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HomeMy WebLinkAboutTruss.The Architect's or Architect's representative's shop drawin =LIFE SAFETY WARNING This symbol identifies Life Safety Warnings that should be read given special attention by all persons installing trusses. SPAGING_NOTE ALL TRUSSES ARE TO BE SET AT 2 O ON CENTER EXGEPT AS NOTED MULTIPLE PLY TRUSSES MUST BE ASTENED TOGETHER PER ENGINEERING BEFORE SETTING. REFER TO ENGINEERING DRAWING TO DETERMINE ® IF MULTIPLE PLY. Jill DON'T LIFT TRUSSES WITH SPANS LONGER THAN 30' BY THE PEAK. CONSULT BCSI 30' Span'or less A 30' to 60' Span 60 degrees Sprea era- Bar or less 112 _— ag—APProx 2/3 to '.Cg Line P n C,Cprox Line 1/2 of Span REFER TO BCSI REFER TO BCSI 4 Truss must be set tn's way. i, crane used. Truss must be set this way if crane used. 4, .Truss Is an example your twss may lot match.. This is an example, truss may not match. a Insist crane operator sets truss the way, Insist crane operator sets truss this way. All load bearing walls, headers, beams & lintels must be in place at indicated height before trusses are installed. AIR HAN�1_�R NOTE UNLESS NOTED ELSEWHERE ON THIS LAYOUT, THESE TRUSSES ARE NOT DESIGNED FOR AIR HANDLERS IN THE ROOF OR FOR ANY OTHER A/C REQUIREMENTS. THIS MAY BE IN CONFLICT WITH BUILDING CODE AND A/C DESIGN REQUIREMENTS. CONSULT WITH BUILDING DEPARTMENT AND A/C CONTRACTOR. Carrying Girder For Truss to Truss Connections see hanger/connector Nails must be as shown. Guide tabs o schedule in engineering Dome angle nails. package. Carried Truss A PLATES BY CHAMBERS ,.� en,ie,cx rocnTeo as "waxsioxeo ox urour 8 approval is NOT a "double Check" of the contractor. TRUSSES FOR THE FIRST MODEL SHOULD BE SHIPPED AND SUCCESSFULLY SET BEFORE ANY MORE TRUSSES ARE BUILT FOR T The contractor shaIt A T M 0 D E L. for cons covers ge ornal" responsible a criteria. . Architect -, ARRANGE WITH CRANE OPERATOR IN ADVANCE_ FOR A SPREADER BAR OF 18' - 24' IN LENGTH -- and other covers rrteria. or revlevv of truss sirs of shape, VC; Pping, and loading n I I structure from gravity and uplift loads and Do not stand on trusses until they are braced per BCSI properly nailed to straps & hangers I theirrea gtiveigeatiqn7 rso� xa'oc. rl ML.E�.s,. ,• 12 CORNER DETAIL 4.00 OVERHANGS NOT SHOWN FOR CLARITY - ran 8' P� ( 1` upset=1/4" heel=3 15/16" PLUMB CUT END 2 x 4 Top Chord WALL HEIGHT 8' TYPICAL END DETAIL 12 4.00 -1 z 2.00 08. M — I1NIMI®I®I ®I®IMIM1 I■IMIM IMI MI®I®I ®�//���i®r 1Z004 WWI1V//�1WZ'ArII/1,0II%//.1V0V//z/.WHO001 �/IIr///�1i//� 1r/ l� ,1XF allio I ® ,I -I -I -I■ li�l,l-I�,I-I-I-I, 11040N PAP VON MEN ReAl Vill ®_ IT PON rM ` '•III, ��I ��' — FIN 110,0413010 ®� INVERTEDWill PANNEL. w%r WEBS AT CENTER •. 50# POINT LOADS PER TRUSS FOR All 1111010 ®_ 11110101 0041 10 0,00/00001 INN ®� a -' - ® %_m oopm JIM ®IVA se al J�,1i///�li//%li//i I©I®I®I®I®ICI®I 1�1�1�18�1�1®I�I�I®I®I P INDICATES LOAD BEARING 14'-4 — v u set=1/4" heel=3 15/16" - - PLUMB CUT END REQUIRED BY TRUSSES SUPPLIED BY BUILDER ORCH RIGHT 2 x 4 Top Chord AT A HEIGHT OF 8'-0" t WALL HEIGHT 8' ABOVE FINISHED FLOOR Gf END DETAIL: TYPICAL VAULT Date: Braden & Braden A.I.A. P.A. n I FABRICATION AGREEMENT — TRUSSES CANNOT BEST UNTIL THIS AGREEMENT IS SIGNED d RETURNED J1 The legal description of the property where the busses will be Installed Is; it The underlgned acknowledges and agrees: 1. Trusses will be made In strict sccordancs with this truss placement diagram— J3 which is the Cola authority for determining. successful fabrication of thrssee, layout, J .3. unlessdimensions In notiticeleeout have been verified by the undersigned. days of delivery the undersigned atl re by peril mail to Chambers Truss within ten (10) euch withal notice 18 agrees that no bckchargec will be allowad..ln the event O J5 to begin repairs required, d, or o substitute oche tres he have three (3) buaJnaea days in welch .— 4. The g p saes, at Chamber op n. J 5. Delivery Is undersigned tto job a�e It Is gibe recall 'responsibility to make Inift Wni Job ne the 9 by @e suitable for ,F11 delivery. ChamDers Truss has the hole buyer's yero portion of the job she for delivery, Chambers Truss wito ll belresponelhle or dIT urbthe job site Or a The buyer Is responsible for additional deliver, e P delivery only. GRr4 because Job she Is not prepared for deliveryuyenses H Chambers Truss has to redeliver Buyer Is responsible to Chambers Truss for owi g .oats due not to @ cd for delivery of trues... S. Price as shown 11 paragraph 7 below la subJect to changH . this layout. A ll per hour fee for revisions maybe charged e any changes aremade in by Chamber: Truss. - - _ A 7: This to 6 PURCHASE ORDER to Chamber, Truss of the sum agreed to, or H no aon call greement a reasonable pdcece may be . Invoice will b made on delivery end paid within terms of ne1- attorneys bee dladectiolau made etP went otd,melyfinedee1.12 gyy Per reasonable accept ==Z delivery of fabricated trusses. The under) red a reea o a C3 ..b .T ea ,rota shame s fee for collections In event of a a. Signature or Initials an he not paid she terms, . P month servjce ywhere on Mle sheet constlhrt08 agreement to all terms herein. Be In consideration of Chamber Truss extending credo for fhIs material the undersigned t unconditionally True guarantees payment when due o1 any and all Indebtedness owed to Chember Trues by Any enthy rcelving materiel and the undersignedallInc agrees to pay ouch ' indebtedness Including et(omays fees, H default In the for dal ee made by the reciplent, , 10. In the event of any litigation conwming this agreement, the Items furbished hereunder or payments referred to herein, the parties agree that the aole venue for any such actionwill be Saint euole, Counly, Florida. 11. Design responsibilities are per -National Standard And Retommended' Guidelines on Responsibilities For Construction Using Metal Plate Connected Wood Trusses ANSUTPIMTCA 4 -2002 to DATED SIGNED• Al FOR = TITLES_ As A Sproaderbarmayberec gilper �'BCS1103"fopteventlryurf8dantago Multiple ply trusses must be fastened together per engineering before they are sell failure to do so can result In roof collapse. Temporary and permanent bracing are required and can save life t and property and is the responsibliity of the truss erector. Study the contents of the In packet Included on delivery before setting trusses. — Trusses )mustbesandbraced perderslgnmprolinjury E,dar ill t . 1 A6 Trusses must be set plumb and square j Do not set bunks or stack of plywood, roaflng material or any other colicentrated loads on trusses, this can cause collapse. DO NOT SET TRUSSES USING THIS LAYOUT l USE LAYOUT DELIVERED WITH TRUSSES Tn cFr Tor rack I I i' CLOIJ1J AREAS ARE OF SPECIAL CONCERN & MUST BE t CHECKED CAREFULLY & MAY f t INDICATE DEVIATION FROM��_���� PLANS. J% ��^ �% � 00 CHAMBERS TRUSS INC 3105 Oleander Avenue FortPlerl Florida 34982-6423 800-551-5932 Fort Pierce 772465-2012 Fax 772-465-8711 Vero Beach 772-569.2012 Stuart '772-286-3302 ' ..r_>. m..,- ruauococToncs'rr1M 92.0/93.2 MITEK 4.2 DESIGN CRITERIA County SAINT LUCIE Building Department ST LUCIE COUNTY Wind Design Criteria ASCE 7-2010 Wind Design Method MWFRS/C-C hybrid Wind ASCE 7-10 Roofing Material Shingle or Shake Loading in PSF Roof R.D.L. To Chord Live 20 0 3J P Top Chord Dead 7 4.2 H H c Bottom Chord Live 10 Non -Concurrent w Bottom Chord Dead 10 3 c _ TOTAL Load 37 7.2 N Duration Factor 1.25 d rq I Wind Speed 165mph E Top Chord C.B. Sheeting by builder. V M. Bottom Chord C.B. Sheeting by builder. LA Highest Mean Height 151-0" U l— Building Type ENCLOSED Building Category II:Non Restrictive Exposure Category C Barrier Island No Conforms to FBC 2017 rc u L.