Loading...
HomeMy WebLinkAboutTrussG + a ,a s A=LIFE SAFETY WARNING This symbol identifies Life Safety Warnings that should be read given special attention by all persons installing trusses. SPACING NOTE ALL TRUSSES ARE TO BE SET 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.All i i DON'T LIFT TRUSSES WITH SPANS LONGER THAN 30' BY THE PEAK. CONSULT BCSI :30' Span or less 30' to 60' Span 60 degrees Spreader Bar or less 112 __:� ag 4 Approx 2/3 to gLine P n approx. tine 1/2 of Span REFER TO BCSI REFER TO BCSI y Truss must be set this woy if crane used. Truss must be set this way if crone used. Truss i. on a ,rple, your truss maynot match. This is an example, truss may not match. Insist crone operatorsets truss this 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. i 6 ,r Carrying Girder Nails must be as shown. Guide tabs o Dome angle nails. Truss SEAT PLATES BY CHAMBER: 4.00 12 / � upset=1/4" heel=315/16" PLUMB CUT END 2 x 4 Top Chord WALL HEIGHT 8' TYPICAL END DETAIL 12 4.00 - 12 z.00— l Cl) ' upset=1/4" heel=3 15/16" INDICATES LOAD BEARING PLUMB CUT END REQUIRED BY TRUSSES 2 x 4 Top Chord SUPPLIED BY BUILDER AT A HEIGHT OF 8'-0" WALL HEIGHT 8' ABOVE FINISHED FLOOR END DETAIL: TYPICAL VAULT I - TRUSSES FOR THE FIRST MODEL SHJLD BE SHIPPED AND SUCCESSFULLY SET BEFORE ANY MORE TRUSSES ARE BUILT FOR T-, AT MODEL. — - ARRANSE WITH CRANE OPERATOR IN ADVANCE FOR A SPREADER BAR OF 18' - 24' I LENGTH � A FABRiCAT►oNA�REEMEI�r TRUSSER CANNOT BE STARTED UNTIL TNi9 AGREEMENT 13 SIGN The legal descrlpton of the Pro".Tr, P Party 9 are the trusses will be Installed Is; ED 8 RETURNED �► Do not stand on trusses until they are braced per BCSI & properly nailed to straps & hangers TheaM®Blgnetlacknow,dgaaende agrees: 1. Trnaesa will be Made I ----- 15'-3" r �//'�il��®I�/�®I.�®!��yI�I�I�//�//p/I�II®��I® Mil 'l01 i/ .i i�/�/i��l�//%i"ly%/Ni�.�r �ll r— ii Ili trli.� AM 1010, 1 0,401 OWN MAI , "/ _VIA _ M See 1110 ._� � 01 -- ® ®� 11410 IVA I ME all ®1 zo IPA 141 1101 INVERTEDmV` WEBS AT CENTER 50# POINT LOADS PER TRUSS FOR AtH/U WINES Flo �� : • • - - ��_�-� rim ®y a y / may® %1 ®IVA, P&14i ��//%I//////I /.ir///I//I �4/%II//ZZI'HI�01 111184. 1/y108,04 1 INA I it II".J WI®I®I®I®IMIMIMIMI■IMI I®IMI®I®I®I®� I I I 6'4" 14'-4" I , i� CLOUZSED AREAS ARE OF R �/ SPECIAL CONCERN & MUST BE POCH R I G H T CHECKED CAREFULLY & MAY o O i INDICATE DEVIATION FROM �%_-PLANS., Well is the sole a a n stnq accordance xtl}h this Wsa lace . 2.A11 dlmenebna N thte odtermintng.euccessful fabdcakon P ment diagram layout, C L .3, llnl,! a wdtlan nodes le have been ve of the Wasea, - - - proVI b .jed by the undersigned. J days of delivery the undersigned agree. Nat fn "d mall to Chambare Truss within ten (to) such written notice is Pomished Chembere Trues ahelj i�eve fhr"eo i3b" ell°wad•. to begin repalre required, or to wbetlMe other W re bu esa day, n the event .. 4. Tha underetoned advwwledges reCel s8ee, et Chambere optbn, In which _ b. DaUvery b to Job eke. tt Ie the b ate' SCSI 1-03" summary sheet b delivery. Chambers Truss has respon.lbllky to make the ob y TPI $ ble to poitlon olthe Job eke for delHetl'e acts authority mb to tletarmina the sultabll J Drake aultable for The buyer la roaponslbb for addltionel UelWery eto will be responalbla for dummy Job alfa o'r a because Job eke is riot prepared for deny xPenaes k Chambere Trusa has elolvary only, Suyer le responeIN to Chambers Truce foer't or buyer la not prepared for dative redefhrer B. Ptice se shown Iq pare °'Mn8 °oats due fo Ske conditions, ry of suasea, thla layout A S60 per hour legs for revs olns maybe rharog� by Chambers 7ryea, are, made Iri 7. Thle le a PURC%- ORDER to Chambers, Trues of the sum a REVI EW agreement a reasonable price, Involve wile be made on dative and altl greed t on delNery, Invoice m.y, be made et scheduled data of dellve w or k na p delNery of fabncaged W ry P within terms of net CODE cONA aitomey'a fee for collegfone In event odes Igned agrees to pay Cf"ambe a T oennot accept' STLUCIE C cha ge will ha added forell sums not of paymen ge�6imely made. 1.12 •� Nea easonable . /► B. Signature or Initials an Per month so. , 8®v B. In consideretlon of C s ere on this sheet vonstltutea agreement to all terms herein. unconditionally ,, mbere Truss extending atuie for this material the unherein. 