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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 Canton 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/TP12014 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 61G15-31'.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 T16686494 a4 4/3/2019 6 T16686495 a5 4/3/2019 7 T16686496 ata 4/3/2019 8 T16686497 b 4/3/2019 9 T16686498 bha 4/3/2019 10 T16686499 gra 4/3/2019 11 T16686500 jl 4/3/2019 12 T16686501 j3 4/3/2019 ���Q���®®� 13 14 T16686502 T16686503 j5 j7 4/3/2019 4/3/2019 CODE COMPLIANCE 15 T16686504 kj7 4/3/2019 STR LCinp AeCIE COUNTY B®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 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 ANSIrrPI 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 ANSIfrPI 1, Chapter 2. 1ofI J I I11'r R P, .E N Sh; ��L '. 22839 STATE OF MITek USA, Im. FL Cart 6634 6W Parke East Blvd. Tampa R. 33610 April 03, 2019 nMR• Finn, Walter Job- Truss Dry Ply THEWINDSOR T16686490 M11392 A �Trusz;Type HIP 1 1 Job Reference (optional) nemoers I ruse, Inc., ton coerce, ri- tsxqusuea azVla MueRlna115mes,mc. vvea Apr J1u:1a:4JZu1e 4xB = 2.3 II US = 4x4 = 4.00 12 as O 4 26 5 6 7 27 4xB = 23 8 9 Scale =1:60.5 ax4 = 3x4 = 3x6 = 6x8 = 3x4 = 3x6 _ 3x4 = 36 = 9-0-0 1411-0 1 20-2-13 26-0-0 35-0-0 Plate Offsets (X,Y)-- 12:0-0-14,Edgel [4:0-5-4,0-2-01 18:0-5-4 0-2-01 [10:0-0-6 Edge] = LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (too) Well Ud 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 Vert(CT) 0.37 12-23 >659 180 BCLL 0.0 Rep Stress [nor YES WS 0.94 Horii 0.03 10 n/a file BCDL 10.0 Code FBC2017/rP12014 Matrix -MS Weight: 1611b FT=20% LUMBER - TOP CHORD 2x4 SP M 30 SOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 REACTIONS, (lb/size) 2=433/0-8-0, 15=1596/0-8-0, 10=669/0-8-0 Max Hors 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-M oc pudins. BOT CHORD Rigid calling directly applied or 4-5-1 oc bracing. FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-639/108, 3-4=-39610, 4-5=-967/776, 5-7=-967/776, 7-8=-454/938, 8-9— 1009/1894, 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= 2727451, 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=120mph; TCOL=4.2psf; BCDL=3.Ops1; h=15ft; B=70ft; L=35f1; eave=5ft; Cat. II; Exp C; Encl., GCpl=0.18; MWFRS (directional) and C-C Extedor(2) -1-0-0 to 2-6-0, Intedor(1) 2-6-0 to 9-", Exterior(2) 9-0-0 to 13-11-6, Interior(1) 13-11-6 to 26-0-0, Extedor(2) 26-0-0 to 30-11-6, Intedog1) 30-11.6 to 36-0.0 zone; porch right exposed;C.0 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 lost 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 bearing plate capable of withstanding 2351b uplift at joint 2, 14391b uplift at joint 15 and 799 lb uplift at joint 10. Walter P. Finn PE No.22839 MRek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33810 Date: April 3,2019 A WARNING- Vetlrydestgnperemerenend RE NOTES ON THISAND/NCLUDWM/FEKNEFENANCEPAGEM674n.x 10012915BEFOREUSE Design volld for use only with MBela connectors. Mb design is based only upon parameters shown, and Is for an Individual building component, not a fuss system. Before use, Me building designer must verily Me applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, CelNery, erection and bracing of trusses and tons systems, seeANSVTP11 Quality Criteria. D3549 and BCSI Building Component 69M Parke East Bind. Safety Infotmatbnovallable from Truss Plate Institute, 218 N. Lee Sheet Suite 312. Alexandria VA 22314.. Tampa, FL 33610 Job • Truss Truss Type My Ply THEWINDSOR T1fi686491 Itl At SPECIAL 1 i Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 6 Sx6 = 4.00 12 2x3 II 21 5 30 = 22 8.240 s Dec 6 2018 MiTek Industnes, Inc. Sx8 MT18HS= 3 10:18:44 2019 Scale = 1:61.3 13 12 3x8 = 3x5 = 5.8 MT18HS= 3x12 = 2.00 72 10-0-0 149-0 24-EB 35.0-0 10-0-0 4-&0 1 9-9-8 10-5.8 Plate Offsets (X Y)— r2:0-0-2 Edgel (7:0-4-0 0-2-31 19:0-1-15 Edge] LOADING (pso SPACING- 2-0-0 CSI. DEFL in (too) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 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) -1.21 11-12 >348 180 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr YES. WB 0.77 Horz(CT) 0.35 9 n/a War BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight: 1551b FT=20% LUMBER- TOPCHORD 2x4SPM30 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. (IWsize) 2=1349/0-8-0, 9=1349/0-8-0 Max Hom 2=-117(LC 10) Max Uplift 2=-825(LC 12), 9=-825(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 23=3209/2102, 3-4=3006/2024, 4-5= 3022/2080, 5-6=3022/2080, 6-7=-4643/2994, 7-8=-5324/3364,8-9=-5751/3700 BOT CHORD 2-13=-1883/3007, 12-13=-1591/2657, 11-12=-2456/3908, 9-11=-3442/5478 WEBS 3-13=-425/410,4-13=354/571, 4-12=-362/617, 5-12=-269/279, 6-12=-1034f712, 6-11=-373/892,7-11=397/1523, 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=70ft; L=35ft; eave=5ft; Cat. 11; Exp C; Encl., GCpl=0.18; MWFRS (directional) and C-C Extedor(2) -1-0-0 to 2-6-0, Interior(1) 2-6-0 to 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 Dancing. 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-M wide will fit between the bottom chord and any other members. 7) Bearing at joints) 9 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verity capacity of bearing surface. 8) Provide mechanical Connection (by others) of truss to bearing plate capable of withstanding 8251b uplift at joint 2 and 825 lb uplift at Joint 9. Walter P. Finn PE No.22638 Mirek USA, Inc. FL Cen 6634 6904 Parke I Blvd. Tampa FL 33610 Data: April 3,2019 A WARNING - Verity deaign parameters and READ NOTES ON MIS AND INCLUDED MmEKFEFERANCEPAGE M&741al rev. 1ND=I$BEFORE USE. Design valid for use only with MBek® connectors. IDls design Is based only upon parameters shown, and Is for an Indlvldual bulltling component, not ��- veral a truss system. Before use. Me building dedgner must verfy the applicability of design parameters and property Incorporate MB design Into me ol bulldingdeslgn. Brocing Indicated Is to prevent bucidingoflnlMdual num web and/or chord members only. Additional temporary and permanentbrocing M1Tek• It always requhed for stabaity and to prevent collapse with poxdbie personal Injury and property damage. For general guidon¢ regarding the fabricoeon, storage, delivery, erection and bracing of husses and truss systems, seeANSIMn Ouout Cmrrdo, OSB-0g and SCSI Building Component Safety Nlorma8onovallable from Truss Place Institute, 218 N. Lee Street Suite 372. Alexandrla VA 22314. 