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k_ It RE: M11392 MiTek USA, Inc. THE WINDSOR 6904 Parke East Blvd. Tampa, FL 33610.4115 Site Information: Customer: Wynne Dev Corp Lot/Block: Address: unknown City: St. Lucie County 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: FBC2017/TPI2014 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 I T16686490 a 4/3/2019 2 T16686491 al 4/3/2019 3 T16686492 a2 4/3/2019 FI p 4 T16686493 a3 4/3/2019C�a4 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 bits 4/3/2019 10 T16686499 gra 4/3/2019 11 T16686500 j1 4/3/2019 12 T16686501 i3 4/3/2019 13 T16686502 j5 4/3/2019 14 T16686503 i7 4/3/2019 15 T16686504 kj7 4/3/2019 REVIEWED FOR CODE COMPLIANCE ST. LUCIE COUNTY BOCC The truss drawing(s) referenced above have been prepared by MiTek USA, Inc under my direct supervision � based on the parameters provided by Chambers Truss. P ER P. F�1f��' DesignTruss Engineers Name: Finn, Walter G E IVal My liccenserenewdate for the state of Florida is February 28, 2021. Florida COA: 6634 0 22839 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 00: STATE OF t�<(/� 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 J A �� ............ s I.O these designs. MiTek has not independently verified the applicability of the design �� parametersBefore use, the uthese cular �iand properly s181N A111 E��`� d verify applicability of designpparameters incorporate designs into the overall building design per ANSI/rPl 1, Chapter 2. Waiter P. Finn PE No.2YH39 MRek USA. Inc. R. Cad 6634 SM Parke East Blvd. Tampa Fl.33610 April 03, 2019 Dep.- 1 of 1 Finn, Walter Job' Truss Truss Type Oty Ply T1fi686490 M11392 A HIP 1 1 rEWINDSOR h Reference (optional) Fort Pierce, FL 8.240 s Dec 6 2018 MITek Industries, Inc. Wed Apr 3 10:1B:43 2U1 U Page 1 Chambers Truss, Inc., 4.00 12 US 2x3 II 3x6 = 4x4 = 23 �� 4 26 5 6 7 27 4xB, 2x3 8 9 Scale-1:60.5 11, 14 3x4 = 3x4 = 3x6 = 6x8 = 3x4 = 3x6 = 3x4 = SX5 = Plate Offsets (X Y)— r2:0-0-14 Edael 14:0-5-4 0-2-01 (B•0-5-4 D-2-01 r10:0-0-6 Edael LOADING Coal) SPACING- 2-0-0 CS]. DEFL in (loc) Vde9 Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.57 Vert(LL) 0.42 12-23 >572 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.47 Verl 0.37 12-23 >659 180 BCLL 0.0 Rep Stress Incr YES WB 0.94 Horz(CT) 0.03 10 n/a rVa BCDL 10.0 Cade FBC2017rrP12014 Matrix -MS Weight: 161 It, 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 (Ib) orless except when shown. TOP CHORD 2-3= 639/108, 3-4=-396/0,4-5=-9677776,5-7=-9677776, 7-8=-454/938, 8-9=-1009/1884, 9-10=1265/2154 BOT CHORD 2-17=0/652, 15-17=0/430, 14-15=-704/454, 12-14=-1586/938, 10-12=-1971/1174 WEBS 3-17=-372/461, 4-17=-272/451, 4-15=-1087/1002, 5-15=.336/386, 7-14=-766/399, 8-14=-580/997, 8-12=-958/447, 9-12=-058/6D0, 7-15=-1329/2190 Structural wood sheathing directly applied or6-0-0 oc pudins. 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=151t; B=70ft;.1_45f ; eave=511; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Extedor(2) -1-0-0 to 2-6-0, Interior(1) 2-6-0 to 9-0-0, Extedor(2) 9-0-0 to 13-11-6, Intedor(1) 13-11-6 to 26-0.0, EMedor(2) 26-0-0 to 30-11-6, Interior(1) 30-11-6 to 36-" 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 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will Trt between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 235 Ib uplift at joint 2, 14391b uplift at joint 15 and 799 lb uplift at joint 10. Waller P. Finn PE No.22839 MTek USA, Inc. FL Cod 6634 6904 Padre Ent Blvd. Tampa FL 33610 Oats: April 3,2019 Q WARNING- Vedfydeslgnpmametemand RE NO] GN]iIISA DWCLUUEVA KREFERANCERAGEh 74Mmv. I6Da2ale EEFGREUSE Design valid for use only with MIte4W connectors The design is based only upon parameters shown, and Is far an Individual building component. not o true system. Before use, the building designer must verity the applicability of design parameters and property Incorporate this design Into the overall bulaIng tlesign. Bracing Indicated h to bucking of Individual mess web and/or chord members only. Additional temporary and permanent brccing p dt MrTek prevent Is always requmed tar stability and to prevent collapse Win possible personal hJury and property damage. Far genercl guidance regarding the fabrication. storage, delivery, erection and broci g of trusses and ones systems. weANSVTPIl QupBh ClfieM, DSB49 and SCSI Building Component 69M Parke East Blvd. Safety mformallorxrdailoble from Truss Rate Ind@4e, 218 N. Lee Street. Suite 312 Alexandda, VA 22314. Tampa, FL W610 Job Truss Truss Type City Ply THE WINDSOR T76686491 M11392 At SPECIAL 1 1 Jab Reference (optional) GnamberS Truss, Inc., Fort Plelce, FL 4.00 12 8.240 s Dec 6 2018 MI rek Industries, mc. Wee Apr 31 u:18:44 2u19 5x6 = 2x3 II 5x8 MT18HS= 3x4 = vti A 4 21 5 6 22 7 Scale a 1:61.3 13 12 3a6 = 3x5 = 5.8 MT18HS — 3x12 c 2.00 12 70-0-0 iL -0 24-fi-8 35-0-0 1an.n I ,V &!4B 10-5-B Plate Offsets(XY)-- 12'0-0-2Edae1 f7:04-00-2-31 f9:0-1-15Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (Joe) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.63 Ved(LL) 0.75 11-12 >563 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.91 Vert(CT) -1.2111-12 >348 180 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.77 Horz(CT) 0.35 9 n/a rJa BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight: 1551b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-7-7 oc purilm. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 2-2-0 go bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=134910-8-0, 9=1349/0-8-0 Max Ham 2=-117(LC 10) Max Uplift 2=-825(LC 12), 9=-825(LC 12) FORCES. (lb) - Max CompJMax Ten. -All tomes 250 (Jb) or less except when shown. TOP CHORD 23=-3209/2102, 3-4=-3006/2024, 4-5=-3022/2080, 5-6= 3022/2080, 6-7=-4643/2994, 7-8=-5324/3364, 8-9=-5751/3700 BOT CHORD 2-13=-1883/3007, 12-13=-1591/2657, 11-12=-2456/3908, 9-11=-344215478 WEBS 3-13=425/410, 4-13=-354/571, 4-12=-362/617, 5-12=-269279, 6-12=-1034//12, 6-11=-373/892,7-11=-897/1523,8-11=404/435 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=70h; L=35h; eave=5ft; Cat. II; Fxp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Extedor(2) -1-0-0 to 2-6-0. Intedor(1) 2-6-0 to 36-0-0 zone;C-C for members and tomes & MWFRS for reactions shown; Lumber DOL=1.60 plate gdp 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 nonconcument 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 atJoint(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 2 and 8251b uplift at joint 9. Walter P. Finn PE No.P2839 MTek USA, Inc. FL Cad 6634 6904 Parke East Blvd Tampa FL 33610 Data: April 3,2019 Q WANNNG- Verity OeaignparametemandREDNOMSONTFI MDUICLUDEDMNEKBEFENANCEPAGEW74Mmv. 1o=V15BEFONEUSE Designvalidfaus ywlth Mgek6e mectom MLsdedgns basedoNyuponparamatemshawnandhforanindNidwI buadingcomponentnot �r- a truss system. Before use, Me bunchy designer must vedly the appllcabuty of design parameters and property Incorporate Mls design Into the overall buildingdeslgn. &aNngindicotecls aprevent bucW'usgofNOMdualtnsnwebandforchord membersonly. Addl6onaltemporary and pemianentbroUng `■ MiTek' b always required fa stability and to prevent collapse calm possible personal Injury and properly damage. For general guldcnce regarding Me fabrication. storage, delNery. erecnon and bracing of buses and Muss systemx seeANSVIPl1 Quay CMMa, OS3419 and SCSI Building Component 22314. 6904 Parke Fast Blvd. Tampa, FL W610 Safety Womlatbnovo0able from buss Plate Insmure. 218 N. Lee sheet. Sune 312 Alexandria, VA jot; Truss Truss Type Ply M11392 A2 SPECIAL �Qty 1 1b FEWINDSORT16686492 Reference (optional) 8.240 s Dec 6 2018 MiTek Inc. Wed Aor 3 10:18:45 2019 Chambers Teas, Inc., Fort Pierce, FL 6-0 "10 1-9-0 1 73-0 5x6 = 3x4 = 5x8 = 4.00 12 4 21 5 22 6 3x4 = Sx8 = 3x12 316 = 200 12 10-0.0 149-0 7 : 3HO 2488 35-0-08 10-0-0 I 4.9-0 I I 2-fi-8 f— [0-5- Scale = 1:61.3 Plate Offsets MY)- 12:0-0-6.Edee1 16:0-4-0.0-2-3t rB:0-1-15.Edcel LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.66 Vert(LL) 0.72 10 >585 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.95 Ven(CT) -0.9410-19 >447 180 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr YES WE 0.86 Horz(CT) 0.34 8 rust nua BCDL 10.0 Code FBC2017/ P12014 Matrix -MS Weight: 1601b FT=20% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-6-15 oc purins. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. REACTIONS. (Ib/size) 2=1349/0-8-0, 8=1349/0-8-0 Max Ho¢ 2=136(LC 11) Max Uplift 2=-825(LC 12), 8=-825(LC 12) FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 23=3211/2064, 3-0=-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=-14113/2418, 11-12— 155212629, 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 root 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=70f ; L=35fh eave=5ft; Cat II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-6-0, Interior(1) 2-6-0 to 36-0-0 zone;C-C for members and tames & 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 ftu s 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 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will 6t between the bottom chord and any other members. 7) Bearing at joint(s) 8 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of beading surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 825lb uplift at joint 2 and 825 lb uplift at joint S. Wafter P. Finn PE No30839 MTak USA, Inc. FL Cad 6634 0904 Padm East Blvd Tampa FL 33810 Data; April 3,2019 Job Truss Truss Type Oty Ply M11392 A3 SPECIAL 1 1b FEWINDSORT76686493 Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 4.00 F12 5x6 = 415 = 8.240 s Dec 6 2018 MiTek Industries, Inc. Wed Apr 3 10:18:46 2019 Basis =1:62.3 D m1n 16 b 14 13 - -- 3x5 _ 2x3 II 5x6 = 3x12 = 2ao 12 8-50 14-8-0 20-0-0 24-6-8 35-0-0 ' ri-s-o I 6.3-o I s3-o I a-6-e I lase —' Plate Offsets (Y Y)- f2:0-1-6 Edgel f3:0-3-0Edgel, fB:0-3-00.3-41 f9:0-1-15 Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.60 Vert(LL) 0.73 11 >572 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.95 Vert(CT) -0.9711-20 >432 180 MT18HS 2441190 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: 160 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Stmctuml wood sheathing directly applied or2-0-15 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 WEBS 1Row at micipt 7-12 REACTIONS. (Ib/size) 2=1349/0-8-0, 9=1349/0-8-0 Max Horz 2=-155(LC 10) Max Uplift 2=-825(LC 12), 9=-825(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-3256/2031, 4-5=-2426/1588, 5-6=-2680/1790, 6-7=-2829/1832, 7-8=-5320/3257, 8-9=-5720/3554 BOT CHORD 2-14=-1817/3048, 13-14=-1817/3048, 12-13— 1258/2274, 11-12= 2935/5103, 9-11=-3302/5445 WEBS 4-14=0/329,4-13=-897/636,5-12=-3lBt661,6-12=-317/616,7-12=-2727/1643, 7-11>1072/1939,8-11=-390/391 NOTES- 1) Unbalanced mof 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.. GCpl=0.18: MW FRS (directional) and C-C Extedor(2) -1-0-0 to 2-5-0, Interior(1) 2-6-0 to 36-M zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This buss 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 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 9 considers parallel to grain value using ANSL/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 8251b uplift at joint 2 and 825 lb uplift at joint 9. Walter P. Finn PE N022638 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd Tampa FL 33610 Date: April 3,2019 Q WANNMG-Vuffy designp4mmetoMMdPE1D NOTES ON TNISANDPlCLUDED MfrEKBEFVIANCEPAGEM67473 rev. fanaraOea BEFORE USE Design vdid for use only with MRekO 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 applkablity of tlesign parameters and property Incorporate this design Into the overall balding dedgn. Bracing Indicated is to prevent buckling of incMdual furs web and/or chord members orgy. Additional temporary and permanent bracing MiTek' Is always required for stalouty and to prevent collapse with parable personal Injury and property damage. For general guidance regarding the fobncallon, storage. delivery, erection and brocing of masses and fnas systems, seeANSUTP11 Quality Miss, MIMII and BCSI Balding Component Setoly Wormafbmvoaoble from Truss Rate Immune, 218 N. We Street Suste 312 Alexandria VA 22314. 