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a a ? TRUSSES FOR THE FIRST MODEL SHOULD BE SHIPPED AND SUCCESSFULLY SET BEFORE AN rl' MORE TRUSSES ARE BUILT FOR T-IAT MODEL, ARRANJE WITH CRANE OPERATOR IN ADVANCE FOR A SPREADER BAR OF 18' - 24,' IN LENGTH A Do not `tand on trusses u til they are braced per BCSI & properly nailed to strapls & hangers 15'-3" - — — 19'-9„ SPACING NOTE AL' TRUSSES ARE TO BE 5E1 AT 2'-0: ON CENTER _ EXCEPT AS NOTED MULTIPLE PLY TRUSSES MUST BE ASTENED TOGETHER PER ENGINEERING BEFORE SETTING. REFER TO ENGINEERING DRAWING TO DETERMINE IF MULTIPLE PLY. DON'T LIFT TRUSSES WITH SPANS LONGER THAN 30' BY THE PEAK. { CONSULT BCSI 30' Spanior less 30' to 60' Span 60 degrees Sprea er Bar or less I 2 f— J —i. ag �__--APProx 2/3 to—� Tog Line span approx. une 1/2 of span REFER TO BCSI REFER TO BCSI druss must be set this way f crane used Truss must be set this way if. crane used. This is an example, truss may not match. Truss s an example,you, truss may not moron P Y Insist crane operator sets truss this way. Insist crane. operator sets truss this way. I w �I n A 'SEAT PLATES BY CHAMBERS 12 4:00 — I to �I n A 'SEAT PLATES BY CHAMBERS 12 4:00 — I to 8, „ The Architect's or Architect's representative's - shop drawingapproval is NOT a "double check" of the contractor. 1, The contractor shall remain responsible for checking field measurements and upset=1/4" heel=3 15/16" ! other construction criteria. Architect's approval covers general roof shape, PLUMB CUT END review of truss strapping, and loading on structure, from: gravity and uplift loads and 2 x 4 Top Chord their respective locations. -WALL HEIGHT 8' Approved By: TYPICAL END DETAIL Date:_ i Braden.A Irraden AA.A. P.A. 12 4.00 I 2.00 — 12 M •-I�/I� Ir10 %I0",1 11S//i////.i/ Z.0,40 1 wrIN yfl IPA �® _ --- - s -'as 100100,101 110 ME M `_, --— _ _ ®aN`omp Nour 0100, -- �' IS MAP--®® 1IPAWEBS AT CENTER 50# POINT LOADS PER TRUSS FOR AIHIU 0 ®09211 lord, ® , �' — � — ///1/''' 1100A ®I�I�I■01 � ■I®14�1 ICI®I®I®I®I®I�► 14'4 6 4 b upset=1/4" heel=3 15/16" INDICATES LOAD BEARING PLUMB CUT END REQUIRED BY TRUSSES 2 x 4 Top Chord SUPPLIED BUILDER PORCH AT A HEIGHTT $' OF -0" to/Al t 1-11=1ruT A' Al FINI.41-IFn FLOOR I —� ..� i��1♦ n i' CLOU� ED AREAS ARE OF �® / SPECIAL CONCERN & MUST BE I CHECKED CAREFULLY & MAY Jr INDICATE DEVIATION FROM ._.PLANS.. imimimimimimimI®■�I®1®1®1®1I WXNN1\\h�1 4%1\\�I\.XXIXNN1 O ism; a�I r , I LIN ,\� ski '\7���� -- Bill Oil. � v� 46 i . .IIII jii —Ne RIFe'11"Vill AT CENTER 50# OINT LOADS PER TRUSS FOR All 'SETBACK BOSTON HIP _ \\ - HA _r ICI®I®1�1�1�1�1�81®I■1�18�1®I�I�I®IlINS I®lam I I 14'4" — PORCFi LEFT �.. I 41 -- 19' FABRICATION AGREEMENT' M. 9 SIGNED & R TRUSSES CANNOT SE STARTED UNTIL TH19 AO NT I ETURNED The legal description of the property where the trusses will be Installed is; The undersigned acknowledges and agrees 1: Trusses will be made In strd accordance with this truss placement diagram layout, wh6 is the sole authority for determining successful fabrication of the trusses. 2. All dimensions In this layout have been verified by the undersigned. .3. Unless written notice Is provided by certified mail to Chambers Trues within ten 00) that a will bs allowed. do the event days o} delNary the undersigned agrees t no backcharge such vellten notice le fumishad Chambere Trues shall have three (3) bu5lnase days in which to begin repalre required, or to substitute other trusses, at Chambers op n.' 4. The undersigned acknowledges recall of"SCSI 1-03" summery sheet by TPI & WTCA. 6. Dallvery le to Job site, It le the buyer'e'responslti to males the Job she suitable for dellvary, Chambers Truss has the sole authority to determine the suitability of the Job site or a portion ofthe Job she for dalNery. 'tan Truss Will be responsible for dump delivery only. The buyer la responaIbis for additional delNer! expenses H Chambere Truss has to redeliver because job she Is not prepared for delivery or buyer le not prepared for dalNery of trusses. Buyer Is responelble to Chambers Truss for towing costa duo to she candh ons: 0, Price ae shown In paragraph 7 below Is aubJect to change If any changes are, made In thle. layout A $50 per hour fee for revisions may be charged by Chambers Truss. 7; This Is a PURCHASE ORDER to Chambers,Truss of the sum agreed to or N nq; agreement a reasonable brae. Invoice will be made on delivery and paid within terms of net . buyer on delNary. Involve may'of delivery , be made al scheduled data"ry If uy cannot accept dalNery of fabrlceled Wsses. The undersigned agrees to pay Chamberajitues reasonable silicon o fee for lie tons In event of payment not timely made. 1.112 %,, per month selves che'I a will be added for all sums not paid within terms. - a. Signature or Initials anywhere on this sheet constitutes agreement to all terms herein. o: In conslderetion of Chambers Truss extending credit for this material the undersigned uncondtionally guarantees payment when due of any and all Indebtedness owed to Chambere Truss by any entity recalving material and the undersigned agrees to pay such Indebtedness Indu, ng attomeys fsea, tt default le payment for materiel be made by the recipient 1.