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RE: M11392 THE WINDSOR MiTek USA, Inc. 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 T16686490 a 4/3/2019 2 T16686491 al 4/3/2019 3 T16686492 a2 4/3/2019 4 T16686493 a3 4/3/2019 5 T1668649a4 4/3/2019 6 T16686495 a5 4/3/2019 .00 7 T16686496 ata 4/3/2019 9 T16686498 bha 4/3/2019 FI 10 T16686499 gra 4/3/2019 11 T16686500 jl 4/3/2019 12 T16686501 j3 4/3/2019 14 T16686503 j7 4/3/2019 ��®e����® e�Ay�� 15 T16686504 ki7 4/3/2019 V �p ►tl 1 00 �� o �0cle 5000 0 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 ANSIfTPI 1. These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes), which were given to MiTek; Any project specific information included is for MiTek customers file reference purpose only, and was not taken into account in the preparation of these designs. MiTek has not independently verified the applicability of the design parameters or the designs for any particular building. Before use, the building designer should verify applicability of design parameters and properly incorporate these designs into the overall building design per ANSUTPI 1, Chapter 2. V'e .0Rty N, s,ON A11 I 'E %p %� Wafter P. Flan PE No.22839 Welk USA, Inc. R. Cart 6634 6904 Parke East Blvd. Tampa R. 33610 April 03, 2019 loft Finn, Walter Job Truss Oty Ply THE WINDSOR T76686490 M11392 A �Truss`Typa HIP 1 1 Job Reference (optional) GnamDens I was, me., FOn YlerCe, rL a.29e 5 UBC 0 Min IVII I Im mausmes, Inc. VVeu Hpr J 1ua O:W Zulu rage 1 4.00 12 4x8 = 2x3 11 3x6 = 44 = 2x3 \\ 4 26 5 6 7 27 4x8 2x3 8 8 Scale=1:60.5 3x4 = 3x4 = 3x6 = 6xe = 3x4 = 3x8 = 3x4 = US = 8-0-0 5-111 5-8.13 Plate Offsets (X Y)— 12:0-0-14 Edael r4:0-5-4 0-2.01 rB:0-5-4 0-2-01 r10:O-M Edgel LOADING (psf) SPACING- 2-0-0 CSL DEFL. in (hoc) Vdell Uri PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.57 Vert(LL) 0.42 12-23 >572 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.47 Ved(CT) 0.3712-23 >659 180 BCLL 0.0 ' Rep Stress Incr YES WE 0.94 Horz(CT) 0.03 10 n/a n/a BCDL 10.0 Code FBC20177TPI2014 Matrix -MS Weight: 1611b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 4-5-1 oo bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=433/0-8-0, 15=1596/0-8-0, 10=669/0-8-0 Max Harz 2— 97(LC 10) Max Uplift 2= 235(LC 12), 15=-1439(LC 12), 10=-799(LC 12) Max Gmv 2=467(LC 17), 15=1596(LC 1), 10=685(LC 22) FORCES. (Ito) - Max CompJMax Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-639/108, 3-4---396/0, 4-5=-967/776, 5-7=-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= 704/464, 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, B-12— 958/447,9-12=358/600, 7-15=-1329/2190 NOTES- 1) Unbalanced mof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCOL=4.2psf; BCDL=3.Opsf; h=15ft; B=7011; L=35f ; eave=511; 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 9-0-0, Extedor(2) 9-0-0 to 13-11-6, Interior(1) 13-11-0 to 26-0-0, Extedor(2) 26-0-0 to 30-11-6, Interior(1) 30-11-6 to 36-0-0 zone; porch right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed fora 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. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 235 lb uplift at joint 2, 1439 lb uplift at joint 15 and 7991b uplift at joint 10. Walter P. Finn PE No.22839 MTek USA, Inc. FL Cart$634 89D4 Parke Ent Blvd. Tampa FL 33610 Date: April 3,2049 u WARNING- ydKydasignparametereand READ NOTES ON THISANDINCLUDEDMREKREFERANCEPAGEMLL74Ma v. 10,1X1201SREFOREUSE Design valid for use only with MBekO connectors. This design Is based only upon parameters shown, and is for on IndMduol building component, not ��- a hum system. Before use, the building designer must verity me appllcabDlly of design parameters and properly Incorporate this design Into the overall buadingdoagn. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional tempororyond permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fobrlcation storage, delivery, erection and bracing of humas and hum systams, seeANSIMII Stuart!Cmodp, DBB419 and I= Sell Component 69M Parke East BNd. Safety Infalmalbruvallable from Truss Plate Institute. 218 N. Lee Sheet. Suite 312. Aexantlrla. VA 22314. Tampa, FL 33810 Job Truss Truss Type Illy Ply THE WINDSOR T76686491 M11392 Al SPECIAL 1 1 Job Reference (optional) cnamoers l russ, inc., ran Pierce, FL, 6.240. uea o 2016 nn, ex hr, Wvd A, u I GAGA, tam ray= , ID_kfiGCA6bx7j2Syl • f 490 19 f 2d-0-0 HDXI Fw7ye.3KX-BIsUI ?Su?F32jCKo5jKr39uFOBu)U91983G6n-400.0EzUScf 27 086O0 Mo.2-01194844 3747 3-0-9 Scale=1:61.3 5x6 = 2x3 II 3z4 Sx8 MT18HS = = 4.00 12 4 21 5 6 22 7 ew ,� m 01'2 d 13 12 3x6 = 3z5 = SxB MTIBHS= 3xI2 = 2.00 12 taco 14-9-0 24-6-8 35.0.0 1n.n-n 1 4-R.n 1n-5.8 Plate Offsets (XY)- 12:0-0-2 Edge1 17:04-0 0-2-31 19:0-1-15 Edae1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TO 0.63 Vert(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 [nor YES WB 0.77 Hom(CT) 0.35 9 n1a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight: 155 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOTCHORD 2x4 SPM 30 BOTCHORD WEBS 2x4 SP No.3 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. (Ib) - Met. CompJMax. Ten. -All fames 250 (lb) or less except when shown. TOP CHORD 2-3=-3209/2102, 34=-3006/2024, 4-5=-302212080, 5-6- 3022/2080, 6-7= 4643/2994, 7-8=-5324/3364, 8-9=5751/3700 BOTCHORD 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 Structural wood sheathing directly applied or 2-7-7 oc puffins. Rigid ceiling directly applied or 2-2-0 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 12) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=70ft; L=35ft; eave=5ft; Cat. 11: Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -1-0-0 to 2-6-0, Intedor(1) 2-6-0 to 36-0-0.zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) All plates are MT20 plates unless otherwise indicated. A) This truss has been designed fora 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) 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 lb uplift at Joint 9. Waller P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 3,2019 AWARNING-Vadrydsa1Sa;eremalereend READ NOTES ON TINS AND INCLUDED MREKREFERANCE PAGE MIF "ma,. 