6904 Paine East Md. Tampa, FL Mato Job Trus Truss Type Oty Ply M11392 A4 SPECIAL 1 ib FsEWINDSORT76686494 Reference (optimal) Chambers Truss, Inc., Fort Pierce, FL 4.00 12 5x6 = 4x6 = n II 6 7 8240 s Dec 6 2018 MiTek Industries. Inc. Wed Apr 3 10:18:47 2019 Scale v 1:62.3 16 15 6x10 = 3x5 = 2x3 II 5x8 = 3x12 = 2.00 12 8-EO 14-&0 8-fi-0 t fi-3.0 1 3-30 I 35-0-000 1 2810-5-8 r Plate Offsets (XY)— f2:0-1-6.Edge1 I9:0-3-O.Edgel.(11:0-1-15.Edge1 LOADING (psf) SPACING- 2-M CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.59 Vert(LL) 0.80 13 >528 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.95 VerUCT) -1.05 13 >400 180 MT18HS 244/190 BCLL 0.0 - Rep Stress Incr YES WE 0.98 Horz(CT) 0.39 11 n/a We BCDL 10.0 Code FBC2017/FPI2014 Matrix -MS Weight: 1721b FT=20% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 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 1Row at micipt 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 CompJMax. Ten. -All fames 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 3-1fi--0/334, 3-15=-882/614, 5-15=-238/254,7-14=-163/427, 6-14=-309/604, 6-15=-315MG9,8-14=-3146/1901,8-13=d034/1946,10-13=-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=5111; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Eldedor(2) -1-0-0 to 2-6-0, Interior(1) 2-" to 36-0-0 zone;C-C for members and fames & 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 nonconcurent 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-" wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 11 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verily capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 825 lb uplift at joint 2 and 825 lb uplift at joint 11. Walter P. Finn PE No22939 MITekUSA, Inc. FL Con 6634 6904 Parke East 81vd. Tampa FL 33610 Date: Apfj13,2019 0 wmarrtm- VergyCeaignparametersead BEAONOTEB ON TNSA?VDVXLDOEOMREKBEFEAANCEP4GEM67=my. jrN O15BEFOBEUSE Dedgnvand for onlywlth MiroM connectors. fhb de5gn is based any upon poramefers shown. and 4 form indMdual bu dIng component, not a tns system. Before use, the building designer mustvedfy Me oppiicabllity of design parameters and properly Incorporate this design Into Me overall buldlgdesl9n.Bracing halcatedUtoprevent bmldhgoflndHldualtrusweband/or chord membemonly. Additional temporary and permanent loading MiTek' isclwoys requeed for stability and to prevent collapse weh possble personal injury and property damage. Forgenerol guidance regarding Me labakatlor storage, delivery. erecflon and bracing of trusses and Mass systems weARSIM11 Cuallty CmNo, DS549 and SCSI Bu6tltrg Component 69N Parke East BNd. Safetyhdonnallomvallobie from Truss Plate Institute- 218 N. Lae Sheet, Suffe 312, Alexandra. VA 22314. Tampa, FL 33610 Job Thus Truss Type Cry Ply THEWINDSOR T76686495 M11392 AS SPECIAL 16 1 Job Reference (optional) Chambers Thus, Inc., Fort Pierre, FL 5xB MT18HS II 4.00 FI2 8.240 s Dec 6 2018 MTek Industries, Inc. Wed Apr 3 10:18:48 2019 Scale-1:60.3 14 13 3x5 = 2x3 II Sala = 3x12 = 2.00 12 8.6-0 14-9-0 24-6-B 35.0-0 0 8-6-0 63-0 9.9.8 10.5-B Plate Offsets MY)- r2:0-1-6,Edgel,[8:0-3-0,Edge1.r10:0-1-15,Edge1 LOADING (pso SPACING- 2-0-0 CSI. DEFL in (too) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.81 Vert(L-) 0.80 12-13 >526 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.92 Ved(CT) -1.2812-13 >329 180 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr YES WE 0.74 Horz(CT) 0.36 10 n1a rJa BCDL 10.0 Code FBC2017/TP12014 Matdx-MS Weight: 160 lb FT=20Y 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=134910-8-0, 10=134910-8-0 Max Horz 2=179(LC 10) Max Uplift 2=-825(LC 12), 10=325(LC 12) BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc pudins. BOTCHORD Rigid ceiling directly applied or 2-2-0oc bracing. WEBS 1 Row at midpt 6-12 FORCES. (Ib) - Max. Comp./Max. Ten. -All fames 250 (lb) or less except when shown. TOP CHORD 23=-3247/2112, 3-5=-2449/1679, 5.8=-2397/1763, 6-7— 5452J3624, 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=361/619, 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=701t; L=35ft eave=51t; Cat II; Exp C; Encl., GCpl=0.18; MW FRS (directional) and C-C Exterior(2) -1-" to 2-6-0, Intedor(1) 2-6-o to 17-6-0, Extedor(2) 17-6-0 to 21-", Intedor(1) 21-M 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) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = I O.Ops1. 6) Bearing at joint(s) 10 considers parallel to grain value using ANSVTPI 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 8251b uplift at joint 2 and 8251b uplift at joint 10. Wafter P. Finn PE No22839 MTekUSA, Ina. FL Cad 6634 6SO4 Parke East Blvd. Tampa FL 33610 Date: April 3,2019 A WARNING-V.WdeaignperemetM..dNEADNOTES ON TNISANDWCLUDEDMNEKBEFENANCEPAGEM674 .r . MUScOISBEFONE USE Design vdkr for use only Wth MBeIAa connectors This design is based only upon parameters shown antl is for an hall building component not ��- a teas system. Before use, the bu0ding designer must verify the applicability of design parameters and properly incorporate this design Into me overall building design. Brocing Indicated l3 to prevent bud gof Mlylud truss web and/or chord members only. Additional temporary and permanent bracing MiTek- is al my9 required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabricanort storage. dell✓ery erection and bracing of Irsmes and truss systems seeANSVTPiI GUaW CmoM, OBBdp and SCSI Building Component 6904 Parke East Bind. Safety hsformotbrsawa otale from Truss Plate Wiltute. 