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TRUSS PAPERWORK
REVIEWED FUK OODE COMPLIANCE IZT. LUCIE COUNTY MiTek® ®CC RE: M11392 MiTek USA, Inc. THE WINDSOR 6904 Parke East Blvd. Tampa, FL 33610-4115 Site Information: Customer: Wynne Dev Corp Project Name: M11392 Lot/Block: Model:. 71 Carlton 3 Bedroom Rear Porch SCANNED Address: unknown Subdivision: BY City: St. Lucie County State: FL St. Lucie Cotuniy 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 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 i5 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/TPI 1. These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes), which were given to MTek. 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 ANSIITPI 1, Chapter 2. 1 Of 1 Wafter P. Finn PE No22839 MTek Ilsq Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 April 03, 2019 nato Finn, Walter Job r Truss Type Ory Piy THEWINDSOR FHIP T16686490 M11392 A 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.240 a Dec 6 2018 MiTek Industries, Inc. Wed Apr 3 10:18:43 2019 Page 1 6 d 4x8 = 2x3 II 4.00 12 2x3 \\ 4 26 5 3x6 = 4x4 = 4x8 = 2xif 6 7 27 8 9 Scale=1:60.5 30 = 3x4 = 3x6 = 6x8 = 3x4 = 3x6 = 3x4 = 3x6 = 9-0-0 &11-6 5-3.13 5-9.3 9.0.0 Plate Offsets (X,Y)-- [2:0-0-14 Edgel [4:0-5-4 0-2-01 [8:0-5-4 0-2-01 fl O:0-0-6 Edgel LOADING (psQ SPACING- 2-0-0 CSI. DEFL. in (loc) Wall Ud PLATES GRIP TCLL 20.0 Plate Gdp DOL 1.25 TC 0.57 Vert(LL) 0.42 12-23 >572 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.47 Ven(CT) 0.37 12-23 >659 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.94 Horz(CT) 0.03 10 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight: 161 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 BOT CHORD WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=433/0-e-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 CompJMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-639/108, 3-4-396M, 4-5=-967/776, 5-7=-967f776, 7-8=-454/938, 8-9=-1009/1884, 9-10=-1265/2154 SOT CHORD 2-17=0/652, 15-17=0/430, 14-15=-704/454, 12-14=-1586/938, 10-12=-1971/1174 WEBS 3-17=-372/461, 4-17=-272/451, 4-15=-1087/1002, 5-15=-336/386, 7-14=-766/399, 8-14=-580/997, 8-12— 958/447, 9-12=358/600, 7-15=-1329/2190 Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 4-5-1 on bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=70ft; L=35ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -1-0-0 to 2-6-0, Interior(1) 2-6-0 to 9-0-0, Exterior(2) 9-0-0 to 13-11-6, Interior(1) 13-11-6 to 26-0-0. Exiedar(2) 26-0-0 to 30-11-6, Interior(l) 30-11-6 to 36-0-0 zone; porch right exposed;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 ponding. 4) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with anyother 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 Ib uplift at joint 2, 14391Is uplift at joint 15 and 799 lb uplift at joint 10. WakBr P. Finn PE No.22839 Mt ek USA, Inc. FL Cent 6634 6904 Parke East Blvd. Tampa FL 33610 Data: April 3,2019 Q WARNING-Verllydeslgnpmemetemend READNOTES ON MMANOWCLUDEDMREKREFERANCEPAGEM67mme la=015 BEFORE USE Design valid for use only with Mirek® connectors. This design Is based only upon parameters shown, and Is for an IndMdual building component, not ��- a truss system. Before use, ire building designer must vemty the appllcabllity, of design parameters and property Incorporate this design Into the overall burding design, Bracing Indicated is to prevent bucking of Individual truss web and/or chord members only. Additional temporary and permanent bracing WOW Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fo tcanon, storage, delivery. erection and bracing of trusses and I,uss systems, seeANSVIPII Guallly CrBab, DSM9 and BCSI 6uldina Component 6904 Parke East Blvd. Safety Infoenatformoeable from Truss Plate Instliute, 218 N. We StieeL Suite 312 Alexandrlo. VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply THE WINDSOR T76686491 M11392 q7 SPECIAL 7 7 Job Reference o tional I rues, Inc., Pon Pierce, rL 8.240 a Dec 6 2018 MiTek Inc. Wed Apr 3 10:18:44 2019 u D C 5x6 = 2.3 II 5xB MT18HS= 4.Oo 12 3z4 = 2x3 A 4 21 5 6 22 7 Scale = 1:61.3 13 12 3x6 = 3x5 = 5.8 MT18HS= 3x12 = 2.00 12 Plate Offsets (X,Y)-- f2:0-0-2 Edael 17:0-4-0 0-2-31 19:0-1-15 Edael LOADING (pat) SPACING- 2-0-0 CSI. DEFL. in (lac) 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 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 n/a .BCDL 10.0 Code FBC2017/TPI2014 Matnx-MS Weight: 155 lb FT=20% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 2-7-7 oc puffins. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. REACTIONS. (Ib/size) 2=1349/0-8-0, 9=1349/0-8-0 Max from 2=-117(LC 10) Max Uplift 2= 825(LC 12), 9=-825(LC 12) FORCES. Ila) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3209/2102, 3-4=-3006/2024, 4-5=-3022/2080, 5-6=-3022/2080, 6-7=-4643/2994, 7-8=-5324/3364, 8-9=-5751/3700 BOT CHORD 2-13=-1883/3007, 12-13=-1591/2657, 11-12=-2456/3908, 9-11=3442/5478 WEBS 3-13=-425/410,4-13=-354/571,4-12=-362/617, 5-12=-269/279, 6-12=-1034/712, 6-11=-373/892,7-11= 897/1523, 8-11=-404/435 NOTES- 1) Unbalanced mot 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.Opst h=15ft; B=70ft; L=35ft; eave=5lq Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extenor(2) -1-0-0 to 2-6-0, Intedor(1) 2-6-0 to36-0-0 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 nonconcurrent with any other live loads. 6) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Beading at joints) 9 considers parallel to grain value using ANSUrPI 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 825 Ib uplift at joint 2 and 825 lb uplift at joint 9. Walter P. Finn PE Na22839 MRek USA, Inc. FL 16634 8904 Parke East Blvd. Tampa FL 33810 Date: April 3,2019 Q Witfl -Vedlydes/Snperameferaead READNOTES ON THSMDWCLUDEDMREKREFERANCEFAGEM&74T3ree 1aIaxVm5BEF0REUSE Design valid for use only with MBek0connectors. Phis design tt based any upon parameters shown. and Is for an Individual building component not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate th6 design Into me overall buildingdesign. Bracing indicated is to prevent buckling of Individual hues web and/or chord members only. Additional temporary and permanent bracing p� Illlllek• a always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding Me fobrlcation, storage, delivery, erector, and bracing of trusses antl hum systems seeANSVO'II Quoin CModa, DSB-59 and Ia= Building Component 691 Parke East Blvd. Sai Informationavollable from Truss Plate Institute, 218 N. Lee Sheet, Suite 312. Nexandrlo. VA 22314. Tampa, FL 33610 Truss uss TrType Oty Ply THE WINDSORT16392 rlob A2 SPECIAL 1 1 Job Reference o iional cuss, Inc., Fort Fierce, FL 8.240 s Dec 62018 MiTek Industries. Inc. Wed Apr 3 10:18:45 2019 n. 6 4.00 12 54 = 3z4 = 4 21 5 12 PYJ 5z8 = Scale = 1:61.3 3z4 = 5x8 2.0 = 3,12 c 3z6 = 0 12 I 10-0-0 14-9-0 22-0-0 24-6-B 35-0-0 1 10A-D L9-D aa.n o.aa In I, Plate Offsets (X Y)— f2:0-0-6 Edael 16:04-00-2-31 [8:0-1-15 Edgel LOADING (pi SPACING- 2-0-0 CSI. DEFL in (too) Vdefl 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 Vert(CT) -0.9410-19 >447 180 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr YES WE 0.86 Horz(CT) 0.34 8 n/a n/a BCDL 10.0 Code FBC2017/TP12014 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 puffins. 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 Horz2=136(LC 11) Max Uplift 2=-825(LC 12),.8=-825(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-0211/2064, 34=-3017/1998, 4-5=-2580/1800, 5-6=-3379/2225, 6-7=-5242/3250, 7-8=-5759/3665 BOT CHORD 2-13=-1847/3008, 12-13=-1403/2418, 11-12=-1552J2629, 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: ASIDE 7-10; Vult=165mph (3-second gust) Vasd=128mph( TCDL=4.2pst BCDL=3.Opsf; h=15f ; B=70k; L=35ft; eave=511; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) -1-0-0 to 2-6-0, Interior(1) 2-6-0 to 36-0-0 zone;C-C for members and forces & Ml for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water painting. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed fora 10.0 psf 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 joints) 8 considers parallel to grain value using ANSUrPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 8251b uplift at joint 2 and 825 Ib uplift at joint 8. Walter P. Finn PE No.22835 MiTek USA, Inc. FL Curt 6634 8004 Parke East Blvd. Tampa FL $3610 090; April 3,2019 QWARNING-Vent dealgnporemetersandflADNOMSON THXANDWCLUDEOMREKREFERANCEPAGEM674nmx 1NDY10159EFORE USE. Design valid for use only with MSeW connectors. This design Is based any upon parameters shown, and Is for on Individual building component, not a truss system. Before use, the building designer must verify me oppllcoloilty, of design parameters and property incorporate this design Into the overall bulldingdesign. Bracing Indicated utoprevent bucleingofindividual trusvweband/or chord members only.. Additional temporary and pennonentbracing Is always required for stabllily and to prevent collapse with possible personal Injury and property damage. For general guldonce regarding the fabrication, storage, delivery. erection and bracing of trusses and truss systems seeANSVrplr Qua1X� Cmodo, DS549 and SCSI Su4dktD Component Safety Informalbrwailable from Truss Plate Institute, 218 N. Lee Sheet, Suite 312. Alexandria. VA 22~14. MiTek' 69M Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type Oly ply T76686493 M11392 A3 SPECIAL 1 1 �THEWINDSOR Job Reference o tional Puss, am., run Pierce, FL 8.240 a Dec 6 2018 MiTek Industries, Inc. Wed Apr 3 10:18:46 2019 �1 3x5 = LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 LUMBER - TOP CHORD 21i4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 4.00 12 2x3 II SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017/TPI2014 5x6 — 4z5 = 13 5x6 = 2.00 12 Scale =1:62.3 SX12 = DEL DEFL. in (loc) Vdefl Ud PLATES GRIP TC 0.60 Vert(LL) 0.73 11 >572 240 MT20 244/190 BC 0.95 Vert(CT)-0.9711-20 >432 180 MT18HS 244/190 WB 0.83 Horz(CT) 0.36 9 rda n/a Matrix -MS Weight: 160 lb FT=20% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-6-15 oc pur ins. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt 7-12 REACTIONS. (lb/size) 2=1349/0-8-0, 9=1349/0-8.0 Max Horz 2= 155(LC 10) Max Uplift 2=-825(LC 12), 9=-825(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-3256/2031, 4-5=-2426/1588, 5-6=-2680/1790, 6-7=.2829/1832, 7-8=-5320/3257, 8-9=-5720/3554 BOT CHORD 2-14=-1817/3048, 13-14=-1817/3048, 12-13=-1258/2274, 11-12=2935/5103, 9-11=-3302/5445 WEBS 4-14=0/329, 4-13=-897/636, 5-12= 3161661, 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=70R;L=35ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-6-0, Intedor(i) 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 fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 9 considers parallel to grain value using ANSVrPI 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 Ile uplift at joint 2 and 825 lb uplift at joint 9. 01t2 „ Walter P. Finn PE No.22839 MTek USA, Inc. FL Cod 8834 6904 Parke East Blvd. Tampa FL 33610 Date: April 3,2019 Job Truss Thus Type City Ply T76686494 M11392 A4 SPECIAL 1 1 �THEWINDSOR Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.240 a Dec 6 2018 MiTek Industries, Inc. Wed Apr 3 10:18:47 2019 4.00 12 5x6 = 4x6 = 2x'3 11 6 7 Scale=1:62.3 16 15 6x10 3x5 = 2x3 II 5x6 = 3,02 = 2.00 12 8-fi-0 14-9-0 18-0-0 24-fi-8 35.0-0 8-fi-0 6.3-0 33.0 E6-B 1D5-B Plate ONsets(X,Y)-- [2:0-1-6.Edge].19:03-O,Edge] [11:0-1-15Edae1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Vdetl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.59 Vert(LL) 0.80 13 >528 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.95 Vert(CT) -1.05 13 >400 180 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.98 Horz(CT) 0.39 11 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matrix -MS Weight: 17211b 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 midpt 8-14 REACTIONS. (lb/size) 2=1349/0-8-0, 11=1349/0-8-0 Max Horz 2=-175(LC 10) Max Uplift 2= 825(LC 12), 11=-825(LC 12) FORCES. (Ib) -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=.314611901,8-13=-1034/1946,10-13=-343/333 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=l65mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsh h=151t; B=70ft; L=35ft; eave=5lt; Cat. II; Exp C; Encl.. GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -1-0-0 to 2-6-0, Intenor(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 chard live load nonconcurrent 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 3-64) tall by2-0-0wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 11 considers parallel to grain value using ANSVfPI 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 82511b uplift at joint 11. Walter P. Finn PE No.22839 MTek USA, Inc. FL Cent 6634 6904 Parke East Blvd. Tampa FL 33810 Data: April 3,2019 QWARNING- VeAlydeslgnParamefereand READ NOTES ON TNISAND A'CLUDW NREKREFERANCEPAGEN0-7473re,.. lND.15?015BEFORE USE Design valid for use only with MRek® connectors. This design Is based only upon parameters Shown, and b for an Individual building component, not a truss system. Before use, me building designer must verify the oppllccbllity of tlesign parameters and properly Incorporate this design Into rate overall building design. Bracing indicated b to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MOW Is olwap required for stability and to prevent collapse with possible personal ayury and property damage. For general guidance recording the fabrication, storage. dolvery, emctlon and bracing of musses and truss systems SeeANSUTPIl Quo" m Ceda. DS549 and 301 Wilding Component 6904 Parke East Blvd. Safety mfartnatbvoiloble nofrom Truss Plate Institute, 218 N. Lee Sheet Suite 312. Alexandria. VA 22314. Tampa, FL 33610 Job Truss Type Oty Ply THE WINDSOR T76686495 M11392 �Truss A5 SPECIAL 16 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.240 a Dec 6 2019 4.0U F12 5x8 MT18HS 11 Scale=1:60.3 14 13 3x5 = 2x3 11 5x10 = 3x12 = z.00 1z 8-6-0 14m 24-6-8 35.0-0 8-6-0 6.3.0 9.9.8 10.5-8 _Plate Offsets (XY)-- 12:0-1-6 Edgel 18:0-3-0 EFIel 110:0-1-15 Edgel LOADING (psf) SPACING- 2-M CSI. DEFL. in (fee) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.81 Ven(LL) 0.80 12-13 >526 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.92 Ven(CT) -1.2812-13 >329 ISO MT18HS 244/190 BCLL 0.0 ' Rep Stress ]nor YES WB 0.74 Horz(CT) 0.36 10 n(a n/a BCDL 10.0 Code FBC2017/TP12014 Mahix-MS Weight: 160 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 31 'Except' TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc pudins. 1-4.8-11: 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. BOT CHORD 2x4 SP M 30 WEBS i Row at midpt 6-12 WEBS 2x4 SP No.3 *Except* 6-12; 2x4 SP M 30 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 2=134910-8-0, 10=134910-8-0 Max Horz 2= 179(LC 10) Max Uplift 2=-825(LC 12). 10— 825(LC 12) FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3247/2112,3-5=-2449/1679,5-6=-2397/1763,6-7=-5452/3624, 7-9=-5398/3482, 9-10=-5732/3689 'SOT CHORD 2-14= 1865/3040, 13-14=-1865/3040, 12-13=-1223/2137, 10-12=-3431/5459 WEBS 3-14=0/303, 3-13=861/619, 5-13=216/264, 6-13=,300/527, 6-12=-2247/3526, 7-12=-323/388, 9-12=-321/306 NOTES - I) 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; L=35ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0:18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-6-0, Intedor(1) 2-6-0 to 17-6-0, Extedor(2) 17-6-0 to 21-0-0, Interior(1) 21-0-0 to 36-0-0 zone;C-C for members and forces & 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 nonconcument 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 joinf(s) 10 considers parallel to grain value using ANSVrPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 825 lb uplift at joint 2 and 825 lb uplift at joint 10. Walter P. Finn PE No.22839 Mi rek USA, Inc. FL Can 6634 69M Parke East Blvd. Tampa FL 33810 Date: April 3,2019 Job Truss Truss Type OtY Ply T76686496 M11392 ATA COMMON 5 i �THEWINDSOR Job Reference (optional) Unamoers I=a, inc., Von Vierm, rL 8.240 s Dec 6 2018 MiTek Industnes, Inc. Wed Apr 310:18:49 2019 Page 1 4.00 12 4.5 = 6 Scale=1:59.5 1Lo 17 .- 15 14 12 3x6 = 2.3 11 4x6 = 3x8 = 2x3 II 3x6 = 3x8 = 4x6 = 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 YES Code FBC2017/rP12014 CSI. TC 0.59 BC 0.68 WB 0.59 Matrix -MS DEFL in (loc) Udell L/d Vert(LL) 0.33 14-15 >999 240 Vert(CT) -0.6414-15 >652 180 Horz(CT) 0.13 10 Na Na PLATES GRIP MT20 244/190 Weight: 166 lb FT=0 LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or3-1-15 cc pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied ors-2-15 cc bracing. 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 (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, 9-1D=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 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=70ft; L=35ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -1-0-0 to 2-6-0, Interior(1) 2-6-0 to 17-6-0, 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) 100.0Ib AC unit load placed on the top chard, 17-6-0 from left end, supported at two points, 5-0-0 apart. 4) This truss has been designed for a 10.0 psi bottom chord live load nonconcunent 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= IO.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 7751b uplift at joint 2 and 7751b uplift at joint 10. Walter P. Finn PE No.22039 MTek USq Inc. FL Cent 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 3,2019 Q WARNING. Ved/ydeal90paremerersend READ NOTES ON MISAND WCLUDED MTEKREFE1?ANCEPAGEMIL7473 rev. IM2015BEFOREUSE Design valid tpr Use onlywiIn MReI� connectors. RIIs tlaslgn b basetl only upon Parameters snows, Ontl Is far an I wool building component, not o huss system. Betare use. the builtling designer must verly the appllcob" of design parameters antl properly Incorporpfe 1Ns tlaslgn Into he overall buIlOingd9T n. BracinEOn-atedtstopreventbucklingoflndlvd..ltrussweband/or chord members only. Atltlinona11. poraryandpermanentbracing 6 ciw0ys required far stability and to prevent catopse wlm possible personal Inlury antl prop.dy damage. For general Duldance regaId ng the fabrlcaHon, storage, tlelivary, erection and bracing of frusses and suss systems saeAN8UIP11 Du CM ex,D9B4 mrtl BCSI IWItlYIg Componont SOIoN N/0rmalbrWoi.....from Truss Plot.Institute.2,8N. Lee Street SLire 312 Ale..ndrlc, VA 22314. ��• MiTek' 69o4 Parise East Blvd. Tampa, FL 33610 Job Truss Truss Type Oty Ply T16686497 M11392 B COMMON 2 1 �T]EWINDSOR Job Reference (optional) ,iu , run rreme, rc 4.00 12 2.3 II 3z6 6 3x4 �_- 3 3.6 = 6 7 II 7 2 24 17 16 15 3x4 = 2x3 11 ass = 3x4 = 8-3-5 14-0.0 91.n.n use e'LU18 MI IeK Industries, Inc. Wed Apr 310:18:51 2019 Page 1 14 3 3x4 = 3x6 = Scale=1:59.3 3x6 Z, 8 3x4 c 9 25 0 11 IA 12 a 2x3 11 3x4 = ,,n B-3-5 15-8.11 7-0.0 5-8-11 B-3-5 Plate Offsets KY- 12:0-2-6 Edoel f6:0-3-0 Edgel 110:0-2-6 Edgel LOADING (pall SPACING- 2-0-0 CSI. DEFL. in goc) I/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.34 Vert(-L) -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 [net YES WB 0.63 Horz(CT) 0.03 10 n/a n/a BCDL 10.0 Code. FBC2017/TP12014 Matdx-MS Weight: 149 lb FT=20% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 21 SP M 30 WEBS 2x4 SP No.3 REACTIONS. All bearings 0-8-0 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purling. BOT CHORD Rigid ceiling directly applied or 101 oc bracing. (lb) - Max Hors 2=-179(LC 10) Max Uplift All uplift 1001to or less at joints) except 2= 371(LC 12), 15=-453(LC 12), 14=-453(LC 12), 10=-371(LC 12) Max Grav All reactions 2501b or less at joint(s) except 2=602(LC 1), 15=844(LC 17), 14=840(LC 18), 1D=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 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.Opst h=1511; B=70ft; L=35ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-6-0, Interior(1) 2-6-0 to 17-6-0, Exlerior(2) 17-6-0 to 21-0-0, Interior(1) 21-0-0 to 36-0-0 7Dne;C-C for members and tomes & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.0psf 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, with BCDL = 10.Opsf. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 371 Ib uplift at joint 2, 453lb uplift at joint 15, 453 Ib uplift at joint 14 and 371111 uplift at joint 10. Walter P. Finn PE No.22939 I USA, Inc. FL Cert 66M 6904 Padre East Blvd. Tampa FL 33610 Date: April 3,2019 ,&WARNING -Verify design parametersend READNOTES ON MIS AND INCLUDWMrfEKREFERANCE PAGE MII-7473rev. 10=015BEFORE USE seee Design valid for use only with MiVi connectors. This design 6 based only upon parameters mown, and Is for an Individual building component, not a buss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design [Me Me overall building design. Bracing Indicated is to prevent buckling of lndl iducl truss web and/or chord members only. Additional temporary and permanent bracing Is always required for stability and to prevent collopse with possible personal Injury and property damage. For general guidance regarding Me fo6ricoticru storage. delivery, erection and bracing of nurses and truss systems, SeeANStmill Cuopry Caloric, D3B49 and BC51 Building Component Safety Infonnallomvoiloble from Truss Rate Inscute, 218 N. We Street Suite 312. Alexandria, VA 22314. �e' MiTek' 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type Oty Ply T1fi686498 M11392 BHA BOSTON HIP 1 1 �THEWINDSOR Job Reference (optional) I russ, Inc., ran Pierce, FL 8.240 a Dec 6 2018 MiTek Industries, Inc. Wed Apr 310:18:52 2019 Page 1 ID:_KGCA6bx7j2Syl HDXFw7ye3KK-ygLW hB? 1 M W 2rgRxLZOTkOrEfFPjAdpvL_VjVGnzUScX 15-6-0 21-6-0 1-0. ]-0-0 9-6-0 11-fi-0 13-6-01 -00 1]-6-0 196-0 2100 23-6-a 2560 28-0-0 35-00 6-0- 1-0-0 ]-0-0 2-fi-0 2-0-0 2-0-0 E- 1-6-0 2-0-0 2-0-0 1-6-0 2-0.0 2-0.0 2-60 ]-0-0 1-0-0 Scale = 1:62.4 o'G 3.4 = 52 4.00 12 4x4 = 57 15 58 17 56 12 59 3x6 548 60 22 55 9 20 3x6 Sx12 =13 4 6 x6 — 3x4 5,12 26 3 11 16 19 1 23 35 42 43 34 44 33 45 46 47 48 '3 49 31 50 51 30 3x6 = 6x8 = 6z8 = 3z6 = 3x4 = LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (roc) I/deft 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 G.54 Vert(CT)-0.1635-38 >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.65 HOrz(CT) 0.04 28 n/a n1a BCDL 10.0 Corte FBC2017/TPI2014 Matrix -MS Weight: 208 Do FF=O% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-3-13 oc puffins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-0-0 on bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 3-33, 27-32 JOINTS 1 Brace at Jt(s): 11, 19, 16, 7, 23 REACTIONS. All bearings 0-8-0. (lb) - Max Ho¢ 2=179(LC 7) 'Max Uplift All uplift 100 to or less atjoint(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. (Ib) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-0= 1692/1103, 3-4= 105/259, 27-28=-1129/710, 3-5=-441/520, 5-7=-436/514, 7-10=.436/514, 10-11=-436/514, 11-13=-436/514, 13-16=-436/514, 16-18=-436/514, 18-19=-436/514,19-21=-382/412,21-23= 382/412,23-25=-382/412,25-27=-387/418 BOT CHORD 2-35=-939/1572, 33-35= 909/1484, 32-33=-382/400, 30-32=-575/1004, 28-30=-56811039 WEBS 3-35=-191/649, 27-30=0/451, 3-33= 2090/1523, 11-33=-810/782, 19-32=-772(745, 27-32=-1484/1044, 9-10=-463/453, 20-21=-462/454 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=70ft; L=35ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are 2x3 MT20 unless otherwise indicated. 5) This truss has been designed for a 10.0 lost bottom chord live load nonconcurrent with any other live loads. 6) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 5651b uplift at joint 2, 1269lb uplift at joint 33, 1017 lb uplift at joint 32 and 434111 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 devices) shall be provided sufficient to support concentrated load(s) 265 It, down and 381 lb up at 7-0-0, 158 lb down and 206 It, up at 9-0-12, 158 lb down and 206 lb up at 11-0-12, 158 It, down and 2061b up at 13-0-12, 158 Ib down and 206 Ib up at 15-0-12, 158 Ib down and 206 It, up at 17-0-12, 158 Ib down and 206 lb up at 17-11-4, 158 Ib down and 206 lb up at 19-11-4, 158 lb down and 206 lb up at 21-11-4, 158 lb down and 206 Ib up at 23-11-4. and 158 lb down and 206 lb up at 25-11-4, and 158 lb down and 206 lb up at 27-11-4 on top chord, and 373 lb down and 236lb up at 7-0-0, 69 Ib down at 9-0-12, 69 lb down at 11-0-12, 69 Ib down at 13-0-12, 69 lb down at 15-0-12, 69 It, down at 17-0-12, 69 lb down at 17-11-4, 69 lb down at 19-11-4, 69 Ib down at 21-11-4, 69 lb down at 23-11-4, and 69 lb down at 25-11-4, and 69 Ib down at 27-11-4 on bottom chord. The designtselection 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). WalterP. Finn PE No.22839 MTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33810 Date: April 3,2019 LUAU 6Ab=ka) an a QWARNING-VeMy0e.U9nparamerersam1RIADN07ES ON MMANb INCLDDWMr KREFERANCEPAGEMIP74]3rev. 160320158EOHEOSE _ Design valid for use any with MRekG) connectors. The design Is based only upon parameters known, and Is for on bdMidual building component not a husk system. Before use, ire building designer must verity me applicability of design parameters and property Incorporate this design Into Me overall buading design. Bracing Indicated is to prevent buckling of Individual hum web and/or chord members only. Additional temporary and permanent bracing MiT®k* Is always required for stability and to prevent collapse with possible personal lnlury and property damage. For general guidance regarding Me fobtication, storage, delivery, erection and bracing o1 trusses and truss systems, seeANSI71Plt Quality Crlrrda, DSB-09 and SCSI Building Component, Safety mformallonavailable from Truss Plate Institute, 218 N. Lee Sheet Suite 312, Alexondrlo, 6904 Parke East Blvd. Tampa, FL 33610 VA 22314. Job Truss Truss Type Oty Ply THE WINDSOR Ti668fi498 M11392 BHA BOSTON HIP 1 1 Job Reference o tional Chambers Truss, Inc., Fart Pierce, FL 8.240 s Dec 6 2018 MiTek Industries, Inc. Wed Apr 3 10:18:53 2019 Page 2 ID:_kfiGCA6bz7j2Syl HDXFw7ye3KX-OOvuuX7f7gAilaWX65_zw3mq p3PMG9UD9S2oDzUScW LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plQ 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 fl 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(Fj 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) ,&WARNING-VSdUydesl5npmSUetersead READN07ES ON MIS AND INCLUDED MIrEKHEFENANCEPAGEMI474"MK loacoaf56EFORE USE Design valid for use only with Mirek® connectors. This design Is based only upon parameters shown, antl Is for an hulvidual building component, not a hum system. Before use, the building designer must verify the opPlicoblllty of design parameters and properly Incorporate this d"gn Into Me overall bullding design. Bracing Indicated is to prevent buckling of individual taus web and/or Chord members only. AOEItIonol temporary antl permanent bracing Is always required for stability and to prevent collapse with possible personal Injury and Property damage. For general guidance regarding the fobrica lon, storage, delivery, erection and brocing of trusses and truss systems seeANSVTPO pualfly Cdfe4a. DS049 and SCSI Building Component Safety Informalbrpvolloble from Truss Plate ImnVe. 218 N. Lee Sheet. Suite 312. Alaxondrla. VA 22314. �,' MiTek' 69M Parka East Blvd. Tampa, FL 33610 Truss Truss Type Oty Ply THE WINDSOR FJob T76686499 M11392 GRA HIP 1 1 Job Reference (optional) Chambers Truss. Inc., Yon Pierce, FL 8.240 a Dec 6 2018 MiTek Industries. Inc. Wed ADr 3 10:18:54 2019 3; 5xl2 MT18HS = 4.00 12 3x5 II 3x6 = 4zB — 4xB = Scale=1:60.3 JJ J 19 :]a Jb J/ Jtl 3e 11 4U 41 3z4 = 24 II 3z6 = 5z14 = 3rt4 = 4x6 = 2x3 II 3x5 — 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 NO Code FBC2017/rP12014 CSI. TC 0.94 BC 0.67 W B 1.00 MatriX-MS DEFL, in (loc) Vdefl Ltd Ve art0.30 10-21 >792 240 Ven(CT) -0.3010-12 >812 180 Horz(CT) 0.09 8 n/a n/a PLATES MT20 MT18HS Weight: 1531b GRIP 244/190 244/190 FT=20% LUMBER- 'BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-9-5 oc purms. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 4-6-8 oc bracing. WEBS 2x4 SP No.3`Except` WEBS 1Row at midpt 6-13 4-13: 2x6 SP No.2 2 Rows at 113 pis 3-13 REACTIONS. (Ihfsize) 2=750/0-8-0, 13=3223/0-8-0, 8=1225/0-" Max Horz 2=-78(LC 6) 'Max Uplift 2=-448(LC 8), 13=-2442(LC 8), 8=-1159(LC 8) Max Grav 2=755(LC 17), 13=3223(LC 1), 8=1225(LC 18) FORCES. (lb) -Max Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-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=4.2psY BCDL=3.Opsf; h=15ft; B=70ft; L=35ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); porch right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) `This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 448lb uplift at joint 2, 2442 lb uplift at joint 13 and 1159 lb uplift at joint 8. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 203 lb down and 329 lb up at 7-0-0, 90 Ib down and 155 Ib up at 9-0-12, 901b dawn and 155 Ib up at 11-0-12, 901b down and 155 Ib up at 13-0-12, 90 lb down and 155 Ib up at 15-0-12, 90 Ib down and 155 Ib up at 17-0-12, 901b down and 155 lb up at 17-114, 90 Ib down and 1551b up at 19-11-4, 90 Ib down and 1551b up at 21-11-4, 901b down and 1551b up at 23-11-4, and 90 Ib down and 1551b up at 25-11-4, and 203 Ib down and 3291b up at 28-Mon top chord, and 452 Ib dawn and 263 Ib up at 7-0-0, 631b down and 3 lb up at 9-0-12, 631b down and 3 lb up at 11-0-12, 63 Ib down and 3 Ib up at 13-0-12, 631b down and 3 Ib up at 15-0-12, 631b down and 3lb up at 17-0-12, 631b down and 3lb up at 17-11-4, 63 Ib down and 31b up at 19-11-4, 63 Ib down and 3 Ib up at 21-11-4, 631b down and Waiter P. Finn PE No.22839 3 lb up at 23-11-4, and 63 lb down and 3 lb up at 25-11-4, and 452 Do down and 263lb up at 27-11-4 on bottom chord. The Mi rek USA, Inc. FL Cart 6634 design/selection of such connection device(s) is the responsibility of others. 6904 Parke East Blvd. Tampa FL 33610 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). Date: �2 .h LOAD CASE(S) Standard April 3,2019 Job Truss Truss Type Oly Ply THE WINDSOR T76686499 M11392 GRA HIP 1 7 Inh Rwfwanrw fool nnall Unalmi i rues, Irle., 1-0111 I lerni hL 8.240 a Dec 6 2018 MiTek Industries, Inc. Wed Apr 3 10:18:54 2019 Page 2 ID:_kTGCA6bx7j2Syl HDXFw7ye3KX-uDTG6sOHu81Zwk5jgpVCTGJ"DNe5eteRpCcKfzUScV LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1,25, Plate Increase=1.25 Uniform Loads (plQ Vert: 1-3=-54, 3-7=-54, 7-9=-54, 16-19=-20 Concentrated Loads (lb) Vert: 3= 147(B) 7=-147(8) 15=-452(B) 13=-40(B)4=-91 11 22=-90(B) 23=-90(B) 24=-90(B) 26=-90(B) 27=-90(B) 211 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=-00(B) 40=-40(B) 41=40(B) A WARNDlG-Verily4esl9n laremetersand READ NOTES ON THLSAND INCLUDED MITEKREFERANCEPAGEMI47473ni Ia,VJg0159EFOREUSE. Design valid for use only with Wes® connectors. This design Is based only upon parameters shown, and Is for an individual building component, not o fruss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design, Bracing Indicated is to prevent buckling of individual truss web and/or chord members only, Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible person Injury and properly damage. For general guidance regarding me fabrication, storage, delivery, erection and bracing of trusses and truss systems. seeANSVIPII CualNy Cill DSO-99 and SCSI Building Component Safety Bdormation voilobie from Truss Plate Irutitute, 218 N. Lee Sheet, Suite 312. Alexondtlo, VA 22314. MiTek• 6904 Parke East Blvd. Tampa, FL 33610 Joh Truss Truss Type OCY Ply THE WINDSOR T1fi68fi500 M11392 J1 MONO TRUSS 8 1 Inh Rofaren,-a lnnl"nnall I NSS, Inc., 10111 Micros, YL 8.240 s Dec 62018 MiTek Industries, Inc. Wed Apr 3 10:18:55 2019 Page 1 ID _kfiGCA6bx7j2Syl HDXFw7ye3KX-MPOeJC1vfROGXutvEWOR?UrEfds3pKmgTx9t6zUScU RM.l LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl 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 W B 0.00 Horz(CT) 0.00 4 n1a n/a BCDL 10.0 Code FBC2017/rP12014 Matrix -MP LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (Ib/size) 3=9/Mechanical, 2=118/0-8-0, 4=0/Mechanical Max Horz 2=48(LC 12) Max Uplift 3=-4(LC 9), 2=-140(LC 12) Max Gmv 3=11(LC 17). 2=11 B(LC 1), 4=17(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. PLATES GRIP MT20 2441190 Weight: 5lb FT=0 BRACING - TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 9) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf: h=15tt; B=7011; L=35tt; eave=6tt; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(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 3-6-0 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 4lb uplift at joint 3 and 1401b uplift at joint 2. Scale =1:6.1 Walter P. Finn PE No.22639 MiTek USA, Inc. FL Carl 6634 Hill Parke East Blvd. Tampa FL 33610 Date: April 3,2019 Q WARNING-VelllydeslgnpremetemandREAO NOTES ON TNISANOINCLUOEOMn KREFERANCEPAGEMIP747arev. faW2015REFOREUSE. Design valid for use only wiM MRelt® connectors. fits design 6 based only upon parameters shown, and Is far an Individual building component, not a truss system. Before use, the building designer must verify me applicability of design parameters and property Incorporate this design Into the overall building design. Bracing lMacated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent brocing MiTek' Is always required for stability and to prevent collapse v4M possible personal Injury and property damage. For general guidance regarding Me fabrication, storoge, delivery, erection and bracing of musses and truss systems, seeANSUIPIt Quality CMede, DSO-89 and BCSI Bultlhp Component 6904 Parke East Blvd. Safety InformaNerpvokable from Truss Rafe Institute, 218 N. Lee Street Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job - Truss Truss Type OfY Ply THE WINDSOR T1668fi501 M11392 J3 MONO TRUSS 8 1 Job Reference o tional ruse,, ", ran Pierce, FL 8.240a Dec 62018 MiTek Industries, Inc. Wed Apr 3 10:18:55 2019 Page ID _kfiGCA6bx7j2Syl HDXFw7ye3KX-MPOeJC1vfROOXufvEWOR?UrEYdgOpKmgTx9tezUScU -1-3-0-0 1-0-00-0 3.0.0 Scale =1:9.4 3x4 = &0-0 LOADING (Pat) SPACING- 2-0-0 CSL DEFL. in (loc) Well Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TO 0.18 Ved(LL) 0.01 4-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.19 Verl(CT) -0.01 4-7 >999 180 BOLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matdx-MP Weight: 11 lb FT-=0% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc puffins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=64/Nlechanical, 2=173/0-8-0, 4=37/Mechanical Meer Horz 2=85(LC 12) Male Uplift 3=-54(LC 12), 2= 147(LC 12), 4=A(LC 12) Max Grav 3=64(LC 1), 2=173(LC 1), 4=50(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (Its) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opst h=15ft; B=70ft; L=35ft; eave=6ft; Cat. II; E1ra.C; Encl., 3Cpi=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;C47 for members and tomes R MWFRS 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 nonconcunent with any other live loads. 3) ' This truss has been designed for a live load of 20.0psf 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 54 lb uplift at joint 3, 1471b uplift at joint 2 and 4 lb uplift at joint 4. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 3,2019 A WANNWG-Ver/rydedg.p hhhet...d FEAONOTE60N MMANDWCLUOEOMffEKNEFEMNCEPAGEMl47473rev.10 2015BEFONE USE ' Design valid for use only with Mlrek® connectors. This design Is based only upon parameters shown, and h for an Individual building component, not a hum system. Before use, the building designer must verify the oppllcabllity of design parameters and properly Incorporate this design into the overall building design. Brocing indicated is to prevent buckling of lndMduol 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 Inlury and properly damage. For general guidance regarding the fabrication, storage, delivery, erection and brocing of trusses and huss Mtems weANSVrpil Qua1IIy Cr6edo, D5249 and BCSI Building Campant nt 6904 Paiko East Blvd. Safety Infarm stloriwalloble from Truss Plate Institute, 218 N. Lee Sheet Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply THE WINDSOR T76686502 M11392 J5 MONO TRUSS 8 1 Job Reference (optional) o.zau s uec o zu1a mn ex Inaumnes, mc. vvea Apr u Iun o:bo Zula 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (Joe) Well Ud TOLL 20.0 Plate Grip DOL 1.25 TO 0.73 Vert(LL) 0.07 4-7 >863 240 TOOL 7.0 Lumber DOL 1.25 BC 0.70 Vert(CT) -0.06 4-7 >964 180 BCLL 0.0 Rep Stress lncr YES WB 0.00 Horz(CT) -0.00 3 Na Na BCDL 10.0 Code FBC2017/TPI2014 Matdx-MP LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. ill 3=115/Mechanical, 2=243/0-8-0, 4=63/Mechanical Max Hors 2=123(LC 12) Max Uplift 3=-104(LC 12), 2=-177(LC 12), 4=-9(LC 12) Max Gmv 3=115(LC 1), 2=243(LC 1), 4=87(LC 3) FORCES. (I e) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Scale=1:12.7 PLATES GRIP MT20 244/190 Weight: 171b FT=0 BRACING - TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; Irl B=70ft; L=35ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -1-0-0 to 2-6-0, Intedor(1) 2-6-0 to 4-11-8 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 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 104 lb uplift at joint 3, 1771b uplift at joint 2 and 9111 uplift at joint 4. Walter P. Finn PE No.22939 fill ek USA, Ire. FL Con $634 6904 Parke East Blvd. Tampa FL 33610 Date: April 3,2019 O WARNING -Vfiav Ceafgn panaarlis.BREAD NOTES ON THIS AND MCLUDEDMITEKREFENANCEFAGEMIF7473rev. VVIDSO0f5eEFONE USE Deagn volltl far use onlywrin MOe4® connectors. 4es design Is loosed any upon paramoters shown, and Is for on Individual bulltling component, not a truss system. Before use, the bulltling designer must verify the applicability of design parameters and properly Incorporate this design Into Me overall bulldingdeslgn. BrocingIndicated istoprevent bucklingoflndlvlduolhuasweband/or chord members only. Additional temporary and permanent bracing I MfTek' is always required for stablllty, and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery. erection and bracing of trusses and truss systems seeAtilla 7 auaiRy Crderia, DSB-69 and BCSI Building Component 6904 Parke East Blvd. Safety m/ormatbrtaval lable from Truss Rate Insdtum, 218 N. Lee Sheet. Suite 312. Nexon hlo, VA 22314. Tampa, FL 33610 Job Truss Truss Type City Ply T76686503 M11392 J7 MONO TRUSS 24 1 �THEWINDSOR Job Reference (optional) I rums, Inc., ton Pierce, FL 8.240 s Dec 6 2018 MiTek Industries, Inc. Wed Apr 310:18:57 2019 Page 1 ID:JdiGCA6bx7j2Sy1 HDXFw7ye3KK-JoBPku29B3h8nCpl Lx2v5vxV W GSnHEL48nCGx_zUScS PO 7-0-0 1-0-0 7-0-0 Scale: 3/4•=1' 3x4 = Plate Offsets (X,Y)-- 12:0-1-14 Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 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 ISO BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017fFP12014 Matrix -MP Weight: 23 lb FT=O% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 REACTIONS. (lb/size) 3=165/Mechanical, 2=315/0-8-0, 4=88/Mechanical Max Horz 2=161(LC 12) -Max Uplift 3=-153(LC 12), 2=-211(LC 12), 4— 12(LC 12) Max Grav 3=165(LC 1), 2=315(LC 1), 4=125(LC 3) FORCES. (Ib) -Max Comp./Max. Ten. -All forces 250.(I1h) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc tracing. NOTES- 1) Wind: ASIDE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15f ; B=70f1; L=35f ; eave=6ft; Cat. 11; 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 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 pat bottom chord live load nonconcurrent with any other live loads. 