70DaI1015 BEFORE USE Design valid for use only won MBek® connectors. This design 6 based only upon parameters shown, and Is for on IndMducl building component not a cuss system. Before use, the building designer must verify the appllcabllity, of design parameters and properly Incorporate this design Into the overall burring design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary antl permanent bracing Is always required for stability and to prevent collopse with possible personal injury antl property damage. For general guidance regarding me MiTek' fabrication, storage, delivery, erection and bracing of trusses antl truss systems, seeANSIRPH Guo111y CMeda, DSB-09 and BCSI Building Component 6904 Parka East Blvd. Safety 0lfamsatbrwallable from Truss Plate lnsfiMe, 218 N. We Street. State 312. Alexandre, VA MI 4. Tampa, FL 33610 Job Truss Toss Type City Ply M11392 A2 SPECIAL 1 1b FEWINDSORT76686492 Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.240 s Dec 6 2018 MiTek Industries, Inc. Wed Apr 3 10:18:45 201U 4.0o 5X6 = 3X4 = 5xB = 4 21 5 22 6 Scale=1:61.3 12 314 = Ss® = 3X12 = 3x6 = 2.00 12 10.0-0 14-9.0 22-0-0 24.E--6-88 35-0-0 10.0-0 I 49.0 M 2 to. B Plate Offsets (X Y)— (2:0-0-6 Edgel (6:0.4-0D-2-31 I8:0-1-15,Edge1 LOADING (pst) SPACING- 2-0-0 CSI. DEFL in (too) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TC 0.66 Vert(LL) 0.72 10 >585 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.95 Vert(CT) -0.9410-19 >447 ISO MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.66 Horz(CT) 0.34 8 hire n/a BCDL 10.0 Code FBC2017ITP12014 Matrix -MS Weight: 160 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or2-6-15 oc purtins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1349/0-8-0, 8=1349/0-8-0 Max Hoa 2=136(LC 11) Max Uplift 2=-825(LC 12). 8=-825(LC 12) FORCES. (Ib) -Max C0mpJMax Ten. -All forces 250 (Ila) or less except when shown. TOP CHORD 2-3=-3211/2064, 3A--0017/1998, 4-5=-2580/1800, 5.6=.9379/2225, 6-7=-5242/3250, 7-8=-5759/3665 BOT CHORD 2-13=-1847/3008. 12-13=-1403/2418, 11-12=-1552/2629, 10-11= 1990/3441, 8-10=-3410/5485 WEBS 3-13=-420/418, 4-13=-427/688, 412=-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 mof 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=15h; B=70ft; L=35R; eave=5ff; 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 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. d) All plates am MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 8 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical Connection (by others) of truss to bearing plate capable of withstanding 825lb uplift at joint 2 and 825 lb uplift at joint B. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 3,2019 ®WARNING-Vedlydes/9nparametersand READNOTES ON MMI DOCLUD£DMREKREFERANCEPAGEMLL74M.. I6103&015BEFOREUSE Design vNid for use orey with Mae& connectors. nor design is based orey upon parameters shown and is for an Individual bueding component not a truss system. Before use, the building designer must verify the oppllcabelfy of design parameters and properly Incorporate this design Into the overall bulidingdesign. Brocing Indicated Is to prevent bucUng of Individual husa web and1cr chord members only. Addinonoltempororyondpertnanentbrocing MiTek' Is always mculmd for stability and to prevent collapse with ample personal 89ury, and property damage. For generol outdone regarding the fcbricallort storage. deMery, erection and bracing of theses and toes systems seeAN5UIF11 CuaIIN Crffil DS549 and BC61 Building Component 69M Parke East Blvd. Safety Inlarmalbmvatoble Rom Truss Rate Institute. 218 N. Lee Sheet. Suite 312 Newhard. VA 22314. Tampa, FL 33610 Job Truss Truss Type Oly Ply THEWINDSOR T76686493 M11392 A3 SPECIAL 1 1 Job Reference (optional) Chambers Thus, Inc., Fort Pierce, FL 8.240 a Use 62018 MI I ex Inaustnes, Inc. Wee Apr Jlu: 4.00 12 SX6 = 45 = Scale=1:e2.3 14 13 3x6 = 2x3 II Sx6 = 3x12 = 2.00 12 LOADING (pst) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.60 Vall (LL) 0.73 11 >572 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.95 Ven(CT) -0.9711-20 >432 180 MT18HS 2441190 BCLL 0.0 ' Rep Stress Incr YES WB 0.83 Horz(CT) 0.36 9 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matrix -MS Weight: 1601b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-0-15 oc purfins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 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. CompJMax. Ten. -All forces 250 (Ib) 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 244-1817/3048, 13-14=-1817/3648, 12-13=-1258/2274, 11-12= 2935/5103, 9-11=3302/5445 WEBS 4-14=0/329, 4-13=-897/636,5-12=-316/661, 6-12=-317/616, 7-12=-2727/1643, 7-11=-1072(1939, 8-11= 390/391 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuit=165mph (3-second gust) Vasd=128mph; TCDL=4.2psh BCDLP3.Opsf; h=15ft; B=70f1; L=35ft; save=51t; Cat. II; Exp C; Encl., GCpi--0.18; MW FRS (directional) and C-C Extetior(2) -1-0-0 to 2.6.0, Interior(1) 2-6-0 to 36-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate gdp DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psi 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) 9 considers parallel to grain value using ANSVrPI 1 angle to grain formula. Building designer should verify capacity of beating surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 82511c uplift at joint 2 and 825 lb uplift at joint 9. T Ob Walter P. Finn PE No.22839 MTek USA, Inc. FL Can 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April3,2019 Job Truss Type Oty Ply THE WINDSOR T76686494 M11392 ]Truses A4 SPECIAL 1 1 Job Reference o 8onal Chambers Truss, Inc., Fort Pierce, FL 8.24U S UBc b 2U1 B MI I ex InouSmes, Inc. W ec Apr 3 1u:la:4t 2D1 a Page! ID _UGCA6bxTjj2Syl HDXFw7ye3KK-bsYdeTmyY-OZaf2NmV-hoWmCOwdyTcogD7kaZzUScc • 8-fi-0 1490 I 70."11, 2-fiEB8 I 2-79.4-7 6.12-3-00fi F. 3-0 15 375-171 3fi-0-0 b Scale =1:62.3 4.00 12 5x6 = 