218 N. Lee Street. Suite 312, Nexcrici VA 22314. Tampa, FL W610 Job Truss Thus Type Oty Ply THE WINDSOR T76686496 M11392 ATA COMMON 5 1 Job Reference (optional) Gnam09rs I mss, Inc., Yon Pierce, PL 8.240 a Dec 6 2018 MITek Indusbles, Inc. Wed Apr 310:18:49 2019 Page 1 N. d scale =1:59.5 4.00 12 US = 6 17 '" 15 "" "' 14 "' 12 3.6 = 2x3 II 416 = 3x8 = 2X3 II 34 = 3xB = 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 FBC2017rrP12014 CSI. TC 0.59 BC 0.68 WB 0.59 Matrix -MS DEFL. in (too) Well Ud Vert( LL) 0.3314-15 >999 240 Vert(CT)-0.6414-15 >652 180 Hou(CT) 0.13 10 n/a file PLATES GRIP Mr20 244/190 Weight: 166 lb FT=O% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or3-1-15 oc pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 5-2-15 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1399/0-8-0, 10=1399/0-8-0 Max Holz 2=-179(LC 10) Max Uplift 2= 775(LC 12), 10=-775(LC 12) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3404/1963, 3-5=-2807/1637, 5-6=-2801/1739, 6-7=-2801/1739, 7-9=-2807/1637, 9-10=-3404/1963 BOT CHORD 2-17=-1724/3188, 15-17=-1724/3188, 14-15=-966/2053, 12-14— 1739/3188, 10-12=-1739/3188 WEBS 6-14=560/968, 9-14=-681/524, 6-15=-560/968, 3-15=-681/524 NOTES- 1) Unbalanced mat 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=151t; B=70ft; L=35ft; eave=611; Cat. 11; Exp C; Encl., GCpi=O.18; MWFRS (directional) and C-C EMerior(2) -1-0-0 to 2-6-0, Interior(1) 2-6-0 to 17-6-0, Exlerior(2) 17-8-0 to 21-0.0, Interior(1) 21-0-0 to 36-M zone;C-C for members and forces & Ivi for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) 100.0I1a AC unit load placed on the top chord, 17-e-0 from left end, supported at two points, S-M apart. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL= 10.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 775 lb uplift at joint 2 and 775 lb uplift at joint 10. Walter P. Finn PE Na22US MTekUSA, Inc. FL Ced6634 6904 Parke East Blvd. Tampa FL 33810 Date: April 3,2019 ®WARNING-VadIrdse/Snperemetersend READNOT60N 1 MDWCLUDEOMREKFEFEBANCEPAGEM 74Mmre 704032015BEFONEUSE Dedgnvalidfor use onlywrh MTeksisconnectomiNscosign abasedonly upon parameters show and isform IndvIduol bull0ing component net ��- o f= system. Before use, the bueding designer mustverey the opplicobelty, of design porametersand properly Incorporate ihls dedgn Into the overall buedingdesign.&ocing indicated Is to prevent buckling ofhWMdual lnnsweb and/or chord members only. AddMonal temporary and pannonentbraaing MiTek' Is always requeed for atonally and to prevent collopse with possible personal injury and property damage. For general guidance regarding roe fabrkalson. storage. dellvery. erecibn and bracing of fusser and MZS system& seeANSVIPII Cuo0ry Criteria. D35419 and BCSI Building Component 69N Parke East BNd. Safety Infomranor avoeable from Truss Rate Mature. 218 N.lee Street Sure 312, Alexandra VA 22314. Tampa, FL 33610 Job Toss Truss Type Ply THE WINDSOR T76686497 M11392 B COMMON �Qty 2 1 Job Reference (optional) Chambers Toss, Inc., Fort Pierce, FL 6 d 8.240 s Dec 6 2018 MiTek Industries, Inc. Wed Apr 3 10:18:512019 ID-kfiGCA6bx7j2Syl HOXFw7ye3KX-UenSTr PcDw 3HM87hyVmhWA70SuN7Blrz4 Scale=1:59.3 4.00 12 3x6 = 3x4 = 2.3 II 3x6 = 3x4 = 3x4 = 316 = 2x3 II 3x4 = B-3-5 1 14-0-0 21-0.0 26-B-11 35-0-0 11`yN_( O 8.3-5 r5-8-11 17-0.0 5-8-11 8-3-5 Plate Offsets (X,Y)— r2:0-2-6,Edgel,16:0-3-0,Edgel,r10:D-2-6,Edge1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (loc) Well Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TC 0.34 Vert(LL) -0.11 14-15 >766 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.38 Vert(CT) -0.24 17-20 >715 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.63 Horz(CT) 0.03 10 n/a n/a BCDL 10.0 Code FBC20177FPI2014 Matdx-MS Weight 1491b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. All bearings 0-8-0. (lb) - Max Hoe 2=-179(LC 10) Max Uplift All uplift 100 lb or less atjoint(s) except 2=-371(LC 12), 15=-453(LC 12), 14=-453(LC 12), 10=-371(LC 12) Max Gmv All reactions 250 Ib or less at jaint(s) except 2=602(LC 1), 15=844(LC 17), 14=840(LC 18), 10=602(LC 1) FORCES. (lb) - Max. CompJMax. 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 mot live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDLA.2psf; BCDL=3.Opsh h=15ft; B=70ft; L=35ft; eave=5ft; Cat II; Exp C; Encl., GCpl=0.18: MWFRS (directional) and C-C Extedor(2) -1-0-0 to 2-6-0. Interior(1) 2-6-0 to 17-6-0, Extedor(2) 17-6-0 to 21-0-0, Interior(1) 21-0-0 to 36-M zone;C-C for members and tomes & MWFRS for reactions shown; Lumber DOL=1.60 plate gdp DOL=1.60 3) This truss has been designed for a 10.0 pat bottom chard 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= IO.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 at joint 14 and 371 Ito uplift at joint 10. Wafter P. Finn PE No22939 A4TekUSA, Inc, FL Cart 6634 6904 Parke East BNB Tampa FL 33810 Data: April 3,2019 A WARNING-Vedfyddgn Paramefersead REAONOr ONTOMDWCLUOEUMREKREPERANCEPAGEMX74MJm.. fa=raISSUOREUSE. Deggn wild for use only w M6ek®connectors. This deggn Is hosed only upon parameters shown.and bfor on IndMdual building component, not a tom system. Before use, me building designer must verily the opplicatAlty of design parameters and properly Ncorporate this design Into the overall building design. Bracing Indicatedh to prevent buckling of indMdwl truss web and/or chord members Dory. Atlditlonal temporary and permanent bracing Is always reaunedfar stablBy and to prevent collapse with pomVe personal Injury and property damage. For general guidance regarding me fobdcalio . storage, delNery, erection and bracing of mores and tom systems, %eANSUIPII Cualits, CiBedo, OS349 and BCSI Building Component Safety Wormnllona,mlable from Truss Note Inuffute. 