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HomeMy WebLinkAboutTRUSSRE: M11364 - 70' ROYAL W/2 CAR GARAGE MiTek USA, Inc. Site Information: 6904 Parke East Blvd. Tampa, FL 33610-4115 Customer Info: Wynne Project Name: 70' Royal with 2 car garage Model: Lot/Block: Subdivision: Address: unknown City: St. Lucie County State: FL Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: License #: Address: City: State: 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 19 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. I Seal# I Truss Name I Date I No. I Sbal# I Truss Name I Date 1 1 T13631434 1 A 3/29/18 18 T13631451 KJ7 3/29/18 12 1 T13631435 1 Al 1 3/29/18, 119 1 T13631452 1 KJ8 1 3/29/18 1 13 I T13631436 I A2 1 3/29/18 1 1 1 1 1 14 1 T13631437 1 A3 1 3/29/18 15 1 T13631438 1 A4 1 3/29/18 16 1 T13631439 1 ATA 1.3/29/18 7 1 T13631440 1 ATB f 3/29/18 18 1 T13631441 1 BHA 1 3/29/18 19 1 T13631442 1 GRA 3/29/18 . 1 10 I T13631443 I J1 1 3/29/18 Ill I T13631444 I J2 1 3/29/18 112 I T13631445 I J3 1 3/29/18 113 I T13631446 I J4 1 3/29/18 114 I T13631447 I J5 1 3/29/18 15 I T13631448 I J6 3/29/18 16 I T13631449 I J7 3/29/18 17 I T13631450 I J8 1 3/29/18 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: Velez, Joaquin My license renewal date for the state of Florida is February 28, 2019. IMPORTANT NOTE: The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdiction(s) identified and that the designs comply with ANSI/TPI 1. These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes), which were given to MiTek. Any project specific information included is for MiTek's 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 ANSI/TPI 1, Chapter 2. ,,``�11I ,�. .• �GENs�.��.� o 68182 cc :0 0�• TATE OF � : 01 •..•• ''. � /ONA ,E k`• IlIII11111" Jo quln Ij lez PE No.68182 Mlk A, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 29,2018 Velez, Joaquin 1 of 1 Job Truss Truss Type Qty Ply 70' ROYAL W/2 CAR GARAGE r T13631434 M1 ;364 A HIP 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 112018 MITek Industries, Inc. Thu Mar 29 09:07:28 2018 Page 1 I D:OLulzpiQ?_SmS_J UbP6BgtzFJ4j-IBZnOknOr9U HOeGU 1 cTv5dfnDgcnYAt9eM2YgSzW 77T 1-0- 6-7-15 10.0-0 14-11-0 19-11-8 25.0-0 26-4-1 35.0.0 6-0- 1-0- 6-7-15 3-4-1 4-11-0 5-0.8 5-0-8 3-4-1 6-7-16 0- �1 6 Scale = 1:60.3 4x8 2x3 4x4 = 4.00 12 3x5 = 4 24 5 6 25 7 14 1c 3x5 � 3x4 = 3x6 = 6X8 = 3x6 = 3x8 = 4x4 = LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017/TPI2014 CSI. TC 0.59 BC 0.56 WB 0.87 Matrix -MS DEFL. Vert(LL) Vert(CT) Horz(CT) in (loc) Udefl Lid 0.46 11-21 >530 360 -0.39 15-18 >460 240 0.02 9 n/a Wet PLATES GRIP MT20 244/190 Weight: 160 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puriins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 4-7-2 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 2=406/0-8-0, 13=1644/0-8-0, 9=648/0-8-0 Max Horz 2=-105(LC 8) Max Uplift 2=-212(LC 10), 13=-1481(LC 10), 9=-781(LC 10) Max Grav 2=450(LC 15), 13=1644(LC 1), 9=672(LC 20) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-590/45, 3-4=-345/135, 4-5= 996/820, 5-6=-996/820, 6-7= 786/1640, 7-8=-869/1692, 8-9=-1233/2116 BOT CHORD 2-15=0/616, 13-15=-116/580, 11-13— 287/274, 9-11= 1897/1147 WEBS 3-15=-450/525, 4-15==146/435, 4-13— 983/867, 5-13=-300/342, 6-13=-1191/1903, 6-11=-1278/663, 7-11=-322/181, 8-11=-426/667 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=34ft eave=5ft Cat. II; Exp C; Encl., GCpi=0.18;'MW FRS (directional) and C-C Extedor(2) -1-0-0 to 2-4-13, Interior(1) 2-4-13 to 5-2-5, Exterior(2) 5-2-5 to 10-0-0, Interior(1) 14-11-0 to 19-11-8, Exterior(2) 25-0-0 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 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. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Gt=lb) 2=212,13=1481,9=781. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cott 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 29,2018 ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE MR-7473 rev, 1010312015 BEFORE USE. ' Design valid for use only with MITek® connectors. This design is based only upon parameters shown, and Is for an Individual building component, not a in= system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MOW Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSi/TPI1 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type city Ply 70' ROYAL W/2 CAR GARAGE T13631435 M11364 Al SPECIAL 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL B.130 s Mar 112018 MiTek industries, Inc. Thu Mar 29 09.07.29 2018 Page 1 ID:OLulzpiQ?_SmS_JUbP6BgtzFJ4j-DN7AE4oecSc8eorgaK?8egcwf4stHeulsOo6CvzW 77S 1-0- 6-5-9 12-0-0 18.0-12 23-0-0 25-10-5 35-0-0 6-0- -0- 66 5-9 5-6-7 6-0-12 4-11-5 2-10-5 9-1-11 1-0- �1 6 4.00 F12 6x6 = 3x4 5x6 = = 4 21 5 22 6 13 12 3x4 = 3x6 = 3x4 = Sx6 = 2.00 ri2 Scale=1:61.3 3x12 = Plate Offsets (X Y)— [2:0-0-6 Edgel [8.0-1-15 Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) /deft Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TC 0.74 Ven(LL) 0.66 10 >638 360 MT20 244/190 TCDL 7.0 LumberDOL 1.25 BC 0.95 Vert(CT)-0.9011-12 >466 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.82 Horz(CT) 0.32 8 n/a n/a BCDL 10.0 Code FBC20171TP12014 Matrix -MS Weight: 154 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP M 31 'Except` TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. 4-6: 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1349/0-8-0, 8=1349/0-8-0 Max Harz 2— 124(LC 8) Max Uplift 2=-825(LC 10), 8= 825(LC 10) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3367/2195, 3-4=-3094/2020, 4-5=-2710/1857, 5-6= 3852/2480, 6-7=-5343/3381, 7-8_ 5640/3549 BOT CHORD 2-13=-1948/3170, 12-13=-1473/2537, 11-12= 1985/3321, 10-11=-2220/3914, 8-10= 3240/5364 WEBS 3-13=-389/390, 4-13=-295/550, 4-12=-148/416, 5-12=-898/629, 5-11=-257/704, 6-11= 297/193, 6-1 0=-1 343/2154, 7-10— 364/382 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=34ft; eave=5ft; Cat. II; Exp C; Encl., GCpl=0.18; MWFRS (directional) and C-C Exterjor(2) -1-0-0 to 2-4-13, Interior(1) 2-4-13 to 32-7-3, Extedor(2) 32-7-3 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 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 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 100 lb uplift at joint(s) except (jt=lb) 2=825, 8=825. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33810 Date: March 29,2018 ® WARNING. Verity design parameters and READ MOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIF7473 rev. 10/032015 BEFORE USE. ' Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek* prevent Is always required for stabiilty and to prevent collapse wilh possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 70' ROYAL W/2 CAR GARAGE T13631436 M11364 A2 SPECIAL 1 1 ' Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8A 30 s iviar i i zu i a rvn r UK uruubuieb, MU. 1 nu IVIM La VU-1— GV 10 Kayo I D:OLuizpiQ?