4x6 = 2Y II 6 7 16 15 6x10 3x5 = 2x3 II 5x8 = 3x12 = 2.00 12 &8-0 14-40 I 18-0-0 I 24G8 I 35-0.0 B-6-0 630 3-3-0 66-8 _ 10-5.8 Plate Offsets MY)— r2,0-1-6 Edael rg:0-3-0Edgel r11.0-1-15 Edael LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.59 Vert(LL) 0.80 13 >528 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.95 Vert(CT) -1.05 13 >400 180 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.98 Hom(CT) 0.39 11 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matrix -MS Weight: 172111 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 puffins. BOT CHORD Rigid ceiling directly applied or 2-2-0oc bracing. WEBS 1 Row at midpt 8-14 REACTIONS. fib/size) 2=1349/0-8-0, 11=1349/041-0 Max Hoa 2=-175(LC 10) Max Uplift 2=-825(LC 12), 11=-825(LC 12) FORCES. (Ib) - Matt Comp./Max. Ten. -AU forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3253M989, 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 3-1 fi=0/334, 3-15=-882/614, 5-15=-238/254, 7-14=-163/427, 6-14=-309/604, 6-15=-315/409, 8-14— 3146/1901,8-13=-1034/1946,10-13=-W/333 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ff; B=70ft; L=35ft; eave=5ff; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) -1-0-0 to 2-6-0, Intedor(1) 2-" W 36-M zone;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water 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 nonconcunent 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 tit between the bottom chord and any other members. 7) Bearing at joint(s) 11 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 825lb uplift at joint 2 and 825lb uplift at joint 11. Walter P. Finn PE No.22839 MITek USA, Inc. FL Cert 6634 6904 Parke Ent Blvd. Tampa FL'33610 Date: April 3,2019 AWARNING -Verify designperanretereandREADNOTESONMISANDINCLOD£DMREKREFERANCEPAGE MX74mml..10ae1I015BEFORE USE. Design valid for wo only wltts MBek4econnectors. Th6 design b based only upon parameters shown, and Is for on MoMducl building component, not �� a truss system. Before use, the bWdhg designer must verify the cpplicobeity, of deign parameters and propedy Incorporate this design Into me overall building design. 9rocag IncEicated is to buckling of McMdual has web and/or chord members only. Additional temporary and permanent bracing MrTek prevent Is always required for stability and fo prevent collapse with possible personol injury and property damage. For general guidance regarding the tobriccsco storage, delivery, erection and brocing of fines and loos systems. seeANSVrP11 Cuail CMOM. OBB-89 and BCBI Building Component 2214. 6804 Pake East Bind. Tampa, FL M610 Salary Nlormafbrnvoeoble from Teas Rate InsMule, 218 N. Lee Street Suite 312 Alexandria VA Job Truss Truss Type Cry Ply M11392 AS SPECIAL 16 1b FEWINDSORT76686495 Reference o Tonal Chambers Truss, Inc., Fort Pierce, FL o.zau s sec o zu ra mu ea umwnres, um. Wivuj r , e 61 d 5x8 MT18HS II 4.00 FIT Seale=1:60.3 a 14 13 3,5 = 2.3 II 5x10 = 2.W 12 3,12 = LOADING (psf) TCLL 20.0 TCDL 7.0 BOLL 0.0 ' BCDL 10.0 SPACING- 2-00 Plate Grip DOL 1.25 LumberDOL 1.25 Rep Stress [nor YES Code FBC2017/TPI2014 CSL TC 0.81 BC 0.92 WB 0.74 Matrix -MS DEFL in (too) Well Ud Ven(LL) 0.80 12-13 >526 240 Ved(CT) -1.2812-13 >329 180 Horz(CT) 0.36 10 n/a n/a PLATES MT20 MT18HS Weight: 1601b GRIP 2441190 244/190 FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 31 'Except' TOP CHORD Structural woad sheathing directly applied or 2-2-0 oc purins. 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=1349/0-M Max Harz 2— 179(LC 10) Max Uplift 2=-825(LC 12), 10=-825(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3247/2112, 3-5— 2449/1679, 5-6=-2397/1763, 6-7=-5452/3624, 7-9=-5398/3482, 9-10=-5732/3689 BOT CHORD 2-14=-1865/3040, 13-14=-1865/3040, 12-13=-1223/2137, 10-12>3431/5459 WEBS 3-14=01303, 3-13=-861/fi19, 5-13=-216r264, 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) Vastl=128mph; TCDL=4.2psf; BCDL=3.Opsh h=15ft; B=701t; L=35ft; eave=5N; Cat. II; Exp C; Encl.. GCpl=0.18; VWFRS (directional) and C-C Extedor(2) -1-0-0 to 2-6-0, Intedor(1) 2-6-0 to 17-6-0, Extedor(2) 17-6-0 to 21-M. Interior(1) 21-0-0 to 36-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcursent 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-M wide will fit between the bottom chord and any other members, with BCDL = 1 O.Opsf. 6) Beadng at joint(s) 10 considers parallel to grain value using ANSUrPI 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 025 lb uplift at joint 2 and 8251b uplift at joint 10. Walter P. Finn PE No82839 MTek UK Inc, FL Cod 6634 8904 Parke East Blvd. Tampa FL 33610 Dale: April 3,2019 O WAR"G-VedrydeegnP rametersand READNOMS ON MSANDWCLUDEDNREKREFERANCEPAGEM0.74 mv. lavowrOr5BEFOREUSE. Design valid for use only with MBekO connectors. Me design 6 based only upon parameters shown and Is for on Individual buadhg component, not a fr ss system. Before use, the building designer must verify the opplicabOtiy of design parameters and property Incorporate this design Into the overall buadhg design.&acing indicated Is to prevent bucking ofindividual truss web and/or chard members only. Additional temporary and permanent bracing MOW Is oiwoys required for stab0ity and to prevent callapse vM possde personal Injury and property damage. For general guidance regarding the fabrication storage, delivery, erection and bracing of trusses and fuss systems. seeANSVd?d Quay Criteria. DS849 and BCSI Buldhrg Component 6904 Parke East Blvd. Safety N(bmlalbn yceloble from Truss Plate InsfiMe, 218 N. Lee sheet Suite 312, Alexandrle, VA 22314. Tense, FL N610 Job Truss Truss Type Oty Ply M11392 ATA COMMON 5 1b FEWINDSORT76686496 Reference (optional) Chambers Truss, Inc., Fart Pierce, FL 8.240a Dec 62018 MiTek lndustnes, Inc. Wed Apr 3 10:18:49 2019 6 d 4Ao I 12 4x5 = Scale=1:59.5 17 .