218 N. We Sheet SLne 312 Alexandria VA22314. MiTek' 6904 Parke East BW. Tampa, FL 33610 Job Truss Truss Type Dry Ply WINDSORT76686498 M11392 BHA BOSTON HIP 1 1 FE Reference (optional buss, Inc., Fod fierce, FL 8.240 s Dec 6 2018 MTek Industries, Inc. Wed Apr 310:18:52 2019 Page 1 ID_KGCA6bx7j2Syl HDXFv/7ye3KK-ygLWhB?1MW2rgRxLZOTkOrEfFPjAdpvL VVGmUScX 156 218-0 13-6-01 -0rO 7I 3-01I28slif 2zozoo i6zzoI2a_ &�I 250-I 31520-0 1eoa Scale = 1:62.4 3x4 = 4.00 12 40 = 57 15 58 17 56 12 59 3z6 55 9 548 5x12 =53 4 6 IX6 = 3 11 14 52 35 42 43 34 44 - 45 46 47 3x6 = 6xB = 20 �223z4Sx12269 1E27 48 32 49 31 50 51 30 &B = 3z6 = 3x4 = 140-0 I 21.0-0 2&0.0 l 35.0-0 1 7-0.0 7-0-0 74]-0 7.0.0 an.n Plate ONsets�V)— [3:0-64 0-1-121 [32:G3-8 G3-01-- f3:0-6-4 0-1-121 f32:0>3-8 G-3-01 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. In (too) Udell L/d 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 0.64 Vert(CT) -0.16 35-38 >999 180 BCLL 0.0 ' Rep Stress Incr NO INS 0.65 Horz(CT) 0.04 28 n/a Na BCDL 10.0 Code FBC2017/rPI2014 Matrix -MS Weight: 208 lb 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 6-0-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at micipt 3-33, 27-32 JOINTS 1 Brace at Jt(s): 11. 19. 16. 7, 23 REACTIONS. All bearings 0-8-0. (lb) - Max Hurz 2=179(LC 7) Max Uplift All uplift 100 Ib or less at joints) except 2= 565(LC 8), 33=-1269(LC 8), 32_ 1017(LC 8). 28=-434(LC 8) Max Grav All reactions 2501b or less at joints) excep12=812(LC 17), 33=1825(LC 1), 32=1529(LC 1). 28=626(LC 1) FORCES. (lb) - Max CompJMax. Ten. -All tomes 250 (Ib) or less except when shown. TOP CHORD 23=-1692/1103, 3-4— 105/259, 27-28=-1129f710, 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=-036/514, 18-19=-436/514, 19-21=-382/412,21-23=-382/412,23-25=382/412,25-27=-387/418 BOT CHORD 235=-939/1572, 33-35=-909/1484, 32-33=-382/400, 30-32=-575/1004, 2830=-568H039 WEBS 3-35=-191/649, 27-30=0/451, 3-33=-2090/1523, 11-33=-8101782, 19.32=-77N745, 27-32=-1484/1044,9-10=46X453, 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=158; B=70ft; Lr3511;.eave=68; 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 Muss 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 fuss to bearing plate capable of withstanding 565 Ib uplift at joint 2, 1269 lb uplift at joint 33, 1017 lb uplift at joint 32 and 434 Ib uplift at joint 28. 8) Graphical pudin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 265lb down and 381 lb up at 7-0-0, 158 lb down and 206 US up at 9-0-12, 158 lb down and 206 Ib up at 11-0-12, 158 lb down and 208 lb up at 13-0-12. 158 lb down and 206 lb up at 15-0.12, 158 lb down and 206 Ito up at 17-0-12, 158 lb down and 206 lb up at 17-11-4, 158 lb down and 206 lb up at 19-11-4, 158 lb down and 206 Ib up at 21-114, 158 lb down and 206 lb up at 23-11-4, and 158 lb down and 206 lb up at 25-114, and 158 lb down and 206 lb up at 27-114 on top chord, and 373lb down and 2361b up at 7-0-0, 69 lb down at 9-0-12. 69 Ib down at 11-0-12, 69 lb down at 13-0-12, 691b down at 15-0-12, 69 lb down at 17-0-12, 69 lb down at 17-114, 691b down at 19-114. 691b down at 21-114, 69 lb down at 23-114, and 69 lb down at 25-11-4, and 69 Ib down at 27-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). Wafter P. Finn PE No.22839 MRek USA, Inc. FL Cert6634 6984 Parke East Blvd Tampa FL 33810 Data; April 3,2019 ®WA NG-VMlydeslgnparametemandREAONOTE50NTN MDWCLUOEOMREKREFERANCEPAGEM 7=mJ 14912015BEFOREUSE Design varid for use only win MlrekO connectors. This design 6 based only upon parameters shown, and 6 for an IndMdual bidding component rwi a huts system. Before use, the building designer must verify the oWl4:abllity of design parameters and property Incorporate ma design Into the'=.roll bidding design. Brochng indicated is to prevent buckling of individual Muss web and/or chord members only. Additional temporary and permanent bracing Is always required for stabSity and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrkoliort storage. delivery, erection and bracing of Musses and Muss systems seeAN5V1911 Quality QH.do, OSB49 and BCSI BuIldEp Component Safety WamiaNerovrniable from Truss Rate Institute. 218 N. Lee Sheet. Suite 312, Alexandria. VA 22314. ��- MlTek 6ao4 Padre East Blvd. Tampa, FL 33610 Job Truss Tess Type Oty Ply M11392 BHA BOSTON HIP 1 1b FEWINDSORT76686498 Reference (optional) Chambers Tess, Inc., Fort Plerce, FL 8.240 s Dec 6 2018 MTek Industries, Inc. Wed Apr 310:18:53 2019 Page 2 ID:JdiGCA6bx7j2Syl HDXFw7ye3KK-OOvuuX?f7gAilaW X65_zw3mgy3PMG9UD9S2oDzUScW LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber lncrease=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert 36-39=-20, 1-3=-54, 3-15= 54, 15-27=-54, 27-29=-54 Concentrated Loads (lb) Vert: 35-373(F) 30=-23(F) 42= 23(F) 43= 23(F) 44=-23(F) 45=-23(F) 46=-23(F) 47=-23(F) 48=-23(F) 49=-23(F) 50=-23(F) 51=-23(F) 52=-169(F) 53=-118(F) 54— 118(F) 55— 118(F) 56=-118(F) 57= 118(F) 58=11 B(F) 59=-118(F)60=-11B(F)61=-118(F)62=-118(F)63=-11 B(F) Jab Truss Truss Type Oty Ply M11392 GRA HIP 1 1b FEWINDSORT1fifi86499 Reference (optional) unamaers Inns, Inc., non rierce, rL 4.00 r12 5x12 MT18HS = mz4us uec ozuio mueR mausmes, Inc. vveo Hpr J w:Io:Yr[mH 3x5 II 3x6 = US = 4xe = 3 22 23 24 25 4 25 27 5 28 629 30 31 32 7 Scale=1:60.3 JJ J9 