'Chambere Truss by any an payment when due o! any and all Indebtednessned Indebtedness Including attorneys etas H default) to d the untlerelgnad agrees to Dewed to regplem, Payment for mafedel be Ply such 10. In the event of any Ittlgatlon cones - made by the ar payment. refenad to heraln, Ne mint this agreement, the kema furnished hereunder be Saint laiole County, Fbnda. Parties agree that the Sole venue for any such aglon will 11. Design responsl6Ulpes are per ^National Standard And R.cbmmended Guidelines On Raeponslbllltlee For ConsWctlon Using Metal Plats Connaged Wood Trusses ANSVTPUMCA 4 - 2002 DATED_ SIGNED`•~ Foil, MUI � Per mi-oriopievetgtX $damage.. P P Y trusses must be fastened together per engineering before they are $et; falfure to do so can result.In roof collapse. Temporary and permanent bracing are required and can save Ilfe and Property and Is the responsibility of the truss erector. Study the contents of the Information packet Included on delivery before setting trusses. Thlssee mustbeastartd 6wced Trusses must be per Plumb anted s�qualS rs Do not ast bunks or stack of plywood, roofing _other concentrated loads on trusses material or any -- this can cause collapse. DO AYOUNO1SET TRUSSES USING THIS LAYOUT USE LAYOUT DELIVERED WITH TRUSSES TO SET TRUSSES ,..:'CHAMBERS TRUSS INC S105 Oleander Avenue FortPlerde; Florida 3498 2.84 23 Fort Pierce 800-551-59 r 772-46 32 5-2012 Vero Beach 772-569-2012 Fax 772 486 8711 � `"'-� er•... nuaaaoeDe Stua ftrt 772-286-3302 Tcrts[s.AM � '"'I The Architect- s or prchitect'I l� rePi'esentative'g shop drawing aPProvl i^doyhs NOT a check - of the contractor. The contractor shall femakn for checking field measu V res pansi other construction criteri nserlts and h . approval covers Architect's I I review of truss ,t general Iroof shape, structure from gravity a d loading on them and u Plift loads and res ct'rve foe lion Approved By( Date _ den a Braden A.I.A. 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/G-C hybrid Wind ASCE 7-10 Roofing Material Shingle or Shake Loading in PSF Roof R.D.L. i c Top Chord Live 20 H , Top Chord Dead 7 4.2 N c Bottom Chord Live 10 Non -Concurrent ' I ^ ( Bottom Chord Dead 10 3 c TOTAL Load 37 7.2 w H Duration Factor 1.25 r<) I Wind Speed 165mph d 0. Top Chord C.B. Sheeting by builder. j Bottom Chord C.B. Sheeting by builder. N 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 Bracing Verify DESIGN CRITERIA shown above with the building department and your engineer. Design Criteria is the responsibility of the 1 A' -A" R'-A" ,u, A. I 15 TRUSS DRAWINGS ARE ATTACHED TO LAYOUT' Chambers Truss Inc. Drawing Name: M11392 Scale: 1/4 = 1' 82 total trusses, 15 different trusses. MI 4: RLC ACAD: RLC Reviewed By: Date:10/07/15 Revised:03/21/18 FOR WYNNE BUILDING CORP. DESCRIPTION: 71' CARLTON 3BED REAR PORCH PAGE 1 of 1 CUSTOMER INITIALS EACH PAGE M 101392 6 F MiTek.0 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 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Seal# Truss Name Date 1 T16686490 a 4/3/2019 2 T16686491 a1 4/3/2019 3 T16686492 a2 4/3/2019 4 T16686493 a3 4/3/2019 5 T16686494 a4 4/3/2019 6 T16686495 a5 4/3/2019 7 T16686496 ata 4/3/2019 8 T16686497 b 4/3/2019 9 T16686498 bha 4/3/2019 10 T16686499 gra 4/3/2019 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 FILE Cr'%PY 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. •.���rENs .•�Y ii No 22839 '• r* . i • � STATE OF •.•�/ Waiter P. Flnn.PE No.22839, WekgSA, Inc: FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 April 03, 2019 1 of 1 Finn, Walter Job Truss russ Type Qty Ply THE WIND OR T16686490 M11392 A P [HI 1 1 Job Reference (optional) Chambers Truss, Inc., Fort fierce, I-L U.L41.) 