6904 Parke East Blvd. Tampa, FL 33610 Job. Truss Truss Type Oty Ply T16686492 M11392 A2 SPECIAL 1 i �THEWINDSOR Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.240 s Dec 6 2018 MIT& Industries, Inc. Wed Apr 3 10:18:45 2019 Scale-1:61.3 SA = 3x4 = 5xB = 4.o0 RE 4 21 5 22 6 "' 12 314 = 5xB = 3x12 3x8 = 2.00 F12 14-0 99100-00 4 272-0.0 I488 310.0.08 Plate Offsets (X Y)-- 12:0-0-6 Edge? t6:0-0-0,0-2-31, (8:0-1-15.Edgel LOADING (psi) SPACING- 2-M CSI. DEFL. in (too) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.66 Verl(LL) 0.72 10 >585 240 MT20 2441190 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 [nor YES WB 0.86 HOrz(CT) 0.34 8 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matdx-MS Weight: 1601b FT=20% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-6-15 oc pudins. BOTCHORD Rigid ceiling directly applied or 2-2-0 oc bracing. REACTIONS. (lb/size) 2=1349/0-8-0, 8=1349/0-8-0 Max Hom 2=136(LC 11) Max Uplift 2=-825(LC 12), 8=-825(LC 12) FORCES. fib) - Meat Comp./Max. Ten. -All tomes 250 (lb) or less except when shown. TOP CHORD 2-3=3211/2064, 341=-3017/1998, 4-5=-2580/1800, 5-6=3379/2225, 6-7=-524213250, 7-8=-5759/3665 BOT CHORD 2-13=-1847/3008, 12-13=-1403/2418, 11-12=-1552/2629, 10-11— 1990/3441, 8-10= 3410/5485 WEBS 3-13=-420/418, 4-13=-427/688, 4-12=337/551, 5-12=-777/605, 5-11=465/925, 6-11= 391/277,6-10=-1318/2268, 7-10=-503/530 NOTES- 1) Unbalanced mot live loads have been considered for this design. 2) Wind: ASIDE 7-10; Vuit=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.OpsY h=15ft; 8=70ft; L=35ft; eave=51t; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-670, 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 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) 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 S. Wallar P. Finn PE No.228N MRek USA, Inc. FL Cert 6634 6904 Parke Ent Blvd. Tampa FL 33810 Data: April 3,2019 ®WARNING-Vcrlrydcsi9npeMmetersand READNOTES ON THNANDWCLUDEDMf(EKNEFENANCEPAGEMf74n.re.. fa9Y1015HEFORE USE. Dedgn valid for use only with MITekfis connectors. This design is based only upon parameters shown, and Is for on Individual building component. not ��- a truss system. Before use, the building designer must verify the applicability of de9gn parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of lndlvldual muss web and/or chord members only. Addlllonai temporary and permanent bracing M!Tek' e always rew1red for stability and to prevent collapse with possible personal h Jury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and hum systems, seeANSIMIl CualMy Cmoda, DSB419 and SCSI loading Component 6904 Parke East Blvd. Safety Informationavaliable from Truss Plate Iratute, 218 N. Lee Sheet Suite 312, Alexandria VA VIM. Tempe, FL 33610 Job- Truss Truss Type Oty Ply - THE WINDSOR T16686493 Ml 1392 A3 SPECIAL 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 4.00 12 5x6 = 4x5 = 8.240 s Dec 6 2018 MITek Industries, Inc. Wed Apr 3 10:18:46 2019 Scale=1:62.3 14 13 3x5 = 2x3 II 5x6 = 3xl2 = 2.00 12 LOADING (psf) SPACING- 2-0-0 CSL DEFL. in (too) VdeB Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC0.60 VatI(LL) 0.73 11 >572 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.95 Vert(CT) -0.9711-20 >432 180 MT18HS 2441190 BCLL 0.0 Rep Stress ]nor YES W B 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 Structuralwood 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 1 Row at midpt 7-12 REACTIONS. (Ib/size) 2=1349/03-0, 9=1349/0-8-0 Max Horz 2— 155(LC 10) Max Uplift 2=-825(LC 12), 9=825(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. -AU 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 2-14=-1817/3048, 13-14=-1817/3048, 12-13=-1258/2274, 11-12=-2935/5103, 9-11=-3302/5445 WEBS 4-14=0/329,4-13= 897/636,5-12= 3161661,6-12=-317/616, 7-12=-2727/1643, 7-11=-1072/1939, 8-11=-390/391 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=70ft; L=35tt; save=5ft; Cat. II; Exp C; Encl., GCpl=0.18; MWFRS (directional) and C-C Extedar(2) -1-0-0 to 2-6-0, Interior(l) 2-6-0 to 36-0-0 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water 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 nunconcurrent 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. e1d b Walter P. Finn PE No.22839 M!Tek USA, Inc. FL Cart 6634 8904 Parke East Blvd. Tampa FL 33610 Date: April 3,2019 O WAIMING- Verlyydestgnpersmetersend HEAD NOTES ON THISAND1NCLUOEO IWFEKBEFENANCEPAGEMRF74 rev. 101134e15BEFOBEUSE. Design valid for use only with MEekO connectors. This design a based only upon parameters shown and is for an Individual building component, not a it=system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall bulltling design, Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only, Add9lonal temporary and permanent bracing MiTek' b always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of hums antl truss systems. seeANSVTPl1 Quaid yy CmoM. DSS-09 and SC51 Du6dNp Component 6904 Parts East Blvd. Safely Infarrnationavollable from Truss Plate insfit0e. 218 N. lee Sheet, Suite 312 Alexandria VA 22314. Tampa, FL 3361 O Job- Truss Truss Type Oty Ply T7668fi494 M11392 A4 SPECIAL 1 1 �THEWINDSOR Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 3 d 8.240 s Dec 6 2018 MiTek Industries, Inc. 4.D0 rl2 5x6 = 4x6 = 2.3 II 6 7 6x70 3 10:18:47 2019 Scale=1:62.3 3x5 = 2x3 II 5x8 2.0 = 3xl2 = 0 12 &EO 14-&0 1&0.0 24-6-8 35-0-0 8.F0 6-3.0 3.3.0 I 8-6-8' I 10.5.8 Plate Offsets ()(Y)- 12:0d-6 Edael 19:0-3-0 Edael I11:0-1-15 Ednel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (lot) Vdeft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.59 Vert(LL) 0.80 13 >528 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.95 Vert(CT) -1.05 13 >400 180 MT18HS 2441190 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 Matdx-MS Weight: 1721b FT=20% LUMBER - TOP CHORD 2x4 SP M 30 GOT 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 2-2-0 oc bracing. WEBS 1 Row at midpt 8-14 REACTIONS. (lb/size) 2=1349/0-8-0, 11=1349/0-8-0 Max Harz 2=-175(LC 10) Max Uplift 2=-825(LC 12). 