- 15 '" " 14 12 3X6 = 2.3 II 4x6 = 3rB = 2.3 II 3x6 = 3a = 4x6 = 8-4-0 12-110 22-1-0 26.8 0 356-0 8.4-0 1 47-0 9-2-0 4-7-0 8.4-0 r Plate Offsets KY)-- f2:0-0-2,Edeel, f10:0-0-2,Edcel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (Joe) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.59 Vert(LL) 0.33 14-15 >999 240 MT20 244/190 TCOL 7.0 Lumber DOL 1.25 BC 0.68 Vert(CT) -0.6414-15 >652 180 BCLL 0.0 Rep Stress lncr YES WB 0.59 Horz(CT) 0.13 10 n/a n/a BCDL 10.0 Code FBC2017/FP12014 Matrix -MS Weight: 166 lb FT=O% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or3-1-15 oc pudins. BOTCHORD 2x4 SP M30 BOTCHORD Rigid ceiling directly applied or 5-2-15 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1399/0-8-0, 10=1399/0-8-0 Max Holz 2=-179(LC 10) Max Uplift 2=-775(LC 12), 10=-775(LC 12) FORCES. (Its) - Max. CompJMax 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 BOTCHORD 2-17— 1724/3188, 15-17=-1724/3188, 14-15=-966/2053, 12-14=-1739/3188, 1D-12=-1739/3188 WEBS 6-14=-560/968, 9-14=-681/524, 6-15=-560/968, 3-15=-681/524 NOTES- 1) Unbalanced roof live loads have been considered for this design. .2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCOL=4.2psf; BCDL=3.Ops1; h=15h; B=70ft; L=35tt; eave=6fq Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Extedar(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-M to 36-M zone;C-C for members and farces S, MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) 100.01b AC unit load placed on the top chord, 17-6-0 from left end, supported at two points, 5-0.0 apart. 4) This truss has been designed fora 10.0 psf bottom chord live load nonconcugent 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, with BCDL= IO.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 7751b uplift at joint 2 and 775 Ib uplift at joint 10. WalterR Flnn PE No.22639 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Data: April 3,2019 Q WARNING- VedtydesrgnpammelemmdNERD NOTES ON 771I9AND WCLGDEDMREXBEF£eANCEPAGEN674 mv. IOV34V15BEFONEDSE Deelgnvolid for use only with Mffek® connectors. This design Is based only upon parameters shown, and is for an Individual building component not a tenssystem. Before use, the building designer must verify the Cpplicobeily of design parameters and property Incorporate this design Into ire overall Wading design, Bracing Indicated Is to prevent buckling of lndrAdual fuss web and/or chard members any. Addinomi temporary and permanent bracing Is chvays iegaed forstobllity, and to prevent collapse with possible personal Injury and property damage. For general guidance regarding Me fabrication, storage, tlelNery, erection and bracing of trusses and buss systems. seegNSl/IPII DuoBry Cmodo, DSB-89 and BCSI Building Component Safety Wormation ,ollable from Tnm Rote Institute, 218 N. We Steel, Suite 31Z Alexontlrla. VA 22314. MiTek• 6904 Parke East Bind. Tampa, FL 33610 Job Truss Truss Type Ply THEWINDSOR T76686497 M11392 B COMMON �Qty 2 1 Job Reference (optional) Chambers Truss, Inc.. Fort Pierce, FL 11241.) S uec b 2U16 MI I OK mouAnes, Inc. vveu Apr J I V: i o:> I zo l e Scale-1:59.3 4.00 F12 3x6 = 3x4 = 2x3 II 3x6 = 3x4 = 3x4 = axis = 2x3 II 3x4 = a-.9-5 14.0.0 21-0-0 26.8-11 35-0-0 83-5 5.8.11 7.0-0 5-8-11 8-3-5 Plate Offsets (X Y)-- 12:0-2-6 Edcel r6:0-3-0 Edoel f l O:0-2-6 Edael LOADING (pst) SPACING- 2-0-0 CSI. DEFL. in (loc) Udell Ud PLATES GRIP TCLL 20.0 Plate Gdp DOL 1.25 TC 0.34 Vert(LL) -0.11 14-15 >766 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.38 Vert(CT) -0.2417-20 >715 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.63 Hom(CT) 0.03 10 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight: 149 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc 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. All bearings 0-8-0. (lb) - Max Horz 2=-179(LC 10) Max Uplift All uplift 100 lb orless atjoint(s) except 2— 371(LC 12), 15=-453(LC 12), 14=453(LC 12), 10=-371(LC 12) Max Grav All reactions 250 lb or less atjoint(s) except 2=602(LC 1). 15=844(LC 17),14=840(LC 18). 10=602(LC 1) FORCES. IN) - Max. CompJMax. Ten. -All farces 250 (lb) or less except when shown. TOP CHORD 2-3=-945/572, 5E=-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=4.2psh BCDL=3.Opsf; h=15f-, B=70h; L=35ft; save=515 Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -1-0-0 to 2-6-0, Intedor(1) 2-6-0to 17-6-0, Extedor(2) 17-6-0 to 21-0-0, Intedor(1) 21-0-0 to 36-" zone;C-C for members and forces 8 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.Dpsf 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 It, uplift at joint 2, 453 lb uplift at joint 15, 453 lb uplift at joint 14 and 371 It, uplift at joint 10. Wafter P. Finn PE No.22839 MTek USA, Inc. FL Cad 6634 8904 Parke East Blvd. Tampa FL 33610 Data: April 3,2019 Job Truss Truss Type oty Ply M11392 BHA BOSTON HIP 1 1b FEWINDSORT76686498 Reference (optional) Chambers Truss, Inc., Ap,,.,....: - 1-09 ron eierce, rL 7-0-0 9-60 11.6-0 113-6014-0A 1560 I 6.240�0evvwra..,,re,. m=,uu,ca,un.. ..a ............ ID_k6GCA6bx7j2Syl HDXFw7ye3KK-ygLWhB71 MW2rg Wd_ZOTkO,EfFPjAdpvL —VjVG.UScX 21- 17-6-0 119-60 121-0-0 23-6-0 1256O I H0" 35-0-0 36-0-0 1-0-0 ]-0O I 2f-0 I 2-0-0 P 2-0 2-0 1 6� 2.0-0 2-6-0 ] 0 0 . 0.0 Scale = 1:62.4 4.00 12 4x4 — 57 15 58 17 56 12 59 3x6 55 9 20 60 3x6 5x12 =53 548 4 6 x6 — 22 3x4. 21§1 5x12 26 3 11 16 19 1 23 487 14 52 n' 2 26 29 ' N J1 1� d 42 43 34 44 45 46 47 d 48 49 31 50 51 35 33 32 3D 3x6 = ass = 6x8 = 34 = 3x4 = 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. 13EFL in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Gdp DOL 1.25 TC 0.51 Ven(LL) 0.13 35-38 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.54 Ved(CT)-0.1635-38 >999 180 SCLL 0.0 ' Rep Stress [nor NO WE! 0.65 Horz(CT) 0.04 28 Na n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight: 208 Ib FT=O% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or5-3-13 oc puffins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-M oc 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 Hom 2=179(LC 7) Max Uplift All uplift 1001b or less at joint(s) except 2_ 565(LC 8), 33=-1269(LC 8). 32=-1017(LC 8), 28=-434(LC 8) Max Gmv All reactions 250 to or less at joints) except 2=812(LC 17), 33=1825(LC 1), 32=1529(LC 1). 