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TRUSS PAPPERWORK
RE: M11392 THE WINDSOR Site Information: Customer: Wynne Dev Corp Lot/Block: Address: unknown City: St. Lucie County ' SCANNEr BY St. Lucie County MiTek USA, Inc. 6904 Parke East Blvd. Tampa, FL 33610-4115 Project Name: M11392 Model: 71 Carlton 3 Bedroom Rear Porch Subdivision: State: FL General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2017ITP12014 Design Program: MiTek 20/20 8.1 Wind Code: ASCE 7-10 Wind Speed: 165 mph Roof Load: 37.0 psf Floor Load N/A psf This package includes 15 individual, dated Truss Design Drawings and 0 Additional. Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61 G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Seal# Truss Name Date 1 T16686490 a 4/3/2019 2 T16686491 at 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 jl 4/3/2019 12 T16686501 j3 4/3/2019 13 T16686502 j5 4/3/2019 14 T16686503 i7 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/fPI 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 property incorporate these designs into the overall building design per ANSI/rPI 1, Chapter 2. REVIEWED FOR CODE COMPLIANCE ST. L.UCIE COUNTY B®CC 11(,�11I II//ft 1ER P ��GENd* No 22839 �.!R STATE OF 6904 Part® Fast Blvd. Tampa H. 33610 April 03, 2019 1 of 1 Finn, Walter Job Truss Truss Type Oty Ply THE WINDSOR T76686490 M11392 A HIP 1 1 Job Reference (aDtionall wamoera uua>, inc., .ran r1erd%rr. b.dqu s use a zuia mi i ex m0usme6, Inc. Wall Apr 310:18:432u1e rage ID_)criGCA6bx7j2Sy1 HDXFw7ye3KX-j516o6UNUIw7521cX?ocWyM5YnfBOhBOwc1 W RozUSCC 4.00 12 4x8 = 2x3 11 3.6 = 4x4 = 2Y3 \\ 4 26 5 6 7 27 4x8 = 2x3 // 8 9 Scale-1:60.5 �0 1a 3x4 = 3x4 = 3x6 = 6xB = 3x4 — 3x6 = 30 = 3x5 = &0-0 1 /4-111-n-0 1 26.0.2a.t9 1 -13 26-0-0 1 35.0-0 sns.R.9 Plate _Offsets _(X,Y)-- [2:0-0-14,EdgeL[4:0-5-4,0-2-01 f8:0-5-4,0-2-01 r10:0-0-6 Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Vdefl Lrd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.57 Ven(LL) 0.42 12-23 >572 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.47 Ven(CT) 0.3712-23 >659 180 BCLL 0.0 ' Rep Stress Incr YES WE 0.94 Horz(CT) 0.03 10 Na n/a BCDL 10.0 Code FBC2017/rP12014 Matrix -MS Weight: 161 Its FT=20% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 REACTIONS. (Ib/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(1C 17), 15=1596(LC 1), 10=685(LC 22) BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 4-5-1 oc bracing. FORCES. (Ib) - Max. CompJM&c Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2.9=-639/108,.3-4=-396/0, 4-5=-9671T76, 5-7=-967/776, 7-8=-054/938, 8-9= 1009/1884, 9-10=-1265/2154 BOT CHORD 2-17=0/652, 15-17=0/430, 14-15=-704/454, 12-14=-1566/938, 10-12=-1971/1174 WEBS 3-17=-3721461,4-17=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.Opsh h=15f ; B=70fp L=35ff, eave=5ft; Cat. II; Elm C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2)-1-0-010 2-6-0, Interior(l) 2-6-0 to 9-0-0, Extedor(2) 9-0-0 to 13-11-6, Interior(1) 13-11-6 to 26-M, Exterior(2) 26-M to 30-11-6, Interior(1) 30-11-6 to 36-0-0 zone; porch right elmosed;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 noriconcunent 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, 14391b uplift at joint 15 and 799 lb uplift at joint 10. Walter P. Finn PE No.22839 tATek USA, Inc. FL Celt 6634 B904 Parke East Blvd. Tampa FL 33810 Date: April 3,2019 • &WARAUNG- Ver/ydisee parametweand READ NOTES ON TN/SAND INCLUDED MREKREFERANCEPAGENIP74M rev. I0,04¢015BEFORE USE Design valid for use only with M6ekO connectors. This design Is based only upon parameters shown, and is for on 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 bullding design, Bracing Indlcated is to preventbuckling of Individualnsweb and/or chord members only. Additional temporary and permanent bracing WOW Is always required for stoblllty, and to prevent collapse with possible personal Injury and property damage, For general guidance regarding ire fabrication, storage, delivery. erection antl bracing of muses and tars; systems, seeANSVIP11 QwTMyCtBnb, DB549 pad BC31 BuldY g Commnont seHry Inlemlatbmvoliable from TauPlane ate Institute. 218 N. lee Street, Sulte 312 Alexondda. VA 22314. 6904 Parke East Blvd. Tampa, FL 33610 Truss Tmss Type Oty Ply THE WINDSOR rolbl T16686491 392 Al SPECIAL 1 1 Job Reference o lional Chambers Truss, Inc., Fan Pierce, FL 8.240 s Dec 6 2018 MiTek Industries, Inc. Wed Apr 3 10:18:44 2019 3 D b 5x6 = A nnF,—,- 1= 3x4 = 5xB MTIBHS= Scale = 1:61.3 13 3x6 = 3X5 = Sx8 MT18HS= U12 = 2.00 12 10-0-0 1 149-0 I 2468 1 35-0.0 1 10.0-0 49-0 9.9-6 111.5-9 Plate Offsets (X,Y)— f2:0-0-2,Edgel f7:0-4-0 0-2-31 19:0.1-15 Edge1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.63 Ven(LL) 0.75 11-12 >563 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.91 Verl -1.21 11-12 >348 180 MT18HS 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.77 Horz(CT) 0.35 9 n/a n/a BCDL 10.0 Code FBC20171TP12014 Matrix -MS Weight: 1551b FT=20% LUMBER- TOPCHORD 2x4SPM30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP NDA BRACING - TOP CHORD Structural wood sheathing directly applied or 2-7-7 oc pudins. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. REACTIONS. (lb/size) 2=1349/0-8-0, 9=1349/0-8-0 Max Harz 2=-117(LC 10) Max Uplift 2=-825(LC 12), 9=-825(LC 12) FORCES. (Ib) - Max. Comp./Max. Ten. -Aft forces 250 (Ib) 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=-245613908, 9-11=-3442/5478 WEBS 3-13=-425/410, 4-13=-054/571, 4-12=-362/617, 5-12=-269/279, 6-12=-1034712, 6-1 1=-373/892, 7-1 1=-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.Ops4 h=15ft; B=70f ; L=35ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) -1-0-0 to 2-6-0, Intedor(1) 2-6-0 to 36-0-0 zone;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 pat bottom chord live load nonconcumant with any other live loads. 6) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 9 considers parallel to grain value using ANSVTPI 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 and 825 lb uplift at joint 9. Walter P. Finn PE No22839 MiTek USA, Inc. FL Ced 6634 6904 Parke East Blvd. Tampa FL 33810 Date: April 3,2019 OWARND/G. 9erhydes19npemmesen,end READN0WS ON TMSANDINCLUDWMREKREFERANCEPAGEM47M.J . 1WA12015aEFORE USE Design valid for use only with MTekg connectors. This deagn Is based only upon parameters shown, and Is for an Individual building component, not �'' a muss system. Before use. the building designer must verity the applicability of design parameters and properly Incorporate this design Into Me 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 reauired for stability and to prevent collapse with possble personal injury and properly damage. For general guidance regarding Me fabrication, storage, delivery, erection and bracing of busses and buss systems, seeAN5Vp9t Qua" Chub, DSB-89 end BCS1 Building Component Informolbrswo0oble ham truss Plate Institute. 218 N. lee Street. Suite 312 Alexandria. VA 22314. 6904 Perim East Blvd.SabN Tampa, FL 33610 Job Truss Oh Ply THE WINDSOR �TrussType Ti6i86492 M11392 A2 SPECIAL 1 1 Job Reference o tional Chambers Truss, Inc., Fan Pierce, FL 8.240 s Dec 6 2018 MiTek Inc. Wed ADr 3 10:18:45 2019 6 b 4.00 12 5x6 = 3x4 = RPM 5.8 = 22 6 Scale = 1:61.3 3x4 = 5K = 3x12 = 3x6 = 2.00 12 10.0-0 I 14-9-0 22-0.0 246.E 35-0.0 10.0-0 49.0 7-3-0 2.6-610.5-6 .Plate Offsets (X.Y)- 12:0-0-6,Edae1, f6:0-4-0.0-2-31 f8:0-1-15,Edge1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Well L/d PLATES GRIP TCLL 20.0 Plate Gdp DOL 1.25 TC 0.66 Ven(LL) 0.72 10 >585 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.95 Ven(CT) -0.94 10-19 >447 180 MT18HS 244/190 BCLL 0.0 Rep Stress Incr YES W B 0.86 Horz(CT) 0.34 8 n/a n1a BCDL 10.0 Code FBC2017/rP12014 Matdx-MS Weight: 1601b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-6-15 oc puffins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 2=1349/0-8-0, 8=1349/0-8-0 Max Horz2=136(LC 11) Max Uplift 2=-825(LC 12), 8=-825(LC 12) FORCES. fib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-3211/2064, 3-4= 3017/1998, 4-5=-2580/1800, 5-6=-3379/2225, 6-7=-5242/3250, 7-8=-5759/3665 BOT CHORD 2-13- 1847/3008, 12-13=1403/2418, 11-12=-1552/2629, 10-11=-1990/3441, 8-10=-3410/5485 WEBS 3-13=-420/418,4-13=-427/688,4-12=-337/551, 5-12=-777/605, 5-11=-465/925, 6-11=-391/277,6-10=-1318/2268,7-10=-503/530 NOTES- 1) Unbalanced roof live loads have been considered for this design. - 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=70111; L=35ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedod2) -1-M to 2-6-0, Intedor(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 pending. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcument 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-M wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 8 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verity 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 8251b uplift at joint 8. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Can 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 3,2019 ' QWANNWG.Ver/fydeslgnparametenend6EADNOI ONTNISANDWCLUDWMn KBEFEBANCEPAGEM61479me1DD ISSEFOHEUSE Design valid for use only with Mrtekaa connectors. This design u based only upon poram6fers shown. and 6 for an Individual building component not a buss system. Before use, the bulltling designer must verity Ma applicability of design parameters and properly Incorporate this design Into the overall bulltling 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 Iryury and property damage. For general guidance regarding the fabrication. storage, delivery, erection and bracing of trusses and truss systems seeANSVIPII CuaIny CrBn a. D95419 and BCSI Building Component Saftrry Nlertnpibrrovollobleham Truss F1ote InsBtWe. 218 N. Lee Sheaf, Suite 312, Alexandria, VA 22314. Seeks Parke East Blvd. Tampa, FL 33610 � Truss Truss Type Oy Ply THEWINDSOR rlob 392 A3 SPECIAL 1 1 Job Reference o tional Chambers Truss, Inc., Fort Pierce, FL 8.240 s Dec 6 2018 MI Tex Industries, Inc. Wed Apr 3 10:18:46 2019, Page 1 ID:JdiiG_ CA6bx7j2Sy1 HDXFw7ye3KX-7g_FO7wGngliyWTBC7MK8a_bG_aPD3i5cZGA27zUScd i1-0-q a-EO 15.0.0 20-0.0 246.8 27-47 35-0.0 96.0.0 6.6-0 5-0-0 4-6-8 2-9-15 7.7.9 Y 0-0d' Scale = 1:62.3 4.00 F12 5x6 = 4x5 = 14 13 3x5 = 2x3 11 5x6 = 3x12 = 2.00 12 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too). Udell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.60 Vert(LL) 0.73 11 >572 240 MT20 244/190 TCOL 7.0 Lumber DOL 1.25 BC 0.95 Vert(CT)-0.9711-20 >432 180 MT18HS 244/190 BCLL 0.0 ' Rep Stress [nor YES WE 0.83 Horz(CT) 0.36 9 n/a We BCDL 10.0 Code FBC2017ITP12014 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 pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 2-2-0 cc bracing. WEBS 2x4 SP No.3 WEBS 1Row at midpt 7-12 REACTIONS. (lb/size) 2=1349/0-8-0, 9=1349/0-8-0 Max Harz 2=-155(LC 10) Max Uplift 2= 825(LC.12), 9=-825(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2.4=-3256/2031, 4-5=-2426/1588, 5-6=-2680/1790, 6-7=-2829/1832, 7-8= 5320/3257, 8-9=-5720/3554 BOT CHORD 2-14=-1817/3048, 13-14=-1817/3048, 12-13=-1258/2274, 11,-12=-2935/5103, 9-11=-3302/5445 WEBS 4-14=0/329, 4-13=-897/636, 5-12=-316/661, 6-12=-317/616, 7-12=-2727/1643, 7-11=-1072/1939, 8-11=-390/391 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=70ft; L=35ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extenor(2)-1-0-0 to 2-6-0, Interior(1) 2-6-0 to 36-0-0 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load 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 chard and any other members. 