- 10, in the event of any litigation cwnceming this agreement, the Items furnished hereunder or payments referred to herein, the. parties agree that the sole venue for any such action will be Saint Lucia County, Fbdd1. 11. Design responsibilities are per —National Standard And Recommended Guidelines On RasponslbllPoea For Con6Wction Using Metal Plate Connected Wood Trusses ANSVTPIANTCA 4.2002' DATED '. „V SIGNED Asprsader bar may be required per'�_CSI 1-I to prevent i jut 8 damage. Multiple ply trusses must be fastened together per engineering before they are sot failure to do so can result In roof collapse. Temporary and permanent bracing are required and can save life and property and Is the responsibility of the truss erector. Study the contents of the Information packet Included on delivery before setting trusses. russesmustbesetandbracedp rdesignaoprowitIII&datrtage' Trusses must be set plumb and square Do not set bunks or stack of plywood, rooting material or any Other adtieentrated loads on trusses, this can cause collapse. DO.NOT SET TRUSSES USING THIS LAYOUT USE LAYOUT DELIVERED WITH TRUSSES TO SET TRUSSES Cl��AMBERS TRUSS INC 3106 Oleander Avenue Fort Pill Florida 34982-6423 800-551-5932 Fort Pierce 772-465-2012 Fax 772-46b-8711 'Vero Beach 772569-2012 Stuart 772.286-3302 tar_L ors.,. ruAaxcfrmwroI r.011B 92.0/93.2 MITI 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. cZO I I Top Chord Live 20 Top Chord Dead 7 4.2 y m o Bottom Chord Live 10 Non -Concurrent a Bottom Chord Dead 10 3 c TOTAL Load 37 7.2 w H Duration Factor 1.25 ro, I �. Wind Speed 165mph d o Top Chord C.B. Sheeting by builder. Bottom Chord C.B. Sheeting by builder. N tom7 Highest Mean Height 15'-0" Building Type ENCLOSED Building Category II:Non Restrictive Exposure Category C Barrier Island No Conforms to FBC 2017 R.D.L.=Restrainin Dead Load C.B.=Continuous Brawn Verify DESIGN CRITERIA shown above with the building department and your engineer. Design Criteria is the responsibility of the Chambers Truss Inc. Drawing Name: Ml1392 r Scale : 1 /4 = 1 82 total trusses, 15 different trusse MI 4: RLC ACAD: RLC RevRal ED FO Date:10/07/15 CeefANCE FOR ST. LUCIE COUNTY WYNNE BUILDING Cc DESCRIPTION: 71' CARLTON 3BED REAR PORCH PAGE 1 of 1 CUSTOMER INITIALS EACH PAGE M 11392 7�al q ae j Comas:f- s �t squ I117,1_:�]CI 'JN1100=4 T7TDc#),, I •2•o „8}, •fie sJeq asJansueJj S# Pue •juoo sjeq S# (Z) 41Im _ 6u1100,l alaiouoO p„81 x M,, ,.1 — III III,} pajeajj aliwial pajoedwop uealD / jano uaanbsIA lIw 9 uo Wmm OI/OI# „9x„9 No 4sawjagl,) 41Im gels alaiouoD „}, s6uluado le 6uiDeds joj sajou ueld uolgepuno j aas pajou aslmjaW ssalun „81, paaoxa 1061 IIe4s 61,10eds •xeW _ (leoldfij) •-4jan Jeq S# (I) pue a1aJouoo 441m Ilan II1d ase8 Poo m PRIMIRRIT No NMI Ilan Palll,f 42ea le — deliano „OE /m •jjan Jeq S# apei'D VC1 V11V V 1'd •8SZ8—L8Z—ZLL am Ileo of aaj laa j aseald suoijeanb fiue ane4 nofi 11 -SU21CI a4l uo umo4s 91 W417' jo nail ul jDaroid s14; jo j 6u1loo j leoldfij a4j el s141 ajou aseald •UjaDUOD fiew 11 w04m of 106") �Sl WNad 1NaWdO1aAaC aNNJ.m -0 ti o 0 ® zE0o00�v�v# OZ-ZI-� ® r =31B-LBz (BLU XV=1 9SZB-L8Z (ZLL] :9NOHd913L C > 0 9BSbE VORJ01=1 1HVfl1S 'DnNDAV-LnN0000 LLB 0 wouulv1(l) y vooli pip' m '`d 'd ''`d 'I '`d 'NBC3VHe "9 NBO` US a in ME BRADEN & BRADEN, A. I. A., P. A. 97mbiled,5 & 'Planners 417 COCONUT AVENUE, STUART, FLORIOA 3499E TELEPHONE: (772) 287-825B FAX (772) 287-8283 #AAC-000032 WYNNE DEVELOPMENT PERMIT #: ADDRESS: To whom it mag concern, Please note this is the typical footing for this project in lieu of what is shown on the plans. If you have any questions please feel free to call me -1-12-28'1-8258. Pen AIA Pen AIA PA Grade 09 #5 bar cont. in curb Curb height Verify based on foundation plan �c co , Z 00-00 0 0 axe P�; #5 bar vert. w/ 30" overlap at each filled cell 3-12-20 Pill cell with concrete and (l) 45 bar vert. (typical). Max. spacing shall not exceed Wood 48" unless otherwise noted Base see foundation plan notes for spacing at openings 4" concrete slab with fibermesh OR 6"x6" 410/10 WWM on 6 mil Visqueen over clean compacted termite treated fill = III- 14"w x 18"d Concrete footing with (2) #5 bars Cont. and #5 Iq _ transverse bars at 48" o.c. TYFCIAL GARAGE FOOTINGS DETAIL nts Braden & Braden, AW PA 417 Coconut Ave. Stuad, FL 349969(772) 287-8258 St. Lucre County Building Dept. Wynne Development Date: `3ta-3\-�- Address: �q Permit #: To whom it maQ concern, This detail applies to the insulation in the ends of . the vaulted ceilings. If you have any- questions please feel