_SmS_J UbP6BgtzFJ4j-D N7AE4oecSc8eorgaK?8egCue4sLHb5lsOo6CvzW 77S 1-0- 8-11-15 14.0.0 21-0.0 26-1-2 35.0-0 6-0- -0- 8-11-15 5-0-1 7-0-0 5-1-2 B-10-14 1-0-0 — M 11 3x5 2x3 II = LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 7.0 Lumber DOL 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2017ITP12014 LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 `Except` 5-9: 2x4 SP M 30 REACTIONS. (lb/size) 2=1349/0-8-0, 7=134910-8-0 Max Horz 2=-143(LC 8) Max Uplift 2= 825(LC 10), 7=-825(LC 10) 4x6 = 5x12 = 2.00 F12 5x8 = 3x12 Scale =1:61.3 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TC 0.87 Vert(LL) 0.70 9-10 >600 360 MT20 244/190 BC 0.92 Vert(CT) -1.14 9-10 >368 240 MT18HS 244/190 WB 1.00 Horz(CT) 0.34 7 n/a n/a Matrix -MS Weight: 151 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3199/2015, 3-4=-2457/1632, 4-5= 2354/1616, 5-6=-5342/3284, 6-7=-5686/3506 BOT CHORD 2-11=-1747/2990, 10-11=-1747/2990, 9-10= 1688/3009, 7-9= 3200/5412 WEBS 3-11=-0/309, 3-10= 810/573, 4-10— 229/498, 5-10= 818/481, 5-9� 1531/2742, 6-9= 396/421 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=341t; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -1-0-0 to 2-4-13, Intedor(1) 2-4-13 to 32-7-3, Exterior(2) 32-7-3 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 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) 7 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=825, 7=825. 19 0 Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6834 6804 Parke East Blvd. Tampa FL 33610 Date: March 29,2018 ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE 111I1-7473 rev. 1010312015 BEFORE USE ' Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, rill, a trrrss system. Before use, the building designer must verify the appllcabfllty 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 p� r IYII eW Is always required for stability and to prevent collapse with possible personal Injury and property, damage. For general guidance regarding the 6904 Parke East Blvd. fabrication, storage, delivery, erection and bracing of trusses and truss systems,.seeANSi/TPII Quality Criteria, DSB-89 and BCSI Building Component Tampa, FL 33610 Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandrla, VA 22314. Job Truss Truss Type Qty Ply 70' ROYAL W/2 CAR GARAGE T73631437 M11364 A3 SPECIAL 1 1 Job Reference (optional) Chambers Truss, Inc., 1-0-0 Fort Pierce, FL 8-0-10 16-0.0 8.13u s mar i i zui 8 Mi i ek inausuies, inc. i nu rviar za 09:0r.30 cv IS rage I D:OLulzpiQ?_SmS_JUbP6BgtzFJ4j-hahYRQpGNmk?FxQs81 W NB212eUC802W S5gXf kLzW 77R 19-0-0 26-1-3 35-0-0 6-0- -: B-0-10 7-11-6 3-0-0 7-1-3 8-10-13 0 Scale = 1:62.3 4.00 12 46 = 5xB = r� 6 3x5 = 13 - unY 2x3 11 5x6 = 2.00 12 24-6-8 3x12 = LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017fFP12014 CSI. TC 0.92 BC 0.95 WB 0.99 Matrix -MS DEFL. in (loc) I/defl Ud Vert(LL) 0.74 10 >571 360 Vert(CT) -0.97 10-19 >434 240 Horz(CT) 0.34 8 n/a n/a PLATES MT20 MT18HS Weight: 161 lb GRIP 2441190 244/190 FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 `Except' TOP CHORD Structural wood sheathing directly applied. 5-7: 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 *Except' 5-10: 2x4 SP M 30 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 2=1349/0-8-0, 8=1349/0-8-0 Max Horz 2= 162(LC 8) Max Uplift 2=-825(LC 10), 8=-825(LC 10) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3= 3306/2048, 3-4= 2410/1551, 4-5= 2431/1632, 5-6= 5311/3218, 6-8= 5707/3486 BOT CHORD 2-13=-1793/3101, 12-13� 1793/3094, 11-12=-1159/2233, 10-11 =-1 278/2480, 8- 1 0=-3184/5432 - WEBS 3-13=0/327, 3-12=-959/697, 4-11=-217/544, 5-11=-402/220, 5-1 0=- 1772/3057, 6-10=-488/513 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=34ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-4-13, Interior(1) 2-4-13 to 32-7-3, Extedor(2) 32-7-3 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 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 atJoint(s) 8 considers parallel to grain value using ANSIfTPI 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 100 lb uplift at joint(s) except Qt=lb) 2=825, 8=825. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6634 6804 Parke East Blvd. Tampa FL 33610 Date: March 29,2018 Q WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M17-7473 rev. 10/032015 BEFORE USE. Design valid for use only wlfh MlTek6 connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss.system. Before use, the building designer must verify the 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. Addilionai temporary and permanent bracing Mffak' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the 6904 Parke East Blvd. fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSi/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 70' ROYAL W/2 CAR GARAGE T13631438 M 11364 A4 SPECIAL 16 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 6.13u s Mar 1 i 2018 Nu i etc Inausrnes, inc. i rru Mar 29 09:0r:0 i 20 io rage r I D:OLulzpiQ?_SmS_JUbP6BgtzFJ4j-9mFwelpu84sst5_3i11 cj FHERuYuIWzbKJHDHnzW77Q 1.0- 8-6-0 17-6-0 24-6-8 27-4.7 35-0.0 6-0- 1-0- 8-6-0 9.0-0 7-0-8 2-9.15 7-7-9 1-0- �1 6 3x5 = 4.00 12 13 2x3 I 5x8 = 5x12 MT18HS = 2.00 12 Scale = 1:60.3 3x12 m o r Im 0 Plate Offsets (X Y)-- [2:0-1-2 Edge] [7:0-3-0 Edge] [9:0-1-15 Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.85 Vert(LL) 0.80 11-12 >527 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.92 Vert(CT) -1.28 11-12 >329 240 MT18HS 244/190 BCLL 0.0 Rep Stress Incr. YES WB 0.91 Horz(CT) 0.36 9 n/a nta BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Weight: 154lb FT=0% LUMBER- BRACING - TOP CHORD 2x4 SP M 31 `Except` TOP CHORD Structural wood sheathing directly applied. 1-4,7-10: 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 5-11 WEBS 2x4 SP No.3 *Except* 5-11: 2x4 SP M 30 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 2=1349/0-8-0, 9=134910-6-0 Max Harz 2= 176(LC 8) Max Uplift 2=-825(LC 10), 9— 825(LC 10) FORCES. (lb) -Max Comp./Max..Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3= 3277/2276, 3-5=-2406/1758, 5-6= 5437/3798, 6-8— 5388/3667, 8-9=-5734/3894 BOT CHORD 2-13=-2008/3074; 12-13=-2008/3074, 11-12=-1323/2149, 9-11=-3580/5462 WEBS 3-13=0/301, 3-12=-978/751, 5-12=-77/365, 5-11= 2276/3499, 6-11= 317/356, 8-11=-317/299 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=34ft; eave=5ft; Cat. II; Exp C; Encl., GCpj=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-4-13, Interior(1) 2-4-13 to 14-1-3. Exterior(2) 14-1-3 to 17-6-0, Interior(1) 20-10-13 to 32-7-3 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = I0.Opsf. 6) Bearing atjoint(s) 9 considers parallel to grain value using ANSI/TPI 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 100 lb uplift at joint(s) except (jt=lb) 2=825, 9=825. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 66U 6904 Parke East Blvd. Tampa FL 33610 Date: March 29,2018 ® WARNING. Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MO-7473 rev. 10/03/20IS BEFORE USE. Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component- not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek* is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrlcalion, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd, Safety Information available from Truss Plate Institute. 218 N. Lee Street- Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 70' ROYAL W/2 CAR GARAGE • T13631439 M11364 ATA ROOF TRUSS 5 1 Job Reference (optional) T .. 