7) Bearing at joint(s) 9 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verity 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 joint9. Walter P. Finn PE No.22839 MTek USA, Inc. FL Carl 6634 Off Parke East Blvd. Tampa FL 33610 Date: April 3,2019 - &WARNING - Vertrydeslge paremeteresntl READ NOTES ON THIS AND INCLUDED MREKREFE041NCEPAGEM/F747g; reV. faM1401SBEFOREUSE Design void for use only with MBek®connectors. This design u based only upon parameters shown, and Is foram Individual building component, not a huss system. Before use, tte building designer must verify the opplicobllity of design parameters and properly Incorporate this design Into the overall bulldingdesign. Bracing indicated is to prevent buckling oHndNldual truss web and/or chord members only. Additional temporary and permonent bracing MiTek' Is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabricafioa storage, delivery, erection and bracing of trusses ontl truss systems, seeANSUtPII Qua'N CDMM. DSB-89 and BC9t Balding Component "' 6904 Parke East Blvd. Sahty mformatbMvoilabie from Truss Plate Immune, 218 N. Lee Street, Suite 312, A1exantlrlo, VA 22 14. Tampa, FL 33010 Job Truss Truss Type Orly Ply T16686494 M11392 A4 SPECIAL 1 1 �THEWINIDSOR Job Reference (optional) Chambers Truss, Inc., ,Fort Pierce, FL 8.240 s Dec 62018 MITek Industries, Inc. Wed Apr 3 4.00 12 5x6 = 4x6 = 2xs It 6 7 Scale=1:62.3 m 2n� 7 lb 1e 6x10 3x5 = 2x3 II 5xa = 3x12 = 2.00 12 8-fi-0 74&0 18.0-0 246.6 35-0.0 r 8-6-0 I E3.0 3-3-0 66-8 10-5-8 Plate Offsets (X Y)-- (2:0-1-6,Edpe1 19�0-3-0 Edoel (11:0-1-15 Edae1 LOADING (pso SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.59 Vert(L-) 0.80 13 >528 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.95 Vert(CT) -1.05 13 >400 180 MT18HS 244/190 BCLL 0.0 ' Rep Stress [nor YES WB 0.98 Horz(CT) 0.39 11 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Weight: 1721b FT=20% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD2x4 SP M 30 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-6-14 oc pudins. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt a-14 REACTIONS. (Ib/size) 2=134910-8-0, 11=134910-8-0 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=-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 Extenar(2) -1-0-0 to 2-6-0, Interior(1) 2-6-0 to 36-M zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 pat bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 201 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 ANSV FPI 1 angle to grain formula. Building designer should verity capacity of beading surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 825 lb uplift at joint 2 and 8251b uplift at joint 11. Walter P. Finn PE No.22839 Wrek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 3,2019 - QWANNING-Verify desfgnpavameters and NEADNOTES ON MIS AND INCLUDEUMITEKBEFENANCE PAGE Md-7473mv. tat22p156EFONE USE Design valid for use only with V ireketconnecton.)ive design Is based only upon parameters shown. and a for on Individual building component, not a huss system. Before use, the bulltling designer must verity the appllcablllty of tleslgn parameters and properly Incorporate this design Into the overall building tleslgn. Bracing Indicated is to buckling of Individual muss web and/or chord members only. Additional temporary and permanent bracing M!Tek' prevent Is always reaulred for stability and to prevent collapse with possible personal hjury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of busses and muss systems, seeANSI/19I11 QuaMpyy C1@nb, DSB49 antl BCSI Building Component 6904 Parke East Blvd. Safety Informatio callable from Truss Plate Institute. 218 N. Lee street. SuBe312 Alexandria VA 22314, Tampa, FL 33610 Job Truss Truss Type Cry Ply THE W INDSOR T76686495 M11392 AS SPECIAL 16 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.240a Dec 62018 MiTek Industries, Inc. Wed Apr 3 4.00 12 SxB MT18HS II Scale=1:60.3 14 13 3.5 = 2Y3 II Sx10 = 3x12 = 2.00 72 9-6-0 149.0 24-6-8 35-M 8-6-0 1 6.3-0 9-9-8 10�13 Plate Offsets (X,Y)-- T2:0-1-6,Edge] [8:0-3-O,Edgel. [10:0-1-15 Edgel LOADING (psi) SPACING- 2-M CSI. DEFL. in (too) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.81 Vert(LL) 0.80 12-13 >526 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.92 Vert(CT) -1.28 12-13 >329 180 MT18HS 244/190 BCLL 0.0 Rep Stress lncr YES WB 0.74 Horz(CT) 0.36 10 n(a n/a BCOL 10.0 Code FBC20171TP12014 Matrix -MS Weight: 160 lb FT=20% 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* 6-12:2x4SP M 30 OTHERS 2x4 SP No.3 REACTIONS. ill 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) BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 act pudins. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at micipt 6-12 FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-0247/2112, 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=01303, 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=58; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-6-0, Interigr(1) 2-6-0 to 17-6-0, Exterior(2) 17-6-0 to 21-0-0, Interior(1) 21-0-0 to 36-M 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 nonooncurrent 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 ANS1rrPI 1 angle to grain formula. Building designer should verity capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 825 to uplift at joint 2 and 8251to uplift at joint 10. Wallerl'. Finn PE No.22839 MTek USA, Inc. FL Cart6634 6904 Parke East Blvd. Tampa FL 33810 Date: April 3,2019 - &WARNING-Ver/tydesr9nparemefersend NEADNOrEG ON MSANDWCLUOEOMDEKREFF ANCEPAGEMIP74Mar .. 1GT12015BEFORE USE Design volld for use only with Mirek0connecto6. INs tleslgn Is bosed only upon parameters shown, and Is for on Individual bulltling component, not a nuss system. Before use, the building designer must verity the appllcabllity of design parameters and properly Incarcerate ihls tleslgn Into the overall bulltling design. Bracing Indicated is to prevent buckling of lndlvldual fruss web and/or chord members only. Additional temporary and permanent bracing M1Tekc Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storal delivery. erection and bracing of trusses and Imss systems. weANSVWII Cuall Civello, DSB49 and BCSI Building Component $gf91y bslormdlbrpvo ob a from Truss Rafe nsOMe, 218 M Lee Steel. Sulte 312. Alexandria. VA 22314. 69W Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type City Ply THEWINDSOR T1fi686496 M11392 ATA COMMON 5 1 Job Reference (optional) Vnambers i russ, Inc., ,Port Flerce, FL 8.240 3 Dee 6 2018 MI I eK Industries, Inc. Wed Apr 3 10:18:49 2019 Vega 1 4.00 12 4x5 = 6 scale=1:59.5 17 17 ' 15 - 14 "' 12 3x6 = W 11 416 = 3x8 = 2.3 II 3x6 = 3xe = 4x6 = 8-0-0 12.11-0 22-1-0 26-8-D 35.0-0 61 Plate Offsets (X,Y)— 12:0-0-2,Edge1 I10:0-0-2 Edgs1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL. 1.25 TO 0.59 Vert(LL) 0.33 14-15 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC0.68 Vert(CT) -0.64 14-15 >652 160 BCLL 0.0' Rep Stress ]nor YES WB 0.59 Horz(CT) CA3 10 n/a rda BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight: 166 lb FT=0 LUMBER- BRACING - TOP CHORD 2z4 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=1399/0-8-0 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 (Ib) 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=-560/96B, 3-15=-681/524 Structural wood sheathing directly applied or 3-1-15 oc pudins. Rigid ceiling directly applied or 5-2-15 cc 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. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Ex1erior(2) -1-0-0 to 2-6-0, Intedor(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 & MW FRS 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 pat bottom chord live load nonconcument with any other live loads. 5) ' This truss has been designed fora live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = I O.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 7751b uplift at joint 2 and 775 lb uplift at joint 10. Walter P. Finn PE No.22839 MI ek USA, Inc. FL Cad 6634 6904 Padre East Blvd. Tampa FL 33610 Date: April 3,2019 Jab Truss Truss Type Oty Ply T76686497 M11392 B COMMON 2 1 �THEWINDSOR Jab Reference (optional) �nampers Irues, um., ,Von PIerC9, VI_ 8.24U S UeC a LUIa Ml I ea maWmeS, Inc. Wed Apr 310:18:51 2019 ID_kfiGCA6bx7j2Sy1HDXFw7ye3KK-Uen8Tr PcDw 3HM8?hyVrehWA?OSuN?Blmq r1.0.0 8-3.5 14-0-0 _ r_ _ 17.6.0 , 21-0.0 , _ 26-B41 _ 35.0-0 ci d Scale = 1:59.3 4.00 F12 3x6 = 6 3x4= 2x3 11 3x6 = 3x4 = 3x4 = 3x6 = 2x3 11 3x4 = R.A.S 1d.n-n 9,.n.n 90.R.rr 'lLn.a 8-3-5 15-8-11 7.0.0 5-8-11 8-3-5 Plate Offsets (X,Y)-- [2:0-2-6 Edgel [6:0-3-0Edgel r10:0-2-6 Edael LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.34 Vert(LL) -0.11 14-15 >766 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.38 Vert(CT) -0.2417-20 >715 180 BCLL 0.0 ' Rep Stress Mar YES WB 0.63 Hom(CT) 0.03 10 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matdx-MS Weight: 149 lb FT=20% LUMBER- '-BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directlyapplied or 6-0-0 cc puffins. BOT CHORD 2x4 SP'M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. WEBS 2x4 SP No.3 REACTIONS. All bearings 0-8-0. fib) - 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 Gmv 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=4.2pst BCDL=3.Opsf; h=15ft; B=70tt; L=35tt; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional)and C-C Exteaorf2) -1-0-0 to 2-6-0, Intedor(1) 2-6-0 to 17-1 Exterior(2) 17-6-0 to 21-0-0, Interior()) 21-0-0 to 36-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate gap DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcument 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, 453lb.uplift at joint 15, 453 lb uplift at joint 14 and 371 lb uplift at joint 10. Walter P. Finn PE No.22839 MTek USA, Inc. FL Cad 6634 6904 Padre East Blvd. Tampa FL 33610 Date: April 3,2019 - QWANNWG-Ved/y deergn vsvWx,1v. and 6EADNOTESON TNISANDWCLUDEloldn NEFENANCEPAGEMbIOJrev. 1G'aM0fSBEFONEUSE Design valid for use only with Mflek® connectors. This design Is bared only upon parameters shown, and Is for on Individual building component, not a buss system. Before use, Me bullding designer must verify the appllcoblllry of design parameters and properly Incorporate this design Into Me overall building design. Bracing indicated is to prevent buckling of Individual taus web andlor chord members only. Additional temporary and permanent bracing Met( Is always requiredfor Vobany and to prevent collapse wiM possible personal hJury and property damage. For general guidance regarding the fabrication, storage, delNery, erection and bracing of trusses and muss systems. sWANSVIPII CuniB1. Croorka. DS549 and BCSI Building Comfaarl 69N Parke East Blvd. Sabty InrormalbMvolloblercom Truss Plate InstlMe. 