/16 3?/a 13'56 2'1h Max.: (26} 0162 x31/z� (12)A 198>x 3 - 7..v, 3;870° 4;365 4,695. 3;330 3,755] 4,040= - 3lhglulam ,HUGQ210'2-SDS � • 31%4 "9 -` 3 =: (12)1/4"'x21/z"SDS (6) 1/4" x 2W'SDS Za45 4,315 1.3315' 4,3 "3fibOhY19 3,71C FL HGUS3 25(10 162, 31/z (16)"0,162 x;31/2, 4;095 9,100 9,100. 9,100 ,782& 07,82517,925' IBC, HGUS3.25/12` • , 3 d� ° 14s/a' 4 - . (56) 0.162 x 31h'. (20) 0,162 z 31/z ` 5 040" %40D 9,400', 91400{ 8,085' ;8;085; 8,085 FL '$ t0 30 41/z - (16) ?Ja" X 21/z"'SDS (12) %a;' X 21IiaSDSM 731; ' 7 31d; "4,840 5,265 ,2E HHUS46 - 35/a 5% 3 - (14) 0.162 x 31/z (6) 0.162 x 3Yz 3,155 3,405 2,395 2,715 2,930 31h x 51/a HGUS46 - 35/s 1 06 ' 4 - (20) 0.162 x 31h (8) 0.162 x 31/z 4,885 5,23013,750 14,20014,500 HUS48 e,[ °-: 39A61 .61%, 2. 1, - (6)0;162,x31h (6 O'JUX312 1;320 1595 1,815' 1,960"I1865 ;1,555 1,680=. E31hx71/4 ,HHUS48== • • -, 35/a '"-711e,<g "'3 - (22)Q162:x31/z' (8).0:1'62z�31/z" 278 ., ;210 4,770'.5;190 3,615,14,095 4,415`. __ �" "• - 7Y ` 72/i2;h276 0A15 7A)63j 6416 6,415HGUSd8 - IUS3.56/9.5 - 35/e 91/2 2 - (10) 0.148 x 3 - 70 1,185 1,345 1,455 11,020 1,160 1,250 MIU3.56/9 - 3%, 81% 21/z - (16) 0.162 x 31h (2) 0.148 x 11h 210 2,305 2,615 2,820 11,980 2,245 2,425 U410 • ✓ 39/16 83/a 2 - (14) 0.162 x 31h (6) 0.148 x 3 970 2,015 2,285 2,465 11,735 1,965 2,120 HUS410 - 39A6 81-'A6 2 - (8) 0.162 x 31/2 (8) 0.162 x 31/2 2,990 2,125 2,420 2,615 1,820 2,070 2,240 HHUS410 - 3% 9 3 - (30) 0.162 x 31/2 (10) 0.162 x 31/2 3,565 5,635 6,380 6,445 4,845 5,486 5,545 31h X 91/z HU410/HUC410 ... ✓ e 3 /16 6 /a 8 2 h - 1 (36) 0.162 x 3 /2 1 (12) 0.162 x 3 h 3,23.,F 7,460 7,460 7,460 16,415 6,415 6,415 HUC0410-SDS - 39/16 9 3 - (12)1/4" x 21/2" SDS (6)1/4" x 21/2" SDS 2,265 4,500 41500 4,500 3,240 3,240 3,240 HGUS410 - 35/a 911A6 4 - (46) 0.162 x 31/2 (16) 0.162 x 31/z 4,095 91100 9,100 9,100 7,825 7,825 j 7,825 IBC, LGU3.63-SDS - 35/s 8 to 30 41h - (16)1/a" x 21/z" SDS (12)1/4" x 21/z" SDS 5,555 6,720 6,720 16,720 14,840 4,840 4,840 LA MGU3.63-SDS 1 3% 91/4 to 30 41/2 1 - (24)1/a" x 21h" SDS (16)1/4" x 21/z" SDS 7,260 19,450 9,450 19,45016,805 6,805 6,805 ":IUS3.56/11.88 • MIU3.56/11 ` • U414 s • HHUS410 "" • • ` HUS412 "�:,', • '° 31/zx117/e HU412NUC412 ," • ` HUCQ412=SDS • •" , HGUS412, • •� LGU3.63-SDS • • MGU3.63 SDS "°''• a ;; HGU3.40SS ' _ • • ✓ ,N61 101 2' - - 35/a 9, 3 - I max: - 3% 11 - - I -�e4 I in7l ,, 1/z" 46 See footnotes on p.150. 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 half of the required fasteners in the top half of the header. Not all nail holes in the straps will be filled. Nails must have a minimum 1/2" edge distance. Straighten the double -shear nailing tabs and install the joist nails straight into the joist. The face -mount (min.) installation option accommodates conditions where the supported member hangs either partially or entirely below the header.. • Face -Mount (Max.) Installation — Install face nails according to the table. Not all nail holes in the straps will be filled except for the following models: THA29, THA213, THA218 and THA413. For all other models with more nail holes than required, the straps may be installed straight or wrapped over the header, with the tabulated quantity of face nails installed into the face and top of the header. The lowest four face holes must be filled. Nails used for the joist attachment must be driven at an angle so that they penetrate through the corner of the joist into the header. • Uplift — Lowest face nails must be filled to achieve uplift loads. Options: • THA hangers available with the header flanges turned in for 3W (except THA413) and larger, with no load reduction — order THAC hanger. Codes: See p.12 for Code Reference Key Chart 1 aln' for THAC422 for 122.2 126-2 THAC422 Face nails Top nails pertable pertable 114'typical 21/2' for THA422-2 and THA426-2 THA418 �SIMPSON 2� /a'I o ,r N m z I 4 hw uIrl" THA29 Double 4x2- 2face nails Use full table value (total) v' 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 ® Double -Shear Double- Nailing Dome Double -Shear Shear Side View; Nailing Side View Nailing Do not (Available on Top View" bend tab some models) Single 42 - See �c nailer table 4 top nails _ (total) '4/ Straighten the double shear nailing tabs and install nails straight Typical THA422 Top Flange Installation on a 4x2 Floor Truss THA44 Face -Mount (Min.) Installation lyplual 1 mm4v Top Flange Installation er to tnote 5 p.187 86 THA/THAC Adjustable Truss Hangers (cont.) W These products are available with additional corrosion protection. For more information, see p.15. LI 7r SIMPSON Em 1. Uplift loads have been increased for earthquake or wind loading with no further increase allowed. Reduce where other loads govern. 2. Wind (160) is a download rating. 3. 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 1'h" 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 1 V nails in the carrying member and tabulated fasteners in the carried member, and use 0.80 of the table value for 18 gauge, and 0.68 of the table value for 16 gauge and 14 gauge. 5. For the THA 2x models, one strap may be installed vertically according to the face -mount nailing requirements and the other strap wrapped over the truss chord according to the top -flange nailing requirements (see drawing on p. 186) and achieve full tabulated top -flange installation loads. 6. Refer to installation instructions regarding fastener installation into carried Ooist) member. Based on the installation condition, nails will be installed either straight with straighted double -shear nailing tabs or slanted. 7. Fasteners: Nail dimensions in the table are listed diameter by length. See pp. 21-22 for fastener information. 18 Simpson Strong -Ties Wood Construction Connectors Face -Mount Joist Hangers *.EREp W This product is preferable to similar connectors because of a) easier installation, b) higher loads, c) lower installed cost or a combination of these features. The double -shear hanger series, ranging from the light -capacity LUS hangers to the highest -capacity HGUS hangers, feature ^novative double -shear nailing that distributes the load through two 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 specked fasteners; see General Notes. • Nails must be driven at an angle through the joist or truss into the header to achieve the table loads. -_:' No designed for welded or Haile"r applidafio'risT 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 (4 . Nailing Top View Double -Shear Nailing Side View Do not bend tab c�'_ Dome Double -Shear Naiing Side View (Available on some models) 1.forbes Ve for 4x's� m n3 "_T �w a LUS28 HHUS210-2 ' HGUS28-2 Typical HUS26 Installation with Reduced Heel Height (multiple member fastening by Designer) 19 LUS/M US/H US/H H US/HGUS Face -Mount Joist Hangers (cont.) sss ss SS' Model No.Carrying" Height' Dlmefislons (In.j "Fasteners W ' H B Carrie r Meipbed Single 2x Sizes LUS24 25/e -"„ '° 16 , " 31/a " -1-3/a (4) 0.148 x,3 (2) 0:148 x'3 LUS26 '_ �4�/4"18 1s/a: 43/4:131a ,.�(4}0148-x3"'' "'(4)0.148X3 MUS26 4"As 18 19A6 53A6 2 (6) 0.148 x 3• (6) 0.148 x 3 HUS26 4-Ar 16 15/a 5% 3 (14) 0.162 x 31/2 (6) 0.162 x 31/2 HGUS26 - 4afis ° 12'' 1's/a ° 53/8 5' ,(20)'0.162 x 3l%2 1, (8) 0.162 X 31h` LUS28 ' "' (: �43A6 ,, : 18 -. 19ha `i65/a ` 1 Y4 (4).Q.148 x 3 ". MUS28 6-54a 18 19A6 613 G 2 (8) 0.148 x 3 (8) 0.148 x 3 HUS28 6% 16 15/a 7 3 (22) 0.162 x 31/2 (8) 0.162 x 31h HGUS28 69/�a 12 15A 71/a 5 1 (36) 0.162 x 31h (12) 0.162 x 31/2 LUS210 " 41/a: ` ` 18" "', °" 18/s"- `- 1 a 13/a ,(8} 6.148 x 3 (4) ,OA48'0 ' HUS210' .83%a'=� 16- '13'a ' 9 3­ °(30)0.162x31/z (10)0.1(i2x3�/z `HGUS210 ' .. 89A 12 1, SA - `91/e 5 (46) 0.162 x 3 (16) 0;162.x 3Yza, 1. See table below for allowable loads. These products are available with additional corrosion 60 protection. For more information, see p.15. For stainless -steel fasteners, see p. 21. Many of these products are approved for installation t with Strong -Drives' SD Connector screws. See pp. 335-337 for more information. Model r,oae No: llpliftl Floor Snow =; -Roof , Wmd, [bpfiftf: `Floor - =Snow °Roof iNmd,'] Upliftl't. Floor Snow Roof Wind Ref, (160) (100),(1i5) (125) (160)(160)r.(i00);.(160) f Single 2z Sizes LUS26 1 1,165 865 1 990 1,070 1 1,355 1 1,165 935 1 1,070 1,150 1 1,475 865 1 635 725 1 785 1,000 1 IBC, FL, 93 1,295 1,480 . _'1;560 1,�60 " 930 1;405° i1,560 t rnG ,'1<ti60 6s10, , 955"' 1'090. " 1,1$0 " i,u5 LA 1,320 2,735 3,095 3,235 3.235 1,320 2,960 3,280 3:280 3,280 1,150 2,350 2,660 2,780 2,780 PLUS228 '8`r5�� .4,340" "4;85{3'; ��5,170',,.,5,390 ° z, S!5 ',4690 5,220, 5,390 a"5,390 �7�80;. " 3;225 _'3;610 ;3;870 �3;985� IBC, FL 1165 1,100 1,260 1,350 1,725 1165 1,195 1,360 1465 1730 865 810 925 1,000 1,270 ( o � ,1730" 1,975" _2;125 2;255 : 1,32G'` `7,875' ;2,1 5" 2255 -, ,,"aa= ; 1",15 ., 1,270, 1,45 i;57 _ 1 5i ` LA HUS28 1,760 4,095 4,095 4,095 1 4,095 1,760 4,095 4;095 4:095 4,095 1,480 3,520 3,520 1 3,520 3,520 HGOS281,1,65Q 7.275 7,275,' 7275 '7,275 ;,-1,550. r,�ao; "; ,275 "4275 :7,275-; 1,325 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 11655 1,775 2,270 865 985 1,120 1,215 1,500 IBC, FL, HUS210 5: a,450: .5;795., : `5;830 o,3"s 2,635" - 5 a9�," ., s.780 , 5.83c, u.830` = 2.220 ' " 2,333 24s fi3 2,825:;': LA HGIJS210 2,090 9,100 9,100 9,100 9,100 2,090 9 00 9,100 9,100 9,100 1,5115 6,340 6,730 6:730 6,730 IBC; FL 1. For dimensions and fastener information, see table above. See table footnotes on p. 195. HHUS/HGUS See Hanger Options information on pp. 98-99. HHUS - Sloped and/or Skewed Seat • HHUS hangers can be skewed to a maximum of 45° and/or sloped to a maximum of 45' • For skew only, maximum allowable download is 0.85 of the table load • For sloped only or sloped and skewed hangers, the maximum allowable download f r 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. ��Acute • The joist must be bevel cut to allow for double shear nailing side HGUS - Skewed Seat • HGUS hangers can be skewed only to a maximum of 45°. Allowable loads are: p° HGUS Seat Width Joist Down Load Uplift Specify angle W < 2" Square cut 0.62 of table load 0.46 of table load Top View HHUS Hanger W < 2" Bevel cut 0.72 of table load 0.46 of table load Skewed Right 2" < W < 6" Bevel cut 0.85 of table load 0.41 of table load foist must be bevel cut) All joist nails installed on the 2" < W < 6" Square cut 0.46 of table load 0.41 of table load outside angle (non -acute side). W > 6" Bevel cut 0.85 of table load 0.41 of table load 94 LUS/M US/H US/H H US/H G US These products are available with For stainless Many of these products are approved for installation ED additional corrosion protection. steel fasteners, i with Strong-Driivem SD Connector screws. For more information, see p.15. see p.21. See pp. 335-337 for more information. 75 Nir Double 2x Sizes HHUS26-2 45A6 14 1 3-A6 5% 3 1 (14) 0.162 x 31/z (6) 0.162 x 3'/zL2,155 2,830 3,190 3,415 4,250 1,135 2,435 2,745 2,935 3,655 HGUS26-2 49A6 12 35/is 57A6 4 (20) 0.162 x 31/z (8) 0.162 x 31/z 4,340 4,850 5,170 5,575 1,855 3,730 4,170 4,445 4,795 LS28 2 4sfis .' . 18°p31,/e` 7 2 (6) 0:162 x 3'h ,{4) 0162 c 3"h 1',375 1490. "1610 2 030 `910 . 1130 ;r1,280''1;385 1745 IBC, FL°14."3$!is °.. ' 71/a " ,3 {22)°0162-z 3'%i ', (8) 0:162 X 3'h 4;265j 4t810 N5155,'5;980 T 515: 3,670 4;135; 4,435 5,]45 LA IiGUS28 2 6sfis,;; ; 12 .; ;3 ,s 7 A6 , ',4-,{36) 0.162 x 3"h: `"0 0162 x 31h 3;235 7460,t �? 480,- 7;460 7+16Q , 2 780 6,415 6 415 6 4.15 6,415 LUS210-2 67A6 18 31/s 9 2 (8)D.162 x 31/z (6) 0.162 x 31/z 1,445 1,830 2,075 2,245 2,830 1,245 1,575 1,785 1,930 2,435 HHUS210-2 83/s 14 3-516 87/s 3 (30) 0.162 x 31/z (10) 0.162 x 31h 3:550 5,705 6,435 6,485 6:485 3,335 4,905 5,340 5:060 5,190 HGUS210-2 89A6 12 35/,6 93A6 4 (46) 0.162 x 31/z (16) 0.162 x 31/z 4,095 9,100 9,100 9,100 9,100 3,520 7,460 7,825 7,825 7,825 Triple 2x Sizes YIbUbLb )„4 35s , 1'L j1016 5%z ,4 :(LU1U.ibLX3.72 '(tf1U.14LX S72' ,L,15S.,t • J 1!U ,515, 1 �JJI,3,I U ?f;",IlU, 4,4iJ 4 raa IBC, FL, HGUS283 `` 61�5c' `12` 4i6Ir6 J1/q 4 ;(36}0.762x3Yi ':,(12)Qc162X31/z ;3;235 7;460` 7;460 2780-;6,415 6,415 ,6,4J5 '6,415' LA HHUS210-3 83/a 14 477A6 87/a 3 (30) 0.162 x 31h (10) 0.162 x 31/z 3,405 6,485 6:485 2,930 4,840 5,485 5,575 5,575 FL HGUS210-3 813A6 12 4t5AG 91/a 4 (46) 0.162 x 31h (16) 0162 x 31h 4,095 9,100 9,100 3,520 7 825 7,825 7,825 7825 t 5 1 6 ,, i 1 r: c r. 7 IBC FL, 'F1GUS212-3.` 1 10 Via' ` 12 '4 Sti6 10 !a ``'4 {56} 0 762'x.3 h` (20} Q 162X 3 /z 5,04v 6,(14 , 9CG", f 3, 1 :„If1fl 7'g,BQ;" LA Quadruple 2x Sizes HGUS2b;4' ';, ",b%z`.,r 1ZL bA6 "bh6,':41, d)U.]b;exJV2,Z'Ibb 4,S4U °4,iibU. ;3,1/u o,qt� I,0Db .'J,16 1;�u °u,a4a1 4,iy3; IBC, FL, HGUS28-4 71A 12 6sfi6 TIAi6 4 (36) 0.162 x 31h (12) 0.162 x 31h 3,235 7,460 7,460 7,460 1 7,460 2,780 1 6,415 6,415 6,415 1 6,415 LA HHUS210-4 83/a 14 61/6 87/e 3 (30) 0.162 x 31/z .(10) 0.162 x 31/z 3,405 5,630 6,375 6,485 6,485 2,930 4,840 5,485 5,575 5,575 FL 4x Sizes IBC, FL, LA IBC, FL LUS48 43/s 18 39A6 63/a 1 2 (6) 0.162 x 31h(4) 0.162 x 31/z 1 1 060 11,315 11,490 11,610 12,0301 910 11,130 11,280 11,385 11,745 IBC, FL, HUS48 6//s 14 39A6 7 2 (6) 0.162 x 31h (6) 0.162 x 31/z 1,320 1,580 1,790 1,930 2,415 1135 1,360 1,540 1,660 2,075 LA HHUS48 61/z 14 35/s 71h 3 (22) 0.162 x 31/z (8) 0.162 x 31/z 1:760 4,265 4,810 5,155 5,980 1,515 3,670 4,135 4,435 5,145 HGUS48 67/s 12 35/s 71As 4 (36) 0.162 x 31/2 (12) 0.162 x 31h 3,235 7,460 7,460 17,460 17,460 2,780 16,415 6,415 6,415 6,415 HGUS412 107Hs 12 35/6 107tis 4 (56) 0.162 x 31/x (20) 0.162 x 31/z 5,695 9:0^5 9,045 9,045 9,045 4,900 7,780 ? 78G 7,780 7,780 HGUS414 1117/16 1 12 1 35/s 127/16 4 (66) 0.162 x 31/z (22) 0.162 x 31/z 5,695 10,125 10,125 10,125 10,125 4,900 8,190 8,190 8,190 8,190 Double 4x Sizes IBC, FL, LA FL 1. Uplift bads have been increased for earthquake or wind loading with no further increase allowed. Reduce where other bads govern. 2. Wind (160) is a download rating. 3. Minimum heel height shown is required to achieve full table bads. For loss than minimum heel height, see technical bulletin T-C-REDHEEL at strongtie.com. 4. Truss chord cross -grain tension may limit allowable loads in accordance with ANSI/rPl 1-2014. Simpson Strong -Tie® Connector Selector® software includes the evaluation of cross -grain tension in its hanger allowable bads. For additional information, contact Simpson Strong -Tie. 5. Loads shown are based on a two-ply 2x carrying member minimum for nailed hangers. With 3x carrying members, use 0.162" x 21h" nails in the header and 0.162" x 31h" in the joist, with no bad reduction. With single 2x carrying members, use 0.148" x 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 listed diameter by length. See pp. 21-22 for fastener information. 19 Simpson Strong -Tie® 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 1/2" max. to allow for greater construction tolerances (maximum gap for standard allowable loads is 1/e" per ASTM D1761 and.D7147). See technical bulletin T-C-HANGERGAP at strongtie.com for more information. Material: 16 gauge W Finish: Galvanized L. Installation: V C- Use all specified fasteners; see General Notes C- Can be installed filling round holes only, or filling V round and triangle holes for maximum values N - See alternate installation for applications using the HTU26 on a 2x4 carrying member or HTU28 or HTU210 on a 2x6 carrying member for additional uplift capacity d .._ - .Options: cc d - HTU may be. skewed up to 671/z°. See Hanger Options on pp. 98-99 for allowable loads. o 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 HTU26 Min. heel height per table Typical HTU26 Minimum Nailing Installation - "`- - --' inzxT gap b6tWeen ehtl of truss and carrying member HTU Installation for Standard Allowable Loads (for 1h" maximum gap, use Alternate Allowable Loads.) t Many of these products are approved for installation with Strong -Drive, SD Connector screws. See pp. 335-337 for more information. Standard Allowable Loads (1/8" Maximum Hanger uap) 2x Sizes SIMPSON 'S G4 Alternate Installation - HTU28 Installed on 2x6 Carrying Member (HTU210 similar) fff_ulb (Maxs) i° 5 h„° 3 %s WAS,- i t2 g jlLu) 4kl@LX' %z , (LU).t1.14i5 X �, f2... ;a3a;.->G,N4Uz;"Nu 1v ,, 7 �7 ,t as �;'ti � a �U' IBC, HTU28 (Min.) 37/s 1 % 7'A 31/2 (26) 0.162 x 31/z (14) 0.148 x 11/z 1,235 3,820 3,895 3,895 3,895 1,060 2,865 2,920 2,920 2,920 FL, HTU28 (Max.) 1 71/a 15/e 1 71A6 31/z 1 (26) 0.162 x 31/z 1 (26) 0.148 x 11/2 1 2,020 13,820 4,315 4,655 15,435 1 1,735 13,285 13,710 1 4,005 14,675 LA Double 2x Sizes HTU28 2 (Min.) 37/a 35/is 71tis 31/z (26) 6.162 x 31/z (14) 0.148 x 3 1,530 3,820 4,310 4,310 4,310 1,315 2,865 3,235 3,235 3,235 IBC, HTU28-2 (Max.) 71/4 35516 1 71/is 31/z 1 (26) 0.162 x 31/z 1 (26) 0.148 x 3 3,485 13,820 4,315 14,655 5.825 12,995 13,285 . "5 dia LA 1. The maximum hanger gap is measured between the joist (or truss) end and the carrying member. 2. Minimum heel heights required for full table bads are based on a minimum 2:12 pitch. 3. Uplift bads have been increased for earthquake or wind loading with no further increase allowed. Reduce where other bads govern. 4. Wind (160) is a download rating. 5. For hanger gaps between 1/a" and 1h", use the Alternate Allowable Loads. 6. Truss chord cross -grain tension may limit allowable bads in accordance with ANSVTPI 1-2014. Simpson Strong -Tie® Connector Selector® software includes the evaluation of cross -grain tension in its hanger allowable bads. For additional information, contact Simpson Strong -Tie. 7. Loads shown are based on a minimum two-ply 2x carrying member. For single 2x carrying members, use 0.148" x 11h" nails in the header and reduce the allowable download to 0.70 of the table value. The allowable uplift is 100% of the table bad. 8. Fasteners: Nail dimensions in the table are listed diameter by length. See pp. 21-22 for fastener information. 96 Simpson Strong -Ties Wood Construction Connectors Face -Mount Truss Hanger (cont.) p' Many of these products are approved for installation with Strong -Drive® SD Connector screws. See pp. 335-337 for more information. /AlLCI I IcilC 1115LdlleLLIUI I IUUld,IUl LX4+ dl lu GXt7 Utillyll liy. MCI I IUCI Min. Fasfenerss (in.} DF/SP Allowable Loads `SPF/HF Allowable Loads Minimum Model Heel Code. No Height Car+Yin9 Carrying Carried r�„k"I""i Floor _Snow Roof WindUplift Floor Snow.; Roof,:. Wmd. 'Ref; {in) Member Member Member (104} • 4115) {i 5) (1�0} (160) (100) (115j� (125) (i60) HTU26 (Min.) 37/a (2) 2x4 (10) 0.162 x 31/z (14) 0.148 x 11/z1,470 1,660 1 �90 1,875 795 1,265 1,430 1,540 1,615 HTU26 (Max.) 51/z (2) 2x4 (10) 0.162 x 31h (20) 0.148 x 11/z1,470 1,660 1,790 2,220 1065 1,265 1,430 1,540 1,910 IBC qua i 1�u mew 1 . ^ r�rc i i m e r�rni=rf � a i� r��i"n du o'iai, ann <` a .& s . _: ArY '4, AA °1 aor 9°inn _0 "JO,gr , z �lz n ' ��°�sn ' FL, LA 9 1. See table above for dimensions and additional footnotes. 2. Maximum hanger gap for the alternative installation is 1/z". 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) Dimensions (in) �, Fasteners (in.) DF/SP Allowable Loads SPF/HF Allowable Loads Model Min „ Code - No Heel,�` ' Carryg' Carrietl " Uplifts Floor Sho1-1406ft-hdn2 ;VllUplift= ,Floor ,SnowtHeight'W;Roof ` 1Nind H B= Member, Member {160} (100) (11(125)(160) ° (160) '.(100} (115} Single 2x Sizes HTU26 (Min.) 37/a -14 57/ia' 34 "(20) 0.16ix.31h-, (14) 0148,x 11h 1175 : 2,940 � 3,100 `,3,100 3,100� -1010 ' 1,955"1-1,955 f 055; 1,955 HTU26 {Max) °-; 51/z - ,J II 57/s " 3'/z (20) 0162K,311z {20) 0148 x 11h 1,215 2 9, 32 8t7 t s0': 1 045, 1,850 2, 39 2,2 F5 2,2$5 IBC, HTU28 (Min.) 37/s 1$/a 71A6 31/z (26) 0.162 x 31/z (14) 0.148 x 11h 1110 3,770 3,770 3,770 3,770 955 2,825 2,825 2,825 2,825 FL, LA HTU28 (Max.) 71/4 1 % 7% 31/z (26) 0.162 x 31/z (26) 0.148 x 11/z 1,920 3,820 4,315 4,655 5,015 1,695 2,865 3,235 3,490 3,765 Double 2x Sizes HTU28-2 (Min.) 37/s 1 3-516 71AG 31/2 (26) 0.162 x 31/2 (14) 0.148 x 3 1,490 1 3,820 3,980 1 3,980 3,980 1,280 2,865 1 2,985 2,985 2,985 IBC, FL, i HTU28-2 (Max.) 71/4 3$ia 71/ia 31/z (26) 0.162 x 31/z (26) 0.148 x 3 3,035 3,820 4,315 4,655 5,520 2,610 2,865 3,235 3,490 41140 LA HTU210-2 (Min). ' Aa. "3 +6 06 - 311z {32) 0162 xr3'/z r(14) Q 148 X,3, 175 - 4 255 `4,255 4,25 4,255 . _'1,510 .3190 a 3>190 3,190 '3190 , 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 loads have been increased for earthquake or wind loading with no further increase allowed. Reduce where other bads govern. 4. Wind (160) is a download rating. 5. For hanger gaps between 1/a" and 1h", use the Alternate Allowable Loads. 