28--626(LC 1) FORCES. (Ib) -Max. CompJMax. Ten. -All tomes 250 (lb) or less except when shown. TOP CHORD 2-3=-1692/1103,3-4=-105/259,27-28=-1129/710, 3-5=-441/520, 5-7=-436/514, 7-10=-436/514, 10-11=-436/514, 11-13=-436/514,13-16=-436/514,16-18=-436/514, 18-19=-436/514,19-21=-382/412,21-23=-382/412,23-25=-382/412,25-27=-387/418 BOT CHORD 235=-939/1572, 33-35— 909/1484, 32-33=-382/400, 3D-32=-575/1004, 28-30=-568/1039 WEBS 335=-191/649, 27-30=0/451, 3-33=-2090/1523, 11-33=-8101782, 19-32=-772/745, 27-32— 1484/1044,9-10=-463/453,20-21=-4621454 NOTES- 1) Unbalanced mot live leads 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=61t; 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 nonconcumant 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 beading plate capable of withstanding 5651b uplift at joint 2, 1269 It, uplift at joint 33, 1017 Ito uplift at joint 32 and 434 lb uplift at joint 28. 8) Graphical pudin representation does not depict the size or the orientation of the puffin along the top and/or bottom chord. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 2651b down and 381 lb up at 7-0-0, 1581b down and 206 lb up at 9-0-12, 1581b down and 2061b up at 11-0-12. 158 Ile down and 206 I6 up at 13-0-12, 158 lb down and 206 lb up at 15-0-12, 158 lb down and 206 It, up at 17-0-12, 158 lb down and 206 lb up at 17-11-4, 158 Ito down and 206 Ito up at 19-11-4, 158 lb down and 206 Ile up at 21-11-4, 158 Ile down and 206 lb up at 23-11-4, and 1581b down and 206 lb up at Walter P. Finn PE No.22639 25-11-4, and 158 Ib down and 206 lb up at 27-11-4 on top chord, and 373 lb down and 236 lb up at 7-0-0. 69 Ib down at 9-0-12, 69 MTek USA, Inc, FL Cart 6634 Ib down at 11-0-12, 691b down at 13-0-12, 69 Ib down at 15-0-12, 69 Ib down at 17-0-12, 69 lb down at 17-11 A, 691b down at 690E Parke East Blvd. Tampa FL 33BIO - 19-11-4, 69 lb down at 21-11-4, 69 Ito down at 23-11-4, and 69 lb down at 25-11-4, and 69 lb down at 27-11-4 on bottom chord. Date: The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the Imes are noted as front (F) or back (B). April 3,2019 ar Q WAR .Verify Ocslgnperdmeters=dREAONOTES 0NMX,4VDWCLUOEOMREIr REPERANCEPAGEAf-7=mv. IaTMOISREPOREUSE De9gn valid for use onlyvMh 10Rek9 connectors. This design Is based only upon parameters shown, and Is form MCINdual buRding component. not �- o tnrss system. Before use, Me buldMg designer mustvedly the applicability of design parameters and properly incorporate this design Into the overall bultdogdeslgn. Bracing Indicated is to b=Werg of lndlvktual truss web arwlor chord members oNy. AdcWonaltemporcrya permonentbiacing MO prevent Is olwoys reguked for stealer and to prevent collapse wim pmsole personal tilury and property damage. For general guidance regartlag me fabrication, storage, delivery, erection and bracing of trusses and muss systems seeAN5VIP1t Quality CMorO. DSM9 and 3C51 BuOdhg Component Institute. 218 N. Lee Street, Suite 31Z Alexandria, VA 22314. 6904 Parke East BNtl. Tampa, FL 33610 Salary Mfamraflonavalcble mom Trust Truss Plate Job Truss ay Ply M11392 BHA �T,,,Type BOSTON HIP 1 1b rEWINDSORT1fi686498 Reference o Clonal Chambers Truss, Inc., Fort Pierce, FL 8.240 a Dec 6 2018 MiTek Industries, Inc. Wed Apr 3 10:18:53 2019 Page 2 IDLkfiGCA6bzT125y1 HDXFw7yeSKX-OOvuuX7f7gAilaW X65_zw3mgy3PMG9UD9S2oDzUScW LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads.(plf) Vert: 36-39= 20, 1-3=-54, 3-15=-54, 15-27=-54, 27-29=54 Concentrated Loads (lb) Vert: 35=-373(F) 30=-23(F) 42=-23(F) 43=-23(F) 44=-23(F) 45=-23(F) 46=-23(F) 47=-23(F) 48=-23(F) 49=-23(F) 50=-23(F) 51=-23(F) 52=-169(F) 53=-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) A WARNING. VsnhydeslgnpsrametersenilBEAD NOTES ON THISANO INCLUDED Af1TEKBEFEBANCE PAGE AIIL747arev. 1"3as)IS BEFORE USE Design valid for use only with Mrea connectors. Mis design Is based orgy upon parameters shown, and Is for an Individual building component not ■■ ��• a truss system. Before use, the b0ciing designer must verity me applicability of design parameters antl properly Incorporate this design Into the overall , building design. Bracing Indicated is to prevent bucNLg of IncMdual truss web and/or Chord members only. Additional temporary and permanent bracing M!Tek' 4 dwaysi Fequired for stability and to prevent collapse Win possible personal InItay and property damage. For general guidance regarding the storage, delivery, erection and bracing of trusses antl Imes systems WeANSUIPI l CualMMyy CMe4a, DSB-89 and BCSI BuBdND Component 6904 Perko East Blvd. Safely Nfurmatforrovoloble from Truss Note Institute. 218 N. Lee Street. Suite 312 gexantlrla VA 22314. Tampa, FL 33610 Job Truss Dry Ply THE WINDSOR T76686499 M11392 GRA �TnwsType HIP 1 1 Job Reference o Eonal Chambers Truss, Inc., Fort Pierce, FL B.'24o 5 UGC B2uiu MI I eK Weer 3l u:l wb4 Zulu 5x12 MT18HS = 4.00 I2 3.5 II 3,06 = 4xB = Scale=1:60.3 I� JJ J w ao JD Jr as JY 11 au ai SO = 2x3 11 3x6 = 5x14 = 3,4 = dx6 = 2x3 II 3x5 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (loci Udefl Ld PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.94 Vert(LL) 0.30 10-21 >792 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.67 Vert(GT) -0.3010-12 >812 180 MT18HS 2441190 BCLL 0.0 ' Rep Stress Incr NO WB 1.00 Horz(CT) 0.09 8 n/a We BCDL 10.0 Code FBC2017/TPI2014 Matnx-MS Weight: 153 to FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-9-5 oc purims. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 4-6-8 oc bracing. WEBS 2x4 SP No.3 *Except* WEBS 1 Row at midpt 6-13 4-13: 2x6 SP No.2 2 Rows at 1/3 pis 3-13 REACTIONS. fib/size) 2=750/0-8-0, 13=3223/0-8-0, 8=1225/0-8-0 Max Harz 2=-78(LC 6) Max Uplift 2=-448(LC B), 13=-2442(LC 8), 8=-1159(LC 8) Max Gmv 2=755(LC 17), 13=3223(LC 1). 8=1225(LC 18) FORCES. (Ib) -Max. CompJMax. Ten. -All forces 250 (Ib) 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=-1597733, 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: ASIDE 7-10; Vult=165mph.