11— — n(1 7.70 on! a Dono 1 Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 112010 IV11 I CIS Industries, II u,. I Ilu 1w 1 y ID:yDOdW MW eu991iJ70SDveiFyfR5h-dypls5gWvN-jVFZFGSYrGTgTzlykU3ZkYzOmpEzW 77P f1 0 q 8-5-4 13-0-0 17.6.0 22-0-0 26-6-12 35.0-0 1-0-0-0 8-5-4 4-6-12 4-6-0 4-6-0 4-6.12 8-5-4 1-0-01 dl 6 3x6 = LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 4.00 12 4x5 = 17 '- 15 -- 14 14 2x3 11 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017fTP12014 REACTIONS. (Ib/size) 2=1399/0-8-0, 10=1399/0-8-0 Max Horz 2=-176(LC 8) Max Uplift 2=-775(LC 10), 10=-775(LC 10) 4x6 = 3x8 = 3x8 = 2x3 II 4x6 = 12 Scale=1:59.5 1 `a Ich 6 3x6 = CSI. DEFL. in (loc) • Udefl Ud PLATES GRIP TC 0.61 Vert(LL) 0.3314-15 >999 360 MT20 244/190 BC 0.68 Vert(CT)-0.6314-15 >669 240 WB 0.57 Horz(CT) 0.13 10 n/a n/a Matrix -MS Weight: 166 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 3-1-9 oc purlins. BOT CHORD Rigid ceiling directly applied or 5-1-4 oc bracing. FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3397/2081, 3-5= 2796/1761, 5-6= 2788/1857, 6-7= 2788/1857, 7-9=-2796/1761, 9-10=-3397/2081 BOT CHORD 2-17=-1815/3181, 15-17=-1815/3181, 14-15=-1043/2053, 12-14=-1815/3181, 10-12= 1815/3181 WEBS 6-14=-548/953, 9-14= 689/516, 6-15= 548/953, 3-15=-689/516 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=42psf; BCDL=3.Opsf; h=15ft; B=70ft; L=34ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-4-13, Interior(1) 2-4-13 to 14-1-3, Exterior(2) 14-1-3 to 17-6-0, Interior(1) 20-10-13 to 32-7-3 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) 100.01b AC'unit load placed on the top 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 chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL=10.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at Joint(s) except Qt=lb) 2=775, 10=775. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 8634 6904 Parke East Blvd. Tampa FL 33610 Date: March 29,2018 ® WARNING - Verify design parameters end READ NOTES ON THIS AND INCLUDED M/TEKREFERANCE PAGE M11.7473 rev. 1010 12015 BEFORE USE. • Design valid for use only with MITekO connectors. This design Is based only upon parameters shown, and Is for an Individual building component, rot a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. 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 fabrlcalion, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI 19uallty Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Sulte 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type aty Ply 70' ROYAL W/2 CAR GARAGE T13631440 M11364 ATB ROOF TRUSS 2 1 Job Reference (optional) Dnnn i Chambers Truss, Inc., Fort Pierce, FL a.i3O s Mar 112018 Iva I en industries, Inc. I hu lylar ca va.v .� � 'ayo I D:yDOd W MW eu99lid7OSDvei FyfR5h-58Ng3Rr9gh7Z6P8Rp934og Ni khHODX9undmJ LgzW 770 1 0 Q 8 5 4 13-0.0 17-6-0 22-0.0 26.6-12 35.0-0 _ 1-0-0 8-5-4 4-6-12 4-6-0 4-6-0 4-6-12 8-5-4 0-0 rI1 6 4.00 F12 4x4 = 19 — 17 16 -- 1b 14 1z 3x5 = 2x3 11 13-0-0 4x6 = 3x8 = 7-8-0 3x8 = 4x6 = Scale=1:59.3 2x3 11 36 = 1 'n Io LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1ldefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.35 Vert(LL) -0.17 15-16 >498 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.66 Vert(CT) -0.24 19-22 >695 240 BCLL 0.0 Rep Stress Incr YES WB 0.48 Horz(CT) 0.04 10 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight: 166 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-11-9 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 8-1-7 oc bracing. WEBS 2x4 SP No.3 REACTIONS. All bearings 0-8-0. (lb) - Max Horz 2=176(LC 