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HomeMy WebLinkAboutRevisions; Original Signed & Sealed Truss packageOFFICE USE ONLY: DATE FILED: REVISION FEE: LOCATION/SITE ADDRESS: 3230 Trinity Cir PERMIT # A n o-�'--y V I. 1 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 52— Permit # 2002-0079 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 i CONTRACTOR INFORMATION: STATE of FL REG./CERT. #: CRC1327068 ST. LUCIE CO CERT. #: BUSINESS NAME: D R Horton Inc QUALIFIERS NAME: Brian W Davidson ADDRESS: 1430 Culver Dr NE, CITY: Palm Bay STATE: FL ZIP: 32907 PHONE (DAYTIME): 321-953-3162 Fes; OWNER/BUILDER INFORMATION: NAME: ADDRESS: CITY: PHONE (DAYTIME: F,�rry�A ARCHITECT/ENGINEER INFORMATION: NAME: ADDRESS: CITY: PHONE (DAYTIME): SLCCC: 9123109 Revised 06130117 STATE: FAX: ZIP: ZIP: ir�aPi i/CJFr Planning $ Development Services Building & Code Regulation Division 2300 Virginia Avenue Fort Pierce, FL 34982 REVIEW COMMENTS 1 PROPERTY INFORMATION Address: 3230 Trinity Cir Owner(s): D R Horton Inc City / State / Zip: Fort Pierce, FI 34945 Parcel #: 2327-502-0060-000/9 Jurisdiction: SAINT LUCIE COUNTY Zoning: PUD Lot#: 52 Block: APPLICATION INFORMATION Permit Number: 2002-0079 Stories: Automatic Sprinkler System? No Permit Type: BUILDING RESIDENTIAL (SFR UP TO 2 FLOORS) CONTRACTOR INFORMATION Contractor Name: Brian W Davidson Fax Number: Business Name: D R Horton Inc Email: Melbournepermitting@Drhor Business Addr: 1430 Culver Dr Ne ton.Com; Bssmith@Drhorton.Com City / State / Zip: Palm Bay, FI 32907 REVIEWS AND COMMENTS Review Type Status Reviewed By Date Started Date Completed Date Released ADDRESSING ASSIGNMENT COMPLETE Lori Bender 2/20/2020 2/20/2020 Comment: DOCUMENTS MISSING COMPLETE Audrey Humphrey 2/4/2020 12/14/2020 12/14/2020 Comment: ENVIRONMENTAL REVIEW COMPLETE Lynn Swartzel 2/11/2020 2/11/2020 2/11/2020 Comment: FRONT COUNTER REVIEW COMPLETE Audrey Humphrey 2/4/2020 2/4/2020 2/4/2020 Comment: NOTIFIED FOR PICK UP COMPLETE Ellen Vaughn 11/18/2020 11/18/2020 11/18/2020 Comment: PE REVIEW COMMENTS (2) COMPLETE William Durden 5/21/2020 11/18/2020 11/18/2020 Comment: PLANS EXAMINER REVIEW COMPLETE William Durden 2/27/2020 5/21/2020 5/21/2020 Comment: REVISIONS INCOMPLETE William Durden 3/8/2021 Comment: MANUFACTURERS TRUSS DRAWINGS DESIGN CRITERIA IS INCORRECT. SEE SECTION 107 OF THE 2020 3/8/2021 FLORIDA BUILDING CODE. Planning & [Development Serwaces Building & Code Regulation [Division ,2300 Vlrginla Avenue Fort Pierce, FL 34982 REVIEW COMMENTS 3/8/202i Comment: MANUFACTURERS TRUSS DRAWINGS DESIGNER DATE NEEDS TO BE UPDATED. SEE SECTION 107 OF THE 2020 FLORIDA BUILDING CODE. Comment: ENGINEERING PACKAGE DATED SEALS ARE NOT CURRENT. PLEASE SUBMIT CURRENT DATED 3/8/2021 DOCUMENTS. SEE SECTION 107 OF THE 2020 FLORIDA BUILDING CODE. Comment: ENGINEERING PACKAGE CODE / MISC CRITERIA IS INCORRECT. SEE SECTION 107 OF THE 2020FLORIDA 3/8/2021 BUILDING CODE. Comment: SUBMITTED DOCUMENTS ARE COPIES. DOCUMENTS THAT REQUIRE A SEAL AND SIGNATURE MUST BE 3/8/2021 SUMMITTED IN ITS ORIGINAL FORM WITH ORIGINAL SIGNATURES. SEE SECTION 107 OF THE 2020 FLORIDA BUILDING CODE. ZONING REVIEW COMPLETE Angela Vassar 2/14/2020 2/14/2020 2/14/2020 Comment: of I 00 RUM 1n PACX FOR COMMON. 0 TYPICAL 7' SETBACK CORNERSET LABEUN AND SPACING O N SHINGLE RO 6�F'?­ HEEL-11-3,11 -' 0 PLUMB CU 14'-0' 4'-4' 21'-4' 39'-8' ar copy THU EctE S WNi LM �M TR= CSrA»3� m MA A� au'DW BE M=M �u� T �omlt Iw 1E wmm >E >r mM36A SUPMM EM Labeled End Mark Total Truss Quantity = 57 M' Liliti ra>mD IDrFAVEM AIL 9N11 tf FASTpD NiM mlT. Arm r SDC m'�im our r Ae.TK TMw vrnsvr Mn m. esTTs eras rTUAu:z vai em AF AR'J51® vnearr rs®e umTTu AIiNWAt !A sett; ALL r/Pw MrsT = AaFDIY1Tlm r TD rMR M tDAm R 10 m &L 9 D D KOGI O SMen 11= HMM MR lMlt MS MRIIII PER M �VII 1E�RnOIr AT tlfdE]Imi COIfRAC1a6 a MOD'A. M.' c x �M ASS aZT �01 TO - 110 Mm IM 1w. A 00.1" it vM erS Iv= mac La a =A R.WmIS arrK'(MmlA CAvm T mee[ K &TIM em IM= M M WISDIre®aa E EVA S AQPfAap CIA= MI13013R S = ARDLnaetr Rrwu sae 6aai0 � S tK Mrs Z mMmrrO GM ID eun a I A = y 93R rwM e1.grM rK aaIGIS DetafK rve tm lam D TeetrSS T Ame MM ¢ u DarN,m T AM= IE AFMW aAYamR GANG& tee uT IRMT Ti. DfilAF7i61 4AOlSIWMi Irma s = en G1sSareQ NreRACirta R QTN a L1fID T r 3LevDm M = m aC lDS me. n ti Ord MPA AIaTAR e11S IBSARAtaD16 .�I— General Notes 1) Al Parallel chard blmC, tmexe eta fW Orden have teatap dierd Pat.* panted gran tD be irataIN qem side w 2) N - - to be Ssnpsm K= wim aUraim noted. 8) N broa.em spo* is 24- M u im all— r� 4) Per Trem Rate Irate BM-M M0001 rtld;m pammerd X-bmft dwA be placed at a mo . ;iairq 15' 04- agar the tpm. to " d be er -1h Pleoae rdr to SCSI-91 fa orry ad6tad brainy ROOF LOADING SCHEDUL TCLL = 20 PSF BCLL = 0 PSF BCDL = 10 PSF TOTAL = 37 PSF DURATION = 1.25 % WIND SPD/TYPE= 160 ENCLOSED BLDG EXPOSURE - C USAGE=RESIDENTIAL CAT II WIND IMPORTANCE FACTOR= 1 UPLIFTS BASED ON= 9.2 pSF DESIGN CRITERIA FBC 2020 TPI 2014 Tess member dcm& & wnaectorplates are dev��eedd 11119 or ASCE 7-16 and a�w forces fiumboth wmpatrents and, heddmgs and main wind force MM1mg systems. • Tbesc tms have been reviewed to cany an additiom110# psf ­ncurrem bosom cleord live IOA FLOOR LOADING SCHEDUL TCLL = PSF TCDL = PSF BCDL = PSF TOTAL = PSF ROOF DESIGNED FOR SHINGLE ALL REACTIONS AND UPLIFTS ARE SHOWN ON ENGINEERDiG WALL KEY 08-6' ® 0 em MlalO RV. atHillt rartl O MCCARPENTER CONTRACTORS OF AMERICA 3900 AVENUE & N. W. WINTER HAVEN FLORIDA 338800) PHONE, (BOW 959-8806 FAk (863) 294-2468 BUILDER D.R. HORTON STATEWIDE PROJECT CREEFSIDE MODEL 1828/CALT/4FSB CCA PROJ/MODEL/ALT 7A5/ 320/182EC E ALT DESC OTC %LOT 52 BLOCK DATE M LAN DESCPoPIION INR. DALE rnr s rsar a Anr eiwu rr mr w.JrArr rN vN erer vvu rzs v. a wr TRM sn tvr TL ne a vw urr TAA/N a ea eser sasnr R1 IC Irrr N eTa vrsooa somaTetrre In ararn 11L1D/ DESCPoPIION INR. DATE m DESIGNER PAGE RFS 1 3 30 17 F Builder: Project: Model/Building: Lot Alt: ENGINEERING PACKAGE F*O�OT O �cs A#\W,y —T f — L7��/320 i8iEC.,E .4 Lot: 52 Block: �.._ LL Unit: LU U. 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 RI01 ALPINE March 1-3,:20.19 mawc&IPAM W. Bob. Michaelis, Qar'. 6fitbr.*Co.6trAct6itcif-Amdriba,:.Ihd.- .p -390Q Avenue G, Niojihweat Wihtdt .Haven, AFL 33880-6201 Re: Alternativd. IhstAl6tions.-for a'single ply carried truss; with a width less than the hanger width, and Wood. 6 full design load: 616r ia64-rnouhf6d':hgnge r'-atta0Ment­o­ - - y� wa n. a one ply .supporting girder(R.bfef6nce.d6tall WA37-02);. Q.ear Bob, For 'a single Ply carried truss ­ th ' a width less than'the hanger.hanger.width-you­.can ri.ih!gqll'a. prpfa�te.d jack wi sbabiruss:('').fQrwoqo..fil.le.r b.16c.kihgk.ThachIord: sites- chQrd..gTqOes, and to. .bethe. same atthe single. :ply".carri'edtruss. The prefabricated .j k:':s&db- truss have a.. minimum Jqqgffipf 48 and will have a MjqmqM.pit6h:of.,511.2 The single ply carried .t.ru.ss shall hav6,g reaction of 3,500# or leg.s.'At'tach'r)refEi'bdcaf6d.jac'k:'scab:tr.uss. with. two (2-)toWs�. of 0.1 28"Aff" GUn Nails atT O.G. Pee row., -staggered 1"(Sde'Fl&e6 I b&16*)- P16a§&.rafdr to -the Simpson Strong: -Tie Catalog._Q . _ . C . i -.7 201 ppqq 216 . i Figgre:'Ifor more mform.atfon; Figure I For-asiRgle-pf-, it& -that requires woodblockin "9 to,dchfieyelfUll design load Value for face -mounted er hangers -attach one wood- block(*.). to the back face of the single ply girder with the same size.- and grade - as the bottom.- chord Of the. single -ply girder. The: odd: block length to be such that the'W6od blocking -extends to eaqlj� adjacent panei.lo�oihts:(W6bs.;A'ndbott.6m'ch6r*dinte.rs,ecfion.s-).:-Attach wopd blo d x3 Y' 06n Nails at 0' 0­6 r block 0) with rows, per row,. staggered 3.0" applied to the W5. 6760 Forum D. . . . ... 3. 8,�-! -� (�Vp;Sqite 305., Orlando; FL. . 2 2278685 -www.alpineitmoom ALPINE single plygirderface; With an additional (20) 0.1.28N3.011 Gun `:Nails �:each at panel point, applied to 'the. Wood bloick.face ($6ere'Oblow Flqu� -Tie:Gatalog C 19j .).Pleas6 refer to the Sirnosbd Strong C20 Page 216, Figure re or more re. 1 . f irifOrtnati6h. .. ..... .... ... .............. ............ . .. . ... .. .... ... .... ..... ..... ... .. .... ... ... . .......... ... ...... ....... The application * of prefabricated Jack scab trui,§s, for Wood fillerNodkilng otwpodblocking to.; acfiJeve.. MI. . I . design load value for face -mounted hangers. must be approved by thehardware manufacturer., All edge" -and enddistlarices, and spatincj*for all nail connections must be suffici6ritto#eVentsplitting of wood., If. I can.be of any further assistanc6,or if you have any.questions; please give me a call., H STATE (CIPF William H. Krick: P.E. Chief Engineer R VD. AlpineanITW company Engineering Department Orlando; FL 6750*F6"rDM-Drive ..,...306n;O'la',d6,FL$2821-(8DO)'52,1m 111,(811)422.8115 Simpson Strong -Tie® Wood Construction Connectors Face -Mount Joist Hangers �v��6EREp W s D> C 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. T he double -shear hanger series, ranging from the iigt-capacity LUS hangers to the highest -capacity HGUS hangers, feature innovative double -smear 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 specified fasteners; see General Notes. • Nails must be driven at an angle through the joist or truss into the header to achieve the table loads. ... : Not -designed for welded or nailer applications." Options: • LUS and MUS hangers cannot be modified • Concealed flanges are not available for HGUS and HHUS • Other sizes available; consult your Simpson Strong -Tie representative Codes: See p.12 for Code Reference Key Chart Double -Shear Nailing Top View Double -Shear Nailing Side View Do not bend tab Dome Double -Shear Nailing Side View �Q (Available on some models) 1' for 2xs 1'tie"for 4x's� 8- 0 vp H B LUS28 HHUS210-2 �I fngk- MUS28 nP ,: P � P S c .P: w e' a Pe 2" HUS210 (HUS26, HUS28, and HHUS similar) HGUS28-2 Typical HUS26 Installation with Reduced Heel Height (multiple member fastening by Designer) WE 19 LUS/MUS/HUS/HHUS/HGUS Face -Mount Joist Hangers (cont.) SS' 5S SS Model.oHeel', ' r M1e '-_ (- Hetgti f � Dtmenstons (lr) I Fasteners �- Ga. H "- Carrying � Garrietl .` Member Member d Single 2x Sizes LUS24 _ . 25/s "" ` 18 1 s/i6 ' 3"la' " ' 137a (4) 0148 x 3 ° . ° (2) 0.148 x 3.1 1, af, 43/ a ,(4) 0.148' 32 MUS26 411A6 18 1 s/i6 5346 2 (6) , 0.148 x 3 (6) 0.148 x 3 HUS26 45/,6 16 15/a 53/8 3 (14) 0.162 x 31/z 1 (6) 0.162 x 31h HGUS26 ': 9a/s, . e 12 15/s "�53/e „ .5 (20) 0 62 x 311z (8),OK x 31h LUS28, -' .4 6" 18,'`F `1sls ;'`651a 131a (6)Qi48x3 A&'48x3, MUS28 65/i6 18 1 s/i6 673/6 2 (8) 0.148 x 3 (8) 0.148 x 3 HUS28 61/2 16 1 % 7 3 (22) 0.162 x 31/z (8) 0.162 x 31h HGUS28 06 12 1 % 71/8 5 (36) 0.162 x 3112. j (12) 0.162 x 31h (8) 0.148 0" j '{4) 0148�o HU8210': L 83Ii, •,16 ' j` '"1 Sh 9 3 ; : (30), A, X 31/2 (10) 0.162x 31h HGUS210 ,, 8s46 `: ` 12-.'+ .;15/a- 91/s 5; , ,(46)A162,x3'/z, „fi6)Q,1fi2x3Yz 1. See table below for allowable bads. These products are available with additional corrosion protection. For more information, see p.15. For stainless -steel fasteners, see p. 21. Many of these products are approved for installation B with Strong-Drivee SD Connector screws. See pp. 335-337 for more information. "DF'AllowabfeLoads � SP Allowable Loads `' SPF/HF Allowable loads �- - Code Model No E Upl ftl Flaoi Snow ` Roof" Wind (160), llpbfti ,' {160)� :Floor, ` (100), Snow "�(1 5) Roof < <(125) Wind (166 "Upliftl . 060), Floor (looj� Snow . (115j Roof Wind � Ref. , : Single 2x Sizes LUS24 ``; 0765.`35, . :725 " d$25 S9Q 1 20` : 3e0 "; . ;495 ; .56LUS26 865 990 1,070 1,355 1,165 935 1,070 1,150 1,475 865 635 725 785 1,000 IBC, FL, L16 5' ," 1,480= 1,560'� 1 56(l s30 ,. 'i;405 -' �1,560 1;, � 1; 566 ",8)r'- 955 1,050.. 1,18p .� LA HUS26 2,735 3095 3,235 3,235 1,320 2,960 3,280 3:280 3,280 .7150 2,350 2,660 2,780 2,780HGUS26 4,340= " 4,850"" 5170,`, �-5 390' " Ota "=4,690' 5,22 �i 5,3W, °5 390 730i 3,225 3,61p 3,870 3,985 IBC, FL LUS28 MLiS28, 1165 fi 3 r _. 1,100 1,73�` 1260 - 1,975'' 1,350 2,125 . 1,725 5 1165 ``®1 32 1,195 _ 1,875� 1360 ' 2135 `; 1,465 2255- 1,730 2,2cc 865 `;1 1 810 1,2 0 925 fi455, 1000 . 1,575. 1,270 -" i,955r°' IBC, FL, LA HUS28 1,760 4,095 4,095 4,095 4,095 1,760 4,095 4;095 4,095 4,095 1,480 3,520 3,520 3,520 3,520 HGUS28 ?275 ,°�7,275 7,275,=''`"7,275 ,t '_'°:127 °�- ?275 a 275 Z, Z5 .1M5, 3,6 ; " 3�820 , �,3,91 - 4,250 IBC, FL LUS210 1,165 1,335 1,530 1,640 2,090 1,165 1,450 1,655 1,775 2,270 865 985 1,120 1,215 1,500 IBC, FL, HUS210' a,t 3.,. 5,45t, - 5,95 5,830.; s, u95, , 5' 0.' ,5,83"v -,8 0 2,220 2 rK - 2,Lv5 ' 2,53 2,825 i; LA HG11S210 2,090 9,100 9,100 9,100 9,100 2,090 9;100 9:100 9,100 9,100 1,545 6,340 6,730 6,730 6,730 111C, FL 1. For dimensions and fastener information, see table above. See table footnotes on p. 195. HHUS/HGUS See Hanger Options information on pp.98-99. HHUS - Sloped and/or Skewed Seat • HHUS hangers can be skewed to a maximum of 45° and/or sloped to a maximum of 45' • For skew only, maximum allowable download is 0.85 of the table load • For sloped only or sloped and skewed hangers, the maximum allowable download is 0.65 of the table load • Uplift loads for sloped/skewed conditions are 0.72 of the table load, not to exceed 2,475 lb. • The joist must be bevel -cut to allow for double shear nailing HGUS - Skewed Seat • HGUS hangers can be skewed only to a maximum of 450. Allowable loads are: HGUS Seat Width Joist Down Load Uplift W < 2" Square cut 0.62 of table load 0.46 of table load W < 2" Bevel cut 0.72 of table load 0.46 of table load 2" < W < 6" Bevel cut 0.85 of table load 0.41 of table load 2" < W < 6" Square cut 0.46 of table load 0.41 of table load W > 6" Bevel cut 0.85 of table load 0.41 of table load Acute - side speclly angle Top View HHUS Hanger Skewed Right Qoist must be bevel cut) All joist nails installed on the outside angle (non -acute side). 94 Simpson Strong -Tie® Wood Construction Connectors These products are available with For stainless Is additional corrosion protection. ED steel fasteners, For more information, see p.15. see p. 21. SS° w�r'g Many of these products are approved for installation B with Strong -Drive" SD Connector screws. See pp. 335-337 for more information. Double 2x Sizes HHUS26-2 4554a 1 14 35/i65% 1 3 1 (14) 0.162 x 31/z (6) 0.162 x 31/z 1 1,320 12,830 13,190 13,415 4,250 1,135 12,435 12,745 12,935 13,655 HGUS26-2 1 49/te 1 12 35/ta 57A. 4 (20) 0.162 x 31/z (8) 0.162 x 31h 2,155 4,340 4,850 5,170 5,575 1,855 3,730 4,170 4,445 4,795 IBC, FL, LA LUS210-2 67AG 18 31/a 9 2 (8) 0.162 x 31/z 1 (6) 0.162 x 31/z 1 1,445 11,830 2,075 2,245 2,830 1 1,245 11,575 11,785 11,930 12,435 HHUS210-2 8% 14 TIA. 87/a 3 (30) 0.162 x 31/z (10) 0.162 x 3'h 3:550 1 5,705 6,435 6,485 1 6,485 1 3,335 1 4,905 5,340 1 5,060 1 5,190 HGUS210-2 8a/ie 12 3-fAs 93/is 1 4 1 (46) 0.162 x 31/z (16) 0.162 x 31h 14,09519,100 19,100 19,100 19,100 13,520 17,460 17,825 17,825 17,825 Triple 2x Sizes 71bUSLb-3.,.(,,4'996 U 4'As 1 W/2 'I J.(ZU).UJbZXZ5Y2 'tdjUJbLXSh 1Ib5 4,34U' 4,tf5U 'gy1lU. 5,J/,5 I,ifbb Id,fJU 4,IfU 4;440 4,raa IBC, FL, HGUS283 '' ai14a 12 415fi6. 71/a 4 (36)'0:162'x'31/z `'{12j0:162x31h .3,235 7;460' 7;460 7;-060-. 7,460 2780 r6,415 6,415 6,415" 6;415 LA HHUS210-3 83/s 14 411he 87/a 3 (30) 0.162 x 31/z (10) 0.162 x 31/z 3,405 5,630 6,375 6,485 6,485 2,930 4,840 5,485 5,575 5,575 FL HGUS210-3 1813A. 12 415A6 91/4 4 (46) 0.162 x 31/2 (16) 0.162 x 31/2 4,095 9,100 9,100 9,100 9,100 3,520 7,825 7,825 7,825 7,825 A: ,12- 4u5i, 10/4 j56Oj62 $'1 (20)00,/z9 1' } . 780J7.7 7, 3 " 7� 7,I8HGUS2124__ IBC FL,x LA Quadruple 2x Sizes HGUSLbg4 t,; „plz 1"L .b, rs bhs , ("LU)U. UX312._ 8)U7b?'X3V2o,["1.11.55 „4x 41J4,4,2i.SU 5I/U 5,T(;5' „I,if05,r5,/SU. 4 1/U 9,44q 4,lyb„ IBC, FL, HGUS28-4 71/4 12 6% 7% 4 (36) 0.162 x 31/z 1 (12) 0.162 x 31/2 3,235 7,460 7,460 7,460 7,460 2,780 6,415 6,415 6,415 6,415 LA HHUS210-4 I 8% 14 61A 87A 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 IBC, FL LA 4x Sizes LUS46 . ` ;r AN 18 1 A6 43/a � (4)I0.'t'62 X 31i 1. ('4f Q.162 X 31h >,O&G 1,030' 1,170 1265 J 1,595, 910 1, 885 1,005 I 1,090 1,370 JIBC,FL HGUS46 4tia 12 ` 35/a 47hs 4 (24) 0.162 x 31/i `{8}-0.162 x 31Iz ,2,155' 4,340. -4,850 5170; 5,575, 1,855 3,730 4,7.70 ' 45. 4,795` LUS48 143/a 1 18 1 31A61 63/a 1 2 1 (6) 0.162 x 31/2 1 (4) 0.162 x 31h 1 1,060 11,315 11,490 1 1,610 2,030 1 910 J 1,130 11,280 11,385 1,745 IBC, FL HUS48 61/a 14 31A6 7 2 (6) 0.162 x 31h (6) 0.162 01/2 1,320 1,580 1,790 1,930 2,415 1135 1,360 1,540 1,660 2,075 LA HHUS48 61h 14 3% 71/s 3 (22) 0.162 x 31/2 (8) 0.162 x 31/2 1,760 4,265 4,810 5,155 5,980 1,515 3,670 4,135 4,435 5,145 HGUS48 67tis 12 35/s 71tia 4 (36) 0.162 x 31/2 (12) 0.162 x 3'h 3,235 7,460 7,460 7,460 7,460 2,780 6,415 6,415 6,415 6,415 HGUS412 I 107A6 1 12 1 3% 1107tis 1 4 1 (56) 0.162 x 31h (20) 0.162 x 31/z 15,695 19,045 19,045 1 M45 9;045 4:,000 17,780 1 7,780 17,780 17,780 HGUS414 111316 1 12 1 35/a 127/ta 4 ' 1 (66) 0.162 x 31/z (22) 0.162 x 31h 15,695 10,125 10,125 10,125 10,125 4,900'1 8,190 18,190 18,190 18,190 Double 4x Sizes IBC, FL LA FL 1. Uplift loads have been increased for earthquake or wind loading with no further increase allowed. Reduce where other bads govern. 2. Wind (160) is a download rating. 3. Minimum heel height shown is required to achieve full table loads. For loss than minimum heel height, see technical bulletin T-C-REDHEEL at strongtie.com. 4. Truss chord cross -grain tension may limit allowable loads in accordance with ANSIlrPI 1-2014. Simpson Strong -Tie" Connector Selector" software includes the evaluation of cross -grain tension in its hanger allowabla bads. For additional information, contact Simpson Strong -Tie. 5. Loads shown are based on a two-ply 2x carrying member minimum for nailed hangers. With 3x carrying members, use 0.162" x 21h" nails in the header and 0.162" x 31h" in the joist, with no bad reduction. With single 2x carrying members, use 0.148" x 11h" nails in the header and 0.148" x 3" in the joist, and reduce the load to 0.64 of the table value. 6. Fasteners: Nail dimensions in the table are listed diameter by length. See pp. 21-22 for fastener information. 