14 3a Jb Jr ae 3e 11 4u 41 3z4 = 2x3 I 3x6 = Sz14 = 9A = 40 = 2x3 3x5 = - I 21f5.2 0 L- 740 774n0 -015 Plate Offsets (XY)- 13:0-9-0 0-2-81 [6:0-3-8.0-2-01 f7:0-5-4.0-2-41.113:0-4-0,0.3-01 LOADING (psf) SPACING- 2-M CSI. DEFL in (]cc) Well Ud PLATES GRIP TCLL 20.0 Plate Gdp 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) -0.3010-12 >812 180 MT18HS 2441190 BCLL 0.0 ' Rep Stress [nor NO WB 1.00 Horz(CT) 0.09 8 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight: 1531b FT=20% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 *Except* 4-13: 2x6 SP No.2 REACTIONS. (IWsize) 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 cc puffins. BOT CHORD Rigid ceiling directly applied or 4-6-8 cc bracing. WEBS 1 Row at midpt 6-13 2 Rows at 1/3 pis 3-13 FORCES. (lb) - Max. CompJMax. Ten. -All farces 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, B-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 pact live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDLr4.2psf; BCDL=3.Opsh, h=15ft; B=70ft; L=35ft; eave=5ft; Cat. II; Exa 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 panding. 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-" 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 Ito 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-", 90 Its down and 155 Ito up at 9-0-12, 901b down and 155 lb up at 11-0-12, 901b down and 155 Ib up at 13-0-12. 90 lb down and 155 lb up at 15-0-12, 90 lb down and 155 lb up at 17-0-12, 90 lb down and 155 lb up at 17-11-4,.90 lb down and 155 lb up at 19-11.4, 90 Ito down and 155 Ib up at 21.11-4, 90 Ito down and 155 lb up at 23-11-4, and 901b down and 155 Ito up at 25-11-4. and 2031b down and 329 lb up at 28-0-0 on top chord, and 452 lb down and 263 lb up at 7-", 63 lb down and 3lb up at 9-0-12, 63 lb down and 3 Ib up at 11-0-12, 63 Ib down and 31b up at 13-0-12, 631b down and 3 Ib up at 15-0-12, 63 Ib down and 3lb up at 17-0-12, 631b down end 3lb up at 17-11-4, 63 Ib down and 3lb up at 19-11-4, 631b down and 3 Ib up at 21-11-4, 63 to down and 31b up at 23-11-4, end 63 Ib down and 3lb up at 25-114, and 4521b down and 263 Ib 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 Waiter P. Finn PE No22839 MRekUSA, Inc. FL Cart6634 6904 Parke EastEly& Tampa FL 33610 Data: April 3,2019 A WARNWO-Vedfydes/gnpommefemand READNOTES ON TNISANOWCLUDEOMREKREFERANCEPAGEM67M.. VMv%n)156EFOREUSE Design valid for use only with MMGM connectors. This creation Is based only upon parameters shown and Is for an IndNldual building component not ��- a foss system. Before use. the building designer muslvedly the opplicabany of design parameters and properly Incorporate this design Into the overall bWdmgdedgn. &cchg InOlcaled is to prevent bucldhg ofhdMdual tmssweb and/or chord members only. AddMonal temporary and pennanentbrocing MiTek' Is always requeed forstoblify and to prevent collopse with possBlle personal h7ury and properly damage. For general gulCance regarding the ' fobdcallor storage, deWery, erection and bracing of trusses and truss systems, seeANSVrPR gummy Cmedo. DSB49 cod SCSI Buldbg Component 69N Parke East BNd. Safety InfomlaNemvaflable from Truss Rate Institute. 218 N. lee Street. Suite 312 Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply M11392 GRA HIP 1 1b FEWINDSORT16fi86499 Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.240 s Dec 62018 MiTek Industries, Inc. Wed Apr 3 10:18:54 2019 Page ID:_KGCA6bx7j2Sy1 HOXFw7ye3KX-uDTG6sOHuelZwk5jgpVCTGJtDd)Ne5eteRpCcKfztJScV LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-54, 3-7=-54, 7-9=-54, 16-19= 20 Concentrated Loads (lb) Vert: 3=-147(B) 7=-147(B) 15---452(B) 13=-40(B) 4=-90(B) 1D=-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=-40(B)36=-40(B)37=-40(B)38=-40(B)39=-40(8)40=-40(B)41=-40(B) Q WARNNG-VeritydervgnparametersandRE NOMS ON MSANONCLUOEDkVMKREFERANCEPAGEM 7MmV. ItVAY7a15BEFORE USE Design valid for use my wah Mlfek®cornecton. Tins design Is based any upon parametersshown, and Is form IndMdual building component not Mff a truss system. Before use, the buftdhg designer mustverlfy the cpplicabRIty of design parameters and properly Incorporate tins desiga Into Me overall bulidhgdesign. BrocinghdicatedbtopreventbucklingofindMdu ltru band/orchordmembomWy. AdditiondfempororycMp nonentbracing MiTek' 1s always reWx9c1 for stabliBy, and to prevent collapse with possible personal Wury and property damage. For general guldance regarding the fobdwHort storage, delivery, erection and bracing of trusses and truss systems, seeANSI/IPI I Cua!r CrIforW, PS34P and SCSI Building Component 6904 Parke East Bind. Safety infonnllobie ationc from Tnss Role institute. N. Lee sheet Suite 31Z Alexandra. VA 2214. Tampa, FL 33610 Job Truss Truss Type Orly Ply J1 MONO TRUSS 8 1b FEWINDSORT76686500M11392 Reference factional) Chambers Truss, Inc., Fort Pierce, FL 8.240 s Dec 6 2018 MITek Industries, Inc. Wed Apr 310:18:55 2019 Page 1 ID_"GCA6bx7j2Syl HDXFw7ye3KX-MPOeJC1vIROOXufvEWOR7UrEfds3pKmgTx9t6zUScU -1-0-0 1.