free to call me at 112-281-8258 R-19 Slncer D el Braden AtIAt Braden t Braden ArIAt PA Trusses at 24" o.c. -e shop drawings bg others ceiling transition '•� �ded using metal studs erifg exact configuration :es R-30 Batts —19 batts Drywall ceiling see typical section Gelling transition Insulation Detail nts l� MiTek® q � �QS RE: M11392 MiTek USA, Inc. THE WINDSOR 6904 Parke East Blvd. Tampa, FL 33610-4115 Site Information: Customer: Wynne Dev Corp 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: FBC2017/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, No. Seal# section 5 of the Florida Board of Professional Engineers Rules. Truss Name Date 1 T16686490 a 4/3/2019 FILE COPY 2 T16686491 al 4/3/2019 3 T16686492 a2 4/3/2019 4 T16686493 a3 4/3/2019 5 T16686494 a4 4/3/2019 REVIEWED FOR 6 T16686495 a5 4/3/2019 7 T16686496 ata 4/3/2019 CODE COMPLIANCE 8 9 T16686497 T16686498 b bha 4/3/2019 4/3/2019 ST. LUCIE COUNTY 10 T16686499 gra 4/3/2019 EOCC 11 T16686500 j1 4/3/2019 12 T16686501 j3 4/3/2019 13 T16686502 j5 4/3/2019 14 T16686503 j7 4/3/2019 15 T16686504 kj7 4/3/2019 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 ANSI/TPI 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. R111P1���,,' P �G•ENd' • Noy 22839 �� 'STATE OF •:� 10 �/111111111 Walter P. Flnn PE No.22839 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 April 03, 2019 1 of 1 Finn, Walter Job Truss Truss Type City . Ply THE WINDSOR T16686490 M11392 A HIP 1' 1 41 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL B.24U s Uec ti 2U1tl MI I ex Inaustries, Inc. VVeo Apr 3 1 U:1B:43 2UIU Page 1 ID:_kfiGCA6bx7j2Syl HDXFw7ye3KK-j516o6uNUlw752lcX?ocWyM5YnfBOhBOwcl WRozUScg �1-0-0 6-10-14 9-0-0 1411-0 20-2-13 26-0-0 28-1-2 , 35-0-0 �6-0-Q -0-0 6-10-14 2-1-2 5-11-0 5-3-13 5-9-3 2-1-2 6-10-14 -0-0 �1 0 4.00 12 4x8 = 2x3 II 2x3 \\ 4 26 5 3x6 = 4x4 = 6 7 27 48 = 2x3 8 9 Scale = 1:60.5 17 16 15 14 13 12 3x4 = 3x4 = 3x6 — 6xB = 3x4 = 3x6 — 3x4 = 3x5 — 9-0-0 14-11-0 20-2-13 26-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.57 Vert(LL) 0.42 12-23 >572 240 TCDL 7.0 Lumber DOL 1.25 BC 0.47 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 FBC2017/TP12014 Matrix -MS LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=433/0-8-0, 15=1596/0-8-0, 10=66910-8-0 Max Horz 2=-97(LC 10) Max Uplift 2=-235(LC 12), 15=-1439(LC 12), 10=-799(LC 12) Max Grav 2=467(LC 17), 15=1596(LC 1), 10=685(LC 22) 35-0-0 9-0-0 PLATES GRIP MT20 2441190 Weight: 161 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 4-5-1 oc bracing. 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=-967/776, 7-8=-454/938, 8-9=-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; 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 9-0-0, Exterior(2) 9-0-0 to 13-11-6, Interior(1) 13-11-6 to 26-0-0, Exterior(2) 26-0-0 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 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. 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. WalterP. Finn PE Nolilil. kTak USA, Inc. FL 6rf6634 '6904 Parke East Blvd. Tampa.FL 33610 •Date: April 3,2019 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111II.7473 rev. M0312015 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, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply THE WINDSOR T16686491 M11392 Al SPECIAL 1y 1 All Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.240 s Dec 6 2018 MiTek Industries, Inc. Wed Apr 3 10:18:44 Z019 Page 1 ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-BlsU?Su?F32JCKo5jKr39uFQBuX19198Gn4_EzUScf 1-O.0 8-6-0 11-0-0 14-9-0 19-8-14 24-0-0 27-4-7 35-0-0 6-0- 0-0 8-6-0 2-6-0 3-9-0 4-11-14 4-T2 3 4-7 7-7-9 -0-0 6 5x6 = 2x3 II 3x4 = 4.00 12 wa 4 21 5 6 22 A 5x8 MTIBHS = Scale=1:61.3 13 12 3x6 = 3x5 = 5x8 MT18HS = - 3x12 zz 2.00 12 10-0-0 14-9-0 24-6-8 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017/rP12014 CS1. TC 0.63 BC 0.91 WB 0.77 Matrix -MS DEFL. Vert(LL) Vert(CT) Horz(CT) in (loc) I/deft Ud 0.75 11-12 >563 240 -1.21 11-12 >348 180 0.35 9 n/a n/a PLATES MT20 MT18HS Weight: 155 lb GRIP 244/190 244/190 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 SIP M 30 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SIP No.3 REACTIONS. (lb/size) 2=1349/0-8-0, 9=1349/0-8-0 Max Horz 2=-117(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 2-3=-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 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 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 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 825 lb uplift at joint 2 and 825 lb uplift at joint 9. Walter P. Finn. P.E 'No.22639 MiTek USA; inc: FL Cart 6634. '6904 Parke East Blvd. Tampa FL 33610' Datm! April 3,2019 A WARNING - Verlty design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 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 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, see