19 r7 1 U Face -Mount Truss Hanger The HTU face -mount truss hanger has nail patterns designed specifically for shallow heel heights, so that full allowable loads (with minimum nailing) apply to ' heel heights as low as 37/a". Minimum and maximum nailing options provide solutions for varying heel heights and end conditions. Alternate allowable loads are provided for gaps between the end of the truss and the carrying member up to 1/2" max. to allow for greater construction tolerances (maximum gap for standard allowable loads is %" per ASTM D1761 and D7147). See technical bulletin T-C-HANGERGAP at strongtie.com for more information. Material: 16 gauge Finish: Galvanized Installation: • Use all specified fasteners; see General Notes • Can be installed filling round holes only, or filling round and triangle holes for maximum values • See alternate installation for applications using the HTU26 on a 2x4 carrying member or I HTU28 or HTU210 on a 2x6 carrying member for additional uplift capacity Options: • HTU maybe skewed up to 671/2'. See Hanger Options on pp. 98-99 for allowable loads. • See engineering letter L-C-HTUSD at strongtie.com for installation with Strong -Drive® SD fasteners. Codes: See p.12 for Code Reference Key Chart Min. heel height pertable Many of these products are approved for installation with Strong -Drive°' SD Connector screws. See pp. 335-337 for more'infonnation. � 13/4" HTU26 Typical HTU26 Minimum Nailing Installation Ifetween end of truss and carrying member HTU Installation for Standard Allowable Loads (for 112" maximum gap, use Alternate Allowable Loads.) Standard Allowable Loads (1/8" Maximum Hanger uap) 2x Sizes Alternate Installation - HTU28 Installed on 2x6 Carrying Member (h177J210 similar) #111JLtl (MdXS)"'4 ,�./z�a", .I;/8-, BNB .S Y2I JZU)Ut1134XJ/2;, ,=(LU,�_U �Hii g".R,.7z %I,�O G,y,�+U,,:;,� r'C..-{,. .,;a�U,; ,4rU'IU. �,ui�a c,POU 4ta�Nu, 1:0'lpou ,awWv -. IBC, HTU28 (Min.) 37/a 15/a 71Ae 31/2 (26) 0.162 x 31/z (14) 0.148 x 11h 1,235 3,820 3,895 3,895 3,895 1,060 2.865 2.920 2,920 2,920 FL, HTU28 (Max.) 71/4 15/a 71A6 31/2 (26) 0.162 x 31/z (26) 0.148 x 11/2 2,020 3,820 4,315 4,655 5,435 1,735 3,285 3,710 4,005 4,675 LA HT17210(Min) 37/a::;s.is/s° .91Gs 31h (32)0:162,3131Ix ..(14}.0.148x1172 1;33Q n110 1„ 3' `f30t #,00'-I 1,145 3:225,;� 3,225 3r225; .�>225.; HTU210 (Max;) '9114 '' 1 �l . - 9116 '3i/z 32) 0:16Zx 31h• (32) 0.148,z i z = , �3,315). 4,705 •'' S 3"tl , .v 73€i 5;995 `2,850 4,045; �5? F, s ,5,155 Double 2x Sizes HT 126 2 (Mint . 37%` '-3 57Ae; . 3?l2 '>{21),{i.162 x3'/2 .( 4) 0 ' 46x1 , 1,515 ' 2;940 : 3.3p6 58(.- �, .3;510 �.-7,3Q5 . ; 1,850 I =2,090, >2,255 2i;465 HTU26 2;(MaX} .l 51/2 .35lia 5 c 31h' (20) Q.162 x 31h „(20) 0:148'X;3 ' .-2,175 -2,940 ; 3.32€3 a$0 4 $0" - 1,870 2,530,; 2,ti55; `3 80 ,855, HTU28-2 (Min.) 37/a 3-A6 71Ae 1 31/2 (26) 0.162 x 31/2 (14) 0.148 x 3 1,530 3,820 4,310 1 4,310 4,310 1,315 2,865 3,235 3,235 3,235 18C, HTU28-2 (Max.) 71/4 T5is 71Ae 31/2(26) 0.162 x 31/2 (26) 0.148 x 3 3,485 3,820 4,315 4,655 5.825 2,995 3,285 3,�1e^ `' 4,3^ 5,0110 LA 1. The maximum hanger gap is measured between the.joist (or truss) end and the carrying member. 2. Minimum heel heights required for full table bads are based on a minimum 2:12 pitch. 3. Uplift bads have been increased for earthquake or wind loading with no further increase allowed. Reduce where other bads govem. 4. Wind (160) is a download rating. 5. For hanger gaps between %" and 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 1112" 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 U Z Z Z d 0 U w r 0 Z O cc z 0 a U) rn 0 N 0 rn 0 N U U Simpson Strong -Tie® Wood Construction Connectors SIMPSON HTU Face -Mount. •e• t Many of these products are approved for installation with Strong -Drive® SD Connector screws. See pp. 335-337 for more information. Alternate Installation Table for 2x4 and 2x6 Member till. 1 Mug, mcluucl ,11ou/ '. t�uu/ 'aa wl _ l.�c�l �wu1 Swyl kivv/t taw/ :. kicu/ 110vl HTU26 (Min.) 37/a (2) 2x4 (10) 0.162 x 31/2 (14) 0.148 x 11/2 925 1,470 1,660 1,790 1, 87 5 795 1,265 1,430 1,540 1,615 HTU26 (Max.) 51/2 (2) 2x4 (10) 0.162 x 31/2 (20) 0.148 x 11/2 1,240 1,470 1 F60 1,790 2,220 1065 1,265 1,430 1,540 1,910 IBC 1-IT1]')Q �/AP-1 71/, N17v9: IM% n iF'J v 11'A' /;F1"RAA v it/' -i R7(1 I h DAR� 2: , 3 ; � 't .`�ri �3* { Z onr i FOG' 7�F�R, k "? DG 2 tiC Et �:' Z �Ffi- FL, LA 1. See table above for dimensions and additional footnotes. 2. Maximum hanger gap for the alternative installation is 1h". 3. Wind (160) is a download rating. 4. Fasteners: Nail dimensions in the table are listed diameter by length. See pp. 21-22 for fastener information. Alternative Allowable Loacis,(1/2" Maximum Hanger Uap) (1 Single 2x Sizes ,.. ., 1�-_, 1 w r - IBC, HTU28 (Min.) 37/a 1 % 7'tis 31/2 (26) 0.162 x 31/2 (14) 0.148 x 11/2 1110 3,770 3,770 3,770 3,770 955 2.825 2,825 2,825 2,825 FL, LA HTU28 (Max.) 71/4 15/a 7tis 31/2 (26)'0.162 x 31/2 (26) 0.148 x 11/2 1,920 3,820 4,315 4,655 5,015 1,695 2,865 1235 3,490 3,765 Double 2x Sizes HTU28-2 (Min.) 3% 35/6 17146 1 31/2 (2%0.162 x 31/2 (14) 0.148 x 3 1,490 3,820 3,980 3,980 1 3,980 1,280 2,865 2,985 2,985 2,985 IBC, HTU28-2 (Max.) 71/4 35/ts I 71/ia 31/2 (26) 0.162 x 31/2 (26) 0.148 x 3 3,035 3,820 4,315 4,655 5,520 2,610 2,865 ( 3,235 3,490 4a'LA' 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 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 Ma" and 1/2% use the Alternate Allowable Loads. 6. Truss chord cross -grain tension may Emit allowable bads in accordance with ANSVrPI 1-2014. Simpson Strong -Tie® Connector Selector® software includes the evaluation of cross -grain tension in its hanger allowable bads. For additional information, contact Simpson Strong -Tie. 7. Loads shown are based on a minimum two-plyI2x carrying member. For single 2x carrying members, use 0.148" x 11/2" nails in the header and reduce the allowable download to 0.70 of the table value. The allowable uplift is 100% of the table bad. 8. Fasteners: Nail dimensions in the table are fisted diameter by length. See pp. 21-22 for fastener information. HU/HUC/HSUR/L Medium -Duty Face -Mount Hangers HU/HUC hangers may be installed on a masonry/concrete wall as described below. Additionally, HU hangers with one flange concealed may be installed similarly. HU and HUC products are heavy-duty face -mount joist hangers made from 14-gauge galvanized steel. • The HUC is a concealed flange (face flanges turned in) version of the HU. • HU is available with both flanges concealed, provided the W dimension is 25/6" 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 1/4" x 2a44" Titen 2 screws (Model TTN2-25234H) for GFCMU., Follow all installation instructions and use the loads from the sawn lumber or EWP 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/is"-diameter hole to the specified embedment depth plus 1/2". • Alternatively, 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 will reduce or eliminate the mechanical interlock of the threads with the base material and will reduce the anchor's load capacity. • Titen Installation Tool Kits are available. They include a• 3/,6" drill bit and hex -head driver bit (Model TTNT01-RC); a 3/16" x 41/2" drill bit is also available (Model MDB18412). • A minimum edge distance of 11/2" and minimum end distance of 37/8" is required as shown in Figure 1 for full uplift load. • Where no uplift load is required, a minimum end distance of 1 1/2" is oern'tted. Codes: See p.12 for Code Reference Key Chart Concealed flanges HUC410 1y aa_ 2 m;- SIMPSON c� HU214 Figure 1 — HUC410 Installed on Masonry Block End Wall Figure 2 — HUC410 Installed on Masonry Block End Wall 23 r • • • • •1• Construction Connectors HU/HUC/HSUR/L ...... ......... ................ -.._.......- ............ - ...................... Medium -Duty Face -Mount Hangers (cont.) These products are available with additional corrosion protection. For more information, see p.15. HU26 HU26X (4)1/4 x 23/a (4) 1/4 x 13/4 (2) 0.148 x 11h 335 1,000 335 1,545 HU28 , HU28X" = (6} y4 X a x13/4 41 (4) 014$ X 1 lIz S45 1,a00`" 760 3;40$ HU24-2 HUC24-2 (4) 1/4 x 23/4 (4) 1/a x 13/4 (2) 0.148 x 3 380 1,000 380 1,545 HU26.3 (Min.) HUC26-3 (Min.) (8) 1/4 x 23/4 (8) 1/4 x 13/4 (4) 0.148 x 3 760 2,000 760 1 3,200 HU26.3 (Max.) HUC26-3 (Max.) (12)1/4 x.23/4 (12)1/4 x 13/a (6) 0.148 x 3 1,135 3,000 1,135 1 3, 550 HU28 2 (Max.)' F�UC28 (Max) 0 1�' (14} 1/aX 2a/ {14)1/a X 1 �a A 6) 0148 x�3 3 135 �._., 3500 1,135 n "4t920 - HU210 HU21 OX (8)1/4 x 23/4 (8)1/4 x 13/4 (4) 0.148 x 11/z 545 2,000 1 760 2,415 11U210 2 Min ( ) -; : s H11C21Q=2 (Mtn) "-' (14}'fax 2a 14 1Id2 `13/4 { } (6) 0148 x 3 " 1135, - „ '- 3,500 +. 1,135 HU210-3 (Min.) HUC210-3 (Min.) (14)1/4 x 23/4 (14)1/4 x 13/4 (6) 0.148 x 3 1,135 3,500 1,135 4,920 HU210-3 (Max.) HUC210-3 (Max.) (18)1/4 x 23/4 (18)1/4 x 13/4 (10) 0.148 x 3 1,800 4,500 1,800 5,085 HU212" HU212X"6 (1I1}'la;x23/4 (10)1/41t-13I4 O0148RJ)1Iz 135 2500 ""° 1,135 2665 HU212-2 (Min.) HUC212-2 (Min.) (16)1/4 x 23/4 (16)1/4 x 13/a (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/a (10) 0.148 x 3 1,350 5,085 1,350 5,085 HU212"" 3 (Mtn) '';'. HUC2 f2'3 {Mm) ;; (i6}•?J<'z 23J4 {96} 1J4iC 13l4 (6) 0148 x;3 1,135 4 000 " 1;135 ' r ,A HU212=3 (Max )' ;; HUC212 3 {Max) z {22,1/ x 2�'a." {22)?/a l 13J4 (10) Q 148ii 3 1800 5 985 ' 1s&QO 5 085 ; " HU214 HU214X (12)1/4 x 23/4 (12)1/4 x 13/4 . (6) 0.148 x 11/z 1,135 2,665 1,135 2,665 HU21¢-2(Mm)"."", HUC214,2(Mtn)- (1$}1%ax2?i4 " -777 ;;. {18)Tz13/a (8)014$x3 y515 ." `' `4,50Q 1515 .5085') HU214-3 (Min.) HUC214-3 (Min.) (18)114 x 23/4 (18)1/4 x 13/4 (8) 0.148 x 3 1,515 4,500 1,515 5,085 HU214-3 (Max.) HU0214-3 (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)1/ex 231a �" " & (18)1/a x 131a$) 0148 X 11h 1,515" 2,92 : i;515 2 920 " HU216-2 (Min.) HUC216-2 (Min.) (20)114 x 23/4 (20)114 x 13/4 (8) 0.148 x 3 1,515 4,920 1,515 4,920 HU216-2 (Max.) HUC216-2 (Max.) (26)1/4 x 23/4 (26) 1/4 x 13/4 (12) 0.148 x 3 2,015 5,085 2,015 5,085 HU216 3 {Mtn) HUC216 3 (Mm) ', (20)17a x 231a (20) Tla x 1314 (8) 0148 x3 515 `' r. 4,920 ' 1;515 HU216'3 (Max) .; , HUC21W (Max) (26)1%4,X 23I4 , `° (26)'/ x 13/a {72} 0148'x3. 2 015 v 5,085:,; HU7 (Min.) (Not available) (12)1/4 x 23/4 (12)114 x 13/4 (4) 0.148 x 11/z 545 2,980 760 2,980 HU7 (Max.) (Not available) (16)1/4 x 23/4 (16)114 x 13/4 (8) 0.148 x 11/z 1,085 3,485 1,085 3,485 HU11 (Min.) (Not available) (22)1/4 x 23/4 (22)1/4 x 13/a (6) 0.148 x 11/z 1,135 3,230 1,135 1 3,230 _] HU11 (Max.) (Not available) (30)1/4 x 2% (30) 1/4 x 13/a (10) 0.148 x 11/z 1,445 3,735 1,445 3,735 38 STAGGER JOINTS - TYP. RAISED HEEL ROOF TRUSSES B/SKIS SEE PLAN ROOF SHEATHING- SEE RAISED HEEL ROOF TRUSSES -5EE PLAN ems.. SOFFIT/FASCIA- SEE ARCH. =' z w¢ WN U 2 RIBBON BOARD- < < 3 1,, SEE SCHEDULE Z z FOR SPACING i O w W w C1 U W RIBBON BOARD- SEE FASTENING TO C7 a- W U � > > Q ao = N SGHEDULE FOR SPACING 1 TRUSSES w I.W.. W o o< O " FASTENING TO TRUSSES WALL SHEATHING -SEE PLAN `- z z Lu MIN. 15/32' CDX PLYWOOD OR Yfie a 3 l/I6' 055 WITH Sd GUN NAILS U (0.13I' X 2 12') ® 6' O.G. TO SHEAR GYP. CEILING- UPLIFT/SHEAR ANCHOR --,MASONRY WALL- RIBBON BOARDS R EACH SEE PLAN 1 FAN EACH TRUSS - SEE B/SKI SEE PLAN SEE PLAN SCHEDULENOTE: PLAN DO NOT FASTEN RIBBON BOARD ADVL FRAMING NOT INTO END GRAIN OF ROOF TRU55 RY WALL- SHOWN FOR CLARITY BOTTOM CHORD SEE PLAN ® �, aREV151 RAISED HEEL TRUSS B rA� RAISED HEEL TRU55 BEARING � - SCALE NT5 SKI SLALEiNTS 51GI RIBBON SCHEDULE DESIGN CRITERIA RIBBON MATERIAL RIBBON SPACING RIBBON ATTACHMENT Vult=165 MPH (2) 12d GUN (0.131' X 3') (Vasd=)28 MPH) 2X4 SPP'2 24' TO EACH TRUSS, (4) EXP. B, NAILS AT JOINTS ENCLOSED vult=180 MPH (2) 12d GUN (0.131' X 3') (Vasd=139 MPH) 2X4 5PF12 16' TO EACH TRUSS, (4) EXP. C, NAILS AT JOINTS ENCLOSED Rn6E0 HEFT-111 SNEEEINFORMAI DME ISSUED: II owwH Br. REhEWEO BY: SK.1 A; L'' P­­ I N- I E AWfT W COMAMN, January W12020' Ctractors 0 6 it ,#,pbntet- tract"o fAm' ri Inc:.. 350­0'Mehue G NW Winter.' -Haven-. FL ,38`88,O'-62�Ql De.ar-Matt- it , ba , s . come ometomvattentio.n.-i-hat-*Sp,.,rn,,,e questionswere re raised se'd concerning 5,/'.$,idfa- diameter � Zgable: ep d trusses i to: allow for tl reacted tods used for "tie,,dd"w',ns" Ifth'8& ga:ble--ends,.a.re-,over-.co.nfl'nuops sup -,or p With sheathe hbl6s ae&dP111,66'ab ift-th , 'd th 6,cenij�r.fiqepfth va face no.clos,e th, 'IAtb s' .or; veftica webs ffien no, re-paw-isreo uired, Tb 0 truss only supports 2 feet of 96bf!bads'an - .addition41 load', If you . - Have ,. any -me -a, ,que8tions, please give . .� I -calt 5iricereTy, ST, TEQF 6760,'F.b,rum.Drive, Suite 3ojo ndp,FL32821-(8QO)5?1-97,.9.0-,,"(863),,,,,422�,,-'.868,5 E3 3�ttdeilggp�NftnJs and d staged u��rN been eieclrw6ccaW signed 1���++ g� g gibdS4oahxa_Pfted t, i'��.`ij copies w9 wA an pngno siji a e must be 4 ....... �! �/ v riled u!*V She orwW efecirw [ version. �+ • f �V No. °ALPINE J s AN ITW.COMPANY fsarr.,��ffrt+'� COA #0 278 t 0/27/2020 Alpine, an ITW Company 6750 Forum Drive, Suite305 Orlando FL 32821 Phone: (800)755 6001 www.alpineitw.com Site lrtforinafiion• . P.a a 1i`. . Customer: Carpenter Contractors of America Job Number: N334496 Job Description: 7A6/320 ,182EC,E ,RH01 / 1828/CALIMEBB ELEV.C/E Address: Design Code: FBC 6th ed 2017 IntelliVIEW Version: 17.02.02A through 18.02.01A JRef #. 1WZV89750088 Wind Standard. ASCE 7-10 Wind Speed (mph): 160 Design Loading (pst): 37.00 Building Type: Closed This package contains general notes pages, 24 truss drawing(s) and 5 detail(s). itiarrt ©r.�rytng,tYyrrtber :'` irtas�`�� u � �, 1 301.20.1536,52278 Al 3 301.20.1536.51670 A2 5 301.20.1536.51874 A4 7 301.20.1536.51717 A6 9 301.20.1536.51952 A8 11 301.20.1536.51966 A10 13 301.20.1536.51546 A14G 15 301.20.1536.51547 A13 17 301.20.1536,52311 A16 19 301.20.1536.511.24 C1GE 21 301.20.1536.51406 CJ5 23 301.20.1536.51389 CJ1 25 A16015ENC101014 27 GBLLETIN0118 29 VAL160101014 2 301.20:.1536.52169 A1A 4 301.201536.51125 A3 6 301,20.1536.52077 A5 8 30120.1536,51701 A7 10 301.20.1536.51171 A9 12 301.20.1536.51311 Al2 14 301.20.1536.52060 All 16 301.20.1536.S1249 A15 18 301.20.1536.52325 B 1 G E 20 301:20,1536.52217 ER 22 301.20.1536.52218 CJ3 24 301.20.1536.51908 HJ7 26 A19015ENC101014 Florida Certificate of Product Approval #FL1999 Printed 10/27/2020 3:43:50 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 wails, 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.oro. Fire Retardant Treated Lumber: Fire retardant treated lumber must be properly re -dried and maintained below 19% or less moisture level through all stages of construction and usage. Fire retardant treated lumber may be more brittle than untreated lumber. Special handling care must be taken to prevent breakage during all handling activities. Page 1 of 3 General Notes (continued) Key to Terms: Information provided on drawings reflects a summary of the pertinent information required for the truss design. Detailed information on load cases, reactions, member lengths, forces and members requiring permanent lateral support may be found in calculation sheets available upon written request. BCDL = Bottom Chord standard design Dead Load in pounds per square foot. BCLL = Bottom Chord standard design Live Load in pounds per square foot. CL = Certified lumber. Des Ld = total of TCLL, TCDL, BCLL and BCDL Design Load in pounds per square foot. FRT = Fire Retardant Treated lumber. FRT-DB = D-Blaze Fire Retardant Treated lumber. FRT-DC = Dricon Fire Retardant Treated lumber. FRT-FP = FirePRO Fire Retardant Treated lumber. FRT-FL = FlamePRO Fire Retardant Treated lumber. FRT-FT = FlameTech Fire Retardant Treated lumber. FRT-PG = PYRO-GUARD Fire Retardant Treated lumber. g = green lumber. HORZ(LL) = maximum Horizontal panel point deflection due to Live Load, in inches. HORZ(TL) = maximum Horizontal panel point long term deflection in inches, due to Total Load, including creep adjustment. HPL = additional Horizontal Load added to a truss Piece in pounds per linear foot or pounds. Ic = Incised lumber. FJ = Finger Jointed lumber. L/# = user specified divisor for limiting span/deflection ratio for evaluation of actual Udefl value. L/defl = ratio of Length between bearings, in inches, divided by the vertical Deflection due to creep, in inches, at the referenced panel point. Reported as 999 if greater than or equal to 999. Loc = Location, starting location of left end of bearing or panel point (joint) location of deflection. Max BC CSI = Maximum bending and axial Combined Stress Index for Bottom Chords for of all load cases. Max TC CSI = Maximum bending and axial Combined Stress Index for Top Chords. for of all load cases. Max Web CSI= Maximum bending and axial Combined Stress Index for Webs for of all load cases. NCBCLL = Non -Concurrent Bottom Chord design Live Load in pounds per square foot. PL = additional Load applied at a user specified angle on a truss Piece in pounds per linear foot or pounds. PLB = additional vertical load added to a Bottom chord Piece of a truss in pounds per linear foot or pounds PLT = additional vertical load added to a Top chord Piece of a truss in pounds per linear foot or pounds. PP = Panel Point. R = maximum downward design Reaction, in pounds, from all specified gravity load cases, at the indicated location (Loc).. -R = maximum upward design Reaction, in pounds, from all specified gravity load cases, at the identified location (Loc). Rh = maximum horizontal design Reaction in either direction, in pounds, from all specified gravity load cases, at the indicated location (Loc). RL = maximum horizontal design Reaction in either direction, in pounds, from all specified non -gravity (wind or seismic) load cases, at the indicated location (Loc). Rw = maximum downward design Reaction, in pounds, from all specified non -gravity (wind or seismic) load cases, at the identified location (Loc). TCDL = Top Chord standard design Dead Load in pounds per square foot. TCLL = Top Chord standard design Live Load in pounds per square foot. U = maximum Upward design reaction, in pounds, from all specified non -gravity (wind or seismic) load cases, at the indicated location (Loc). VERT(CL) = maximum Vertical panel point deflection in inches due to Live Load and Creep Component of Dead Load in inches. VERT(CTL) = maximum Vertical panel point deflection ratios due to Live Load and Creep Component of Dead Load, and maximum long term Vertical panel point deflection in inches due to Total load, including creep adjustment. VERT(LL) = maximum Vertical panel point deflection in inches due to Live Load. VERT(TL) = maximum Vertical panel point long term deflection in inches due to Total load, including creep adjustment. W = Width of non -hanger bearing, in inches. Refer to ASCE-7 for Wind and Seismic abbreviations. Uppercase Acronyms not explained above are as defined in TPI 1 Page 2 of 3 References: 1. AWC: American Wood Council; 222 Catoctin Circle SE, Suite 201; Leesburg, VA 20175; www.awc.org. 2. ICC: International Code Council; www.iccsafe.org. 3. Alpine, a division of ITW Building Components Group Inc.: 514 Earth City Expressway, Suite 242, Earth City, MO 63045; www.alpineitw.com. 4. TPI: Truss Plate Institute, 2670 Crain Highway, Suite 203, Waldorf, MD 20601; www.tpinst.org. 5. SBCA: Wood Truss Council of America, 6300 Enterprise Lane, Madison, WI 53719; www.sbcindust[y.com. Page 3 