&0 1-0-0 Scale =1:6.1 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (too) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL) -0.00 5 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.02 Vert(CT) -0.00 5 >999 180 BCLL 0.0 - Rep Stress Incr YES WB 0.00 Hoa(CT) 0.00 4 sire Na BCDL 10.0 Code FBC20171TPI2014 Matdx-MP Weight: 5lb FT=O% LUMBER - TOP CHORD 2x4 SP No.3 GOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 3=9/Mechanical, 2=118/0.8-0, 4=0/Mechanical Max Hone 2=48(LC 12) Max Uplift 3=4(LC 9), 2= 140(LC 12) Max Gmv 3=11(LC 17), 2=118(LC 1), 4=17(LC 12) FORCES. (lb) - Max CompJMax. Ten. -All tomes 250 (16) or less except when shown. BRACING- TOPCHORD Structural wood sheathing directly applied or 1-0-0oc puffins. GOT 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.Opst h=15tt; B=70ft; L=35ft; eave=6f . Cat II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Elderior(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 nonconcument 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-e-0 tall by 2-" 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 Ib uplift at joint 3 and 140 Its uplift at joint 2. Walter P. Finn PE No.22839 MRek USA, Inc. FL Cent6634 9904 Padre East Blvd. Tampa FL 33610 Date: April 3,2019 AW"MWG-Vedtydetlgnparamefemend HEADNOMSONTIILSANDINCLUDWMREKNEFEHANCEPAGEM 74n.re.. faTY10159EFOXEUSE Design voM for use only with Meek® connectors. This design Is based only upon parameters shown and a for an Individual building component, not a fuss system. Before use, me building designer must verily the appllcoblllty of design parameters aW properly Incorporate this design into the overall buedergdeggn. Bracing Indicated Is to prevent bucldmgofindMdualtnmweb and/or chord members only. Additional temporary and permanent bracing Is always required forstabl iry and to prevent collapse with posvble persand hyury and property damage. FW general guidance regarding the labdcatlon storage, delNery, erection and brocing of fnsses and trusssystems, seeANSVrPII Qua1DByy Cif erb, D5349 and SCSI Building Component Safety Wormatbmvopable from Loss mate Instihde, 218 N. Lee Shoot Suite 312, AlemndrlW VA 22314. ��- M)Tek* 6904 Parka East Blvd. Tampa, Fl. 33610 Job Trnae Truss Type Ory Ply WINDSOR T76686501 M11392 J3 MONO TRUSS 8 1 FE h 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:JcfiGCA6bx712Sy1 HDXFw7ye3KX.MPOeJC1vIROOxutvEWOR?UrEYdgOpKmgTx916zUScU -0 0 3.0.0 1-0.0 I 3.0.0 Scale =1:9.4 3x4 = 3.0.0 LOADING (psf) SPACING- 2-" CSI. DEFL In ([cc) VdeB L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Ven(LL) 0.01 4-7 >999 240 MT20 2441190 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 Hoa(CT) -0.00 3 rVa n/a BCDL 10.0 Code FSC2017/TPI2014 Matrix -MP Weight. 11 lb FT=O% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc puffins. 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=17310-8-0, 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. (Its) -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=15B; B=70ft; L=35ft; eave=6ft; Cat. II; Exp C; Encl., GCpl=0.18; MW FRS (directional) and C-C Extedor(2) -1-"to 2-6-0, Interior(1) 2-6-0 to 2-11-B 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 pat bottom chord live load nonconcument 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-" 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 64 lb uplift at joint 3, 147 lb uplift at joint 2 and 4 lb uplift at Joint 4. Walter P. Finn PE No.22836 f41TekUSA, Inc. FL Ced 6634 8904 Parke East Blvd. Tampa FL 33610 Date: April 3,2019 OWARNING-yeNNdeslgnpa ram .Wre.dREADMOMS ONWlSANDINCLUDED M/fEKREPERANCEPAGEN67473mx.fa2a,0f5BEFOREUSE Designvalid for use only with Mnek®connactors. This design Is based only upon paameters shown, and Is for on inc Mducl bullding component, nai a toss system. Before use, the building designer mustverlfy the applicability of design paarratersntl aproperly Incorporate thisdesign Info me overall buedingdesign. Bracing Indicated istopreaentbucklln9oflndMdualfnasweband/or chord membersonly. AddihmoltemporaryondW onentbmcing MiTek' B always required for stability and to prevent collapse with possible personal lNury and property damage. For general gddonce regarding the fabrication, storage, calvary, creation antl brocIn9 of trusses and hua systems, MANSVTP11 Cua®y Cmerl , OS549 and BC31 Building Component 69U Parke Fast Bind. Safely UUArmatbmva6oble ft.. Truss Male Inssmu.. 218 N. We Street, Sulfa 312. Alexondrla VA 22314. Tampa, FL M610 Job Truss Teas Type Oty Ply THE WINDSOR T766865D2 M11392 J5 MONO TRUSS 8 1 Job Reference (optional) Clambers Truss, Inc., Fort Pierce, FL 3x4 = 8.240 a Dec 6 2018 MiTek Industries, Inc. Wed Apr 3 10:18:56 2019 Page 1 ID:_k6GCA6bx7j2Syl HD%Fw7ye3KK-rbal W Y2xOIYH92E6oEXgYhOGnO2hYn5wv7hiPYzUScT Scale=1:12.7 5-0-0 LOADING (psQ SPACING- 2-0-0 CSI. DEFL in (too) VdeB Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.73 Veit(LL) 0.07 4-7 >863 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.70 Ved(CT) -0.06 4-7 >964 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Hom(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017yrP12014 Matrix -MP Weight: 1716 FT=O% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc puffins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. REACTIONS. (IWsize) 3=115IMechanicel, 2=243/0-8-0, 4--6a(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. CompJMax. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=126mph; TCOL=4.2psf; BCDL=3.Opsh h=15N; B=70f ; L=35ft; eave=6N; Cat. II; Exp C; Encl., GCpl=0.18; MWFRS (directional) and C-C Extefior(2) -1-" to 2-6-0. Interior(1) 2-6-004-11-8 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 fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-" 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 beading plate capable of withstanding 1G41b uplift at joint 3, 177 lb uplift at joint 2 and 9 lb uplift at joint 4. Walter P. Finn PE No.22839 MTek USA, Inc. FL Ced8834 89B4 Padre East eNd. Tampa FL 33818 Date: April 3,2019 A WARNING-VwJ1vdeefgeperamefemand REAGNOTES GNMISANGWCLUG£GMREKREF£RANCEPAGE�74mmv. FMoseeti56EFGREUSE Des1gn valid for use only wnh MBek6cannecfors. This design is based cdy upon parametersshown, and b for an Individual bulding component, rat ��- a toss system. Before use, Me bulding designer must voefy she cpplicablity of dedgn parameters and properly inaomorole this design Into the overall building design. Bracing Indicated Is to prevent buckling of lndlvdual truss web and/or chord members oNy. Adc Honal temporary and permanent bracing MiTek' Is always regaled forstablllN and to Prevent collapse with possible personal lrtury and property damage. For general guidance regarcIng Me fobrk-oHon. storage. delivery, erection and bracing of trusses and tnus systems. seeANSVrPll Quaply CReAo, DSB49 and 6C31 Building Component 69N Parke East Bind. Safety lnformatbmvolabie from Tom Plate Institute. 