6. Truss chord cross -grain tension may limit allowable bads in accordance with ANSUTPI 1-2014. Simpson Strong -Tie Connector Selector® software includes the evaluation of cross -grain tension in its hanger allowable bads. For additional information, contact Simpson Strong -Tie. 7. Loads shown are based on a minimum two-ply 2x carrying member. For single 2x carrying members, use 0.148" x 11h" nails in the header and reduce the allowable download to 0.70 of the table value. The allowable uplift is 100% of the table bad. 8. Fasteners: Nail dimensions in the table are fisted diameter by length. See pp. 21-22 for fastener information. IE 11 Ell 19 SIMPSON HU/HUC/HSUR/L. Medium -Duty Face -Mount Hangers -HU/HUC hangers may be installed on a masonry/concrete wall as described below. Additionally, HU hangers with one flange concealed may be installed similarly. HU and HUC products are heavy-duty face -mount joist hangers made from 14-gauge galvanized steel. • The HUC is a concealed flange (face flanges turned in) version of the HU. • HU is available with both flanges concealed, provided the .-W dimension is 25/16" or greater, at 100% of the table load. Specify HUC. • HU is available with one flange concealed when the W dimension is less than 25/16" at 100% of the table load. Specify as an 'X' version and specify flange to conceal. • For any HU or HUC shown in this catalog, the user may substitute all face nails with 1/4" x 13/4" Titen® 2 screws (Model TTN2-25134H) for concrete and 'A" x 2�4" Titen 2 screws '(Model T TN2-25234H) for GFCMU. Follow all installation instructions and use the loads from the sawn lumber or BJVP sections. Material: 14 gauge Finish: Galvanized; ZMAX® and stainless steel available Installation: • •Attach, the hangers to concrete or GFCMU walls using hex -head Titen 2 screws. Titen screws for GFCMU (1/4" x 23/4" — Model TTN2-25234H) and for concrete (1/4" x 13/4" - Model TTN2-25134H) are not'provided with the hangers. • Drill the 3/,6 diameter hole to the specified embedment depth plus 1/2". • Altematively, drill the 3/16"-diameter hole to the specified embedment depth'and blow it clean using compressed air. • Caution: Oversized -diameter holes in the base material z' will reduce or eliminate the mechanical interlock of the > threads with the base material and will reduce the anchor's z a load capacity. ° Titen Installation Tool Kts are available. They include a 3/16" drill bit and hex -head. driver bit (Model TTNT01-RC); o a 3/16" x 41/2" drill bit is also available (Model MDB18412). . cc A minimum edge distance of 11/2" and minimum end distance co 0 of 37/6" is required as shown in Figure 1 for full uplift load. a) a � . • Where no uplift load is required, a minimum end distance m of 11/2" is permitted. o o Codes: See p.12 for Code Reference Key Chart 0, 0 N U U Concealed flanges HU214 Figure 1 — HUG410 Installed on Masonry Block End Wall Figure 2 — HUC410 Installed on Masonry Block End Wall 23 HU/HUC/HSUR/L Medium -Duty Face -Mount Hangers (cont.) 15 These products are available with additional corrosion protection. For more information, see p.15. I., SImMN 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}"'/4 x 23/a : " (6)'/4 x"13/4 „t . ,. {4) 0148 X 11h W 54� 15DD , 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 %a x,I 'Y4 (b)'U.1461X3 �'° 17 i5 ti= 3,UUU > " l,l3b yoU i HU26-3 (Min.) HUC26-3 (Min.) (8)14 x 23/4 (8) 1/4 x 13/4 (4) 0.148 x 3 760 2,000 760 3,200 HU26-3 (Max.) HUC26-3 (Max.) (12)'/4 x 23/4 (12)14 x 13/a (6) 0.148 x 3 1,135 3,000 1,135 3,950 HU28 2 (Min) HUC28=2 (Min;) (10)'/a x 23/4 0.148 x 3 760 2 500 `,; 760 1„ 3 725 HU2fi- 2 (Max l HUG28 2 {Max) _ „ (1A),'�4 x 23/4 ;'' (14) Lax 13/4 ,(6j 0.14$ x',3 7135 �� 3,500 ` Al HU210 HU21 OX (8)14 x 23/4 (8) 14 x 13/4 (4) 0.148 x 112 545 2,000 760 2,415 HU210-3 (Min.) HUC210-3 (Min.) (14)14 x 23/4 (14)14 x 13/4 (6) 0.148 x 3 1,135 3,500 1,135 1 4,920 HU210-3 (Max.) HUC210-3 (Max.) (18) 14 x 23/4 (18)14 x 13/4 (10)0.148x3 1,800 4,500 1,800 5,085 HU212 HU212X'10}?%d x 23/4 g {10){La scil3la „(6) q 1A8 x 1'h 135` "" 2a500I 1 135 2,665 HU212-2 (Min.) HUC212-2 (Min.) (16)1/4 x 23/4 (16)1/4 x 13/4 (6) 0.148 x 3 1,135 4,000 1,135 4,920 HU212-2 (Max.) HUC212-2 (Max.) (22)1/4 x 23/4 (22)1/4 x 13/4 (10) 0.148 x 3 1,350 5,085 1,350 5,085 HU214 HU214X (12)14 x 23/4 (12)1/4 x 13/4 (6) 0.148 x 11/2 1,135. 2,665 1,135 2,665 (Min) HUC14Mn) , 0,a 148 x'3" 8)HU214;2 515 4 500" 1;5i5 5 085 HU214-.2 (Max.)' HUC214 2 (Max.) -, (24) !/a x 23/a = (24)?/a X 13Ja , (12) 0.14$ X 3 2 015 5 085 2',015 s 5 085 ) HU214-3 (Min.) HUC214-3 (Min.) (18)1/4 x 23/4 (18)1/4 x 13/4 (8) 0.148 x 3 1,515 4,500 1,515 5,085 HU214-3 (Max.) HUC214-3 (Max.) (24)1/4. x 23/4 (24)114 x 13/4 (12),0.148 x 3 2,015 5,085 2,015 5,085 HU216'' HU216X. ' (18) irn x,23/a (1$)'14 x i 31a , r (8) 0.14$ x 1'h i 515 2;920 HU216-2 (Min.) HUC216-2 (Min.) (20)1/4 x 23/4 (2 0) 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)14 x 23/4 I (2 6) L4 x 13/4 (12) 0.148 x 3 2,015 5,085 2,015 5,085 HU7 (Min.) (Not available) (12)14 x 23/4 (12) Y4 x 13/4 (4) 0.148 x 11/2 545 2,980 760 2,980 HU7 (Max.) (Not available) (16)1/4 x 23/4 (16)1/4 x 13/4 (8) 0.148 x 1112 1,085 3,485 1,085 3,485 (Mjn) (Ntavailable, •. , 13 2311i0k°= 1;135 3U9 'HU9 (Max)"; (Not available) (24)''Id x 23/a (24)'/4 x 3l4 (10) 0148_zf11h 1445 3 735„ 1,44 3 735 HU11 (Min.) (Not available) (22)1/4 x 23/4 (22)1/4 x 13/4 1 (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 1 (10) 0.148 x 11/2 1,445 3,735 1,445 1 3,735 0 z a 2 0 F co 0 z 0 2 w rn 0 N m N U 0 38 STAGGER JOINTS - Z Lu U w.1 z wQ Tk UPLIFT/SHEAR ANCHOR) EACH TRUSS - SEE 5/51<I PLAN NOTE: ADD'L FRAMING NOT SHOWN FOR CLARITY RAISED HEEL TRUSS BEARING A SCALE. NTS SKI 1 s I ED HEEL ROOF TRUSSES PLAN ROOF SHEATHING- SEE f 5OFFIT/FA6CIA- SEE ARCH. RA15ED HEEL ROOF TRUSSES -SEE PLAN wEL vD RIBBON BOARD - SEE SCHEDULE FOR SPACING E RIBBON BOARD- SEE FASTENING TO N SCHEDULE FOR SPACING ! TRUSSES TRUSSES FASTENING TO TRUSSES WALL SHEATHING -SEE PLAN = MIN. 15/32' CDX PLYWOOD OR cill T/Ih' OS5 WITH 8d GUN NAILS (0.131' X 2 1/2') a V O.G. TO UPLIFT/SHEAR GYP. CEILING - MASONRY WALL- RI580N BOARDS ANCHOR EACH SEE PLAN SEE PLAN TRUSS- SEE PLAN SCHEDULE DO NOT FASTEN RIBBON BOARD INTO END GRAIN OF ROOF TRUSS f IA5ONRY WALL - BOTTOM CHORD SEE PLAN RAISED HEEL TRUSS BEARING B SCALE: NTS SKI RIBBON 5CNEDULE DESIGN CRITERIA RIBBON MATERIAL RIBBON SPACING RIBBON ATTACHMENT wlt=165 MPH ; (2) 12d GUN (0.131' X 3) (Vasd=128 MPH) 2X4 SPM 24' TO EACH TRU55, (4) EXP. B, NAILS AT JOINTS ENCLOSED vult-180 MPH (2) 12d GUN (0.131' X 37 lVaeMPH) 2X4 SPM 16, TO EACH TRU55, (4) EXP. EXP. G, 1: NAILS AT JOINTS ENCLOSED I 7 N (Y O u U m �Uz3 ZR20 Owujw Sao= WwoEx :z 0 Fj w Z 3 U , SHEET TITLE: RIBBON OEIIIlFOR RNSEO NEFI ROOF IRUSSFS SHEET INFORMATION: J...-. >dl l , DME iS5UF0: IID&Id mm BY: REVRwEO 11 M SK.1 ALPIN-E . AWTW c6,vPAN" Y' january'lo,,W201 .C,atplo-h,te'j7"Contractors of -America, I I Inc:. 8900 AVentte' G N'W Winter .'H.4 em 1iL'3388062,al Dear,'M,aq: Ith as' dome, to my attention:lhat some questions were raised concerning: "," diarh&t&r' holes:drlIed Chru the; chords ti+vide. face) of`sys4;2 gable end trusses to allow for, ffiteaded lflhe' ... s'e:,:,g le, ends;are ontf p .p.ort' with 0� 'aed-d-til,16d*,iib�6iit�'t.h&--centerI I su Me -:of t wide- — u. by ve ., amagini rtfc al. repa 1 rl,� r uirgd.,.The f no-,, g.,q tirlu -ts.2.,". ',,offlo;dtl"o'ad's:,.a''nd',,no''�iddiiionaI ..�5pn.ysuppor load., If you give me al.'CaIl,.1 N' STATE�. OF Drive,, 30 Suite 6750'Forum .9 ",' O*d(j, 'FL,32821 - (800) 52. 1 --97AO,-`(863 422- ,8685 ww.,wal'in ' I I p pitw, Iq p— m E ALPINE AN fT W COMPANY FL REG# 278,, Yoonhwak Kim, FL PE #86367 7143 160C ansbttarsbi" and waled LxhV;a [ligka copies, an ai al vadM*d:usina fh4 oda" Alpine, an ITW Company 6750 Forum Drive; Suite 305 Orlando, FL 32821 Phone:(800)755-6001 www.alpineitw.com Sife to%frriat�oftt' P� o fi :�;, Customer Carpenter Contractors of America Job Number: N372962 Job Descri tion: ,7A5 ,175EA ,RF01 11756/EASTH'AM/EXPRESS Address: lob En irseerin ",Criteria:" )esign Code; FBC 2017 RES IntelliViEW Version: 18.02.01 through 18.02.01A JRef#. 1 WXK89750083 Mind Standard: ASCE 7-10 Wind Speed (mph): 160 Roof Load (psf): 20.00- 7.00- 0.00-10.00 3uildin Type: Closed Floor Load s : None This package contains general notes pages, 33 truss drawing(s) and 11 detail(s).. item Al3rawLng Nrftnber ' Truss,.,; 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 AM 11 21820A558.09408 A8A. 13 218.20.1558:081r45 B2 15 21820.1558.09143 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 21820.155808753 CJ36 27 218.20.1'558.08831 CJ1 29 218.20.1558.04091 CJA 31 218,20.1558 08675 HJ56 33 218.20.1558,03901 HJB 35 A14015ENC101014 37 A16015ENC101014 39 BRCLBSUB1014 41 GBLLETIN0118 43 RIGINSRT1014 lterx► . auiri�g Nurriber ;. Truss 2 218.20.1558.07943 A2 4 218.20.1558.08223 A4 6 218.20.1558,09299 A6 8 218.20.1558.07287 A7 10 218.20.1558.09018 A8 12 218,20.1558.08410 B1 14 218.20J558.08146 B3 16 218.20.1558.07100 C1 18 218.20.1558.07536 C2 20 218.20.155&08925 J66 22 218.20.1558.08644 EJ66 24 218.20.1558.07817 CJ5 26 218.20.1558.08285 CJ3 28 218.20.1558.07552 CJ16 30 218.20.1558.08472 HJ66 32 218201558.04090 HJA 34 16OTL 36 A14030ENG101014 38 A16030ENC101014 40 DEFLCAMB1014 42 GBLLETIN1014 44 STRBRIBR1014 Florida Certificate of Product Approval #FL1999 Yi t M 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 ANSI/TPI 1 and NDS, the National Design Specification for Wood Construction by AWC. The truss component designs are based on the specified loading and dimension information furnished by others to the Truss Design Engineer. The Truss Design Engineer has no duty to independently verify the accuracy or completeness of the information provided by others and may rely on that information without liability. The responsibility for verification of that information remains with others neither employed nor controlled by the Truss Design Engineer. The Truss Design Engineer's seal and signature on the attached drawings, or cover page listing these drawings, indicates acceptance of professional engineering responsibility solely for the truss component designs and not for the technical information furnished by others which technical information and consequences thereof remain their sole responsibility. The suitability and use of these drawings for any particular structure is the responsibility of the Building Designer in accordance with ANSI/TPI 1 Chapter 2. The Building Designer is responsible for determining that the dimensions and loads for each truss component match those required by the plans and by the actual use of the individual component, and for ascertaining that the loads shown on the drawings meet or exceed applicable building code requirements and any additional factors required in the particular application. Truss components using metal connector plates with integral teeth shall not be placed in environments that will cause the moisture content of the wood in which plates are embedded to exceed 19% and/or cause corrosion of connector plates and other metal fasteners. The Truss Design Engineer shall not be responsible for items beyond the specific scope of the agreed contracted work set forth herein, including but not limited to: verifying the dimensions of the truss component, calculation of any of the truss component design loads, inspection of the truss components before or after installation, the design of temporary or permanent bracing and their attachment required in the roof and/or floor systems, the design of diaphragms or shear walls, the design of load transfer connections to and from diaphragms and shear walls, the design of load transfer to the foundation, the design of connections for truss components to their bearing supports, the design of the bearing supports, installation of the truss components, observation of the truss component installation process, review of truss assembly procedures, sequencing of the truss component installation, construction means and methods, site and/or worker safety in the installation of the truss components and/or its connections. This document may be a high quality facsimile of the original engineering document which is a digitally signed electronic file with third party authentication. A wet or embossed seal copy of this engineering document is available upon request. Temporary Lateral Restraint and Bracing: Temporary lateral restraint and diagonal bracing shall be installed according to the provisions of BCSI chapters B1, B2, B7 and/or B10 (Building Component Safety Information, by TPI and SBCA), or as specified by the Building Designer or other Registered Design Professional. The required locations for lateral restraint and/or bracing depicted on these drawings are only for the permanent lateral support of the truss members to reduce buckling lengths, and do not apply to and may not be relied upon for the temporary stability of the truss components during their installation. Permanent Lateral Restraint and Bracing: The required locations for lateral restraint or bracing depicted on these drawings are for the permanent lateral support of the truss members to reduce buckling lengths. Permanent lateral support shall be installed according to the provisions of BCSI chapters B3, B7 and/or B10, or as specified by the Building Designer or other Registered Design Professional. These drawings do not depict or specify installation/erection bracing, wind bracing, portal bracing or similar building stability bracing which are parts of the overall building design to be specified, designed and detailed by the Building Designer. Connector Plate Information: Alpine connector plates are made of ASTM A653 or ASTM A1063 galvanized steel with the following designations, gauges and grades: W=Wave, 20ga, grade 40; H=High Strength, 20ga, grade 60; S=Super Strength, 18ga, grade 60. Information on model code compliance is contained in the ICC Evaluation Service report ESR-1118, available on-line at www.icc-es.ora. Fire Retardant Treated Lumber: Fire retardant treated lumber must be properly re -dried and maintained below 19% or less moisture level through all stages of construction and usage. Fire retardant treated lumber may be more brittle than untreated lumber. Special handling care must be taken to prevent breakage during all handling activities. Page 1 of 3 General Notes (continued) Key to Terms: Information provided on drawings reflects a summary of the pertinent information required for the truss design. Detailed information on load cases, reactions, member lengths, forces and members requiring permanent lateral support may be found in calculation sheets available upon written request. BCDL = Bottom Chord standard design Dead Load in pounds per square foot. BCLL = Bottom Chord standard design Live Load in pounds per square foot. CL = Certified lumber. Des Ld = total of TCLL, TCDL, BCLL and BCDL Design Load in pounds per square foot. FRT = Fire Retardant Treated lumber. FRT-DB = D-Blaze Fire Retardant Treated lumber. FRT-DC = Dricon Fire Retardant Treated lumber. FRT-FP = FirePRO Fire Retardant Treated lumber. FRT-FL = FlamePRO Fire Retardant Treated lumber. FRT-FT = FlameTech Fire Retardant Treated lumber. FRT-PG = PYRO-GUARD Fire Retardant Treated lumber. g = green lumber. HORZ(LL) = maximum Horizontal panel point deflection due to Live Load, in inches. HORZ(TL) = maximum Horizontal panel point long term deflection in inches, due to Total Load, including creep adjustment. HPL = additional Horizontal Load added to a truss Piece in pounds per linear foot or pounds. Ic = Incised lumber. FJ = Finger Jointed lumber. L/# = user specified divisor for limiting span/deflection ratio for evaluation of actual L/defl value. L/defl = ratio of Length between bearings, in inches, divided by the vertical Deflection due to creep, in inches, at the referenced panel point. Reported as 999 if greater than or equal to 999. Loc = Location, starting location of left end of bearing or panel point (joint) location of deflection. Max BC CSI = Maximum bending and axial Combined Stress Index for Bottom Chords for of all load cases. Max TC CSI = Maximum bending and axial Combined Stress Index for Top Chords for of all load cases. Max Web CSI= Maximum bending and axial Combined Stress Index for Webs for of all load cases. NCBCLL = Non -Concurrent Bottom Chord design Live Load in pounds per square foot. PL = additional Load applied at a user specified angle on a truss Piece in pounds per linear foot or pounds. PLB = additional vertical load added to a Bottom chord Piece of a truss in pounds per linear foot or pounds PLT = additional vertical load added to a Top chord Piece of a truss in pounds per linear foot or pounds. PP = Panel Point. R = maximum downward design Reaction, in pounds, from all specified gravity load cases, at the indicated location (Loc). -R = maximum upward design Reaction, in pounds, from all specified gravity load cases, at the identified location (Loc). Rh = maximum horizontal design Reaction in either direction, in pounds, from all specified gravity load cases, at the indicated location (Loc). RL = maximum horizontal design Reaction in either direction, in pounds, from all specified non -gravity (wind or seismic) load cases, at the indicated location (Loc). Rw = maximum downward design Reaction, in pounds, from all specified non -gravity (wind or seismic) load cases, at the identified location (Loc). TCDL = Top Chord standard design Dead Load in pounds per square foot. TCLL = Top Chord standard design Live Load in pounds per square foot. U = maximum Upward design reaction, in pounds, from all specified non -gravity (wind or seismic) load cases, at the indicated location (Loc). VERT(CL) = maximum Vertical panel point deflection in inches due to Live Load and Creep Component of Dead Load in inches. VERT(CTL) = maximum Vertical panel point deflection ratios due to Live Load and Creep Component of Dead Load, and maximum long term Vertical panel point deflection in inches due to Total load, including creep adjustment. VERT(LL) = maximum Vertical panel point deflection in inches due to Live Load. VERT(TL) = maximum Vertical panel point long term deflection in inches due to Total load, including creep adjustment. W = Width of non -hanger bearing, in inches. Refer to ASCE-7 for Wind and Seismic abbreviations. Uppercase Acronyms not explained above are as defined in TPI 1 Page 2 of 3 References: 1. AWC: American Wood Council; 222 Catoctin Circle SE, Suite 201; Leesburg, VA 20175; www.awc.ora. 2. ICC: International Code Council; www.iccsafe.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.sbcindustry.com. Page 3 of 3 9 SEQN: 103462 / COMN Ply: 1 Job Number: N372962 Cust: R 8975 JRef:1 WXK89750083 T31 FROM:RWM Qty: 5 7A5,175EA,RF01 / 17561EASTHAWEXPRESS DnvNo: 218.20.1558.07755 Truss Label: Al / YK . 08/05/2020 6'4"4 1TV 0 20' 6'4"4 7-2"6 + 6'5' =6X6 E 40' 26'5"6 337'12 + 40' 6'5"6 7.2"6 6'4"4 10' 10, 10, 1020' 30, Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria TCLL: 20.00 Wind Std: ASCE 7-10 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.276 K 999 360 BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.482 K 988 240 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.085 J - - Des Ld: 37.00 XP: C Kzt: NA E HORZ(TL): 0.148 J - - Code / Misc Criteria NCBCLL: 10.00 Mean Height: 15.00 ft TCDL: 4.2 psf Creep Factor: 2.0 Soffit: 0.00 BCDL: 5.0 psf Bldg Code: FBC 2017 RES Max TC CSI: 0.793 Load Duration: 1.25 MWFRS Parallel Dist: h to 2h TPI Std: 2014 Max BC CSI: 0.902 Spacing: 24.0 " C&C Dist a: 4.00 ft Rep Fac: No Max Web CSI: 0.846 Loc. from endwall: not in 13.00 ft FT/RT:20(0)/10(0) GCpi: 0.18 Plate Type(s): VIEW Ver: 18.02.01A.0205.19 Wind Duration: 1.60 WAVE Lumber Top chord 2x4 SP #2 N Bot chord 2x4 SP #1 :132, B3 2x4 SP 2400f-2.OE 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. C)) r� 1 ��. Wind °s S' r1e � 6 O ®t`` V0Tv Wind loads based on MWFRS with additional C&C A"`���/®i Y r14 member design. 