11=-825(LC 12) FORCES. (lb) -Max. CompJMax. Ten. -All tomes 250 (lb) or less except when shown. TOP CHORD 2-3=-3253/1989, 3-5=-2435/1560,5-6=-2399/1639, 6-7=-2217/1501, 7-8=-2380/1519, 8-10=-5361/3228, 10-11=-5716/3480 GOT CHORD 2-16=-1776/3045, 15-16=-1776/3045, 14-15=-1117/2168, 13-14=-2920/5154, 11-13=-3232/5441 WEBS 3-16=0/334,3-15=-882/614,5-15=-238/254,7-14=-163/427, 6-14=-309/604. 6-15=.315/409,8-14=-3146/1901,6-13=-1034/1946,10-13=-343/333 NOTES- 1) Unbalanced mot live loads have been considered for this design. 2) Wind: ASCE 7-10: Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15tt; B=70ft; L=35ft; save=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-" to 2-6-0, Interior(1) 2-6-0 to 36-0-0 zone;C.0 for members and tortes & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water Fondling. 4) All plates are MT20 plates unless otherwise Indicated. 5) This truss has been designed fora 10.0 last bottom chord live load nonconcunent with anyother live loads. 6) • This truss has been designed fora live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joints) 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 fuss to bearing plate capable of withstanding 825 lb uplift at joint 2 and 8251la uplift at joint 11. Wafter P. Finn PE No.22839 MiTek USA, Inc. FL Cert6634 B984 Parke East Blvd. Tampa FL 33910 Data: April 3,2019 Q WANNWG- Ved/ydesignperemetwsand BEAONOTESONTNISANOINCLUDWMNEKBEFEBANCEPAGEMbTOarov. iMMISBEFOBEUSE. Design valid for use only with MOelO connectors. This design Is based only upon parameters mown, and Is for an Individual building component, not a truss system. Before use, The building designer must verily the opplicabeity, of design parameters and properly Incorporate this design Into the overall bullding tleslgn. Bracing indicated is to prevent buckling of lndivdaal hues web and/or chord members only, Additional temporary and permanent bracing MiTek' 6 always required for stability and to prevent collapse with possible personal In)ury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and hum systems. seeAN51/IPII QuaT8ryCristo, DSBd9 and BCSI BuDdIng Componon! 69W Parke East Blvd. Safety Infoonationovoeobie from Truss Plate Institute. 218 N. Lee Street, Sults 312. Alexcndda, VA 22314, Tampa, FL 33610 Job • Truss Truss Type Oty Ply THEWINDSOR T76686495 M11392 AS SPECIAL 16 1 Job Reference (optional) Chambers Thus, Inc., Fort Pierce, FL 5x8 MT18H5 II 4.00 FIT 8.240a Dec 62018 MiTek Industries. Inc. Wed Apr 3 10:18:48 2019 Scale=1:60.3 14 13 3x5 = 2a3 II 5x10 = 3x12 = 2.00 12 8-6-0 14-M 24-6.8 35.0.0 m ice? 10 8.6.0 6-3-0 9-9-8 10-5-8 Plate Offsets (XY)— 12:0-1-6,Edgel, f8:0-3-0,Edgel. I10:0-1-15,Edge1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (foe) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.81 Vert(LL) 0.80 12-13 >526 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.92 Vert(CT) -1.28 12-13 >329 180 MT18HS 244/190 BCLL 0.0 ' Rep Stress ]nor YES WB 0.74 Horz(CT) 0.36 10 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matdx-MS Weight: 160 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 31 'Except' TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc pudins. 1-4,8-11: 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. BOT CHORD 2x4 SP M 30 WEBS 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=-825(LC 12), 10=-825(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 23=-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.Opsh h=15ft; B=701t; L=35ft; eave=SN; Cat. II; Exp C: Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -1-0-0 to 2-64), Intedor(1) 2-6-0to 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) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 1O.Opsf. 6) Bearing at joint(s) 10 considers parallel to grain value using ANSVrPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 825 lb uplift at joint 2 and 825 lb uplift at joint 10. WafterP. Finn PE No.22839 MuiTek USA, Inc, FL Cert6634 6904 Parke East Blvd. Tampa FL 33610 Data: April 3,2019 Job• Truss Truss Type City Ply T76686496 M11392 ATA COMMON 5 1 �THEWINDSOR Job Reference (optional) unamoers I russ, Inc., rort I'lerce, I-L 4.00 12 As,5 = 6 u.G4u G use Is BU1 a MI I ex mausmes, Inc. wea Apr a 1 un a:9e xuia Scale = 1:59.5 1 I6 17 '" 15 "" "' 14 '" 12 34 = 2x3 11 46 = 3xB = 2x3 II 3x6 = W= ass= e-e 0 i 1�'1^0 22.1.0 2a-&0 35.0.0 1 Plate Offsets(X.Y)— f2:0-0-2,Edae1,f10:0-0-2.Edae1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (lac) Udefl Ud PLATES GRIP TCLL 20.0 Plate Gdp DOL 1.25 TIC 0.59 Vert(LL) 0.33 14-15 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.68 Vert(CT) -0.64 14-15 >652 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.59 Horz(CT) 0.13 10 n/a WE BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight: 166111 FT=O% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Stmctuml wood sheathing directly applied or3-1-15 oc pudlns. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 5-2-15 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (IWsize) 2=1399/0-8-0, 10=1399/0-8-0 Max Horz 2=-179(LC 10) Max Uplift 2=--775(LC 12), 10=-775(LC 12) FORCES. (lb) - Max. Coal 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 roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuft=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=70ft; L=35ft; eave=611; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -1-0-0 to 2-6-0, Interior(1) 2.6-0 to 17-6-0, Exterior(2) 17-6-0 to 21-0-0, Interior(1) 21-0-0 to 36-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) 100.Olb AC unit load placed on the top chord, 17-6-0 from left end, supported at two points, 5-0-0 apart. 