of 3 Job Number: N334496 Ply: 1 SEQN: 7549 / T10 COMN Cust: R8975 JRef: 1WZV89750088 ,7A5/320 ,182EC,E ,RHO1 / 1828/CALI/4EBB ELEV.CIE Qty: 11 FROM: RWM DrwNo: 301.20.1536.52278 Truss Label: Al SSB / YK 10/2712020 12'11"15 19'10" 26'8"1 33'6°9 39'8" 6'10°8 6'10"1 6'10"1 6'10"8 6'1"7 =5X5 E m b 39'8" 1' 10' 9110" , 9'10" 10, 1' F 10' T 19'10" 29'8' + 39'8' + Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-10 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# Loc R / U ! Rw / Rh / RL / W TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.222 K 999 360 B 1709 / 308 / 961 ! - / 445 / 8.0 BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(TL): 0.547 K 999 240 H 1710 / 308 / 961 / - / - / 8.0 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.081 J - Wind reactions based on MWFRS Des Ld: 37.00 EXP: C HORZ(TL): 0.140 J. - - B Min Brg Width Req = 2.0 NCBCLL: 10.00 Mean Height: 15.00 ft Code / Misc Criteria Creep Factor: 2.0 H Min Brg Width Req = 2.0 TCDL: 4.2 psf Bearings B & H are a rigid surface. Soffit: 0.00 BCDL: 5.0 psf Bldg Code: FBC 6th.ed 201 Max TC CSI: 0.616 Bearings B & H require a seat plate. Load Duration: 1.25 MWFRS Parallel Dist: h to 2h TPI Std: 2014 Max BC CSI: 0.982 Spacing: 24.0 " C&C Dist a: 3.97 It Rep Factors Used: Yes Max Web CSI: 0.527 Members not listed have forces less than 375# Loc. from endwall: not in 9.00 ft FT/RT:20(0)/10(0) Maximum Top Chord Forces Per Ply (Ibs) GCp!: 0.18 Plate Type(s): Chords Tens.Comp. Chords Tens. Comp. Wind Duration: 1.60 WAVE VIEW Ver: 17.02.02A.1213.21 B - C 1488 -3151 E - F 1102 -2027 Lumber C - D 1387 -2871 F - G 1387 -2872 Value Set: 13B (Effective 6/1/2013) D - E 1102 -2027 G - H 1488 -3153 Top chord 2x4 SP #2 N Bot chord 2x4 SP #1 Maximum Bot Chord Forces Per Ply (Ibs) Webs 2x4 SP #3 :W3, W4, W5 2x4 SP #2 N: Chords Tens.Comp. Chords Tens. Comp. Lumber value set "'I3B" uses design values approved 1/30/2013 by ALSC B - L 2756 -1187 K - J 2276 -889 L - K 2276 - 863 J - H 2757 -1187 Bracing (a) 1X4 #3SRB or better continuous lateral restraint Maximum Web Forces Per Ply (Ibs) to be equally spaced. Attach with (2) 8d Box or Gun Webs Tens.Comp. Webs Tens. Comp. nails(0.113"x2.5",min.). Restraint material to be supplied and attached at both ends to a suitable L - D 539 -206 K - F 485 -745 support by erection contractor. D - K 485 -744 F - J 540 -206 (a) or scab reinforcement may be used in lieu of CLR i84ttdittt E - K 1361 -646 restraint. substitute (1) scab for (1) CLR and (2) �+ s - scabs for (2) CLR'S where shown. Scab '6� reinforcement to be same size, species, grade, and ,+a"4"i"raa 80% length of web member. Attach with 0.128x3" gun are }t EN ��+ °aaQ nails @ 6" oc. rr, ®r SF 9r Loading Truss passed check for 20 psf additional bottom a No. 648 chord live load in areas with 42"-high x 24"-wide e n a clearance. `� a Wind .r� ;e� f E OF Wind loads based on MWFRS with additional C&C + s° member design. %'Q*�°: . �g°�sramooa� �a COA #0 OkV$ AIL 10/27/2020 **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) fo'r safety practices prior to performing these functions. Installers shall provide temporary _ bracing per BCSI. Unless noted oTherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a progeny attached rigid ceiling Locations shown forpermanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or 610, as applicable. Apply plates to each face of truss and position as shown above and on the Joinf9Details, unless noted otherwise. (tefer to ALPINE drawings 160A-Z for standard plate positions. Alpine, a division of ITW Building Components Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the u nwcau truss in conformance with ANSI/TPI 1, or for handling{ shippiniq, installation and bracing of trussesA seal on this drawing or cover pafge, . 13723 Riverport Drive listing this drawing, indicates acceptance of pro essiona engineering responsibility solely for the design shown. The su! ability Suite 200 and use of this drawing for any structure is the responsibility of the building Designer per ANSI/TPI 1 Sec.2. For more information see this job's general notes page and these web sites: ALPINE: www.alpineilw.wm; TPI: www.tpinst.org; SBCA: www.sbcinduslxyxom: ICC:—Jccsafe.org Maryland Heights, MO 6304E Job Number: N334496 Ply: 1 SEQN: 7550 / T25 / COMN Cust: R8975 JRef: 1WZV89750088 ,7A51320 ,182EC,E ,RH01 / 1828/CALI/4EBB ELEV.C/E Qty: 1 FROM: RWM DrwNo: 301.20.1636.52169 Truss Label: A1A SN / WHK 10/27/2020 7'17'2 13' 1T1'1i2 19'10+ 23'8" 31'8"14 + 7'11"2 5'0"14 + 4'1'12 2'8'4 3'10" 8'0"14 7'11'2 =5X5 F E G 04X4 W 12 D 6 �7- (a) �6x6 a C W9 T1 T Q M V B Z6x6 H <6(A2) =4X8=SS0514 PO>8X8 �BX10 K =4X6(A SECTION MAY BE REMOVED AFTER INSTALLATION. DO NOT CUT PLATES. 39'8' F1' 8'1'9 4'10"7 4' 6'8' 8'0'11 T11"5 1� 8'1'9 13' 17' 23'8' 31'8'11 39'8' Loading Criteria (psD 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 Udefi U# TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.280 P 999 360 BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(TL): 0.764 P 905 240 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.120 K - - EXP: C Des Ld: 37.00 Mean Height: 15.00 ft HORZ(TL): 0.225 K - - NCBCLL: 10.00 Code / Mist; Criteria Creep Factor: 2.0 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Bldg Code: FBC 2014 RES Max TC CSI: 0.790 Load Duration: 1.25 MWFRS Parallel Dist: h to 2h TPI Sid: 2014 Max BC CSI: 0.979 Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Factors Used: Yes Max Web CSI: 0.964 Loc. from endwall: not in 9.00 ft FT/RT:20(0)/10(0) GCpi: 0.18 Plate Type(s): Wind Duration: 1.60 WAVE, 18SS VIEW Ver. 17.02.02A.1213.21 Lumber Value Set: 13B (Effective 6/112013) Top chord 2x4 SP #2 N :T1 2x4 SP #1: Bot chord 2x4 SP #2 N Webs 2x4 SP #3 :W6, W8, W9, W11 2x4 SP #2 N: Lumber value set "1313" uses design values approved 1/30/2013 by ALSC Bracing (a) 1X4 #3SRB or better continuous lateral restraint to be equally spaced. Attach with (2) 8d Box or Gun nails(0.113"x2.5",min.). Restraint material to be supplied and attached at both ends to a suitable support by erection contractor. ttt48t€1144 (a) or scab reinforcement may be used in lieu of CLR p7 restraint. substitute (1) scab for (1) CLR and (2) 1fi scabs for (2) CLR'S where shown. Scab �;i...a®��4q� reinforcement to be same size, species, grade, and •�^ &+C�a•4 80% length of web member. Attach with 0.128x3" gun p•° nails @ 6" oc. a ° Plating Notes • No. 648 All plates are 2X4 except as noted. 'a • Wind ° •° Wind loads based on MWFRS with additional C&C E OF member design. s �� Laterally brace BC above filler @ 24" O.C. (or as designed) Including a brace on BC directly above both ends of filler (if no rigid diaphragm exists at that point). g� COA #0 l 10/27/2020� ♦ Maximum Reactions (Ibs) Loc R /U /Rw /Rh /RL /W B 1555 / 308 / 960 / - 1445 / 8.0 1 1555 /308 /960 /- /- /8.0 Wind reactions based on MWFRS B Min Big Width Req = 2.2 1 Min Brg Width Req = 2.2 Bearings B & I are a rigid surface. Bearings B & I require a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - C 1431 - 2747 F - G 1352 - 2067 C - D 1726 - 3278 G - H 1201 - 2103 D - E 1428 - 2551 H - 1 1445 - 2775 E - F 1514 - 2527 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - S 2374 -1108 L - K 2401 -1133 Q - M 2867 -1220 K -1 2404 -1134 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. C - S 441 - 838 M - F 1684 - 881 C-Q 549 -134 M-L 1745 -618 S - Q 2530 -1180 F - L 520 - 425 Q - D 744 - 361 L - H 458 - 686 D-M 516 -912 **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 ety practices prior to performing these functions. Installers shall provide temporary r BCSI. Unless noted ovherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a properly q'Id ceiling Locations shown for permanent lateral restraint of webs shall have bracingA installed per BCSI sections B3, B7 or B10, le. Apply plates to each face of truss and position as shown above and on the JointDetails, unless noted otherwise. kefer to 60A-Z for standard plate positions. Alpine, a division of ITW BuildiphComponents truss in conformance with ANSIII PI 1, or for Y listing this drawing indicates acceptance and use of this drawing, for any structure For more information see this job's general notes page an his drawing,any failure to build the on this drawing or cover pa ei Le design shown. The suitablity ALPINE 13723 Riverport Drive Suite 200 Maryland Heights, MO 6304E Job Number: N334496 Ply: 1 SEQN: 7551 / T9 / HIPS Cust: R8975 JRef: 1WZV89750088 ,7A5/320 ,182EC,E ,RH01 / 1828/CALI/4EBB ELEV.C/E Qty: 1 FROM: RWM DrwNo: 301.20.1536.51670 Truss Label: A2 SSB / WHK 10/27/2020 12'6"15 19' 20'$" 27'11 33'6"9 39'8" i 6,5"8 r WI-1T 1,8d 6,5"1 6-5"8 6,1"7 '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 " Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 5.0 psf MW FRS Parallel Dist: h to 2h C&C Dist a: 3.97 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP #2 N Bot chord 2x4 SP #1 Webs 2x4 SP #3 :W3, W4, W5, W6 2x4 SP #2 N: Lumber value set "13B" uses design values approved 1/30/2013 by ALSC Bracing (a) 1X4 #3SRB or better continuous lateral restraint to be equally spaced. Attach with (2) 8d Box or Gun najls(0.113"x2.5",min.). Restraint material to be supplied and attached at both ends to a suitable support by erection contractor. (a) or scab reinforcement may be used in lieu of CLR restraint. substitute (1) scab for (1) CLR and (2) scabs for (2) CLR'S where shown. Scab reinforcement to be same size, species, grade, and 80% length of web member. Attach with 0.128x3" gun nails @ 6" oc. Wind Wind loads based on MWFRS with additional C&C member design. :5X5--5X5 E F 19,10" Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: N/ RE NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Code / Misc Criteria Bldg Code: FBC 6th ed 201 TPI Std: 2014 Rep Factors Used: Yes FT/RT:20(0)/10(0) Plate Type(s): WAVE E-514 39'8" 9'10" 29'8" Defl/CSI Criteria PP Deflection in loc Udell U# VERT(LL): 0.172 L 999 360 VERT(TL): 0.470 L 999 240 HORZ(LL): 0.066 K - HORZ(TL): 0.123 K Creep Factor: 2.0 Max TC CSI: 0.480 Max BC CSI: 0.856 Max Web CSI: 0.669 VIEW Ver: 17.02.02A.1213.21 ♦ Maximum Reactions (Ibs) Loc R /U /Rw /Rh /RL /W B 1556 / 309 / 964 / - / 428 / 8.0 1 1556 1309 / 964 / - /- / 8.0 Wind reactions based on MWFRS B Min Brg Width Req = 1.8 1 Min Brg Width Req = 1.8 Bearings B & I are a rigid surface. Bearings B & I require a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp B - C 1511 - 2800 F - G 1123 -1779 C - D 1415 - 2521 G - H 1415 - 2521 D - E 1123 -1779 H -1 1511 - 2800 E - F 1093 -1559 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - M 2444 -1206 L - K 2030 - 941 M - L 2030 - 911 K - 1 2444 -1216 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. M - D 508 -192 L - F 548 - 381 iffruft D - L 482 - 683 L - G 482 - 683 'C! ," 8 " E - L 548 - 381 G - K 508 -192 SATE OF Sc p°`���eearag COA # l_ Al 07 10/27/2020 **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 quire Information, by TPI an SBCA) for safety practices prior to performing these functions. Installers shall provide temporarryY BCSI. Uniess noted dTherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a propperly )1Id ceilingq Locations shown for permanent lateral restraint of webs shall have bracingq installed per BCSI sections B3, B7 or 910, e. AppYj fates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. f7efer to 60A-Z for s�andard plate positions. a division of ss In Contormance With ANbl/ I F1 1, or Tor hanclling Snlpping, Insti frig this drawing, indicates acceptance of pro essiona engi d use of this drawing for any structure is iPITe responsibility more information see this job's general notes page and these web sites: ALPINE: TPI: www.tpinst.org; SBCA: failure to build the I or cover pa e , . n. The sui ability PIE AN u+nwcov 13723 Riverport Drive Suite 200 Maryland Heights, MO 6304 4 Job Number: N334496 Ply: 1 SEQN: 7652 / T22 / HIPS Cusl: R8975 JRef: 1WZV89750088 ,7A5/320 ,182EC,E ,RH01 / 1828/CALI14EBB ELEV.C/E Qly: 1 FROM: RWM DrwNo: 301.20.1536.51121 Truss Label: A3 FV / FV 10/27/2020 6'1"7 6'1"7 12'0"15 18'0"1 i 21'7"15 27'7"1 3316"9 5'11"9 5'11. 1 3'7"14+ 5'11"2 �1 0 1 10' Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-10 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Des Ld: 37.00 Mean Height: 15.00 ft NCBCLL: 10.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: h to 2h Spacing: 24.0 " C&C Dist a: 3.97 It Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP #2 N Bot chord 2x4 SP #1 Webs 2x4 SP #3 :W3, W4, W5, W6 2x4 SP #2 N: Lumber value set 13B" uses design values approved 1/30/2013 by ALSC Bracing (a) 1X4 #3SRB or better continuous lateral restraint to be equally spaced. Attach with (2) 8d Box or Gun nails(0.113"x2.5",min.). Restraint material to be supplied and attached at both ends to a suitable support by erection contractor. (a) or scab reinforcement may be used in lieu of CLR restraint. substitute (1) scab for (1) CLR and (2) scabs for (2) CLR'S where shown. Scab reinforcement to be same size, species, grade, and 80% length of web member. Attach with 0.128x3" gun nails @ 6" oc. Wind Wind loads based on MWFRS with additional C&C member design. ;5X5 =5X5 E F 39'8" 9'10" 19,10" 9'10" 29'8" Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# Pf: NA Ce: NA VERT(LL): 0.171 L 999 '360 Lu: NA Cs: NA VERT(TL): 0.467 L 999 240 Snow Duration: NA HORZ(LL): 0.066 K - - HORZ(TL): 0.124 K Code / Misc Criteria Creep Factor: 2.0 Bldg Code: FBC 6th ed 201 Max TC CSI: 0.415 TPI Sid: 2014 Max BC CSI: 0.857 Rep Factors Used: Yes Max Web CSI: 0.541 FT/RT:20(0)/10(0) Plate Type(s): WAVE VIEW Ver: 17.02.02A.1213.21 s�es�•aero 10/27/2020 1f L R 6'1"7 10, ♦ Maximum Reactions (Ibs) Loc R /U /Rw /Rh /RL /W B 1556 / 312 / 965 / - / 408 / 8.0 1 1556 /312 /965 /- /- /8.0 Wind reactions based on MWFRS B Min Brg Width Req = 1.8 1 Min Brg Width Req = 1.8 Bearings B & I are a rigid surface. Bearings B & I require a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - C 1540 - 2796 F - G 1154 -1794 C - D 1447 - 2523 G - H 1448 - 2523 D - E 1154 -1794 H - 1 1540 - 2796 E - F 1150 -1635 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - M 2439 -1231 L - K 2064 -1000 M - L 2064 - 971 K - 1 2439 -1252 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. M - D 495 -180 L - F 523 - 335 D - L 470 - 674 L - G 470 - 674 E - L 523 - 335 G - K 495 -180 **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 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 progeny attached ri id ceiling Locations shown forpermanent lateral restraint of webs shall have bracing ins ailed per BCSI sections 63, B7 or �10, _ as applicable. Apply plates to each face of truss and position as shown above and on the Joint"Details, unless noted otherwise. kefer to t^ drawings 160A-Z for standard plate positions. ALPINE Alpine, a division of ITW Building Components Group Inc.shall not be responsible for any deviation from this drawing,any failure to build the a nwcon, , truss in conformance with ANSI/TPI 1, or for hand1% shipping, installation and bracing of trussesA seal on this drawing or cover page , 13723 Riverport Drive listing this drawing indicates acceptance of pro essiona engineering responsibility solely for the design shown. The suitability Suite 200 and use of this gnawing for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. For more information see this job's general notes page and these web sites: ALPINE: www.alpineitw.00m; TPI: www.tpinst.org; SBCA: www.sbcmdustry.com; ICC: www.iccsafe.org Maryland Heights, MO 6304 Job Number: N334496 Ply: 1 SEON: 7553 / T8 / HIPS Cust: R8975 JRef: 1WZV89750088 ,7A5/320 ,182EC,E ,RH01 / 1828/CALI/4EBB ELEV.C/E Oty: 1 FROM: RWM Dnallo: 301.20.1536.51874 Truss Label: A4 FV / WHK 10/27/2020 7'10"14 + 17' 22'8" I 31'9"2 39'8" 7'10"14 9'1 "2 5'8" 9'1 "2 710 14 0 Zo 22 h1 0 1 10' 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 Des Ld: 37.00 Mean Height: 15.00 ft NCBCLL: 10.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: h to 2h Spacing: 24.0 " C&C Dist a: 3.97 It Loc. from endwail: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP #2 N :T2, T4 2x4 SP 2400f-2.OE Bot chord 2x4 SP #1 Webs 2x4 SP #2 N :W1, W6 2x4 SP #3: Lumber value set "13B" uses design values approved 1/30/2013 by ALSC Bracing (a) 1X4 #3SRB or better continuous lateral restraint to be equally spaced. Attach with (2) 8d Box or Gun naiis(0.113"x2.5",min.). Restraint material to be supplied and attached at both ends to a suitable support by erection contractor. (a) or scab reinforcement may be used in lieu of CLR restraint. substitute (1) scab for (1) CLR and (2) scabs for (2) CLR'S where shown. Scab reinforcement to be same size, species, grade, and 80% length of web member. Attach with 0.128x3" gun nails @ 6" oc. Wind Wind loads based on MWFRS with additional C&C member design. e5X5 5X5 D E 39'8" 9'10" 19,10" 29'B" 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): 0.149 J 999 360 Lu: NA Cs: NA VERT(TL): 0.408 J 999 240 Snow Duration: NA HORZ(LL): 0.060 1 - - HORZ(TL): 0.112 1 Code / Misc Criteria Creep Factor: 2.0 Bldg Code: FBC 6th ed 201 Max TC CSI: 0.760 TPI Std: 2014 Max BC CSI: 0.863 Rep Factors Used: Yes Max Web CSI: 0.629 FT/RT:20(0)/10(0) Plate Type(s): WAVE VIEW Ver. 17.02.02A.1213.21 ere�0. �� ms 1" 1' 39'8" i ♦ Maximum Reactions (Ibs) Loc R /U /Rw /Rh /RL /W B 1552 / 318 / 965 / - / 387 / 8.0 G 1552 /318 /965 /- /- /8.0 Wind reactions based on MWFRS B Min Brg Width Req = 1.8 G Min Brg Width Req = 1.8 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 1532 - 2755 E - F 1559 - 2561 C - D 1559 - 2561 F - G 1532 - 2755 D - E 1205 -1728 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - K 2393 -1221 J -1 1695 - 768 K - J 1695 - 738 I - G 2393 -1250 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. C - K 404 - 448 J - E 389 - 234 K - D 770 -462 E -1 770 -462 D - J 388 -234 I - F 403 -448 **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, instaliing,and bracing. Refer to and follow the latest edition of BCSI (Building quire Information, by TPI an SBCA) or safety practices pnor to performing these functions. Installers shall provide temporary r BCSI. Unless noted ovherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a properly id ceiling Locations shown for permanent lateral restraint of webs shall have bracing inslalled per BCSI sections B3, B7 or B10, e._ AppTy plates to each face, of truss and position as shown above and on the JoingDetails, unless noted otherwise. kefer to a division of ITW Building Components Group Inc., shall not be responsible for any deviation from this drawing,any failure to build the conformance with ANSI/PI 1, or for handling, shipping, installation and bracing of trussesA seal on this drawing or cover page , this drawing indicates acceptance of proiessionaf engineering responsibility solely for the design shown. The suiTability se of this drawing for any structure is the responsibility of the Building Designer per ANSIITPI 1 Sec.2. ALPINE r+mrco*vra 13723 Riverport Drive Suite 200 Maryland Heights, MO 63042 Job Number: N334496 Ply: 1 SEQN: 7554 / T24 / HIPS Cust: R8975 JRef: 1WZV89750088 ,7A5/320 ,182EC,E ,RH01 / 1828/CALI14EB8 ELEV.C/E Qty: 1 FROM: RWM DrwNo: 301.20.1536.520T Truss Label: A5 FV / WHK 10/27/2020 6'1"7 6'1"7 �1 10 10' Loading Criteria (psi) Wind Criteria TCLL: 20.00 Wind Sid: ASCE 7-10 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP. C Des Ld: 37.00 Mean Height: 15.00 ft NCBCLL: 10.