218 N. Lee Sheet, Suite 312. Alexandria VA 22314. Tampa, FL 33610 Truss Truss Type Oty Ply THE WINOSOR FJob T76686498 M11392 BHA BOSTON HIP 1 1 Job Reference o tional unama9rs I ruse, me.. FOa Home, FL 0.240 6 UeC b 2uT 0 MI I ex mC. Went ADr 3 10:18:52 2019 52 3x4 = 4.00 12 4x4 = 57 15 58 17 56 12 /\ 59 3x6 55 9 54 g 5xl2 — 53 4 6 x6 = 3 H 20 60 22 3x8 C 3x4 2�1 Sz12 C 26 19 1 23 35 42 43 34 44 33 45 46 47 48 92 49 31 50 51 30 3x6 = 6xs = 6x8 = 3x6 = Scale = 1:62.4 3x4 = LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in {roc) Udeil Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.51 Vert(LL) 0.13 35-38 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.54 Ven(CT)-0.1635-08 >999 180 BCLL 0.0Rep Stress lncr NO WE 0.65 Horz(CT) 0.04 28 n/a n/a BCOL 10.0 Code FBC2017/TP12014 Matrix -MS Weight: 2081b FT=O% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or5-3-13 oc puffins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-" oc bracing. WEBS 2x4 SP No.3 WEBS 1Row at midpt 3-33.27-32 JOINTS 1 Brace at Jt(s): 11, 19, 16, 7,23 REACTIONS. All bearings 0-8-0. (lb) - Max 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 2501b or less atjoint(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 (to) or less except when shown. TOP CHORD 2-3=-1692/1103, 34=-105/259, 27-28=-1129f710, 3-5=-441/520, 5-7=-436/514, 7-10=-436/514, 10-11=-436/514, 11-13=-036/514, 13-16=-036/514, 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=-939/1672; 33-35=-909/1484, 32-33=-382/400, 30-32=-575/1004, 28-30=-568/1039 WEBS 3-35=-191/649, 27-30=01451, 3-33=-2090/1523, 11-33=-810/782, 1932=-772f745, 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=4.2pst 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 tit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 5651b uplift at joint 2, 1269 to uplift at joint 33, 1017 lb uplift at joint 32 and 434 Ib, uplift at joint 28. 8) Graphical pudin representation does not depict the size or the orientation of the puffin along the top and/or bottom chord. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 2651b down and 381 to up at 7-0-0, 158 Ib down and 2061b up at 9-0-12, 15816 down and 2061b up at 11-0-12, 158 Ib down and 206 Ib up at 13-0-12, 1581b down and 206 Ib up at 15-0-12, 158 lb down and 206 lb up at 17-0-12, 1581b down and 206lb up at 17-11-4, 158 Ib down and 206 Ib up at 19-11-4, 158 Ib down and 2061b up at 21-11-4, 158 Ib down and 206 Ib up at 23-11-4, and 158 Ib down and 206 Ib up at Walter P. Finn PE No.22839 39 25-114, and 158 Ib down and 206lb up at 27-11-4 on top chord, and 373 Ib down and 2361b up at 7-0-0, 69 Ib down at 9-0-12, 69 MiTek USA, Inc. FL Ced 6634 C MiTeParka Ib down at 11-0-12, 69 It, down at 13-0-12. 69 Ib down at 15-0-12, 69 Ib down at 17-0-12, 69 lb down at 17-114, 69 Ib down at 6904 East Blvd. Tampa FL 33610 19-114. 69 lb down at'21-114, 69 Ito down at 23-114, and 69 Ile down at 25-11-4, and 69 lb down at 27-114 on bottom chord. Data: 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). April 3,2019 andard Q WARNWG-Ver/lydeesmco merersend READ NOTES ON THLSAND INCLUDED MREKREFERANCEPAGEM&T473 rev. 10=015BEFOREUSE valid for use only with MRelda connectors. the design is based only upon parameters snown, and for an Individual building component. not a trucesystem. Before use, the budding designer must verify the applicablllly of dedgn 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 witDesign M!Tek' Is always real for stability, and to prevent collapse wide possble personal Voury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss symema seeANSVIPll Quo @y Cellular, DSB-89 and BCSI Building Componrrnh Safety Infeonatbmavallobie from Truss Plate Institute, 218 N. Lee Street Suite 312, Alexandria, VA 22314. 69M Parke East Blvd. Tampa, FL 33610 Truss Truss Type Oly Ply THE WINDSOR rolbl T76686498 392 BHA BOSTTy HIP 1 1 Joh Reference o tional Chambers Truss, Inc., Fort Pierce, FL 6.240 s Dec 62018 MITek Industries, Inc. Wed Apr 3 10:18:53 2019 Page 2 ID_k8GCA6bxTj2Syl HDXFw7ye3KX-DOv uX9f7gAjlaWX65_-w3mgy3PMG9UD9S2oDzUScW LOAD CASE(S) Standard t) bead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 3"9=-20, 1-3=-54, 3-15— 54, 15-27=-54, 27-29=-54 Concentrated Loads (lb) Vert: 35=-373(F) 30=-23(F) 42=-23(F) 43=-23(F) 44>23(F) 45=-23(F) 46=-23(F) 47=-23(F) 48=-23(F) 49=-23(F) 50=-23(F) 51=-23(F) 52— 169(F) 53=-118(F) 54=-118(F)55=118(F) 56= 118(F) 57=-118(F)58=-118(F) 59=-118(F) 60=-118(F) 61=-118(F) 62=-118(F) 63=-118(F) ' QWARNING -Verify design paramelen end HEAD NOTES ON TNLSANU INCLUDED MHE/CHEFEHANCEPAGEM6)4TJrev. 1d0.TI19T58EFOHE USE Design valid for use only with Mife'.18 connectors. This design Is based only upon parameters shown. and Is for on Individual bulltling component, not a buss system. Before use, the building designer must verity the applicability of design parameters and property Incorporate this design Into the overall bullding design. Bracing Indicated 6 to prevent Welding of Individual truss web and/or chord members only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal injury and property damage. ForgenerNguldanceregardingthe . fcbrlcaton, storage, delivery. erection and bracing of trusses and truss systems. seeANSV PII Quo11MMyy Criteria. DS549 and SCSI Building Component Safety Informalbrwallable from Truss Plate Institute. 