5 Uec b zul ti MI I eK maustrles, Inc. vvea Apr :1 lu:l C:4J zuiv rage i ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-j5l6o6uNUlw752lcX7ocWyM5YnfBOhBOwcl WRozUScg 1-0-0 6-10-14 9-0-0 14-11-0 20-2-13 26-0-0 28-1-2 35-0-0 6-0 -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 4x8 = 2x3 II 3x6 = 4x4 = 4.00 12 2x3 \\ 4 26 5 6 7 27 4x8 = 2x3 8 g Scale = 1:60.5 io w 3x4 — 3x4 = 3x6 = 6x8 = 3x4 = 3x6 = 3x4 = 3x5 — 9-M 5-11-0 5-3-13 5-9-3 9-0-0 Plate Offsets (X,Y)— [2:0-0-14,Edge], [4:0-5-4,0-2-0], [8:0-5-4,0-2-0], [10:0-0-6,Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.57 Vert(LL) 0.42 12-23 >572 240 MT20 244/190 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/TPI2014 Matrix -MS Weight: 161 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 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=1439(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=967f776, 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 Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 4-5-1 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=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, Interiof(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. Walter P. Pinn PE'146.228* iMiTak USA; )lid. FL Ceit8834 ;6904 Parke East Blvd: Tampa FL 33810. Dat1i:. ' April 3,2019 ® WARNING - Verify design parameters and READ NOTES ON TN/S AND INCLUDED MITEK REFERENCE PAGE MI1.7473 rev. 1010312015 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 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 MiTeIC is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the _ fabdcalion, storage; delivery, erection and bracing of trusses and truss systems, see ANSI?PH Qua/Hy Criteria, DSB-89 and BCS/ Building Component 6904 Parke East Blvd. Safety/nformat/on 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 1 1 Job Reference (optional) l:narrDefs I russ, Inc., t-ort vierce, rL 0.L9U s vea o [u7o mI I eK urOu5ule5, mc. vveu MPI 0 ru: 1 o:•w cu ro rdga I ID:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-BIsU?Su?F32JCKo5jKr39uFQBuX1919BGn4_EzUScf 1-0-0 B-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 4-3-2 3-4-7 7-7-9 -0-0 Scale = 1:61.3 5x6 = 2x3 I 5xB MT18HS = 4.00 12 3x4 = 4 21 5 6 22 7 13 12 3x6 = 3x5 = 5x8 MTIBHS = 3x12 zz 2.00 12 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/TPI2014 CSI. TC 0.63 BC 0.91 WB 0.77 Matrix -MS DEFL. Vert(LL) Vert(CT) Horz(CT) in (loc) I/defl 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 2441190 244/190 FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-7-7 oc pudins. 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-B-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, 34=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=3621617, 5-12=-269/279, 6-12=-10341712, 6-11=-373/892, 7-11=-897/1523, B-11=-404/435 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: .SCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=70ft; L=35ft; eave=5ft; Cat. ll; 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. Walks P..F,inn FE�No.22639, i111Tek USA; Inc. 'FLCerf 6634 i6904 Parke Eeet BlvdSTampa FL 33610 Date::. April 3,2019 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11111-7473 rev. 10/0312 015BEFORE.USE. ��' Design valid for use only with MTek® 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 property 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 1 V MTek• 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 Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandda, VA 22314. Tampa, FL 36610 Job Truss Truss Type City Ply THEWINDSOR T16686492 M11392 A2 SPECIAL 1 1 Job Reference (optional) Ghambers Truss, Inc., fort Pierce, FL o.wu s UeG o tU-io rvu r ex InUU5IrIBJ, urU. vveu npr 0 1 V: 10.— cu I raga r ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-fUQsDnveONArLMv_eQr4bNRPdbEBUbsJNvWdWhzUSce 1-0-0 8-6-0 13-0-0 14-9-0 22-0-0 27-4-7 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 5x6 = 3x4 = 5x8 = 4.00 12 4 21 5 22 6 Scale = 1:61.3 12 3x4 = 5x8 = 3x12 3x6 = 2.00 12 10-5-8 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 FBC2017rrP12014 CSI. TC 0.66 BC 0.95 WB 0.86 Matrix -MS DEFL. in (loc) I/deft Ud Vert(LL) 0.72 10 >585 240 Vert(CT) -0.94 10-19 >447 180 Horz(CT) 0.34 8 n/a n/a PLATES MT20 MT18HS Weight: 160 lb GRIP 244/190 244/190 FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-6-15 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, 34=-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, 6-1 0=1 318/2268, 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. 