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h Spacing: 24.0 " C&C Dist a: 3.97 It Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP #2 N :T2, T4 2x4 SP 2400f-2.OE: Bot chord 2x4 SP #1 Webs 2x4 SP #2 N : W 1, W 6 2x4 SP #3: Lumber value set "l3B" uses design values approved 1/30/2013 by ALSC Wind Wind loads based on MWFRS with additional C&C member design. 16'01 I 237"15 9110"10 77'14 6X6 6X6 D E 39'8" 33'6"9 39'8" 9110"10 + 6'1"7 9110" i 91101, 19,10" T 29'8" Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) Pg: NA Ct: NA CAT: NA PP Deflection in loc L/defl L/# Loc R / U / Rw / Rh / RL / W B 1556 / 713 1964 / - / 367 / 8.0 Pf: NA Ce: NA VERT(LL): 0.156 J 999 360 Lu: NA Cs: NA VERT(TL): 0.427 J 999 240 G 1556 / 713 / 964 / - /- / 8.0 Snow Duration: NA HORZ(LL): 0.064 1 - - Wind reactions based on MWFRS HORZ(TL): 0.119 1 Creep Factor: 2.0 B Min Brg Width Req = 1.8 G Min Brg Width Req = 1.8 Code / Mist: Criteria Bldg Code: FBC 6th ed 201 Max TC CSI: 0.799 Bearings B & G are a rigid surface. TPI Std: 2014 Max BC CSI: 0.855 Bearings B & G require a seat plate. Rep Factors Used: Yes Max Web CSI: 0.614 Members not listed have forces less than 375# FT/RT:20(0)/10(0) Maximum Top Chord Forces Per Ply (Ibs) Plate Type(s): Chords Tens.Comp. Chords Tens. Comp. VIEW Ver: 17.02.02A.1213.21 B - C 1622 - 2852 E - F 1483 - 2513 WAVE C - D 1483 - 2513 F - G 1621 - 2852 D - E 1254 -1829 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - K 2505 -1330 J -1 1780 - 840 K - J 1780 - 810 I - G 2505 -1359 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. C - K 423 - 469 J - E 381 - 218 K-D 617 -314 E-1 617 -314 �pr�a(ta D - J 380 - 218 I - F 423 - 469 ®aosa■��i pE' t1 e 0 A% STATE OF � COA # 10/27/2020 "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS quire extreme care in fabricating, handling,shipping, installing,and bracing. Refer to and follow the latest edition of BCSI (Building t Safety Information, by TPI an SBCA) fr sa shipping, practices pnor to performing these functions. Installers shall provide tempora r BCSI. Unless noted ovherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a pro pperly iid ceiling Locations shown for permanent lateral restraint of webs shall have bracingq installed per BCSI sections B3, B7 or 810, e._ Appgy plates to each face. of truss and position as shown above and on the Join Details, unless noted otherwise. kefer to Alp!ne, a division of truss in conformanc listing this drawing and use of this e For more information see rl PI 1, or for r acceptance any structure failure to build the ]or cover pa e ,n. The suit9ability ALPINE ♦ -COM - 13723 Riverport Drive Suite 200 Maryland Heights, MO 6304 Job Number: N334496 Ply: 1 SEQN: 7555 / T7 / HIPS Cust: R8975 JRef: 1WZV89750088 ,7A5/320 ,182EC,E ,RH01 / 1828/CALI/4EBB ELEV.C/E Qty: 1 FROM: RWM DrwNo: 301.20.1536.51717 Truss Label: A6 KD / FV 10/27/2020 7'1014 15' 24'8" 319"2 i 39'8" 7,10"14 T1"2 '} 9'8" T1"2 71014 i o6X6 =6X6 D T3 E 12 6 ,5X5 �5F5 C o W co � W1 B t A G T3 H =4X6(A2) =5X5 =5X5 =5X5=4X6(A2) 39'8" �1'+ 10' 10' 10' 19,10" 29'8" +1'� 39'8" Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pr in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Sid: ASCE 7-10 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# Loc R / U / Rw / Rh / RL / W TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.159 J 999 '360 B 1552 / 328 / 962 / - / 346 / 8.0 BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(TL): 0.436 J 999 240 G 1552 / 328 / 962 ! - / - / 8.0 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.061 1 - - Wind reactions based on MWFRS Des Ld: 37.00 EXP. C HORZ(TL): 0.115 1 Mean Height: 15.00 ft B Min Brg Width Req = 1.8 Code / Mist; Criteria Creep Factor: 2.0 NCBCLL: 10.00 P TCDL: 4.2 psf G Min Brg Width Re 1.8 q = Soffit: 0.00 BCDL: 5.0 psf Bldg Code: FBC 6th ed 201 Max TC CSI: 0.913 Bearings B & G are a rigid surface. 9 9 Load Duration: 1.25 TPI Std: 2014 Max BC CSI: 0.867 MWFRS Parallel Dist: h to 2h Bearings B & G require a seat plate. Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Factors Used: Yes Max Web CSI: 0.572 Members not listed have forces less than 375# Loc. from endwall: not in 9.00 ft FT/RT:20(0)/10(0) Maximum Top Chord Forces Per Ply (Ibs) GCp!: 0.18 Plate Type(s): Chords Tens.Comp. Chords Tens. Comp. Wind Duration: 1.60 WAVE VIEW Ver: 17.02.02A.1213.21 Lumber B - C 1547 - 2729 E - F 1568 - 2537 C - D 1568 -2538 F - G 1547 -2729 Value Set: 13B (Effective 6/112013) D - E 1287 -1910 Top chord 2x4 SP #2 N :T3 2x4 SP 2400f-2.OE: Bot chord 2x4 SP #1 Maximum Bot Chord Forces Per Ply (Ibs) Webs 2x4 SP #2 N :W1, W6 2x4 SP #3: Chords Tens.Comp. Chords Tens. Comp. Lumber value set "13B" uses design values approved 1/30/2013 by ALSC B - K 2363 -1228 J -1 1847 - 899 K - J 1847 - 870 I - G 2363 -1257 Wind Wind loads based on MWFRS with additional C&C Maximum Web Forces Per Ply (Ibs) member design. Webs Tens.Comp. Webs Tens. Comp. K - D 628 - 363 E - I 628 - 363 �/gr SEN a+■arrnrt °'J $� a g 40 No. 648 a rr �7E OF 4+0 R%%° COA #0 AL 10/27/2020 **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 or of BCSI (Building Component Safety Information, by TPI an SBCA) 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 sheathing and bottom chord shall have a propperly attached ri id ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, as applicable. Apply plates to each face oftrussand position as shown above and on the Join Details, unless noted otherwise. kefer to drawings 160A-Z for standard plate positions. ALPINE� Alpine, a division of ITW Building Components Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the pNnwCw— truss in ANSI/I PI 1, for handlM installation bracing trussesA on this drawing cover conformance with or shlppinlq, and of seal or listing this drawing indicates acceptance of pro I ona engineering responsibility solely for the design shown. p gnawing for the Designer ANSI/TPI 1 Sec.2. page. , 13723 Riverport Drive The sui ability Suite 200 and use of this any structure is e responsibility of Building per For more information see this job's general notes page and these web sites: ALPINE: www.al ineitw.com; TPI: www.l inst.or ; SBCA: www.sbcindust .win; ICC: www.iccsafe.org Maryland Heights, MO 6304 Job Number: N334496 Ply: 1 SEQN: 7556 / T23 / HIPS Cust: R8975 JRef: 1WZV89750088 ,7A5/320 ,182EC,E ,RH01 / 1828/CALI/4EBB ELEV.C/E Qty: 1 FROM: RWM DrwNo: 301.20.1536.51701 Truss Label: A7 FV / WHK 10/27/2020 6'1"7 14'0"1 19'10" 25'7"15 33'6"9 39'8" 6'1"7 7'10"10 5'9"15 i 5191,15 17'10"l0 �SX5 1112X4 =5X5 D E F T2 12 6 p T4 v C 5 Z \5G-XX5 r W3 B A H I 4X6(A2) =5X5 =5X8 =5X5=4X6(A2) 39'8" 10' 9'10" 10, 1. 10 19,10" 29'8" 39'8" Loading Criteria (pso Wind Criteria Snow Criteria (Pg,Pf in PsF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-10 Pg: NA Ct: NA CAT: NA PP Deflection in loc L/defl L!# Loc R / U / Rw / Rh / RL / W TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.176 E 999 360 B 1556 / 715 / 958 / - / 326 / 8.0 BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(TL): 0.482 E 999 240 H 1556 / 715 / 958 / - /- / 8.0 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.065 J - - Wind reactions based on MWFRS Des Ld: 37.00 EXP: C HORZ(TL): 0.121 J - - Mean Height: 15.00 ft B Min Brg Width Req = 1.8 NCBCLL: 10.00 Code / Mist: Criteria Creep Factor: 2.0 TCDL: 4.0 psf H Min Brg Width Req = 1.8 Soffit: 0.00 BCDL: 5.0 sf Bldg Code: FBC 6th ed 201 Max TC CSI: 0.743 p Bearings B & H are a rigid surface. g g Load Duration: 1.25 MWFRS Parallel Dist: h!2 to h TPI Std: 2014 Max BC CSI: 0.859 Bearings B & H require a seat plate. Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Factors Used -,Yes Max Web CSI: 0.322 Members not listed have forces less than 375# Loc. from endwall: not in 9.00 ft FT/RT:20(0)/10(0) Maximum Top Chord Forces Per Ply (Ibs) GCpi: 0.18 Plate Type(s): Chords Tens.Comp. Chords Tens. Comp. Wind Duration: 1.60 WAVE VIEW Ver: 17.02.02A.1213.21 Lumber B - C 1632 - 2822 E - F 1405 -2112 C-D 1510 -2515 F-G 1510 -2515 Value Set: 13B (Effective 6/1/2013) D - E 1405 -2112 G - H 1632 -2822 Top chord 2x4 SP #2 N :T2, T4 2x4 SP #1: Bot chord 2x4 SP #1 Maximum Bot Chord Forces Per Ply (Ibs) Webs 2x4 SP #3 :W3, W5 2x4 SP #2 N: Chords Tens.Comp. Chords Tens. Comp. Lumber value set "1313" uses design values approved 1/30/2013 by ALSC B - L 2470 -1332 K - J 1912 - 950 L - K 1912 - 920 J- H 2470 -1362 Wind Wind loads based on MWFRS with additional C&C Maximum Web Forces Per Ply (Ibs) member design. Webs Tens.Comp. Webs Tens. Comp. C - L 366 - 395 K - F 383 -177 L - D 556 - 253 F - J 556 - 253 ,�attS EitlBp, D - K 382 -177 J - G 365 - 395 S Ft O � 40 /� f� � : No. 8 A i"E OF 9 �r4 RNVV d COA # 10/27/2020 "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 Component Safety. Information, TPI for functions. BCSI (Building by an c7 SBCA) safety practices pnor to performing these Installers shall provide temporary bracing per BCSI. Unless noted o herwise,top chord shall have properly attached structural sheathing and bottom chord shall have a properly _ attached rigid ceiling Locations shown forpermanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or 610. as applicable. Apply plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. drawings 160A-Z for standard plate positions. f�efer 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 .— Ca,, -truss in ANSI/TPI 1, for handling{ installation bracing trussesA this drawing conformance with or shippinlq, and of seal on or listing this drawing indicates acceptance of pro essiona engineering responsibility solely for the design shown. this drawing, for is the building Designer ANSIffPI 1 Sec.2. cover page _ , 13723 Riverport Drive The suitability Suite 200 and use of any structure the responsibility of per For more information see this job's general notes page and these web sites: ALPINE: www.al ineitw.mm; TPI: www.t inst.or ; SBCA: www.sbcindust xom; ICC: —kcsafe.arg Maryland Heights, MO 6304 Job Number: N334496 Ply: 1 SEQN: 7557 / T6 / HIPS Cust: R8975 JRef: 1WZV89750088 ,7A5/320 ,182EC,E ,RH01 ! 1828/CALI/4EBB ELEV.C/E Qty: 1 FROM: RWM DrwNo: 301.20.1536.51952 Truss Label: A8 FV / WHK 10/27/2020 6'9"4 13' 19'10" 26'8" 32'10"12 39'8" 6'9"4 6'2"12 6'10" 6'10" 6'2"12 6'9"4 555X5 1112X4 5X5 D E F T12 6 k2X4 C 02X4 r) o_ G W3 ZS:; n B H A � I =4X6(A2) =5X5 =5X8 =5X5 =4X6(A2) 39'8" 10' 91101. 9'10" 10, 1' 10' 19,10" r 297 39'8" Loading Criteria (psi) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-10 Pg: NA Ct: NA CAT: NA PP Deflection in loc L/defl ,U# Loc R / U / Rw / Rh / RL / W TCDL: 7.00 Speed: 160 mph Pf., NA Ce: NA VERT(LL): 0.191 E 999 1360 B 1556 / 716 / 953 / - / 305 / 8.0 BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(TL): 0.523 E 999 240 H 1556 / 716 /953 / - / - / 8.0 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.065 J - Wind reactions based on MWFRS Des Ld: 37.00 EXP: C HORZ(TL): 0.121 J - Mean Height: 15.00 ft B Min Brg Width Req = 1.8 Code / Misc Criteria CreepFactor: 2.0 NCBCLL: 10.00 TCDL: 4.2 psf H Min Brg Width Re 1.8 q Soffit: 0.00 BCDL: 5.0 psf Bldg Code: FBC 6th ed 201 Max TC CSI: 0.502 Bearings B & H are a rigid surface. Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Sid: 2014 Max BC CSI: 0.864 Bearings B & H require a seat plate. Spacing: 24.0 " C&C Dist a: 3.97 It Rep Factors Used: Yes Max Web CSI: 0.431 Members not listed have forces less than 375# Loc. from endwall: not in 9.00 ft FT/RT:20(0)/10(0) Maximum Top Chord Forces Per Ply (lbs) GCpi: 0.18 Plate Type(s): Chords Tens.Comp. Chords Tens. Comp. Wind Duration: 1.60 WAVE VIEW Ver. 17.02.02A.1213.21 Lumber B - C 1617 -2780 E - F 1504 -2289 C - D 1545 - 2523 F - G 1544 - 2523 Value Set: 13B (Effective 6/1/2013) D - E 1504 -2289 G - H 1616 -2780 Top chord 2x4 SP #2 N Bot chord 2x4 SP #1 Maximum Bot Chord Forces Per Ply (Ibs) Webs 2x4 SP #3 :W3, W5 2x4 SP #2 N: Chords Tens.Comp. Chords Tens. Comp. Lumber value set "13B" uses design values approved 1/30/2013 by ALSC B - L 2421 -1306 K - J 1982 -1003 L - K 1982 - 973 J - H 2421 -1335 Wind Wind loads based on MW FRS with additional C&C Maximum Web Forces Per Ply (Ibs) member design. Webs Tens.Comp. Webs Tens. Comp. L - D 535 - 255 K - F 425 - 251 fgkp D - K 425 - 251 F - J 535 - 255 E - K 306 - 391 EIV 4 No. 64� s a let R 1`4 �"Movlo p COA# I L 10/27/2020 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! "IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlingshipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety. Information, by TPI an SBCA) r safety practices pnor to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted olherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached rigid ceiling Locations shown forpermanent lateral restraint of webs shall have bracingQ ins ailed per BCSI sections Apply to face truss the Join Details, B3, B7 or B10, Defer to as applicable. plates each of and position as shown above and on unless noted otherwise. drawings 160A-Z for standard plate positions. ALPINE Alpine, a division of ITW Building Components Group Inc., shall not be responsible for any deviation from this drawing,any failure to build the truss in conformance with ANSI/I PI 1, or for handling{ shlppin?, installation and bracing of trussesA seal on this drawing or cover listing this drawing indicates acceptance of pro essiona engineering responsibility solely for the design shown. gnawing pa fge . , 13723 Riverport Drive The sui ability Suite 200 and use of this for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. For more information see this job's general notes page and these web sites: ALPINE: www.al ineitw.com; TPI: www.t inst.cr : SBCA: www.sbcindust xom; ICC: w Accsafe.org Maryland Heights, MO 6304 Job Number: N334496 Ply: 1 SEQN: 7558 / T21 / HIPS Cust: R8975 JRef: 1WZV89750088 ,7A5/320 ,182EC,E ,RH01 / 1828/CALI/4EB8 ELEV.C/E City: 1 FROM: RWM DrwNo: 301.20.1536.51171 Truss Label: Ag FV / WHK 10127/2, 6'3"4 6'3"4 12'0"1 5'8"12 19'10" 277'15 33'4"12 39'8" 7'9"15 } 7'9"15 i^ 58"12 i 635 =5X5 III2X4 Z5X5 D E F 39'8" 1' 10 9110" 9110" 10, 1' 10' + 19110" + 29'8" + 39'8" Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Sid: ASCE 7-10 TCDL: 7.00 Speed: 160 mph BOLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP. C Des Ld: 37.00 Mean Height: 15.00 ft NCBCLL: 10.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h Spacing: 24.0 " C&C Dist a: 3.97 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Value Set: 13B (Effective 6/l/2013) Top chord 2x4 SP #2 N Bot chord 2x4 SP #1 Webs 2x4 SP #3 :W3, W5 2x4 SP #2 N: Lumber value set "1313" uses design values approved 1/30/2013 by ALSC Wind Wind loads based on MWFRS with additional C&C member design. Snow Criteria (Pg,PI in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# Loc R / U / Rw / Rh / RL / W B 1556 / 717 / 947 / - / 285 / 8.0 Pf: NA Ce: NA VERT(LL): 0.206 E 999 360 Lu: NA Cs: NA VERT(TL): 0.564 E 999 240 H 1556 / 717 / 947 / - /- / 8.0 Snow Duration: NA HORZ(LL): 0.066 J - - Wind reactions based on MWFRS HORZ(TL): 0.124 J Creep Factor: 2.0 B Min Brg Width Req = 1.8 H Min Brg Width Req = 1.8 Code / Misc Criteria Bldg Code: FBC 6th ed 201 Max TC CSI: 0.698 Bearings B & H are a rigid surface. TPI Sid: 2014 Max BC CSI: 0.865 Bearings B & H require a seat plate. Rep Factors Used: Yes Max Web CSI: 0.610 Members not listed have forces less than 375# FT/RT:20(0)/10(0) Maximum Top Chord Forces Per Ply (Ibs) Plate Type(s): Chords Tens.Comp. Chords Tens. Comp. VIEW Ver: 17.02.02A.1213.21 B - C 1642 - 2791 E - F 1617 - 2492 WAVE C - D 1543 - 2524 F - G 1543 - 2524 D - E 1617 - 2492 G - H 1642 - 2791 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - L 2434 -1333 K - J 2065 -1064 L - K 2065 -1034 J- H 2434 -1362 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. L - D 498 - 203 K - F 539 - 324 g D - K 539 - 324 F - J 498 - 203 ` S FL E - K 361 -462 moss •ue eq+`/'�'�y¢ 0 STATE OF MMN 10i 4 COA # L 10/27/2020 0 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in 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 prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted o�therwise,top chord shall have properly attached structural sheathing and bottom chord shall have a proppey attached ri id ceiling Locations shown for permanent lateral restraint of webs shall have bracing 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. f7efer to ALPINE� drawings 160A-Z for standard plate positions. Alpine, a division of ITW BuiidingComponents 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, shipping, installation and bracing of trussesA seal on this drawing or cover pafge , , 13723 Riverport Drive listing this drawing indicates acceptance of pro) essionat engineering responsibility solely for the design shown. The sui ability and use of this drawing, for any structure is p e responsibility of the Building Designer per ANSIfrPI 1 Sec.2. Suite 200 For more information see this job's general notes page and these web sites: ALPINE: w .al ineitw.com; TPI: w .t inst.or ; SBCA: www.sbcindust xom; ICC: w Accsafe.org Maryland Heights, MO 6304 Job Number: N334496 Ply: 1 SEQN: 7559 / T5 / HIPS Cust: R8975 JRef: 1WZV89750088 ,7A5/320 ,182EC,E ,RH01 / 1828/CALI/4EBB ELEV.C/E Qty: 1 FROM: RWM DrwNo: 301.20.1536.51966 Truss Label: A10 FV / WHK 10/27/2020 5'9"4 11' 19' 28'8" 33'1012 39'8" 5,9„4 T 5,2„12 9,8„ T 2, 2 'i' S,9„4 't �5DX5 =5E5 �5F5 T3 12 6 •2X4 W �2X4 T C 0 G n W3 1B s�A H I� 11 4X6(A2) =5X5 =5X8 =5X5 =4X6(A2) 39'8" 10' 910" 910" 10 �1'+ + + 10' 19110" 29'8" + +1 39'8" Loading Criteria (psi) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-10 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# Loc R / U / Rw / Rh / RL / W TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.213 E 999 360 B 1556 / 718 / 940 / - / 264 / 8.0 BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(TL): 0.584 E 999 240 H 1556 1718 / 940 / - /- / 8.0 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.068 J - - - Wind reactions based on MWFRS Des Ld: 37.00 EXP: C HORZ(TL): 0.127 J - - B Min Brg Width Req = 1.8 NCBCLL: 10.00 Mean Height: 15.00 ft Code / Misc Criteria Creep Factor: 2.0 TCDL: 4.2 psf H Min Big Width Req = 1.8 Soffit: 0.00 Bldg Code: FBC 6th ed 201 Max TC CSI: 0.870 BCDL: 5.0sf p Bearings B & H are a rigid surface. 