218 N. Lee Street Suite 31Z Alexandria, VA 22314. Tampa, FL 33610 Jdb Truss Tnsss Type Oty Ply M11392 J7 MONOTRUSS 24 1b rEWINDSORT1668fi503 Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.240 a Dec 6 2018 MiTek Industries, Inc. Wed Apr 3 10:18:57 2019 Page 1 ID:_kfiGCA6b>22Sy1HDXFw7ye3KXJo8Pku2963h8nCpIL,Qv5wVWOSnHEL4BnOGx_zUScS 0-0 7-M 1-D-0 7-0-0 Scale: 3/4'=1' 3x4 = Plate Offsets (X.Y)— (2:0-1-14 Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) 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 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MP Weight 23 lb FT=O% LUMBER - TOP CHORD 2x4 SP M 30 SOT CHORD 2x4 SP M 30 REACTIONS. (Ib/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 Gray 3=165(LC 1), 2=315(LC 1), 4=125(LC 3) FORCES. (lb) - Max. Comp./Max, Ten. -All tomes 250 (Ib) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOTCHORD Rigid ceiling directly applied or 10-0-0oc 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=61t; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Ezterior(2) -1-0-0 to 2-", Interior(1) 2-8-0 to 6-11-8 zone;C.0 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 Ib uplift at joint 2 and 12 lb uplift at joint 4. Walter P. Finn PE No121139 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 3,2019 A WARNING-Vedlydesigepmem4tersand READNOTE50NTN/SANDMCLUDEDMNEKREFEriANCEPAGEM67MA v. 1W4t/1015BEFOREUSE Design valid for use only with MUekg connectors, This design b based only upon parameters sno+ and b for an IneMdual bulldhg component not a tnra system. Before use, the building designer must verily me appllcobairy of design parameters and property incorporate this design Into the overall building design. Bracing indicated h to prevent bucWing of IndNidual has web and/or chord members only. Additional temporary and permanent brocIrg Is always required for stability and to prevent collapse w4m possible personal Injury and property damage. For general guidance regarding the fabticaflon storage, delivery, erection and bracing of hoses and truss systems, weANBUD'II Quality Cr6edo, D31129 msd Best Building Component Sole Woonotbrrwollable from Truss Fate Institute. 218 N. lee street. Suite 312. Alexandria VA 22314. MiTek' 6904 Parke East BNd. Tampa, FL 33610 7 Job Truss Truss Type City Ply KJ7 MONO TRUSS 4 1b rEWINDSORT76686504M11392 Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 3x4 = 8,240 a Dec 6 2018 MiTek Industnes, Inc. Wed Apr 3 70:18:57 2019 ID:Jr6GCA6bx7j25yl HDXFw7ye3KXJo8Pku29B3hBnCplLx2v5vxZmDVpHBb48nOGx 30 Scale =120.6 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-M Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2017/TPI2014 CSI. TO 0.20 BC 0.26 WB 0.24 Matrix -MS DEFL. in, Vert(CL) -0.04 Vert(CT) -0.08 Horz(CT) 0.01 poc) Well L/d 7-10 >999 240 7-10 >999 180 5 n1a n/a PLATES GRIP MT20 244/190 Weight: 38 lb FT=O% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. Qb/size) 4=127/Mechanical, 2--379/0-11-5, 5=461/Mechanical Max Horz 2=192(LC 8) , Max Uplift 4=-131(LC e), 2=-262(LC 8), 5=-238(LC 8) Max Gmv 4=156(LC 13), 2=379(LC 1), 5--A61(LC 1) FORCES. (lb) - Max CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-838/366 BOTCHORD 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; 8=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 nonconcurent 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 (pIQ Vert: 2=0(F=27, H=27)-to-4=-133(F=39, B_ 39), 8=0(F=10, B=10)-to-5=-49(F=-15, B=-15) Walter P. Finn PE No.22639 1ATekUSA, Inc. FL Cert6634 6904 Parke East BNB Tampa FL 33610 Date: April 3,2019 Symbols PLATE LOCATION AND ORIENTATION 374 Center plate on joint unless x, y offsets are Indicated. Dimensions are In ff-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. LTFor 4 x 2 orientation, locate plates 0-'46' from outside edge of truss. This symbol Indicates the required direction of slots in connector plates. Plate location details available In MTek20/20 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. 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 I 6-4.8 I dimensions (Draw (Drawings not t ftsc sixteenths ItII (Drawings not to scale) JOINTS ARE GENERALLY NUMBEREDAETI ERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT PRODUCT CODE APPROVALS ICC-ES Reports: ESR-131 1, ESP-135Z 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 Engineering Reference Sheet: MII-7473 rev. 10/03/2015 ® 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/IPI 1. 7. Design assumes trusses will be suitably protected from the environment In accord with ANSI/IPI 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, she, orientation and location dimensions Indicated are minimum plating requirements. . 12. Lumber used shall be of the species and size, and In all respects, equal to or better than that specified. 13. Top chords must be sheathed or purlins provided at spacing indicated on design. 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, If no ceiling Is Installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. 17. Install and load vertically unless Indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front back words and pictures) before use. Reviewing pictures alone Is not sufficient. 20. Design assumes manufacture In accordance with ANSI/IPI 1 Quality Criteria.