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) 8 considers parallel to grain value using ANSIrrPI 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. WaltWP. Finn PE No.22838, MiTek USA; Ind. FL CIart`663.4 00¢:P.ar t;EastBlvd. Tampa FL 33610' •Dale::. 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, thebuildingdesigner 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 - fabdcation, storage,. delivery, erection and bracing of trusses and truss systems, see . ANSI1TP/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 THEWINDSOR T16686493 M11392 A3 SPECIAL 1 1 Job Reference (optional) cnamoers l russ, Inc., Fort Fierce, t-L 0.4— 5 — U GU I IVII I — H-U-11—, ..— V nVl U I.M. , ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-7g_FQ7wGhgliyWiBC7MK8a_bG_aPD3iScZGA27zUScd 1-0-0 B-6-0 15-0-0 20-0-0 24 6-8 274-7 35-0-0 6-0- -0-0 M-0 6-0-0 5-0-0 4 N 2-9-15 7-7-9 -0-0 Scale = 1:62.3 �1 0 4.00 12 5x6 — 4x5 = 5 6 14 13 3x5 = 2x3 II 5x6 = 3x12 = 2.00 12 8-6-0 14-9 0 20-0-0 24-0 35-0-0 6-0-0 6-3-0 5-3-0 4.6-8 105-8 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 CSI. DEFL. in (loc) I/defl Ud 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/TPI2014 Matrix -MS Weight: 160lb 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=134910-8-0 Max Horz 2=-155(LC 10) Max Uplift 2=-825(LC 12), 9=825(1_C 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOPCHORD 2-4=-3256/2031, 4-5=-2426/1586, 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=-897/636, 5-12=316/661, 6-12=-317/616, 7-12=-2727/1643, 7-11 =-1 072/1939, 8-11=-390/391 Structural wood sheathing directly applied or 2-6-15 oc punins. Rigid ceiling directly applied or 2-2-0 oc bracing. 1 Row at micipt 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. 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 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 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) 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 PE No:2283B, :MiTok 6SA; Ind" FL'Cert 6834- . 6904'P.arke East Blvd.'Tampa FL 33610' April 3,2019 ®WARNING - vedfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11711-7473 rev. 1 ty03/20f5 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 verily 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 ° iTek 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 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 M11392 A4 SPECIAL 1 1ob [HEVIANDSORT16686494 Reference o tional Chambers Truss, Inc., Fort Pierce, FL 8.240 s Dec 62018 Mi lex Inoustnes, Inc. vveo Apr 3 1 U:1a:4/ ZD1U rage i ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-bsYdeTxuY_QZaf2NmrtZhoWmCOwdyTccgD7kaZzUScc 1-0 8-0-0 14-9-0 17-0-0 18-0- 24-M 27�-7 35-0-0 6-0- 101 8-6-0 6.3-0 2-3-0 -0-0 6.6-8 2-9-15 7-7-9 -0-0 Scale = 1:62.3 4.00 12 5x6 = 4x6 = 9.3 16 15 6x10 3x5 = 2x3 II 5x8 = 3x12 = 2.00 12 8-6-0 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/TP12014 CSI. TC 0.59 BC 0.95 WB 0.98 Matrix -MS DEFL. in Vert(LL) 0.80 Vert(CT) -1.05 Horz(CT) 0.39 floc) I/deft L/d 13 >528 240 13 >400 180 11 n/a n/a PLATES MT20 MT18HS Weight: 172 lb GRIP 244/190 244/190 FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-6-14 oc punins. 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 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, 8-1 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=-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 Exteridr(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 atjoint(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. Walfer P, Finn PE Mo.22839 MiTek USA; Itid. FL Cei4 6634 i6964 Parke East Blvd.,7ampa FL 33610 Dite:; April 3,2019 AL WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1 N03120f5 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 p building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing 8y8�T8K• is always required for stability and to prevent collapse with possible personal injury and properly 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 City Ply THE WINDSOR T16686495 M11392 A5 SPECIAL 16 1 Job Reference (optional) G.hambers