ANS11TPI1 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Informationavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply THE WINDSOR T16686492 M11392 A2 SPECIAL 1 1 `., Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.240 s Dec 6 2018 MiTek Industries, Inc. Wed Apr 3 10:18:45 2019 Page 1 ID: _kfiGCA6bx7j2Syl HDXFw7ye3KX-fUQsDnveONArLMv—eQr4bNRPdbE8UbsJNvWdWhzUSce 1-0-0 8-6-0 13-0-0 14-9-0 22-0-0 2717 35-0-0 6-0- -0-0 8 6-0 4-6-0 1-9-0 7-3-0 5-4-7 7-7-9 -0-0 �1 6 3x6 = 5x6 = 3x4 = 5x8 = 4.00 12 4 21 5 22 6 3x4 = 12 Sx8 = 2.00 12 3x12 Scale=1:61.3 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,Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.66 Vert(LL) 0.72 10 >585 240 MT20 2441190 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 ]nor YES WB 0.86 Horz(CT) 0.34 8 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 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, 6-1 1=-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; 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 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) 8 considers parallel to grain value using ANSUTPI 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 8. WalterP. Finn PE N632839 MiTek USA, Inc: FL Cerf 8634 '6904 Parke East Blvd. Tampa FL 33610 Date: April 3,2019 A WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 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, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type City Ply THE WINDSOR T16686493 M11392 A3 SPECIAL 1 1 • , Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.24.0 s Dec 6 2018 MiTek Industries, Inc. Wed Apr 3 10:18:46 2019 Page 1 ID:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-7g_FQ7wGngliyWTBC7MK8a_bG_aPD3iScZGA27zUScd �1-0-0 8-6-0 15-0-0 20-0-0 24-6-8 27-4-7 35-0-0 $6-0-q 0-0 8-6-0 6-6-0 5-0-0 4 6-8 2-9-15 7-7-9 1-0-0' Scale=1:62.3 �1 0 3x5 = 4.00 12 14 2x3 I 5x6 = 13 5x6 = 4x5 = 2.00 12 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], [8:0-3-0,0-3-4], [9:0-1-15,Edge] LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 7.0 Lumber DOL 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2017ITP12014 A 1cp I� d 3x12 zz CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TC 0.60 Vert(LL) 0.73 11 >572 240 MT20 244/190 BC 0.95 Vert(CT) -0.9711-20 >432 180 MT18HS 244/190 WB 0.83 Horz(CT) 0.36 9 n/a n/a Matrix -MS Weight: 160 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 BOT CHORD WEBS 2x4 SP No.3 WEBS 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=r5320/3257, 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=-897/636, 5-12=-316/661, 6-12=-317/616, 7-12=-2727/1643, 7-11=-1072/1939,8-11=-390/391 Structural wood sheathing directly applied or 2-6-15 cc puriins. Rigid ceiling directly applied or 2-2-0 oc bracing. 1 Row at midpt 7-12 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 36-0-0 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 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 825 lb uplift at joint 2 and 825 lb uplift at joint 9. Walter P. Flnn'PE No.22839, MiTek USA; Inc: F1261t 6634 '6904 Parke East Blvd. Tampa FL 33610 Date:: April 3,2019 A WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-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 'p 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, see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply THE WINDSOR T16686494 M11392 A4 SPECIAL 1 1 ti^ Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.240 s Dec 6 2018 MiTek Industries, Inc. Wed Apr 3 10:18:47 2019 Page 1 ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-bsYdeTxuY_QZaf2NmrtZhoWmCOwdyTccgD?ka7zUScc 1-0-0 8-6-0 14-9-0 17-0-0 1 1- 24-6-8 27-4-7 35-0-0 6-0- 0-0 8-6-0 6-3-0 2-3-0 0-0 6-6-8 2-9-15 7-7-9 0-0 3x5 = LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 4.00 12 5x6 = 4x6 = 2x3 11 6 7 16 15 6x10 2x3 11 5x8 = 8-6-0 2.00 12 10-5-8 3x12 Scale=1:62.3 SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP Plate Grip DOL 1.25 TC 0.59 Vert(LL), 0.80 13 >528 240 MT20 244/190 Lumber DOL 1.25 BC 0.95 Vert(CT) -1.05 13 >400 180 MT18HS 244/190 Rep Stress Incr YES WB 0.98 Horz(CT) 0.39 11 n/a n/a Code FBC2017/TPI2014 Matrix -MS Weight: 172 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-6-14 oc purlins. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt 8-14 REACTIONS. (lb/size) 2=1349/0-8-0, 11=1349/0-8-0 Max Horz 2=-175(LC 10) Max Uplift,2=-825(LC 12), 11=-825(LC 12) FORCES. (lb) -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, 7-8=-2380/1519, 8-10=-5361/3228, 10-11=-5716/3480 BOT CHORD 2-16=-177613045, 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=-309/604, 6-15=-315/409, 8-14=-3146/1901, 8-13=-1034/1946, 10-13=-343/333 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 36-0-0 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 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. 