4) This truss has been designed for a 10.0 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= IG.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 775lb uplift at joint 2 and 775 lb uplift at joint 10. Walter P. Finn PE No.22839 MITek USA, Inc. FL Cart6634 6904 Parke East Blvd. Tampa FL 33810 Data: April 3,2019 Q WARNING. Verity des/Sn,a..efersend READ NOTES ON MIS AND tNCLUDEDMREKREFERANCEPAGEMM1)4 .J .. 1a,032015BEFOREUSE. Design valid for use only with MBekO connectors. IDls design Is based only upon parameters shown and Is for an Individual buliding component, not ��- a truss system. Before use, the building designer must verify the oppllcabllity of design parameters and property Incorporate this design Into me overall bmldingdesign. Bracing Indicated h to prevent bucIding of lndMtluol truss web and/or chord members oNy. Addrionat temporary and pennanambracig MiTek' 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 hums' and hum systems seeANSVIPll Cuo]NByy Criteria, DSB49 and BCSI Building Component 69N Perks East Blvd. Safety Infomsatbnovallable ham Trum Plate Institute, 218 N. Lee Street. Suite 31Z Alexondno. VA 22314. Tampa, FL 30610 Job ' Truss Truss Type City Ply M11392 B COMMON 2 1ob [HEWINDSORT16666497 Reference (optional) Chambers Thus, Inc., Fort Pierce, FL 6 b 8.240s Dec 62018MITek Uldusines, Inc. Wed Apr 31 U:16:bl 2Ule Scale=1:59.3 4.00 12 3xis 3x4 = 2x3 II 3x6 = 30 = 3x4 = 3xB = 2x3 II 3x4 = a-3.5 1 14.0.0 21-0-0 26-8-11 35-0-0 1 'n i� 8.3.5 5-8-11 7.0-0 5.8-11 8-3.5 r Plate Offsets (X Y)- f2:0.2-6 Edgel f6:0-3-0 Eddel f10:0-2-6 Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (too) Well Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TO 0.34 Vert(LL) -0.11 14-15 >766 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.38 Ven(CT) -0.2417-20 >715 180 BCLL 0.0 ' Rep Stress ]nor YES WB 0.63 Hoa(CT) 0.03 10 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight: 14911a FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directlyapplied or 6-0-0 oc purlins. SOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-010 oc bating. WEBS 2x4 SP No.3 REACTIONS. All bearings 0-8-0. (lb) - Max Harz 2- 179(LC 10) Max Uplift All uplift 100 Ib or less at joint(s) except 2=-371(LC 12), 15=-453(LC 12), 14=-053(LC. 12), 10=-37l (LC 12) Max Grav All reactions 2501b or less at joint(s) except 2=602(LC 1), 15=844(LC 17), 14=840(LC 18). 10=602(LC 1) FORCES. (Ib) - Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 23=-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.Opsh h=15ft; B=70ft; L=35ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -1-0-0 to 2-6-0. Intedohl) 2-6-0 to 17-6-0, Extedar(2) 17-6-0 to 21-0-0. Interior(1) 21-0-0 to 36-0-0 wne;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.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL=10.Opsf. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 371 lb uplift at joint 2, 453 lb uplift at joint 15, 453 lb uplift at joint 14 and 371 lb uplift at joint 10. Walter P. Finn PE No.22839 MTak USA, Inc. FL Cad 6034 6904 Parke East Blvd. Tampa FL 33810 Data: April 3,2019 A WARNING- Vedlydesignparemeferaend READ NOTES ON THIS AND INCLUDED MREKREFERANCE PAGE MIF74".V.1 V32015 BEFORE USE. Design valid for use onlywith MBek8connectors. This design is based only upon parameters shown, and is for on individual building component not a truss system. Before use, me bustling designer must verify the applicobsity, of design parameters Intl properly Incorporate this design Into the overall busdingdesign. Bracing Indicated Istoprevent buckling oferdividualTrue web and/or chord members only. Adtllnonaltemporaryondpmmcnentbracing M!Tek' Is always requited for stoblllry and to prevent collapse with passible personal Injury and property damage. For general guidance regarding the fobdcanon. storage, delivery. erection and bracing of tomes and tow systems seeANSVIPI I Du C18orlo, D5049 and BCSI Building Component 6904 Parke East Blvd.Safety InfomlatTruss R navolable from Truss ImBtuMax(tlrb. 2231 te. 218 N. Lee Sheet sure 312, MaxVA 4. Tampa, FL More Job- Truss Truss Type Oty Ply THEWINDSOR T76686498 M11392 BHA BOSTON HIP 1 1 Jab Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.240 s Dec 6 2018 MiTek Industries, Inc. Wed Apr 310:10:52 2019 Page 1 ID_UBCA6b7j2Syl HDXFw7ye3KX-ygLWhB?l MW2rgRxLZOTkOrEfFPjAdpvL_VjVGnzUScX 13E-0 21b 1 T-0-0 8-69 11-E0 13.E-014-0-0 17-6-0 18-8-0 21-0-O 23-6-0 25-6-0 28-09 350.8 36-0-0 7.0.0 2-6-0 1 2-0-0 2-0 -�I 2-0-0 I IN, 1-&e� LINNO I o z-6.8 I 7-ao Scale =1:624 52 3x4 = 4.00 12 4x4 = 57 15 58 17 56 12 59 3x6 55 9 5x12 —53 4 6 54� 'MIN l� 20 60 22 3x6 3x4 21 5x12 9 1 23 26 EL27 35 42 43 34 44 33 45 46 47 48 92 49 31 50 51 30 3x6 = 6x8'= 6xB = 3x6 = 7-0.0 14-0-0 21.0-0 28-0-0 L -0 0 7-0.0 7.0.0 i 7-0-0 1 7.0-0 7.0-0 3x4 = Plate Offsets (X,V)— f3:0.6-4,0-1-121, f32:0-3-8,0-3-01 LOADING (psf) SPACING- 2-M CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.51 Vert(LL) 0.13 35-38 >999 240 MT20 244/190 TOOL 7.0 Lumber DOL 1.25 BC 0.54 Verl(CT) -0.1635-38 >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.65 Horz(CT) 0.04 28 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight: 208 lb FT=0 LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-3-13 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied orb-0-0 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. (lb) - Max Horz 2=179(LC 7) Max Uplift All uplift 100 lb or less at joint(s) except 2=-565(LC 8), 33=-1269(LC 8), 32=-1017(LC 8), 26=-434(LC 8) Max Grav All reactions 250 Us or less atjoint(s) except 2=812(LC 17). 