I russ, Inc., Tort Fierce, rL o.cyu b uec o cu 10 rvn r en niuubutub, ui, vpeu npr o rayo . ID:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-4357rpyWJIYQCpdZKYOoD73uUoGOh_Vl3tlH77zUScb 1-0-0 B-6-0 14-9-0 17 6-0 24-6-8 27-4-7 35-0-0 6-0- 0-0 B-6-0 6-3-0 2-9-0 7-0-8 2-9-15 7-7-9 0-0 Scale=1:60.3 5x8 MT18HS 11 4.00 12 6 rn 1 � r d 14 13 3x5 = 2x3 II 5x10 = 3x12 2.00 12 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid TCLL 20.0 Plate Grip DOL 1.25 TC 0.81 Vert(LL) 0.80 12-13 >526 240 TCDL 7.0 Lumber DOL 1.25 BC 0.92 Vert(CT) -1.28 12-13 >329 180 BCLL 0.0 Rep Stress Incr YES WB 0.74 Horz(CT) 0.36 10 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS LUMBER - TOP CHORD 2x4 SP M 31 'Except` 1-4,8-11: 2x4 SP M 30 BOT CHORD 2x4 SP M 30 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(1_C 12) PLATES GRIP MT20 244/190 MT18HS 244/190 Weight: 160 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt 6-12 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 forthis 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) 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 onthe 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 lb uplift at joint 10. Waller P. Finn 1plk 146.22839: MiTek USA; Iris FL Cerf 8834 :6904 Parke.East Blvd. Tampa FL 33610 Dated April 3,2019 .. ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11111-7473 rev. 1010312015 BEFORE. USE. ' Design valid for use only with MTek® 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 �p 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?P/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 Mat 0 Job Truss Truss Type Qty Ply THE WINDSOR T16686496 M11392 ATA COMMON 5 1 Job Reference (optional) Gnambers I russ, Inc., fort coerce, rL 0.L4U s ueG o GVl o rVl1 r ex muusuieb, 1116. vveu npr o IV. iorsa cu i � raye , ID:_kfiGCA6bx7j2Syl HDXFw7ye3KK-YFfN29yB4bgHpzCmtGv1 mDc6jCfJQT9ulXUrfSzUSca 11-0-0 8-0-0 12-11-0 17 6-0 , 22-1-0 26�-0 35-0-0 36-0q -0-0 8 4-0 4-7-0 4-7-0 4-7-0 4-7-0 8�-0 i-0-0' �1 0 Scale = 1:59.5 4.00 12 45 = 6 17 .— 15 14 12 3x6 _ 2x3 II 4x6 = 3x8 = 2x3 II 3x6 = 8-4-0 3x8 = 4x6 = 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 FBC2017ITP12014 CSI. TC 0.59 BC 0.68 WB 0.59 Matrix -MS DEFL. in (loc) I/deft Ud Vert(LL) 0.33 14-15 >999 240 Vert(CT) -0.64 14-16 >652 180 Horz(CT) 0.13 10 n/a n/a PLATES GRIP MT20 244/190 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-B-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, 576=-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. 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) 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 = 10.0psf. 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 No.22839, MiTek USA; hic- FCCerf 66U . 8904 Parka East Blvd: Terrlpa FL 33610 April 3,2019 ®WARNING - Verify, design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 1010312015 BEFORE USE. '' Design valid for use only with Mi7ek® 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 1 VIITek• 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 T16686497 M11392 B COMMON 2 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.240 s Dec 6 2018 MiTek Industries, Inc. Wed Apr 3 10:18:51 2019 Page 1 ID:_kfiGCA6bx7j2Sy1HDXFw7ye3KX-Uen8Tr PcDw_3HMB?hyVrehWA?QSuN?BlrzxjKzUScY �1-0-0 8-3-5 14-0-0 17-0-0 , 21-0-0 26-8-11 35-0-0 16-0 q -0-0 8-3-5 543-11 3-:6N 3-0-0 5-8-11 8-3-5 1- �1 0 3x4 = 17 2x3 I I 4.00 12 — 15 3x6 = 3x4 = 3x6 = 14 — 12 3x4 = 3x6 = 2x3 II Scale = 1:59.3 3x4 = 1 u) Ic, 0 835 1411 21-M 26.8-11 35-0-0 8-0-5 5 8-11 7-M 5-0-11 B-0-5 Plate Offsets (X,Y)— r2:0-2-6,Edge), [6:0-3-0,Edge), 110:0-2-6,Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.34 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 [nor YES WB 0.63 Horz(CT) 0.03 10 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 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 atjoint(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. 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) 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 uplift atjoint 14 and 371 lb uplift atjoint 10. Walfer P. Olinn Pk'96.22639, MITek I)SA, Ind. FL Cerf66U `6904 Parke Eliot Bivd: Tampa FL 33610' April 3,2019 ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCEPAGE 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 ANS11TPI1 Quality Criteria, DSB-89 and BCSI 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 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 10:18:52 2019 Page 1 ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-ygLWhB?l MW2rgRxLZOTkOrEfFPjAdpvL—VjVGnzUScX 15-6-0 21-6-0 1-0.0 7-0-0 9-6-0 11-6-0 13-6-0 1 -0 17-6-0 19-6-0 21-0-0 23-0-0 2M-0 W 0 35-0-0 6-0-0 -0.0 7-0-0 2.6-0 2-0-0 2-0-0 0-0- 1-0-0 2-0-0 2-0-0 1-0-0 0-0- 2_0 2-0-0 2-0-D 7-0-0 -0-0 Scale = 1:62.4 4.00 12 4x4 57 15 58 17 56 12 59 3x6 � 55 9 20 54 8 60 22 3x6 5x12 =53 4 6 x6 = 3x4 2�1 26 3 11 16 19 1 23 14 52 35 42 43 34 44 — 45 46 47 33 3x6 = 6x8 = 3x4 = 48 32 49 31 50 51 6x8 = 3x6 = 5x12 6-27 63 n 28 29 N I� 0 30 3x4 = -0-0 14-0-0 2"-028-0 -0 35-0-0 _ J r -0-0 7-0-0 7-0-0 7-0-0 7-0-0T0 Plate Offsets (X Y)— [3:0-6-4 0-1-12] [32:0-3-8 0-3-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid 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/TPI2014 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 atJt(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). 2B=-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. (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=-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, 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. II; 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 lb uplift at joint 2, 1269 lb uplift at joint 33, 1017 lb uplift atjoint 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, 15B lb down and 206 lb up at 13-0-12, 15B lb down and 206 lb up at 15-0-12, 158 lb down and 206 lb up at 17-0-12, 15B lb down and 206 lb tip at 17-11-4, 158 lb down and 206 lb up at 19-114, 15B lb down and 206 lb up at 21-11-4, 158 lb down and 206 lb up at 23-11-4, and 15B lb down and 206 lb up at 25-11-4, and 15B 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 21-114, 69 lb down at 23-11-4, and 69 lb down at 25-11-4, and 69 lb down at 27-114 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). Walfer'P. Finn PE•146.22839- -MIT ak USA; Itic: Fl. derf 0834 +899d:Parke East Blvd. -Tampa FL 33618 Date':: Stanclara ®WARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-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 ANSIITP/1 Quality Criteria, DSB-89 and BCS/ Building Component 6904 Parke East Blvd. Safety Informatfon available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 April 3,2019 Job Truss Truss Type Qty Ply THE WINDSOR 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 I D:_kfiGCA6bx7j2Sy1 H DXFw7ye3KX-QOvuuX7f7gAil aWX65_zw3mq_f3PM G9UD9S2oDzUScW 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=-11 B(F) 54=-118(F) 55=118(F) 56=118(F) 57=11 B(F) 58=-118(F) 59=-11 B(F) 60=-118(F) 61=-118(F) 62=118(F) 63=-118(F) ® 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 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. Bracingindicatedis to prevent buckling of individual truss web and/or chard 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 Criteria, DSB-89 and BCS/ Building Component - 6904 Parke East Blvd. Safety In/ormatlon. 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 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL _ 6.24U S Uec 6 Zulu MI I eK moustnes, Inc. We0 Apr J iu:iu:b4 zuiV rage i I D:_kfiGCA6bx7j2Syl HDXFw7ye310(-uDTG6sOHu81Zwk5jgpVCTGJuxDNe5el eRpCcKfzUScV + 7-0-0 14-11-0 21-5-2 28-0-0 __.� 35-0-0 $6-0-q I�0-0 7-0-0 7-11-0 6-6-2 6-6-14 7-0-0 0-0 4.00 12 5x12 MT1BHS = 3x5 II 3x6 = 4x8 = 4x8 = 3 22 23 24 25 4 26 27 5 28 629 30 31 32 7 Scale=1:60.3 33 J4 14 JJ JO 3/ JO 3y II — — 3x4 = 2x3 I 3x6 = 5x14 3x4 = 46 = 2x3 11 3x5 7-0-0 i 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)— [3:0-9-0,0-2-8],[6:0-3-8,0-2-0],[7:0-5-4,0-24],[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/TPI2014 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=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=-1534/729, 3-4=-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=-940/731. 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. 