218 N. Lee Street, Suite 312 Alexandria, VA 22314. ��• WGIC 6904 Perks East Blvd. Tampa, FL 33610 Job Truss Truss Type Day Ply T76686499 M11392 GRA HIP 1 1 �THEWINDSOR Job Reference (optional) a.[4U5 uec 04u 10 Mr 1ex muusmes, Inc. wed ADf 310:16:5421J1e Sx12 MT18HS = 4.00 12 3x5 11 3x8 = 4x8 = 4xB — Scale =1:60.3 m n eu 41 3x4 = 2x3 II Us = 5x14 = 3x4 = UB = 2x3 3x5 = 7-0.0 14-11.o 21-5-2 I 28-0.0 350.0 zn.n Plate Ottsets(X,1)— r3:0-9-0,0-2-81 r6:0-3-80-2-01 I7:0-5-40-2-41 f73�0-0-00-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (roc). Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.94 Vert(L-) 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 Hmz(CT) 0.09 8 Na rJa .BCDL 10.0 Code FBC2017/TP12014 Matrfx-MS Weight: 153 lb FT=20% LUMBER - TOP CHORD 2xi4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 *Except* 4-13: 2x6 SP No.2 REACTIONS. (lb/size) 2=750/0-8-0, 13=3223/0-8-0, 8=1225/0-8-0 Max Horz 2= 78(LC 6) Max Uplift 2=-448(LC 8), 13=-2442(LC 8), 8=-1159(LC 8) Max Grav 2=755(LC 17), 13=3223(LC 1), 8=1225(LC 18) BRACING - TOP CHORD Structural wood sheathing directly applied or 3-9-5 oc puriins. BOT CHORD Rigid ceiling directly applied or 4-6-8 oc bracing. WEBS 1 Row at Fill 6-13 2 Rows at 1/3 pts 3-13 FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-15341729,3-4=-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=-1591733,3-13=-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=4.2pst BCDL=3.Opsf; h=15ft; B=70111; L=35ft; eave=5ft; Cat. II; Exp C; Encl., GCpl=0.18; MWFRS (directional); porch right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcument 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 2-04) 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 Its up at 7-0-0, 90 Its down and 155 lb up at 9-0-12, 90 lb down and 155 lb up. at 11-0-12, 9011a 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 Ib down and 155 Ib up at 19-11-4, 90 lb down and 155 lb up at 21-11-4. 90 lb down and 155 Ito up at 23-11-4, and 90 Ib down and 155 lb up at 25-11-4, and 203 lb down and 329lb up at 28-0-0 on top chord, and 452 lb dawn and 263 lb up at 7-0-0, 63 lb tlown and 3lb 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 3lb up at 15-0-12, 63 lb down and 3lb up at 17-0-12, 63 Ib down and 31b up at 17-11-4, 63 Ib down and 31b up at 19-11-4, 63 lb down and 3lb up at 21-11-4, 63 lb down and 3 lb up at 23-11-4, and 63 lb down and alb up at 25-11-4, and 452 lb down and 263 lb up at 27-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard Walter P. Finn PE No.22639 MTek USA, Inc. FL Cert 6634 6204 Parke East Blvd. Tampa FL 33610 Dare: April 3,2019 ' QWARNING -VeNry des/9npornmerersend READ NOTES ON WMAND INCLUDED MrrEKREFERANCEPAGEM6r4YJrev. iGAa4015BEFORE USE Design valid for use only with Mali connectors. Mls design a based only upon parameters shown, and Is for on InclNdual building component, not 0 truss system. Before use, the building designer must verity Me applicability of design parameters and properly Incorporate this design Into the overall bwldingdeslgn. Bracing Indicated is to prevent buckling of individual tnus web and/or chord members only. Additional temporary and permanent bracing always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding me - fobricatiom storage. delivery, erection and bracing of trusses and truss systems, seeANStmil Quality CRMdo. DSBA9 and BCSI Building Component Balmily lnfoenatbnavalloblefrom Truss Plate lnstltute.218 N. Lee Street Suite 312, Alexantlrla. VA 22W14. - Wit - MOW 6904 Parke East Blvd. Tempo, FL 33610 Job Truss Tm;a Type Oty Ply THE WINDSOR T16686499 M11392 GRA HIP 1 i Job Reference footionall Chambers Truss, Inc., .Fort Pierce, FL 8.240 s Dec 62018 MiTek Industries, Inc. Wed Apr 310:18:54 2019 Page 2 ID:_kflGCA6bx7j2Syl HDXFw7ye3KX-uDTG6sOHu8IZwk5jgpVCTGJuxDNe5e1 eRpCCKfzUScV LOAD CASE(5) 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(8) 4=-90(B) 10=-452(B) 22=-90(B) 23=-90(B) 24=-90(B) 26=-90(B) 27=-90(B)28= 90(8) 30=-90(B)31=-90(B) 32=90(B) 33=-40(B) 34=-40(B) 35=-00(B) 36=-40(B) 37=-40(B) 38=-40(B) 39=-40(B) 40=-40(B) 41=-40(B) AWASNWG- vedfydesfgnpzmmehmia dNEADNO7ESONMZMDMCLUDEDMffEKBEFEDANCEPAGEMIF74Mmv.1WDYfm59EF0BEUSE Design Den valid for use only wlih Mrek® connectors. This design h based only upon parameters shown, and 6 for an Indlvlducl building component not a truss system. Before use, the building designer must verify Me appllcablllty of design parameters and properly Incorporate Mk design Into the overall building dodge, Brociog Indicated is to prevent buckling of Individual truss web and/or chard members only. Madded temporary and permanent bracing is always required for stoblllN and to prevent colapse WIM possible personal injury and properly damage. For general guidance regarding the fabrication, storage. delivery, erection and bracing of trusses and toss systems, saeANSUrPl1 Qua0�y1. CMmks; D511-09 and BCSI Building Componlint Batty Infomtatbrlavolloble from Truss Plate Institute, 218 N. Lee Street. Suite 312 Alexandria. VA 22314, MiTele 69NI Pate East Bled. Tampa, FL 33610 � s Truss Type City Ply THE WINDSOR Fob FJ1 T16686500 2 MONO TRUSS 8 1 Jab 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 HDXFw7ye3KX-MPOeJC1vIRO0XUNEW OR7UrEfds3pKmgTx9t6zUScU -1-0-0 1-0.0 1-0-0 - - 1 0.0 -� 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in ([cc) Vdefl Ud 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 FBC2017/TP12014 Matrix -MP LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (Ib/size) 3=9/Mechanica1, 2=118/0-8-0, 4=0/Mechanical Max Harz 2=48(LC 12) Max Uplift 3=-4(LC 9), 2=-140(LC 12) Max Grav 3=11(LC 17). 