=I tesVaining Dead Load C B Continuous Bracin Verify DESIGN CRITERIA shown above with the building department and your engineer. Design) Criteria is the responsibility of the Building Designer and/or Engineer of Record. Chambers Truss Inc. Drawing Name: M11392 Scale: 1 /4 = 1' 82 total trusses, 15 different trusses MI 4: RLC All RLC Reviewed By. " a Date: 10/07/15 Revised. 03/21/18 Njel FOR 14 4•_ _-_ -� �o WYNNE BUILDING CORP. ! C-® DESCRIPTION: PORCH'LEF"T t 71' CART TON 3BED REAR PORC a PAGE 1 of 1 CUSTOMER INITIALS EACH PAGE 15 TRUSS DRAWINGS AIRE ATTACHED TO LAYOUT M 11392 ?G �� Awl lydri—l? MiTek... RE: M11392 MiTek USA, Inc. THE WINDSOR 6904 Parke East Blvd. Tampa, FL 33610-4115 Site Information: Customer: Wynne DevCorp Project Name: M11392 Lot/Block: .. Model: 71 Carlton 3 Bedroom .Rear Porch Address: unknown Subdivision: City: St. Lucie County :State: FL General Truss, Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2Gl 7/TP12014 Design Program: MiTek 20/20 8 : 1 Wind Code: ASCE 7-10 Wind Speed:: 165 mph Roof Load: 37.0 psf ...Floor Load: N/A psf This package includes 15 individual, dated Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby.certify that I am the Truss Design Engineer and this index sheet conforms to 61 G15-31.003, section 5 of the Florida Board of Professional. Engineers Rules.. No. Seal# Truss Name Date 1 T16686490 a 4/3/2019 2 T16686491 al 4/3/2019 3 T16686492 a2 4/3/2019 4 T16686493 a3 4/3/2019 5 T16686494 a4 6 T16686495 a5 4/3/2019 r 4/3/2019 T.J. 7 T16686496 ata 4/3/2019 - 8 T16686497 b 4/3/2019 9 T16686498 bha ��� 4/3/2019 10 T16686499 gra 1.1 _: T16686500 J1 4/3/2019 4/3/2019 NOV 2 7 2019 12 T16686501 j3. 4/3/2019 13 T16686502 j5 4/3/2019, Lucie County, Permitting 14 T16686503 j7 4/3/2019 15 T16686504 kj7 4/3/2019 REVIEWED FOR CODE COMPLIANCE ST. LUCIE COUNTY BOCC The truss drawing(s) referenced above have been prepared. by MiTek USA, Inc under my direct supervision based on the parameters provided by Chambers Truss. Truss Design Engineer's Name: Finn, Walter. My license renewal date for the state of Florida is February 28.; 2021. Florida COA: 6634 IMPORTANT NOTE: The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdiction(s) identified and that the designs comply with ANSIfrPI 1. These designs are based upon parameters shown (e.g.,.loads, supports, dimensions, shapes and design.codes), which were given to MiTek. Any project specific information included is.for MiTek customers file reference purpose only, and was not taken into account in the preparation of these designs. MiTek has not independently verified the applicability of the design parameters or the designs for any particular building: Before use, the building designer should verify applicability of design parameters and properly incorporate these :designs into the: overall building design per, ANSI/TPI 1, Chapter 2.. `��t,11111111��� i No 22839 STATE OF Walter P. Finn PE No.22839. MIT& USA, Inc' FL. Cart 6634 6904 Parke East Blvd. Tampa Fl- 33610 April 03, 2019 1 of 1 Finn; Walter Job, Truss Truss Type Oty " Ply THE WINDSOR . T16686490 M11392 A HIP p 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.240 s Dec 6 2018 MiTek Industries, Inc. Wed Apr 3 10:18:43 2019 Page 1 ID:_kfiG,CA6bx7j2Syl HDXFw7ye3KX-j516o6uNUlw752lcX?ocWyM5YnfBOhBOwcl W RozUScg T1-0•Q. 6-10-14 9-0-0 14-11.0 20-2-13 26-0-0 28-1-2 , 35-0-0 1=0.0 6-10-14 5.11-0 5-3-13 5-9-3 2-12 6-10-14 1 0 00 Scale = 1:60.5 48, = 2x3 I I 3x6 — 4x4 = 4x8 = 4.00 12 — 2x3 2x3 4 26 5 6 :7 27 :'8 : g 6 !2 m m 1 '2 I6 6 17 16 15 14 13 12 3x4 — 3x4 = 3x6 — 6x8 = 3x4 = 3x6 — 3x4 = 3x5 — 9-0.0 14-11-0 20-2-13 26-0-0 35-0.0 9.0.0 5.11-0 5-3-13 5.9-3 9-0-0 Plate Offsets (X,Y)-- : f2:0-0-14,Edgel, 14:0-5-4,0-2-01, f8:0-5-4,0-2-01, rl0:0-0-6,Edgel LOADING (pso SPACING- 2-0-0 CSI. DEFL. in .(loc) I/deft Ud PLATES GRIP TCLL ' - 20.0 Plate Grip. DOL 1.25 TC: 0.57 Veft(LL) 0.42 12-23 >572 240. MT20 244/190 TCDL 7.0 ' Lumber DOL 1.25 BC' 047 Vert(CT)' 0.37 12-23 >659 180 BCLL 0.0 Rep Stress Incr YES WB 0.94 Horz(CT) 0.03 10 n/a n/a BCDL 10.0 Code FBC2017lrP12014 Matrix -MS Weight: 161 lb FT = 20%' LUMBER-.. • BRACING-, TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0.6c purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 4-5-1 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size). 2=433/0-8-0, 15=1596/0-8-0,.10=669/0-8-0 Max Horz 2= 97(LC.10). Max Uplift 2= 235(LC 12), 15=71439(LC 12), 10=-799(LC 12). Max Grav 2=467(LC:17); 15=1596(LC 1), 10=685(LC 22) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3— 639/108, 3-4=-396/0, 4-5=-967/776, 5-7=79677776, 7-8=-454/938, B-9=-.1009/1884, 9-10— 1265/2154 BOT CHORD 2-17=0/652, 15-17=0/430, 14-15= 704/454, 12-14=-1586/938, 10-12=-1971/1174 WEBS 3-17=-372/461, 4-17— 272/451, 4-15=-1087/1002, 5-15=-336/386, 7-14=-766/399, 8-14=-580/997, 8-12=-958/447, 9-12= 358/600, 7-15=-1329/2190 NOTES- .. . 1) Unbalanced roof, live loads have been considered for this design. 2) Wind: ASCE'7-10; Vult=165mph (3=second gust) Vasd=128mph; TC.DL=42psf; BCDL=3.Opsf; h=15ft; B=70ft; L=35ft; eave=5ft, Cat. II; Exp C; Encl.,'GCpi=0AB; MWFRS (directional) and C-C Exterior(2)-1-0-0 to,2-6-0, Interior(1) 2-6-0 to 9-0-0, Exterior(2) 9-0-0 to 13-11-6, Interior(1) 13-11-6 to 26-0-0, Exterior(2) 2B-0-0 to 30-11-6, Interior(1) 30-11-6 to 36-0-0 zone; porch right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss.has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads: 5) ' This truss has: been designed fora live load of 20.Opsf on the bottom chord in all areas where. a rectangle 3-6-0 tall by 2-0-0 wide will fit between the'bbttofn chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 235 lb uplift at joint 2, 1439 lb: uplift at joint 15 and 799 lb uplift at joint 10. Walter P. Finn FE N6.22839 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610: Date:. . . ... April3,2019 0 WARNING - Vedry design parameters and READ NOTES ON -THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev. 1010312015 BEFORE USE. Design valid for use only,with MiTek@ connectors. This design is based only upon parameters' shown, and is for on Individual bullding component, not �� . . a. truss system. Before use, the building designer must verify the applicability of design parameters,cnd properly Incorporate this design into the overall building design. Bracing indicated is to. prevent.buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek Is always required for stability and to prevent collapse with possible personal Injury and property damage, For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeAN3VrP11 Quality Cdtgda, DSB-89 and BCSI Building Component 6904 Parke East Blvd. . Safety Informationavallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job, Truss Truss Type City Ply THE WINDSOR T16686491 M11392 Al SPECIAL 1 1 Job Reference (optional). ' t,nprnuers i russ, urc., rori rrerce, rL 10- 860 0- 8-6.0 �1 6 3x6 = 11-0-0 14-9-0 19-8.14 2-6-0 3-9-0 4-11-14 5x6.=.. 2x3 I 3x4 4.00 12 9Ya 4 21 5 6 22 \\ 13 12 3x5 = 5x8 MT18HS = ' 2.00 12 me,tu s uec b zyitiMI I eK maustrles, Inc. vvea Apr o 1u:le:44 zuiw rage l : bx7j2Sy1 HDXFw7ye3KX-BIsU?Su?F32-jCKo5jKr39uFQBuX19198Gn4_EZUScf ?4-0-0 27-4-7. 