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 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 B. 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 Ib 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, rand 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 (b 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 3 lb up at 19-11-4; 63 lb down and 3 lb up at 21-11-4, 63 lb down and Walter P. Finn'PE'No.22839, 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 MITek USA Inc: Fl Celt 6694 design/selection of such connection device(s) is the responsibility of others. ' 6904 Parke East Blvd Tampa FL 33610 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 April 3,2019 - :®WARNING - Verfty design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11711-7473 rev. 1010312015 BEFORE USE. Design valid for use onlywithMTek® 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 Qualify 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 ITHEWINDSOR 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 I D _kfiGCA6bx7j2Syl HDXFw7ye3KX-uDTG6sOHu8lZwk5jgpVCTGJuxDNe5e1 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(13) 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(13) 41= 40(B) '® WARNING - Verfly design parameters andREAD NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE M11-7473 rev. 10(0312015 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 MF a truss system. Before use, the building designer must verify the applicability of design parameters and property 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 fabdcation, storage, delivery, erection and bracing of trusses and truss systems, see ANSYTP/1 Qualky Criteria, DSB-89 and BCS/ 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 J1 MONO TRUSS 8 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 6.L41.) s Uec ti zult5 MI I eK m0usines, Inc. vveo /+pr a iu:imon zuie rage i I D:_kfiGCA6bx7j2Syl HDXFw7ye3KX-MPOeJC1 ofRQQXufvEWOR?UrEfds3pKrngTx9t6zUScU -1-0-0 1-M 1-0-0 1-0-0 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL) -0.00 5 >999 240 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 FBC2017lrP12014 Matrix -MP 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. Scale = 1:6.1 PLATES GRIP MT20 244/190 Weight: 5 lb FT = 0% 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. II; 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. ' Walter P. Finn PE No.228* MlTek USA hic: FL Cert 8634 i6904 Parke East 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. 1010312015 BEFORE USE. ' Design valid for use only with MTek® 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 property 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 iwiTek' 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 ANS1(rPI1 Quaft Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Sately 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 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_kfiGCA6bx7j2Sy1HDXFw7ye3KX-MPOeJC1vfRQQXufvEWOR7UrEYdgQpKmgTx9t6zUScU .1-0-0 3-0-0 1-01-0 0 3-0-0 3x4 = Scale= 1:9.4 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 FBC2017/TPI2014 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 purlins. 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. 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 atjoint 3, 147 lb uplift at joint 2 and 4 lb uplift at joint 4. Waltei R Finn PE No.22838. MiTek USA; Inc: FL Cart 6634 '6904 Parka.East BIvd:1'ampa FL 33610} A0013,2019 ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11711-7473 rev. 1010312015 BEFORE USE. ' . Design valid for use only with MiTek® connectors. This design isbased,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 property 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 T16686502 M11392 ` J5 MONO TRUSS 8 1 Job Reference (optional) Gnambers Iruss, Inc., 1 rOrtHerce, I-L 8.z4u S IJec,15.2u16 Mi I eK Inaustries, Inc. vvea Apr J 1U:1t$:bb ZU18 rage 1 ID:_kriGCA6bx7j2Syl HDXFw7ye3KX-rbal WY2XQIYH92E6oEXgYhOGnO2hYn5wv7hiPYzUScT -1-0-0 5-0-0 i 1-0-0 5-0-0 3x4 = Scale=1:12.7 5-0-0 5-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid 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 Lumber 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 FBC2017ITP12014 Matrix -MP Weight: 17 lb FT = 0% 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 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. 