91 9!11l� 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, handling shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety. Information, by TPI an SBCA) r safety practices pnor to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted ovherwise,top chord shall have properly attached structural sheathingg and bottom chord shall have a proper) attached riq!d ceiling Locations shown for permanent lateral restraint of webs shall have bracing insjalled per BCSI sections 63, 87 or B10y as_applicable._ AppTy plates to each face o truss and position as shown above and on the JoingDetails, unless noted otherwise. F7eter to m t_er 0 4' 0' ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 1678 /- /- /923 /333 /344 H 1679 P P /923 /333 P Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 2.0 H Brg Width = 8.0 Min Req = 2.0 Bearings B & H are a rigid surface. Bearings B & H require a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - C 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 Of rl Hi 1, or for r acceptance any structure more information see %1�H`1I II III1IfIep ��'ONHwA/f rPer to 40 Bpi m N0. 66367 f • p �% ®® STATE OF his drawing,any failure to build the on this drawing or cover pa e ie design shown. The suitability P INE A ._COMD 6750 Forum Drive Suite 305 Orlando FL, 32821 SEQN: 103365/ HIPS Ply: 1 Job Number: N372962 Cust:R8975 JRef:1WXK89750083T3 / FROM: RWM Qty: 2 7A5 ,175EA,RF01 / 1756/EASTHAM/EXPRESS DrwNo: 218.20.1558.07943 Truss Label: A2 1 YK 08/05/2020 r—"1" 1'6 6'4"4 13'6"10 18'6" 20' 26'S"6 33'7"12 40' 6'4"4 T2"6 4'11"6 1'6 r' 4'11"6 + 7-2"6 6'54 1 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 " =4X6 1113X6 :4X6 T3 nvn E F G 40' 10' I 10 10' 20' Wind Criteria Snow Criteria (Pg,PI in PSF) Wind Std: ASCE 7-10 Pg: NA Ct: NA CAT: NA Speed: 160 mph Pf: NA Ce: NA Enclosure: Closed Lu: NA Cs: NA Risk Category: II Snow Duration: NA EXP: C Kzt: NA Mean Height: 15.00 It Code / Misc Criteria BCDL: 4.psf BCDL: 5.0 psf Bldg Code: FBC 2017 RES MWFRS Parallel Dist: h to 2h TPI Sid: 2014 C&C Dist a: 4.00 ft Rep Fac: Yes Loc. from endwall: not in 13.00 ft FT/RT:20(0)/l0(0) GCp!: 0.18 Plate Type(s): Wind Duration: 1.60 WAVE Lumber 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 Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): 0.315 M 999 360 VERT(CL): 0.549 M 867 240 HORZ(LL): 0.085 L - - HORZ(TL): 0.149 L Creep Factor: 2.0 Max TC CSI: 0.985 Max BC CSI: 0.9137 Max Web CSI: 0.673 VIEW Ver: 18.02.01A.0205.19 I1SIi1ft11fl//pl o�% s 04, 0 4 9 No.86367 a r v na STATE OF ®4�7p1 10, 40' ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 1682 /- /- /927 /339 /321 J 1682 /- /- /927 /339 /- 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 - I 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 - I 339 - 407 F - M 1255 - 589 IORIDP 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, handiin shipping, installing.and bracing. Refer to and follow the latest edition of BCSI (Building t Safety Information, bVV TPI and SBCA) for saty practices prior to performing these functions. Installers shall provide temporary r BCSI. Unless noted olherwise,top chord shall have properly attached structural sheathinqq and bottom chord shall have a properly lid ceiling Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or B10, le. Apply plates to each face, of truss and position as shown above and on the Join Details, unless noted otherwise. kefer to 60A-Z for standard plate positions. of 'IYI 1, or Torn acceptance any structure TPI: his drawing,any failure to build the on this drawing or cover pa e ie design shown. The su!fability ALPINE AN CW AW 6750 Forum Drive Suite 305 Orlando FL, 32821 C SEQN: 103368 / HIPS Ply: 1 Job Number: N372962 Cust: R 8975 JRef:1 WXK89750083 T21 % 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 13'6"10 16'6" 20"23'6" 26'5"� 33712 40' Z% 6'4"4 + + 2'11"6 3'6' 3'6" 2'11"6 7'2"6 6'4"4 Ill2X4 .5X5 =5X8 =5X5 E F G �4X4 4X4 12 T2 D O H 5 W5 T4 9) -5X5 W 5X5 n (a) I C (a) r` i� W3 J Bt A Kt 39 4X6(A2) =6X6 B2 =5X8 B3 =6X6=4X6(A2) 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 Vdefl. L/# 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 /- /- /929 /346 /290 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.085 L - - J 1682 /- /- /929 /346 P Des Ld: 37.00 EXP: C Kzt: NA HORZ(TL): 0.148 L Wind reactions based on MWFRS Mean Height: 15.00 ft NCBCLL: 10.00 Code / Misc Criteria Creep Factor: 2.0 B Brg Width = 8.0 Min Req = 2.0 TCDL: 4.psi J Brg Width = 80 Min R2.0 Soffit: 0.00 BCDL: 5.0 psf Bldg Code: FBC 2017 RES Max TC CSI: 0.710 .n e q = Load Duration: 1.25 TPI Std: 2014 Max BC CSI: 0.9no Bearings B & J are a rigid surface. 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# 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 1839 -3566 F - G 2265 -4006 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 :132, 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 l.1xspaced. Gun (n Box or nas(O.11312mn.). Restraint material to be � Maximum Web Forces Per Ply (Ibs) 0Cry®�•1 ®�P supplied and attached at both ends to a suitable yO �(�� Do Webs Tens.Comp. Webs Tens. Comp. �< support by erection contractor.®�1C�Ny�} A C- N 337 -403 O- M 1196 557 a (a) or scab reinforcement may be used in lieu of CLR m® • ,,� • N - D 592 -231 O - G 2004 restraint. substitute (1) scab for (1) CLR and (2) �w • -1064 scabs for (2) CLR'S where shown. Scab @N.� ����� o D - M 459 -665 H - L 593 -231 reinforcement to be same size, species, grade, and a • o ti E - O 2004 -1064 L - I 337 -403 80% length of web member. Attach with 0.128x3" gun o� p M - H 459 -666 nails @ 6" oc. v • ® w Loading v� o STATE E OF •a Truss passed check for 20 psf additional bottom i ®♦ �(+ 0 chord live load in areas with 42"-high x 24"-wide Pl' clearance. ®/A0 0 ® 0 ®�a�VO/A Wind I— Wind loads based on MWFRS 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, by TPI and SBCA) fo'r safety practices prior to performing 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 attacheU riqid ceiling Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or 910, as applicable. Apply plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Beier 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 truss in ANSI/1 PI 1, for handling, conformance with or shipping, installation and bracing of trussesA seal on this drawing or cover page 6750 Forum Drive listing this drawing indicates acceptance of pro�fessionaf engineering responsibility solely for the design shown. The suitability this yawing for Is Suite 305 and use of any structure 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.00m; TPI: www.l inst.or ; SBCA: www.sbdndust .cam: ICC: 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 Dnallo: 218.20.1558.08223 Truss Label: A4 / YK 08105/2020 6'4"4 14'6"_ 25'6" 33'7"12 40' + 6'4"4 8'1"12 5'6" 5% 8'1"12 6'4"4 5X5 1112X4 =5X5 D E F T12 T2 5 F_- T4 rn 5X5 a 5X5 'v C G � co W4 � B H A I8.8" si =4X6(A2) =6X6 B2 =5X8 63 =6X6=4X6(A2) 40' 10' 10, 10' 10' 1 it 20: 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): 0.271 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 /- P /926 /396 /258 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.086 J - - H 1699 A /- /926 /396 A Des Ld: 37.00 EXP: C Kzt: NA HORZ(TL): 0.149 J Wind reactions based on MWFRS Mean Height: 15.00 ft NCBCLL: 10.00 Code / Misc Criteria Creep Factor: 2.0 B Big Width = 8.0 Min Req = 2.0 TCDL: 4.psf Soffit: 0.BCDL: 5.0 psf Bldg Code: FBC 2017 RES Max TC CSI: 0.561 H Br Width = 8.0 Min Req = 2.0 Bearings B & H are a rigid surface. Load Duration:n: 1.25 MWFRS Parallel Dist: h to 2h TPI Std: 2014 Max BC CSI: 0.909 Bearings B & H require a seat plate. 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# 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 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 :B2, B3 2x4 SP 2400f-2.0E: Maximum Bot Chord Forces Per Ply (lbs) 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 Maximum Web Forces Per Ply (Ibs) clearance. ���Dp Webs Tens.Comp. Webs Tens. Comp. 1eCa/.�r+t• ♦�`+e1LJ>�/!1 Wind s '1 / C-L 379 -428 K-F 412 -170 a 0`C ®ip d�p� L D 638 " - -270 F - J 639 -270 Wind loads based on MWFRS with additional C&C a�♦` m t;..' 'S member design. 4 ♦. �� D - K 413 -170 J - G 379 428 No. 8636 r Additional Notes a y Refer to General Notes for information additional R ® O w r �5 oA STATE OF p� VgoRiQre� vp� o,4s/ON(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 Trusses require extreme care in fabricating, handlin shi ping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, ME byy TPI an c7 SBCA) fo'r ty practices pnor to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted dtherwise,top chord shall have properly attached structural sheathin and bottom chord shall have a progeny attached rigid ceiling Locations shown forpermanent lateral restraint of webs shall have bracin ins�alled per BCSI sections B3, B7 or B10, as applicable. Apply plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. f�efer to 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 ra,,,v,,. truss in ANSI/TPI 1, for conformance with or handling, shipping, installation and bracing of trussesA seal on this drawing or cover, e , , 6750 Forum Drive listing this drawing, indicates acceptance of rd essponaQ engineering responstbility solely for the design shown. The suit9abdlty Suite 305 and use of this drawing for is the the Designer ANSI1TPI any structure responsibility of Building per 1 Sec.2. For more information see this job's general notes page and these web sites: ALPINE: www.al ineitw.com; TPI: www.l inst.or ; SBCA: www.sbdndust .com; [CC: —Jccsafe.org Orlando FL, 32821 SEQN:103373/ HIPS Ply: 1 Job Number: N372962 Cust:R8975 JRef:1WXK89750083T5 / FROM: RWM Qty: 2 7A5 ,175EA ,RF01 / 1756/EASTHAM/EXPRESS DrwNo: 218.20.1558.07428 Truss Label: A5 ! YK 08/05/2020 6'4"10 20' 27'6" 33'7"6 4; ' + 6'4"10 6'1"6 7'6" 7'6" 6'1"6 6'4"10 5X5 1112X4 =5X5 D E F 12 5 � T T �2C4 W4 W �2G4 rn � W3 Un B H A 4X6(A2) =6X6 =5X8 =6X6 =4X6(A2) 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 lop 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 /727 /227 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.092 J - - H 1655 /- /- /919 1727 /- Des Ld: 37.00 EXP: C Kzt: NA HORZ(TL): 0.162 J Wind reactions based on MWFRS Mean Height: 15.00 ft Code / Misc Criteria CreepFactor: 2.0 B Brg Width = 8.0 Min Req = 2.0 NCBCLL: 10.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Bldg Code: FBC 2017 RES Max TC CSI: 0.771 H Brg Width = 8.0 Min Req = 2.0 p 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 ft 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)/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 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 315-1K - J -1 Truss passed check for 20 psf additional bottom 04 J - H 3153 57 -16799 L - K 2652 -1304 chord live load in areas with 42"-high x 24"-wide clearance. Maximum Web Forces Per PI Ibs Wind +®1��® Webs Tens.Comp. Webs Tens. Comp. ,90 Wind loads based on MWFRS with additional C&Cof 48 eyq�, 9;, ,!-L - D 527 -208 K - F 613 330 design. member ��g `vC`�V®���j�s D-K 613 -330 F-J 527 -207 4�q4 Additional Notes ® ► Y � �E - K 343 -430 Refer to General Notes for additional information 4 No 86367 4Pi a e R B, STATE OFoci/�w 1Q®o t bp��® R `'��daeei(Aikkl%%� 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, handling,shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI SBCA) fr and safety practices prior to performing these functions. Installers shall provide temporary cin brag per BCSI. Unless noted d1herwise,top chord shall have attached structural sheathing and bottom chord shall have a properly pro[erly attached ri id ceiling Locations shown forfpermanent lateral restraint of webs shall have bracing installed per BCSI sections B3, 87 or 810 as applicable. Apply Plates to each face, o truss and position as shown above and on the JoinCDetails, unless noted otherwise. F7efer to 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 AN WCOMiANY truss in 1, for conformance with ANSIl� PI or handlin shipping, installation and bracing of trussesA seal on this drawing or cover pa e , , 6750 Forum Drive listing this drawing indicates acceptance of pro) esstonag engtneerin responsibility solely for the design shown. The suiFability and this drawing for is the guilding Designer 1 Suite 305 use of any structure responsibility of the per ANSI1TPI Sec.2. For more information see this job's general notes page and these web sites: ALPINE: www.al ineitwxom; TPI: www.l inst.or ; SBCA: www.sbcindust .com; ICC: www.iccsafe.org Orlando FL, 32821 SEQN: 1033851 HIPS Ply: 1 Job Number: N372962 Cust: R 8975 JRef:1WXK89750083 T6 / FROM: RWM Qty: 1 ,7A5 ,175EA ,RF01 / 1756/EASTHAM/EXPRESS DrwNo: 218.20.1558.09299 Truss Label: A6 / YK 08/05/2020 6'4"10 10'6" 20' 29'6" 33'76 40' 6'4"10 9'6" 9,6" '} 4'1"6 �' 64"10 — pT2 5 =6E6 T3 =5X5 F 12 5 �--2X4 �2X4 T C W4 G v W3 B H n 1 A I I�8,8. fi3 1 =4X6(A2) =_6X6 =5X8 -6X6 =4X6(A2) 40' 10' 10' 10, 10' 1 10' 20' 30' 40' Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defi/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): 0.295 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 / Misc Criteria Creep Factor: 2.0 B Brg Width = 8.0 Min Req = 1.8 TCDL: 4.2 psf H Br Width = 8.0 Min Re Soffit: 0.00 BCDL: 5.0 psf Bldg Code: FBC 2017 RES Max TC CSI: 0.634 9 q = 1.8 Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Max BC CSI: 0.918 Bearings B & H are a rigid surface. Bearings B & H require a seat plate. 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)/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 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-2.0E: Bot chord 2x4 SP #1 Webs 2x4 SP #3 Maximum Bot Chord Forces Per Ply (Ibs) :W3, W4, W5 2x4 SP #2 N: Chords Tens.Comp. Chords Tens. Comp. Bracing B - L 2898 -1664 K - J 2653 -1464 (a) 1X4 #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 �) q11 f 1ll�l Maximum Web Forces Per Ply (Ibs) supplied and attached at both ends to a suitable -Ilk �F f ilWebs Tens.Comp. Webs Tens. Comp. support by erection contractor. A, ► Y /q (a) or scab reinforcement may be used in lieu of CLR®� (�� ®�A�I �f/�d�p L - D 466 -153 K - F 918 566 F - J 466 153 ,�P�� restraint. substitute (1) scab for (1) CLR and (2) ,4A ®d ��' Y s ; scabs for (2) CLR'S where shown. Scab • �i (;� E - K 455 -575 reinforcement to be same size, species, grade, and • t^�'' ppG CC 7 s 80% length of web member. Attach with .128x3" gun ® 1 Yfl D U� V / a nails @ 6" oc. m a R p Wind Y Wind loads based on MWFRS with additional C&C ®�j 9 STATE A� OF, � ®�/�� member design. a ® r�-T- q a `Vr��� �;<% 0 Z' OR Additional Notes e Refer to General Notes for additional information®A®Q+us/Oy 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 sh! ping, 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 ootherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or B10, as applicable. Apply plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to 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 CMWAN truss in ANSIl� PI 1, conformance with or for handling, shipping, installation and bracing of trussesA seal on this drawing or cover pa a 6750 Forum Drive listing this drawing indicates acceptance of pro) essionar engineering responsibility solely for the design shown. The suit9ability, Suite 305 and use of this cawing for is the any structure responsibility of the uild!ng Designer per ANSI/TPI 1 Sec.2. For more information see this job's general notes page and these web sites: ALPINE: www.al ineltw.wm; TPI: www.t inst.or ; SBCA: www.sbcindusl .corn; ICC: www.Iccsafe.org Orlando FL, 32821 SEQN: 103376! HIPS Ply: 1 Job Number: N372962 Cusl: R8975 JRef:1WXK89750083 T25 / FROM:RWM Qty: 1 7A5,175EA,RF01/1756/EASTHAM/EXPRESS DrwNo: 218.20.1558.07037 Truss Label: A6A / YK 08/05/2020 6'410 10'6" 20' 29'6" 33'7"6 40' 6'4"10 T 4'1"6 r 9'6" 9'6" + 4'1"6 + 6'4"10 a5DX5 T2 =8E8 T3 =6F6 5 � k2X4 �2X4 C T 12 T (a) W4 (a) W G '° W 3 = v rn B H I�8,8" A ! 1 =3X6(A1) -5X5 =8X8 B3 -5X5 4 =3X6(A1) 40' 1' 10' 10, 10, 10' 1' F 10, + 20' 30, 40, Loading Criteria (pso Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs), or *=PLF 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): 0.106 L 999 360 Loc R+ / R- / Rh / Rw / U / RL BOLL: 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 /- /- /113 /94 /- Des Ld: 37.00 EXP: C Kzt: NA HORZ(TL): 0.049 C Wind reactions based on MWFRS Mean Height: 15.00 ft Code / Misc Criteria Creep Factor. 2.0 B Brg Width = 8.0 Min Req = 1.5 NCBCLL: 10.00 P TCDL: 4.2 psf H Br Width = 120 Min Re 9 q=- Soffit: 0.00 BCDL: 5.0 sf Bldg Code: FBC 2017 RES Max TC CSI: 0.845 P Bearings B & J are a rigid surface. Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Max BC CSI: 0.828 Bearings B & J require a seat plate. Spacing: 24.0 " C&C Dist a: 4.00 ft Rep Fac: Yes Max Web CSI: 0.682 Members not listed have forces less than 375# Loc. from endwall: not in 6.50 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 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 :133, B4 2x4 SP #2 N: Maximum Bot Chord Forces Per Ply (Ibs) Webs 2x4 SP #3 Chords Tens.Comp. Chords Tens. Comp. 03, 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) Restraint��r�p�I Webs Tens.Comp. Webs Tens. Comp. nails13"x2.5",min.). material �4�j"i both supped and a attached ends to asui able `i t• !• 1 �Pp L - D 482 -168 F - J 900 -1439 support by erection contractor. • �^ /V,9 • �� pI� E - K 488 -614 J - G 363 403 (a) or scab reinforcement may be used in lieu of CLR e4i�'��i • `n E • V ' •• �� K - F 2080 -1260 restraint. substitute (1) scab for (1) CLR and (2) Aa vo 4 da scabs for (2) CLR'S where shown. Scab n'° s • to be ivy. 66367 reinforcement same size, species, grade, and 80% length of web member. Attach with 0.128x3" gun o a �+ nails @ 6" oc. 4. • Ate,,,, 0 �~ Wind p STATE ATE OF e la Wind loads based on MWFRS with additional C&C o member design. q �j Additional Notes•y�oOq s�`/jpo Refer to General Notes for additional information A� �• ij,�A8/11i1I61110►�� 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 sa ety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted oTherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a propperly attached rigid ceiling Locations shown fortpermanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or 810, as applicab-le. Apply plates to each face o truss and position as shown above and on the Joinf9Details, unless noted otherwise. F2efer 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 wcoM, truss in ANSIl1 PI 1, for handling, installation bracing conformance with or shipping, and of trussesA seal on this drawing or cover page, , 6750 Forum Drive listing this drawing indicates acceptance of proTessionaf engineering responsibility solely for the design shown. The suitability this drawing, for is fhe the Designer ANSI(fPl 1 Sec.2. Suite 305 and use of any structure responsibility of Building 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 .corn; ICC: www.iccsafexrg Orlando FL, 32821 SEQN: 103394 / HIPS Ply: 1 Job Number: N372962 Cust: R 8975 JRef:1 WXK89750083 T2 / FROM: RWM Qty: 1 7A5 ,175EA,RF01 / 1756/EASTHAM/EXPRESS DrwNo: 218.20.1558.07287 Truss Label: A7 / YK 08/0512020 8'6" 16'6" 23'6" 31'6" 40' 8'6" 8' 7' 8' 876" 12 =5C5 I T2 -5p5 =4E4 T3 =5F5 T 6� In b (a) (a) In io n B A G H 1-e,B" 4X6(A2) =5X8 =6X6 =5X8=4X6(A2) 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): 0.400 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 /- /- /891 /730 1164 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.103 1 - - G 1558 /- /- /891 1730 /- Des Ld: 37.00 EXP: C Kzt: NA HORZ(TL): 0.190 1 Wind reactions based on MWFRS Mean Height: 15.00 It NCBCLL: 10.00 TCDL: 4.psf Code / Misc Criteria Creep Factor: 2.0 B Brg Width = 8.0 Min Re q = 1.8 Soffit: 0.00 BCDL: 5.0 psf q= Bldg Code: FBC 2017 RES Max TC CSI: 0.949 G Brg Width = 8.0 Min Re 1.8 Duration: 1.25 MWFRS Parallel Dist: h/2 to h Bearings B & G are a rigid surface. TPI Sid: 2014 Max BC CSI: 0.979 Bearings B & G require a seat plate. Spacing: 24.0 " C&C Dist a: 4.00 it Rep Fac: Yes Max Web CSI: 0.344 Members not listed have forces less than 375# Loc. from endwall: not in 6.50 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 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 #1 Webs 2x4 SP #3 #3 We Maximum Bot Chord Forces Per PI Ibs Y (Ibs) Chords Tens.Comp. Chords Tens. Comp. Bracing (a) 1X4 #3SRB or better continuous lateral restraint 2296 B - K 4033 -2294 J -1 2826 -1618 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 rt by contractor.I supp(a) Maximum Web Forces Per Ply (Ibs) �) r f'+rection Webs Tens.Comp. Webs Tens. Comp. HWA �l��tlp� or scab cabre reinforcement may be used in lieu of CLR restraint. substitute (1) scab for (1) CLR and (2) ��yR01��1, E 039 (� v`e^ ®• 9 :1� �� r�o/ 1367 scabs for (2) CLR'S where shown. Scab `1\ K - D 673 -1036 F 776 s< b (� • �a reinforcement to be same size, species, grade, and \C� ®9 V(� • �� ae 80% length of web member. Attach with 0.128x3" gun a a s ^' pp a +! No, nails @6"oc. Wind P��V� • tl • m - tl 9 0 Wind loads based on MW FRS with additional C&C a j • member design. G v-;6 ® STATE OF o �� Additional Notes qs ps®0 a®� CO�'�(� Refer to General Notes for additional information �> �f1 • ©e ® 9 � 4' !a d®(lilA1_ 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, Component Safety Information, installing, and bracing., Refer to and follow the latest edition of BCSI (Building by TPI anc7 SBCA) for sapety practices prior to performing these functions. Installers shall provide temporary) bracing per BCSI. Unless noted oTherwise,top chord shall have properly attached structural sheathin and bottom chord shall have a proper y attached rigid ceiling Locations shown forpermanent lateral restraint of webs shall have bracing tns�alled per BCSI sections B3, B7 or B10, _ applicable. Apply to face truss the Join Details, kefer as plates each of and position drawings 160A-Z for standard plate positions. as shown above and on unless noted otherwise. to 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 �e wcome,,,,r truss in 1, for conformance with ANSI/TPI or handlingf, shippintq, installation and bracing of trussesA seal on this drawing or cover page • , 6750 Forum Drive listing this drawing indicates acceptance of ro ess ona engineering responsibility solely for the design shown. The suitability and use of this drawing for is lie the Building Designer ANSI/TPI 1 Sec.2. Suite 305 ' any structure 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.sbcindusl .cam; ICC: —3ccsafe.org Orlando FL, 32821 SEQN:103392/ HIPS Ply: 1 Job Number: N372962 975 JRef:1WXK89750083722 % FROM: RWM Qty: 1 7A5,175EA,RF01 / 1756/EASTHAM/EXPRESS 7Dr-.N,.:' 218.20.1558.09159 Truss Label: A7A YK 08/05/2020 8'6" 166" 23'6" 31'6" 40' + 8'6" 8' 7' 8' 8'6" 12 =5X8 =5DX5 =4E6 T3 =5F5 T S pPR m (a) I o T4 n Cl) B G ;t A H 1 t �8,8" 1 3X6(A7) -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 Pf: 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 /- /- /646 /502 /164 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.031 1 - - 1 2029 /- /- /988 /918 P EXP: C Kzt: NA Des Ld: 37.00 HORZ(TL): 0.057 I - - G 279 /-244 /- /189 /173 /- Mean Height: 15.00 ft Wind reactions based on MWFRS NCBCLL: 10.00 Code / Misc Criteria Creep Factor: 2.0 TCDL: 4.2 psf B Br Width = 8.0 Min Re 1.5 Soffit: 0.00 BCDL: 5.0 psf Bldg Code: FBC 2017 RES Max TC CSI: 0.809 9 q = TPI Std: 2014 Max BC CSI: 0.833 I Brg Width = 8.0 Min Req = 1. Load Duration: 1.25 MWFRS Parallel Dist: hl2 to h 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 It FT/RT:20(0)/l0(0) Bearings B, 1, & 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 2400f-2.OE: D - E 911 -1350 Bot chord 2x4 SP #1 :B4 2x4 SP 2400f-2.0E: 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 B - K 1662 -924 J -1 790 -420 to spaced. Attach with (2) 8d or un I K-J 1736 -961 I-G 572 945 ,i9\�y�v)till �PFIP`11�5 in.).Rbthendsttasto be K >'0 uitableox subsl.1anly dat5ta Maximum Web Forces Per Ply (Ibs) pp 1 a s • o support by erection contractor. 1-Q Ar n �`Webs Tens.Comp. Webs Tens. Comp. a4* �`°, �+A_ �4r �j r (a) or scab reinforcement may be used in lieu of CLR ��.� • , • C - K 380 -65 E - I 1349 -2185 restraint. substitute (1) scab for (1) CLR and (2) p scabs for (2) CLR'S where shown. Scab 4 N0 86367 e D - J 397 -568 I - F 542 -786 reinforcement to be same size, species, grade, and • o �,. J - E 825 -378 80% length of web member. Attach with 0.128x3" gun •� e ;; nails @ 6" oc. ►p • n Wind ®• STATE VF ®�{/�� Wind loads based on MWFRS with additional C&C Po, [j • �{. e` member design. r`�' ' 1 oRtip • e, 0 �,®/�sl^p'• o g �� Additional Notes Refer to General Notes for additional information//�a d+A j y ��9+,► Negative reaction(s) of -244# MAX, from a non -wind load case requires uplift connection. See Maximum Reactions. 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, installingand bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI an c7 SBCA) for satety.practices prior to performing these functions. Installers shall provide temporary bracing per BCSL Unless noted otherwise,top chord shall have properly attached structural sheathingg and bottom chord shall have a proppey attached ri id ceiling Locations shown forpermanent lateral restraint Of webs shall have bracingq installed per BCSI sections B3, B7 or 810, Apply face kefer as applicable. plates to each oftrussand position as shown above and on the Join Details, unless noted otherwise. to drawings 160A-Z for standard plate positions. ALPINE� Alpine, a division of ITW BuildinlComponents Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the * , ��, r truss in ANSIlI PI 1, for conformance with or handlin shipping, installation and bracing of trussesA seal on this drawing or cover page _ , 6750 Forum Drive listing this drawing, indicates acceptance of pro ess ona engineering responsibility solely for the design shown. The suitability and use of this drawing for is the the Designer Suite 305 any structure responsibility of Building 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.t inst.or ; SBCA: www.sbcindust .cam; ICC: www.iccsafe.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 L 6'6„" 13'3" + 20' + 26'9" + 33'6" + 40' r 6,66,9„ 6,9„ 6,6„ fl 1 2n 5 � I116C8 =4p4 T2 =8E8 =4F4 T3 1116G8 T B H -E A l =4X6(A1) = 8X8 =8X8 = 8X8 =4X6(A1) 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 10, 10' 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: 4.00 ft Loc. from endwall: not in 6.50 ft GCpi: 0.18 Wind Duration: 1.60 Top chord 2x4 SP #2 N :T2, T3 2x6 SP 2400f-2.0E: Bot chord 2x6 SP 2400f-2.0E Webs 2x4 SP #3 Wind Wind loads based on MWFRS with additional C&C member design. Additional Notes Refer to General Notes for additional information 40' Snow Criteria (Pg,Pt 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 10, 30' Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): 0.378 E 999 360 VERT(CL): 0.701 E 679 240 HORZ(LL): 0.065 J - - HORZ(TL): 0.120 J Creep Factor: 2.0 Max TC CSI: 0.483 Max BC CSI: 0.326 Max Web CSI: 0.576 VIEW Ver: 18.02.01A.0205.19 11�>1111911I 0 E r r,9 r ,gyp.... a No. Q6367 ap a y ° 4 ► o o w P� °® STATE OF i O • Z. 10, 1' 40' r ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL M 1558 /- /- /871 /730 1133 H 1558 /- /- /871 /730 /- Wind reactions based on MWFRS M Brg Width = 8.0 Min Req = 1.5 H Brg Width = 8.0 Min Req = 1.5 Bearings M & H are a rigid surface. Bearings M & 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 2022 - 3308 E - F 3444 - 5756 C - D 2557 -4225 F - G 2556 -4225 D - E 3444 -5756 G - H 2O22 -3308 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - L 3013 -1738 K - J 5069 - 2923 L - K 5069 - 2928 J- H 3013 -1762 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. C - L 1513 - 799 K - F 736 - 367 L - D 736 -1081 F - J 736 -1081 D - K 736 - 367 J - G 1513 - 799 4ORjV e b�►e� dddllli6llli 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 quire extreme care in fabricating, handling,shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building t Safety Information, bly TPI an SBCA) fsa ety practices prior to performing these functions. Installers shall provide temporary BCSI. Unless noted o herwise,top chord shall have properly attached structural sheathing and bottom chord shall have a propperly ,jid ceilintq Locations shown for permanent lateral restraint of webs shall have bracinfq installed per BCSI sections B3, B7 or 810, re._ App y plates to each face o truss and position as shown above and on the Join Details. unless no otherwise. f�efer to Of SS In Contormance with ANsln HI 1, or for r ling this drawing, indicates acceptance d use of this drawing for any structure more information see this mob's general notes page an, his drawing,any failure to build the on this drawing or cover pa e design Le shown. The suitability ALPINE .N RWCOMV 6750 Forum Drive Suite 305 Orlando FL, 32821 SEQN: 1033821 HIPS Ply: 1 Job Number: N372962 Cust: R8975 JRef:1WXK89750083 T18 % FROM:RWM Qty: 1 ,7A5,175EA,RF01/1756/EASTHAM/EXPRESS DrwNo: 218.20.1558.09408 Truss Label: A8A / YK 08/05/2020 12'9" 40'61 I 15"l22+ 371 54681"6'6" + 2 + 12 5 —6G6 —4p4 T2 =8E8 =8 F14 T3 =6G6 TW T (a) WB (a) T4 !n io B H u' m :��5X14 l 33 A ! I�g,B. 4X8(A1) 1114X4 =8X8 B2 M =8X8 =6X12 1114X4 =4X6(A1) 1 = 30'4" 9'8" 4 6'15'11"8 5'9"12 3'3"12 4 12'S"8 44'4 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 (lbs) TOLL: 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): 0.288 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 /- /- /- /2094 /- EXP: C Kzt: NA Des Ld: 37.00 HORZ(TL): 0.105 C H - /-544 /- /215 /- /- NCBCLL: 0.00 Mean Height: 15.00 ft Code / Misc Criteria Creep Factor: 2.0 Wind reactions based on MWFRS TCDL: 5.2 psf Soffit: 0.00 BCDL: 5.0 psf P Br Width = 8.0 Min Re 2.6 Bldg Code: FBC 2017 RES Max TC CSI: 0.808 g q = Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 K Brg Width = 8.0 Min Req = 6.4 TPI Std: 2014 Max BC CSI: 0.946 H Brg Width = 8.0 Min Req = 1.5 Spacing: 24.0 " C&C Dist a: 4.00 ft Rep Fac: No Max Web CSI: 0.978 Bearings P, K, & H are a rigid surface. Loc. from endwall: NA FT/RT:20(0)/l0(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. :132 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. :W6 2x4 SP #2 N: It is imperative that this truss be installed properly. :W8 2x4 SP 2400f-2.OE: B - O 3858 -1747 L - K 1187 -631 O-N 3825-1742 K-J 909 -2031 Bracing ,t*j�114ftI1l1��� �� A! Q ` ,j N - M 5073 -2338 J - H 901 -2002 ers'7i���A 1187 (a) 1X4 #3SRB or better continuous lateral restraint to be equally spaced.; Attach with (2) 8d Box or Gun q4�/�/��Q�0 M-L -631 oa�� ,�`.r ° App nails 0.113"x2.5",m!n.. Restraint material to be f �l 1C N$e _1 �a� °®� Maximum Web Forces Per Ply (Ibs) � °° aq supplied and attached at both ends to a suitable �+ • Webs Tens.Comp. Webs Tens. Comp. support by erection contractor. ® N0.86367 (a) or scab reinforcement may be used in lieu of CLR ! • • « O - C 586 -95 M - F 3047 -1290 • + C N 1329 605 F K 2938 6028 restraint. substitute (1) scab for (1) CLR and (2) o • - - - - ° scabs for (2) CLR'S where shown. Scab ® • © N - D 376 -276 K - G 1486 -2972 reinforcement to be same size, species, grade, and 80% length of web member. Attach with 0.128x3" gun i "�! o o C D - M 574 -1194 G - J 519 -137 ATE OF • (,V E - M 403 -487 * �} ° STATE nails @ 6" oc. Q ®• �� F1 r�Pv� �Qj Loading #1 hip 6-6-0 j � � supports jacks with no webs. Left side jacks have 6-6-0 setback with 0-0-0 cant �ff�aeiA l- 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, 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 pnor to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted oTherwise,lop chord shall have properly attached structural sheathing and bottom chord shall have a propperly attached rigid ceiling Locations shown forpermanent lateral restraint of webs shall have brac'inqq insalled per BCSI sections B3, B7 or B10, as applicable. Apply plates to each face, of truss and position as shown above and on the JoinCDetails, unless nootherwise. F7efer to drawings 160A-Z for standard plate positions. ALPINE� Alpine, a division of ITW BuildinggComponents Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the truss in conformance with ANSI/TPI 1, for handling, bracing trussesA this drawing or shipping, Installation 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 for is Suite 305 and use of this drawing any structure 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.t inst.or ; SBCA: www.sbcindusl xom; [CC: www.lccsafe.org Orlando FL, 32821 SEQN: 103443 / COMN Ply: 1 Job Number: N372962 Cust: R 8975 JRef:1WXK89750083 T8 ! FROM: RWM Qty: 3 7A5 ,175EA ,RF01 / 1756/EASTHAM/EXPRESS DrwNo: 218.20.1558.08410 Truss Label: B1 / YK 08/05/2020 10, 20' 10, + 10, 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 #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 H0510 C 20' 10, 10, Snow Criteria (Pg,Pf in PSF) Fig: 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, HS 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 t�t��rrrrrr►vr� ® No.86367 a o � m STATE OF�e W�ti ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 809 /- /- /465 /378 /159 D 750 /- /- /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. Camp. B - C 680 -1223 C - D 698 -1223 Maximum Bot 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. C - E 449 - 62 D NA� eeeeerraiu► 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, handlinqg shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI an SBCA) for safety practices pnor 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 properly attachetl rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracingg ins[gIIed per BCSI sections B3, B7 or B10, as applicable. Apply plates to each face, of truss and position as shown above and on the JoinCDetailS. unless noted otherwise. kefer to drawings 160A-Z for standard plate positions. Alpine, a division of ITW BuildinccLLComponents Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the truss in conformance with ANSUtPI 1, or for handling, shipping, installation and bracing of trussesA seal on this drawing or cover pa�e, . listing this drawingg indicates acceptance of ro essiona engineering responsibility solely for the design shown. The sui ability and use of this drawing for any structure is the responsibility of the building Designer per ANSI/TPI 1 Sec.2. For more information see this fob's general notes page and these web sites: ALPINE: www.alpineitw.wm; TPI: www.tpinst.org; SBCA: www.sbcindustry.com; ]CC: www.icesaf ALPINE ..—C — 6750 Forum Drive Suite 305 Orlando FL, 32821 SEQN: 103446 / HIPS Ply: 1 Job Number: N372962 Cust: R8976 JRef:1WXK89750083 T4 FROM: RWM Qty: 1 ,7A5 ,175EA ,RF01 / 1756/EASTHAM/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 SIP #2 N Bot chord 2x4 SP #1 Webs 2x4 SP #3 9'6" 976„ =6X6 :6X6 C D = DAD 20' 2U 9-6„ 9712 8' 9712 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 9.00 ft GCp!: 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 (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 Sid: 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): 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 � a�a,ltl�9�r►rr�o�'� Ova@ ,e s No.86367 e a � r ® m d ®® STATE OF ®cv� ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 807 /- /- /468 /377 1165 E 807 /- /- /468 /377 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Reg = 1.5 E Brg Width = 8.0 Min Reg = 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 S�� �� 0 ® o i['Q '. �' �d�'�rS�dld A1.�� 9llli}61111 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 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 safPety practices prior to performing these functions. Installers shall provide temporary r BCSI. Unless noted o herwise,top chord shall have properly attached structural sheathing and bottom chord shall have a propper y aid ceiling Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or B10, le. AppTy plates to each face oftrussand position as shown above and on the Joint Details, unless noted otherwise. Refer to 60A-Z for standard plate positions. of ss to conformance with ANSUI PI 1, Or for h ting this drawing, indicates acceptance d use of this drawing for any structure more information see this job's general notes page ani from this drawing,any failure to build the t seal on this drawing or cover pa e for the design shown. The su,Pability ALPINE u+vwC n _ 6750 Forum Drive Suite 305 Orlando FL, 32821 SEQN: 103449 / HIPS Ply: 1 Job Number: N372962 Cust: R 8975 JRef:1WXK89750083 T10 % FROM:RWM Qty. 1 7A5,175EA,RF01/1756/EASTHAM/EXPRESS DrwNo: 218.20.1558.08146 Truss Label: B3 / YK 08/05/2020 7'6" 7'6" 12'6" 5' =4X8 N4X6 C D 20' 7'6" T 12 5 � rn to ih 1 B E 79 A F H G 4X4(A2) =5X5 =4X4 =4X4(A2) 20' 1, 7712 '6"12 7'9"8 1, 7'7"12 1 42'2"8 20' 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): 0.047 H 999 360 Loc R+ / R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.087 H 999 240 B 807 /- /- /472 /378 /136 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.020 G - - E 807 /- /- /472 /378 /- Ld:EXP: C Kzt: NA HORZ TL : 0.037 G Wind reactions based on MWFRS Des CL 10.00 Mean Height: 15.00 ft ( ) B Br Width = 8.0 Min Re = 1.5 NCBCLL: 10.00 TCDL: 4.2 psf Code ! Misc Criteria Creep Factor: 2.0 9 q — Soffit: 0.00 BCDL: 5.2 psf Bldg Code: FBC 2017 RES Max TC CSI: 0.664 E Brg Width = 8.0 Min Req = 1.5 Bearings B & E are a rigid surface. Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Max BC CSI: 0.624 Bearings B & E require a seat plate. Spacing: 24.0 " C&C Dist a: 3.00 It Rep Fac: Yes Max Web CSI: 0.094 Members not listed have forces less than 375# Loc. from endwall: not in 4.50 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 795 -1309 D - E 794 -1307 C-D 811 -1156 Top chord 2x4 SP #2 N Bot chord 2x4 SP #2 N Webs 2x4 SP #3 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. Wind B-H 1144 -601 G-E 1143 -624 Wind loads based on MWFRS with additional C&C H - G 1151 -602 member design. Additional Notes Refer to General Notes for additional information `N'NC���A�a�'°gym r ® No, 66367 0 o a � s-0 a �.C a ; STATE OFORI 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, handling,shipping, installing.and bracing. Refer to and follow the latest edition of BCSI (Building t Safety Information, bV TPI and SBCA) fr sa shipping, practices pnor to performing these functions. Installers shall provide temporary r BCSI. Unless noted oyherwise,top chord shall have properly attached structural shealhin and bottom chord shall have a properly qid ceiIinc] Locations shown for permanent lateral restraint of webs shall have bracinc] installed per BCSI 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 60A-Z for standard plate positions. �iri 1, or Tor acce tance any sructure from this drawing,any failure to build the t seal on this drawing or cover pa e for the design shown. The su!t9ability ALPINE 6750 Forum Drive Suite 305 Orlando FL, 32821 SEQN:103452/ HIPS Ply: 1 Job Number: N372962 Cust:R8975 JRef:1WXK89750083T20 /I FROM: RWM City: 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 P 0 B F co G J I H 1—V 3X6(A1) III2X4 = 6X6 1112X4 =3X6(A1) 20' 1 5'7"12 4'4"4 4'4"4 57'12 s'7"12 10, + 144"4 20' 1 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 It 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-M 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 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: No FT/RT:20(0)/10(0) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in Ioc Vdefl 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 �g`I1�tj'11941(I^Ni��� 4 f a No.86367 a STATE OF rp�cr�ro ♦ 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 Req = 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 lro ;� • ® l OR10y>e� L 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 I extreme care in fabricating, handling,shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building t Safety Information, by TPI an SBCA) fsafety 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 properly i1id ceiIincl Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or B10, e. Apply plates to each face oftrussand position as shown above and on the JoinrDetails, unless noted otherwise. kefer to 60A-Z for standard plate positions. of 'im 1, or Torn acce tance any sructure his drawing,any failure to build the on this drawing or cover page Le design shown. The sui ability ALPINE 6750 Forum Drive Suite 305 Orlando FL, 32821 SEQN: 103457 / COMN Ply: 1 Job Number: N372962 Cust: R 8975 JRef:1 WXK89750083 T9 / FROM: RWM Qty: 1 7A5 ,175EA ,RF01 / 1756/EASTHAM/EXPRESS DrwNo: 218.20.1558.07100 Truss Label: C1 / 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 Top chord 2x4 SP #2 N Bot chord 2x4 SP #2 N Webs 2x4 SP #3 6'8" 6,$„ =4X4 C 13'4" 6'8" 12 5 N (D M B D 4 E -8'8" F 2X4(A1) III2X4 =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 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 13'4" 68 68 6'8" 13'4" 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 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 /- 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 ® No. 86367 • s w STATE OF_o �/pro/S�% • • 0 0 '_ C��� NAa+�te�+`o 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 quire Information, by TPI and SBCA) for sa ety practices prior to performing these functions. Installers shall provide temporary r BCSI. Unless noted o herwise,top chord shall have properly attached structural sheathing and bottom chord shall have a pro pper y qid ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or 610, le. Apply late. to each face of truss and position as shown above and on the Joinf Details, unless noted otherwise. kefer to 60A-Z for standard plate positions. of ITW Buiidin Components Group Inc., shall not be responsible for any deviation from this drawing,any failure to build the nce with ANSII� PI 1, or for handlin, shippinfq, installation and bracing of trussesA seal on this drawing or cover page ?ability ing indicates acceptance of pro esslona engineering responsibility solely for the design shown. The suitability yawing for any structure is the responsibility of the uild!ng Designer per ANSI/TPI 1 Sec.2. >ee this job's general notes page and these web sites: ALPINE: www.alpineiha.com; TPI: www.tpinsl.org; SBCA: www.sbcinduslry.conn; ICC: www.iccsafi ALPINE u+ewCW- 6750 Forum Drive Suite 305 Orlando FL, 32821 SEQN: 103454 / COMN Ply: 1 Job Number: N372962 Cust: R 8975 JRef:1 WXK89750083 T7 / FROM:RWM Qty: 3 7A5,175EA,RF01 / 1756/EASTHAM/EXPRESS DrwNo: 218.20.1558.07209 Truss Label: C1A / YK 08/05/2020 6'8" 13'4" 68„ 68„ 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: II EXP: C Kzt: NA Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.00 It Loc. from endwall: not in 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 =4X4 C 13'4" 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 / Mist; 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 Udefl U# VERT(LL): 0.017 E 999 360 VERT(CL): 0.031 E 999 240 HORZ(LL): 0.007 E - - HORZ(TL): 0.014 E Creep Factor: 2.0 Max TC CSI: 0.410 Max BC CSI: 0.499 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 559 /- A /331 /263 /112 D 498 /- P /270 /224 A 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 505 - 785 C - D 526 - 784 Maximum Sot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - E 673 - 385 E - D 673 - 385 i1���i���ae��►o�o�1j� gssos /� p CIONo. 