1�2 � r; d WalferP. Finn Plkkb.2Y839, MiTek USA; Inc. FC Cert 6014. %904 Parke East Blvd. Tampa FL 33610' Date:• April 3,2019 A WARNING - Vedfy design' parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCEPAGE 11411-7473 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, see I ANSI?PN Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type City Ply THE WINDSOR T16686495 M11392 A5 SPECIAL 16 1 ✓ Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.240 s Dec 6 2018 MiTek Industries, Inc. Wed Apr 3 10:18:48 2019 Page 1 ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-435?rpyWJIYOCpdZKYOoD?3000GOh_Vl3tlH7?zUScb �1-0-0 8-6-0 14-9-0 17-6-0 24-6-8 27-4-7 35-0-0 36-0-0 0-0 8-6-0 6-3-0 2-9-0 7-0-8 2-9-15 7-7-9 1-0-0' cb 4.00 12 14 13 3x5 = 2x3 5x10 = 8-6-0 6-3-0 5x8 MT18HS 11 2.00 12 Scale = 1:60.3 3x12 ICP d LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl L/d 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 Incr YES WB 0.74 Horz(CT) 0.36 10 n/a n/a BCDL 10.0 Cade FBC2017/TP12014 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. (Ib/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. 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, Exterjor(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.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. 6) Bearing at joint(s)10 considers parallel to 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 capable of withstanding 825 lb uplift at joint 2 and 825 Ib uplift at joint 10. Walfer P. Finn PE No.kll* MiTek USA, Inc; FL Cart 6834 16904 Parke East Blvd. Tampa FL 33610 Date:: April 3,2019 AWARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCEPAGE Mli-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, see ANSI/TP/1 Quality Criterla, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information, available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type City Ply THE WINDSOR T16686496 M11392 ATA COMMON 5 1 • Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.240 s Dec 6 2018 MiTek Industries, Inc. Wed Apr 3 10:18:49 2019 Page 1 ID;_kfiGCA6bx7j2Syl HDXFw7ye3KX-YFfN29y84bgHpzCmtGv1 mDc6jCfJQT9ulXUrfSzUSca i1-0-0 8-4-0 12-11-0 17-6-0 22-1-0 26-8-0 35-0-0 'y6-0-Q 0-0 8-4-0 4-7-0 4-7-0 4-7-0 4-7-0 8 4-0 0-0 3x6 = 4.00 17 4x5 = 17 — 15 �, 14 — 12 2x3 11 46 = 3x8 = 3x8 = 2x3 II 46 = 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)-- [2:0-0-2,Edge] [10:0-0-2,Edge] Scale = 1:59.5 3x6 = 1 N 0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.59 Vert(LL) 0.33 14-15 >999 240 MT20 2441190 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 Code FBC2017/TP12014 Matrix -MS Weight: 166 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 BOT CHORD WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1399/0-8-0, 10=139910-8-0 Max Horz 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 Structural wood sheathing directly applied or 3-1-15 oc purlins. Rigid ceiling directly applied or 5-2-15 oc bracing. 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 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, with BCDL = 10.Opsf. 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. WalterP. Finn PE No.22839; MiTek USA;'Incr K derf 863d 6904 Parke East Blvd. Tampa FL 33610' Dater April 3,2019 ® WARNING - Verify design' parameters and READ NOTES ON.THIS AND INCLUDED MITEK REFERENCEPAGE MII-7473 rev. 10/03f2015 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, see ANS11TP/1 Quality Criteria, DSB-89.and BCS/ Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply THE WINDSOR T16686497 M11392 B COMMON 2 1 •'i Job Reference (optional) Uhambers I russ, Inc., fort Fierce, fL 8.24U S Uec 6 ZU15 MI I ek Industries, Inc. Wed Apr 3 1U:18:51 ZU1 U Nage 1 ID:_kfiGCA6bx7j2Sy1HDXFw7ye3KX-Uen8Tr PcDw_3HM8?hyVrehWA?QSuN?Blr±4KzUScY 1-0-0 8-3-5 14-0-0 17-6-0 21-0-0 26-8-11 35-0-0 6-0- 0-0 8-3-5 5 8-11 3-6-0 3-6-0 5-8-11 8-3-5 -0-0 �1 6 Scale=1:59.3 4.00 12 3x6 = 6 17 15 14 " 12 3x4 — 2x3 II 3x6 = 3x4 = 3x4 = 3x6 2x3 II 3x4 = 8-3-5 14-0-0 21-0-0 26-8-11 35-0-0 8-3-5 5-8-11 7-0-0 5 8-11 8-3-5 Plate Offsets (X,Y)-- [2:0-2-6,Edge], [6:0-3-0,Edgel, [10:0-2-6,Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (IOC) I/deft 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 BC 0.38 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 = 20% 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. WEBS 2x4 SP No.3 REACTIONS. All bearings 0-8-0. (lb) - Max Horz 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 BOT CHORD 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 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, 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 lb upiift.at joint 14 and 371 lb uplift at joint 10. Walter P. Finn PE-No.22839, MiTek USA, Inc: FL Celt 6634 6904 Parke East Blvd: Tampa FL 33610' Datee April 3,2019 AWARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED M?EK REFERENCE PAGE M11-7473 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, see ANSI/TPI1 Quality Criteria, DSB-89.and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply THE WINDSOR T16686498 M11392 BHA BOSTON HIP 1 1 *I Job Reference (optional) unamoers I russ, inc., i-ort coerce, rL 8.241.1 s Dec 6 ZU18 Mi I eK Industries, Inc. Wed Apr 3 1U:16:52 2U19 Pagel ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-ygLWhB?1 MW2rgRxLZOTkOrEfFPjAdpvL_VjVGnzUScX 15-6-0 21-6-0 1-0-0 7-0.0 9-0-0 11-6-0 13-6-0 14 17-6-0 1 -0 21-0-0 23-6-0 25-6-0 28-0-0 35-0-0 6-0-0 -0-0 7-0.0 2-0-0 2-0-0 2-0.0 01- 1.6-0 2-0-0 2-0-0 1-0-00-0- 2-0-0 2-0-0 2.6-0 7-0-0 -0-0 Scale = 1:62.4 4.00 12 56 12 3x6 55 9 548 5xl2 =53 4 6 x6 3 11 14 52 �1 2 f+3 35 42 43 34 44 33 45 3x6 =. 6x8 = 3x4 = 7-0-0 14-0-0 7-0-0 7-0-0 4x4 = 57 15 58 17 59 20 60 22 3x6 _ J3x4 2�1 26 �a oa 46 47 48 32 49 31 50 51 6x8 = 3x6 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.51 Vert(LL) 0.13 35-38 >999 240 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/TPI2014 Matrix -MS 5xl2 627 63 n' 28 29 N N 30 3x4 = 35-0-0 7-0-0 PLATES GRIP MT20 244/190 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 micipt 3-33, 27-32 JOINTS 1 Brace at Jt(s): 11, 19, 16, 7, 23 REACTIONS. All bearings 0-8-0. (lb) - Max Horz 2=179(LC 7) Max Uplift All uplift 100 lb 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 joint(s) except 2=812(LC 17), 33=1825(LC 1), 32=1529(LC 1), 28=626(LC 1) FORCES. (lb) -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=-11291710, 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, 27-30=0/451, 3-33=-2090/1523, 11-33=-810/782, 19-32=-772/745, 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:Opsf; h=15ft; B=70ft; L=35ft; eave=6ft; Cat. Il; 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 noncdncurrent 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 lb 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 purlin 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 17-0-12, 158 lb down and 206 lb up at 17-11-4, 158 lb down and 206 lb up at 19-11-4, 158 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 25-11-4, and 158 lb down and 206 lb up at 27-11-4 on top chord, and 373 lb down and 236 lb up at 7-0-0, 69 lb down at 9-0-12, 69 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 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. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). Walter P. Finn PE 46.22834, MiTek U SA, Inc: FL Cer '6634 '6964 Parke East Blvd. Tampa FL 33616 Datiir April 3,2019 an ar ® WARNING. Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 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, see ANSUTP/1 Quality Criteria, DSB-89 and BCS/ Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty, Ply THE WINDSOR T16686498 M11392 BHA BOSTON HIP 1 1 4' 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:_kfiGCA6bx7j2Sy1HDXFw7ye3KK-QOvuuX7f7gAilaWX65 zw3mq_p3PMG9UD9S2oDzUScW 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=-1 18(F) 55=-1 18(F) 56=-1 18(F) 57=-1 18(F) 58=-1 1 8(F) 59=-1 18(F) 60=-1 18(F) 61 =-1 18(F) 62=-1 18(F) 63=-1 18(F) ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED mfrEK REFERENCE PAGE M11.7473 rev. 1010312015 BEFORE.USE Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and isfor 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, see ANS11TP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply THE WINDSOR T16686499 M11392 GRA HIP 1 1 W, Job Reference (optional) Chambers I ruse, Inc., Fort Fierce, rL 6.241.1 s uec b 2uid ml I eK maustrles, Inc. vvea Apr 3 iu:18:04 ZU'19 rage l ID:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-uDTG6sOHu81Zwk5jgpVCTGJuxDNe5eleRpCcKfzUScV n1-0-0 7-0-0 14-11-0 21-5-2 28-0-0 35-0-0 0-0 7-0-0 7-11-0 6-6-2 6-6-14 7-0-0 0-0 5x12 MT18HS = 4.00 12 3x5 II 3x6 = 4x8 = 3 22 23 24 25 4 26 27 5 28 629 30 31 32 48 = Scale=1:60.3 V IA N d 15 33 34 14 35 13 36 37 38 1239 11 40 41 10 3x4 = 2x3 11 3x6 = 5x14 = 3x4 = 4x6 = 2x3 I I 3x5 = 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%- 44 7-0-0 Plate Offsets (X,Y)-- [3:0-9-0,0-2-8], [6:0-3-8,0-2-0], [7:0-5-4,0-2-4], [13:0-4-0,0-3-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.94 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 Incr 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 = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-9-5 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 4-6-8 oc bracing. WEBS 2x4 SP No.3 'Except* WEBS 1 Row at midpt 6-13 4-13: 2x6 SP No.2 2 Rows at 1/3 pts 3-13 REACTIONS. (lb/size) 2=75010-8-0, 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=-1534/729, 3-4=-1052/1347, 4-6=-105211347, 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=-940/731, 7-10=-489/690 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); 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 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 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 load(s) 203 lb down and 329 lb up at 7-0-0. 90 lb down and 155 lb up at 9-0-12, 90 lb 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 lb 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 25-11-4, and 203 lb 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 17-0-12, 63 lb down and 3 lb up at 17-11-4, 63 lb down and 3lb up at 19-11-4, 63 lb down and 3 lb up at 21-11-4, 63 lb down and 3 lb up at 23-11-4, and 63 lb 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 Walter P. Finn PE No#839; MiTek USA; Inc: FL Cert8634• design/selection of such connection device(s) is the responsibility of others. 6904 Parke East Blvd. Tampa FL 33616' 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). Date:: LOAD CASE(S) Standard April 3,2019 A WARNING - Verify design parameters and READ NOTES ON.THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1 a/03f2015 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, see ANSIfTP/1 Quality Criteria, DSB-89 and BCS/ Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type city Ply THE WINDSOR T16686499 M11392 GRA HIP 1 1 Job Reference (optional) %.namuers I Fuss, Inc., r-ori Fierce, rL 8.24U s Uec 6 2U18 MiTek Industries, Inc. Wed Apr 3 10:18:54 2019 Page 2 1 D:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-uDTG6sOHu81Zwk5jgpVCTGJuxDNe5e1 eRpCcKfzUScV 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(B)27=-90(B)28=-90(B)30=-90(B)31=-90(B) 32=-90(B) 33=-40(B) 34=-40(B) 35=-40(B) 36=-40(B) 37=-40(B) 38=-40(B) 39=-40(B) 40=-40(B) 41 =-40(B) ,& WARNING -Verily design parameters and READ NOTES ON. THIS AND INCLUDED MITEK REFERENCE PAGE 11111-7473 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 MF 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, see ANS11TPl1 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Informationavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria; VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply THE WINDSOR ' � T16686500 M11392 AMONO TRUSS 8 1 Job Reference o tional Chambers Truss, Inc., Fort Pierce, FL 8.240 s Dec 6 2018 MiTek Industries, Inc. Wed Apr 3 10:18:55 2019 Page 1 ID: kfiGCA6bx7j2Sy1 H DXFw7ye3KX-MPOeJC1 vfRQQXufvEWOR?UrEfds3pKrngTx9t6zUScU -1-0-0 1-0-0 1-0-0 1-0-0 3x4 = Scale = 1:6.1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defi L/d 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 Incr 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 - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 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=118(LC 1), 4=17(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 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) 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 4 lb uplift at joint 3 and 140 lb uplift at joint 2. WalterP. Finn PE No22839, MiTek USA, Inc: F{: dirt 6634 6604 Parke Bast Blvd. Tampa,FL 33610 Date: April 3,2019 ,& WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10103f2015 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, note 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, see ANS11TPl1 Quality Criteria, DSB-69 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply THE WINDSOR I T16686501 M11392 J3 MONO TRUSS 8 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.240 s Dec 6 2018 MiTek Industries, Inc. Wed Apr 3 10:18:55 2019 Page 1 ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-MPOeJC1vfRQQXufvEWOR?UrEYdgQpKrngTx9t6zUScU 1-0-0 3-0-0 1-0-0 3-0-0 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL) 0.01 4-7 >999 240 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 FBC2017/TPI2014 Matrix -MP LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 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. Scale = 1:9.4 PLATES GRIP MT20 244/190 Weight: 11 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 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; MWFRS (directional) and C-C Exterior(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 lb uplift at joint 2 and 4 lb uplift at joint 4. WalterP. RrIT PE,No.22638 MiTek USA; Inc: Ft.' Cerf 6634 '6904 Padre East Blvd: Tampa.FL• 33616 Data:: April 3,2019 WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1-7473 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 propedy 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, see ANSI1`rP11 Quality Criteria, DSB-89.and BCS/ Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandra, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply THE WINDSOR T16686502 M11392 J5 MONO TRUSS 8 1 ++ Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.240 s Dec 6 2018 MiTek Industries, Inc. Wed Apr 3 10:18:56 2019 Page 1 I D:_kfiGCA6bx7j2Syl HDXFw7ye3KX-rbal WY2XQIYH92E6oEXgYh0Gn02hYn5wv7hiPYzUScT 1-0-0 5-0-0 1-0-0 5-0-0 