2=11 B(LC 1), 4=17(LC 12) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. PLATES GRIP MT20 244/190 Weight: 5lb FT=0 BRACING - TOP CHORD Structural wood sheathing directly applied or 1-0-0 cc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. NOTES- 1) Wind: ASCE7-10; Vult=165mph (3-second gust) Vasd=128mph;TCDL=4.2psf, BCDL=3.Opsf, h=15ft; B=701t; L=351t; eave=6tt; 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 chard 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. Scale =1:6.1 Walter P. Finn PE No.22839 MTek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 3,2019 Job Truss Truss Type Oty, Ply THE WINDSOR T7668fi501 M11392 J3 MONO TRUSS 8 1 Job Reference(optional) Chambers Truss, Inc., Fort Pierre, FL 8.240 s Dec 62018 MTek Industries, Inc. Wed Apr 310:18:55 2019 3x4 = Scale = 1:9.4 3-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl 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 n1a BCDL 10.0 Code FBC2017/TP12014 Matrix -MP Weight: 11 lb FT=O% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or3-M oc pudins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-" oc bracing. REACTIONS. (lb/size) 3=64/Mechanical, 2=173/0-8-0, 4=37/Mechanical Max Harz 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. CompJMax. 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.Ops1; h=15ft; B=70tt; 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 36-0-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 541b uplift at joint 3, 147 lb uplift at joint 2 and 4 lb uplift at joint 4. Wafter P. Finn PE No.22939 MTek USA, Inc. FL Cent 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 3,2019 Job Truss Truss Type City Ply THEWINDSOR T76686502 M11392 JS MONO TRUSS 8 i Job Reference (olAori Gnambers I=a, Inc., FOn Pierce, FL 3x4 = 8.24U S UeC U 2Ule Mi I ex Inausines, Inc. Wed Apr 3 10:18:56 2019 Pagel LOADING (psQ SPACING- 2-0-0 CSI. DEFL in (lac) Vdefl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.73 Ven(LL) 0.07 4-7 >863 240 TCDL 7.0 Lumber DOL 1.25 BC 0.70 Vert(CT) -9.06 4-7 >964 180 BCLL 0.0 ' Rep Stress [nor YES W B 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matdx-MP LUMBER- -BRACING- TOP CHORD 2x4 SP No.3 TOP CHORD BOT CHORD 2x4 SP No.3 BOT CHORD REACTIONS. (Ib/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. (Ib) - Max. Comp./Max. Ten. -All forces 250 (11 or less except when shown Scale=1:12.7 PLATES GRIP MT20 2441190 Weight: 171b FT=0 Structural wood sheathing directly applied or 5-0-0 oc pudins. Rigid ceiling directly applied or 10-M oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=70h; L=35ft; eave=Gft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) -1-0-0 to 2-6-0, Interior(1) 2-6-0 to 4-11-8 zone;C-C for members and forces 8 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-M wide will fit between the bottom chord and any other members. 4) Refer to girders) 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, 1771b uplift at joint 2 and 9lb uplift at joint 4. Walter P. Finn PE No.22839 MTek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 3,2019 QWA11N6VG-Verify designasa eremanCREAD NOTES ON THISAND INCLUDED MREKREFERANCEPAGEMlh74"mv. 10,012015BEFOREUSE Design valid for use only with MBeM connectors. Ns design Is based only upon parameters shown, and Is for an Individual building component not a truss system. Before use, the building designer must vetlry the applicability of design parameters and properly incorporate this design Into me overall bulding design. Bracing Indicated a to prevent buckling of IndNltlual truss web and/or chord members only. Addilonol temporary and permanent bracing MOW Is ovaysrequlred for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication: storage, delivery, erection and bracing o1 trusses and truss system; seeANSVrP11 QUGWCd M. DSB49 and BCSI Buldho Camleonent 6904 Palle East Blvd. Safety 6ddrmatlonovoAoble from Truss Plate Instri 218 N. Lee Sheet Suite 312, Alexandria VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply THEWINDSOR T16686503 M11392 J7 MONO TRUSS 24 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 3x4 = 8.240s Dec 62018 MiTek Industries, Inc. Wed Apr 3 10:18:57 2019 Pagel ID_kfiGCA61bx7j2Sy1 HDXFw7ye3KXJo8Pku29B3h8nCplWv5"V W OSnH EL48nOGx_zUSCS Scale: 3f4•=1' LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (loc) Vdefl 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 We n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Weight: 231b FT=0 LUMBER- BRACING - TOP CHORD 2x4SP M 3D 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-M oc bracing. REACTIONS. (Ib/size) 3=165/Mechanical, 2=315/0-8-0, 4=88/Mechanical Max Harz 2=161(LC 12) Max Uplift 3=-153(LC 12), 2=-211(LC 12), 4=-12(LC 12) 'Max Gmv 3=165(LC 1), 2=315(LC 1), 4=125(LC 3) FORCES. (Ib) -Max. CompJMax: Ten. -All forces 250 (lb) or less except when shown NOTES- 1) Wind: ASIDE 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, Intedor(1) 2-6-0 to 6-11-8 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 pal bottom chard live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chard in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any othermembers. 