35.0-0 i&og 4-3-2 3-477 7-7-9 -0- Scale = 1:61.3 5x8 MT18HS = 7 10 0 0 14-9-0 : 24-6-8 35-0-0 10.0-0 4-9-0 9-9-8 10-5-8 Plate Offsets (X,Y)-- r2:0-0=2,Edge], (7:0-4-0,0-2-3], [9:0-1-15,Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc), I/defl Ud PLATES GRIP TCLL 20'0, Plate Grip. DOL 1.25 TC 0.63 Veft(LL) 0.75 11-12 >563 : -240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.91 Vert(CT) -121 11-12 >348 180 MT18HS 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.77 Horz(CT) 0.35 9 n/a n/a BCDL 10.0 Code FBC2017fTP12014 Matrix -MS Weight: 155 lb FT = 20% LUMBER- .. BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-7-7 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly.applied_ or 2-2-0 oc bracing. WEBS' 2x4 SP No.3. REACTIONS. (lb/size) 2=1349/0-8-0, 9=1349/0-8-0 Max Harz 2= 117(LC 10) . Max Uplift 2=-825(LC 12),' 9=-825(LC 12) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3209/2102, 3-4= 3006/2024, 4-5=-3022/2080, 5-6=-3022/2080, 6-7=-4643/2994, 7-8=-5324/3364,8-9=-5751/3700 BOT CHORD 2-13=-1883/3007, 12-13=-1591/2657, 11-12=-2456/3908, 9-11=-3442/5478 WEBS 3-13=-425/410, 4-13=-354/571, 4-12=-362/617, 5-12=-269/279, 6-12=-1034/712, 6-11=-373/892, 7-11=-897/1523; 8-11=-404/435 NOT.ES- 1) Unbalanced roof live loads have been considered for this design.. . . 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=:15ft; B=70ft; L=35ft; eave=5ft;.Cat. II; Exp,C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-6-0, Interior(1) 2-6-0 to'36-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20.plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) . This truss has been designed for live load of 20.Opsf on the bottom: chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit. between the bottom chord and any other members. 7) Bearing at joint(s) 9 considers parallel to grain value using ANSI/TPI 1 angle to grain;formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 825 lb uplift at joint 2 and 825 lb uplift at joint 9: :. Walter P. Finn FE flo.22639 MiTek USA, Inc, FLCert 6634 9904 Parke East Blvd. Tampa FL 33610 ,Date: April 3,2019 Q WARNING -Verity design parameters and READ NOTES ON:THIS AND INCLUDED M/TEK REFERANCE PAGE'MIP7473 rev. f0/03,2015 BEFORE USE. Design valid for use only,with MITekO connectors. This design is based only upon parameters shown, and is for an Individual building component not '- a.ttuss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing Indicated is to prevent.buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing M!Tek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSVIPII Quality Criteria, DSB-69 and SCSI Bullding Component' . 6904 Parke East Blvd. Safety Infolmatio no vallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job. Truss Truss Type Cy Ply THE W INDSOR T16686492 M11392 A2 SPECIAL 1 1 Job Reference optional) cnamoers I russ, Inc., . ran coerce, t-L. 8.24U s Uec 6 2U18 Mi I eK Industnes, Inc. wed Apr 3 10:18:45 2U19 I'age 1 ID: fi_k_GCA6bx7j2Sy1 HDXFw7ye3KK=fUQsDnveONArLMv_eQr4bN RPdbEBUbsJNvW dW hzUSce T1-0-q: 8-6.0 13-0.0 14-9-0 22.0-0 27-4-7 35-0-0 Q6-0 Q ti-o-a 8-6.0 4-6� 1-9.0 7-3-0'- 5-4-7 7-7-9 -0-0 Scale = 1:61.3 5x6 = 3x4 = 5x8 4.00 F12 4 21 5 22 6 .. 12 3x4 = 5x8 = 3x12 3x6. _ . 2.00 F 12 10-0-0 _ 14-9.0 22-0-0 24-6-8 35-0-0 10-0.0 4-9-0 7-3-0 2-6-8 10-5-8 Plate Offsets (X,Y)-- [2:0-0-6,Edgel, [6:0-4-0,0-2-31, [8:0-1-15,Edge1 LOADING (psf) SPACING- 2-070 CSI. DEFL. in (loc). Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.66 Vert(LL) 0.72 10 >585 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC - 0.95 Vert(CT) -0.94 10-19 >447 180 MT18HS 244/190 BCLL :. 0.0 Rep Stress Incr YES WB 0.86 Horz(CT) 0.34 8 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Weight: 160 lb FT = 20% LUMBER- BRACING-. . TOP CHORD . 2x4 SP M 30 TOP CHORD .. Structural wood sheathing directly applied or 2-6-15 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1349/0-8-0, 8=1349/0-8-0 Max Horz 2=136(LC 11) Max Uplift 2=-825(LC 12); 8= ;825(LC 12) FORCES. (lb) - Max. Comp:/Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3211/2064, 3-4=-3017/1998, 4-5= 2580/1800, 5-6=-3379/2225; 6-7=-5242/3250, 7-8=-5759/3665 BOT CHORD 2-13=-.1847/3008, 12-13=-1403/2418, 11-12=-1552/2629, 10-11=-1990/3441, 8-10=-3410/5485 WEBS 3-13=-420/418, 4-13=-427/688, 4-12=-337/551, 5-12=-777/605, 5-11=-465/925, 6-11=-391/277, 6-10=-1318/2268, 7-10=-503/530 NOTES- 1) Unbalanced roof live loads have been considered for this design: 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCD L=3.Opsf; h=15ft; B=70ft; L=35ft; eave=5ft; Cat. Il; Exp C; Encl., GCpi=0:18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to:2-6-0, Interior(1) 2-6-0 to 36-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip.DCL=1.60 3) Provide adequate drainage to prevent water ponding.. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ` This truss has: been designed fora live load of 20.Opsf on the bottom chord in all areas where, a rectangle 3-6-0 tall by 2-0-0:wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 8 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 825 Ib uplift at.joint 2 and 825 lb uplift at . joint 8. Walter P. Finn PE No. 2639 MiTek USA, Inc, FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 .Date:.. April 3,2019 9 P,_�• WARNING - Verifydesign erameters and READ NOTES ON: AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE. Design valid for use onlywith MlTekf6� connectors. This design is based onlyupon arametersshov✓n and is for an individual builriin component not a.tr ss system. Before us, the building designer must verify the applicabiity of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to, prevent. buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing. MiT W Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the . ' . fabrication, storage, delivery, erection and bracing of trusses and truss systems,'seeANSVFPlt Guallty Criteria, DSB49 and el BuOding Component 6904 Parke East Blvd., ; Safety Informatlonavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314, Tampa, FL 33610 Job Truss Truss Type " Qty Ply THE WINDSOR T166B6493 M11392 A3 SPECIAL 1 1 Job Reference (optional) L,namoers I russ, Inc., ran rlerce, t-L n.Z4u s uec u Zu] a MI I eK Inausmes, inc. vvea Hpr s I u: I o:4o eu I a rage r ID:_kfiGCA6bx7j2Sy1HDXFw7ye3KX-7g_FQ7wGngliyWTSC7MK88bG_aPD3iScZGA27zUScd • i1-0-Q B-6-0 15-0-0 20.0-0 24-6-8 27-4-7 35-0-0 6-0-Q -0- 8-6-0 6-6-0 5-0.0 4-6-8 2-9-15 7-7-9 0- Scale=1:62.3 �1 4.00 12 5x6 = 4x5 = 5 6 14 13 3x5 = 2x3 11 5x6 = 3x12 = 2.00 F12 8-6-0 14-9-0 - : 20.0-0 24-6-8 35-0-0 8-6-0 6-3-0 5-3-0 4-6-8 10-5-8 Plate Offsets (X Y)-- [2:0-1-6 Edge] [3:0-3-0 Edge], [8:0-3-0 0-3-41 [9:0-1-15 Edge]. LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (Ioc) I/defl Lid PLATES GRIP TCLL 20.0 Plate Grip, DOL 1.25 TC 0.60 Vert(LL) 0.73 11 >572 240 ' MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0:95 Vert(CT) -0.97 11-20 >432 180 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.83 Horz(CT) 0.36 9 n/a n/a BCDL 10.0 Code FBC2017/TPl2bl4 Matrix -MS Weight: 160 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD . Structural wood sheathing directly applied or 2-6-15 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 7-12 REACTIONS. (lb/size) 2=1349/0-8-0, 9=1349/0-8-0 Max Horz 2=-155(LC 10) Max Uplift 2=-825(LC 12), 9= 825(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-3256/2031, 4-5=-2426/1588, 5-6=-2680/1790, 6-7=-2829/1832, 7-8=-5320/3257, 8-9=-5720/3554. BOT CHORD 2-14=-1817/3048, 13-14= 1817/3048, 12-13=-1258/2274, 11-12=-2935/5103, 9-11=-3302/5445 WEBS' 4-14=0/329, 4-13=-897/63615-12=-316/661, 6-12=-317/616, 7-12= 2727/1643, 7-11— 1072/1939, 8-11=-390/391 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=70ft; L=35ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-6-0, Interior(1) 2-6-0 to 36-070 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. - 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nohconcurrent with any other live loads: 6) . This truss has,been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 9 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 8251b uplift at.joint 2 and 825 lb uplift at joint 9. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 690.4 Parke East Blvd. Tampa FL 33610 Date:' April 3,2019 0 WARNING -Verify design parameters and READ NOTES Of THIS AND INCLUDED MITEK REFERANCE PAGE MI1.7473 rev. 1010312015 BEFORE USE. . Design valid for use only with MiTek® connectors. This deslgn Is based only upon parameters shown, and Is for an Individual building component, not Da �" truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to of individual truss web and/or chord members only. Additional temporary'and permanent bracing MOW prevent.buckling Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the. . fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSVIPl1 CuaIHV Criteria, DSB-69 and BCSI Bu9ding Component 6904 Parke East Blvd. Safety Informatlonovailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Jop Truss Truss Type City Ply THE WIND OR T16686494 M11392 A4 SPECIAL 1 1 Job Reference (optional) unamders I russ, Inc., t-on coerce, t-L 6.24u s uec 6 zui ti Mr I eK Industries, Inc. vvea Apr 3 iunks:41 ZU1U rage 1 ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-bsYdeTxuY_OZaf2NmrtZhoWmCOwdyTccgD?kaZzUScc • 1-0- 8-6-0 14-9-0 17-0-0 8.0- 24-6-8 27-4-7 35-0-0 6-0- -0- B-6-0 6-3.0 2-3-0 -0- 6-6-8 2-9-15 7-7-9 0- Scale=1:62.3 �1 0 4.00 12 5x6 = 4x6 = 2x3 II 6 7 16 15 6xl0 = 3x5 = 2x3 .:5xB = 3x12 = 2.00 F12 1cp 2 cp IA 6 8-6-0 14-9-0 18.0-0 24-6-8 _, 35-0.0 8-6-0 6.3-0 3.3-0 6-6-8 10-5-8 Plate Offsets (X Y)-- [2:0-1-6,Edgel, [9:0-3-0,Edge], [11:0-1-15,Ed-gel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.59 Vert(LL) 0.80 13 >528 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.95 Vert(CT) -1.05 13 >400 180 MT18HS 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.98 Horz(CT) 0.39 11 n/a n/a BCDL 10.0 Code FBC2017fTP12014 Matrix -MS - Weight: 172 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD 80T CHORD 2x4 SP M 30 BOT CHORD WEBS 2x4 SP No.3 WEBS REACTIONS. (lb/size) 2=1349/0-8-0, 11=1349/0-8-b Max Harz 2=-175(LC 10) Max Uplift 2=-825(LC 12), 11=-825(LC 12) FORCES. (IN) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3— 3253/1989; 3-5=-2435/1560, 5-6= 2399/1639, 6-7=-2217/1501, 7-B=-2380/1519, 8- 1 0=-5361/3228, 10-11 =-5716/3480 BOT CHORD 2-16=-1776/3045, 15-16=-1776/3045, 14-15=-1117/2168, 13-14=-2920/5154, 11-13=-3232/5441 WEBS 3-16=0/334, 3-15=-882/614, 5-15=-238/254, 7-14=-163/427, 6-14— 3091604, 6-15=-315/409, 8-14=-3146/1901,'8-13=-1034/1946, 10-13=-343/333 Structural wood sheathing directly applied or 2-6-14. a purlins. Rigid ceiling directly applied or 2-2-0 oc bracing. 1 Row at midpt 8-14 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=70ft; L=35ft; eave=5ft; Cat. 11; Exp C;' Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) -1-0-0 to 2-6-0, Interior(1) 2-6-0 to 36-0-0 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load noriconc6rrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 11 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 825 lb uplift at.joint 2 and 825 lb uplift at joint 11. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610- Date: April 3,2019 Q WARNING- Verify design parameters and READ NOTES ON THISAND INCLUDED M/TEK REFERANCE PAGE MII.7473 rev. 1010312015 BEFORE USE. • Design valid for use only with V ITek® connectors. This design Is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicabllity of design parameters and properly Incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MOW. Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSViPII Quality Criteria, DSB-69 and SCSI Bu9ding Component 6904 Parke East Blvd. Safety Infonnatlonavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type City Ply THE WIND SOR T16686495 M11392 A5 SPECIAL 16 1 Job Reference (optional) Gnambers I russ, Inc., hon vieree, I-L 8.240 S uec 6 2018 Mi I eK Industries, Inc. Wed Apr 3 10:18:46 Z019 F'age 1 ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-435?rpyWJIYQCpdZKYOoD?3'uUoGOh_Vl3tlH7?zUScb r1-0-q B-6-0 14-9-0 17-6-0 24-6-8 27-4-7 35-0.0 �6.01 1-0.0 8-6-0 6-3-0 2-9-0 7-0-8 2-9-15 7-7-9 1-0-0 Scale = 1:60.3 5x8 MT18HS I I 4.00 F12 14 13 3x5 = 2x3 I 5x10 = 3x12 = 2.00 F12 B-6-0 0:0=1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in ' (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.81 Vert(LL) : 0.80 12-13 >526 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.92 Vert(CT) -1.28 12-13 >329 180 MT18HS 244/190 BCLL 0.0 Rep Stress ]nor YES WB 0.74 Horz(CT) 0.36 10 n/a n/a BCDL 10.0 Code FBC2017[TP]2014 Matrix -MS Weight: 160 lb FT = 20% LUMBER- . BRACING - TOP CHORD 2x4 SP M 31 *Except*:'.. TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. 1-4,8-11: 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing... BOT CHORD 2x4 SP M 30 WEBS 1 Row at midpt 6-12 WEBS 2x4 SP No.3 *Except* 6-12: 2x4 SP M 30 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 2=1349/0-8-0, 10=1349/0-8-0 Max Horz 2=-179(LC 10) Max Uplift 2=-825(LC 12), 10=-825(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3247/2112, 3-5=-2449/1679, 5-6=-2397/1763, 6-7=-5452/3624, 7-9=-5398/3482, 9-10= 5732/3689 BOT CHORD 2-14=-1865/3040, 13-14=-1865/3040, 12-13— 1223/2137, 10-12=-3431/5459 WEBS 3-14=0/303, 3-13=-861/619, 5-13=-216/264,:6-13=-300/527, 6-12=-2247/3526, 7-12= 323/388, 9-12=-321/306 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=70ft; L=35ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) -and C-C Extedor(2) -1-0-0 to 2-6-0, Interior(1) 2-6-0 to 17-6-0, Extedor(2) 17-6-0 to 21-0-0, Interior(1) 21-0-0 to 36-0-0 zone;C-C for members and forces &MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6.0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf.. 6) Bearing at joint(s) 10 considers parallelAo grain value using ANSI[TPI 1 angle to grain formula: Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate dapable'of withstanding 825 lb uplift at joint 2 and 825 lb uplift at joint 10. IC-P 1^� Walter P. Finn FE No.22839 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 3,2019 Q WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MrrEK REFERANCE PAGE mu-7473 rev. 1olo=o15 BEFORE USE. Design valid for use only_with MITek® connectors, This design Is based only upon parameters shown, and Is for an Individual building component, not �� a. truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to. prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MOW is always required for stability and to prevent collapse with possible personal Injury and property damage, For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSIMI1 Quality Criteria, DSB-69,ond BCSI Bullding Component 6904 Parke East Blvd. Safety Informotlonavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty :' Ply THE WIND OR T16686496 M11392 ATA COMMON 5 1 Job Reference (optional) unamoers I russ, Inc., ron rierce, rL 6.M S uec ti zul tl MI I eK industries, Inc. wed Apr J I UA bAbl zU19 rage 1 ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-YFfN29y84bgHpzCmtGvi mDc6jCfJQT9ulXUrfSzUSca r1-0 q B-4-0 12-11-0 17-6-0 22-1-0: 26-8.0. 35.0-0 36-0-q 1-0-0 8-4-0 4-7-0 4-7-0 4-7-0 4-7-0 B-4-0 - 1-0-0 Scale = 1:59.5 4.00 12 4x5 = 6 1 '^ Im 6 17 15 14 12 3x6 —_ 2x3 11 4x6 = 3x8 = 2x3 11 q 3x6 = 3x8 = 4x6 = 8-4-0 12-11-0 22-1-0 26-8.0 35-0-0 8.4.0 4-7-0 9-2-0 4-7-0 8-4-0 Plate Offsets (X,Y)-- f2:0-0-2,Edge1, (10:0-0-2,Edge) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc), Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.59 Vert(LL) 0.33 14-15 >999 240 MT20 2414/190 TCDL 7.0 Lumber DOL 1.25 BC 0.68 Vert(CT) -0.64 14-15 >652 180 BCLL 0.0 Rep Stress Incr • YES WB 0.59 Horz(CT) 0.13 10 n/a n/a BCDL 10.0 i. Code FBC2017/TP12014 Matrix -MS Weight: 166 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-1-15 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 5-2-15 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1399/0-8-0, 10=1399/0-8-0 Max Harz 2=-179(LC 10) . Max Uplift 2=-775(LC 12), 10=-775(LC 12) FORCES. (lb) -Max. Comp:/Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3404/1963, 3-5=-2807/1637, 5-6=-2801/1739, 6-7= 2801/1739, 7-9=-2807/1637, 9-10=-3404/1963 BOT CHORD 2-17= 1724/3188, 15-17= 1724/3188, 14-15=-966/2053, 12-14=-1739/3188, 10-12— 1739/3188 WEBS 6-14=-560/968,9-14=-681/524,6-15=-560/968,3-15==681/524 NOTES- 1) Unbalanced roof live loads have been considered for this design. . 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft;.B=70ft; L=35ft; eave=6ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-6-0, Interior(1) 2-6-0 to 17-6-0, Exterior(2) 17-6-0 to 21-0-0, Interior(1) 21-0-0 to 36-0-0 zone;C-C for members and forces'& MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) 100.01b AC unit load placed on the top chord, 17-6-0 from left end, supported at two points, 5-0-0 apart. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for alive load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0p'sf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 775 lb uplift at joint_2 and 775 lb uplift at joint 10. Walter P. Finn PE N6.22839 Mi rek USA, Inc. FL Cent 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 3,2019 0 WARNING - Verily design parameters and READ NOTES ON. THIS AND INCLUDED MITEK REFERANCE PAGE M11.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MTeW connectors. This design Is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing indicated is to prevent. buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing M!Tek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSVTPI1 Quality Criteria, DSB-69 and SCSI Building Component 6904 Parke East Blvd. Safety Informationovailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty'.:' Ply THE WIND SOR T16686497 M11392 B COMMON 2 1 Job Reference (optional)' unamuers I russ, inc., r-on rlerce, t-L 6.24U S Uec 6 2U16 MI I eK Industries, inc. vvea Apr 3 1U:16:bl ZU19 rage 1 ID:_kriGCA6bx7j2Sy1HDXFw7ye3KX-Uen8Tr PcDw_3HM8?hyVrehWA?QSuN?BlrzAKzUScY T1-0-Q 8-3-5 14-0-0 17-6.0 21-0-0 26-8-11 35-0-0 Q6.0-0 1-0-0 8-3-5 5-8-11 3-6-0 3-6-0 5-8-11 8-3-5 1-0-0 Scale = 1:59.3 m 6 4.00 12 3x6 = 6 3x4 — 2x3 11 3x6 = 3x4 = 3x4 = 3x6 = 2x3 11 3x4 = Plate Uttsets (X Y)-- a' LOADING (pso SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.34 Vert(LL) -0.11 14-15 >766 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC0.38 Vert(CT) -0.24 17-20 >715 180 BCLL 0.0 Rep Stress Incr YES WB 0.63 Horz(CT) 0.03 10 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Weight: 149 lb FT = 20P/o LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. All bearings 0-8-0. (lb) - Max Harz 2=-179(LC 10) Max Uplift All uplift 100 lb or less at joint(s) except 2=-371(LC 12), 15=-453(LC 12), 14=-453(LC 12), 10=-371(LC 12) Max Grav All reactions 250 lb or less at joint(s) except 2=602(LC 1), 15=844(LC 17), 14=840(LC 18), 10=602(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-945/572, 5-6=-181/256, 6-7=-181/258, 9-10=-945/574 BOTCHORD 2-17=-407/878, 15-17=-407/878, 12-14=-393/858,10-12=-393/858 WEBS 3-17==5/301, 3-15= 819/591, 5-15=-277/325, 7-14=-277/326, 9-14=-819/592, 9-12=-5/301 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=70ft; L=35ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2=6-0, Interior(1) 2-6-0 to 17-6-0, Exterior(2) 17-6-0 to 21-0-0, Interior(1) 21-0-0 to 36-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber.DOL=1.60 plate grip DOL=1.60 3) This'truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has: been designed for alive load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. . 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 371 lb uplift at joint.2, 453 lb uplift at joint 15, 453 Ito uplift -at joint 14 and 371 lb uplift at joint 10. Walter P. Finn PE No.2209 MiTek USA, Inc. FL Cert 6634 69D4 Parke East Blvd. Tampa FL 33610 Date: ' April 3,2019 0 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED-MITEK REFERANCE PAGE M11-7473 rev. f0/0312015 BEFORE USE. ' Design valid for use only, with MiTek® connectors. This design Is based only upon parameters .shown, and is for an Individual bullding component, not a,truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent.buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing M AITek" Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the .. fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/IPII Quality Cdlerla, DSB-89 and BCSI Building Component 6904 Parke East Blvd., Safety Infonnationavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply THE W INDSOR ' T16686498 M11392 BHA BOSTON HIP 1 1 Job Reference (optional) unambers I russ, Inc., i-on merce, VIL 6.24u s uec 6 2u18 MI i eK Inousines, inc. vvea Apr 3 1un b:b2'Lul y rage 1 ID:_kfjGCA6bx7j2Sy1 HDXFw7ye3KX-ygLWhB71 MW2rgRxLZOTkOrEfFPjAdpvL_VjVGnzUScX 15-6-0 21-6-0 1-0- 7-0-0 9-6-0 11-6-0 13-6-0 1 =0 0 17-6-0 19-6-0 21-0-0 23-6-0 25-6-0 28-0-0 35-0-0 6-0- 1-0-0 7-0-o 2-6-0 2-0-0 2-0-o -6- 1-6-0 2-0-0 2-0-0 1-6-0 -6- 2-0-0 2-0-0 2-6-0 7-0-0 1-0-0 Scale = 1:62.4 4.00 12 4x4 = 57 15 58 17 56 12 59 3x6 % 55 9 20 3x6 54 6 60 22 5x12 =53 4 6 x6 = 3x4 2461 5x12 a 26 3 11 16 19 1 23 427 63 14 52 n n 2 28 N N 1 29 1dl 35 42 43 34 44 33 45 46 47 48 32 49 31 50 51 30 3x6 — 6x8 = 6x8 = 3x6 = 3x4 = 3x4 = 7-0-0 14-0.0 21-0.0 28-0-0 35-0.0 7-0-0 7-0.0. 7-0.0 7-0.0 7-0-0 Plate Offsets (X,Y)-- [3:0-6-4,0-1-121, [32:0-3-8,0-3-01. LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.51 Vert(LL) 0.13 35-38 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0:54 Vert(CT) -0.16 35-38 >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.65 Horz(CT) 0.04 28 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Weight: 208 lb FT = 0 LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-3-13 oc pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 3-33, 27-32 JOINTS 1 Brace at Jt(s): 11, 19, 16, 7, 23 REACTIONS. All bearings 0-8-0 (lb) - Max Harz 2=179(LC 7) Max Uplift All uplift 100 Ib'or less at joint(s) except 2=565(LC'8), 33=-1269(LC 8); 32=-1017(LC 8), 28= 434(LC 8) Max Grav All reactions 250 lb or less at joints) except 2=812(LC 17), 33=1825(LC 1), 32=1529(LC 1), 28=626(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3— 1692/1103, 3-4=-105/259, 27-28=-1129/710, 3-5=-441/520, 5-7=-436/514, 7-10=-436/514, 10-11=-436/514, 11-13=-436/514, 13-16=-436/514, 16-18=-436/514; 18-19=-436/514, 19-21=-382/412, 21-23=-382/412, 23-25=-382/412, 25-27=-387/418 BOT CHORD 2-35=-939/1572, 33-35=-909/1484, 32-33=-382/400, 30-32=-575/1004, 28-30=-568/1039 WEBS 3-35=-191/649, 27730=0/451, 3-33=-2090/1523, 11-33=-810/782, 19-32= 772l745, 27-32=-1484/1044, 9-10=-463/453, 20-21=-462/454 . NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3:0psf; h=15ft; B=70ft;. L=35ft; eave=6ft; Cat. li; Exp.C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60:plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are 2x3 MT20 unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. " " 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. . 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 565.Ib uplift at.joint 2, 1269 lb uplift:at: joint 33, 1017 lb uplift at joint 32 and 434 lb uplift at joint 28. 8) Graphical purlin representation does not depict the size or the orientation of the purin along the top and/or bottom, chord. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 265 lb down and 381 lb up at 7-0-0, 158 lb down and 206 lb up at 9-0-12, 158 lb down and 206 lb up at 11-0-12, 158 lb down and 206 lb up at 13-0-12, 158 lb down and 206 lb up at 15-0-12, 158 lb down and 206 lb up at 1.7.0-12,.158 lb down and 206 lb up at 17-11-4; 158 lb down and 206 lb up at 19-11-4, 15B lb down and 206 lb up at 21-11-4, 158 lb down:and 206 lb up at 23-11-4, and 158 lb down and 206 lb up at - Walter P. Finn PE No.22839 25-11-4, and 158 lb down and 206 lbup at 27-11-4 on top chord, and 373 lb down and 236 lb up at 7-0-0, 69 lb down at 9-o. 12,.69 MiTek USA, Inc, FL Celt 6634 lb down at 11-0-12, 69 lb down at 13-0-12, 69 lb down at 15-0-12, 69 lb down at, 17-0-12, 69 lb down at 17-11-4, 69 lb down at 6004 Parke East Blvd. Tampa FL 33610 19-11-4, 69 lb down at 21-11-4, 69 lb down at 23-11-4, and 69 lb down at 25-11-4, and 69 lb down at 27-11-4 on bottom chord. Data: The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASL(S) section, loads applied to the face of the truss are noted as front (F) or back (B). April 3,2019 EMAD CASE -to) S111110arcl ,D WARNING- Verity design parameters and READ NOTES ONTH/S AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 10MY2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and is for an Individual building component, not , a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent.buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MITBk• Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the. fabrication; storage, delivery, erection and bracing of trusses and truss systems, seeANSUIPII Qua] By Criteria, DSB49 and BCSI Building Component 6904 Parke East Blvd. . Safety Inlormatlonavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Jab Truss Truss Type Qty Ply THEWINDSOR ' T16686498 M11392 BHA BOSTON HIP 1 1 . Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.240 s Dec 6 2018 MiTek Industries, Inc. Wed Apr 3 10:18:53 2019 Page 2 ID:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-QOVljUX7f7gAilaWX65_zw3mq-13PMG9UD9S2oDzUScW LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 36-39=-20, 1-3=-54, 3-15=-54, 15-27=54, 27-29=-54 Concentrated Loads (lb) Vert:35=-373(F) 30=-23(F)42=-23(F) 43=-23(F) 44=-23(F) 45=-23(F)46= 23(F) 47=-23(F) 48=-23(F) 49=-23(F) 50=-23(F) 51=-23(F) 52=-169(F) 53=-118(F) 54=-118(F) 55=-118(F) 56=-118(F) 57=-118(F) 58=-118(F) 59=-118(F).60=-118(F).61=-118(F) 62=-1.18(F).63=-118(F) Q WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MlTEK REFERANCE PAGE 111I1-7473 rev. 101011015 BEFORE USE. : Jab Truss Truss Type Oty Ply THE WINDSOR T16686499 M11392 GRA HIP 1 1 Job Reference (optional) unamuers r russ, inc., ron rrerce, rL tS.Z4U s UeC b ZUl d MI I eK Inaustnes, Inc. 1Neq Apr 3 1U:l6:b4 ZU19 Vage 1 ID: kOGCA6bx7j2Sy1HDXFw7ye3KX-uDTG6sOHu81Zwk5jgpVCTGJu.kDNe5eleRpCcKfzUScV i1-0-Q 7-0-0 14-11-0 21-5-2 28-0-0. 35-0.0 36.0-Q t-0-0 7-0-0 7-11-0 6-6-2 6-6-14 7-0-0 1-0-0 Scale = 1:60.3 5x12 MTIBHS = 4.00 12 US 11 3x6 = 4x8 = 3 22 23 24 25 4 26 27 5 28 629 30 31 32 4x8 = 7 15 33 34 14 35 13 36 37 38 .1239 11 40 41 10 3x4 = 2x3 11 _ 3x6 = 5x14 3x4 = 4x6 = 2x3 US = 7-0-0 14-11-0 21-5-2 28-0.0. 35.0-0 7-0-0 7-11-0 6-6.2 6-6-14 7-0.0 Plate Offsets (X,Y)-- [3:0-9=0,0-2-81,[6:0-3-8,0-2-01,i.7:0-5-4,0-2-41,[13:0-4-0,0-3-01 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc). Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 ITC 0.94 Vert(LL) 0.30 10-21 >792 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC -0.67 Vert(CT) -0.30 10-12 >812 180 MT18HS 244/190 BCLL 0.0 ' Rep Stress [nor NO WB 1.00 Horz(CT) 0.09 8 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Weight: 153 lb FT = 206 LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 BOT CHORD WEBS 2x4 SP No.3 *Except* WEBS 4-13: 2x6 SP No.2 REACTIONS. (lb/size) 2=750/0-8-0, 13=3223/0-8-0, 8=1225/0-8-0 Max Horz 2=-78(LC 6) Max Uplift 2=-448(LC 8), 13=-2442(LC 8), 8=-1159(LC 8) Max Grav 2=755(LC 17), 13=3223(LC 1), 8=1225(LC 18) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1534/72913-4=-1052/1347, 4-6=-1052/1347, 6-7= 1946/1834, 7-8=-2978/2565 BOT CHORD 2-15=-586/1423, 13-15= 596/1464, 12-13=-1710/1946, 10-12=-2359/2830, 8-10=-2329/2789 WEBS 3-15=-159/733, 3-13=-2917/1869, 4-13=-848/801, 6-13= 3504/3050, 6-12=-430/666, 7-12=-940/7311 7-10=-489/690 Structural wood sheathing directly applied or 3-9-5 oc purlins. Rigid ceiling directly applied or 4-6-8 oc bracing. 1 Row at midpt 6-13 2 Rows at 1/3 pts 3-13 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10;;Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=70ft; L=35ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); porch right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unl6SS otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads: 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to'bearing plate capable of withstanding 448 lb uplift at joint 2; 2442 lb uplift at joint 13 and 1159 lb uplift at joint 8. 8) Hanger(s). or other connection device(s) shall be provided sufficient to support concentrated loads) 203 lb down and 329 lb up at . 7-0-0. 90 lbdown and 155 lb up at 9-0.12, 90 Ib down and 155 lb up at 11-0-12, 90 lb down and 155 lb up at 13-0-12, 90 lb down and 155 lb up at 15-0-12, 90 lb down and 155 lb up at 17-0-12, 90 lb down and 155 lb up at 17-11-4, 90 lb down and 155 Ito up at 19-11-4, 90 lb down and 155 lb up at 21-11-4, 90 lb down and 155 lb up at 23-11-4, and 90 lb down and 155 lb:up at 25711-4, and 203 Ib down and 329 lb up at 28-0-0 on top chord, and 452 lb down and 263 lb up at 7-0=0,.63 lb down and 3 lb up at 9-0-12, 63 lb down and 3 lb up at 11-0-12, 63 lb down and 3 lb -up at 13-0-12, 63 lb down and 3 lb up at 15-0-12, 63 lb down and 3-lb up at 17-042, 63 lb down and 3 lb up at 17-11-4, 63 lb down and 3 Ib up at 19-11-4, 63 lb down and 3 lb, up at 21-11-4, 63 lb down and . 3 Ib up at 23-11-4, and 631b down and 3 lb up.at 25-11-4, and 452 lb down. and 263 lb up at 27-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard Walter P. Finn IRS N632639 MiTek USA, Inc, FL Cott 6634 6964 Parke East Blvd. Tampa FL 33610 Data: April 3,2019 0 WARNING- Verily design parameters and READ NOTES ON THIS AND INCLUDED MrrEK REFERANCE PAGE MII-7473 rev. f0/0312015 BEFORE USE. ' Design valid for use only, with MiTek® connectors. This design Is based only upon parameters shown, and is for an Individual bullding component, not a truss system. Before use, the building designer must verify the appllcabllity of design parameters and properly Incorporate this design Into the overall building design. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication; storage, delivery, erection and bracing of trusses and truss systems,'seeANSVIPl1 Quality Criteria. DSB-89 and BCSI Bu6ding Component . 6904 Parke East Blvd. Safety Infoanatlonavoilable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type City Ply THE WINDSOR .' T16686499 M11392 GRA HIP 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.240 s Dec 6 2018 MiTek Industries, Inc. Wed Apr 3 10:18:54 2019 Page 2 ID: kfiGCA6bx7j2Sy1HDXFw7ye3KX-uDTG6sOHuBlZwk5jgpVCTGJukDNe5eleRpCcKfZUScV LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3— 54, 3-7=54, 7-9=-54, 16-19— 20 Concentrated Loads (lb) Vert:3=-147(B) 7— 147(B) 15=-452(B) 13=-40(B) 4=-90(B) 10=-452(B) 22=-90(B) 23=-90(B) 24=-90(B) 26=-90(6) 27=-90(6) 28=-90(B) 30=-90(B) 31=-90(B) 32=-90(B) 33=-40(B) 34=40(B) 35=-40(B) 36=740(B) 37=-40(B) 38=-40(B) 39=-40(B) 40=-40(B) 41=40(B) 0 WARNING -Verify deslgn parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 111II-7473 rev. 1W03/2015 BEFORE USE.�� Design valid for use only with MIT" connectors. This design Is based only upon parameters shown, and is for an individual building component, not a.truss system. Before use, the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to. prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing M!Tek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the. fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSVTPl1 CualW Criteria. DSB-69 and BCSI Building Component 6904 Parke East Blvd. Safety Infannatlonovailoble from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply THE WINDSOR ' T16686500 M11392 J1 MONO TRUSS 8 1' Job Reference (optional) l3namcerS I russ, Inc., ron rierce, 1-L. tl.24U S Liao U 2UT b MI I eK Inousines, Inc. 1Nea Apr 3 iu:l o:aa ZUl v rage l ID:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-MPOeJClvfRQQXufvEWOR?UrEfds3pKmgTx9t6zUScU -1-0.0 1-0-0 1-0-0 1-0-0 f1. I 11 Scale = 1:6.1 3x4 = LOADING (psf) SPACING- 2-0-0. CSI. DEFL. in (loc) 'I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL) -0.00 5 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC' 0.02 Vert(CT) -0.00 5 >999 180 BCLL 0.0 Rep Stress ]nor YES WB 0.00 Horz(CT) 0.00 4 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MP Weight: 5 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD . Structural wood sheathing directly applied oir 1-0-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=9/Mechanical, 2=118/0-8-0, 4=0/Mechanical Max Horz 2=48(LC 12) Max Uplift 3=-4(LC 9), 2=-140(LC 12) Max Grav 3=11(LC 17), 2=11B(LC 1), 4=17(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=70ft; L=35ft; eave=6ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 4 lb uplift at joint 3 and 140 lb uplift at joint 2. Walter P. Finn PE No.22839 MiTek USA, Inc, FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610. Date: April 3,2019 Q WARNING - Verily design parameters and READ NOTES ON: THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev, 1W03/201S BEFORE USE. • Design valid for Lse only with MiTek® connectors. This design Is based only upon parameters shown, and is for an Individual building component, not . a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall - building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek; Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSVMII Quality Cdteda, DSB-69 and BCSI Building Component 6904 Parke East Blvd. Safety lnfonnatlonavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type City . Ply THE WIND SOR ' T16686501 M11392 J3 MONO TRUSS 8 1 Job Reference o tional L;namberS I russ, Inc., Fort Fierce, FL 1-0-0 3x4 = 8.240 S uec .6 2018 MI I eK Industries, Inc. Wed Apr 3 10:18:55 2019 Fage 1 I D:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-M POeJC1 vfRQQXufvEW OR?UrEYdgQpKmgTx9t6zUScU 3-0-0 3-0-0 Scale =1:9.4 3-0-0 3-0.0 LOADING (psf) SPACING- 2-0-0. CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL) 0.01 4-7 >999 240 MT20 244/190 TCDL 7.0. Lumber DOL 1.25 BC 0.19 Vert(CT) -0.01 4-7 ' >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL - 10.0 Code FBC2017CFP12014 Matrix -MP Weight: 11 lb FT=0% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc puriins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=64/Mechanical, 2=173/0-8-0, 4=37/Mechanical Max Horz 2=85(LC 12) Max Uplift 3=-54(LC 12), 2— 147(LC 12), 4= 4(LC 12) Max Grav 3=64(LC 1), 2=173(LC 1), 4=50(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=70ft; L=35ft; eave=6ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -1-0-0 to 2-6-0, Interior(1) 2-6-0 to 2-11-8 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 54 lb uplift.at joint 3, 147 Ito uplift at joint 2 and 4 lb uplift at joint 4. Walter P. Finn PE No.22939 MiTek USA, the. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 3,2019 Q WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 1010312015 BEFORE USE. ' Design valid for use only with MITek® connectors. This design is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSIM11 Quality CrBu1a, DSB.89 and SCSI BuBding Component 6904 Parke East Blvd. Safety Infonnatlonavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type City 1 Ply THE WINDSOR T16686502 M11392 J5 MONO TRUSS 8 1 Job Reference (optional) Unambers I russ, Inc., tort Fierce, rL -1-0.0 3x4 = 8.240-S uec 6 2018 Mir I ex Industries, Inc. W eo Apr 3 10:18:56 2ul9 F'age 1 ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-rbal W Y2XOIYH92E6oEXgYhOGnO2hYn5wv7hiPYzUScT 5-0.0 5-0-0 Scale = 1:12.7 5-0-0 . . 5-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefi Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.73 Vert(LL) 0.07 4-7 >863 240 MT20 244/190 TCDL 7.0 Lurril DOL 1.25 BC 0.70 Vert(CT) -0.06 4-7 >964 180 BCLL 0.0 -' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 ' n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MP Weight: 17 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc pudins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=115/Mechanical, 2=243/0-8-0, 4=63/Mechanical Max Harz 2=123(LC 12) 'Max Uplift 3=-104(LC 12), 2=-177(LC 12), 4=-9(LC 12) Max Grav 3=115(LC 1), 2=243(LC 1), 4=87(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=7011t; L=35ft; eave=6ft; Cat. 11; Exp C;, Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-6-0, Interior(1) 2-6,-0 to 4-11-8 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This'truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3=6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 104 Ib uplift at joint 3, 177 lb uplift at joint 2 and 9 lb uplift at joint 4. Walter P. Finn PE No.22639 MiTek USA, Inc, FL Cart 6634 6904 Parke East Blvd. Tampa FL 33810 'Date:' April 3,2019 Q WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 1010312015 BEFORE USE. ' Design valid for use only with MITek® connectors. This desldn is based only upon parameters shown, and is for an Individual building component, not a.truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MOW Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSVrPlr Qualify Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. . Safety Informationovoilable from Truss Plate Institute, 218 N. Lee Street Suite 312, Alexandria, VA 22314. - Tampa, FL 33610 Job Truss Truss Type Qty Ply THE WIND SOR ' T16686503 M11392 J7 MONO TRUSS 24 1 Job Reference (optional) chambers I russ, Inc., tort Pierce, tL 1-0-0 1-0-0 3x4 = 8.240 s Liec 6 2018 MI I ek Industries, Inc. wed Apr 3 10:18:57 2019 Page 1 I D:_kfi GCA6bx7j2Syl HDXFw7ye3KX-Jg8Pku29B3hBnCpl Lx2v5vxV W QSnHEL4BnQGx_zUScS 7-0-0 7-0-0 c�alA� a/a^-r Plate Offsets (X,Y)-- f2:0-1-14,Edgel LOADING (pso SPACING- 2-0-0 CSI. DEFL. in (loc). I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL . 1.25 TC' 0.47 Vert(LL) . 0.17 4-7 >494 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.39 Vert(CT) -0.19 4-7 >447 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MP Weight: 23 lb FT = 0 LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing: REACTIONS. (lb/size) 3=165/Mechanical, 2=315/0-8-0, 4=88/Mechanical Max Harz 2=161(LC 12) Max Uplift 3=-153(LC :12),; 2=-211(LC 12), 4=-12(LC 12) Max Grav 3=165(LC 1), 2=315(LC 1), 4=125(LC 3) . FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=70ft; L=35ft; eave=6ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1=0-0 to 2-6-0, Interior(1) 2-6-0 to 6-11-8 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1 i60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on.the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any.other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 153 lb uplift at joint 3, 211 lb uplift at joint 2 and 12 lb uplift at joint 4, Walter P. Finn PE No.22839 MiTek USA, Inc, FL Cent 6634 6904 Parke East Blvd. Tampa FL 33610 Date; April 312019 Q WARNING - Verify design parameters and READ NOTES ON TN/S AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 1"312015 BEFORE USE. Design valid for use'only with MITek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not �� a.truss system. Before use, the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the. fabrication; storage, delivery, erection and bracing of trusses and truss systems, seeANSVIPII Quality Cdtodo, DSB-69 and SCSI Building Component 6904 Parke East Blvd. Safety Informatlonavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. .. Tampa, FL 33610 Job Truss Truss Type City Ply THE WINDSOR T16686504 M11392 KJ7 MONO TRUSS 4 1 Job Reference (optional) �Ilduruerb r rubs, uru., run rierce, rL -t-s-n 8 Mie4U-SUec 0Zu1t5MrreKinoustnes,-Inc. vvea Apr 31wimoreuit1 2Sy1 HDXFw7ye3KX-JoBPku29B3hBnCplLx2v5vxZmQVpHBb48nQGx, 9-10-1 3-1-5 3x4 —. cnu n 5 3x4 = 11 Scale = 1:20.6 6812 9101 6.8-12 3-1-5 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.20 Vert(LL) -0.04 . 7-10 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL. 1.25 BC 0.26 Vert(CT) -0.08 7-10 >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.24 Horz(CT) 0.01 5 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight: 38 lb FT = 0 LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied. or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=127/Mechanical, 2=379/0-1 1 -5, 5=461/Mechanical Max Horz 2=192(LC 8) Max Uplift 4=-131(LC 8), 2=-262(LC 8), 5=-238(LC 8) Max Grav 4=156(LC 13), 2=379(LC 1), 5=461(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-838/366 BOT CHORD 2-7=-487/798, 6-7=-4877798 WEBS 3-7=0/307, 3-6= 920/56T NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=70ft; L=35ft; eave=6ft; Cat. - II; Exp C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed fog a live load of 20.0psf on the bottom chord in all areas where a �e&tangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) .Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 131 lb uplift at joint 4, 262 lb uplift at joint 2 and 238 lb uplift at joint 5. 6) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=-54 Trapezoidal Loads (plf) Vert: 2=0(F=27, B=27)-to-4=-133(F= 39, B=39), 8=0(F=10, B=10)-to-5=-49(F=-15, B=-15) Walter P. Finn PE No.22839 MiTek USA, Inc, FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 3,2019 Q WARNING - Verify design parameters and READ NOTES ON.TH/S AND INCLUDED MITEK REFERANCE PAGE MX7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and is for an Individual building component, not a.truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent.buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication; storage, delivery, erection and bracing of trusses and truss systems, seeANSVIPII Quality Criteria, DSB-89 and BCSI Building Component Sabty Informafbnavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 6904 Parke East Blvd. Tampa, FL 33610 Symbols . '- PLATE LOCATION AND ORIENTATION 3/4 Center plate on joint unless x, y offsets are indicated: Dimensions are in ff-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. - -I- For 4 x 2 orientation, locate plates 0-110 from outside edge of truss. This symbol indicates the required direction of slots in connector plates. Plate location details available in MiTek 20/20 software or upon request. PLATE SIZE The first dimension is the plate 4 x 4 width measured perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION Indicated by symbol shown and/or by text in the bracing section of the output. Use Tor I bracing if indicated. BEARING Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Min size shown is for crushing only. Industry Standards: ANSI/TPII : National Design Specification for Metal Plate Connected Wood Truss Construction, DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate, Connected Wood Trusses. Numbering System 6-4-8 dimensions shown in ft-in-sixteenths_ (Drawings not to scale) 2 3 TOP CHORDS o Cl-2 C2-3 4 O=3 cp Z°�b U n_ O ~ y�o-p - c7-8 co-i Cs-6 ll dUI IUIVI UHUNUS 8 7 6 5 0 c O 2 U n. O A General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required: See BCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I bracing should, be considered. 3. Never exceed the design loading shown and never, stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of.truss at each JOINTS ARE' GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully. Knots and wane at joint AROUND THE TRUSS STARTING AT: THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. PRODUCT CODE APPROVALS ICC-ES Reports: ESR-1311, ESR-1352, ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. © 2012 MITekO All Rights Reserved mm MiTek° MiTek Engineering Reference Sheet: Mll-7473 rev. 10/03/2015 T Design assumes trusses will be suitably' protected from the environment in accord with ANSI/TPI 1. 8. Unless otherwise noted, .moisture content of lumber shall not exceed 19%at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 13. Top chords must be sheathed or purlins provided at spacing indicated on design. 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of on engineer. 17. Install and load vertically unless.indicated otherwise. 18. Use of green or treated lumber may pose unacceptable .. environmental, health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone is not sufficient. 20. Design assumes manufacture in accordance with ANSI/TPI 1 Quality Criteria.