86367 e ® s „ Y P STATE OF o is - ORID�"'� C 'dawAS/ON`A� 1 Okv FL REG# 278, Yoonhwak Kim, FL PE #86367 08/05/2020 READ AND FOLLOW ALL NOTES ON THIS DRAWING! THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS nq, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building rid SBCA) for sa shipping, practices prior to performing these functions. Installers shall provide temporary ,e,top chord shall have properly attached structural sheathing and bottom chord shall have a properly orpermanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or B10, of truss and position as shown above and on the Joint Details, unless noted otherwise. kefer to Alpine, a division of ITW BuildingComponents Group Inc.shall not be responsible for any deviation from this drawing,any failure to build the truss in conformance with ANSI /l PI 1, or for handling, shipping, installation and bracing of trussesA seal on this drawing or cover page , listing this drawing indicates acceptance of proTessionat engineering responsibility solely for the design shown. The suitability and use of this drawing for any structure is the responsibility of the Building Designer per ANSI/TPl 1 Sec.2. For more information see thisiob's general notes page and these web sites: ALPINE: www.alpineitw.com; TPI: www.tpinst.org; SBCA: www.sbcindustry.com; ICC: www.iccsaf ALPINE 6750 Forum Drive Suite 305 Orlando FL, 32821 I SEQN: 103459 / COMN Ply: 1 Job Number: N372962 Cust R8975 JReL1WXK89750083 T12 / FROM: RWM City: 1 ,7A5 ,175EA ,RF01 / 1756/EASTHAM/EXPRESS DrwNo: 218.20.1558.07536 Truss Label: C2 / YK 08/05/2020 TT N p 1 T �41 4'0"15 + 6'1"11 4'0"15 2'0"12 12 3.45 p �7'2"5 { 9'3"1 13'4" 2'0"12 4'0"15 =4X4 =4X6 D E 12 \\\4XI3 ///4 F6 5 � 0 B G A_--_ H8'8" J I 1 =4X4(A2) =4X4 =3X8 =4X4(A2) 13'4" �1,+ aa7 + 46 I 4'59 4'4'7 8'10"7 13'4" Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-10 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Kzt: NA Des Ld: 37.00 Mean Height: 15.00 ft NCBCLL: 10.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 Spacing: 24.0 " C&C Dist a: 3.00 It Loc. from endwall: not in 4.50 It GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord 2x4 SP #2 N Bot chord 2x4 SP #2 N Webs 2x4 SP #3 Special Loads -(Lumber Dur.Fac =1.25 / Plate Dur.Fac.=1.25) TC: From 55 pit at -1.00 to 55 pif at 4.08 TC: From 27 pit at 4.08 to 27 pit 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 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: Varies by Ld Case FT/RT:20(0)/10(0) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): 0.041 D 999 360 VERT(CL): 0.075 D 999 240 HORZ(LL): 0.015 1 - - HORZ(TL): 0.027 1 Creep Factor: 2.0 Max TC CSI: 0.222 Max BC CSI: 0.547 Max Web CSI: 0.086 VIEW Ver: 18.02.01A.0205.19 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 771 /- /- !- /373 /- G 771 /- /- P /373 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 G Brg Width = 8.0 Min Req = 1.5 Bearings B & G are a rigid surface. Bearings B & G require a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - C 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 a, �>tllllfttt►t� ~�%ro �lrENs%f. p ##'Ao No 86367 s r � o r w +� STATE OFft 0 ON 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, handlinq shipping, installing,and bracing.. Refer to and follow the latest edition of BCSI (Building t Safety. Information, b TPI and SBCA) toy sa shipping, practices poor to performing these functions. Installers shall provide tempos - BCSI. Unless noted oytherwise,top chord shall have properly attached structural sheathingq and bottom chord shall have a propperryly �id ceilingg Locations shown for permanent lateral restraint of webs shall have bracincq] insTailed per BCSI sections B3, B7 or B10, a. ADo1v Dlates to each face of truss and Dosition as shown above and on the Join Details. unless noted otherwise. kefer to Alpine, a division of ITW Building Components Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the truss in conformance with ANSI/1 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 essrona engineering responsibility solely for the design shown. The sui ability and use of this drawing, for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. ALPINE mvCObwA 6750 Forum Drive Suite 305 Orlando FL, 32821 SEQN: 101437 / JACK I 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 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 [a] T10'4"2 0 B CV A $r$n D 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 ft Loc. from endwall: not in 4.50 It 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 Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): WAVE **WARNING** READ AND FOLLOW At -IMPORTANT** FURNISH THIS DRAWING TO ALL as Defl/CSI Criteria PP Deflection in loc Udefl L/# 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 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 223 !- /- 1171 /95 188 D 70 /- /- 153 /9 P C 91 /- /- /35 /66 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# a CEN,9 "•� ®ate No, s6367 m e Q ® STATE OF 'D A. 0 R I V �:�,,"� C NA6 1�'ti► FL REG# 278, Yoonhwak Kim, FL PE #86367 08/05/2020 INCLUDING THE INSTALLERS I.. Refer to and follow the latest edition of BCSI (Building ming these functions. Installers shall provide temporary Jctural sheathinq and bottom chord shall have a properly lave bracingq inslalled per BCSI sections B3, B7 or 10, on the Joini Details, unless noted otherwise. Defer to Alpine, a division of ITW Buildinc� Components Group Inc., shall not be responsible for any deviation from this drawing,any failure to build the truss in conformance with ANSI PI 1, or for handling{ shlppintq, Installation and bracing of trussesA seal on this drawing or cover page, listing this drawingg indicates acceptance of ppro essiona engineering responsibility solely for the design shown. The suitability and use of this r7rawing for any structure is go) 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.alpineilw.com; TPI: www.tpinst.org; SBCA: www.sbcindustry.com; [CC: www.iccsaf ALPINE 6750 Forum Drive Suite 305 Orlando FL, 32821 SEQN:103356! MONO Ply: 1 Job Number: N372962 Cust:R8976 JRef:1WXK89760083T17 / FROM: RWM Qty: 3 7A5 ,175EA ,RF01 / 1756/EASTHAM/EXPRESS DrwNo: 218.20.1558.08925 Truss Label: J66 / 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 1112X4 D 12 5 F7,— in N fh B a 8,8" F E 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 endwail: not in 9.00 It GCp!: 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,Pf in PSF) Pg: NA Ct: NA CAT: Ni Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Code / Misc Criteria Bldg Code: FBC 2017 RES TPI Sid: 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): 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 /64 190 F 243 /- /- /155 /85 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Reg = 1.5 F Brg Width = 8.0 Min Reg = 1.5 Bearings B & F are a rigid surface. Bearings B & F require a seat plate. Members not listed have forces less than 375# ® �A•t I� o' No. 8636i a n a ®� STATE OF 4. C, 911r11111�1 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 temporarryy BCSI. Unless noted olherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a propperly �Aceiling Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or B10, e. App?y plates to each face of truss and position as shown above and on the JoinrDetails, unless noted otherwise. F2efer to 60A-Z for standard plate positions. his drawing,any failure to build the on this drawing or cover pa e Le design shown. The suigability ALPINE 6750 Forum Drive Suite 305 Orlando FL, 32821 SEQN: 103358 / MONO Ply: 1 Job Number: N372962 Cust: R8975 JRef:1WXK89750083 T14 I FROM: RWM Qty: 2 7A5 ,175EA ,RFOI / 1756/EASTHAM/EXPRESS DrwNo: 218.20.1558.07630 Truss Label: J66A / YK 08/05/2020 Loading Criteria lost) 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 III2X4 C B 12 5 o_ CV A 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 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. 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) Defl/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 ILL: NA Cs: NA VERT(CL): 0.037 D 999 240 Snow Duration: NA HORZ(LL): 0.010 D - - HORZ(TL): 0.019 ID Code / Misc Criteria Creep Factor: 2.0 Bldg Code: FBC 2017 RES Max TIC CSI: 0.447 TPI Std: 2014 Max BC CSI: 0.360 Rep Fac: Yes Max Web CSI: 0.224 F7/RT:20(0)/10(0) Plate Type(s): VIEW Ver: 18.02.01A.0205.19 WAVE ,, Op0, e No.86367 S p a • STATE OF 4,�` ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL A 230 P P 1150 /74 /117 E 249 P /- /161 /146 P 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# W OF 060 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 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) fo'r safety practices pnor to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathingp and bottom chord shall have a pro any attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracingq installed per BCSI sections B3, B7 or 910, as applicable. Apply fates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. kefer to drawings 160A-Z for s�andard plate positions. Alpine, a division of ITW Buildino Components GrouD Inc. shall not be resoonsible for anv deviation from this drawino.anv failure to build the conformance with ANsln 1`1 1, or for hanounshtppinfq, Insti this drawing,indicates acceptance of ro essiona engi to of this(awing for any structure is the responsibility information see this job's general notes page and these web sites: ALPINE: 1 or cover pa e n. The sui ability P INE A .-COMPANY 6750 Forum Drive Suite 305 Orlando FL, 32821 SEQN: 103345 / EJAC Ply: 1 Job Number: N372962 Gust: R 8975 JRef:1WXK89750083 T38 % FROM: RWM Qty: 14 7A5 ,175EA ,RF01 / 1756/EASTHAM/EXPRESS DrwNo: 218.20.1558.08644 Truss Label: EJ66 / YK 08/05/2020 C 11'5"1 12 5 rn o � ih in CY) B T A $,$„ 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) 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 GCp!: 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. more 6'6" Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: N/ Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Code / Mist; 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): 0.014 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 ,,4_,&AH WAA o �a.o� w 'p E Ns NO. 8636 % a a e + 3TATT OF g cuti ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 311 /- /- /229 1124 /135 D 117 /- /- /90 /17 P C 157 /- /- /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# '����C•�®�0R1D� �®+A0 ion+° FL REG# 278, Yoonhwak Kim, FL PE #86367 08/05/2020 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWINGTO ALL CONTRACTORS INCLUDING THE INSTALLERS It extreme care in fabricating, handlin shipping, installing.and bracing. Refer to and follow the latest edition of BCSI (Building d Safety Information, bVv TPI and SBCA) for sa ety practices prior to performing these functions. Installers shall provide temporarryY BCSI. Unless noted olherwise,top chord shall have properly attached structural sheathinq and bottom chord shall have a proger y aid ceiling Locations shown for permanent lateral restraint of webs shall have bracingq installed per BCSI sections B3, B7 or B10, le. Apply plates to each face of truss and position as shown above and on the Joint Details, unless noted otherwise, fiefer to 60A-Z for standard plate positions. of IHi 1, or Torn acceptance any structure his drawing,any failure to build the on this drawing or cover pa e Le design shown. The uit9abdtty ALPINE 6750 Forum Drive Suite 305 Orlando FL, 32821 SEQN: 103348 / 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 C 11'0"1 12 5 rn i_ Lo N p M B 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: 0 to h/2 C&C Dist a: 3.00 It Loc. from endwall: not in 4.50 It 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. 5'6" 5'6" 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 L/defl L/# VERT(LL): NA 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 e wpprr No, 86367 o '® ®o ®m STATE OF 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'y TPI ang 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 proper y attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or B10, _ as applicable. Apply plates to each face of truss and position as shown above and on the JoinCDetails, unless noted otherwise. kefer to ALPINE^ drawings 160A-Z for standard plate positions. Alpine, a division of ITW Buildin Components Group Inc., shall not be responsible for any deviation from this drawing,any failure to build the truss in conformance with ANSI 1, or for handlin4, shipping, installation and bracing of trussesA seal on this drawing or cover pa 6750 Forum Drive listing this drawing indicates acceptance of pro) le ronaQ engineering responsibility solely for the design shown. The sui 9ability and use of this drawing, for any structure is the responsibility of the building Designer per ANSIITPI 1 Sec.2. Suite 305 For more information see this mob's general notes page and these web sites: ALPINE: www.al ineitwxarn; TPI: www.l inst.or ; SBCA: www.sbcindust .com; ICC: www.iccsafe.org Orlando FL, 32821 ♦ Maximum Reactions (lbs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 274 /- /- /205 /111 /117 D 98 /- /- /75 /14 /- C 131 /- !- 155 /95 /- 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# SEQN: 103344! JACK Ply: 1 Job Number: N372962 Cust: R8975 JRef: 1WXK89750083 T29 l FROM: RWM Qty. 4 7A5 ,175EA,RF01 / 1756/EASTHAM/EXPRESS DnvNo: 218.20.1558.07817 Truss Label: CJ5 KD / 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 Top chord 2x4 SP #2 N Bot chord 2x4 SP #2 N A 12 10'9 4 5 C14 T 00 CV � CV B A $,$r, D 2X4 (A1) 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: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 4.50 ft GCp!: 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' 11 "4 4'11 "4 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: Ni Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Code / Misc Criteria Bldg Code: FBC 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): 0.006 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 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 254 /- P /192 /104 /107 D 88 /- !- /66 /13 /- C 116 /- P /48 /84 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# a`otst��9trrrrrrrP� 4 No. 86367 ' o a e a =�' a STATE DE ®��m d ® 0 0 0 a 0 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 Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, byv TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide tempore bracing per BCSI. Unless no olherwise,top chord shall have properly attached structural sheathin9 and bottom chord shall have a pro erly attached riclid ceilincl Locations shown for permanent lateral restraint of webs shall have bracingq 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 JoinFDetails, unless noted otherwise. kefer to � 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 ANnW COMGA" truss in conformance with ANSI/TPI 1, or for handlin, shippinlq, installation and bracing of trussesA seal on this drawing or cover page , , 6750 Forum Drive listing this drawing, indicates acceptance of pro essfonal engineering responsibility solely for the design shown. The suitability Suite For and use of this drawing for any structure is the 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.alpineitw.com: TPI: www.tpinst.org; SBCA: www.sbcindustry.com; ICC: www.iccsafe.org Orlando FL, 32821 SEQN: 103347 / JACK Ply: 1 Job Number: N372962 Cust: R 8975 JRef.1WXK89750083 T34 % FROM:RWM City: 4 7A5,175EA,RF01/1756/EASTHAM/EXPRESS DnvNo: 218.20.1558.08753 Truss Label: CJ36 / YK 08105/2020 01 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 17 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 it 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. 3'5"4 3'5"4 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: Ni Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Code / Misc Criteria Bldg Code: FBC 2017 RES TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): WAVE C T _CT) 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 N CV 8'8" ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 201 /- P /159 /86 /80 D 59 /- P /45 /8 P C 76 P /- /30 /56 /- 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# 'O JA -A WAlloil( P�,, r g 00. No.86367 a a . m a ® STATE OF g kr�b 0, 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, by TPI an c7 SBCA) r satety practices pnor to performing these functions. Installers shall provide temporary BCSI. Unless noted o)henvise,top chord shall have properly attached structural sheathingg and bottom chord shall have a propperly did ceilingq. Locations shown for ermanent lateral restraint of webs shall have bracingq installed per BCSI sections 63, B7 or 810, le. AppTv plates to each face otptruss and Dosition as shown above and on the Join Details. unless noted otherwise. kefer to ire to build the cover pa e The sui ability any ALPINE 6750 Forum Drive Suite 305 Orlando FL, 32821 SEQN: 103343 / JACK Ply: 1 Job Number: N372962 Cust: R8975 JReL1WXK89750083 T30 % FROM: RWM City: 4 ,7A5 ,175EA ,RF01 / 1756/EASTHAM/EXPRESS DrwNo: 218.20.1558.08285 Truss Label: CJ3 / YK 08105/2020 12 C 1, 2'11"4 2' 11 "4 Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-10 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II 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. 