4) Refer to girder(s) for truss to trussconnections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 153 lb uplift at joint 3, 211 Ib uplift at joint 2 and 12 lb uplift at joint 4. Wager P. Finn PE No.22839. MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33810 Date: April 3,2019 Q WARNING-Velify EeslgnR..teraead REAONOTES ON TN/SANOPICLUDWWEKREFERANCEPAGEMIP74m., 100e32015BEFOREUSE. Dedgn valid for use only with Miele® connectors. This design Is based only upon parameters shown, avid Is for an Individucl bullding component, not ��- a truss system. Before use, the building designer must veatythe applicability of design parameters and properly Incorporate ihb design Into the overall building design. Bracing Indicated s to preventbuckling of Individual fuss web and/or chord members only. Additional temporary and pennonem bracing MiTek' Is always repulred for stability and to prevent collapse with poWbia personal injury and properly damage. For generci guidance regarding me fabrication. storage. calvary, erection and bracing of trusses and buss systemsweANSVMIt duality CMerks, OSS49 and BCBI Msltlbp Component 6904 Parke East Blvd. Safety Mfiamallorwollabie from Truss Plate Institute, 218 N. Lee Sheet, Sulfa 312 Alexandra, VA 22314. Tampa. FL 33610 Job Truss Oty Ply �THEWINDSOR T76686504 M11392 ]TrussType KJ7 MONO TRUSS 4 1 Job Reference o tional wampers I russ, nic., ron rlerce, rL a.Anu s ueu o m,o rvn, en nmuxnes, mc. vveu rspr o w:,a:or ca m Scale = 1:20.6 3x4 = 5 3x4 = 6-8-12 3-1-5 'LOADING (pso SPACING- 2-0-0 CSI. DEFL. in (10c) 'Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.20 Vert(L-) -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 [net NO WB 0.24 Horz(CT) 0.01 5 n1a n/a BCDL 10.0 Code FBC2017/rP12014 Matrix -MS Weight: 38 lb FT=O% .LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 use pudins. - BOT CHORD 2k4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=127/Mtechanical, 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 Gmv 4=156(LC 13), 2=379(LC 1), 5=461(LC 1) FORCES. (lb) -Max CompJMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-83B/366 BOTCHORD 2-7=487t798,6-7=-487r/98 - WEBS 3-7=0/307. 3-6=-920/561 NOTES- 1) Wind: ASIDE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=70ft; L=3511; 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 pat bottom chord live load nonconcument with any other live loads. 3) • This truss has been designed for alive load of 20.0ps1 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 girders) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 131 Ib uplift at joint 4, 262 lb uplift at joint 2 and 2381b 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 (pit) Vert: 2=0(F=27, B=27)-tc, 4=-133(F=-39, B=-39), 8=O(F=10, B=10)-to-5=-49(F=-15, B= 15) Walter P. Finn PE No.22839 M7ek USA, Inc. FL Ced 6634 6004 Parke East Blvd. Tampa FL 33810 Date: April 3,M 9 - QwAHNING-Verlrydesignparametemand BEADNOTES ON THISANDMCLUDEDMREKNEFENANCEPAGEM 7473nn, lhDYAVISBEFOFE USE valid for use only with MTel connectors. This design a based only upon parameters shown, and a for an Individual building component not Nit a fruss 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 betiding 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 person Injury and property damage. For general guidance regarding Me fabrication, storage, delivery, erection and bracing of trusses and truss systems. seeANSLgPll CuolBr Criteria. DS549 and SCSI Building Component 6904 Parke East Blvd.Sably Infolmatbmv.liable from Truss Plate Institute. 218 N. Lee Sheet Suite 312, Alexc,ntlrio. VA 22 14. Tampa, FL 33610. Symbols PLATE LOCATION AND ORIENTATION S74 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, �71dr I For 4 x 2 orientation, locate plates 0-'n0 from outside edge of truss. This symbol indicates the required direction of slots In connector plates. Plate location details available in MRek 20/20 software or upon request. PLATE SIZE The first dimension is the plate 4 x 4 width measured perpendicular to slots. Second dimension is the length parallel to slots, LATERAL BRACING LOCATION Indicated by symbol shown and/or by Text in the bracing section of The output. Use 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/TPII : National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. Numbering System 6-4-8 I dimensions shown in sixteenths scale) llII (Drawings not to scale) 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 NUMBERSAETTERS. 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 MIT" All Rights Reserved MITek Engineering Reference Sheet: MII-7473 rev. 10/03/2015 A General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, Is always required. See BCSI. 2. Truss bracing must be designed -by an engineer.For wide truss spacing: individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 3.Never exceed the design loading shown and never - stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other Interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each 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 practice is to camber for dead load deflection. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. . 12. Lumber used shall be of the species and size, and In all respects, equal to or better than that specified. 13. Top chords must be sheathed or purllns provided at spacing Indicated. on design. 14. Bottom chords require lateral bracing a110 ft. spacing, or less, if no ceiling is installed, unless othermise 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 ofgreen 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: