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I RE: M11392 MiTek USA, Inc. THE WINDSOR 6904 Parke East Blvd. Tampa, FL 33610-4115 Site Information: Customer: Wynne Dev Corp Project Name: M11392 Lot/Block: Model: 71 Carlton 3 Bedroom Rear Porch Address: unknown Subdivision: City: St. Lucie County State: FL General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2017/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 T1668649a 4/3/2019 l L COPY 2 T16686491 at ,4/3/2019 3 T16686492 a2 4/3/2019 4 T16686493 a3 4/32019 5 T16686494 a4 4/3/2019 6 T16686495 a5 4/32019 7 T16686496 ata 4/32019 8 T16686497 to 4/3/2019 9 T16686498 bha 4/3/2019 10 T16686499 gra 4/3/2019 �,�pC 12 T16686501 j3 4/3/2019�'VioNs® F:0V 13 T16686502 j5 4/3/2019 E C0MJPJ'1P14GE 14 T16686503 j7 4/3/2019 - CS ®��C1�G Ci®���� 15 T16686504 kj7 4/3/2019 S®CC 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 Engineers 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 ANSVrPI 1. These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes), which were given to MiTek. Any project specific information included is for MiTek customers file reference purpose only, and was not taken into account In the preparatic these designs. MiTek has not independently verified the applicability of the design parameters or the designs for any particular building. Before use, the building designer should verify applicability of design parameters and properly incorporate these designs into the overall building design per ANSVI'M 1, Chapter 2. Walter P. Finn PE No27839 MITek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 April 03, 2019 I of 1 Finn, Walter Job Truss Truss Type Oty Ply ' T16886490 MV392 A HIP 1 �THEWINDSOR 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.240 S UeC 5 201 a MI I eK maustnes, Inc. W ea 3 I V:16:43 Lute 4x8 _ 2x3 II 3.6 = 4x4 = 4x8 = 4.00 12 2x3 Scale = 1:60.5 la 14 3x4 = 3x4 = 3,05 = 6v8 ^ 3x4 = 3x6 = 3x4 = 3x5 = Plate OBsets(XY)— e-u-u - f2:0-0-14Edael f4:0-5-40-2-01 r8:0-5-40-2-01 a-nv - r10:O-MEdgel ra-m rev LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Vdefl Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TO 0.57 Ved(LL) 0.42 12-23 >572 240 MT20 244/190 TOOL 7.0 Lumber DOL 1.25 SC 0.47 Vert(CT) 0.3712-23 >659 180 BOLL 0.0 ' Rep Stress [nor 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 - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 2=433/0-8-0, 15=1596/0-8-0, 10=669/0-8-0 Max Horz 2=-97(LC 10) Max Uplift 2=-235(LC 12), 15=-1439(LC 12), 10=-799(LC 12) Max Grav 2=467(LC 17), 15=1596(LC 1), 10=685(LC 22) BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 4-5-1 oc bracing. FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 23=-639/108, 3-4= 396/0, 4-5=-967/776, 5-7=-967/776, 7-8=-454/938, 8-9=-1009/1884, 9-10— 1265/2154 BOT CHORD 2-17=0/652, 15-17=0/430, 14-15=-704/454, 12.14=-1586/938, 10-12=-1971/1174 WEBS 3-17=-372/461, 4-17=-272/451, 4-15=-1087/1002, 5-15=-336/386, 7-14=-766/399, 8-14=-580/997, 8-12=-958/447,9-12= 358/600,7-15=-1329/2190 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2pst; BCDL=3.Opsf; h=15ft; B=70ft; L=35ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-6-0, Interior(1) 2-6-0 to 9-0-0, Exterior(2) 9-0-0 to 13-11-6, Interior(i) 13-11-6 to 26-0-0. Extedor(2) 26-0-0 to 30-11-6, Intedor(1) 30-11-6 to 36-0-0 zone; porch right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to beading plate capable of withstanding 235lb uplift at joint 2, 1439 lb uplift at - joint 15 and 799 lb uplift at joint 10. Walter P. Finn PE No.22839 MRek USA, Inc. FL Cod 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 3,2019 O WARNING. Verify Cesrgnpem.doroantl READ NOTES ON THIS AND INCLUDED MIrEKREFERANCEPAGEMIL7473 rov. 10MV,20159EFOREUSE. Design valltl for use only wm Md-M conneofars. lhb design 6 bawd only upon Parameters shown. antl b for an md_Idual bu6tling component not a huss system. Before use. the bulltling tlasigner mull veilry the appllcabYlty of tledgn parameters antl prope6y Incorporate lnis tlesign Into me overall buetllPg tlesign. arecingindicatetlbfo prevent buckling of ln'.oual truss woo antl/orchortl members only. AtltlHlonal temporary antl permanombrecing MiTek' 6 Olways requlretl for sfabelty and to prevent collapse with possible personal lnlury antl property tlamage. For general BultlanCaregartlingllle fabrlcadon, storage, tleiNery, areanon antl bracing of trusses antl truss systems, seeANSURII Cua®y C.... DSa69 antl SCSI Bu9dNg Component 69" Parke East Blvd. Salary Informatbnavoeobie from Truss Plate InIni t., 218 N. Lee Street Suite 312, Aiexona VA 22314. Tampa, FL 33610 Job Tuss Truss Type Cry Ply THE WINDSOR ' T76686491 M11392 Al SPECIAL 1 1 Jab Reference o liana) Chambers Truss, Inc., Fort Pierce, FL 8.240 s Dec 6 2018 MiTek Industries, Inc. Wed Apr 310:18:44 2019 5.6 = 4.00 f 12 2.3 II 21 5 3x4 = 6 22 Sx8 MTIBHS= Scale=1:61.3 13 Sal = 3x5 = 5xS MTISHS= 3x12 = 2.00 12 Plate Offsets KY)— 12'0-0-2 Edeel 17•D-4-0D-2-31 19:Od-15 Edael LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udell Ud 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 SC 0.91 Vert(CT) -1.2111-12 >348 180 MT18HS 244/190 BCLL 0.0 ' Rep Stress Mar YES W B 0.77 Horz(CT) 0.35 9 rVa n/a ' BCDL 10.0 Code FBC20177rP12014 Matdx-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 - TOP CHORD Structural wood sheathing directly applied or 2-7-7 oc puffins. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. REACTIONS. (lb/size) 2=1349/0-8-0, 9=1349/0-8-0 Max Horz 2_ 117(LC 10) Max Uplift 2=-825(LC 12), 9=-825(LC 12) FORCES. Inc) -Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-3209/2102, 3-4=-3006/2024, 4-5=-3022/2080, 5-6=-3022/2080, 6-7=-4643/2994, 7-8=-5324/3364, 8-9=-5751/3700 BOT CHORD 2-13=-1883/3007, 12-13=-1591/2657, 11.12= 2456/3908, 9-11=-344215478 WEBS 3-13=-425410, 4-13=-354/571, 4-12=-3621617, 5-12= 269/279, 6-12=-10341712, 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=70f : L=35ft; eave=5ft; Cat. 11; E p C; Encl., GCpi=0.18; MWFRS (directional) and C-C Eterior(2) -1-0-0 to 2-", Interior(1) 2-6-0 to 36-0-0 zone;C-C for members and forces S MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf 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 at joint(s) 9 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 8251b uplift at joint 2 and 825 lb uplift at joint 9. Walter P. Finn PE No.22839 Mild USA, Inc, FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610 Data: April 3,2019 O WARNING -V91lrydesign➢erzmeten end READ NOTES ON THfSANDglCLUDED 4ffrEKREFERANCEPAGEMS7473re¢ 101,113,20159EFOREUSE Deslgn valid forum only WM Mlrek0 connectors. This tleslgn Is based only upon Parameters shown and Is for on individual building component, not �- a truss system. Before use, the buading designer must verify the applicability of design parameters and properly Incorporate this design Into the overall bulldhgdeslgn, 9rccinglndlcatedIstoprevent bucklingofhdMduoltwasweband/or chord members only. Additional temporary and permanent bracing MiTek' a always required for stability and to prevent collapse won possible personal Injury and property damage. For general guldenc6 regarding me fobAcaflon storage. delivery, erection and bracing of trusses and truss systems, seeANSVIPl1 Gua11N Criteria. DS049 and SCSI SuBtlNp Component 890a Parke East BWd. Safety Informatio avollabie from Truss Plate Institute, 218 N. Lee Street Suite 312, Alexandria, VA 22 14. Tampa, FL 33610 Job Truss Ply THE WINDSOR • T76686492 M11392 A2 �TnussType �Qty SPECIAL t 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.240 s Dec 6 2018 MiTek Industries, Inc. 3 10:18:45 2019 Pagel 5x6 = 3x4 = 5x8 = Scala - 1:61.3 12 3x4 = 5xa = 3x12 c 3x6 = 2.00 12 2-0 i246.8 I 350 0 2-6810.0.00.00 49&0 7230 15 Plate Offsets (X Y)-- 12:0-0-6 Edgel 16.0-4-0 0-2-31 18:0-1-15 Edgel LOADING (pst) SPACING- 2-0-0 CS]. DEFL. in (loc) I/defl Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TC 0.66 Ven(LL) 0.72 10 >585 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.95 Vert(CT) -0.9410-19 >447 180 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.86 Horz(CT) 0.34 8 r/a n/a BCDL 10.0 Code FBC2017/TPI2014 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 or2-6-15 oc puffins. BOT CHORD Rigid ceiling directly applied or 2-2-0 as bracing. REACTIONS. (lb/size) 2=1349/0-8-0, 8=1349/0-8-0 Max Horz 2=136(LC 11) Max Uplift 2=-825(LC 12). 8=-825(LC 12) FORCES. (Ib) - Max CompJMax. Ten. - All forces 250 (Ih) or less except when shown. TOP CHORD 2-3=-3211/2064, 3-4=-3017/1998,4-5=-2580/1800, 5-6=-3379/2225,6-7=-5242/3250, 7-8=-5759/3665 BOT CHORD 2-13— 1847/3008, 12-13=-1403/2418, 11-12=-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 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=70N; L=35tt; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) end C-C Exterior(2) -1-" to 2-6-0, Interor(1) 2-6-0 to 36-0-0 zone;C-C for members and forces S, 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 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 2-0-0 wide • will fit between the bottom chord and any other members. 7) Bearing at joint(s) 8 considers parallel to grain value using 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 825 lb uplift at joint B. Walter P. Finn PE No.22839 MTek USA, Inc. FL Cart 6634 8904 Padre East Blvd. Tampa FL 33810 Date: April 3,2019 Q WARNWG-Verfydeelgnp4Ruaerersand READNOTES ON TNISANDWCLUD£DMNEKREFERANCEPAG£MM114M... n=Z915aEFOREUSE. Design void for use only with MBek® connectors. This design is based only upon parameters shown, antl Is for an Individual bulling component, not ��- a truss system. Before use, the buading designer must verify the oppllcablllty of design parameters and properly Incorporate this design Into the overall balding design. Bracing Indcated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabricaton, storage. delivery, erection and bracing of trusses and truss systems, seeANSVIPII CuaIIN CMeM. 058-89 and SCSI Building Component 6904 Parke EasiBNd. Safety Informatbncycriabie from Truss Plate Institute. 218 N. Lee Sheet Suite 312. Nexandrlo, VA 22914. Tampa, FL 33610 Jab Truss Truss Type Oty Ply THEWINDSOR • T16686493 M11392 A3 SPECIAL 1 1 Jab Reference (optional) champers i russ, me., ran rierce, rL Scale=1:62.3 4.00 F12 5xe = 4x5 = 5 6 14 13 ----- ' 3x5 = 2xIi 11 Sze = 3x12 = 2.00 12 LOADING (pso TOLL 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 lncr YES Code FBC2017/TP12014 CST. TO 0.60 BC 0.95 WB 0.83 Matrix -MS DEFL. in (too) Well Ud Ver l-L) 0.73 11 >572 240 Ven(CT)-0.9711-20 >432 180 Horz(CT) 0.36 9 n/a rVa PLATES MT20 MT18HS Weight: 160 lb GRIP 244/190 244/190 FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-6-15 oc 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 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. fib) - Max Comp/Max. Ten. -All forces 250 fib) or less except when shown. TOP CHORD 2-4=-3256/2031, 4-5=-2426/1588, 5-6=-2680/1790, 6-7=-2829/1832, 7-8=-5320/3257, 8-9=-5720/3554 BOT CHORD 2-14— 1817/3048, 13-14=-1817/3048, 12-13=-1258/2274, 11-12=-2935/5103, 9-11=-3302/5445 WEBS 4-14=0/329,4-13=-897/636, 5-12=-316/661, 6-12=317/616, 7-12=-2727/1643, 7-111=-1072/1939, 8-11=-390/391 - NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second, gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=70ft; L=35ft; eave=5ft; Cat. 11; Exp C; Encl., GCpl=0.18; MW FRS (directional) and C-C Exterior(2) -1-0-0 to 2-6-0, Interlor(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 pat bottom chord live load nonconcurient 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 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 825 Ib uplift at joint 9. Walter P. Finn PE No.22839 MITA USA, Inc. FL Cad 8834 8934 Parke East Blvd. Tampa FL 33810 Data: April 3,2019 O WARNING -Verify design paramefers end READ NOTES ON THIS AND INCLUDED MITEK REFER44CE PAGE M&74Y3rev. ta4A42p]S BEFORE USE Design valid for use only with Mrek® Connectors. This design Is based only upon parameters showrt and is for an Individual building component, not ��- a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. BmCing Indicated Is tO prevent buckling Of Individual truss web and/or chord members only. Additional temporary and permanent bracing M!Tek' Is always required for stability and to prevent collapse with posable personal injury and property damage. Far general guidance regarding the fabrication, storage, ❑ellvery, erection and bracing of Lures and truss systems seeANSVrPI I CuaW Cal DSB49 and I= Building Component 69U Palle East Blvd. Satiny Infomationa bla from Truss Plate institute, 218 N. Lee street Suite 312. Alexandra, VA 22314. Tempe, FL 33610 Job Truss Truss Type Oty Ply THEWINDSOR ' T16686494 M11392 A4 SPECIAL 1 1 Jab Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.240 s Dec 62018 MITek Industries, Inc. Wed Apr 310:18:472019 4.00 12 5x6 = 4.6 = �n It 6 7 Scale-1:62.3 16 15 6xIO = 3x5 = 2x3 11 5x6 = 3x12 — 2.00 12 LOADING (psQ TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017?PI2014 CSI. TIC 0.59 BC 0.95 WB 0.98 Matrix -MS DEFL In Vert(LL) 0.80 Vert(CT) -1.05 Horz(CT) 0.39 (too) Udefl Ud 13 >528 240 13 >400 180 11 n/a n1a PLATES MT20 MT18HS Weight: 172 lb GRIP 244/190 2441190 FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-6-14 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 midpt B-14 REACTIONS. (Ib/size) 2=1349/0-8-0, 11=1349/0-8-0 Max Hom 2=-175(LC 10) Max Uplift 2=-825(LC 12), 11=-825(LC 12) FORCES. (Ib) -Max. CompJMax Ten. -All forces 250 (Ib) 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=-5361/3220, 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=01334, 3-15=-882/614, 5-15=-23B/254,7-14=-163/427, 6-14=-309/604, 6-15=-315/409,B-14=-3146/1901, 8.13=-1034/1946,10-13=-343/333 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2pst BCDL=3.Opsf; h=15ft; B=70f; L=35ft; eave=511; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-6-0, Interfor(1) 2-6.0 to 36-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 11 considers parallel to grain value using 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 lb uplift at joint 2 and 825 lb uplift at joint 11. Waller P. Finn PE No.22839 MiTek USA, Inc, FL Cert 6634 6904 Parke East Blvd. Tampa FL 33810 Dale: April 3,2019 ,&WARNING-Vedlydeeirt pmameters.BREAD NOTES ON TN/SAND/NCLUOEOMREKREFFAANCEPAGEM1474"-re.. 1W032015BEFORE USE. Design valid for use only with MneM connectors. This design Is based only upon parameters shown, and Is for an Individual busci ng component, not a truss system. Before use, the building designer must verify the applicability of design parameters and propery Incorporate this design Into the overall bullding design. Bracing Indicated Isla prevent buckling of lrldlvldual huss web and/or chord members any. Adaiflonal 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 fabrication, storage, delivery, erection and bracing of trusses and toss systems, seBANStyIPI I Quality Cdbdu. DS949 and SCSI Building Component 6904 Parke East Blvd. Safely Informatbmvo0ablebem Tom Plate Institute. 218 N. Lee Sheet Suite 312. Alexandria, VA22314, Tampa, FL M610 Job Truss Truss Type O1y Ply THE WINDSOR ' T16686495 M11392 A5 SPECIAL 16 1 Jab Reference o tional Chambers Truss, Inc., Fort Pierce, FL 8.240 a Dec 62018 MITek Industries, Inc. Wed Apr 310:18:48 2019 Page 1 ID_kfiGCA6bx7j2Syl HDXFw7ye3KX.435?rpyWJIYOCpdZKYOoD?3uUoGOh VI3tlH7?zUScb 1-00 8-6-0 I 149-0 I 17-60 246.8 I 27-4-7 35-0-0 36-0.0 • 8-fi-0 63-0 2-&0 7-0-8 2 9-15 7-7-9 O O Scale =1:60.3 5xBMTiBHS II 4.00 12 14 13 3x5 = 2x3 11 Sx10 = 2.00 12 3x12 8-6-0 14-9-0 24-6.8 35-0-0 m 11� 8-6.0 16.3.0 9-9.8 10-5-8 ' Plate Offsets (X Y)- (2'0-1-6 Edael f8:0-3-0 Edgel r10.0-1-15 Edael LOADING (pst) SPACING- 2-0-0 CSI. DEFL in (too) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.81 Vert(LL) 0.80 12-13 >526 240 NTT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.92 Vert(CT) -1.2812-13 >329 180 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr YES W B 0.74 Horz(CT) 0.36 10 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight: 160 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 31 'Except' TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puriins. 1-4,8-11: 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. BOT CHORD 2x4 SP M 30 - WEBS 1 Row at midpt 6-12 WEBS 2x4 SP No.3 *Except* 6-12: 2x4 SP M 30 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 2=1349/0-8-0, 10=1349/03-0 Max Horz 2=-179(LC 10) Max Uplift 2=325(LC 12), 10=-825(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-3247/2112, 3-5- 2449/1679, 5-6=-2397/1763, 6-7= 5452/3624, 7-9=-5398/3482, 9-10=-5732/3689 BOT CHORD 2-14=-1865/3040, 13-14=-1865/3040, 12-13- 1223/2137, 10-12= 3431/5459 WEBS 3-14=0/303, 3-13=-861/619, 5-13= 216/264, 6-13=-300/527, 6-12=-2247/3526, 7-12=323/388, 9-12= 321/306 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opst h=15f ; B=7011; L=35tt; eave=5ft; Cat. II; Esp C; Encl.. GCpi=0.18: MWFRS (directional) and C-C Exterior(2) -1-0-0to 2-6-0. Intenor(1) 2-6-0 to 17-6-0, Exteriar(2) 17-6-0 to 21-0-0, Interior(1) 21-0-0 to 36-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chard live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide - will fit between the bottom chord and any other members, with BCDL= 10.Opsf. 6) Bearing at joint(s) 10 considers parallel to grain value using 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. Walter P. Finn PE No.22839 MTek USA, Inc. FL Cart6634 69M Parke East Blvd. Tampa FL 33610 Date: April 3,2019 Q WARNING-Verlrydestgnpammeremend READ NOTES ON MIS AND INCLUDED MITEx REFERANCEPAGEMI,747amy. Inallar6 BEFORE USE. Design valid for use only with Nits& connectors. This design Is based only upon parameters shown, and Is for on Individual building component not ��- a truss system. Before use, me building designer must verify the applicability of design parameters and properly Incorporate this design Into the overoll bulltling tleslgn. Bracing Indicated is to buckling of lnbNldual fuss web and/or chord members only. Additional temporary and permanent bracing WOW 7 prevent Is always required for stability and to prevent collapse with possible personal INury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems. seeANsVrPI1 Quiet Criteria. DSO-09 and BCSI Building Component 6904 Parke East Blvd. Barlett, Informotbrnvallable from Truss Plate Institute. 218 N. tee Street, Sulte 312, Nexandria, VA 22314, 1 Tampa, FL 33610 Job - Truss Truss Type Oty Ply THE WINDSOR ' T76686496 M11392 ATA COMMON 5 i Job Reference (optional) cnamoem buss, mc., ran nerce, ru o-_" ,...<.��..��.,..�o...�r.vc...�.,..ovv vclnnn..en knun..rm,n.,lmnn rvrnro„ �1 Scale = 1:59.5 4.00 12 4xS — 6 17 '- 15 - 14 1L 3x6 = 24 11 4X6 = 3x8 = 2x3 11 3x6 = 3x8 = 44 = LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-020 Plate Grip DOL 1.: Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017/TP12014 CSI. TC 0.99 BC 0.68 WB 0.59 Matrix -MS DEFL. in (loc) I/defl Ud Vert(LL) 0.3314-10 >999 240 Vert(CT) -0.64 14-15 >652 180 Horz(CT) 0.13 10 n/a n/a PLATES GRIP MT20 244/190 Weight: 166 lb FT=O% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural mod sheathing directly applied or 3-1-15 oc puffins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 5-2-15 0o bracing. WEBS 2x4 SP No.3 REACTIONS. (fib/size) 2=1399/0-8-0.10=1399/0-8-0 Max Hom 2=-179(LC 10) Max Uplift 2=-775(LC 12), 10=-775(LC 12) FORCES. (lb) -Max. Ccmp./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 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=15tr B=70ft; L=35ft; save=6ft; Cat. 11; 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, 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 & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) 100.01b 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 10.01 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 7751b uplift at joint 2 and 775 lb uplift at joint 10. 1 6 Walter P. Finn PE No.22839 MiTek USA, Inc, FL Cart 6634 .8904 Parke East Blvd. Tampa FL 33810 Data: April 3,2019 O WARNING-VedlydesempasamemnsanOREAD NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MO474".V.. 1aN34015 BEFORE USE. Deslgn valid for use only with M6ek® connectors. this design Is based only upon parameters shown, and Is for on IndMdual building component, not �,- a truss system. Before use, the bulltling designer must verity the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual buss web and/or chord members only. Add[tionol temporary and permanent bracing M!Tek* is always required for stability and to prevent collapse with possible personal irtury and property damage. For general guidance regarding the fobrlcollon, storage, delivery erection and bracing of trusses and truss systems, seeANSVTPll Qua] Mv Criteria, DSB-69 and BC61 Bu6dNp Component 6904 Parke East BNd. ParkeEast Safety Innnaflonavallcble from Truss Plate Institute, 218 N. Lee Street, Sure 312. Alexandria, VA 22914. fo Tampa, Job Truss Truss Type Oty Ply • T16686497 M11392 B COMMON 2 1 �THEWINDSOR Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.240 s Dec 6 201B MiTek Industries, Inc. Wed Apr 310:18:51 2019 4.00 F12 3x6 = Scale=1:59.3 1�2 b '3x4 = 2x3 II 3x6 = 3x4 = 3x4 = 3x6 = 23 II 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.34 Ven(LL) -0.11 14-15 >766 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.38 Vert(CT) -0.24 17-20 >715 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.63 Horz(CT) 0.03 10 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matrix -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 Horz 2=-179(LC 10) Max Uplift All uplift 100 lb or less at Joint(s) except 2=371(LC 12), 15=-453(LC 12), 14=453(LC 12), 10— 371(LC 12) Max Gmv All reactions 250 lb or less at joint(s) except 2=602(LC 1), 15=844(LC 17), 14=840(LC 18), 10=602(LC 1) FORCES. (I s) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-945/572, 5-6=-181/256, 6-7=-181/258, 9-10=-945/574 BOT CHORD 2-17=-407/878, 15-17=-407/878, 12-14— 393/858, 10-12=-393/858 WEBS 3-17=-5/301, 3-15=-819/591, 5-15=-277/325, 7-14=-277/326, 9-14=-819/592, 9-12=-5/301 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7.10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf BCDL=3.Opsf; h=15ft; B=70ft; L=35ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-6-0, Interior(l) 2-6-0 to 17-6-0, Exterior(2) 17-6-0 to 21-0-0, Interior(1) 21-0-0 to 36-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.0psf 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, with BCDL= 10.Opsf. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 371 Ibuplift at joint 2, 453 Ib uplift at joint 15,453 lb uplift at joint 14 and 371 Ib uplift at joint 10. Walter P. Finn PE No.22639 MiTek USA, Inc. FL Cod 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 3,2019 Q WARNING- Verlrydesignparertrefersand READNOTES ON TH/SANDINCLUDED MREKNEFEBANCEPAGEMIF742`3mK10,092015BEFOREUSE Deslgnvoldfor use only wlthMaek®connectors. This design is based only upon paramefersshown, antl is for an lndivltluol building component, not �`- ■■ a iron system. Before, use, the building designer must verify the applicablllty, of design parameters and properly Incorporate mis tleslgn Into the overall bulltling design, Brccing Indicated is to prevent buckling of lndlWdual nuns web and/or chord members only. Addlional temporary and permanent bracing MiTek' Is always required for stabillty, and to prevent collapse win possible personal Injury and property damage. For general guidance regarding the fobrlcoHan, storage, delivery, erection and bracing of trusses and true ms R systeseeAtesimQuality CMorko, DSB49 and BCSI Building Component e East Forkst Blvd. 8904 Park East0 Safety Informationovalloble from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, Job Truss Truss Type Oily Ply ' T76686498 M11392 BHA BOSTON HIP 1 1 �THEWINDSOR Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.240 s Dec 6201E vin ex mdustnes, Inc. wed Apr a tun mb22mB rage a ID:_klGCA6bx7j2Syl HDXFw7ye3KK-ygLW hB71 M W 2rgRxLZOTkOrEfFPjAdpvL_VjVGnzUSCX 158 2t-60 1-0-0 7-0-0 9d0 138o-0-07eI3-0l i2a-0.0 I 35-0-0 60 309�s2121a211 1zzor0 Scale = 1:62.4 4.00 FIT AM= 57 15 58 17 56 12 59 ;7" 55 9 , Sa12=53 .6 = 3 14 52 35 42 43 34 44 - 45 46 47 3.5 = 6x8 = 3x4 = 20 sD 22 3xs ; 3x4 W 5x12 C 26 19 1 23 �. 42/ 48 32 49 31 50 51 30 6x8 = 3x6 = n' 28 29 t2 N fm AEI d 3x4 = LOADING (psQ SPACING- 2-0-0 CSI. DEFL. in (loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TO 0.51 Vert(LL) 0.13 35-38 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.54 Verl(CT)-0.1635-38 >999 180 BCLL 0.0 ' Rep Stress their NO WB 0.65 Horz(CT). 0.04 28 n/a Na BCDL 10.0 Code FBC2017/rP12014 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 cc puffins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-0-0 cc 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. (Ib) - Max Ho¢ 2=179(LC 7) Max Uplift All uplift 100 Ito 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 250 lb or less atjoint(s) except 2=812(LC 17), 33=1825(LC 1), 32=1529(LC 1), 28=626(LC 1) FORCES. (lb) - Max Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1692/1103, 3-4=105/259, 27-28=-1129MO, 3-5=-441/520, 5-7=-436/514, 7-10=-436/514, 10-11=-436/514, 11-13=-036/514, 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 235=-939/1572, 33-35=-909/1484, 32-33=-382/400, 30-32=-575/1004, 2830=-568/1039 WEBS 3-35— 191/649, 27-3D=0/451, 3-33=-2090/1523; 11-33=-8101782, 1932— 7721745, 27-32=-1484/1044,9-10=463/453, 20-21=-462/454 NOTES- 1) Unbalanced mot live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=120mph; TCOL=4.2psf; BCDL=3.Opsf; h=15R; B=70ft; L=35h; save=6N; 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 pending. 4) All plates are 2x3 MT20 unless otherwise Indicated. • 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) • This truss has been designed for a live load of 20.0psf 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 565 lb uplift at joint 2, 1269 lb uplift at joint 33, 1017 lb uplift at joint 32 and 434lb uplift at joint 28. 8) Graphical Pullin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. q) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 2651b down and 381 lb up at 7-", 158 Ito down and 206 lb up at 9-0-12, 158 lb down and 206 lb up at 11-0-12, 158 Ib down and 2061b up at 13-0-12, 158 It, down and 206 Ito up at 15-0-12. 158 lb down and 206 Ito up at 17-0-12, 158 Ib down and 206 lb up at 17-11-4, 158 It, down and 206 Ib'up at 19-114, 158 Ib down and 206 lb up at 21-11.4, 158 lb down and 206 lb up at 23.11-4, and 158 lb down and 206 lb up at Walter P. Finn PE No.22839 25-114, and 158 lb down and 206 lb up at 27-114 on top chord, and 373 lb down and 236 lb up at 7-0-0, 69 lb down at 9-0-12, 69 MTek USA, Inc. FL Cad 6634 lb down at 11-0-12, 6916 down at 13-0-12, 69 Ill, down at 15-0-12, 69 lb down at 17-0-12, 69 lb down at 17-11-4, 69 lb down at 6904 Parke East Blvd. Tampa FL 33810 19-114, 69 lb down at 21-114, 69 lb down at 23-114, and 69 Ito down at 25-11-4, and 69 lb down at 27-114 on bottom chord. Data; Thedesign/selection of such connection device(s) is the responsibility of others. April 3,2019 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). ®WARNING-Vuitydaslgnparemefersend READNOTESONMISANDWCLUDEDMItEKREFERANCEPAGEMIFJ47Jrev. MWOISBEFOREUSE Design valid for use only with MRek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not �'- a truss system. Before use, the building designer must verity the appllcoblity of tleslgn parameters and properly Incorporate thls design Into the overall building design. Bracing Indicated is to buckling Individual truss web and/or chord members only. Additional temporary and bracing MiTek' prevent of permanent Is always required for stability and to prevent collapse with passible personal Injury and properly damage. For general guidance reparding the 6904 Parke East Blvd. fabrIcaton, storage, delivery, erectlon and bracing of trusses and truss systems. weANSVTPi1 CualBI1yy CMorks, DSB-0V and SCSI Building Component Tampa, FL 33610 Safety Informotbrxrvaaoble from Truss Plate InstM ie, 218 N. Lee street, Sulte 312 Alexantlrlo. VA 22314, Job Thus Truss Type Ory Ply WINDSORT76686498 M11392 BHA BOSTONHIP 1 1b rr Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.240 s Dec 6 2018 MiTek Industries, Inc. Wed Apr 31U:18:532U19 Page 2 ID:_kfGCA6bx7j2Sy1HDXFw7ye3KX-DOwuX?f7gAIlaWX65 zw3mgp3PMG9UD9S2oDzUScW LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 36-39=-20, 13=-54, 3-15=-54, 15-27=54, 27-29=-54 Concentrated Loads (lb) Vert: 35= 373(F) 30=-23(F) 42=-23(F) 43=-23(F) 44= 23(F) 45=-23(F) 46= 23(F) 47= 23(F) 48=-23(F) 49= 23(F) 50=23(F) 51=-23(F) 52=-169(F) 53=-118(F) 54=-118(F)55=-118(F) 56=-118(F) 57=-118(F) 58=-118(F)59=-118(F)60— 118(F)61=118(F)62=-118(F)63— 118(F) Q WARNING. Verity designperametenendREAU NOTES ON TNISAND/NCLUDEO MuBKREFERANCERAGEM474Tsmv. lats"friSREFOREUSE Design valid for use only with MBek® connectors. This design Is based only upon parameters shown, and Is for an Individual buhding component, not a truss system. Before use, the bullring designer must verify the opplicablllty, of design parameters and properly Incorporate this design Into the overall bu0tlingdesign. Bracing NtllcatedIstobucklingoflndMduoltwisweb and/or chord members on Addiflonaltemporaryondpermonantbracing MiTek' prevent is always required for stabllity and to prevent collapse with possible personal Injury and property damage. For general guidance regarding Me 69" Parke East BNd. fpb[ka6on. storage. delivery. erection and bracing of tosses and truss systems seeANSI/1pil CuolHv 6Nedo, DSBd9 and SCSI Bidding Component Temps, FL W610 Safety Infomlation svoRabie from Truss Plate Irsstihite, 218 N. Lee Street, Suite 312. Mexontlrlo, VA 22 14. Job Tmss Truss Type Oty Ply THEWINDSOR - T78686499 M11392 GRA HIP 1 1 Job Reference o tiohal Chambers Truss, Inc., Fort Fierce, FL 4.OD 12 5xl2 MT1 BHS = B.240 S UGC B 2U18 MI I OK ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX.uDTC Inc. WeOAOr 31u:1B:b4zuiu 3x5 II 3x6 = 4x8 = 4xB = 3 22 23 24 25 4 26 27 5 28 629 30 31 32 7 Scale = 1:60.3 aJ J4 le as ao ar ao IY li Vu Vi 3x4 = 2x3 II 3x6 = 6x14 = 3x4.='4x6.= 2x3 .II 3x5 — LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Gdp DOL 1.25 Lumber DOL 1.25 Rep Stress lncr NO Code FBC2017frP12014 CSI. TC 0.94 BC 0.67 WB 1.00 Matti DEFL. in (roc) Well Ud Vert(LL) 0.30 10-21 >792 240 Vert(CT)-0.3010-12 >812 180 HOrz(CT) 0.09 8 n/a n/a PLATES MT20 - MT18HS Weight: 153111 GRIP 244A 90 244/190 FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-9-5 oc puffins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 4-6-8 oc bracing. WEBS 2x4 SP No.3 *Except* WEBS 1 Row at midpt 6-13 4-13:..2x6 SP ND.2 2 Rows at 1/3 PIS 3-13 REACTIONS. (lb/size) 2=750/0-8-0, 13=3223/0-8-0, 8=1225/0-8-0 Max Horz 2= 78(LC 6) ' Max Uplift 2=-448(LC 8), 13=-2442(LC 8), 8=-1159(LC 8) Max Grav 2=755(LC 17), 13=3223(LC 1), 8=1225(LC 18) FORCES. (Ib) - Max. Comp./Max. Ten. -All tomes 250 (lb) or less except when shown. - TOP CHORD 2-3=-1534/729, 3-4=-1052/1347, 4-6=-1052/1347, 6-7=-1946/1834, 7-8=-2978/2565 BOT CHORD 2-15=-586/1423, 13-15=-596/1464, 12-13=-1710/1946, 10-12=-2359/2830, 8-10=2329/2789 WEBS 3-15=-159/733,3-13=-2917/1869,4-13=-849/801,6-13=-3504/3050,6-12=-430/666, 7-12=-940/731, 7-10=-489/690 NOTES- 1) Unbalanced roof live loads have been considered for this design. ' 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf, h=15ft; B=70ft; L=35ft; save=5ft; Cat. II; Exp C; Encl., GCpi=018; MWFRS (directional); porch right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water panting. 4). All plates are MT20 plates unless otherwise Indicated. 5) This truss has been designed for A 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 448 Ib uplift at joint 2, 2442 lb uplift at joint 13 and 1159 Ito uplift at joint 8. 8) Hanger(S) or other connection device(s) shall be provided sufficient to support concentmledload(s) 203 lb down and.329 lb up at 7-M, 90 Its down and 155 Ib up at 9-0-12,.90 Ib down and 155111 up at 11-0-12, 90111 down and 155 Ito up. at 13-0-12, 90 lb town and 1551b up at 15-0-12, 90 Ib down and 155 Ib up at 17-0.12, 90 Ile down and 155 Ib up at 17-114, 90 Be down and 155 Its up at . 19-11.4, 90111 down and 155 lb up at 21-11-4, 90 Ib down and 155 Ib up at 23-11-4, and 90 Ito down and 155 lb up at 25.11.4, and 203 Ib down and 329 lb up at 28-0-0 on top chord, and 452 Ito down and 263 lb up at 7-0-0,. 63 Ib down and 9lb up at 9-0-12, 63 Its dgwn and 3 lb up at 11-0-12, 63 Ill down and 3 Ill up at 13-0-12, 63111 down and 3 111 6p at '15-0-12, 63 Ile down and 3 Ib up at 17-0-12. 63 to down and 3 to up at 17-11-4, 63 lb down and 3 Ib up at 19-11-4, 63111 down and 3lb up at 21-11-4, 63 Its down and Walter P. Finn PE No.22839 3 Ito up at 23-11-4, and 63 Its down and 31b up at 25-11-0, and 452 Ib down and .263lb up at 27-11-4 on bottom chord. The IIITek USA, Inc. FL Cert 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: LOAD CASE(S) Standard April 3,2019 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MREK REFERANCE PAGE MIP74M rev: 101112015 BEFORE USE. Design valid for use only with Mnealfconnectors. This design Is based only upon parameters drawn, and Is for an IndNiduol building component not o truss system. Before use, the building designer must verity the cppllcablllty of design parameters and properly Incorporate his design Into he overall building design. Bracing Indicated is to prevent buckling of lnd Adual true web and/or chord members only. Additional temporary and permanent bracing MOW Is always required for stability and to preventcollapse with possible personal lnlury and property damage. For general guidance regarding the' fabrication, storage, delivery, erection and bracing of trusses and nuns systems, seeANSW90 CualMy Cmefil DS11419 and BCSI Building Component 6904 Parka East M. Safety mformallmlovollabie from Truss Rate Institute, 218 N. Lee Street Suite 312. Alexandra VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply GRA HIP 1 1b FEWINDSORT76686499M11392 Reference (optional) Chambers Truss, Inc., Foil Pierce, FL 6.240soec 62919MIIeK1neusinea,mc. Wea Apr 31U:1a:a4zuiv rage[ ID:_kfGCA6bx7j2Syl HDXFw7ye3KX-uDTG6sOHuelZwk5jgpVCTGJuxDNe5elaRpCcKfzUScV 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(8)4=-90(B) 10=-452(B)22=-90(B) 23=-90(B)24=-90(B)26=-90(B)27=-90(B) 28=-90(B) 30= 90(B) 31=-90(B) 32=-90(B) 33=-40(B) 34=-40(B) 35---40(8) 36=-40(B) 37=-40(B) 38=-40(B) 39=-40(B) 40=-40(B)41=-40(B) Job Truss Truss Type Oty Ply M11392 J1 MONO TRUSS e 1b FEWINDSORT76686500 Reference (optional) Gmammals I cuss, Inc., Fort Pierce, FL 8.240 s Dec 62018 Ni Industries, Inc. Wed Apr 3 10:18:55 2019 Page 1 ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-MPOeJGlvfROOXufvEWOR?UrEfds3pKmgTx9l6zUScU 3x4 = LOADING (psQ SPACING- 2-0-0 CSI. DEFL. in (lac) I/dell L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Ven(LL) -0.00 5 >999 240 TCDL 7.0 Lumber DOL 1.25 BC 0.02 Vert(CT) -0.00 5 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 4 file n/a BCDL 10.0 Code FBC2017/rP12014 Mandl LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 3=9/Mechanical, 2=118/0-B-0, 4=0/Mechanical Max Horz 2=48(LC 12) Max Uplift 3=-4(LC 9), 2=-140(LC 12) Max Grav 3=11(LC 17), 2=11 B(LC 1), 4=17(LC 12) FORCES. (Ib) - Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. Scale =1:6.1 PLATES GRIP MT20 244/190 Weight: 5lb FT=O% BRACING - TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc pudins. BOT CHORD Rigid ceiling directlyapplied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=70ft; L=35N; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) 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 2-0-0 wide Will Tit 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. Walter P. Finn PE No.22839 Wrok USA, Inc. FL Can 6634 6904 Parke Best Blvd. Tampa FL 33910 Date: April 3,2019 O WARNOIG-VadfydeslgnparametenandREADNOTES ON TBISANDINCLUDWMREKREFERANCEPAGEM674Mmre.. faMeMadISBEFOREOSE Design volid for use only with MRek®connectors. lnis design Is based only upon parometen shown, and Is for an IndIvidual building component, not ��- a muss system. Before use, the bulltling designer must verity me applicability of design parameters and properly incorporate this design Into the overall bu4dingdedgn. BracingIndicated btoprevent budilingofIncMdualhussweband/or chord members only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse wlin possible personal Injury and property damage. For general guidance regarding the fabrication storage, delivery, erection and bracing of trusses and truss systems. seeANSUIPII GualMByy CModa, DSB49 and BCSI Building Component Safely Warmalbrpva4able from Truss Plate InslitWe, 218 N. Lee Sheet. Suite 312. Aleantlrla, xVA 22314. M!Tek' 6904 Parka East Bind. Tampa, FL 33610 Job Truss Truss Type Oty Ply THE WINDSOR ' T16686501 M11392 J3 MONO TRUSS B 1 Job Reference a tional Chambers Truss, Inc., Fort Pierce, FL 8.240 s Dec 6 2018 MiTek Industries, Inc. Wed Apr 310:18:55 2019 Page 1 ID_kBGCA6bx7j2Sy1 HDXFw7ye3KK-MPOeJC1NROOKutvEWOR7UrEYdgOpKmgTx9t6zUSCU -1-0-0 3.0.0 • ' 1-0-0 I 3.0.0 ' Scale =1:9.4 3x4 = 3.0.0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (loc) I/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL) 0.01 4-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.19 Vert(CT) -0.01 4-7 >999 180 BCLL 0.0 Rep Stress lncr YES WB 0.00 Horz(CT) -0.00 3 n/a We BCDL 10.0 Code FBC2017/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 pudins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 3=64/Mechanical, 2=173/0-8-0, 4=37/Mechanical Max Horz 2=85(LC 12) Max Uplift 3=-54(LC 12), 2=-147(LC 12), 4=-4(LC 12) Max Grav 3--64(LC 1), 2=173(LC 1), 4=50(LC 3) FORCES. (lb) -Max Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2pst BCDL=3.Opsf; h=15ft; B=70ft; L=35ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-6-0, Intedor(1) 2-6-0 to 2-11-8 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 pat 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-" tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 54 lb uplift at joint 3, 147 lb uplift at joint 2 and 4 Ib uplift at joint 4. Walter P. Finn PE No.22839 MTek USA, Inc. FL Cart 6634 8904 Parke East Blvd. Tampa FL 33610 Date: April 3,2019 ,&WARNING -Verify design parameters and READ NOTES ON MIS AND INCLUDED MDENHEFERANCE PAGE 1WI7473mv. faDYlats BEFORE USE asss - Design valid for use only with MBek9 connactors. This design is based only upon parameters shown, and Is for an Indidduol building component not Ws a buss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall buadng design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only, Additional temporary and permanent bracing MiTek' Is always real for stability and to prevent collapse with passible personal Injury and property damage. For general guldance regarding me fabrication storage. delivery, erection ontl bracing of tepees and truss systems. waANSWII Quo Bry Ci toda, DSB49 and BCSI Building Component 6904 Pence Fast Blvd. Safety Informetlonavosoble from Truss Plate Insfitote. 218 K Lee Sheet, Suite 312, Alexandria VA 22314. Tampa, FL 33610 Job - Truss Truss Type Oty Ply ' T76686502 M11392 J5 MONO TRUSS 8 1 �THEWINDSOR Job Reference o tional Chambers Truss, Inc., Fort Pierce, FL 3x4 = 8.240 s Dec 6 2018 MITek Industries, Inc. Wed Apr 3 10:18:56 2019 Page 1 ID _kfiGCA6bx7j2Sy1 HDXFw7ye3KX.rbal W Y2XOIYH92E6oEXgYhOGnO2hYn5wv7NPYzUScT Scale = 1:12.7 5-0 0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.73 Vert(LL) 0.07 4-7 >863 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.70 Vert(CT) -0.06 4-7 >964 180 BCLL 0.0 ' Rep Stress Imm YES W B 0.00 Horz(CT) -0.00 3 n/a We BCDL 10.0 Code FBC2017/TP12014 Matrix -MP Weight: 171b FT=O% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc pudins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=115/Mechanical, 2=243/0-e-0, 4=63/Mechanical Max Hom 2=123(LC 12) Max Uplift 3=-104(LC 12). 2=-177(LC 12), 4=-9(LC 12) Max Dial 3=115(LC 1), 2=243(LC 1), 4=87(LC 3) FORCES. (lb) - Max. Comp./Max Ten. - All forces 260 (Ib) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; 8=70ft; L=35ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Extenor(2) -1-0-0 to 2-6-0, Interior(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 10.0lost 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 girders) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 104 lb uplift at joint 3, 177TIb uplift at joint 2 and 9 Ib uplift at joint 4. Walter P. Finn PE No.22839 MTek USA, Inc. FL Cart 6634 8904 Parke East Blvd. Tampa FL 33810 Data: April 3,2019 AWARNWO-Vd1ydesl9npanveetS..dFEADNOTESONMISANDINCLUDED MmEKREFERANCEPAGEMII-74T3xev.laN12prSBEFOREUSE Design void for use only with MITek® connectors. This design Is based only upon parameters shown. and Is for an Individual building component, not a truss system. Before use. the budding designer must verity the appllcablllty of dill parameters and properly Incorporate this desgn Into the overall building design, Bracing Indicated 6 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 personal injury and property damage, For general guidance regarding the MOW fob4cation, storage, delivery, erection and brocing of males and truss systems. seeANSVIPl1 Quality Crtleda, DSB-89 and BCSI Building Component 69M Parke East Blvd. Safety Inlorrvalbrpvalobie from Truss Plate Insfitute. 21 B N. Lee Street, Sulte 312, Alexandrlo, VA 22314, Tampa, FL 33610 Job Truss Truss Type Oly Ply M11392 J7 MONO TRUSS 24 1b FEWINDSORT1fi686503 Reference a tianal Chambers Truss, Inc., Fort Pierce, FL 8.240 s Dec 6 2018 MiTek Industries, Inc. Wed Apr 3 10:18:57 2019 Page 1 ID:_kfiGCA6bx7j2Syl HDXFw7ye3KXJo8Pku29B3h8nCplLx2v5v VWOSnHEL48nOGsLzUScS Scale: 3/4'=1' 30 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.47 Ve art0.17 4-7 >494 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.39 Vert(CT) -0.19 4-7 >447 180 BCLL 0.0 ' Rep Stress [nor YES W B 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MP Weight: 23 lb FT=O%. LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-D-0 oc pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=165/Mechanical, 2=315/0-8-0, 4=88/Mechanical Max Hom 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 CompJMax, Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opst h=15R; B=70ft; L=35ft; eave=6ft; Cat. II; E1is C; Encl., GCpi=0.18; MW FRS (directional) and C-C Extedor(2) -1-0-0 to 2-6-0, Intfi r(1) 2-6-0 to 6-11-8 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1531b uplift at joint 3, 211 It, uplift at joint 2 and 12 lb uplift at joint 4. Walter P. Finn PE No.22839 MITek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33810 Date: April 3,2019 O WARNWG- Verity Eesignperamefera end READ NOTES ON MMAND INCLUDED MNEKHEFERANCEPAGEM1P74nrev. 10=015 BEFORE USE Design valid for use only With Mffr connectors. This design Is based only upon parameters shown, and is for on Individual building component, not ��- a muss system. Bofore use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall design. Bracing Indicated is to buckling of individual Was web antl/cr chord members only. Additional temporary and permanent bracing M!Tek' building prevent Is always required for stablity and to prevent collapse with possible personal Injury and property damage. For general guidance regarding Me fabrication, storage, delivery, erection and bracing of musses and muss systems. sersANStl Gualliv CModa. DSB49 and BLSI Bull Component 690a Parke East Blvd. Safety Informational mom Truss Plate lnulllute, 218 N. Lee Street. Suite 312 Alexandria, VA22914. Tampa, FL 33610 Job Truss Truss Type Dty Ply THE WINDSOR T76686504 M11392 KJ7 MONO TRUSS 4 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 6.24u 6 uec, 62u16 MI Iex lneusalBs. Inc. vveo Apr d iu; ore, wv 3x4 = 3x4 = Scale = 1:20.6 6.8-12 3-1-5 LOADING (psQ SPACING- 2-0-0 CSI. OEFL. in, (loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.20 Vert(LL) -0.04 7-10 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.26 Vert(CT) -0.08 7-10 >999 180 BCLL 0.0 ' Rep Stress Incr NO WE 0.24 Horz(CT) 0.01 5 n/a rda BCDL 10.0 Code FBC20171TP12014 Matdx-MS Weight: 38 lb Ff=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. (fib/size) 4=127/Mechanical, 2=37910-11-5, 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. CompJMa Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-0= 838/366 BOT CHORD 2-7=-487/798, 6-7=48W798 WEBS 3-7=0/307,3-6=-920/561 NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=70ft; L=35ft; eav"ff; 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 psi bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 131 lb uplift at joint 4, 262 lb uplift at joint 2 and 238 Ib 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 (all) Vert: 2--O(F=27, B=27)-to-4=-133(F=-39, B=-39), 8=0(F=10, B=10)-t0-5=-49(F— 15, B— 15) Walter P. Finn PE No.22639 MiTek USA, Inc. FL Cart 6634 69D4 Parke East Blvd. Tampa FL 33610 Date: April 3,2019 Symbols Numbering System General Safety Notes PLATE LOCATION AND ORIENTATION -11 13 /4 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. 0-NI For 4 x 2 orientation, locate plates OJ/0 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 lima 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. I 6'4_8 I dimensions shown InfiMeenihs t scale) IIll (Drawings not To scale) 0 Of O x U a O JOINTS ARE GENERALLY NUMBEREDAETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERSAETTERS. PRODUCT CODE APPROVALS ICC-ES Reports: ESR-1 311, ESR-1352, ESR1 988 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 t section 6.3 These truss designs rely on lumber values established by others. © 2012 MTek® All Rights Reserved MTTek Engineering Reference Sheet: Mll-7473 rev. 10/03/2015 Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or x-bracing, is always required. See BCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 5. Cut members to bear 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 ANSIM 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSMI 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 defection. 11. Plate type, size, orientation and location dimensions Indicated are minimum plating requirements. 12. Lumber used shall be of the species and sse, and in all respects, equal to or better than that spedfied. 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 ANSIITPI 1 Quality Criteria.