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.73 Vert(LL) 0.07 4-7 >863 240 TCDL 7.0 Lumber DOL 1.25 BC 0.70 Vert(CT) • -0.06 4-7 >964 180 BCLL 0.0 Rep Stress lncr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix -MP LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 3=115/Mechanical, 2=243/0-8-0, 4=63/Mechanical Max Horz 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. Scale = 1:12.7 PLATES GRIP MT20 244/190 Weight: 17 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 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; 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 lb uplift at joint 3, 177 lb uplift at joint 2 and 9 lb uplift at joint 4. Walter P. Final PE tJo.22838; MiTek USA, Inc. FL dirt 6634 696413arke East Blvd. Tampa FL 33610' Dater April 3,2019 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE 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, see ANS11TP/1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply THE WINDSOR 'I T16686503 M1;1392 J7 MONO TRUSS 24 1 01 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 1-0-0 3x4 = 8.240 s Dec 6 2018 MiTek Industries, Inc. Wed Apr 3 10:18:57 2019 Page 1 ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-Jo8Pku29B3h8nCplLx2v5vxVWQSnHEL48nQGx_zUScS 7-0-0 7-0-0 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) I/clef] Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.47 Vert(LL) 0.17 4-7 >494 240 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 FBC2017rrPI2014 Matrix -MP LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 REACTIONS. (lb/size) 3=165/Mechanical, 2=315/0-8-0, 4=88/Mechanical Max Horz 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. Scale: 3/4"=1' PLATES GRIP MT20 244/190 Weight: 23 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 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; 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 & 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 153 lb uplift at joint 3, 211 lb uplift at joint 2 and 12 lb uplift at joint 4. WalterP. Finn PE NoJil!36: MiTek USA, Inc: FL Cent 6634 6904 Parke East Blvd. Tampa FL 33610 Dater April 3,2019 A WARNING - Vedfy design parameters and READ NOTES ON THIS AND INCLUDED M?EK REFERENCE PAGE 11111.7473 rev. f0/03/2015 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 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, see ANSI/rPif Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply THE WINDSOR ' T16686504 M11392 KJ7 MONO TRUSS 4 1 .4 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.240 s Dec 6 2018 MiTek Industries, Inc. Wed Apr 3 10:18:57 2019 Page 1 ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-Jo8Pku29B3h8nCplLx2v5vxZmQVpHBb48nQGx_zUScS -1-5-0 6-8-12 9-10-1 1-5-0 6-8-12 3-1-5 Scale = 1:20.6 GXJ I 3x4 = 5 3x4 = 6-8-12 9-10-1 6-8-12 3-1-5 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid 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 purlins. 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= 1 27/Mechanical, 2=379/0-11-5, 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=-487/798 WEBS 3-7=0/307, 3-6=-920/561 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; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed fora 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 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=1 0)-to-5=-49(F=-1 5, B=-15) Walter P. Finn PE No.32839; MiTek USA, Inc: FL Cert 6634 6804 Parke East Blvd. Tampa FL 33610 hater April 3,2019 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCEPAGE 11411-7473 rev. 10103/2015 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 �s 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, see ANSIRPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Symbols Numbering System. A General' Safety Notes PLATE LOCATION AND ORIENTATION Center plate on joint unless x, y offsets are indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. O'11B r - -I- For 4 x 2 orientation, locate plates 0- ''+s' 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 Thefirst 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 T or 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: ANSIlrPl1: 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 ry Connected Wood Trusses. lY O U a- O F- 6-4-8 dimensions shown in ft-in-sixteenths (Drawings not to scale) 2 3 8 7 6 5 JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO 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 MiTek® All Rights Reserved MiTek" MiTek Engineering Reference Sheet: M11-7473 rev. 10/03/2015 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 tighfly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI 1. 7. 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 practiceis 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 an 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 ANSUTPI 1 Quality. Criteria.