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 lb uplift at joint 3, 177 lb uplift at joint 2 and 9 lb uplift at joint 4. Walter P; Finn PE No.22838: MiTek USA; Ilid FL C`erf 8834,- , <8984.Parke,Eest SIvB'Tempa FL 33810: April 3,2019 ®WARNING - Verify design parameters end READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 1Q/0312015 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 property 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 ANSI1TP/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 T16686503 M11392 J7 MONO TRUSS 24 1 Job Reference (optional) cnamoers i russ, inc., ron coerce, t-L 1-0-0 0.4'1U5 Uec OLU rO IVII I UK IrlUubnlCJ, I] lu. vvUu npr a ru: ro.ul—rtl rags 1 ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-JoSPku2983h8nCplLx2v5vxVWQSnHEL48nQGx_zUScS 7-0-0 Scale: 3/4"=l' 11 1 3x4 = 7-0-0 _ - 7-M Plate Offsets (X Y)— [2:0-1-14,Edge1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL . 1.25 TC 0.47 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/TPI2014 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 pudins. 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 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. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Dpsf; 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. Walter P. Finn PE No.21839, MiTek USA; Inc; FL Carl,6634.- . 6804 P,arke,East Blvd:•Tampa FL 33610' Date:; April 3,2019 &WARNING -Verily 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 i 1 V IiTeW 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/TP11 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 T16686504 M11392 KJ7 MONO TRUSS 4 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 3x4 = 8.240 s Dec 6 2018 MiTek Industries, Inc. Wed Apr 3 10:18:57 2019 Page 1 ID _kfiGCA6bx7j2Sy1 HDXFw7ye3"-JoBPku29B3h8nCplLx2v5vxzmQVpHBb48nQGx_zUScS 6-8-12 _ 9-10-1 , 5 3x4 = Scale = 1:20.6 6-8-12 9-10-1 6-8-12 3-1-5 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.20 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 FBC2017rTP12014 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 2x4SP No.3 REACTIONS. (lb/size) 4=127/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=-83B/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 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 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, 13=27)-to-4=-133(17=39, 13=39), 8=0(F=10, 13=10}0-5=49(F=-15, B=-15) Wal6r P. Finn'PE'No22639- MiTek USA, Inc. FL Cerf6634 '6904 Parka East Blvd. Tampa FL 33610' Date:: April 3,2019 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITE REFERENCE PAGE 11111•7473 rev. f a 03/20f5 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/t Quality Criteria, 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 Symbols 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. Ole - -I - For 4 x 2 orientation, locate plates 0- y+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 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 �r 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: ANSI/TPI1: 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 6-478 dimensions shown in ft-insixteenths (Drawings not to scale) 1 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: Mll-7473 rev. 10/03/2015 � General Safety Notes Failure to Follow Could Cause Property Damage or.Persorial.lnjury- 1. Additional stability bracing for truss system, e.g. diagonal orX-bracing, is always required. See BCSI. 2. Truss bracing must be designed'by.anengineer. 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 joint and embed fully. Knots and wane:atjoint locations are regulated by ANSI/TPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. S. 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, preservetive,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 specked. 13. Top chords must be sheathed or puriins 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 ANSI/TPI 1 Quality Criteria.