9 g Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Max BC CSI: 0.865 Bearings B & H require a seat plate. Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Factors Used: Yes Max Web CSI: 0.969 i Members not listed have forces less than 375# Loc. from endwall: not in 9.00 ft FT/RT:20(0)/10(0) Maximum Top Chord Forces Per Ply (Ibs) GCpi: 0.18 Plate Type(s): Chords Tens.Comp. Chords Tens. Comp. Wind Duration: 1.60 WAVE VIEW Ver. 17.02.02A.1213.21 Lumber B - C 1669 -2804 E - F 1721 -2693 C - D 1547 - 2533 F - G 1552 - 2539 Value Set: 13B (Effective 6/1/2013) D - E 1783 -2773 G - H 1663 -2797 Top chord 2x4 SP #2 N :T3 2x4 SP 2400f-2.OE: Bot chord 2x4 SP #1 Maximum Bot Chord Forces Per Ply (Ibs) Webs 2x4 SP #3 :W3, W5 2x4 SP #2 N: Chords Tens.Comp. Chords Tens. Comp. Lumber value set "'I3B" uses design values approved 1/3012013 by ALSC B - L 2448 -1362 K - J 2163 -1134 L - K 2147 -1091 J - H 2440 -1384 Wind Wind loads based on MWFRS with additional C&C Maximum Web Forces Per Ply (Ibs) member design. Webs Tens.Comp. Webs Tens. Comp. L - D 470 -163 K - F 626 - 371 l937 1114,V D - K 739 -462 F - J 466 -151 E - K 419 - 534 No. 648 ; e ° r� E V F� {�^: M ®#® ® Rgweaa IU COA# 10/27/2020 "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety. Information, by TPI and SBCA) for safety practices pnor to performing these functions. Installers shall provide bracing per BCSI. Unless noted c1herwise,top chord shall have properly attached structural sheathing and bottom chord shall tempora have a propper y _ attached rigid ceiling Locations shown for Permanent lateral restraint of webs shall have bracinccll installed per BCSI sections B3, B7 or B10, as applicable. Apply pIates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. kefer 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 nxmvcomPnur truss in ANSIPI1, for handlin installation bracing of trussesA seal on this drawing or cover conformance with or shlppin, and listing this drawing indicates acceptance of pro esstona engineering responsibility solely for the design shown. ANSI/TPI 1 Sec.2: page, , 13723 Riverport Drive The suitability Suite 200 and use of this drawing for any structure is the responsibility of the Building Designer per For more information see this job's general notes page and these web sites: ALPINE: www.al ineitw.wrn; TPI: www.t insl.or ; SBCA: www.sbdndust .corn; ICC: wwwAccsafe.org Maryland Heights, MO 6304 Job Number: N334496 Ply: 1 SEQN: 7560 / T4 / HIPS Cust: R8975 JRef: 1WZV89750088 ,7A5/320 ,182EC,E ,RH01 11828/CALI/4EBB ELEV.C/E Qty: 1 FROM: RWM DrwNo: 301.20.1536.51311 Truss Label: Al2 FV / WHK 10/27/2020 9'i 17' 22'8" 30'8" 39'8" 9 8, 8r g, ;5C5 =5X5 =4E4 -5F5 T2 T3 ,2 6 T T o W (a) (a) B T W5 � G II A H 1 = 4X6(A2) = 6X6 =6X6 =6X6 =4X6(A2) 39'8" 1' i 10' 9'10" 9110" 10, 1' i 10' 19110" T 29'8" 39,8" + 'i Loading Criteria (psi) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TOLL: 20.00 Wind Sid: ASCE 7-10 Pg: NA Ct: NA CAT: NA PP Deflection in loc L/defl LI# Loc R / U / Rw / Rh / RL / W TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.251 J 999 360 B 1556 / 720 / 921 / - / 223 / 8.0 BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(TL): 0:687 J 999 240 G 1556 / 720 / 921 /- /- / 8.0 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.081 1 - - Wind reactions based on MWFRS Des Ld: 37.00 EXP: C Mean Height: 15.00 ft HORZ(TL): 0.150 I - - B Min Brg Width Req = 1.8 NCBCLL:10.00 TCDL:4.2 sf p Code / Mist: Criteria CreepFactor. 2.0 G Min Br Width Re 1.8 g q Soffit: 0.00 BCDL: 5.0 psf Bldg Code: FBC 6th ed 201 Max TC CSI: 0.939 Bearings B & G are a rigid surface. Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Max BC CSI: 0.897 Bearings B & G require a seat plate. Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Factors Used: Yes Max Web CSI: 0.306 Members not listed have forces less than 375# Loc. from endwall: not in 9.00 It 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. 17.02.02A.1213:21 Lumber B - C 1595 -2705 E - F 1607 -2478 C - D 1608 -2478 F - G 1595 -2704 Value Set: 13B (Effective 6/1/2013) D - E 2001 -3233 Top chord 2x4 SP #1 :T2, T3 2x4 SP #2 N: Bot chord 2x4 SP #1 Maximum Bot Chord Forces Per Ply (Ibs) Webs 2x4 SP #3 :W2, W5 2x4 SP #2 N: Chords Tens.Comp. Chords Tens. Comp. Lumber value set "1313" uses design values approved 1/30/2013 by ALSC B - K 2330 -1246 J -1 3176 -1733 K - J 3174 -1732 I - G 2329 -1275 Bracing (a) 1X4 #3SRB or better continuous lateral restraint Maximum Web Forces Per Ply (Ibs) to be equally spaced. Attach with (2) 8d Box or Gun Webs Tens.Comp. Webs Tens. Comp. nails(0.113"x2.5",min.). Restraint matenal to be supplied and attached at both ends to a suitable C - K 718 -313 E - I 529 -834 support by erection contractor, t1t K - D 527 -832 I - F 718 -314 (a) or scab reinforcement may be used in lieu of CLR+ restraint. substitute (1) scab for (1) CLR and (2) t a7 L scabs for (2) CLR'S where shown. Scab to be ° ro "®sue reinforcement same size, species, grade, and 80% length of web member. Attach with 0.128x3" gun ®90 G � ,t so o ;4i7 nails @ 6" oc. ® $ a Wind q g� t No. 648 °s Wind loads based on MWFRS with additional C&C member design. r! E F�' o�4essw0� COA# 10/27/2020 "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 fo'r Information, by TPI an SBCA) safety bracing per BCSI. Unless noted otherwise,top chord shall practices pnor to performing these functions. Installers shall provide have properly attached structural sheathing and bottom chord shall temporary have a properly attacheU ri id ceiling Locations shown for permanent lateral restraint of webs shall have bracingq installed per BCSI sections 63, 87 or 810, _ as applicable. Apply plates to each face, of truss and position drawings 160A-Z for standard plate positions. as shown above and on the Join Details, unless nootherwise. kefer to t^ ALPINE Alpine, a division of ITW BuildingComponents Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the -co . ­ truss in with ANSIrI PI 1, for handling, installation bracing trussesA this drawing conformance or shippinfq, listing listing this drawing indicates acceptance of pro ess drawing,p for and of seal on or ona engineering responsibility solely for the design shown. Designer ANSI/TPI 1 Sec.2. cover patge , , 13723 Riverport Drive The sui ability Suite 200 and use of this any structure is e responsibility of the 6uflding per ,For more information see this job's general notes page and these web sites: ALPINE: www.al ineitw.com; TPI: www.l inst.or ; SBCA: www.sbcindust .com; ]CC: wwwAccsafe.org Maryland Heights, MO 6304 Job Number: N334496 Ply: 1 SEQN: 7561 / T28 / HIPS Cust: R8975 JRef: 1WZV89750088 ,7A5/320 ,182EC,E ,RH01 / 1828/CAL1/4EBB ELEV.C/E Qty: 1 FROM: LPM DrwNo: 301.20.1536.51546 Truss Label: A14G KD / DF 10/27/2020 284" 32'8" 39'8" + 9'4" 4'4" 7' 1116X6 -4X4 -8X10 ==—H1014 z�6X6 12 C D T2 E T3 F T4 G T 6� T m o (a) W m (a) 1 B I �A 5X5(A2)-H05'10 =4X4 =6X8 1115X5 B3 =4X6=3X6(A1) 1 28'4" 11'4" -i �11 8' 10'10"4 12 4 47 I + 18104 24'284 '5 +1} 38"8 28� 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# Loc R / U / Rw / Rh / RL / W TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.179 D 999 360 B 1922 / 884 / - / - / - / 8.0 BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(TL): 0.497 D 999 240 K 4268 / 1911 / - / - / - / 8.0 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.048 L - - H 80 / 60 / - / - / - / 8.0 Des Ld: 37.00 EXP. C HORZ(TL): 0.091 L Wind reactions based on MWFRS NCBCLL: 0.00 Mean Height: 15.00 ft Code / Misc Criteria Creep Factor. 2.0 B Min Brg Width Reg = 1.6 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf BldgCo de: FBC 6th.ed 201 Max TC CSI: 0.846 K Min Br Width Re 5.9 9 q = Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 TPI Std: 2014 Max BC CSI: 0.844 H Min Brg Width Req = 1.5 Bearings B, K, & H are a rigid surface. Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Factors Used: No Max Web CSI: 0.819 Bearings B, K, & H require a seat plate. Loc. from endwall: NA FT/RT:20(0)/10(0) GCpi: 0.18 Plate Type(s): Members not listed have forces less than 375# Wind Duration: 1.60 WAVE, HS VIEW Ver: 17.02.02A.1213.21 Maximum Top Chord Forces Per Ply (Ibs) Lumber Chords Tens.Comp. Chords Tens. Comp. Value Set: 13B (Effective 6/1/2013) THIS TRUSS MUST BE INSTALLED AS SHOWN AND NOT END FOR,EI`p. 1596 -3565 E - F 169 -505 Top chord 2x4 SP #2 N :T2, T3 2x6 SP #2 N: C - D 1465 -3467 F - G 400 -180 :T4 2x6 SP SS: D - E 1332 -3056 G - H 538 -269 Bot chord 2x4 SP 2400f-2.0E :B3 2x4 SP #2 N: Webs 2x4 SP #3 :W6 2x4 SP #2 N: Maximum Bot Chord Forces Per Ply (Ibs) Lumber value set "13B" uses design values Chords Tens.Comp. Chords Tens. Comp. approved 1/30/2013 by ALSC B - N 3126 -1377 L - K 786 -1874 Bracing N-M 3815 -1821 K-J 786 -1874 (a) 1 X4 #3SRB or better continuous lateral restraint M - L 2986 -1327 J - H 179 - 399 to be equally spaced. Attach with (2) 8d Box or Gun nails(0.113"x2.5",min.). Restraint material to be Maximum Web Forces Per Ply (Ibs) supplied and attached at both ends to a suitable ttigdtrttpfpp Webs Tens.Comp. Webs Tens. Comp. support by erection contractor. (a) or scab reinforcement may be used in lieu of CLR �+ssp S Ft C - N 1089 -274 L - F 3047 -1224 restraint. substitute (1) scab for (1) CLR and (2) ®•.••••es„ °� °••s N - D 440 -430 F - K 2007 -4053 scabs for (2) CLR'S where shown. Scab reinforcement to be same size, species, grade, and ®a so 4A` D - M 568 -883 F - J 1889 -778 M E 834 G J 344 •• ° s - -67 - -528 80% length of web member. Attach with 0.128x3" gun 4 E - L 1423 - 3051 nails @ 6" oc. •o • No. 648 Loading a #1 hip supports 7-0-0 jacks with no webs. • Wind Wind loads and reactions based on MWFRS. �y • ��s � Ll�`a�.�4 p� o At COA # 10/27/2020 —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, hancilin shipping, installing and bracing. Refer to and follow the latest edition of functions. BCSI (Building Component Safety Information, by TPI and SBCA) fo'r sa ety practices prior to performing these Installers shall provide temporary bracing per BCSI. Unless noted ovherwise,top chord shall have properly attached structural sheathingand bottom chord shall have a proppey attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracingq insalled per BCSI sections B3, 67 or 810, as applicable. Apply Oates to each face, oftrussand position drawings 160A-Z far standard plate positions. as shown above and on the JointDetails, unless noted otherwise. Defer to ALPINE� Alpine, a division of ITW BuildincLComponents Group Inc., shall not be responsible for any deviation from this drawing,any failure to build the mHre�N truss in ANSIPI1, for handling{ installation bracing trussesA on this drawing or cover conformance with or shipping, and of seal listing this drawing indicates acceptance of ppro ess ono engineering responsibility solely for the design shown. gnawing Building Designer ANSI/TPI 1 Sec.2.150 pagqe 2400 Lake Orange Dr. The suitability Suite Lake and use of this for any structure is the responsibility of the per For more information see this job's general notes page and these web sites: ALPINE: www.al ineitw.wrn; TPI: www.t instxr ; SBCA: www.sbdndust .com; ICC: w Jccsafe.org Orlando FL, 32837 Job Number: N334496 Ply: 1 SEQN:75621 T2 / SPEC Cust:R8975 JRef:1WZV89750088 ,7A5/320 ,182EC,E ,RHO1 / 1828/CAL114EBB ELEV.C/E City: 1 FROM: RWM DrwNo: 301.20.1536.52060 Truss Label: All FV / WHK 10/27/2020 5'7"4 10'8" 1}715 16'0"1 i 23'7"15 29'7"15 39'8" 5'7"4 5'0"12 7' 15 4'8"2 7'7"14 6' 1010"1 =5X5 D E =4F4 =5X5 =5X5 12 6 � 2X4 • T TT C M l Eo rn e �$3 T5 "t Un l l A Jl 4X6(A2) =SS 1017 =5X5 = 5X10=3X6(A1) 39'8" 10' 9110" 910" 10 �1. 10' 19110" 29'8" +1. i 39'8" Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Sid: ASCE 7-10 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# Loc R / U / Rw / Rh / RL / W TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.229 L 999 360 B 1556 / 716 / 933 / - / 257 / 8.0 BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(TL): 0.625 L 999 240 1 1556 / 718 / 930 / - /- / 8.0 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.076 K - - Wind reactions based on MWFRS Des Ld: 37.00 EXP: C HORZ(TL): 0.142 K - - Mean Height: 15.00 ft B Min Brg Width Req = 1.8 NCBCLL: 10.00 Code / Misc Criteria Creep Factor: 2.0 TCDL: 4.2 psf 1 Min Brg Width Req = 1.8 Soffit: 0.00 BCDL: 5.0 psf Bldg Code: FBC 6th ed 201 Max TC CSI: 0.820 Bearings B & I are a rigid surface. 9 9 Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Max BC CSI: 0.866 Bearings B & I require a seat plate. Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Factors Used: Yes Max Web CSI: 0.811 Members not listed have forces less than 375# Loc. from endwall: not in 4.50 ft F f/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, 18SS VIEW Ver: 17.02.02A.1213.21 Lumber B -C 1690-2806 F-G 1810 -2878 C - D 1552 - 2521 G - H 1529 - 2305 Value Set: 13B (Effective 6/1/2013) D - E 1443 -2214 H - 1 1548 -2649 Top chord 2x4 SP #2 N :T5 2x4 SP 2400f-2.0E: E - F 1486 -2258 Bot chord 2x4 SP #1 Webs 2x4 SP #3 Maximum Bot Chord Forces Per Ply (Ibs) Lumber value set "1313" uses design values Chords Tens.Comp. Chords Tens. Comp. approved 1/3012013 by ALSC B - M 2452 -1376 L - K 2805 -1515 Wind M-L 2814 -1517 K-1 2266 -1220 Wind loads based on MWFRS with additional C&C member design. Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. t�lkaiP� M - D 1699 -1052 G - K 435 - 669 M - E 597 - 872 K - H 693 - 314 FLU M - F 499 - 742 y No. V64 s 1s4" s rE OF avemaa>r , gg 10/27/2020 '"WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety. Information, by TPI and SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a pro erly attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracinqq installed per BCSI sections B3, B7 or �10, _ (tefer as applicable. Apply plates to each face of truss and position as shown above and on the JointDetails, unless noted otherwise. to t� drawings 160A-Z for standard plate positions. ALPINE Alpine, a division of ITW Building Components Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the AN - truss in ANSI/TPI 1, for handlin4, bracing trussesA on this drawing or cover conformance with or shipping, Installation and of seat: listing this drawing indicates acceptance of pro ess ona engineeriny responsibility solely for the design shown. drawing, 1 pa�e , , 13723 Riverport Drive The sui ability Suite 200 and use of this for any structure is the responsibility of the Building Designer per ANSIfTPI Sec.2. For more information see this job's general notes page and these web sites: ALPINE: w .al ineitw.mrn; TPI: www.t inst.or ; SBCA: www.sbcindust .corn; ICC: wwwAccsafe.org Maryland Heights, MO 6304 Job Number: N334496 Ply: 1 SEON: 7576 ! T20 I COMN Cust: R8975 JRef: 1WZV89750088 ,7A5/320 ,182EC,E ,RH01 / 1828/CALI/4EBB ELEV.C/E Oty: 1 FROM: RWM DrwNo: 301.20.1536.51547 Truss Label: A13 FV / WHK 10/27/2020 5'7"4 10'8" 13'3"15 21'7"15 31'7"l5 39'8" 5'74 5'0"12 2'7"1 8'4" 10, 8'0"1 D T 12 6 � •2X4 E T3 =H0F10 T4 =6G6 TT. Zo W ro (a) a io B H =3X6(A1) B1 =3X8 L N K J =3X6(A1) 20'8" 5'8" 13'4" 1 5'4" 7'10" 7'10" 8' 10'8" t 6' 23'10" 31'8" +11 + 39'8" Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs), or *=PLF TOLL: 20.00 Wind Std: ASCE 7-10 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# Loc R ! U / Rw / Rh / RL / W TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.043 M 999 - 360 B 840 / 395 / 549 / - / 257 / 8.0 BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(TL): 0.128 M 999' 240 N* 315 / 141 / 160 /- /- / 68.0 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.015 J - - H 585 / 240 / 435 / - / - / 8.0 Des Ld: 37.00 EXP. C HORZ(TL): 0.028 J Wind reactions based on MWFRS Mean Height: 15.00 ft NCBCLL: 10.00 TCDL: psi Code / Misc Criteria Cree Factor: 2.0 P B Min Brg Width Req = 1.5 .2 Soffit: 0.00 BCDL: 5.0 psi Bldg Code: FBC 6th ed 201 Max TC CSI: 0.957 N Min Br Width Re 9 q = - Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 TPI Std: 2014 Max BC CSI: 0.693 H Min Brg Width Req = 1.5 Bearings B, N, & H are a rigid surface. Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Factors Used: Yes Max Web CSI: 0.546 Bearings B, N, & H require a seat plate. Loc. from endwall: not in 4.50 ft FT/RT:20(0)/10(0) GCpi: 0.18 Plate Type(s): Members not listed have forces less than 375# Wind Duration: 1.60 WAVE, HS VIEW Ver: 17.02.02A.1213.21 Maximum Top Chord Forces Per Ply (Ibs) Lumber Chords Tens.Comp. Chords Tens. Comp. Value Set: 13B (Effective 611/2013) B - C 844 -1265 E - F 541 -628 Top chord 2x4 SP #2 N :T3 2x4 SP #1: C - D 676 -932 F - G 648 -274 :T4 2x4 SP 2400f-2.0E: D - E 709 -911 G - H 258 -611 Bot chord 2x4 SP #2 N :131 2x4 SP #1: Webs 2x4 SP #3 :W7 2x4 SP #2 N: Maximum Bot Chord Forces Per Ply (Ibs) Lumber value set "1313" uses design values Chords Tens.Comp. Chords Tens. Comp. approved 1/30/2013 by ALSC B - M 1088 - 604 K - J 924 -159 Bracing M - L 931 -462 J - H 455 -78 (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) nails(0.113"x2.5",min.). Restraint material to be Webs Tens.Comp. Webs Tens. Comp. supplied and attached at both ends to a suitable support by erection contractor. (a) or scab reinforcement may be used in lieu of CLR i �{ s] L D - M 619 -431 F - K 876 -1254 E - L 354 -564 K - G 655 -1043 restraint. substitute (1) scab for (1) CLR and (2) .o•""`�'"ears L - F 903 -493 scabs for (2) CLR'S where shown. Scab reinforcement to be same size, species, and o grade, es 80% length of web member. Attach with 0.128x3" gun ° nails @ 6" OC. 4 No. 648 Plating Notes a All plates are 5X5 except as noted. a 0 0 Wind p�q - ,+� lai E OF Wind loads based on MWFRS with additional C&C member design. • � ps ®®X, L0R%%sue °® `g64060a. luRIAL COA # 10/27/2020 **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 olherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a propperly attached rigid ceilin Locations shown for permanent lateral restraint of webs shall have bracingq installed per BCSI sections B3, B7 or 910, as applicable. Apply plates to each face oftrussand position as shown above and on the JoinCDetails, unless noted otherwise. E7efer to drawings 160A-Z for standard plate positions. ALPINE� Alpine, a division of ITW BuildinlComponents Group Inc., truss in ANSI/TPI 1, for handlin, shall not be responsible for any deviation from this drawing,any failure to build the *xmace n„e,,, installation bracing trussesA this drawing conformance with or shlppinfq, and of seal on or listing this drawing indicates acceptance of pro essiona engineering responsibility solely for the design shown. 