3) • This truss has been designed for alive load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chard 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 1531b uplift at joint 3, 211 Ib uplift at joint 2 and 12 lb uplift at joint 4. Walter P. Finn PE No.22839 Militia USA, Inc. FL Con 6634 69114 Parke East Blvd. Tampa FL 33610 Date: April 3,2019 Q WARNING -VeNlydesign pammeters.rdREADNOTES ON TNLSAND WCLUDED MREKBEFENANCEPAGEFAIX7 .Y.. rdAiQa15BEFOREUSE Design valid for use only with MRek'D 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 applicabilty of Design parameters and properly Incorporate this design Into the overall bulldroldeslgn. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Addltlonaltemporcrycndpermonentbracing Is oiways required for stability and to prevent collapse with possible personal Injury and propedy Damage. For general guidance regarding the fobncotbn, storage, delivery, erection and bracing of fusses and truss systems seeANSVrPII Quality CAeda, DS5419 and SCSI Building Component Sabty Informotionovallobie from Tuns Note Institute. 218 N. Lee street, Suite 312 Alexandilo, VA 22314. MiTek' 6904 Palle East all Tampa, FL 33610 Job Truss Thus Type Oty Ply M11392 KJ7 MONO TRUSS 4 1b FEWINDSOR Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.240a Dec 62018 MiTek Industries. Inc. Wed Apr 3 10:18:57 2019 LOADING (pso TCLL 20.0 TCDL 7.0 SCLL 0.0 ' BCDL 10.0 LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 Scale = 1:20.6 3x4 = w 5 3x4 = 6.8.12 SPACING- 2-0-0 CSI. DEFL. in (too) Well L/d PLATES GRIP Plate Grip DOL 1.25 TC 0.20 Vert(LL) -0.04 7-10 >999 240 MT20 2441190 Lumber DOL 1.25 BC 0.26 Vert(CT) -0.08 7-10 >999 180 Rep Stress Incr NO WB 024 HOrz(CT) 0.01 5 n/a n/a Code FBC201771712014 Matrix -MS Weight: 381b FT=0 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 no pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 4=127/Mechanical, 2=379/0-11-5, 5=461/Mechanical Max Horz 2=192(LC 8) Max Uplift 4=-131(LC 8), 2=262(LC 8). 5=-238(LC 8) Max Gmv 4=156(LC 13), 2=379(LC 1), 5=461(LC 1) FORCES. (Ib) -Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-838/366 BOT CHORD 2-7=-487/798, 6-7=-487/798 WEBS 3-7=0/307, 3-6=-920/561 NOTES- 1) Wind: ASCE 7-10; VuIt=165mph (3-second gust) Vasd=120mph; TCDL=4.2pst BCDL=3.Opsf; h=15ft; B=70ft; L=35ft; eave=6f; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 131 lb uplift at joint 4, 2621la 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 (plQ Vert: 1-2=-54 Trapezoidal Loads (p f) Vert: 2=0(F=27, B=27)-to-4=-133(F=-39, B=-39), 8=0(F=10, B=10)4o-5=-49(F=-15, B=-15) Walter P. Finn PE NoMS39 MiTek USA, Inc. FL Cell 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 3,2019 ®WARNING- Ventydes/gnparametersaOJREAONOTES ON MMANOINCLUDWMREKREFERANCEPAGEM&74n.1.. la=0158EFOREUSE Deegn va"d for use only wlm "'red'connectors. IDIs tlesign b basetl only upon paameters shown, antl Is for an NtlNltlual builtling component, not a buss system. Before use, the bu'dIng designer must vetlry the appllcablllty of tleslgn parameters antl progeny Incorporate rub tlesign Into me overall builOingdeslgn. gracing lndicoted a to buckling of intlivltlual puss web and/orchard member only. Atlditlonal temporary pnd permanent bracing MiTek' prevent a always requlredfor stability an to preventwllh posvble personal Injury and properly tlamage. For general gultlance regartlingthe fobrkatl storage, tlellvery, erecnon andbracing of fnssses and puss systemx seeANtl/IPII GpoImI1yy Cm�M, DSa-09 antl eCtl auldkrp Component 6904 Parke East Blvd. to SatN1y mlomtotbrrn.0abl. from Truss Rate 1reStute, 218 N. Lee Sheet, 6ulte 312, Alexantlrla VA 22374. Tampa, FL 33610 Symbols PLATE LOCATION AND ORIENTATION 374 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. L74"�Forlat;4 x 2 orientation, locate pes 0-144' from outside edge of truss. This symbol Indicates the required direction of slots in connector plates. Plate location details available in MTek 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 7 Indicated by symbol shown and/or by text bracin In the bracing section of The output. Use T or I bracing If Indicated, BEARING Indicates location where bearings <�F6 (supports) occur. Icons vary but reaction section IndlcatesJolnt 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) III (Drawings not to scale) 2 3 TOP CHORDS JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. PRODUCT CODE APPROVALS ICC-ES Reports: ESR-131 1, ESR-1352, ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. © 2012 MITekO All Rights Reserved MIilek Engineering Reference Sheet: Mll-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 SCSI. 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 ANS17rPl 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19%at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated. or green lumber. 10. Camber Is a non-structural consideration and Is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 11. Plate type, size, orientation and location dimensions Indicated are minimum plating requirements. 12. Lumber used shall be of the species and size, and In all respects, equal to or better than that specified. 13. Top chords must be sheathed or purlins provided at spacing indicated on design. 14. Bottom chords require lateral bracing at 10 ft. spacing, or less. If no ceiling is Installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of 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 ANSI7rPl 1 Quality Criteria.