33=1825(LC 1). 32=1529(LC 1). 28=626(LC 1) FORCES. (lb) - Max CompJMax. Ten. -All forces 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=-036/514, 11-13=-436/514, 13-1fi=-436/514, 16-18=-436/514, 18-19=-436/514, 19-21=-362/412, 21-23=382/412, 23-25=-382412, 25-27=-387/418 BOT CHORD 235=-939/1572, 33-35=-909/1484, 32-33=382/400, 3032=-575/1004, 28-30=-568/1039 WEBS 3-35=-191/649, 27-30=0/451, 333=-2090/1523, 1133=-810/782, 19-32= 7727745, 27-32— 1484/1044, 9-10=463/453, 20-21=-462/454 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuit=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL-3.Opsf; h=15ft; B=70ft; L=3511; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are 2x3 MT20 unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.0psf 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 beading plate capable of withstanding 5651b uplift at joint 2, 1269 to uplift at joint 33, 1017 Ib uplift at joint 32 and 434 Its uplift at joint 28. 8) Graphical puffin 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) 265 lb down and 381111 up at 7-0-0, 158 Its down and 206 lb up at 9-0-12, 158 Ito down and 206 lb up at 11-0-12, 158 lb down and 206 Ito up at 13-0-12. 158 lb down and 206 lb up at 15-0-12, 158 lb down and 206 lb up at 17-0-12, 158 lb down and 206 ib up at 17-114, 158 lb down and 206 Its up at 19-11-4, 158 Up down and 206 lb up at 21-114, 158 lb down and 206 Us up at 23-114, and 158 lb down and 206111 up at 25-114, and 158 lb down and 206 Ito up at 27.11-4 on top chord, and 373111 down and 236lb up at 7-0-0, 69 lb down at 9-0-12, 69 Ito down at 11-0-12, 69lb down at 13-0-12, 69 lb down at 15-0-12, 691b down at 17-0-12, 69 lb down at 17-114, 69 Its down at 19-114, 69 lb down at 21-11-4, 69 go down at 23-114, and 69 lb down at 25-114, and 59 lb down at 27-11-4 on bottom chord. The design/selection of such Connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). Walter P. Finn PE No.22838 MiTek USA, Inc, FL Cert6634 III Padre East Blvd. Tampa FL 33810 Date: Aprji 3,2019 ,&WARNING-Vsrllydes/gnp Mrseters.dREAD NOTES ON THIS AND INCLUDED MREKREFERANCEPAGEM0.74nrev. 1010301013DEFORE USE. Design valid for use arty with MiTek® connectors. This design Is based only upon parameters shown. and Is for on Individual building component, not a Wass system. Before use, the bustling designer must redly the cpplicolorlty, of design parameters and properly incorporate Ihb design Into the overall building design. Bracing Indicated is to prevent buckling of InOMtlual truss web and/or chord members arty: Addltlonal temporary and permanent bracing MiTek' Is always required for staDYliy and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication. storage, delivery, erection and bracing of busses and buss systems. seeANS171P11 Quality Criteria, DSB89 and BCSI Building Component Safety mfermetbrawa0able from Trws Plate Institute, 218 N. Lee Street State 31Z Alexandra. VA 22314. 69M Parse East BNd. Tempe, FL 33610 Job - Truss Truss Type Oty Ply THE WINDSOR T78686498 1011392 BHA BOSTON HIP 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.240s Dec 6201BMiTeklndustnes, Inc. WeGApr 31u:1B:b3201B Yage2 ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-DOvuuX7f7gAilaWX65 zw3mq—D3PMG9UD9S2oDzUSCW 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=-1 18(F) 57=-1 18(F) 58=-118(F) 59=-118(F)60=-118(F) 61=-118(F) 62=-118(F) 63=-118(F) AWARNING -VedlydeslSnpmem lem dREADNOTESONTHISANDMCLUDEDMTTEKREFERANCEPAGEM 74Mrev. 1047Y1015BEFORE USE Design valid for use only with MOekO connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a huss system. Before use, the bustling designer must veMy the applicability of desgn Parameters and properly Incorporate tilt desgn Into Me ovemit bulltling design. Bracing indicated b to prevent bucNing of fral al truss web and/or chord members only. Adtlitional temporary and permanent bracing Welk' Is always required for stability and to prevent collapse with posUbie personal Injury and property damage, For general guidance regarding Me fabrication, storage, dell ery, erection and bracing of trusses antl truss systems. WOANSVTFi1 Quality Criteria, DSBAF and BCSI Building Component 69M Par,e East Blvd. Safety Infomtalbryrvoliobie from Truss Plate Institute, 218 N. Lee Sheet. Suite 312, Alexandria VA 22314. Tampa, FL 33610 Job' Truss Oty Ply M11392 ]TnussType GRA HIP 1 1ob [HEWINDSORT76686499 Reference (optional) l:nam rers I was, Inc., tort VHWC9, rL Sx12 MT18HS = 4.00 12 a.L4u s uec o eul o mI 1 eK Inousmea, Inc. vvao npr J I u:I oJV ..re 3.5 II 3x6 = 4x8 = Scale = 1:60.3 ty'(IN O 3x4 = 2x3 II JJ �» 3x6 =J, 5x14 = Jv „ Jo 3x4 = 46 = V », 2x3 II 3x5 _ LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2017/TPI2014 CSI. TC 0.94 BC 0.67 WB 1.00 Matrix -MS DEFL. Ve It VeR(CT) Horz(CT) in (roc) Vdefl Ud 0.30 10-21 >792 240 -0.30 10-12 >812 180 0.09 8 n/a n/a PLATES MT20 MT18HS Weight: 153111 GRIP 244/190 2441190 FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-9-5 oc pudins. 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 pts 3-13 REACTIONS. (lb/size) 2=750/0-8-0, 13=3223/0-8-0, 8=1225/0-8-0 Max Hom 2=-78(LC 6) Max Uplift 2=A48(LC 8), 13=-2442(LC 8). 8=-1159(LC 8) ' Max Grav 2=755(LC 17), 13=3223(LC 1), 8=1225(LC 18) FORCES. (lb) -Max Comp./Max. Ten. -All forces 250 fib) or less except when shown. TOP CHORD 2-3=-1534729, 3-0=-1052/1347, 4-6=-105211347, 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=-84B/801, 6-13=-3504/3050, 6-12=-430/666, 7-12= 940/731,7-10=-489/690 NOTES- 1) Unbalanced tool 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; 8=70ft; L=35ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); porch right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 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 lb uplift at joint 2, 2442 lb uplift at joint 13 and 1159111 uplift at joint 8. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 203111 down and 329111 up at 7-0-0, 90 lb down and 155 lb up at 9-0-12, 90 lb down and 155 Ib up at 11-0-12, 90 Ib'down and 155 Ib up at 13-0-12, 90 Ib down and 155111 up at 15-0-12. 90 lb down and 15516 up at 17-0-12, 90 lb down and 1551b up at 17-11-4, 90Ib dawn and 155 Ib up at 19-11-4, 90 lb down and 155 Ib up at 21.11-4. 90 lb down and 155111 up at 23-11-4, and 90111 down and 155 Ib up at 25-11-4, and 203 lb down and 329 lb up at 28-0-0 on top chord, and 452 Ib down and 263 lb up at 7-0-0, 63111 down and 3 lb up at 9-0-12, 63 lb down and 3 Ib up at 11-0-12, 63 lb down and 3111 up at 13-0-12, 63111 down and 3 Ib up at 15-0-12, 63111 down and 3 lb up at 17-0-12, 63 Ib down and 3 lb up at 17-11-4, 63 Ito down and 3 Ib up at 19-11-4, 63 lb down and 3 It, up at 21-11-4, 63 Ib down and Waltrip. Finn PE No12839 31b up at 23-11-4, and 63111 down and 3 lb up at 25-11-4, and 452 lb down and 263I11 Op at 27-11-4 on bottom chord. The MiTek USA, Inc. FL Cert $634 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). Data: LOAD CASE(S) Standard April 3,2019 A WARNING. Verify destgaperassrhassnd READ NOTES ON TN/SAND INCLUDED MIrEKREFERANCEPA0EfiAP?V3rev. IM&WISSEFOREUSE Design valld for use only with Meer connectors. This de9gn Is based only upon parameters shown and Is for an Individual bulldirg component. not ��- a hum system. Before use, the buUdhg designer must verify the applklablltiy, of design parameters and property Incorporate this deslga Into the overall building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing WOW h always requlred for stob9tiy, and to prevent collapse with possible personal Injury antl property damage. For general guidance regarding the li fabrication, storage, tlelbery, erection and bracing of trusses and tuns systems WeANSVfpll Cua1IBByy CMerlo, DSB-59 and SCSI Building Component 6904 Parke East Blvd, Safety Informallonovailoble from Truss Plate Institute, 218 N. Lee Street, Sulte 312, Alexandria, VA 22314. Tampa, FL 33610 Job' Truss Truss Type Oty Ply T76686499 M11392 GRA HIP 1 1 �THEWINDSOR Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.240 s Dec 62018 MiTek Industries, Inc. Wed Apr 3 10:18:54 2019 Page 2 ID_kfiGCA6bz7j2Sy1HDXFw7ye3KX-uDTG6sOHu8IZwk5jgpVCTGJuxDNe5eleRpCcKfzUScV 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 (Ib) Veit: 3=-147(B) 7=-147(B) 15=-452(B) 13=-40(B) 4=-90(B) 10=-452(B) 22=90(B) 23=-90(B) 24— 90(B) 26=-90(B) 27=-90(B) 28=-90(13) 30=-90(13) 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(13) 41=-40(B) WARNING-Vedlyde&9rPersn.f...dREAUNO7ES ON MSAND/NCLODEDMI KREFERANCEPAGEM674m9 v. 14642015BEFORE USE. Design volld for use only with MreL® connectors. IDls design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the bulidi g designer must vedry me apiolkability of design parameters and property Incorporate this tleslgn Into ire overall butdingdeslgn, Bracing Indicated Is to prevent buckling ofIndvidualtru.band/or chord members only. Additional temporary and permonenfbracing Miiek' Is alwaysrequlredfor stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding ire fabrication, storage, delivery, erection and bracing of trusses and hum systems. seeANSI/IPII QUOIN CROOa. OSBd9 end BCSI ButdNp Compenonl 69M Palle Eazi BNd. Satisfy Informotiom vallable from Truss Hate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22 14, Tampa, FL 33610 Job• Truss Thus Type Oty Ply T16686500 M11392 J1 MONO TRUSS 8 �THEWINDSOR 1 Jab Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.240 s Dec 62018 MITek Industries, Inc. Wed Apr 31U:1e:bb GU1B rage 1 ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX.MPOeJC1 vfR00XufvEWOR?UrEfds3pKmgTx9t6zUScU 1-0-0 ' _I 1-0-0 3.4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (lac) I/dell L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL, -0.00 5 >999 240 TCDL 7.0 Lumber DOL 1.25 BC 0.02 Verl(CT) -0.00 5 >999 180 BCLL 0.0 ' Rep Stress [nor YES WB 0.00 Horz(CT) 0.00 4 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matrix -MP LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 3=9/Mechanical, 2=118/0-8-0, 4=0/Mechanical Max Horz 2=48(LC 12) Max Uplift 3=-4(LC 9), 2=-140(LC 12) Max Grav 3=11(LC 17), 2=118(LC 1), 4=17(LC 12) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. Scale v 1:6.1 PLATES GRIP MT20 244/190 Weight: 5lb FT=O% BRACING - TOP CHORD Structural wood sheathing directly applied or 1-0-0 ac pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opst h=15ft; B=70ft; L=35ft; eave=6ft; Cat. II; Exp C; Encl., GCpl=0.18; MWFRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 pat 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 4lb uplift at joint 3 and 140 lb uplift at joint 2. Walter P. Finn PE No.22839 MRek USA, Inc. FL Cart 6634 8984 Parke Eat Blvd. Tampa FL 33610 Data: April 3,2019 O WARNING -Vedtydesrgn parametersand READ NOTES ON TNLSAND INCLUDED MREKREFERANCEPAGEMM17473 rev. 10,V3201SBEFORE USE. Design valid for use only with Mnek9connectors. This design Is based only upon parametersshown, and Is for an individual building component not a two system. Before use, the building designer mustver fy the applicability of dedgn parameters and properly Incorporate the tlesign Info me overall buffaing design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent brccing WOW Is always required for stability and to prevent collapse with pcss9ble personal Injury and property damage. For general guldonce regarding the fobrlcation storage, delivery, erection and bracing of musses and truss systems, seeANSVFPI I Quail Criteria. DSB-09 and SCSI Building Component 8904 Perko East Blvd. Safety Infamuctio civailable from Truss Plate Institute.218 N. lee Street. Suite 312 Alexandria, VA 22314. Tampa, FL M610 Job- Truss Three Type Oty Ply T76686501 M11392 J3 MONO TRUSS 8 1 �THEWINDSOR Jab Reference (optional) cnemesis I ruse, inc., ron rierce, rL SA = 0.4vu s uec o z0I o ran ea inausmes, um.. vvea npr o I a:I o:aa m ro rays I Scale =1:9A M-0 LOADING (pst) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Ven(LL) 0.01 4-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.19 Van(CT) -0.01 4-7 >999 180 BCLL 0.0 ' Rep Stress Incr YES W B 0.00 Horz(CT) -0.00 3 Tire n1a BCDL 10.0 Code FBC2017ITP12014 Matrix -MP Weight: 11 lb FT=O% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc puffins. SOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=64/Mechanica1, 2=173/0-8-0, 4=37/Mechanical Max Hoe 2=85(LC 12) Max Uplift 3=-54(LC 12), 2=-147(LC 12), 4=-4(LC 12) Max Grev 3=64(LC 1). 