9(awing cover page, , 13723 Riverport Drive The sui ability Suite 200 and use of this for any structure Is the responsibility of the Building Designer per ANSIITPI 1 Sec.2. For more information see this job's general notes page and these web sites: ALPINE: w .ai ineitw.mm; TPI: www.l inst.or ; SBCA: w .sbdndust .cam; ICC: wwwAccsafe.org Maryland Heights, MO 6304 Job Number: N334496 Ply: 1 SEQN: 7564 / T19 / COMN Cust: R8975 JRef: 1WZV89750088 ,7A5/320 ,182EC,E ,RH01 / 1828/CALI/4EBB ELEV.C/E Qty: 1 FROM: RWM DrwNo: 301.20.1536.51249 Truss Label: A15 FV / WHK 10/27/2020 5'74 10'8" 15'3"15 23'3"15 31'8"1 32'8" 39'8" 5 7"4 -� T 4,7„15 + 8' 8,4"2 11 15 7 1 =5X5 D 12 RS) 6 o2X4 TM =5X4 HOF10 E =5X(S H T C T3 T4 G m 41) (a) :p B ° A I �1 AD J =3X6(A1) =5X8 =5X5 =4X6 =4X4L =5X5 =3X6(A1) 21' 5' 13'8" 1' 8' 8' 5' 5' 8, 1' 8' 16' T 21, 26' 31'8" 398" '} 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 Udefll U# Loc R / U / Rw / Rh / RL / W TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.038 O 999, 360 B 745 / 341 / 498 / - / 277 / 8.0 BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(TL): 0.117 O 999: 240 M 1429 / 650 / 723 / - / - / 8.0 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.017 K - L 629 / 223 / 242 / - / - / 8.0 Des Ld: 37.00 EXP: C Mean Height: 15.00 ft HORZ(TL): 0.031 K - i - I 534 / 244 / 399 / - / - / 8.0 NCBCLL: 10.00 TCDL: 4.2 psf Code / Misc Criteria CreepFactor: 2.0 Wind reactions based on MWFRS Soffit: 0.00 BCDL: 5.0 psf p Bldg Code: FBC 6th ad 201 Max TC CSI: 0.796 B Min Brg Width Req = 1.5 Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 TPI Std: 2014 Max BC CSI: 0.774 M Min Brg Width Req = 2.0 L Min Brg Width Req = 1.5 Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Factors Used: Yes Max Web CSI: 0.703 1 Min Brg Width Req = 1.5 Loc. from endwall: Any FT/RT:20(0)/10(0) Bearings B, M, L, & I are a rigid surface. GCpi: 0.18 Plate Type(s): Bearings B, M, L, & I require a seat plate. Wind Duration: 1.60 WAVE, HS VIEW Ver: 17.02.02A.1213; 21 Lumber Members not listed have forces less than 375# Value Set: 13B (Effective 6/1/2013) Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. Top chord 2x4 SP #2 N :T3, T4 2x4 SP #1: Bot chord 2x4 SP #2 N B - C 1173 -1100 E - F 800 -686 Webs 2x4 SP #3 C - D 1078 -901 G - H 703 -618 Lumber value set 1313" uses design values D - E 886 -674 H - 1 605 -577 approved 1/30/2013 by ALSC Bracing Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. (a) 1X4 #3SRB or better continuous lateral restraint to be equally spaced. Attach with (2) 8d Box or Gun B - O 936 -830 M - L 540 -410 naiis(0.113"x2.5",min.). Restraint material to be O - N 570 -428 L - K 530 -366 supplied and attached at both ends to a suitable N - M 598 -426 K - I 451 -354 support by erection contractor. (a) or scab reinforcement may be used in lieu of CLR Maximum Web Forces Per Ply (Ibs) restraint. substitute (1) scab for (1) CLR and (2) �°q Webs Tens.Comp. Webs Tens. Comp. scabs for (2) CLR'S where shown. Scab ®sm.00. "gk -6" ! reinforcement to be same size, species, grade, and 80% length of web member. Attach with 0.128x3" �a ° �° N3 - C - O 458 -291 M - F 773 -732 gun nails @ 6" oc.@ Oro O - D 469 -432 L - G 886 -898 E - M 1630 -1574 Wind No. 648 o Wind loads based on MWFRS with additional C&C °0 member design. a �% a iE F e°'oe�m��� COA # 10/27/2020 **WARNING- READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS; Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted oTherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a pro erly attached ri id ceiling Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or �10, _ as applicable. Apply plates to each face of truss and position as shown above and on the Joint Details, unless noted otherwise. kefer to � drawings 160A-Z for standard plate positions. LPINE Alpine, a division of ITW Buiidinc� Components Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the ANRWCOMGANY truss in ANSI PI 1, for handling, installation bracing trussesA this drawing conformance with or shippinlq, and of seal on or listing this drawing, indicates acceptance of pro Tessiionar engineering responsibility solely for the design shown. cover page, , 13723 Riverport Drive The sui ability Suite 200 and use of this drawing for any structure is the responsibility of the Building Designer per ANSIITPI 1 Sec.2: For more information see this job's general notes page and these web sites: ALPINE: www.al ineitw.mrn; TPI: www.t inst.or ; SBCA: www.sbcindust xom; ICC: www.iccsafe.org Maryland Heights, MO 6304 Job Number: N334496 Ply: 1 SEQN: 7565 / T18 / SPEC Cusl: R8975 JRef: 1 WZV89750088 ,7A5/320 ,182EC,E ,RH01 / 1828/CALI/4EBB ELEV.C/E Qty: 1 FROM: RWM DrwNo: 301.20.1536.52311 Truss Label: A16 FV / WHK 10/27/2020 25'3"15 5'7"4 10'8" 17'3"15 - 5 I i 19'3"1521'3"15 23'6" 2T3"i15 29'8"j_ 32'8" i 39'8" r 5,7"4 5,0„12 6T'„ 5 i 2, i' 2' '.2,2„ 1♦ 2, i 2,4,.�1 � 7' =5X5 D 6 � =5L5 r� C =8X8 =8X8 :5X10(SRS T bo E F G H I J K N � O_ rIp B Z AB AE M I A N 1N 1 =3X6(A1) rl- 1-1Y X W V U T S R Q P 0 =3X6(A1) =5X5 =-5X5 =4X4 1112X4(") =5X5 21' 5' 13'8" �1 8 8 13"15 ��1f 2 i 2' �13�"15 ZVI1 8 +1 8' 16' 17' "l52, 21 3H 1523'3' 1525'3 1�85,1' 27'3"l531'8 39'8" 93�15 21'3"15 ' 26' Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-10 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP. C Des Ld: 37.00 Mean Height: 15.00 fit 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: 3.97 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Lumber Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP #2 N Bot chord 2x4 SP #2 N Webs 2x4 SP #3 Lumber value set "l38" uses design values approved 1/30/2013 by ALSC Plating Notes All plates are 2X4 except as noted. ('") 1 plate(s) require special positioning. Refer to scaled plate plot details for special positioning requirements. Wind Wind loads based on MWFRS with additional C&C member design. Laterally brace chord above/below filler at 24" OC (or as designed) including a lateral brace on chord directly above/ below both ends of filler (if no rigid diaphragm exists at that point) Snow Criteria (Pg,Pf in PsF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# Loc R / U / Rw / Rh / RL / W Pf: NA Ce: NA VERT(LL): 0.037 Y 999 360 B 774 / 354 / 508 / - / 317 / 8.0 Lu: NA Cs: NA VERT(TL): 0.112 Y 999 240 U 1323 / 588 / 635 / - / - / 8.0 Snow Duration: NA HORZ(LL): 0.016 O - - R 711 / 237 / 257 1- / - / 8.0 HORZ(TL): 0.030 O M 531 / 246 / 381 / - / - 18.0 Code / Misc Criteria Creep Factor: 2.0 Wind reactions based on MWFRS Bldg Code: FBC 6th ad 2017 Max TC CSI: 0.931 B Min Brg Width Req = 1.5 TPI Std: 2014 Max BC CSI: 0.771 U Min Brg Width Req = 1.8 Rep Factors Used: Yes Max Web CSI: 0.571 R Min Brg Width Req = 1.5 M Min Brg Width Req = 1.5 FT/RT:20(0)/10(0) Bearings B, U, R, & M are a rigid surface. Plate Type(s): Bearings B, U, R, & M require a seat plate. WAVE VIEW Ver: 17.02.02A.1213.21 10/27/2020 Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B-C 1167-1151 F-G 823 -821 C - D 1085 - 960 G - H 834 - 831 D - E 849 - 722 K - L 728 - 548 E - F 823 - 821 L - M 667 - 571 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - Y 978 - 866 T - S 662 - 551 Y - X 627 -443 S - R 661 - 551 X - W 462 - 353 R - Q 424 - 375 W - V 462 - 353 Q - P 424 - 375 V - U 462 - 353 P - O 424 - 377 U - T 663 - 550 O - M 445 - 407 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. C - Y 407 -257 U -AB 548 -605 Y - D 453 -347 AB- H 472 -522 E - Z 1577 -1447 R -AE 959 - 847 Z - U 1591 -1466 AE- K 943 - 826 "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI an SBCA) for safely practices prior to performing these functions. Installers shall provide temporary bracing per BCSL Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a progeny attached riclid 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 Building Components Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the nr+nwCwm truss in conformance with ANSIl1 PI 1, or for handling, shipping, installation and bracing of trussesA seal on this drawing or cover page , 13723 Riverport Drive listing this drawing indicates acceptance of pro ass ona engineering responsibility solely for the design shown. The suj ability Suite 200 and use of this drawing for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. For more information see this job's general notes page and these web sites: ALPINE: www.alpineihv.wrn; TPI: www.tpinst.org; SBCA: w .sbdddustry.com; ]CC: w Jccsafe.org Maryland Heights, MO 63043 Job Number: N334496 Ply: 1 SEQN: 7566 / T3 / GABL Cusl: R8975 JRef: 1WZV89750088 ,7A5/320 ,182EC,E ,RH01 / 1828/CALI/4EBB ELEV.C/E Qty: 1 FROM: HMT DrwNo: 301.20.1536.52325 Truss Label: 131GE KID / DF 10/2712020 �— 4'8' i— 2' (TYP) =4F4 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 Des Ld: 37.00 Mean Height: 15.00 It NCBCLL: 10.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 Spacing: 24.0 " C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Lumber Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP #2 N Bot chord 2x4 SP #2 N Webs 2x4 SP #3 Lumber value set "13B" uses design values approved 1/30/2013 byALSC Plating Notes All plates are 2X4 except as noted. Wind Wind loads based on MW FRS with additional C&C member design. Additional Notes See DWGS A16015ENC101014 & GBLLETIN1014 for gable wind bracing and other requirements. 21'4- 10'8- Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (lbs), or *=PLF Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefi U# Loc R / U / Rw / Rh / RL / W Pf: NA Ce: NA VERT(LL): 0.004 R 999 360 B 245 / 106 / 137 / - / 244 / 8.0 Lu: NA Cs: NA VERT(TL): 0.012 R 999 240 J* 72 / 33 / 35 / - /- / 248 Snow Duration: NA HORZ(LL): 0.005 L - - Wind reactions based on MWFRS HORZ(TL): 0.005 L - B Min Brg Width Req = 1.5 Code / Misc Criteria Creep Factor: 2.0 J Min Brg Width Req = - Bldg Code: FBC 6th.ed 2017 Max TC CSI: 0.228 Bearings B & B are a rigid surface. TPI Std: 2014 Max BC CSI: 0.176 Bearings B & B require a seat plate. Rep Factors Used: Yes Max Web CSI. 0 086 FT/RT:20(0)/l 0(0) Plate Type(s): WAVE VIEW Ver: 17.02.02A.1213.21 S Z pa° Members not listed have forces less than 375# 0No. 648 a a E OF a � ° con # Jr� All 10/27/2020 **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 sa ety practices prior to performing these functions. Installers shall provide temporary bracing uer BCSI. Unless noted olherwise,top chord shall have properly attached structural sheathin and bottom chord shall have a properly attachetl rigid ceilincl Locations shown for permanent lateral restraint of webs shall have bracing ins�alled per BCS! sections B3, B7 or 610, as applicable. Apply places to each face. oftrussand position as shown above and on the JoinCDetails, unless noted otherwise. f�efer to ALPINE drawings 160A-Z for standard plate positions. Alpine, a division of ITW BuildincLComponents Group Inc, shall not be responsible for any deviation from this drawing,any failure to build the A.MCOMY truss in conformance with ANSI TPI 1, or for handl% shipping, installation and bracing of trussesA seal on this drawing or cover pafge . , 2400 Lake Orange Dr. listing this drawing indicates acceptance of pro esslona engineering responsibility solely for the design shown. The suf ability Suite Lake and use of this drawing for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2.150 For more information see this job's general notes page and these web sites: ALPINE: w .al ineiha.wrn: TPI: www.t inst.or ; SBCA:—.sbcindust .com; ICC: —Accsafe.org Orlando FL, 32837 Job Number: N334496 Ply: 1 SEQN: 7567 / T1 / GABL Cust: R8975 JRef: 1WZV89750088 ,7A51320 ,182EC,E ,RH01 / 18281CALI/4EBB ELEV.C/E Qty: 1 FROM: RWM DrwNo: 301.20.1536.5112, Truss Label: C1GE KD / WHK 10/27/2020 7' 7' 14' 7' �5. i 2­-� (TYP) =4X4 D Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Deft/CSI Criteria ♦ Maximum Reactions (lbs), or'=PLF TCLL: 20.00 Wind Std: ASCE 7-10 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# Loc R / U / Rw / Rh / RL / W TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.005 J 999 360 B• 68 / 30 / 38 / - / 13 / 159 BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(TL): 0.014 J 999 240 F 268 / 134 1205 / - / - / 8.0 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.004 H - - Wind reactions based on MWFRS EXP: C HORZ TL 0.006 J B Min Br Width Re Des Ld: 37.00 ( )� 9 q = " NCBCLL: 10.00 Mean Height: 15.00 ft Code / Misc Criteria Creep Factor: 2.0 F Min Brg Width Req = 1.5 TCDL: 4.2 psf Bearings B & F are a rigid surface. Soffit: 0.00 BCDL: 5.0 sf Bldg Code: FBC 6th.ed 201 Max TC CSI: 0.277 9 9 p Load Duration: 1.25 TPI Std: 2014 Max BC CSI: 0.196 Bearings B & F require a seat plate. MWFRS Parallel Dist: 0 to h/2 Spacing: 24.0 " C&C Dist a: 3.00 ft Rep Factors Used: Yes Max Web CSI: 0.137 Members not listed have forces less than 375# Loc. from endwall: Any FT/RT:20(0)/10(0) ! Maximum Gable Forces Per Ply (Ibs) GCpi: 0.18 Plate Type(s): Gables Tens.Comp. Gables Tens. Comp. Wind Duration: 1.60 WAVE VIEW Ver: 17.02.02A.121321 C - J 461 -238 H - E 461 238 Lumber i Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP #2 N Bot chord 2x4 SP #2 N Webs 2x4 SP #3 Lumber value set "13B" uses design values approved 1/30/2013 by ALSC Plating Notes All plates are 2X4 except as noted. Wind Wind loads based on MWFRS with additional C&C member design. Additional Notes Fit DWGS A16015ENC101014 & GBLLETIN1014 for (`�q"4gg®tlBOmtren gable wind bracing and other requirements. No. 648 a tr % E Ftr COA # i 10/27/2020 "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety. Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide tempora _ bracing per BCSI. Unless noted o herwise,top chord shall have properly attached structural sheathing and bottom chord shall have a propperly attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or 610, as applicable. Apply plates to each face oftrussand position as shown above and on the Join[ Details, unless noted otherwise. Refer to ALPINE drawings 160A-Z for standard plate positions. Alpine, a division of ITW BuildingComponents Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the As CWPu truss in conformance with ANSI 1, or for handlin4, shippinlq, installation and bracing of trussesA seal on this drawing or cover page . , 2400 Lake Orange Dr. listing this drawing indicates acceptance of ppro essiona engineering responsibility solely for the design shown. The suitability Suite Lake and use of this drawing for any structure is fhe responsibility of the Building Designer per ANSI/TPI 1 Sec.2.150 For more information see this job's general notes page and these web sites: ALPINE: w .al ineitw.mm; TPI: www.t inst.or ; SBCA: www.sbcindust .com; ICC: w Accsafe.org Orlando FL, 32837 Job Number: N334496 Ply: 1 SEQN: 7574 / T15 / EJAC Cust: R8975 JRef: 1WZV89750088 ,7A5/320 ,182EC,E ,RH01 / 1828/CALIMEBB ELEV.C/E Qty: 14 FROM: JRH DrwNo: 301.20.1536.522V Truss Label: EJ7 FV / YK 10/27/2020 C 12 6 M O u7 (7 <r B A D 1 7' 7' Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-10 TCDL: 7.00 Speed: 160 mph BOLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP. C Des Ld: 37.00 Mean Height: 15.00 ft NCBCLL: 10.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h 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 Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP #2 N Bot chord 2x4 SP #2 N Lumber value set "13B" uses design values approved 1/30/2013 by ALSC Wind Wind loads based on MWFRS with additional C&C member design. Provide (2) 16d common 0.162"x3.5", toe -nails at TC. Provide (2) 16d common 0.162"x3.5", toe -nails at BC. Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): NA ♦ Maximum Reactions (Ibs) Loc R / U / Rw / Rh / RL / W B 331 / 117 / 259 / - 1173 / 8.0 Lu: NA Cs: NA VERT(TL): NA D 127 / 20 / 101 / - / - / 1.5 Snow Duration: NA HORZ(LL): 0.017 D C 171 / 133 / 91 / - / - / 1.5 HORZ(TL): 0.031 D Creep Factor: 2.0 Wind reactions based on MWFRS B Min Brg Width Req = 1.5 Code / Misc Criteria Bldg Code: FBC 6th ed 2017 Max TC CSI: 0.713 D Min Brg Width Req = - TPI Sid: 2014 Max BC CSI: 0.527 C Min Brg Width Req = - Rep Factors Used: Yes Max Web CSI: 0.000 Bearing B is a rigid surface. Bearing B requires a seat plate. FT/RT.20(0)/10(0) Plate Type(s): WAVE VIEW Ver: 17.02.02A.1213:21 Members not listed have forces less than 375# SATE OF b s COA # 10/27/2020 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS quire extreme care in fabricating, handlin shipping, installing,and bracing. Refer to and follow the latest edition of BCSI (Building t Safety Information, byy TPI an SBCA) fo'r sa ety practices poor to performing these functions. Installers shall provide temporary BCSI. Unless noted ojherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a propperly �id ceilinLocations shown forermanent lateral restraint of webs shall have bracingq installed per BCSI sections B3, B7 or 810, e. Am& plates to each face op, russ and position as shown above and on the Join Details. unless noted otherwise. kefer to a division of i F'I l , or Tor n acceptance any structure failure to build the I or cover pa e n. The sui ability AL NE N11rW COV _ 13723 Riverpod Drive Suite 200 Maryland Heights, MO 6304 Job Number: N334496 Ply: 1 SEQN: 7568 / T11 / JACK Cust: R8975 JRef: 1WZV89750088 ,7A5/320 ,182EC,E ,RH01 / 1828/CALl/4EBB ELEV.C/E City: 4 FROM: RWM DrwNo: 301.20.1536.51401 Truss Label: CJ5 KD / WHK 10/27/2020 C 12 6 Cl) d) 9) B 13 A D 1 4'11 "4 4'11 "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 Des Ld: 37.00 Mean Height: 15.00 It NCBCLL: 10.