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 T9' 11 "4 N 00 CD 08'8" 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 /81 170 D 50 /- A /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# ,�jjjIIIIIPrrrr/P�� aq� +fib ����" •�� ,�� 4 No.86367 m STATE OFOR ®w� �' S °•pee° o d�0y1`j /0N 1 1 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�g shipping, installing and bracing., Refer to and follow the latest edition of BCSI (Building t Safety Information, b TPI an SBCA) fo'r safety practices pnor to performing these functions. Installers shall provide temporary BCSI. Unless noted o)herwise,top chord shall have properly attached structural sheathing and bottom chord shall have a properly 'lid. ceilinq. Locations shown foyermanent lateral restraint of webs shall have bracinfq installed per BCSI sections B3, B7 or 810, i e. Aoo v plates to each face o truss and position as shown above and on the Join Details, unless noted otherwise. Refer 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 ANSI/TPI 1, or for handlin, shippintq, installation and bracing of trussesA seal on this drawing or cover pa listing this drawing,indicates acceptance of pro essiona engineerin responsibility solely for the design shown. The su! ability and use of this awing for any structure is the responsibility of the �uilding Designer per ANSI/TPI 1 Sec.2. ALPINE -CO At 6750 Forum Drive Suite 305 Orlando FL, 32821 SEQN:103342/ JACK Ply: 1 Job Number: N372962 Cust:R8975 JRef:1WXK89750083T33 ll FROM: RWM City: 4 7A5 ,175EA ,RF01 / 1756/EASTHAM/EXPRESS DrwNo: 218.20.1558.08831 Truss Label: CJ1 / 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 12 5 7777- C V 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: Any 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. B N 00 ao = D 2X4(A1) 1i 11"4 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): 0.000 D HORZ(TL): 0.000 D Creep Factor: 2.0 Max TC CSI: 0.188 Max BC CSI: 0.025 Max Web CSI: 0.000 VIEW Ver: 18.02.01A.0205.19 911114 ee ♦ Maximum Reactions (lbs) Gravity Non -Gravity Loc R+ ! R- / Rh / Rw / U / RL B 142 /- /- /135 /87 /34 D 10 /-2 /- /19 /12 /- C - /-15 /- /27 129 /- 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# *�III,,IIIIItIIIto Lifott"p NO. 86367 ° :o a STATE OF ° tv7 q ',ao� °®l ORI rem® C ONA 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 and SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporarryY BCSI. Unless noted oTherwise,top chord shall have properly attached structural sheathingp and bottom chord shall have a pro pperly aid ceilingq Locations shown for permanent lateral restraint of webs shall have bracincql installed per BCSI sections B3, B7 or B10, He. AopTv plates to each face of truss and position as shown above and on the Join Details. unless noted otherwise. kefer to Alpine, a division of ITW BuildiphComponents Group Inc., shall not be responsible for any deviation from this drawing,any failure to build the truss in conformance with ANSI/l PI 1, or for handling, shlppiniq, installation and bracing of trussesA seal on this drawing or cover page, listing this drawing, indicates acceptance of ro essiona engineering responsibility solely for the design shown. The suitability and use of this drawing for any structure is the responsibility of the Building Designer per ANSIfTPI 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.iccsafi ALPINE pN mYCOMY*Nr 6750 Forum Drive Suite 305 Orlando FL, 32821 SEQN: 1033461 JACK Ply: 1 Job Number: N372962 Cust: R8975 JRef:1WXK89750083 T35 1I FROM: RWM Qty: 4 7A5 ,175EA ,RF01 / 1756/EASTHAM/EXPRESS DrwNo: 218.20.1558.07552 Truss Label: CJ16 / YK 08105/20, T C 2X4(A1) 1' T 1'5"4 i 1'5"4 a� 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 SIP #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. 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 L/# VERT(LL): NA VERT(CL): NA HORZ(LL): 0.000 D HORZ(TL): 0.000 D Creep Factor: 2.0 Max TC CSI: 0.188 Max BC CSI: 0.026 Max Web CSI: 0.000 VIEW Ver. 18.02.01A.0205.19 9'3" 12 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 143 /- /- /128 /73 /43 D 20 /- /- /23 /8 /- C 13 /- /- /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# 9`,�jjjII4�IlIfiltp pN� Ak 'Oa 90a 80 Asi -P �4 No.86367 w �+ 1 STATE of ®cv� ONAI- 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) fo'r sa shipping, practices pnor to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted o1herwise,top chord shall have properly attached structural sheathing and bottom chord shall have a progeny attached riid ceilin Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, as applicable. Apply plates to each face of truss and position as shown above and on the Joinf Details, unless noted otherwise. kefer to ALPINE , drawings 160A-Z for standard plate positions. �LPPII 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 •xmvc­ truss in conformance with ANSI/TPI 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 ppro essiona engineering responsibility solely for the design shown. The suitability and use of this drawing for any structure is I e responsibility of the Building Designer per ANSI/TPI 1 Sec.2. Suite 305 For more information see this'ob's general notes page and these web sites_ ALPINE: www.alpineitw.com; TPI; www.tpinst.org; SBCA www.sbcindust_ xom;. [CC: www.iccsafe.org Orlando FL, 32821 SEQN: 1014431 JACK Ply: 1 Job Number: N372962 Cust: R 8975 JRef:1WXK89750083 T26 I 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 90 CV � B CV T A 8-8" 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 SIP #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 ft Loc. from endwall: not in 4.50 It 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 Sid: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): WAVE Deft/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 /97 195 D 76 /- /- /56 /11 P C 99 P 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# WAk � 6 AAA 4 ®' N0. 8636% o ® STATE OF ®ro0�0 w t- ����e�(�r�jdl�Alll9��, 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 temporarryy BCSI. Unless noted o) herwise,top chord shall have properly attached structural sheathing and bottom chord shall have a pro efly �id ceilin Locations shown forpermanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or �10 a. Apply plates to each face of truss and position as shown above and on the Join Details. unless noted otherwise. kefer to' Alpine, a division of ITW Buildin Components Group Inc.. shall not be responsible for any deviation from this drawing,any failure to build the truss in conformance with ANSI/9 PI 1, or for handlin, shippintq, installation and bracing of trussesA seal on this drawing or cover page, listing this drawing indicates acceptance of ro essiona engineering responsibility solely for the design shown. The suitability and use of this drawing, for any structure is the responsibility of the Building Designer per ANSI/TPI 7 Sec.2. ALPINE 6750 Forum Drive Suite 305 Orlando FL, 32821 SECiN: 103354 / HIP_ Ply: 1 Job Number: N372962 Cust: R8975 JRet:1WXK89750083 T16 % FROM: RWM City: 2 7A5 ,175EA,RF01 / 1756/EASTHAM/EXPRESS DrwNo: 218.20.1558.08472 Truss Label: HJ66 / YK 08/0512020 4'8"12 4'8"12 9'0"13 4'4"1 1 V4"7 12 3.54 2M C T 0 N O M B a i A 148,8' FE 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 " 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 Lumber 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 plf at -1.41 to 55 plf at 0.00 TC: From 2 plf at 0.00 to 2 plf at 9.07 BC: From 2 plf at 0.00 to 2 plf 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. 8'5"2 8'5"2 Snow Criteria (Pg,Pr 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)/10(0) Plate Type(s): WAVE 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 7"1 1�I111111I1►�wI/ 4 No. 86367 + � r ",� �� STATE OF c - 4 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 290 /- /- P /186 /- E 338 /- /0 /- /121 /0 D 95 /- /- /- 166 /- 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 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 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 performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted dtherwise,top chord shall have properly attached structural sheathin and bottom chord shall have a pro erly attached rigid ceiling Locations shown fortpermanent lateral restraint of webs shall have bracinfq installed per BCSI sections B3, B7 or �10, as applicable. Apply plates to each face o truss and position as shown above and on the Join Details, unless noted otherwise. f�efer to drawings 160A-Z for standard plate positions. rTPI 1; or for r acceptance any structure any deviation from this drawing,any failure to build the rig of trussesA seal on this drawing or cover pa e , sibility solely for the design shown. The suitability )esigner per ANSIITPI 1 Sec.2. TPI: w Apinst.org; SBCA: w .sbcindustryxom; ICQ w Jccsaf ALPINE n"mvcomv 6750 Forum Drive Suite 305 Orlando FL, 32821 SEQN: 103352/ HIP_ Ply: 1 Job Number: N372962 Cust:R8975 JRef:1WXK89750083T39 I FROM: RWM Qty: 2 ,7A5 ,175EA ,RF01 / 1756/EASTHAM/EXPRESS DrwNo: 218.20.1558.08675 Truss Label: HJ56 / YK 08/05/2020 T 4"1 C 12 10'11"13 3.54 ti N N O M B a 8i8n D 2X4(A1) __0 �-- 1'5"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 Des Ld: 37.00 EXP: C Kzt: NA Mean Height: 15.00 ft NCBCLL: 10.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 Spacing: 24.0 " C&C Dist a: 3.00 ft Loc. from endwall: not in 4.50 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord 2x4 SP #2 N Bot chord 2x4 SP #2 N Special Loads ---(Lumber Dur.Fac =1.25 / Plate Dur.Fac =1.25) TC: From 0 plf 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)/10(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 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 239 /- /- /- 195 /- D 137 /- /- /- /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# a�e�ta�4goWA v�g `r►arrre No. 86367 P � � STATE OF ®„ 1./ ,r�;, S/oridQ FL REG# 278, Yoonbwak 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, bVV TPI and SBCA) fr sa shipping, practices prior to performing these functions. Installers shall provide temporary BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathinq and bottom chord shall have a properly )1id ceiling Locations shown for permanent lateral restraint of webs shall have bracingp installed per BCSI sections B3, B7 or k310, e. AppYy plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. kefer to 60A-Z for standard plate positions. of ITW Building Components Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the ice with ANSII PI 1, or for handling, shipping, installation and bracing of trussesA seal on this drawing or cover pae no,indicates acceptance of professional engineering responsibility solely for the design shown. The sui ability awing for any structure is the responsibility of the uilding Designer per ANSI/TPI 1 Sec.2. ;ee this job's general notes page and these web sites: ALPINE: www.alpineitw.com; TPI: www.tpinsLorg; SBCA: www.sbdndustry.com; ICC: wwwkcsafi ALPINE 6750 Forum Drive Suite 305 Orlando FL, 32821 SEQN:101450/ HIP_ Ply: 1 Job Number: N372962 Cust:R8975 JRefAWXK89750083T32 l FROM: RWM Qty: 2 7A5 ,175EA,RF01 / 1756/EASTHAM/EXPRESS DrwNo: 218.20.1558.04090 Truss Label: HJA / YK OB/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 10'11"15 12 4.56 � N CV O B A $,$„ D 2X4(A1) 1 6' 1'1"3 "1 6'0"1 0I Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria Wind Sid: ASCE 7-10 Pg: NA Ct: NA CAT: NA PP Deflection in loc L/defl L/# Speed: 160 mph Pf: NA Ce: NA VERT(LL): NA Enclosure: Closed Lu: NA Cs: NA VERT(CL): NA Risk Category: II Snow Duration: NA HORZ(LL): 0.007 D EXP: C Kzt: NA HORZ(TL): 0.014 D Code / Misc Criteria Mean Height: 15.00 ft Creep Factor: 2.0 BCDL: .psf BCDL:.0 psf 5 Bldg Code: FBC 2017 RES Max TC CSI: 0.438 MWFRS Parallel Dist: 0 to h/2 TPI Sid: 2014 Max BC CSI: 0.264 C&C Dist a: 3.00 ft Rep Fac: No Max Web CSI: 0.000 Loc. from endwall: NA FT/RT:20(0)/l0(0) GCpi: 0.18 Plate Type(s): VIEW Ver: 18.02.01A.0205.19 Wind Duration: 1.60 WAVE 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. ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 128 /- /- /- /62 /- D 64 /- /- /14 /- !- C 143 /- /- P /107 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# NMWAx,t`i' a d a No.86367 4 a STATE OFti 0' 0•pry®40C 9 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 quire Information, by TPI and SBCA) fo'r sa shipping, practices prior to performing these functions. Installers shall provide temporarryY BCSI. Unless noted o) herwise,top chord shall have properly attached structural sheathin and bottom chord shall have a pro Pry id ceilin Locations shown for permanent lateral restraint of webs shall have bracingq installed per BCSI sections B3, B7 or B10, ) e. App�y plates to each face of truss and position as shown above and on the JoinfDetails, unless noted otherwise. kefer to 6OA-Z for standard plate positions. Of rim 1, or Tor acceptance any structure failure to build the f or cover pa e n. The sui ability ALPINE m"mvco Aw 6750 Forum Drive Suite 305 Orlando FL, 32821 SEQN: 101451 / HIP_ Ply: 1 Job Number: N372962 Cust: R 8975 JRef:1 WXK89750083 T11 ! FROM: RWM Qty: 2 7A5 ,175EA ,RFOI / 1756/EASTHAM/EXPRESS DrwNo: 218.20.1558.03901 Truss Label: HJB I / YK 08105/2020 Loading Criteria (psi) 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 12 10'4"13 4.56 o - N � B N A JE$r8,r D 2X4(A1) �- 1'1 "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: 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 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 41616 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): 0.002 D HORZ(TL): 0.003 D Code / Misc Criteria Creep Factor. 2.0 Bldg Code: FBC 2017 RES Max TC CSI: 0.148 TPI Std: 2014 Max BC CSI: 0.088 Rep Fac: No Max Web CSI: 0.000 FT/RT:20(0)/10(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 95 /- /- P /50 /- D 32 /- /- /9 /- P C 73 /- /- /- /55 /- 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# `,I�I1111f1I1i eve go 0. 4 o No, 66367 s o� STATE OF q "o'n�C`°• ZORIVP- .ear C ee s' •�oo+so 0 /ON�Aa 111 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, bV TPI and SBCA) fsafety practices pnor to performing these functions. Installers shall provide temporary BCSI. Unless noted o�herwise,top chord shall have properly attached structural sheathing and bottom chord shall have a properly 51id cei!inq Locations shown for permanent lateral restraint of webs shall have bracing ins alled per BCSI sections B3, B7 or 810, e. App y lates to each face of truss and position as shown above and on the Join QDetails, unless noted otherwise. kefer to 60A-Z for s�andard plate positions. a division of I YI 1, or Tor n acce lance any sructure from this drawing,any failure to build the t seal on this drawing or cover pa e for the design shown. The suitability ALPINE A RWCObwAMI 6750 Forum Drive Suite 305 Orlando FL, 32821 1/2" 1 TRULOX INFORMATION DETAIL TYPICAL OFF PANEL SPLICE DO NOT APPLY NABS WITHIN 1/2" OF LUMBER TYPICAL PANEL POINT WITHOUT SPLICE EDGES OR I" OF LUMBER ENDS ON EACH FACE, AS SHOWN BY DASHED LINES. 1/2"1 r 1 r1/2" 1/2" - - T—La —T a : NAILS MUST NOT SPLIT LUMBER. n / n / y1/2„ 1/2" n 1 2" / 1� n 1/2„ 1/2" —T TYPICAL FILLER �- - - - - - - /2 1/2„ 2 1,2 ^ � y TYPICAL HEEL PLATE AS SPECIFIED ON SEALED n TYPICAL PANEL POINT SPLICE . DESIGN ,� � _�� 1/2^1 r 1 r1/2„ 1y 1/�2" 1/2" /2 n T— S� 1/2" n ,yff1l11�2" L" 1 I2„ 11 n q�`��,04 iO �wA;j ? � — — — —�- ` ®� �CENS•�� ��o 1„ n TRULOX PLATE `�a4' • APPLIED OVER A+4 ��yy • J �_ OTHER PLATES. m 6 No. 8633 V ®-- --T 1/2 s R + n n 1/2" s '0� STATE OF •lbw NOTES: ��'�: Q�Q �1v� C TRULOX PLATING (n) IS THE REQUIRED NUMBER OF 0.120" X 1.375" NAILS, OR EQUAL, PER FACE �djol 6 s ® a Q LOCATES PLATEPER PLY AS IED ON THE CORNER ORNER OR FLUSH EDGELED . REFERENCING THIS DETAIL. ia�lsS,O+A` F o ALPINE ❑ LOCATES PLATE CENTER. AN ITW COMPANY TL 514 Earth City Expressway suit. 242 E Earth City, MO 63045 ��� � , Yoonhwak Kim, FL PE #86367 DATE10/01/14 Gable Stud Reinforcement Detail ASCE 7-101 140 mph Wind Speed, 15' Mean Height, Enclosed, Exposure C, Kzt = 1.00 ❑ri 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 fir, Inn mnh Wind Crleed. IS' Monn Holnh+_ Pnr+inn,, r-ir od. rvnnv,ro n k�+ = inn S 2x4 Brace Gable Vertical Spacing Species Grade No Braces (1) Ix4 'L' Brace )K (1) 2x4 'L' Brace x (2) 2x4 'L' Brace xx (1) 2x6 'L' Brace x (a) 2x6 'L' Brace x Group A Group B Group A Group B Group A Group B Group A Group B Group A Group B +) ( #1 / #2 4' 3' 7' 3' 7' 7' 8' 7' e' ill 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' LIP Stud 4' 1' 6' 7' 7' 0' 81 6' 8' 10, 10, 1' 10' 6' 13' 4' 13' 10' 14' 0' 14' 0' O H Standard 4' 1' 5' 8' 6' 0' 7' 7' 8' 1' 10, 1' 10, 6' ill 10, 12, 8' 14' 0' 14' 0' #1 4' 6' 7' 4' 7' 8' B' 8' 9' 0' 10' 4' 10, 9' 13, 8' 14' 0' 14' 0' 14' C' J S P #2 4' 3' 7' 3' 7' 7' 8' 7' 8' 11' 10, 3' 10, 8' 13' 6' 14' 0' 14' 0' 14' 0' � F #3 4' 2' 6' 0' 6' 4' 7' 11' 8' 6' 10' 2' 10' 7' 12' 5' 13' 4' 14' 0' 14' 0' Stud 4' 2' 6' D' 6' 4' 7' I1' 8' 6' 10' 2' 10' 7' 12' 5' 13' 4' 14' 0' 14' 0' d 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 1 4' 11' 8' 4' 8' 8' 9' 10, 10' 3' 11' 8' 12, 2' 14' 0' 14' 0' 14' 0' 14' 0' _ S P P #3 4' 8' 8' 1' e' e' 1 9' 8' 10, 1' 11' 7' 12' 1' 14' 0' 14' 0' 14' 0' 14' 0' U LIP Stud 4' 8' 8' 1' 8' 6' 9' B' 10, 1' 11' 7' 12, 1' 14' 0' 14' 0' 14' 0' 14' 0' OL o �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' ill 10, 12' 4' 14' 0' 14' 0' 14' 0' 14' 0' S P #2 4' 11' 8' 4' 8' 8' 9' 10, 10' 3' 11' B' 12' 2' 14' 0' 14' 0' 14' 0' 14' 0' #3 4' 9' 7' 4' 7' 9' 9' 9' 10' 2' 11' 8' 12, 1' 14' 0' 14' 0' 14' 0' 14' 0' QJ D P L Stud 4' 9' 7' 4' 7' 9' 9' 9' lo, 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' 0 r #1 / #2 5' 5' 9' 2' 9' 6' 10' 10' ll' 3' ill 8' 13' 5' 14' 0' 14' 0' 14' 0' 14' 0' d S P r #3 5' 1' 9' D. 9' 4' 10, 8' ill 1' 12' 9' 13' 3' 14' 0' 14' 0' 14' 0' 14' 0' LJ P Stud 5' 1' 9' 0' 9' 4' 10, B' ill 1' 12' 9' 13, 3' 14' 0' 14' 0' 14' 0' 14' 0' O f l Standard 5' 1' 6' 0' 6' 6' 10, 8' ill 1' 12' 9' 13' 3' 14' 0' 14' 0' 14' 0' 14' 0' X #1 5' 8' 9' 3' 9' 8' 10, ill 11' 4' 13, 0' 13' 6' 14' 0' 14' 0' 14' 0' 14' 0' d S P #2 5' 5' 9' 2' 9' 6' 10, 10, 11' 3' 12' 11' 13' 5' 14' 0' 14' 0' 14' 0' 14' 0' #3 1 5' 3' 8' 5' 9' 0' 10, 9' 11' 2' 12' 10' 13' 4' 14' 0' 14' 0' 14' 0' 14' 0' r-I D F L Stud 5' 3' 8' 5' 9' 0' 10, 9' 11' 2' 12' 10, 13' 4' 14' 0' 14' 0' 14' 0' 14' 0' Standard 5' 1' 7' 5' 7' 11' 9' 11' 10' 7' 12' 9' 13' 3' 14' 0' 14' 0' 1 14' 0' 14' 0' Bracing Group Species and Grades) Group AI S ruce-Pine-Fir Hen -Fir #1 / #2 Stondard #2 Stud #3 Stud #3 Standard Douglas Fir -Larch Southern Plnexxw #3 #3 Stud Stud Standard Sta ndard Group III Hen -Fir #1 L B"#1 Douglas Fir -Larch Southern Plnewrw #1 #1 #2 #2 Ix4 Braces shall be SRB (Stress -Rated Board), xwFor lx4 So. Pine use only Industrial 55 or Industrial 45 Stress -Rated Boards, Group BIJ values may be used with these grades. 11 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, About Attach 'L' braces with 10d (0,128'x3,0' min) nails. able Truss )K For (1) 'L' brace, space nails at 2' o.c. In 18' end zones and 4' o.c. between zones. Diagonal brace option, )K)I(For (2) 'L' braces, 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' )K 'L' bracing must be a minimum of 80% of web brace Is used. Connect diabrace for L member length. Bonal at each endMax web Brace �� W !� �,%/r Gable Vertical Plate Sizes total length Is 14'.1i( 2x4 DF-L #2 I O ® � # p�� Verticnl Len th No S lice Less than 4' 0' IX4 or 2X3 or better diagonal ®> (� ®r `"' o',� Greater than 4' 0' 3X4 T t �® 0® Vertical length shown In table bracer single or double cut 8, f above. 45' L 1 (as shown) at 3 + Refer to common truss design for upper end, U. peak, splice, and heel plates. Connect dl onlL+gL+sBHenring 'e _ WW Refer to the Building Designer for conditions vera at midpoint of verticat web. Refer to chart abo C �. C g„ /1 Ica ® olif M vl@ff t not addressed by this detall. oVARNINGIo READ AND Fm.LOV ALL NOTES ON THIS ➢RgVDIGI ..IMPORTANT.. FURNISH THIS BRAVING TU ALL CONTRACTORS INCLUDING THE tNSTALLERS. 0; a ) +��Q[y .{� ♦ F T®y „o® REF ASCE7-10-GAB14015 B Trusses requlre extreme In fabricating, handling, shipping, Installing bracing. Refer to ` 1 ((y� 0 () DATE 10/01/14 care and and follow the latest edition of BCSI (Building Component Safety Informatlon, by TPI and SBCA) for safety d lJ 9 ®� practices prior to performing these functions. Installers shell provide temporary bracing per BCSI. �; l��y/jit A 1 0 DRWG A14015ENC101014 lah,Unless noted otherrlse, top chord shall hove properly attached structural rhea hing nn bottom chord shall have a properly attached rigid ceBing. Locations shown for permanent lateral restraint of webs `� 1 y N l� �!hi 4111+e ��+ia` ® shall have bracing Installed per BCSI sections B3, B7 or BID, as applicable. Apply plates to each face the DetaRs, ALPINE of eruto and o, 160 ar shown above and on oin unless noted otherwire. Refer to drawings I60A-2 for standard plate positions. ions. AlPine, a uBvlslon of ITV Building Components Group Inc. shall not be responsible for any deviation from )AX, this drawing, any failure to buIld the truss In conformance with ANSI/TPI 1, or for handling, shipping, T❑T, LD, 60 PSF ANITWCOMPANY Installation L bracing of trusses. A seal on this drawing or cover page Usting this drawing, Indicates acceptance of professional 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 responsibility of the Mating Designer per ANSI/TPI 1 Sera'. MAX. SPACING 24.0w Earth City, MO 63045 For more Information see this ,lob's general notes page and these web sit �b8 Yoonhwak Kim, FL PE #8636% ALPINE, www.alpineitw.coml TPI. www.tpinst.orgi SBCA, wwcsbclndustryargi ICG wwwlc w Gable Stud Reinf orcement Detail ASCE 7-10i 140 mph Wind Speed, 30' Mean Height, Enclosed, Exposure C, Kzt = 1.00 Ors 120 mph Wind Speed, 30' Mean Height, Partially Enclosed, Exposure C, Kzt = 1.00 Or, 120 mph Wind Speed, 30' Mean Height, Enclosed, Exposure D, Kzt = 1.00 nr, inn mnh wtnr! cn 4 '3n' III- w.i-k+ pmr+i,,ii , 7 -I-.4 c*-- -..