2=173(LC 1).4=50(LC 3) FORCES. (Ib) - 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; TCDI^4.2psf; BCDL=3.Opsf; h=15ft; B=70N; L=35ft;.eave=6ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Extedor(2) -1-0-0 to 2-8-0, Intetiogl) 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 nonconcument 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 beating plate capable of withstanding 54lb uplift at joint 3, 147 In uplift at joint 2 and 4 lb uplift at joint 4. Walter P. Finn PE NO2M MTek USA, Inc. FL Can 6634 8904 Parke Ent Blvd. Tampa FL 33610 Date: April 3,2019 O WARNNG-Ved/yde99epnamerenand REDNOT ON MXANDNCLODWAMEKaEFErrANCEPAGEMF74YJme 1001Y10156EFOREUSE Design valid far use only with M6e'a® connectors. This design is based only upon parameters drawn. and Is for an Individual building component, not ��- a truss system. Before usa. the building designer must verity me opplicobeny of design parameters and properly Incorporate this design Into the overall buildingdesign.BmcinghcRcaedhtopreventbmWhgoftrgMd=lb=webondlwchwdmemb moNy. Additional temporary and permanembractrig b always required for slabBly and to prevent cosopse with postible personal lr0lay and property damage. For general guidance regarding the fabrication, storage, delivery, emctlan and bracing of fnuses and truss systems seeANS1/1PI1 Cuanny Cmerla, OSB49 and BCSI Building Component Sabty Infomrationavolabie from Truss Rote Institute. 218 N. Lee Sheet Sulte 31Z Alexondfia, VA 22314. MiTek• 6904 Palle East Blvd. Tampa, FL W610 Job• Oty Ply THEWINDSOR T76686502 �Truss M11392 J5 �TrussType MONO TRUSS 8 1 Job Reference (optional) Chambers Tmss, Inc., Fort Pierce, FL 8.240 s Dec 6 2018 MiTek Industries, Inc. Wed Apr 310:18:56 2019 Page 1 ID:_k6GCA6bxl2Syl HDXFw7ye3KK-rbalWY2XOIYH92E6oEXgYhOGrO2hYn5wv7hiPYzUScT -1-PO 5-0-0 1 0-0 5.0.0 -' Scale v 1:12.7 3x4 = 5-0.0 LOADING (psl) SPACING- 2-0-0 CSI. DEFL. in (too) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.73 Ven(LL) 0.07 4-7 >863 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.70 Vert(CT) -0.06 4-7 >964 180 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/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 purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. REACTIONS. (lb/size) 3=115/Mechanical, 2=243/0-8-0, 4=63IMechanical Max Horz 2=123(LC 12) Max Uplift 3=-104(LC 12), 2=-177(LC 12), 4=-9(LC 12) Max Grav 3=115(LC 1), 2=243(LC 1). 4=87(LC 3) FORCES. jib) - Max. CompJMax.Ten. -All forces 250(I1c) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDLc4.2psf; BCDL=3.Opsf; h=15ft; B=70ft; L=35ft; eave=6tt; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-O to 2-6-0, Interior(1) 2-6-0 to 4-11-8 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip D0L--1.60 2) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 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 104lb uplift at joint 3, 177 lb uplift at joint 2 and 9 Ile uplift at joint 4. Walter P. Finn PE No.22839 MTak USA, Inc. FL Carl SOU 6904 Parke East Blvd. Tampa FL 33810 Dale: April 3,2019 Job. Truss Thus Type any Ply T76686503 M11392 J7 MONO TRUSS 24 1 �THEWINDSOR Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 3.4 = 8.240 s [)so 6 2018 MiTsk Industries, Inc. Wed Apr 3 10:18:57 2019 Page 1 ID:_k5GCA6bx712Sy1HDXFw7ye3KKJo8Pku29B3hBnCpIL)(2v5vxVWaSnHEL48naGx zUSGS Scale: 3/4•=1• Plate Offsets MY)— 12:0-1-14,Edael LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (loci Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.47 Vert(LL) 0.17 4-7 >494 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.39 Vert(CT) -0.19 4-7 >447 180 SCLL 0.0 Rep Stress Incr YES WB 0.00 Hom(CT) -0.00 3 n/a n1a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Weight: 23 lb FT=O% LUMBER - TOP CHORD 2x4 Sid M 30 BOTCHORD 2x4SPM30 REACTIONS. (lb/size) 3=165/Mechanical, 2=315/0-8-0, 4=8mechanical Max Ham 2=161(LC 12) Max Uplift 3=-153(LC 12), 2=-211(LC 12), 4=-12(LC 12) Max Grav 3=165(LC 1), 2=315(LC 1), 4=125(LC 3) FORCES. (lb) - Mac CompJMax. Ten. -All forces 250 (lb) or less except when shaven. BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. SOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf, h=15ft; B=70ft; L=35ft; eave=6ft; Cat. II; Exp C; Encl., GCpi-0.18; MW FRS (directional) and C-C Exterior(2) -1-0-0 to 2-6-0, Intedor(1) 2-6-0 to 6-11-8 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOI--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 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for buss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1531b uplift at joint 3, 211 Ib uplift at joint 2 and 12 It, uplift at joint 4. Wafterls. Finn PE No22639 MTek USA, Inc. FL Cart 6634 8904 Parke EastBNd. Tampa FL 33610 Date: April 3,2019 ®WARNING -Verily desf9n parameters endaEAO NOTES ON TNISANDWCLUDEDM REFERANCEPAGEM674T4rs, 1011032V15 BEFORE USE. Design valid for use only with MBek®connectors. This design Is based only upon parameters shown. and is for an lndNidual building component.not a truss system. Before use. the building designer must verity the applicability of design parameters and properly Incorporate ties design Into the overall bUlding design. Wooing UWbated is to prevent bucldhg of individual truss web and/or chard members only. Additional temporary and permanent bracing b always requl od for stability and to prevent collapse with possible personal Nfury and property carnage. For general guidance regarding the folodca0om storage, delivery, erection and bracing of trusses and truss systems seeANSMIJ Quality Criteria, DS549 and SCSI Building Component Safety Informatbnavoaable from Truss Plate Immune. 