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 Spacing: 24.0 " C&C Dist a: 3.00 ft Loc. from endwall: not in 4.50 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP #2 N Bot chord 2x4 SP #2 N Lumber value set "1313" uses design values approved 1/30/2013 by ALSC Wind Wind loads based on MWFRS with additional C&C member design. Snow Criteria (Pg,Pf in P8F) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA DefI/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): NA ♦ Maximum Reactions (Ibs) Loc R / U / Rw / Rh / RL / W B 256 / 95 / 207 / - / 128 / 8.0 Lu: NA Cs: NA VERT(TL): NA D 89 / 13 / 68 / - / - / 1.5 Snow Duration: NA HORZ(LL): 0.005 D C 118 / 92 / 61 ! - / - / 1.5 HORZ(TL): 0.010 D Creep Factor: 2.0 Wind reactions based on MWFRS B Min Brg Width Req = 1.5 Code / Misc Criteria Bldg Code: FBC 6th ed 201 Max TC CSI: 0.411 D Min Brg Width Req = - TPI Std: 2014 Max BC CSI: 0.254 C Min Brg Width Req = - Rep Factors Used: Yes Max Web CSI: 0.000 Bearing B is a rigid surface. Bearing B requires a seat plate. FT/RT:20(0)/10(0) Plate Type(s): WAVE VIEW Ver: 17.02.02A.121321 I'+uoon�,� bell Members not listed have forces less than 375# "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety. Information, bV TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted oyherwise,top chord shall have properly attached structural sheathingand bottom chord shall have a proper y attached rigid ceiling Locations shown forpermanent lateral restraint of webs shall have bracing insalled per BCSI sections B3, 87 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 ALPINE� drawings 160A-Z for standard plate positions. Alpine, a division of ITW Building Components Group Inc., shall not be responsible for any deviation from this drawing,any failure to build the A" C enwr truss in conformance with ANSIITPI 1, or for handlM shlppiniq, installation and bracing of trussesA seal on this drawing or cover pa a 13723 Riverport Drive listing this drawing indicates acceptance of pro essiona engineering responsibility solely for the design shown. The suit"ability Suite 200 and use of this drawing, for any structure is p e 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: ww A ineitw.wm; TPI: www.l inst.or ; SBCA: www.sbcindusl .corn; ICC: w Accsafe.org Maryland Heights, MO 6304 ti Job Number: N334496 Ply: 1 SEQN: 7569 / T26 / JACK Cust: R8975 JRef.' 1WZV89750088 ,7A5/320 ,182EC,E ,RH01 / 1828/CALI/4EBB ELEV.C/E Qty: 4 FROM: RWM DrwNo: 301.20.1536.52218 Truss Label: CJ3 FV / WHK 10127/2020 4P �— 1' 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 Des Ld: 37.00 EXP: C Mean Height: 15.00 It NCBCLL: 10.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 Spacing: 24.0 " C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Lumber Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP #2 N Bot chord 2x4 SP #2 N Lumber value set "l3B" uses design values approved 1/30/2013 by ALSC Wind Wind loads based on MWFRS with additional C&C member design. C T 2'11 "4 2' 11 "4 Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) Pg: NA Ct: NA CAT: NA PP Deflection in loc L/defl L/# Loc R / U / Rw / Rh / RL / W Pf: NA Ce: NA VERT(LL): NA B 185 / 75 / 160 / - / 84 / 8.0 Lu: NA Cs: NA VERT(TL): NA D 50 / 6 / 41 / - / - / 1.5 Snow Duration: NA HORZ(LL): 0.001 D C 63 / 50 / 29 / - / - / 1.5 HORZ(TL): 0.001 D Wind reactions based on MWFRS Code / Misc Criteria Creep Factor: 2.0 B Min Brg Width Req = 1.5 Bldg Code: FBC 6th ed 201 Max TC CSI: 0.206 D Min Brg Width Req = - TPI Sid: 2014 Max BC CSI: 0.115 C Min Brg Width Req = - Rep Factors Used: Yes Max Web CSI: 0.000 Bearing B is a rigid surface. Bearing B requires a seat plate. FT/RT:20(0)/10(0) Plate Type(s): Members not listed have forces less than 375# WAVE VIEW Ver: 17.02.02A.1213.21 .►E;`' Ada. m ra +� ATE C?F ,�$c ago 1. COA # ru 10/27/2020 -WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handling shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) r safety practices prior to performing these functions. Installers shall provide temporaryry bracing per BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a propperly attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracingq installed per BCSI sections 53, 87 or B10, as applicable. Apply plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. kefer to ALPINE� drawings 160A-Z for standard plate positions. Alpine, a division of ITW Building Components Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the *ertwco uuw truss in conformance with ANSIl1 PI 1, or for handling, shlppintq, installation and bracing of trussesA seal on this drawing or cover page , , 13723 Riverport Drive listing this drawing indicates acceptance of pro essiona engineering responsibility solely for the design shown. The sui ability and use of this 9�awing for any structure is the responsibility of the Building Designer per ANSIITPI 1 Sec.2. Suite 200 For more information see this job's general notes page and these web sites: ALPINE: www.alpineitw.com: TPI: www.tpinst.org; SBCA: www.sbcindustry.com: ICC: wwwJecsafe.org Maryland Heights, MO 6304 1. Job Number: N334496 Ply: 1 SEQN: 7570 / T27 / JACK Cust: R8975 JRef: 1WZV89750088 ,7A5/320 ,182EC,E ,RH01 / 1828/CALI/4EBB ELEV.C/E Qty: 4 FROM: RWM DrwNo: 301.20.1536.51389 Truss Label: CA FV / WHK 10/27/2020 V Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-10 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Des Ld: 37.00 Mean Height: 15.00 It NCBCLL: 10.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 Spacing: 24.0 " C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Lumber Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP #2 N Bot chord 2x4 SP #2 N Lumber value set "1313" uses design values approved 1/30/2013 by ALSO Wind Wind loads based on MWFRS with additional C&C member design. G 12 6 C 1, 11 "4 11 "4 c co Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (lbs) Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# Loc R / U / Rw / Rh / RL / W Pf: NA Ce: NA VERT(LL): NA B 143 / 79 / 148 / - / 41 / 8.0 Lu: NA Cs: NA VERT(TL): NA D 11 / 12 / 18 / - / - / 1.5 Snow Duration: NA HORZ(LL): -0.000 D C -15 / 32 / 27 / - / - / 1.5 HORZ(TL): 0.000 D Wind reactions based on MWFRS Code / Misc Criteria Creep Factor: 2.0 B Min Brg Width Req = 1.5 Bldg Code: FBC 6th ed 2017 Max TC CSI: 0.196 D Min Brg Width Req = - TPI Std: 2014 Max BC CSI: 0.025 C Min Brg Width Req = - Rep Factors Used: Yes Max Web CSI: 0.000 Bearing B is a rigid surface. Bearing B requires a seat plate. FT/RT:20(0)/10(0) Plate Type(s): Members not listed have forces less than 375# WAVE VIEW Ver: 17.02.02A.1213121 NO. M648 a m CIF �- COA # IU1. 10/27/2020 **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, handlm shipping, installing and bracing.. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI an SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted olherwise,top chord shall have properly attached structural sheathingq and bottom chord shall have a proLeny attached rigid ceiling Locations shown for Permanent lateral restraint of webs shall have bracingp inslalled per BCSI sections B3, B7 or B10, _ as applicable. Apply plates to each face of truss and position as shown above and on the JOIniDetalls, unless noted' otherwise. f�efer to t� drawings 160A-Z for standard plate positions. ALPINE Alpine, a division of ITW Building Components Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the truss in conformance with ANSI/TPI 1, or for handling, shipping, installation and bracing of trussesA seal on this drawing or cover page , , 13723 Riverport Drive listing this drawing, indicates acceptance of pro essiona engineeringg responsibility solely for the design shown. The suitability and use of this drawing for any structure is fhe responsibility of the Building Designer per ANSI/TPI 1 Sec.2. Suite 200 For more information see this job's general notes page and these web sites: ALPINE: www.al ineitw.mm; TPI: www.t insl.or ; SBCA: w .sbdndust .com; ICC: w Jccsafe.org aryland Heights, MO 6304 Job Number: N334496 Ply: 1 SEQN: 7571 / T16 / HIP_ Gust: R8975 JRef: 1WZV89750088 ,7A5/320 ,182EC,E ,RH01 / 1828/CALI/4EBB ELEV.C/E Qty: 2 FROM: RWM DrwNo: 301.20.1536.51108 Truss Label: HJ7 TCE / WHK 10/27/2020 Loading Criteria (psi) TOLL: 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 " T 43 / 1'S" Wind Criteria Wind Std: ASCE 7-10 Speed:160 mph Enclosure: Closed Risk Category: II EXP: C Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: NA GCpi: 0.18 Wind Duration: 1.60 Lumber Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP #2 N Bot chord 2x4 SP 2400f-2.0E Webs 2x4 SP #3 Lumber value set "13B" uses design values approved 1/30/2013 by ALSC Loading Hipjack supports 6-11-8 setback jacks with no webs. Wind Wind loads and reactions based on MWFRS. Provide (3) 0.162"x3.5", min toe -nails at top chord. Provide (3) 0.162"x3.5", min toe -nails at bottom chord. 5'3"5 911071 5'3"5 4'6"11 C 92"2 7' 14 92"2 9~10011 Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# Loc R / U / Rw / Rh / RL / W B 326 / 154 / - /- /- / 10.6 Pf: NA Ce: NA VERT(LL): 0.040 F 999 360 Lu: NA Cs: NA VERT(TL): 0.111 F 999 240 E 364 / 84 / - 10 / 0 / 1.5 Snow Duration: NA HORZ(LL): 0.010 C - - D 214 / 177 / - / - / - / 1.5 HORZ(TL): 0.018 C Creep Factor: 2.0 Wind reactions based on MWFRS B Min Brg Width Req = 1.5 Code / Misc Criteria Bldg Code: FBC 6th ed.201 Max TC CSI: 0.546 E Min Brg Width Req = - TPI Std: 2014 Max BC CSI: 0.416 D Min Brg Width Req = - Rep Factors Used: No Max Web CSI: 0.260 Bearing B is a rigid surface. Bearing B requires a seat plate. FT/RT:20(0)/10(0) Plate Type(s): Members not listed have forces less than 375# VIEW Ver: 17.02.01A.1115.21 WAVE Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. B - C 394 - 562 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - F 531 -358 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. C - F 394 - 583 "WARNING'" READ AND FOLLOW ALL NOTES ON THIS DRAWINGI "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 saty practices pnor to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted ®r herwise,top 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 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 JoinrDetails, unless noted, otherwise. kefer to ALPINE drawings 160A-Z for standard plate positions. Alpine, a division of ITW Building Components Group Inc., shall not be responsible for any deviation from this drawing,any failure to build the truss in conformance with ANSI/TPI 1, or for handling{ shippin)q, installation and bracing of trussesA seal on this drawing or cover pafge . , 2400 Lake Orange Dr. listing this drawing, indicates acceptance of pro essiona engineering responsibility solely for the design shown. The sui abrlrty and use of this drawing for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2.' Suite 150 For more information see this job's general note"age and these web sites: ALPINE: www.alpineitw.com; TPI: www.tpinst.org;_SBCA: www.sbcindustry.com; ICC: w Jccsafe.org Orlando FL, 32837 r Gable Stud Reinforcement Detail ASCE 7-101 160 mph Wind Speed, 15' Mean Height, Enclosed, Exposure C, Kzt = 1,00 Orr 140 mph Wind Speed, 15' Mean Height, Partially Enclosed, Exposure C, Kzt = 1.00 Orr 140 mph Wind Speed, 15' Mean Height, Enclosed, Exposure D, Kzt = 1.00 Orr 120 mph Wind Speed, 15' Mean Heloht, Partially Enclosed, Exposure D. Kzt = 1.00 S 2x4 Brace Gable Vertical Spacing Species Grade No Braces (1) lx4 'L' Brace w (1) 2x4 'L' Brace )it(2) 2x4 'L' Brace ww (1) 2x6 'L' Brace )K(2) 2x6 'L, Brace will Group A Group B Group A Group B Group A Group B Group A Group B Group A Group B f #1 / #2 3' 10' 6' 7' 6' 10' 7' 9' e' 1' 9' 3' 9' 7' 12' 2' 12' 8' 14' 0' 14' 0' U S P F #3 3' 8' 5' 9' 6' 2' 7' 8' 7' 11' 9' 1' 9' 6' 12, 0' 12' 6' 14' 0' 14' 0' Stud 3' 8' 5' 9' 6' 1' 7' 8' 7' 11' 9' 1' 9' 6' 12' 0' 12' 6' 14' 0' 14' 0' p Standard 3' 8' 4' I1' 5' 3' 6' 7' 7' V 8' 11' 9' 6' 10' 4' 11' 1' 14' 0' 14' 0' 0) #1 4' 0' 6' 8 6' 11' 7' 10' 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' 9' 7' 12' 2' 1 12' B' 14' 0' 14' 0' #3 3' 9' 5' 3' 5' 7' 6' 11' 7' 5' 9' 2' 9' 7' 10, 11' 11' 8' 14' 0' 14' 0' (u D F L Stud 3' 9' 5' 3' 5' 7' 6' 11' 7' 5' 9' 2' 9' 7' 10, 11' 11' 8' 14' 0' 14' 0' d Standard 3' 6' 4' 7' 4' 11' 6' 2' 6' 7' 8' 4' 8' 11' 9' B. 10, 4' 13' V 14' 0' U #1 / #2 4' 5' 7' 6' 7' 9' 8' 10, 9' 3' 10' 7' Ill 0' 13' 11' 14' 0' 14' 0' 14' 0' _N _ S P F #3 4' 2' 7' V 7' 9' 8' 9' 9' 1' 10' 5' 10, 10, 13' 9' 14' 0' 14' 0' 14' 0' U F Stud 4' 2' 7' V 7' 6' 8' 9' 9' 1' 10' 5' 10, 10, 13' 9' 14' 0' 14' 0' 14' 0' O Standard 4' 2' 6' 1' 6' 5' 8' 1' 8' 8' 10' 5' 10, 10, 12' 8' 13' 7' 14' 0' 14' 0' #1 4' 7' 7' 7' 7' I1' 9' 0' 9' 4' 10' 8' I1' V 14' 0' 14' 0' 14' 0' 14' 0' S P #2 4' 5' 7' 6' 7' 9' 8' 10, 9' 3' 10' 7' 11' 0' 13' I1' 14' 0' 14' 0' 14' 0' Q1 I D F L #3 4' 4' 6' 5' 6' 10' 8' 6' 9' 1' 10' 6' 10, 11' 13' 4' 14' 0' 14' 0' 14' 0' 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, ill 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 S P F #3 4' 7' 8' 2' 8' 5' 9' 8' 10, 0' 11' 6' 12' 0' 14' 0' 14' 0' 14' 0' 14' 0' LJ U u F Stud 4' 7' 8' 2' 8' 5' 9' 8' 10, 0' 11' 6' 12' 0' 14' 0' 14' 0' 14' 0' 14' 0' X O f, Standard 4' 7' 7' 0' 7' 5' 9' 4' 10' 0' 11' 6' 12' 0' 14' 0' 14' 0' 14' 0' 14' 0' #1 5' 1' 8' 5' 8' 8' 9' 11' 10' 3' 11' 9' 12' 3' 14' 0' 14' 0' 14' 0' 14' 0' d r� S P I D F L #2 4' 10' 8' 3' 8' 7' 9' 9' 10' 2' 11' 7' 12' 1' 14' 0' 14' 0' 14' 0' 14' 0' #3 4' 9' 7' 4' 7' 10' 9' 8' 10, 1' 11' 7' 12, 0' 14' 0' 14' 0' 14' 0' 14' 0' Stud 4' 9' 7' 4' 7' 10' 9' 8' 10, 1' 11' 7' 12' 0' 14' 0' 14' 0' 14' 0' 14' 0' Standard 4' 7' 6' 6' 6' 11' 8' 8' 9' 3' 11' 6' 12' 0' 13, 7' 14' 0' 14 0' 14' 0' Bracing Group Species and Grades) Group AI S ruce-Plne-Fir Hem -Fir ql / #2 Standard 1 #2 1 Stud #3 1 Stud 1 #3 IStandall Dou las Fir -Larch Southern Pinexxx q3 #3 Stud Stud Standard Standard Group Br Hem -Fir #1 6 Btr #1 Dou as r-Larch Southern Plnewww #1 1#1 #2 1 i #2 Ix4 Braces shall be SRB (Stress -Rated Board). wwFor 1x4 So. Pine use only Industrial 55 or Industrial 45 Stress -Rated Boards. Group B values may be used with these rades. Gable Truss Detail Notes: Wind Load deflection criterion Is L/240. Provide uplift connections for 75 plf over continuous bearing (5 psf TC Dead Load), Gable end supports load from 4' 0' outlookers with 2' 0' overhang, or 12' plywood overhang, About j� Attach 'L' braces with IOd (0.128'x3.0' min) malls, able Truss )K For (1) 'L' bracer space nails at 2' o.c. In 18' end zones and 4' o.c, between zones, Diagonal brace option )K)KFor (2) 'L' braces, space nails at 3' o.c, vertical length may be T In 18' end zones and 6' o.c. between zones, doubled when diagonal 18' 'L' bracing must be a minimum of 80% of web brace Is used, Connect L I member length. diagonal brace for 600# at each end. Max web Brace Gable Vertical Plate Sizes total length Is 14'. )K)K Vertical Len th No Splice 2x6 DF-L #2 or T Less than 4' 0' 2X3 better diagonal I B I$Tj� Greater than 4' 0', but 3X4 Vertical length shown brace) single 8, less than 11' 6' In table above. or double cut )K Greater than 11' 6' 4X4 45' (as shown) at L 1 y °`° m +"qy ,�' + Refer to common truss design for upper end, peak, splice, and heel plates, ntl m ° Connect diagonal at He rie. Refer to the Building Designer for conditions midpoint of vertical well. Refer to chart bo fo ticA leng- not addressed by this detail. wwVARNINGIww READ AND FOLLOW ALL NOTES ON THIS DRAVININ ° a REF ASCE7-10-GAB16015 vI11PORTANT— FURNISH THIS BRAVING TO ALL CONTRACTORS INCLUDING THE INST a q Trusses require extreme care In fabricating, handling, shipping, Installing and brncing. Ref n @ DATE 10�01�14 follow the latest edition of SCSI (BuQding Component Safety Information, by TPI and SBCA) f �Q a practices prl— to performing these functions. Installers shall provide temporary bracing p SCSI. P af'�B p.. Unless noted otherwise, top chord shall have properly attached structural sheathing and bo ,o o ®" OF DRWG A16015ENC101014 shall have a properly attached rigid celling. Locations shown for permanent Ill. t restrabn js+. shalt have bracing Installed per SCSI sections B3, B7 or BIO, as applicable. Apply plates to en ALPINE of truss and position16O as shaven aabove ar and a the Joint Details, unless noted otharrlsa. Refer to drnras 160A-Z for standard plate positions. Alpine, a division of ITV Building Components Group Inc, shall not be responsible for any deviatlo ro��nwa� this drawing, any failure to build the truss In conformance with ANSI/TPI 1, or for handling, shlppin MAX, TOT, LD, 60 PSF AN ITW COMPANY Installation 6 brncing of trusses. A seal on this droving or cover page listing this drawing, Indicates acceptance of professional AL 514 Earth City Expressway engineering responsanalty solely for the design shown The suitability and use of this al —I ng Suite 242 for any structre Is the responsOMlity of the Bullding Designer per ANSI/TPI 1 Ser:2. Earth City, MO 63045 For more Information see this Job's general notes page and these web sites, MAX, SPACING 24,0' ALPINE, www.alpineltw.coml TPI, www,tpinstmrgl SBCA, www.sbclndustry.org ICC, wwwlccsnfemrg 0 f Gable Stud Reinf orcement Detail ASCE 7-101 180 mph Wind Speed, 15' Mean Height, Enclosed, Exposure C, Kzt = 1,00 Orr 160 mph Wind Speed, 15' Mean Height, Partially Enclosed, Exposure C, Kzt = 1.00 Orr 160 mph Wind Speed, 15' Mean Height, Enclosed, Exposure D, Kzt = 1.00 Orr 140 moh Wind Sneed. 15' Ili— HPlnht. Pnrtially Fnrinaprl. Fvn ,no n x�+ = inn 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 911 (1) 2x6 'L' Brace w (2) 2x6 'L' Brace No Group A Group B Group A Group B Group A Group B Group A Group B Group A Group B #1 / #2 3' 6' 6' 0' 6' 3' 7' 1' 7' 4' 8' 5' 8' 9' 11' 1' 11' 7' 13' 3' 13' 9' U S P F #3 3' 4' 5' 1' 5' 5' 6' 9' 7' 3' 8' 4' 8' 8' 10' 7' 11' 4' 13' 1' 13' 7' H F Stud 3' 4' S' 0' S' 4' 6' 9' 7' 2' 6' 4' 8' 8' 10' 6' IS' 3' 13' 1' 13' 7' O �l Standard 3' 4' 4' 4' 4' 7' 5' 9' 6' 2' 7' 10' 8' 5' 9' 1' 9' 8' 12' 4' 13' 2' #1 3' 8' 6' V 6' 4' 7' 2' 7' 5' 8' 6' 8' 10, 11' 3' 11' 8' 13' 4' 13' 11' J S P #2 3' 6' 5' 9' 6' 2' 7' 1' 7' 4' 8' 5' 8' 9' Ill 1' 1 11' 7' 13' 3' 13' 9' #3 3' 5' 4' 7' 4' 10' 6' 1' 6' 6' 8' 2' 8' 9' 9' 6' 10' 2' 12' I IT 8' (U I D rr L Stud 3' 5' 4' 7' 4' 10' 6' 1' 6' 6' 8' 2' 8' 9' 9' 6' 10' 2' 12, 11' 13' 8' d Standard 3' 1' 4' 0' 4' 3' 5' 4' 5' 9' 7' 3' 7' 9' 8' 5' 9' 0' 11' 5' 12' 3' U #1 / #2 4' 0' 6' 10' 7' 2' 8' 1' 8' 5' 9' 8' 10, 1' 12' 9' 13' 3' 14' 0' 14' 0' _ S P F #3 3' 10' 6' 2' 7' 2' 8' 0' 8' 4' 9' 7' 9' 11' 12' 7' 13' 1' 14' 0' 14' 0' L U i I F Stud 3' 10, 6' 2' 6' 7' 8' 0' 8' 4' 9' 7' 9' 11' 12' 7' 13' 1' 14' 0' 14' 0' Od O I l Standard 3' 10, 5' 4' 5' 8' 7' 1' 1 7' 7' 9' 7' 9' 11' 11' 1' 11' IS' 14' 0' 14' 0' \ #1 4' 3' 7' 0' 7' 3' 8' 3' 8' 6' 9' 9' 10, 2' 12' 11' 1 13' 5' 14' 0' 14' 0' / S P #2 4' 0' 6' 10' 7' 2' 8' 1' 8' 5' 9' 8' 10, 1' 12' 9' 13' 3' 14' 0' 14' 0' #3 3' 11' 5' 7' 5' 11' 7' 5' 7' 11' 9' 7' 10, 0' I1' B' 12' 6' 14' 0' 14' 0' Q1 D F L Stud 3' 11' 5' 7' 5' Il' 7' 5' 7' 11' 9' 7' 10, 0' 11' 8' 12' 6' 14' 0' 14' 0' Standard 3' 9' 4' 11' 5' 3' 6' 7' 7' 0' 8' 11' 9' 6' 10' 4' ill 1' 14' 0' 14' 0' #1 / #2 4' 5' 7' 7' 7' 10' e' 11' 9' 3' 9' B. 11' 1' 14' 0' 14' 0' 14' 0' 14' 0' d S P F #3 4' 3' 7' 2' 7' 7' 8' 10' 9' 2' 10, 6' 10, 11' 13, 10, 14' 0' 14' 0' 14' 0' LD U H F Stud 4' 3' 7' 1' 7' 7' 8' 10' 9' 2' 10' 6' 10' 11' 13' 10' 14' 0' 14' 0' 14, 0' O Standard 4' 3' 6' 2' 6' 6' 8' 2' 8' 9' 10' 6' 10, 11' 12' 10' 13' 9' 14' 0' 14' 0' X #1 4' 8' 7' 8' 7' 11' 9' 0' 9' 5' 10, 9' 11' 2' 14' 0' 14' 0' 14' 0' 14' 0' d S P #2 4' 5' 7' 7' 7' 10' 8' ill 9' 3' 10, 8' 11' 1' 14' 0' 14' 0' 14' 0' 14' 0' #3 4' 4' 6' S' 6' 10' 8' 7' 9' 12' 10' 7' 11' 0' 13' 5' 14' 0' 14' 0' 14' 0' i I D F L Stud 4' 4' 6' 5' 6' 10' 8' 7' 9' 12' 10' 7' Ill 0' 13' 5' 14' 0' 14' 0' 14' 0' Standard 4' 3' 5' 8' 1 6' 1' 7' 7' 8' 1' 10' 3' 10, IF 11' 11' 12' 9' 1 14' 0' 14' 0' About j� able Truss Diagonal brace option, vertical length may be T doubled when diagonal 18' brace Is used. Connect L _ -diagonal brace for 775# - - •L• at each end. Max web Brace total length Is 14'. 