-- n It-.+ - 1 nn S 2x4 Brace Gable Vertical Spacing Species I Grade No Braces (1) Ix4 'L' Brace x (1) 2x4 'L' Brace x (2) 2x4 'L' Brace AIw (1) 2x6 'L' Brace ■ (2) 2x6 'L' Brace ■ Group A Group B Group A Group B Group A Group B Group A Group B Group A Group B #1 / #2 4' V 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, D' 12' 8' 13' 2' 14' 0' 14' 0' iJ Stud 3' 10' 6' 2' 6' 6' 6' 1' 8' 5' 9' 8' 10, D' 12, 8' 13' 2' 14' 0' 14' 0' O I� Standard 3' 10, 5' 3' 5' 7' T 0' T 6' 9' 6' 10' 0' 11' 0' ill 10' 14' 0' 14' 0' #1 4' 2' 7' 0' 7' 3' 8' 3' 8' 7' 9' 10' 10' 3' 13' 0' 13, 6' 14' 0' 14' 0' S P #2 4' V 6' 11' 7' 2' 8' 2' 8' 6' 9' 9' 10' 2' 12' 10' 13' 4' 14' 0' 14' 0' #3 4' D' 5' 7' 5' 11' 7' 5' 7' 11' 9' B. 10, 1' 11' 7' 12' 5' 14' D' d ou D F L Stud 4' D' 5' 7' 5' 11' 7' 5' 7' 11' 9' B. 10, 1' 11' 7' 12' 5' 14' 0' 14' 0' Standard 3' 9' 4' 11' 5' 13' 6' 6' 7' 0' 8' 10' 9' 6' 10' 3' 111 0' 13' 11' 14' 0' U #1 / #2 4' 8' 7' 11' 8' 3' 9' 4' 9' 9' 11' 2' 11' 7' 14' 0' 14' 0' 14' 0' 14' 0' _ S P F #3 4' 5' 7' 6' 1 8' 3' 9' 3' 9' 7' 11' 0' 111 6' 14' 0' 14' 0' 14' 0' 14' 0' U LJ P Stud 4' 5' 7' 6' 8' 0' 9' 3' 9' 7' 11' 0' 11' 6' 14' 0' 14' 0' 14' 0' 14' 0' O 1 1 Standard 1 4' 5' 6' 5' 6' 10' 8' 7' 9' 2' 11' 0' 11' 6' 13' 6' 14' 0' 14' 0' 14' 0' \ #1 4' 101 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' 8' I1' 1' 11' 6' 14' 0' 14' 0' 14' 0' 14' 0' Dr r L Stud 4' 7' 1 6' 10' 7' 3' 9' 1' 9' S. 11' 1' 11' 6' 14' 0' 14' 0' 14' 0' 14' 0' Standard 4' 5' 6' 0' 6' 5' 8' 0' 8' 7' 10, 10' 11' 6' 12' 7' 13' 15' 14' 0' 14' 0' #1 / #2 5' 2' 8' 9' 9' 1' 10' 4' 10' 9' 11' 2' 12, 9' 14' 0' 14' D' 14' 0' 14' 0' d Sr P f #3 4' 10' 8' 7' 8' 11' 10, 2' 10' 7' 12' 2' 12, 8' 14' 0' 14' 0' 14' 0' 14' 0' LD U u d 4' 10' 8' 7' 8' I1' 10, 2' 10' 7' 12' 2' 12, 8' 14' D' 14' 0' 14' 0' 14' 0' O I� 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, 11' 14' 0' 14' D' 14' 0' 14' 0' d Zk 01 S P #2 5' 2' 8' 9' 9' 1' 10' 4' 10, 9' 12' 3' 12' 9' 14' 0' 14' D' 14' 0' 14' 0' #3 5' 0' t 7' 10' 8' 4' 10' 3' 10, 8' 12' 2' 12' 8' 14' 0' 14, 0' 14' 0' 14' 0' c I D P L 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' 1 9' 3' 1 9' 10' 12' 2' 1 12' 8' 14' 0' 14' 0' 1 14' 0' 14' 0' ymm About) able Truss Diagonal brace option, vertical length may be T doubled when diagonal 18' W brace Is used, Connect L diagonal brace for 525# •L,• of each end. Max web Brace total length Is 14'. 2x6 DF-L 02 or I fi better diagonal T- Vertical length shown brace) single 8• In table above,P45* or double cut (as shown) at L 1 re upper end, onp�t�gg{y Connect dlogonn at o-1a, midpoint of vertical web, Refer to chart abo --WARNING-- READ AND FOLLOV ALL NOTES ON THIS DRAWINGI e' �I ceIMPQ2TANTrw FURNISH THIS BRAVING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. Trusses require extreme care In fabricating, handling, shipping, Installing and bracing. Refer to and 4 Pthe latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) for sofety practices prior to performing these functions. Installers shall provide tempororyy bracing per BCSit. Unless noted otherwise, top chord shall have properly attached structural sheathlnp and bottom chord shall have a properly attached rigid ceiling. Locations shown for permanent lateral restraint of webs shall have bracing Installed per BCSI sections B3, 37 or 310, as applicable. Apply plates to each face of truss and pposition oc in lon as above the Joint Details, sales[ noted otherwise. LP I N E Refer to drawings for for standard plate poe o ill a ,4 Alpine, a division of ITV Bullding Components Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the truss In conformance with ANSI/TPI 1, or for handling, shipping, AN ITW COMPANY Installation L bracing of trusses. A seal on this drawing or cover page listing this drawing, Indicates acceptance of professional 514 Earth City Expressway engineering responsibility solely for the design shorn The suitability and use of this drowkp Suite 242 for any structure Is the responsibility of the BuArLng Designer per AHSI/TPI 1 Sece. Earth City, MO 63045 Q$ p For more information see this Job's general notes page and these web sit�8�(I,u7�L1"JQ78 ALPINE, www.alpineitw.com, TPI, www.tpinst.org, SBCA, wwrsloctndustry.orgl ICG rvlc f M IIIp1 Pg �i 6h7, I 4Tg E iCO ®'41 LORID a° S 0 D A ®® 9 Bracing Group Species and Grades, Group A, S ruce-Pine-Fir Hen -Fir #1 / #2 Standard #2 Stud #3 Stud #3 Stondord Dou as Fir -Larch Southern PlnewXw1 #3 #3 Stud Stud Standard St andard Group B, Hem -Fir #1 & Btr #1 Douglas Flr-Larch Southern Plnexwls #1 #1 #2 #2 lx4 Braces shall be SRB (Stress -Rated Board). osFor ix4 So. Pine use only Industrial 55 or Industrial 45 Stress -Rated Boards. Group B values may be used with these grades, Gable Truss Detail Notest 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. Attach 'L' braces with 10d (0.12B'x3.0' min) naps, il( For (1) 'L' brace, space malls at 2' o.c. In 18' end zones and 4' o.c. between zones, il()i(For (2) 'L' braces, space nails at 3' o.c. In 18' end zones and 6' o.c. between zones. 'L' bracing must be o minimum of 80% of web member length, Gable Vertical Plate Sizes Vertical Len th No Splice Less than 4' 0' 2X4 Greater than 4' 0', but 3X4 less than 11' 6' Greater than 11' 6' 4X4 + Refer to common truss design for peak, splice, and heel plates, Refer to the Building Designer for conditions not addressed by this detail. AX, TOT, LD. 60 PSF Yoonhwak Kim, FL PE #86367 IMAX, SPACING 24.0' F ASCE7-10-GAB14030 TE 10/01/14 WG A14030ENC101014 W 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 ❑r; 12n moh Wind C,Ped. in, Mann Halnht_ Pnr+lntly Fnrincod_ Fvnn-no n. Vim+ = i nn S 2x4 Brace Gable Vertical Spacing Species Grade No Braces (1) lx4 'L' Brace x (1) 2x4 'L' Brace . (2) 2x4 'L' Brace .. (1) 2x6 'L' Brace . (2) 2x6 'L' Brace Nis Group A Group B Group A Group B Group A Group B Group A Group B Group A Group B r' #1 / #2 3' 10' 6' 7' 6' 10, 7' 9' 8' 1' 9' 3' 9' 7' 12' 2' 12, 8' 14' 0' 14' 0' U S P r #3 3' 8' 5' 9' 6' 2' 7' 8' 7' 11' 9' 1' 9' 6' 12' 0' 12' 6' 14' 0' 14' 0' Q H F Stud 3' 8' 5' 9' 6' 1' 7' 8' 7' 11' 9' 1' 9' 6' 12' 0' 12' 6' 14' 0' 14' 0' Standard 3' 8' 4' 11' 5' 3' 6' 7' 7' 1' 8' 11' 9' 6' 10' 4' I1' 1' 14' 0' 14' 0' #1 4' 0' 6' 8' 6' 11' 7' 101 8' 2' 9' 4' 9' 8' 12' 4' 12' 9' 14' 0' 14' 0' J S P #2 3' 10, 6' 7' 6' 10' 7' 9' 8' 1' 9' 3' 1 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' F Stud 3' 9' 5' 3' 5' 7' 6' Il' 7' 5' 9' 2' 9' 7' 10, I1' 11' 8' 14' 0' 14' 0' d Standard 3' 6' 4' 7' 4' 11' 6' 2' 6' 7' 8' 4' 8' 11' 9' 8' 10' 4' 13' 1' 14' 0' _U #1 / #2 4' 5' 7' 6' 7' 9' e' 10' 9' 3' 10' 7' 11' 0' 13' 11' 14' 0' 14' 0' 14' 0' _ S P F #3 4' 2' 7' L' 7' 9' 8' 9' 9' 1' 10' 5' 10, 10, 13, 9' 14' 0' 14' 0' 14' 0' U LJ 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 Standnrd 4' 2' 6' 1' 6' S' 8' 1' B' 8' 10' S' 10' 10' 12' 8' 13' 7' 14' 0' 14' 0' #1 4' 7' 7' 7' 7' 11' 9' 0' 9' 4' 10, 8' I1' 1' 14' 0' 14' 0' 14' 0' 14' 0' S P #2 4' 5' 7' 6' 7' 9' 8' 10' 9' 3' 10' 7' I1' 0' 13' I1' 14' 0' 14' 0' 14' 0' #3 4' 4' 6' 5' 6' 10' 8' 6' 9' 1' 10' 6' 10' 11' 13' 4' 14' 0' 14' 0' 14' 0' 0) D F L Stud 4' 4' 6' 5' 6' 10' 8' 6' 9' 1' 10' 6' 10, 11' 13' 4' 14' 0' 14' 0' 14' 0' Standard 4' 2' 5' 8' 6' 0' 7' 6' 8' 0' 10' 2' 10, 10, 11' 10, 12' 7' 14' 0' 14' 0' #1 / #2 4' 10' 8' 3' 8' 7' 9' 9' 10' 2' 10' 7' 12, 1' 14' 0' 14' 0' 14' 0' 14' 0' d Sr P r #3 4' 7' B' 2' 8' 5' 9' 8' 10, 0' IS' 6' 12, 0' 14' 0' 14' 0' 14' 0' 14' 0' LD U H F Stud 4' 7' B' 2' 8' 5' 9' 8' 10, 0' 11' 6' 12' 0' 14' 0' 14' 0' 14' 0' 14' 0' O fl 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' V B' 5' B' 8' 9' 11' 10' 3' 11' 9' 12' 3' 14' 0' 14' 0' 14' 0' 14' 0' d S P #2 4' 10' B' 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' e' 10' V 11' 7' 12' 0' 14' 0' 14, 0' 14' 0' 14' 0' .--I D F L Stud 4' 9' 7' 4' 7' 10' 9' 8' 10, 1' 11' 7' 12' 0' 14' 0' 14' 0' 14' 0' 14' 0' Standard 4' 7' 6' 6' 1 6' 11' 1 8' 8' 1 9' 3' 11' 6' 12' 0' 13' 7' 14' 0' 1 14' 0' 14' 0' Bracing Group Species and Grades) Group As S ruce-Pine-Fir Hem-Flr #I / #2 Standard #2 7--Stud 3 St #ud #3 Standnrd Dou las Fir -Lurch Southern Plne... #3 #3 Stud Stud Standard Standnrd Group B; Hem -Fir #1 g Btr #1 Dou los Fir -Larch Southern Pine... #1 ql #2 #2 lx4 Braces shall be SRB (Stress -Rated Board), ■.For Ix4 So. Pine use only Industrial 55 or Industrial 45 Stress -Rated Boards, Group B values may be used with these rode. Gable Truss Detail Notes; Wind Load deflection criterion Is L/240, Provide uplift connections for 75 plf over continuous bearing (5 psf TC Dead Load), Gable end supports load from 4' 0' outlookers with 2' 0' overhang, or 12' plywood overhang. About 11 j� Attach 'L' braces with 10d (0.128'x3.0' min) moils. able Truss 3K For (1) 'L' brace, space nails at 2' o.c. In Ia' end zones and 4' o,c. between zones, Diagonal brace option, )K)KEFor (2) 'L' bracesi space molls at 3' o.c, vertical length may be T I 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 600# L 'L' I ���rto ���/� member length, at each end. Max web Br ce t �t A /'0, Gable Vertical Plate Sizes total length Is 14'. 2x6 DF-L #2 or jq�' �5 > V �I� r�� Vertical Lennth No Sp Ilce Less than 4' 0' 2%3 better diagonal 'r' s ` OA Greater than 4' 0', but �04 �® 3%4 Vertical length shown brace) single g 8' '� ® '7 less than 11' 6' In table above. or double cut .0 6 VJ / Greater than It' 6' 4%4 45' (as shown) at L 1 + Refer to common truss design for upper end, peak, splice, and heel plates. ono s�Bearing� w � Refer to the Bullding Designer for conditions midpoint of vertical web, Refer to l.� e� chart ab0 -% ll.$ tL V'kA1 I.ICa ` not addressed by this detail. .•VARNINfies READ AND FDLLOV ALL NOTES IN THIS DRAVINGI r .wIMP13RTANT-E FURNISH THIS BRAVING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. 'rr � X + FC �Mae* a .�� REF ASCE7-10-GAB16015 Trusses require extreme care In fabricating, handling, shipping, instatUr and bracing. Refer to and O41 9 DATE 10/01/14 follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) for safety Q �J S� practices prior to performing these functions. Installers shall provide temporary bracing per BLS], Unless noted otherwise, top chord shall have attached structural sh- him and bottom chord ht It ` � (dry AL properly g shall have a properly attached rigid calling. Locations shorn for permanent lateral restraint of webs ///��� Npia a DRWG A16015ENC101014 shall have bracing Installed per BCSI sectlons B3, B7 or B30, as applicable. Apply plates to each face truss Details, ALPINE of oM ppos 16D as sho.n aboveand to the Joint unless noted otherwise. Refer to drarings 1 n as for standard plate positions. Alpine, a division of ITV Building Components Group Inc shall not be responsible for my deviation from this droving, any follure to build the truss N conformance with ANSI/TPI 1, or for handling, shipping, AX, TOT, LD, 60 PSF AN ITW COMPANY Installotlon 6 bracing of trusses. A seal on this drawing or cover page Listing this drawing, Indicates acceptance of professional 514 Earth City Expressway engineering responsibility solely for the design shorn The suitability and use of this drawing of Suite 242 for my structure Is the responsmNty of the Bu11dYp Designer per ANSI/TPI I Sect. MAX. SPACING 24,0' Earth City, MO63045 �pg p For more Information see this Job's general notes page and these web sl ��gG78 Yoonhwak Kim, FL PE #863G7 ALPINE, www.alpineltw.com) TPI, w-tpinst.org) SBCA, wuwsbclndustrymrg) ICC, ...lc f Gable Stud Reinforcement Detail ASCE 7-101 160 mph Wind Speed, 30' Mean Height, Enclosed, Exposure C, Kzt = 1.00 Or, 140 MPH Wind Speed, 30' Mean Height, Partially Enclosed, Exposure C, Kzt = 1.00 Or, 140 mph Wind Speed, 30' Mean Height, Enclosed, Exposure D, Kzt = 1.00 nri I?0 mnh Wind Snood. an' Monn Holnh+_ Pon+Intl„ Fnrinco,J Pvn,.ei n Le,+ = i nn S 2x4 Brace Gable Vertical Spacing Species I Grade No Braces (1) Ix4 'L' Brace w (1) 2x4 'L' Brace w (2) 2x4 'L' Brace INN (1) 2x6 'L' Brace Ill (2) 2x6 'L' Brace IN Group A Group B Group A Group B Group A Group B Group A Group B Group A Group B 4-) #1 / #2 3' 8' 6' 3' 6' 6' 7' 5' 7' B' 8' 9' 9' 2' 11' 7' 12' 0' 13' 9' 14' 0' - S P r #3 3' 6' 5' 5' 5' 9' 7' 2' 7' 7' 8' 8' 9' 1' 11' 3' II' ill 13' 7' 14' 0' U IJ Stud 3' 6' 5' 4' 5' 8' 7' 2' 7' 7' 6' 8' 9' 1' 11' 2' 11' ill 13' 7' 14' 0' I� Standard 3' 6' 4' 7' 4' 11' 6' 2' 6' 7' 8' 4' 8' 11' 9' 8' 10' 4' 13, 1' 14' 0' #1 3' 10' 6' 4' 6' 7' 7' 6' 7' 9' 8' Ill 9' 3' 11' 9' 12' 2' 13' 11' 14' 0' J S P #2 3' 8' 6' 1' 6' 6' 7' 5' 7' 8' 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' 14' 0' cu r D r L Stud 3' 7' 4' 10' 5' 2' 6' 5' 6' 11' 8' 9' 9' 1' 10, 1' 10, 10, 13, e' 14' 0' d Standard 3' 3' 4' 3' 4' 7' 5' 8' 6' 1' 7' 9' 8' 3' 8' 11' 9' 7' 12' 2' 13, 0' _U #1 / #2 4' 2' 7' 2' 7' S' 8' 5' 8' 9' 10, 1' 10, 6' 13' 3' 13, 9' 14' 0' 14' 0' S P P #3 4' 0' 6' 7' 7' 5' 8' 4' 8' 8' 9' 11' 10' 4' 13, 1' 13' 7' 14' 0' 14' 0' U iJ P Stud 4' 0' 6' 7' 7' 0' 8' 4' 8' 8' 9' 11' 10' 4' 13' 1' 13' 7' 14' 0' 14' 0' O f � Standard 4' 0' 5' 8' 6' 0' 7' 6' 8' 0' 9' 11' 10' 4' 11' 10' 12' 8' 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' 1T 6 13' 3' 13' 9' 14' 0' 14' 0' #3 4' 1' 5' 11' 6' 4' 7' 11' 6' 5' 10, 0' 10' 5' 12' 5' 13' 3' 14' 0' 14' 0' QJ D P L Stud 4' 1' 5' Ill 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' #1 / #2 4' 8' 7' I1' 8' 2' 9' 4' 9' 8' 10, 1' 11' 6' 14, 0' 14' 0' 14' 0' 14' 0' S P P #3 4' 5' 7' 7' 8' 1' 9' 2' 9' 6' 10, 11' 11' 5' 14' 0' 14' 0' 14' 0' 14' 0' Lf U LJ f Stud 4' 5' 7' 7' 8' 1' 9' 2' 9' 6' 10, 11' 11' 5' 14' 0' 14' 0' 14' 0' 14' 0' O I l f Standard 4' 5' 6' 6' 6' Il' 8' 8' 9' 3' 10, 11' ---ill S' 13' 7' 14' 0' 14' 0' 14' 0' X #1 4' 10' 6' 0' 8' 3' 9' 5' 9' 9' 11' 2' 11' 8' 14' 0' 14' 0' 14' 0' 14' 0' d S P #2 4' 8' 7' 11' 8' 2' 9' 4' 9' 8' 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' 1--I D P L Stud 4' 6' 6' 10' 7' 3' 9' 1' 9' 7' 11' 0' ]1' 6' 14' 0' 14' 0' 14' 0' 14' 0' Standard 4' S' 6' 1' 6' S' 8' 1' 6' 7' 10, 11' 11' S' Bracing Group Species and Grades) Group At S ruce-Plne-Fir Hem -Fir #1 / #2 Standard tit 1 Stud #3 1 Stud #3 Stnndnrd Dou las Fir -Larch Southern Plnewww #3 #3 Stud Stud Stnndnrd Standard Group Di Hem -Fir #1 (: Htr #1 Douclas Flr-Larch Southern Plnewww #1 #1 #2 #2 Ix4 Braces shall be SRB (Stress -Rated Board). wwFor Ix4 So. Pine use only Industrial 55 or Industrial 45 Stress -Rated Boards. Group B values may be used with these grades. Gable I russ Detail Notest 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. AboutL Attach 'L' braces with l0d (0.128'x3,0' min) nails, able Truss )K For (1) 'L' brace, 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' ox, vertical length may be T In IS' end zones and 6' ox, between zones. doubted when diagonal 16' 'L' bracing must be a minimum of 80% of web brace Is used. Connect diagonal brace for 690# •L• �/ member length. at each end, Max web Brace T �� WA ��%y, Gable Vertical Plate Sizes total length Is 14'. 2x6 DF-L #2 or P tl t %r' ♦♦�Op `g rI/� ��® Vertical Length No Splice Less than 4' 0' 2X4 better diagonal 'r 4v ;r+ V _r A,� Greater than 4' 0', but ,moo 0o �P 4X4 Vertical length shown brnceJ single g 8' wy • less than 12' 0' In table above. or double cutMilt45' L 1 (as shown) at + Refer to common truss design for upper end,ip peak, splice, and heel plates. Connect diagonal at onpIy,�q�ts�Bearing v " Refer to the Building Designer for conditions midpoint of vertical web. Refer to chart abo ��++ o%'mavd 4: Ica ®91. not addressed by this detail. swVARNINGI- READ AND F13LL13V ALL N13TES IN THIS DRAVINGI go o ri "IWORTANTFIBtlOSH THIS nRAVING TO ALL CQ(TRACTDRS INCLUDING THE INSTALLERS, 10 C ' �[L r� • � /�� REF ASCE7-10-GAB16030 Trusses require extreme core In fabricating. handling, shipping, Instnlling and bracing. Refer to and('T follow the latest editlon of BCSI (Building Component Safety Information, by TPI and SBCA) for sofety p ®� lJ A ° DATE 10��1 �14 procticec prior to performing these ,unctions. Installers shall provide temporary bracing per BCSI. U less top have �� S/%�Ri�` /0 y DRWG A16030ENC101014 noted otherwise, chord shall properly attached structural sheathing and bottom chord shall have a properly attached rigld calling. Locations shown for permanent lateral restraint of webs r �J 6-a, ® shell have bracing Installed per BCSI sections 33, B7 or 610, as applicable. Apply plates to each face truss ��iia►4 ALPINE of above and to the ,Joint Details, unless hated otherwise. dandraw pa5 16O as sho,nfor Refer to drowinps 160A-2 for standard plate positions. Alpine, a division of ITV Building Components Group Inc. shall not be responsible for any deviation from )AX. this drawing, any failure to build the truss In conformance with ANSI/TPI 1, or for handling, shipping, TAT. LD, 60 PSF AN RW COMPANY Installation L bracing f trusses. A seal an this drawing or cover page fisting this drawing, Indicates acceptance of professional 514 Earth City Expressway enpIneering respo-Ib0ltyy solely for the design shown The suitability and use of this drawing Suite 242 for any strut . Is the responslbNty of the Building Designer per ANSI/TPI 1 SecZ MAX, SPACING 24.0 Earth City, MO 63045 For more Information see this ,lob's general notes page and these web s ALPINE, ww.alpineltw.coml Me www.tpinst.org; SBCAr www.sbcIndustry.orgl ICa w— FL PE 486367 F_ CLR Reinf orcing Member Substitution T-Reinforcement This detall Is to be used when a Continuous Lateral Restraint (CLR) or T-Reinf, Is specified on n truss design but an alternative web L-Reinforcef*lentl or reinforcement method is desired. L-Reinf, Notes) This detall 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- Reinf. Scab Reinf. 