218 N. Lee Street Suite 312, Alexandria VA22314. WOW 69M Palle Eest BNd. Tempo FL 33610 Job • Truss Teas Type City Ply THE WINDSOR T16686504 M11392 KJ7 MONOTRUSS 4 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.240a Dec 62018 MiTek Industries, Inc. Wed Apr 310:18:572019 ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-Jo8Pku29B3h8nCpIL#vSvxZmOVpHBb48nCiGx Scale = 1:20.6 3x4 - uu n 5 ax4 = 6.8-12 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.20 Ver(LL) -0.04 7-10 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.26 Ved(CT) -0.08 7-10 >999 180 BCLL 0.0 ' Rep Stress [nor NO WB 0.24 Horz(CT) 0.01 5 n/a n/a BCDL 10.0 Code FBC2017/TP]2014 Matrix -MS Weight: 381b FT=O% LUMBER - TOP CHORD 2x4 SP M 30 BOTCHORD 2x4SPM30 WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 4=127/Mechanical, 2=379/0-11-5, 5=461/Mechanical Max Harz 2=192(LC 8) Max Uplift 4>731(LC 8), 2=-262(LC 8). 5=-238(LC 8) Max Grav 4=156(LC 13), 2=379(LC 1), 5=461(LC 1) FORCES. (lb) -Max CompJMax. Ten. -All tomes 250 (lb) or less except when shown. TOP CHORD 2-3=-838/366 BOT CHORD 2-7=-487/798, 6-7=-487//98 WEBS 3-7=0/307,3-6=-920/561 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf: h=15D; B=70ft; L--35f ; eave=6f ; Cat. II; Exp C; Encl., GCpi-0.18; MWFRS (directional); Lumber DOI^7.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurent with any other live loads. 3) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-0-0 tall by 2-0-0 wide will fit between the bottom chard and any other members. - 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 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 (pIQ Vert: 1-2= 54 Trapezoidal Loads (pIQ Vert: 2=0(F=27, B=27)-to-4=-133(F=-39, B=-39), 8=0(F=10, B=10)-to-5=-49(F--15, B=-15) Walter P. Finn PE No22839 f3TekUSA, Inc. FL Cert6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 3,2019 Q WAFNWG-VerffydealgnprametenardREAONOTES ON M1SMDWCLUOEO M/rEKREFERANCEPAGEM674 .k.. 1aT.aQ015BEFORE USE. Design valid form GNywith Mgek®cornecto¢ ThLs design b timed oNy upon paaneters shown and is fcr on hdNktual bWOing component not a truss system. Before use, the bullding designer must wetly the opplicabelly of design parameters and properly Incorporate this design Into the overall buldingdesign. Bracing indicated Is to prevent budding of Individual tam web mid/a chord members only. Additional temporary and permanent bracing MiTek' Is always required for stabeily and to prevent collapse with pomble personal 6thpy and properly damage. For general guidance regoiding the fabdcatlan storage, delivery, erection and bracing of trusses and toss systems mANSUIPII CUNtly CMeM. DS9419 and BCS7 Building Component 69N Parke East BNd. Safety Infonnp9m ovOSablo from Truss Rate InstiMe. 218 N. Lee street. suite 312. Alexandra, VA 22314. Tampa, FL Met Symbols PLATE LOCATION AND ORIENTATION 1 3j4 Center plate on joint unless x, y offsets are indicated. Dimensions are in ff-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. For 4 x 2 orientation, locate plates 0-14 from outside edge of truss. This symbol Indicates the required direction of slots in connector plates. Plate location details avalllable in Ill20/20 software or upon request. PLATE SIZE The first dimension is the plate 4 x 4 width measured perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION Indicated by symbol shown and/or CYy// by text In the bracing section of the output. Use T or I bracing If indicated. Indicates location where bearings (supports) occur, Icons vary but reaction section Indicates joint number where bearings occur. Min size shown is for crushing only. Industry Standards ANSI/TPII : National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. Numbering System I 6'48 I dimensions shown in sixteenths sr. Il�"jl (Drawings not to scale) I 2 3 TOP CHORDS Q Of O x U 0- 0 JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERSAETTERS. PRODUCT CODE APPROVALS ICC-ES Reports: ESR-I311, ESR-1352, ESRI988 ER-3907, ESR-2362, ESR-1397, ESR-3282 0 Of O x U a_ O Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSI/rPI 1 section 6.3 These truss designs rely on lumber values established by others. © 2012 MITek6 All Rights Reserved MITek Engineering Reference Sheet: Mll-7473 rev. 10/03/2015 A General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, Individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never stack materials on Inadequately braced trusses. 4. Provide copies of this truss design to the building designer. erection supervisor, property owner and all other Interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each Joint and embed fully. Knots and wane at Joint locations are regulated by ANSI/TPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/rPi 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19%at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 11. Plate type, size, orientation and location dimensions Indicated are minimum plating requirements. . 12. lumber used shall be of the species and size, and In all respects, equal to or better than that specified. 13. Top chords must be sheathed or purlins provided at spacing indicated on design. 14. Bottom chords require lateral bracing at 10 ff. spacing. or less, If no ceiling Is Installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. 16. Do not cut or alter Truss member or plate without prior approval of an engineer. 17. Install and load vertically unless Indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front, back. words and pictures) before use. Reviewing pictures alone Is not sufficient. 20. Design assumes manufacture in accordance with ANSI/rPI 1 Quality Criteria.