2x6 DF-L #2 or better diagonal T_ D Vertical length shown bracer single 8, In table above. or double cut 45• (as shown) at L 1 y ew w may upper end. b nti B rin ° Connect diagonal at e• midpoint of vertical web. Refer to chartj ofoKJW inAfrtica lens wwVARNINGiww READ MID FOLLOW ALL NOTES ON THIS DRAWM b u wwIMPORTANTww FURNISH THIS 31RAVING TO ALL CONTRACTORS INCLUDING THE INSTALLER a tl Trusses require extreme care In fabricating, handlIng, shipping, InstnllIng and bracIng, Ref n ' follow the latest edition of BCS1 (Bu0.ding Component Safety Information, by TPI and SBCA) f p a practices prior to performing these functions, Installers shall provide temporary bracing p BCSL 9 Unless noted otherwise, top chord shall have property attached structural sheathing and bo 0 of ATE OF g shall have n properly attached rigid ceiling. Locations shown for permanent lateral restrain o shall have bracing Installed per BCSI sections 33, H7 or BID, as nppllcnWe. Apply plates to ea O ALPINE of truss and p t16O -Z corm above plate on the ions. Details, unless noted o;henlcv. 'f Refer to drnwinps 160A-Z for standard plote positions. ��� r6 Alpine, a di.l ion of ITW Building Components Group lac shall of be responsible for ny devlotb &now*90 this drawing, any failure to build the truss In conformance with ANSI/TPI 1, or for handUnp, shippin AN ITW COMPANY Installation L bracing of trusses, g A seal on this drawing or cover page listing this drawing, Indicates acceptance of pnrofessbnd x 514 Earth City Expressway engIneer ig responsb" solely for the design shorn The sultabUty and use of this drawing Suite 242 for any structrve is the responsibility of the Building Designer per ANSI/TPI 1 SecB Earth City, MO 63045 For more Information see this Job's general notes page and these web sites, ALPINE, www,aipineltwcom) TPI- www.tpinst.org) SBCN w—sbcIndustry.orgl ICa wwwlccsafe.arg Bracing Group Species and Grades) Group AI S ruce-Pine-Fir Hem -Fir #1 , #2 Standard #2 Stud #3 Stud #3 ]Stan Dou las Fir -Larch Southern Plnewww #3 #3 Stud Stud Standard Stnndord Group BI Hem -Fir #1 b Btr #1 Dou las Fir -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. Liable I russ DetaiL Notesi 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 IOd (0.128'x3.0' min) nails. )K For (1) 'L' bracer space nalls at 2' o,c. In IS' end zones and 4' o,c. between zones. )K)KFor (2) 'L' braces, space nails at 3' o.c. In IS' end zones and 6' o.c. between zones, 'L' bracing must be a minimum of 00% of web .member -length, - Gable Vertical Plate Sizes Vertical Lennth No S lice Less than 4' 0' 2%3 Greater than 4' 0', but 4%4 less than ID' 0' + Refer to common truss design for peak, splice, and heel plates. Refer to the Building Designer for conditions not addressed by this detail. REF ASCE7-10-GAB18015 DATE 10/01/14 DRWG A18015ENC101014 TOT. LD. 60 PSF SPACING 24.0' Y If 'T Relnfo Memk Go Tr Gable Detail Fnr I at -in Vartirnl�_ Gable Truss Plate Sizes ppropriate Alpine gable detail for e sizes for vertical studs. Engineered truss design for peak, b, and heel plates, vertical plates overlap, use a ,te that covers the total area of lapped plates to span the web. e, 2X4 2X4 *2X8 Provide connections for uplift specified on the engineered truss design. Attach each 'T' reinforcing member with End Driven Nallsi 10d Common (0.148'x 3',nin) Nails at 4' o.c, plus (4) nulls In the top and bottom chords, Toenalled Nnilsr IOd Common (0,148'x3',min) Toenails at 4' o.c. plus (4) toenails In the top and bottom chords, This detail to be used with the appropriate Alpine gable detall for ASCE wind load. ASCE 7-05 Gable Detail Drawings A13015051014, A12015051014, A11015051014, A10015D51014, A14015051014, A1303OD51014, A12030051014, A11030051014, A10030051014, A14030051014 ASCE 7-10 g ASCE 7-16 Gable Detail Drawings A11515ENC10011B, A12015ENC100118, A14015ENC100118, A16015ENC100118, A18015ENC100118, A20015ENC100118, A20015END100118, A20015PED100118, A11530ENC100118, A12030ENC100118, A14030ENC100118, A1603CENC100118, A18030ENCI00118, A20030ENC1D0118, A20030END100118, A20030PED100118, S11515ENCIDDIIB, S12015ENC100118, S14015ENC100118 SIB015ENC100118, S20015ENC100118, S20015ENDI PE 0 Fps S11530ENCIOOIIS, S12030ENC100118, 514030E . 1 S1B030ENC100118, S2003CENC10011B, S2003 See appropriate Alpine gable detall for mn _ u� Ion ed 4 r� 'T' Reinforcement Attachment Detail 'T' Reinforcing 'T' Reinforcing Member Member Toe -nail - Or - End-nall To convert from 'L' to 'T' reinforcing members, multiply 'T' increase by length (based on appropriate Alpine gable detail). Maximum allowable 'T' reinforced gable vertical Length Is 14' from top to bottom chord. 'T' reinforcing member material must match size, specie, and grade of the 'L' reinforcing member, 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 #3 'T' Reinforcing Member Size = 2x4 'T' Brace Increase (From Above) = 307 = 1.30 (1) 2x4 'L' Brace Length = 8' 7' Maximum 'T' Reinforced Gable Vertical Length 1.30 x 8' 7' = 11' 2' 'T' Relnf, Mbr. Size 'T' Increase 2x4 30 2x6 20 ALPINE AN ITW COMPANY 514 Earth City Expressway Suite 242 ..VARNINGI.. READ AND FOLLOV ALL NOTES a THIS DRAv]Na ..IMPORTANT.. FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INST o Trusses require extreme care In fabricating, handling, shipping, Installing and bracing. Ref a folio. the latest edition of BCSI (Bu0.ding Component Safety Information, Installing TPI and SBCA) f practices prior to performing these functions. Installers shall provide tenparory braclng p eCSL • Unless noted otherwise, top chord shall have properly attached structural sheathing and bo o &,S�ATE shall have a properly attached rigid celiing. Locations shorn for pernment lateral restrain shall have bracing Installed per BCSI sections 33, B7 or B10, as applicable. Apply plates to ea of truss and Pos 16D as form above and on the Joint Details, unless noted otherwise. Refer to draw nos 160A-Z for standard plate positions. Alpine, a division of ITV Building Components Group Inc shall not be responsible for any devlatb or this drawing, any falture to build the truss In conformance with ANSI/TPI 1, or for handUng, shlppin installation 1 bracing of trusses. A seal on this drawing or cover page Usting this drawing, Indicates acceptance of Professional emglneering responsibility solely for the design shown. The suitability and use of this drawing for my structure Is the responsibility of the Building Designer per ANSI/TPI I Sec.& tl o s V OF ® +. p� q a_ �ay- f p4 11im ®vdi�0 l MAX, TOT, LD, 60 PSF DUR, FAC, ANY REF LET -IN VERT DATE 01/02/2018 DRWG GBLLETIN0118 Earth City, MO63045 For more Information see this Job's general notes page and these web skesi ALPINE, www.alpineitw.coni TPI, wwwApinst,org) SHCAr www,sbcindustry.org) ICC,-.1ccsafe,orrg MAX, SPACING 24,0' 4 'T' Reinforcing Member Gable Truss Gable Detail For I Pt -in VPrtirnlc; Truss Plate Sizes pproprlate Alpine gable detail for e sizes for vertical studs. Engineered truss design for peak, b, and heel plates. vertical plates overlap, use a to that covers the total area of lapped plates to span the web. :, 2X4 2X4 *2X8 )'rovide connections for uplift specified on the engineered truss design. Attach each 'T' reinforcing member with End Driven Nallsn IOd Common (0.148'x 3.',min) Nails at 4' D.C. plus (4) naps In the top and bottom chords. Toenalled Nallsi IOd Common (0,148'x3',mIn) Toenails at 4' o.c. plus (4) toenails In the top and bottom chords. This detail to be used with the appropriate Alpine gable detail for ASCE wind load. ASCE 7-05 Gable Detail Drawings A13015051014, A12015051014, A11015051014, A10015051014, A14015051014, A13030051014, A12030051014, A11030051014, A10030051014, A14030051014 ASCE 7-10 Gable Detail Drawings A11515ENC101014, A12015ENC101014, A14015ENC101014, A16015ENC101014, AIBOISENC101014, A20015ENC101014, A20015END101014, A20015PED101014, A11530ENC101014, A1203OENC101014, A1403OENC101014, A1603OENC101014, A18030ENC101014, A20030ENC101014, A20030END101014, A2003OPED101014 S11515ENC100815, S12015ENC1OOB15, S14015ENC10081. , Maw.;qO�X S18015ENCIO0815, S20015ENC100815, S20015END 5 5PS11530ENC100815, S12030ENC100815, S14030SlB030ENC100815, S20030ENC100815, S200. No 4P4dL •• See appropriate Alpine gable detail for ma io In ed 9 rt, 'T' Reinforcement Attachment Detail 'T' Reinforcing 'T' Reinforcing Member Member Toe-nall - Or - End-nall To convert from 'L' to 'T' reinforcing members, multiply 'T' Increase by length (based on appropriate Alpine gable detail). Maximum allowable 'T' reinforced gable vertical Length Is 14' from top to bottom chord. 'T' reinforcing member material must match size, specie, and grade of the 'L' reinforcing member. eb Length Increase w/ 'T' Brace Example, ASCE 7-10 Wind Speed = 120 mph Mean Roof Height = 30 ft, Kzt = 1.00 Gable Vertical = 24'o.c. SP #3 'T' Reinforcing Member Size = 2x4 'T' Brace Increase (From Above) = 307 = 1.30 (1) 2x4 'L' Brace Length = 8' 7' Maximum 'T' Reinforced Gable Vertical Length 1,30 x 8' 7' = 11' 2' 'T' Relnf. Mbr. Size 'T' Increase 2x4 30 2x6 20 -WARNINGIsr READ AND FOLLW ALL NOTES ON THIS DRAVINGI (/Q `" ` ` m REF LET -IN VERT V-DWEIRTANTsw FURNISH THIS DRAVING TO ALL CONTRACTORS INCLUDING THE INSTALLER „„j�,,,, e a Trusses require extreme care in fabricating, handling, shipping, Installing and bracing. Ref pia tr DATE 10/01/14 follow the latest edition of SCSI (Building Component Safety Information, by TPI and SBCA) f • practices prior to performing these functions. Installers shall provide temporarryy bracng p BCSL • Unless noted otherwise, top chord shall hove properly attached structural sheath4,g and bo o olT ATE OF shall have a properly attached rigid ceiling. Locations shown for permanent lateral restrain DRWG GBLLETIN1014 shall have bracing Installed per BCS1 sectlons 33, B7 or 310, as applicable. Apply plates to ea {o of truss end position as shown above and on the Joint Details, unless noted otherwise. 'g Refer to drawings 160A-Z for standard plate positions. Q Alpine, a cDvWon of ITV Building Components Group Inc shall not be responsible for my devtatb AN TTWCOMPANY this drawing, any failure to build the truss In conformance with ANSI/TPI 1, or for handling, shipan MAX, TOT. LD. 60 PSF Installation L bracing f trusses. A seal on this drawing or cover page listing this drowi ng, indicates acceptance of professional IU AL 13723 verport Drive engineering r�ure Is �sre(y forthedesign �rn� ��tnpety��i of ser2 �w� 0 OUR, FAC, ANY Suite 200 Maryland Heights. MO 63043 For nore Information see this Job's general notes page and these web sties, MAX, SPACING 24.0' ALPINE, vr.alpineltr,coni TPL .-tpinst.orgi SBCA, vrsbclndustryargi ICC, vwlccsafearg i Valley Detail - ASCE 7-10: 160 mph, Top Chord 2x4 SP #2N, SPF #1/#2, DF-L #2 or better, Bot Chord 2x4 SP #2N or SPF #1/#2 or better. Webs 2x4 SP #3, SPF #1/#2, DF-L #2 or better, Attach each valley to every supporting truss with) (2) 16d box (0,135' x 3,5') nails toe-nalled for ASCE 7-10 160 mph, 30' Mean Height, Enclosed Building, Exp, C, Wind TC DL=5 psf, Kzt = 1.00 Or ASCE 7-10 140 mph, 30' Mean Height, Enclosed Building, Exp. D, Wind TC DL=5 psf, Kzt = 1.00 Bottom chord may be square or pitched cut as shown. Valleys short enough to be cut as solid triangular members from a single 2xG, or larger as required, shall be permitted in lieu of fabricating from separate 2x4 members, All plates shown are ITW BCG Wave Plates, 30' Mean Height, Enclosed, Exp, C, Kzt=1,00 Unless specified otherwise on engineer's sealed design, for vertical valley webs taller than 7-9' apply 2x4 'T' reinforcement, 80% length of web, same species and grade or better, attached with 10d box C0,128' x 3,0') nails at 6' o.c, In lieu of 'T' reinforcement, 2x4 Continuous Lateral Restraint applied at mid -length of web is permitted with diagonal bracing as shown In DRWG BRCLBANC1014, Top chord of truss beneath valley set must be braced with: properly attached, rated sheathing applied prior to valley truss Installation, Or Purlins at 24' o,c, or as otherwise specified on engineer's sealed design Or By valley trusses used in lieu of purlin spacing as specified on Engineer's sealed design, www Note that the purlin spacing for bracing the top chord of the truss beneath the valley is measured along the slope of the top chord, ++ Larger spans may be built as long as the vertical height does not exceed 14'-0', 4X4 12 3X4 Valle 12 Max. Spacing 2X4 2X4 X4 Pitched Cut Square Cut 8-0-0 Bottom Chord Stubbed Valley Optional Hip �— Max Bottom Chord End Detail Joint Detail Valley Valle y Toe -nailed 4X4 / 12 o m n T u se 12 Max. I t 2 o, c, ll S t1X3 "X3 6-0-0 �\�` a 41X35X4%PL CMax Spacing)X4 Qom+ Mon T usses EN. ParJal.Framing 20-0-0 ++) oe�to %, a24o,c, n Supporting trusses at 24' o,c, maximum spacing, ° n+ s • wwVARNINGio READ AND FOLLOV ALL NOTES ON THIS DRAvtNa a MWORTANT FURNISH THIS DRAVING TO ALL CONTRACTORS INCLUDING THE INST o In bracing. d • tr TC LL 30 30 40PSF REF VALLEY DETAIL DATE 10/01/2014 Trusses require extreme core fabricnting, handling. shipping, Installing and Re follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) a TC DL 20 15 7 PSF practices prior to wise, top ral chary bracing r BCSI. these functions. Installers shall structural and s h ;d Unless naiad property a top chord shall have oproperty tions attached permanent late shall have a properly attached rigid Locations shorn for permanent rests of b p'q'' ATE O� : ^� BC DL 10 10 10 PSF DRWG VAL160101014 sections J or Beg, as applicable. Apply pintas toe a pply7l bracing Installed per BCSI and on the shop have and of truss and IS ac shown above and on the Joint Details, unlesc noted otherwise. iY} Refer to draw 160A-Z for 4" �6.� �� � d. 6°► t BC LL 0 0 0 PSF ALPINE nos gs standard plate positions. Alpine, division of ITV Building Components Group Inc. shall not be responsible for an devlat r ,a �N �+.r%1Q e4 TOT. LD. 60 57PSF 55 AN iTW COMPANY this drawing, any failure to build the truss In conformance with ANSI/TPI 1, or for hantlllnp, ship Installation i brodng of trusses. A seal on this drawing or cover page listing this drawing, Indicates occeptance oP professbrol DUR,FAC, 1,25/1,33 1�15 1.15 514 Earth City Expressway Suite 242 englneerlrg responsbtity solely for the design shown The sud use of ltablilty a iNs drawFp ] for any structure Is the responsibility of the Butdig Designer per ANSI/TPI I Sect. SPACING 24,0° —d Earth City, MO 63045 For more Information see this Job's general notes page and these web sitesi ALPINE. www.olpineltw.con, TPI, www,tpinstorg, SBCA. w—locindustry,org) ICC. owJccsafearg f - I VALLEY FRAMING & BRACING DETAIL Lumber Size and Grade Minumum Requirements R BC 1/2 01 GENERAL NOTES Purlins required T-0" O.C. in absence of plywood sheathing. Trusses without sheathing applied must be evaluated accordingly. Purlins should overlap sheathing one truss spacing minimum. In cases that this is Impractical, overlap sheathing a minimum of 6", and nail upwards through sheathing into purlin with a minimum of 8-8d (0.131"x2.5") common wire nails. Effects of not providing sheathing below a valley set must be evaluated by the building designer. This drawing applies to valleys with the following conditions: Spans (distance between heels) 40'-0" or less -Maximum valley height: W-0" -Maximum mean roof height: 30 feet -ASCE 7-05, 140 mph, Enclosed, Cat 11, Exp B,1=1.0, K2t=1.0 -Or A Maximum of ASCE 7-10, 180 mph, Enclosed, Exp D, K:t=1.0 TRUSS TRUSS UNDER VALLEY FRAMING VALLEY RAFTER OR RIDGE ® +CRIPPLE ripples 41-0" for 30 psf (TL) and 20 psf (TD) Max. me 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. ITYP) 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) 316d toe -nails Truss to blocking 416d toe -nails Truss to cripple 416d toe -nails Truss to cripple 416d toe -nails Cripple to purlin 316d toe -nails ""H`n' — """ I 13. Collar beam to rafter 416d toe -nails CRIPPLE, BRACING, & BLOCKING NOTES NOTE:16d (0.162'x3.5") COMMON NAILS -2x4 continuous lateral restraint (CLR) min. Is required for cripples 5'-0" to 10'-0" long nailed w/ 2 -10d (0.148"x3") nails. Or 2x4 "T' or scab reinforcement nailed to flat edge of cri� Die with 10d J0.128"x3.0") nails at 6" o.c. "T' or scab must be 90% of cripple length. Cripp es over 10'-0' long requre two CLR's or both faces w/'T' or scab. Use stress graded lumber & box or common nails. ,Narrow edge of cripple can face ridge or rafter, as long as the proper number of nails are Installed Into ridge board -Install blocking under rafter if sleepers are not used. -Install blocking under cripples If cripples fall between lower truss top chords and lateral bracing is not used. -Apply all nailing in accordance to current NDS requirements. Nails are common wire nails unless noted otherwise. f — - y (A) (B)**) w REAL NO FMIaV Au tares ON THIS WAWDQ NO.70861 -MWUZtAtrro FUWasH THIS WAWM M ALL CINCIPACMRS W-tMDG THE ISTALL M3 • TC LL 20 30 40 54 REF VALLEY FRAMING Trusses nqui- extreme core h fabricathg, handing, sHp hg, hstatUng on bmcYg' Refes-_ to nntle • fottow the latest eaUon of SCSI Gu9dnp ranpor nt safety Information, by TPI an Saul foesa ety • ly TC DL 10 20 7 7 DATE 10/01/14 proctices prior to perfarnft these functims. Installers shall provide tenporwy bracing pe= all. • A bless noted otherwise, tll ap chord shahave properly attndxd truct—t she.thlrq) an boch4d• shalt have a properly attached Hold eeUr* Locati— shown for pernonent taterat restrahtW •ebse /� ^_ BC DL 0 0 0 0 DRWG VACNV1801015 d ��F� r7� of have m P.. hstnued per abo sections on th J or DBIO,et s, udesshln ripply plates to ea01 fnr� • ST/"tTl_ O� • 1�1�\`V'11 of truss an pas Wan at1 shosn above an on B3, Jdnt Details, carless .. A otherwise. . .�J ; BC LL 0 0 0 0 V Refer to drowkps 16M-2 for standard plate posWons. • 11�� Mphe, a eNsion of ITV &Jlding Components Group 1n_ shalt not be responsWe for any devh •a'^/ P .• �(,/ AN RWC]7AAPIIPIY this ckm i g, any folure to btdld the truss h conforname Nth ANSI/TPI 1, or far handlhg, step •.•` QR1Q •.• LP TOT. LD.30 50 47 61 hstatlatlon & brocing of trusses. •.•ys.:•••.• \ �� A seat on Ahk dravbV or cover poor tlsthp this dmwhg, hdtoates a¢epmnce of professional yy� w�G zoldy for thr< sir . Thr-ilobUty a,d usr of this o—"-,4 \�► 13389L.ke1m tDrive 1' "`"`'' t` "'�°r"�`ht'' °F " �dr'g ge�g"'e' p"' A'�I 1 se`a 4r '. N -L �t4� DUR. FAC. 1.25/1.15 Eadh City, MO 63045 For — Information see tHs Job's general notes page an these web site- t ALPM wwwatpheltwxonl TPL www.tphstorgl SarJY www.sbdndustryoryh ICo w Nru=safrorg SPACING SEE ABOVE It