2x3 or 2x4 I row 2x4 1-2x4 2x3 or 2x4 2 rows 2x6 2-2x4 2x6 1 row 2x4 1-2x6 2x6 2 rows 2x6 2-2x4()10 2xB 1 row 2x6 1-2x8 2xB 2 rows 2x6 2-2x6OK) T-reinforcement, L-reinforcement, or scab reinforcement to be same species and grade or better than web member unless specified otherwise on Engineer's sealed design. ()10 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 10d (0,128'x3,0',min) nails at 6' o,c. Reinforcing member Is a minimum 80% of web member length. Scab Reinforcement) Apply scnb(s> to wide face of web. No more than (1) scab per face. Attach with 10d (0,128'x3,0',min) nails at 6' o,c, Reinforcing member Is a minimum 80% of web member length, WA �'�'�% . •No, 66367 .A- • "VURHREAD VITLUV �IRL7� THIS BRAWM esBMTANTesFURMSUS DRAVING 13 ALLCEINTA DWIDIING THE IMALLERS. po" Trusses require extreme care In fabricatin handling, ov 9u g, g, shipping, Installing and handing. Refer to and j follow the latest edition of BCSI (Bull Component Safety Inforrotion, by TPI and SBCA) For safety practices prior to perfornlnp these functbns� ]nstnllers shall provide trnporary bracing per BCSI Unless noted otherrlse, top chord shall have properly attached structural sheathing and bottom char w, shall have a properly attached rlgld cefting. Locations shown for permanent lateral restraint of webs shall have and r..I Installed per BCSI sections B3, B7 or H10, as applicably. Apply platys to each face of truss and posit16D as form above and on the Ions. Detnes, unlefc noted othrrwlfe. Refer to drawings 160A-Z for standard plate positions. Alpine, a division of 1TV Building Components Group Ina shall not be responsible for any deviation fro AN MCOMPAW this'",lnp, any fa11- to buRd the truss In conformance with ANSI/TPI 1, or for handling, shipping, installation L bracing of trusses. A seal on this drowho ar cover page listing this dmwing, YwYcates acceptance of professional 13723 Riverporl Drive %gYeerkng respons�lty solely for the design shown The suitability and use of this drawing Suite 200 for any structw 1. the resp—OAtty of the 11u0.ding Deslti— per NISI/TPI 1 Secs. Maryland Heights, MO 63043 For more Information see this Job's general notes roage and these web sites, ALPINEi www.alptnelt— ml TPI- www.tpinstargl SBCA, wwwsbc4rlustryorgl ICO wwwJccsmfwarg T-Reinf, L-Reinf. Scab a • � rti C LL PSF REF CLR Subst, T�•0 �(��yQ p oa T(�' DL PSF DATE 10/01/14 si'00S`S'/ • • ® <BDL PSF DRWG BRCLBSUB1014 j4Jjd SAL � L PSF LD, PSF D R, FAC, PACING RWi q78, Yoonhwak Kim, FL PE 486367 Commentary: Camber may be built into trusses to compensate for the vertical deflection that results from the application of loads, Providing camber has the following advantages: • Helps to ensure level ceilings and floors after dead loads are applied, • Facilitates drainage to avoid ponding on flat or Low slope roofs, • Compensates for different deflection characteristics between adjacent trusses • Improves appearance of garage door headers and other long spans that can appear to 'sag,' • Avoids 'dips' in roof ridelines at the transition from the gable to adjacent clear span trusses, Deflection and Camber In accordance with ANSI/TPI 1 the Building Designer, through the Construction Documents, shall provide the 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 any dead load, live load, and in-service creep deflection criteria for flat or low -slope roofs subject to ponding Loads, L = Span of Truss (Inches) D = Depth of Truss at Deflection Point (Inches) Recommended Truss Deflection Limits Truss Type L/D Deflection Limits Live Load Total Load Pitched Roof Trusses 24 L/240 (vertical) L/180 (vertical) Floor of Room -In -Attic 24 L/360 (vertical) L/240 (vertical) Trusses Flat or Shallow Pitched 24 L/360 (vertical) L/240 (vertical) Roof Trusses Residential Floor Trusses 24 L/360 (vertical) L/240 (vertical) Commercial Floor Trusses 20 L/480 (vertical) L/240 (vertical) Scissors Trusses 24 0,75' (horizontal) 1.25' (horizontal) ------------------------------------------------------------------------- Truss Type Recommended Camber Pitched Trusses 1.00 x Deflection from Actual Dead Load Sloping Parallel 15 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 ,�1y�i1lf fP111P/P control vibration, Flat Roof ` ; WAA- � x Deflection from Live Load) + ;CEN 8 * 1 *,,aDesign Dead Load Deflection) The following tables are provided as guidelines for • `. • Limiting deflection and estimating camber, Conditions or Note: Oe opc l �o l�aA( be considerably less than codes may exist that require exceeding these elesir oacii� recommendations, or past experience may warrant using ° �... • more stringent limitations,. : qTATPI1 ea � ..VARHIISi.. READ AND FDLLOV ALL NOTES EN T)OB DRAWING! �p .eINPOtTANTww FLIRNISH THIS BRAVING TO ALL CONTRACTORS INCLUDING THE INSTALLERS tee+ rr + • �'�� ' Cgi�ID�o C REF D COMB Trusses requlre extreme care In fabricating, handling, shipping, Installing and bracing. Refer to and fall.. the latest BCSI (BuldIng Component Safety Information, by TPI SBCA) , , �('{ ®• , E 0 ® {�J DATE l0/al/14 /01/14 edition of and for safety Rpractices prior to performing these functions. Installers shall provide temporory braclng per BCSI, lessem d� Jt1�` / V DRWG DEFLCAMB1014 noted otherwise, top chord shall have property attached structural sheathing and bottom chord shall have a properly attached rigid celling. Locations shorn for permanent :.taro: restraint of webs , 4 shot[ have bracing Installed per BCSI sections 33, B7 or 310, as applicable. Apply plates to each face of trust and pposition as thorn above and on the Joint Details, un1eGG noted otherwise. Refer to drowings 160A-2 for standard Dlate positions. ALPINE Alpine, a division of ITV Building Components Group Inc. shall not be responsible for any deviation from AN ITw COMPANY this drawing, any failure to build the truss In conformance with ANSI/TPI 1, or for handling, shipping, Installatton L bracing of trusses. A seal on thk drawing or cover page listing this drawing, Indicates acceptance of professional 514 Earth City Expressway engineering responsibility solely for the design slam The suitability and use of this drawft Suite 242 for any structure Is the resporsibRlty of the Building Designer per ANSI/TPI 1 Sea2. Earth City, MO 63045 For more Information see this Job's general notes page and these web n ALPINE, wwwalpineltw.comi TPb ns www.tpit.org) SBCA, www.sbcindustry.orgi ICO wwr 9 •T Relnfoi Menk Go, Tr Gable Detail F-nr I P+-in \/ortirn I c Gable Truss Plate SI7es ppropriate Alpine gable detail for e sizes for vertical studs. Engineered truss design for peak, b, and heel plates. vertical plates overlap, use a to that covers the total area of lapped plates to span the web, 2*2X4 *2X8 Provide connections for uplift specified on the engineered truss design, Attach each 'T' reinforcing member with End Driven Nollsi 10d Common (0,148'x 3,',min) Nails at 4' o.c, plus (4) mails In the top and bottom chords. Toenalled Nallsn 10d Common (0.148'x3',min) Toenails at 4' o,c, plus (4) toenails In the top and bottom chords. This detail to be used with the appropriate Alpine gable detail for ASCE wind load, ASCE 7-05 Gable Detail Drawings A13015051014, A12015051014, A11015051014, A10015051014, A14015051014, A13030051014, A12030051014, A11030051014, A10030051014, A14030051014 ASCE 7-10 & ASCE 7-16 Gable Detail Drawings A11515ENC100118, A12015ENC100118, A14015ENC100118,A s �ldd,t�l�trry A18015EN0100116, A20015ENC100118, A20015END10011 W0A %/j A11530ENC100118, A12030ENC10011B, A14030ENCIO�A �3t_WC60W pAlB030ENCIDOI18, A20030ENC100118, A20030EN 0 ,A511515ENC100116, S12015ENC100116, S14015EN(D36 1�61 L'PDD1Ra•• S18015ENC100118, S20015ENC100118, S20015E*10011IJ, S2Q 15P 1 OQ ;�8 0 511530ENC100118, S12030ENC100118, S14030fC1001>�, S E 1�.jf� S18030ENC100118, S20030ENC100118, S20031111W CRIB, S20030PED100118 • Seeappropriate Al ine • p gable detail for mnxlml� unr•]inforced"13lertical o-. STATE of : J 'T' Reinforcement Attachment Detall 'T' Reinforcing 'T' Reinforcing Member Member Toe-nalt - 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. SP 83 'T' Reinforcing Member Size = 2x4 'T' Brace Increase (From Above) = 307 = 1.30 (1) 2x4 'L' Brace Length = 8' 7' 11 Maximum 'T' Reinforced Gable Vertical Length 1.30 x 8' 7' = 11' 2' 'T' Relnf, Mbr, Size 'T' Increase 2x4 30 2x6 20 -WARNING READ AND FMI" ALL NOTES ON THIS DRAVINGI ® rrDPDRTANTM FUPASH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS ii�,,{� • p - v � +• ����� C REF LET -IN VERT Trusses require extreme care In fabricating, handling, shlpping, Installing and bracing. Refer to and v° r • • DATE 01/02/2018 follow the latest edition of BCSI (Bu0.ding Component Safety Information, by TPI and SBCA) for safety 1J �'1 • • A ° practices prior to performing Chace functions. Installers shall provide temporaryy bracing per BCSI. Unless noted otherwise, top have attached bottom ®�� l%/ ` ® L DRWG GBLLETIN0118 chord shall properly structural sheathing and chord shall have a properly attached rigid ceiling. Locations shown for permanent lateral restraInt of webs ` � 11�� a shall have bracing Installed per BCSI sections B3, B7 or BIB, as applicable. Apply plates to each face HbHO ALPINE of truss and position as shorn above and on the Joint Details, unless noted otherwise. Refer to drawings ion as for standard plate positions. Alpine, a division of ITW Building Components Group Inc. shall not be responsible for an deviation from this drawing, failure to build the truss In ANSI/TPI 1, for handling, )AX. AN ITW COMPANY any conformance with or shipping. Installation L bracing of trusses. T❑T, LD, 60 PSF seal on this drawing or cover page listing this drawing, Indcates acceptance of professional OUR, FAC, ANY 514 Earth CI Expressway City p v enA Dlnaering responslbluty solely far the design sha.n The sultabwty and use of this drawing Suite 242 Earth City, M0 63045 for any structure Is tha responsibility of the Building Designer per ANSLTPI 1 Swc2 ' For more Information see this Job's general notes page and these web W 78 Yoonhwak Kim, FL PE #86367 MAX, SPACING 24,0' ALPINE, ■ww.atpineltmconi TPI- www.tpinst.orgl SBCA, rrrsbdndustry.org] 1LG rvJc ,cA 'T Relnfol Memb Go Tr Gable Detail Fc)r I Pt -in VPrtirnl Gable Truss Plate Sizes pproprlote Alpine gable detnll for e sizes for vertical studs. Engineered truss design for peak, rb, and heel plates, vertical plates overlap, use a ,te that covers the total area of lapped plates to span the web, e, 2X4 2X4 2X8 vrovtde connections for uptift specifled on the engineered truss design. Attach each 'T' reinforcing member with End Driven Nailsi IOd Common (0,148'x 3',min) Nalls at 4' D.C. plus (4) nails In the top and bottom chords, Toenalled Nnllsr IOd Common (0,148'x3',min) Toenails at 4' D.C. plus (4) toenails In the top and bottom chords, This detnll to be used with the appropriate Alpine gable detail for ASCE wind load. ASCE 7-05 Gable Detall Drawings A13015051014, A12015051014, A11015051014, A10015051014, A14015051014, A13030051014, A12030051014, A11030051014, A10030051014, A14030051014 ASCE 7-10 Goble Detall Drawings A11515ENC101014, A12015ENC101014, A14015EN0101014, AlIA�lillA peg A18015ENC101014, A20015ENC101014, A20015END10301��11> W* f� A11530ENC101014, A12030ENC101014, A14030ENC101 1 3wiciolov. A18030ENC101014, A20030ENC101014, A20030EN 1�,t, As S11515ENC100815, S12015ENC100815, 514015E 0815, eSll���'re S18015ENC100815, S20015ENC100815, S20015Q01008 , �2� 015�D 0 8 S11530ENC100815, S12030ENC100815, S140344C100015, 0 7 S SlB030ENC100815, S20030ENC100815, S20032:tW0a815, S20030PED100815 0 Seeappropriate Al ine 7T(ii C p gable detnll for mnxlmbaw unr�inforced g erticnl 4 N-VARNINmww READ AND FO.LUV ALL NOTES ON THIS DRAVINGI wwDIPORTANTww FURNISH THIS BRAVING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. Trusses require extreme care In fabricating, handling, shipping. Installingg and bracing. Refer to an follow the latest edition of BCSI (Bu4ding Component Safety Information, by TPI and SBCA) for safety p cticea prior to performing these functions. Installers shall provide tenporor bracing par BLSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom ch shall hove a properly attached rigid calling. Locations shown for permanent lateral restraint of web shall have and position Installed per DCSI sections the B7 or Details, as appllcs no Apply plates to each fnc /=//l�lll�l'rLJ�J of truss and position all shown above and on the 17 o Details, unless noted otherwise. L/ LI Refer to drawings 16DA-Z for standard plate posltlons. Alpine, a division of ITV Building Components Group Inc. shall not be responsible for any deviation fr AN RW COMPANY this drawing, any falture 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 Usting this drawng, bidcates acceptance of professional 13723 Riverport Drive engineering responsibility solely for the design shown The suitability and use of this drawing Suite 200 for any structure Is the responsibility of the Building Designer per ANSI/TPI 1 Some. Maryland Heights, MO 63043 For more Information see this Job's general notes page and these web slA y/( &�. ALPINE, ow,aloineltw.co TPA rwr.tolnst.oror SBCA, wwmsbclndustrvmrm ]CC, www ftO°°'iiFF , ° STATE OF d S /•/O V Aryaj�o J{s ord d�0�0, L e ��/llllillilll�� � e Yoonhwak Kim. FL PE #86367 'T' Reinforcement Attachment Detall 'T' Reinforcing 'T' Reinforcing Member Member Toe-nall - Or - End -null To convert from 'L' to 'T' relnforcing members, multiply 'T' Increase by length (based on appropriate Alpine gable detail), Maximum allowable 'T' reinforced gable vertical length Is 14' from top to bottom chord, 'T' reinforcing member material must match size, specie, and grade of the 'L' reinforcing member, eb Length Increase w/ 'T' Brace Examples ASCE 7-10 Wind Speed = 120 mph Mean Roof Height = 30 ft, Kzt = 1.00 Gable Vertical = 24'o.c, SP #3 'T' Reinforcing Member Size = 2x4 'T' Brace Increase (From Above) = 307 = 1.30 (1) 2x4 'L' Brace Length = 8' 7' Maximum 'T' Reinforced Gable Vertical Length 1.30x8'7'=11'2' 'T' Relnf, Mbr, Size 'T' Increase 2x4 30 MAX. TOT, LD, 60 PSF DUR, FAC, ANY MAX, SPACING 24,0' REF LET -IN VERT DATE 10/01/14 DRWG GBLLETIN1014 c-- 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 7,3,9,2 ❑PTI❑N #11 APPLY A 20 GAGE MINIMUM METAL INSERT BETWEEN BUTTED ENDS OF C❑MPRESSION CHORD MEMBERS TO FULLY COVER THE J❑INT BEARING AREA, BEND RIGID INSERT OVER THE TOP OR BOTTOM OF THE C❑MPRESSION MEMBER A MINIMUM OF 1" AND SECURE IN PLACE WITH A KEEPER NAIL, KEEPER NAIL IS TO BE SIZED AND SPACED TO AVOID SPLITTING OF THE LUMBER, -� �1,0" MIN. 00 o KEEPER NAIL RIGID IN ERT JOINT L❑CATIO OPTI❑N #21 APPLY A 20 GAGE MINIMUM METAL INSERT WITH SLOTTED TEETH BETWEEN BUTTED ENDS OF COMPRESSI❑N CHORD MEMBERS TO FULLY COVER THE J❑INT BEARING AREA. HAMMER RIGID INSERT SECURELY IN PLACE AND FLUSH WITH BUTTED END, 00 O HW Ak��'' r ® No, 8636 ® • IGID•I�1S RT WITH J❑INT RIGI INSERT a ° r. .w. A M SJM OF LOCATION a 5% SIB CD (V❑ID) • STATE OF ® A, ..VARIDIDv READ AND FOLLOV ALL NOTES DB THIS IIRAVINGI �� ■■I)1PDtTANI.■ FURNISH THIS BRAVING To ALL CGNTRACTGRS INCLUDING THE INSTALLERS v�%� Trusses require extreme care In fabricating, handling, shipping, Installing and braclnB. Reier to and a A • i �� ZOP,Ipi: .r`+ `' A • A �� ®®� A C LL PSF PSF REF RIGID INSERT follow the latest edition of SCSI (Building Component Safety Information, by TPI and Sit: for safety practices prior to performing these iunctlons. Installers shall provitle temporary bracing per HCSI./f�q� n9 1�J1 0 °j jj�� f� �ry ` N A 1. .+ DL DATE 10/01/14 Unless noted otherwise, top chord shall have properly attached structural sheaiihtng and bottom chord shall have n properly attached rlgltl telling. Locations shown for permanent lateral restraint of webs 40 `� , �/ �� ��11 BC DL PSF shall have bracing Installed per SCSI sections B3, H7 or elo, as applicable. Apply plates to each face DRWG RIGINSRT1014 E of truss and position as shown above and on the Joint Detals, unless noted otherwise. Refer to drawings 760A-Z for standard plate positions. C LL PSF A LPI N Alpine, a division of ITV Bullding Components Group Inc. shall not be responsible for any deviation from This drawing, any failure to build the truss In confornnnce with ANSI/TPI 1, or for handling, shipping, ❑T, LD, PSF AN MCOMPANY Installation L bracing of trusses. A seal on tNs drawing ar cover page llsthng this drar4g, FwDcates acceptance of professional OUR, FAC, 514 Earth City Expressway engineering responsibility solely for the design shown The sWt hest' and use of this drawing Suite 242 MO for any structure Is the responsibility of the Building Designer per ANSI/TPI I Sect. �Q / p For more Information see this notes page and these eb slttsy �7.% Yoorthwak Kim, FL Earth City, 63045 ,fob's general ALPINU www.atpineltw.com) TPI, www.tpinst.org) SBCAn •ww.sbclndustryargl ICG wwwJc PE #86367 SPACING IC i STRONGBACK BRIDGING REC❑MMENDATI❑NS BUTT STRONGBACK BRIDGING TOGETHER 4' -0, ATTACH SCAB WITH IOd 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 STRONGBACK)10ol TO WEB W/ (3) IOd COMMON O (0,148'x3') NAILS OR C4) lOd BOX/GUN O 4) 10c! B NAILS 1�\ //�� n (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) 10d COMMON (0.148*x3.0') NAILS OR (4)I0d BOX/GUN (0,128'x3.0') NAILS, END, STRONGBACK BRIDGING SPACING REQUIREMENTS Up to 10' None required 10' to 20 1 roe (at center of sW 20' to 30 2 roes U at each V3 pht,) 30' to 40 3 roes (I at each V4 Ints) Over 40 ce roes at IV — ts) oc u ATTACH TO BOTTM (2) #10 —,,3„�, STRONGBACK BRIDGING ATTACHMENT ALTERNATIVES -VARMNGIms READ AND FOLLOV ALL NOTES W THIS DRAVIRfaI O { -IMPORTANTM FURNISH TMS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS, �Oe Trusses require extreme care In fabricating, handling, shipping, Installing and bracing. Refer to and F foil.. She latest edition of SCSI Guiding Component Safety Information, by TPI and SBCA) for safety practices prior to performIng these functions. Installers shall provide temporaryy bracing per SCSI, Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached rigbl ceiling. Locations shown for permanent lateral restraint of webs ,e shall have bracing Installed per SCSI sections B3, B7 or B10, as applicable. Apply plot.. to each face LPI N E f truss and pos 161 as shorn above plate on the Joint Details, unless noted oiherrlse. Refer to drawings lon as for n above plate positions, Alphne, . division of ITV Building Components Group Inc, shall not be responsible for any deviation from this dr.ring, any faaure to build the truss In conformance with ANSI/TP1 1, or for handling, shipping, AN ITW COMPANY Installation 6 bracing of trusses, A sent on this droelrq or cover page Ilsting this drowing, Indcates acceptance of professional 514 Earth City Expressway englneerMg respon Ibb y solely for the deslpn shown. The suitability and use of this drowtrp Suite 242 far any structure Is the resparsbluty of tTx BuldIng Designer per ANSI/TPI I Sect Earth City, MO 63045 __..For more Information see this Job's general notes page and these web sitesil o� B 0 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,' Dow -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,) b.-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), tiitiliiN ff AA - o;"A0, p 6 iA�r b �� r��r a, 86367 p ,a a TAT EOF D��w 10° o� SF ®®° I ® S/O+A`► T LL PSF DL PSF C DL PSF PSF REF STRONGBACK DATE 10/01/14 DRWG STRBRIBR1014 7LL T T. LD, PSF DUR, FAC, 1,00 SPACING I VALLEY FRAMING & BRACING DETAIL 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 41-0" for 30 psf (TL) and 20 psf (TD) Max. ce the crippes for each row starting from the valleys or sleepers working inward to the ridge board so that cripple locations are gored between rows. ITY0 innection Requirement Notes 2x6 rafters to ridge 416d toe -nails Cripple to ridge 416d toe -nails Cripple to rafter 416d toe -nails (•`) 816d face -nails Rafter to sleeper or blocking 5 16d toe -nails Rafter to two 2x6 sleepers 416d toe -nails Sleeper to truss 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) 3 16d toe -nails Truss to blocking 416d toe -nails Truss to cripple 416d toe -nails Truss to cripple 416d toe -nails CriDoIe to ourlin 3 16d toe -nails kr r racµur rr o1­cMrons AKC uSCU) 13. Collar beam to rafter 416d toe -nails CRIPPLE, BRACING, 8 BLOCKING NOTES NOTE: 16d (0.162"x3.5„) COMMON NAILS -2x4 continuous lateral restraint (CLR) min. is required for cripples 5'-0" to 10'-0" Iong nailed w/ 2 -10d (0.148'W") nails. Or 2x4 "T' or scab reinforcement nailed to flat edge of cripple with led f0.128"x3.0") nails at 6" o.c. 'T' or scab must be 90 % of cripple length. Cripples over 10'-0' long requre two CLR's or both faces w/ "T' or scab. Use stress graded lumber & box or common nails. -Narrow edge of cripple can face ridge or rafter, S 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 requiremen 4y Nails are common wire nails unless noted otherwise. • y MU (A) (B) .�TMiTww FUMM TiGS BRDRAVRC M A.L�rOMMACIIRS 11CL BM nC INSTALLERS • LL 20 30 40 54 REF VALLEY FRAMING Trusses require extreme care h fobrtcaary, h+ 11441, shipping, Instattbhp and bracVQ Refer to »hd * DL 10 20 7 7 DATE 10/O1 /14 fellow the latest edition of •BCSI (BWltlhp CorporotlSB nt Safety Infornoon, by TPI and CA) saf 10 practices prior to perfornFq these functions. Installers shall provide tenporory brotlnp for per B STATE OF • bless noted otherwke, top chord chalt have property attached structvo( shentHnp and bottom j shalt have a property attached rldd eeuno. Locations shorn for pery n t lateral restrnht of • �. C DL 0 0 0 0 DRWG VACNV1801015 r) r� r)� shall truss and posi ion as per BCSI seed n th D7 or Bie, as antess,no dpa, plates to each fn • . d "�(�(] I�\II of try o„d pa:w« as shown clove and « the Joint Beta":, •ate:: noted a er.ts<. ••; �l P 0 4 u v Refer to drawings 1ew-z for standard ptate wan:. �� • R e C LL 0 0 0 0 Atpkhe. a &vision of ITV bAdEno Components Group Inc. shau not be responsbte for deNatbn from ••••� „ `O••• X ro AN rrTn/o Nlr ihls drowrV, any falure to brdtd the truss In conformance with ANSI/TPI 1, w for °"y , shop[na . �s G TOT. LD.30 50 47 61 Ainsseat � is dru of or core S�ONAL E�� A seal on this drawtp or cover page Dstfhp this d-neNp, kdmtes acceptance of professlorol � sdety for the shown. The srdt =y ord use of this dra'`'o mNttt� DUR. FAC. 1.25/1.15 13369 Lakefront Drive formes k �' "" IVdkp Desiprre` per MtSI/IPI 1 Sse2. EaMCity, M063045 Far none thfornation wee this Job's oeneral notes pape and these web room ALP wwwalpkrttw.coni TPIr wwe.tpr,wtara SBM www.stxlndustryorVj Ica www.trsafearp (o 20(� SPACING SEE ABOVE