(3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsh, h=15ft; B=70ft; L=35ft; eave=51t Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); porch night 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 psi 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-D wide will Et between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 448 lb uplift at joint 2, 2442lb uplift at joint 13 and 1159 lb uplift at joint B. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 203 I6 down and 329 lb up at 7-0-0, 90 lb down and 155 Its up at 9-0-12, 9016 down and 155 lb up at 11-0-12, 90 Ib down and 155 to up at 13.0-12, 90 lb down and 155 Ib up at 15-0-12, 90 Ito down and 155 Ito up at 17-0-12, 90 Ito down and 155 lb up at 17-11-4, 90 lb down and 155 Ito up at 19-114, 90 Ito down and 155 Ito up at 21-114, 901b down and 155 fib up at 23-11-4, and 90 Ib down and 155 lb up at 25-11-4, and 203 to down and 3291b up at 28-0-0 on top chord, and 452 Ito down and 263 lb up at 7-0-0, 63 lb down and 31b up at 9-0-12, 63 Ib down and 31b up at 11-0-12. 63 to down and 3 lb up at 13-0-12, 63 Ito down and 3 lb up at 15-0-12, 63 lb down and 3lb up at 17-0-12, 63 Ib down and 3 Ib up at 17-114, 63 lb down and 3 Its up at 19-114, 63 lb down and 3 lb up at 21-114, 63 lb down and Walter P. Finn PE No.22839 3 lb up at 23-114, and 63 to down and 3 Its up at 25-114, and 452 lb down and 263 Its up at 27-114 on bottom chord. The MTek USA, Inc, FL Cert 6634 designtselection of such connection device(s) is the responsibility of others. 6904 Parke East Blvd. Tampa FL 33610 911n 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 Q WARNING- Verlydeslgnparamefers and READ NOTES ON THISAND INCLUDED MNZisillRANCEPAGEA467473mv. 104112015eEFOREUSE Design valid for use only weh MTelslaconnectors. ills design Is based only upon parameters shown, and Is for an IndMdual building component, not a fluessystem. Before use, Me bulling designer must verity the applicability of design parameters and properly incorporate this design Into the over011 bund'ugdesign. Bracing indicated Istoprevent bucklhgofIndividual hussweband/or chord members only. Additional temporary and permanent brocing M!Tek' Is always required for stab6ify and to prevent collapse with pasvble personal hlury antl property damage. Far general guidance regarding the fabrication. storage, dellvery. erection and bracing of trusses and huts systems. seeANSVW1I Qualirytyy Crtlpdp, Dye-0P mtd BCSI Bu6dhg Component satisfy Infarmalbrxrvolloble from Tress Plate InstlMe, 218 N. We Sheet Suite 312. Alexandaa, VA 22314. 69N Pad,e East Bind. Tampa, FL U610 Job Truss Truss Type Dry Ply rEWINDSORT76686499 M11392 GRA HIP 1 1b Reference (optional) ChambersTruss, Inc., Fort Pierce, FL 8.240 s Dec 62018 MTek Industries, Inc. Wed Apr 310:18:54 2019 Page 2 ID_KGCA6bxT125y1HDXFw7ye3KX-uDTG6sOHu81Zwk5)9pVCTGJuxDNe5eleRDCcKtzUScV 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(B) 15=452(B) 13=-00(B) 4=-90(B) 10=-452(B) 22=-90(13) 23=-90(13) 24=-90(8) 26=-90(B) 27=-90(B) 28=-90(B) 30=-90(B) 31=-90(B) 32=-90(B) 33=-00(B) 34=40(B) 35=-40(B) 36=-00(B) 37=40(B) 38=d0(B) 39=40(B) 40=-40(B) 41=40(B) Q WARNWG-Verity Ceslgnpmamefma dREADNOTES ON TIUSAND INCLUDED MMFKREFERANCEGAGEMU74TJmv. n=!015DEFOREUSE Design volkl for use only Wth MrIeWconnectars. Thb ceslgn is based only upon parameters shown, and Is for an IndMdual bullding component, rwf o truss system. Before use, the bkOcing designer mustver fy me applicability otdesign parameters and properly incorporate this design Into me overall brAd'mgdesign. Bracing indicated Is to prevent Wading of incMdual trum web andlor chord members orry. AOditbnaltemporary and permanent brocing MOW Is okw (epuiiedfor stability and to prevent collapse with possible personal injury and properly damage. Far general guldance regarding the foerication storage. delNery, erector, and bracing of busses and hum systems, seeANS1y1P11 Quist CMerla, DSB49 and BC51 BUOding Component 69M Parke East 3W. Safety haormationavarlable from Trum Plate InsliMe, 218 N. We Sheet, Suhe 312. Alexandria VA 22314, Tampa, FL 33610 Job Truss Ply THEWINDSOR 7 T76686500 M11392 J1 �Truss`rype MONO TRUSS 8 1 Job Reference (optional) Chambers Thus, Inc., Fort Pierce, FL 8.240 s Dec 6 2018 MiTek Industries, Inc. Wed Apr 3 10:18:55 2019 Page 1 ID:JdiGCA6bx7j2Syl HDXFw7ye3KX-MPOeJC1vIROOX1dvEWOR?UrEfds3pKmgTzSt6zUScU -1-0-0 1-0-0 • 1-0-0 1-0.0 Scale -1:6.1 3x4 = LOADING lost) SPACING- 2-0-0 CSI. DEFL in (too) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL) -0.00 5 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.02 Vert(CT) -0.00 5 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 4 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matdx-MP Weight: 5lb FT=O% LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 3=9/Mechanlcal, 2=118/0-8-0, 4=0/Mechanical Max Harz 2=48(LC 12) Max Uplift 3=-4(LC 9), 2=-140(LC 12) Max Grav 3=11(LC 17), 2=118(LC 1), 4=17(LC 12) FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc Puriins. BOT CHORD Rigid ceiling directly applied or 1060-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15tt; B=70ft; L=35tt; eave=61t; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcumant 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 3-04) tall by 2-D-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. .5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 4 It, uplift at joint 3 and 140 Ile uplift at joint 2. Walter P. Finn PE No.22839 MTek USA, Inc. FL Cart 6834 6994 Parke East Blvd. Tampa FL 33810 Date: April 3,2019 Q WARNING- Ver/fydes/9npa .am .end READNOTE50NMSANDWCLUDEDMITEKNEFENANCEPAGEM674M... IM3120159EFOREUSE Design validfor use only withMffak connectors. This design Is based only upon parameters shown, and b for on hdMduol building component not ��- o fuss system. Before use, the buading designer mrat verity the oppllcablllly of design parameters and properly Incorporate this design Into the overall buading design. Wachg Indicated Is to prevent buckling of lntlNiduol truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always req.1r d forstoblity and to prevent collapse with possible personal Ii antl property carnage. For gonerol guidance regarcang the fabrication storage, delivery. erection and bracing of busses and toss systems, seeANSVIP11 Quality Cri D5249 and SCSI Balding Component 69M Parka East BNd. Soloty Intamnaflornvaam able froTnss Plate Institute, 218 N. Lee Street Sune 312, Alexandria. VA 22314, Tampa, FL 33810 Job Truss Truss Type - Oty Ply T76686501 M11392 J3 MONO TRUSS 8 �THEWINDSOR 1 Job Reference (optional) chambers I=a, Ina., ran eterce, YL 0.44V 3Uau a Cu 10 1vu 1 en a tuuz,trl J, aw. v,.u/ r e.V..o.uu.. a 3x4 = LOADING (psf) SPACING- 2-M CSI. DEFL in (loc) Well Vd TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL) 0.01 4-7 >999 240 TCDL 7.0 Lumber DOL 1.25 BC 0.19 Vert(CT) -0.01 4-7 >999 180 BCLL 0.0 ' Rep Stress Incr YES WS 0.00 Horz(CT) -0.00 3 r✓a n/a BCDL 10.0 Code FBC2017/TPl2014 Matrix -MP LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (l ize) 3=64/Mechanical, 2=173/0-8-0, 4=37/Mechanical Max Harz 2=85(LC 12) Max Uplift 3=-54(LC 12), 2=-147(LC 12), 4=-4(LC 12) Max Grav 3=64(LC 1), 2=173(LC 1). 4=50(LC 3) FORCES. file) - Max Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Scale = 1:9.4 PLATES GRIP MT20 244/190 WeighL'111le FT=O% BRACING - TOP CHORD Structural wood sheathing directly applied or3-0-0 oc puffins. 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.Opsh h--15f4 B=70ft; L=35ft; eave=611; Cat. II; Exp C; Encl., GCpi=0.1 B; MWFRS (directional) and C-C Extedor(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 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 beading plate capable of withstanding 54 lb uplift at joint 3, 1471b uplift at joint 2 and 4 Ile uplift at joint 4. Walter P. Finn PE No.22839 6LTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 3,2019 Q IVARNMG.Veritydes/gnpmrmeWm=d REAONOTESONTH6ANOWCLUOEDa KREFFANCEPAGEb74Mmv, I0473QOI59EFORE USE Design valid for use only arim MRek®cOnnectoa. TNs design 8 based only upon parameters spawn, and is for on axav4dual bulldI g component, not ��- a muss system. Before use, the buultling designer must verify me applicability of design parameters and properly incaporare this design Into the overall bWdi g design. Bracing Indicated is to prevent buckling of individual muss web and/or chord members only. Additional temporary and permanent bracing MOW Is always required for stability, and to prevent collapse with potable personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses orW muss systems. seeANSViP11 Quality CrBada. DS549 and SCSI fall Component 69N Parke East Bind. Safety Infunnafbnovolloble from Truss Plate Irss11Me, 218 N. We Street Sulfa 312 AlesarWda VA 22314. Tampa, FL 33610 Job Truss Truss Type I- Div Ply T76686502 M113912 J5 MONO TRUSS 8 �THEWINDSOR 1 Job Reference a floral Chambers Truss, Inc., Fort Pierce, FL 3x4 = 8.240 s Dec 6 2018 MiTek Industries, Inc. Wed Apr 310:18:56 2019 Page 1 ID:_kfiGCA6bx7j2Syl HDXFw7ye3KK-rba1WY2XOIYH92E6oEXgYhOGnD2hYn5wv7NPYzUScT Scale = 1:12.7 5.0.0 LOADING (pst) SPACING- 2-0-0 CSI. DEFL in (lac) Well L/d 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 [nor YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matdx-MP Weight: 171b FT=O% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural woad 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/Mechanica1, 2=243/0-8-D, 4=63/Mechanical Max Horz 2=123(LC 12) Max Upl'dt 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. (lb) - Max Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL-A.2psf; BCDL=3.Opsf; h=15ft; B=701t; L=35ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Extedor(2) -1-0-0 to 2-6-0, Intedor(1) 2-6-0 to 4-11-8 zone;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 vide 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 Is uplift at joint 3, 177Ito uplift at joint 2 and 9 lb uplift at joint 4. Walter P. Finn PE No12839 M7ek USA, Inc. FL Cart $634 6904 Parke East Blvd. Tampa FL 33810 Date: April 3,2019 0 WARNING. Venlydesign Paramefera and READ NOTES ON THIS AND INCLUDEDMITEKREFERANCEPAGEaf&74 mv. 104LY2015 BEFORE USE Design wild for use only wim MDek®connectom This design Is based only upon parameters shown. and Is for an lndMdual bu0ding component. not �I a truss system. Before use. Me bu0ding designer must verify the applieabalty of design peromalms and propery incorporeie this design Into the overall bmtding design. Bracing indicated a to prevent bucWing of lndMdual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' b always required for stability and to prevent collapse Win possible personal ihfury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seMNSVTPIi Cuallh/ Criteria, DSB419 and BCSI Bu➢dbg Component 6904. Parke East Bind. Safety hsformatbnwaloble from Truss Plate Insillute. 218 N. We Street Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply THEWINDSOR T76686503 tA11392 J7 MONO TRUSS 24 1 Job Reference (optional) G Ders I Res, I=., ran rlerce, rL 3x4 = ID:_kfiGCA6bxTj2Syl HDXFw7ye3KKJo8PkrQ9B3h8nCplLx2v5vxVWOSnHEL48nOGx 7UScS LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (roc) Well Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.47 Ven(LL) 0.17 4-7 >494 240 TCDL 7.0 Lumber DOL 1.25 BC 0.39 Ved(CT) -0.19 4-7 >447 180 BCLL 0.0 ' Rep Stress Incr YES W B 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP LUMBER - TOP CHORD 2x4 SP M 30 BOTCHORD 2x4SPM30 REACTIONS. (lb/size) 3=165/Mechanica1, 2=315/0-8-0, 4=88/MechanimI Max Horz 2=161(LC 12) Max Uplift 3=-1531LC 12), 2= 211(LC 12), 4=-12(LC 12) Max Grav 3=165(LC 1), 2=315(LC 1), 4=125(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Scale: 3WA' PLATES GRIP MT20 2441190 Weight: 231b FT=O% 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 bracing. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=42psf; BCDL=3.0psh, h=15ft B=70ft; L=35fft eave=6ff; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Enertor(2) -1-0-0 to 2.6.0, Intedor(1) 2-" to 6-11-8 zone;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 lost bottom chord live load nonconcurrent 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 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 153 lb uplift at joint 3, 211 Ib uplift at joint 2 and 12 Its uplift at joint 4. Walter P. Finn PE N032839 MITek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33810 Date: April 3,2019 Q WARNING. Vedrydesign Pammetereend REAONOTES ON TNISANO INCLUDED MIrEKFEFFAANCEPAGEMl47419rev. fe/03V ]S BEFORE USE Design vdld for use onlywim Mnek®connectom Mis design is loosed My upon parameters shown, and B form IndMduol building component not ��• a teas system. Before use. Me building designer mmlvedfy the applicability of design parameters and propedy hcorpo,ote this deign Into the overall balding design. Bracing lndlcoled a to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing M!Tek' Is olways, required for stobalry, and to prevent collapse with possible personal Injury and properly damage. For general guidance regarding Me fcbremon, storage, delivery, erection and bracing of busses and truss systems. seeANSVWII Quality CMoAo, I)SM9 and BCSI EutdMp Component • ' 69U Parke East BNd. Safely mformalbnavaaabie from Truss Rate Insmute. 218 N. Lee Street. Sulte 312, Alexandria, VA 22314. Tampa, FL W610 Job Truss Truss Type I- Cry Ply THE WINDSOR T76686504 M11392 KJ7 MONO TRUSS 4 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.24U5Uec 52018MUeKInmr5lnes, Inc. WeOApr S1U:l6:b12Ule Scale = 1:20.6 3x4 = 5 3x4 = 6.8-12 LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (loc) Ydefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.20 Vert(LL) -0.04 7-10 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.26 Vert(CT) -0.08 7-10 >999 180 BCLL 0.0 ' Rep Stress Mar NO WB 0.24 Horz(CT) 0.01 5 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Weight: 381b FT=O% 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. Wsize) 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) Ma Gmv 4=156(LC 13), 2=379(LC i), 5=461(LC 1) FORCES. (lb) - Max CompJMax Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3---838/366 BOT CHORD 2-7=-487!/98, 6-7=-4871798 WEBS 3-7=0/307,3-6=-920/561 NOTES- 1) Wind: ASCE 7-10; Vu1t=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=70ft; L=35ft; eave=6ft; Cat II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load 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 M-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 Ib uplift at joint 2 and 238 lb uplift at joint 5. 6) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=-54 Trapezoidal Loads (plf) Veit 2=0(F=27, 8=27)-to-4=-133(F=-39, B=-39), 8=0(F=10, 8=10)-to-S=-49(F=-15, B=-15) WaltarP. Finn FE No.22839 MTek USA, Inc. FL Cod 6634 6904 Parke East Blvd. Tampa FL 33610 Data: April 3,2019 QWARNING-yedtydestgncaa efersaad READ NOTES ON TMSANDWCLUDEDMWEKREFEMNCEPAGEM674TOxea 1wasa015BEFORE USE. Deegn valid for use only with MmeR® connectors. Ths design Is based only upon parameters shown, and Is for an bdMdual bwlding component not a inns system. Before use, the buldthg designer must verity Me oppllcala ily of design parameters and properly Incorporate this design Into the overall Watling design. emcing indicated W to prevent buckling of individual toss web andlor chord members only. Additional temporary and permanent bracing MiTek• G dwoys required for stabalN and to prevent collapse with possible personal k4ury and property damage. For general guidance regarding the fabrication storage. delivery, erection and bracing of trusses and truss systems seeANSI/IPII QUOW Cdtorla, DS349 and 9CSf !lidding Component 69M Parke East Blvd. Scife informatbrswolable from Toss Note Institute.218 N.fee Street, Sae 312. Alexandra. VA 22314. Tampa,FL 33610 Symbols PLATE LOCATION AND ORIENTATION 1 3�4 Center plate on joint unless Y. y offsets are Indicated. Dimensions are In ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth, 0 1/id' For 4 x 2 orientation, locate plates 0-14d' from outside edge of truss. This symbol Indicates the required direction of slots in connector plates. Plate location details available in Miiek20/20 software or upon request. PLATE SIZE The first dimension Is The plate width measured perpendicular 4 x 4 To slots, Second dimension is The length parallel To slots. LATERAL BRACING LOCATION 5 1 7 Indicated by symbol shown and/or by text in the bracing section of the output. Use T or 1 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: Bullding Component Safety Information, Guide to Good Practice for Handling, • Installing & Bracing of Metal Plate Connected Wood Trusses. Numbering System I 6-48 I dimensions shown Inftsixteenths t scale) II�'ll (Drawings not to scale) 1 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 PRODUCT CODE APPROVALS ICC-ES Reports: ESR-1311. ESR-1352,ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSIIrPI 1 section 6.3 These truss designs rely on lumber values established by others. © 2012 MITek® All Rights Reserved M(Tek 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 two system e.g. diagonal or X-brocing, 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 two 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 two at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI 1. 7. Design assumes fusses will be suitably protected from the environment in accord with ANSI/TPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19%at time of fabrication. 9. Unless expressly noted, this design Is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Camber Is a non-structural consideration and Is the responsibility of two 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 pudins 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 after truss member or plate without prior approval of an engineer. 17. Install and load vertically unless indicated otherwise. 1 B. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone Is not sufficient. 20. Design assumes manufacture in accordance with ANSI/TPI 1 Quality Criteria.