9) Max Uplift All uplift 100 lb or less at joint(s) except 2=-464(LC 10), 10— 464(LC 10), 16= 311(LC 10), 15= 311(LC 10) Max Grav All reactions 250 lb or less at joint(s) except 2=688(LC 1), 10=688(LC 1), 16=717(LC 15), 15=711(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3= 1227/905, 3-5=-452/491, 5-6=-447/589, 6-7=-447/589, 7-9= 452/491, 9-10= 1227/905 BOT CHORD 2-19=-700/1123, 17-19=-700/1123, 16-17=-144/394, 15-16= 144/394, 14-15=-144/394, 12-14= 700/1123, 10-12= 700/1123 WEBS 9-14=-875/622, 9-12=-94/377, 3-17=-875/622, 3-19= 94/377 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=3.0psf; h=15ft; B=70ft; L=34ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -1-0-0 to 2-4-13, Interior(1) 2-4-13 to 14-1-3, Extedor(2) 14-1-3 to 17-6-0, Interior(1) 20-10-13 to 32-7-3 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) 100.0Ib 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 chord live load nonconcurrent with any other live loads. 5) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 464 lb uplift at joint 2, 464 lb uplift at joint 10, 311 lb uplift at joint 16 and 311 lb uplift at joint 15. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert6634 6804 Parke East Blvd. Tampa FL 33610 Date: March 29,2018 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11,1II-7473 rev. 10/03/2015 BEFORE USE. ' Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component not a truss system. Before use, the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing Mii'ek" Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the 6904 Parke East Blvd. fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 • Job Truss Truss Type • Qty Ply 7O' ROYAL W/2 CAR GARAGE T13631441� M11364 BHA BOSTON HIP 1 1 Job Reference (optic -Page Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 11 2018 MiTek Industries, Inc. Thu Mar 29 09:07:35 201 8 1 ID:yDOdW M W euggfiJ70SDveiFyfR5h•2XURU7tPCl NHMjlgxa5Yt5S3xV22hKGBFXFQQYZW 77M 15.6-0 21-6-0 O Q 7 0 0 9 6 0 11 6 0 13 6-0 14.Or0 17.6-0 19-6-0 21-0-0 23-6-0 i 25.6.0 I 2S -- 35-0-0 36-0-0 r1 1- 0 7-0-0 2-6-0 2-0-0 2-0-0 0-6-01-6.0 ' 2.0-0 2•o•O r-b-eV-b-a G-V-t! G-u-u o-b-u / 01 Scale=1:62.4 THIS COMPONENT IS TO BE USED IN 4x4 = ITH A 4.00 12 THIS DIAPHRAGM A MCONJUNCTION MUST BE CAPABLE OF TRANSFERRING ROOF LOADS TO THE GROUND 14 17 WITH NEGLIGIBLE LATERAL DEFLECTIONS. 3x6 = 3x8 = 3x4 = 3x4 = 3X6 = 3X4 = 7-0-0 7-0-0 7-0.0 7-0-0 i-u-u LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.30 Vert(LL) 0.10 30-41 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.33 Vert(CT) -0.14 30-41 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.96 Horz(CT) 0.02 28 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix -MS Weight: 208 Ib FT = 0%b LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc-bracing, Except: WEBS 2x4 SP No.3 6-0-0 oc bracing: 32-33. JOINTS 1 Brace at Jt(s): 11, 19, 15, 23, 7 REACTIONS. All bearings 0-8-0. (Ib) - Max Horz 2= 176(LC 8) Max Uplift All uplift 100 lb or less at joints) except 2= 332(LC 10), 33=-512(LC 10), 32=-465(LC 10), 28=-341(LC 10) Max Grav All reactions 250 lb or less at joints) except 2=521(LC 19), 33=838(LC 1), 32=822(LC 1), 28=521(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3= 790/492, 27-28=-788/521 BOT CHORD 2-35= 323l764, 33-35= 3241736, 30-32=-351/687, 28-30=-3501714 WEBS 3-35=0/301, 27-30=0/301, 3-33=-932/646, 11-33=-364/432, 19-32=-358/415, 27-32=-9221616, 20-21=-211/265, 9-10= 211/264 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=3.0psf; h=15ft; B=70ft; L=34ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) -1-0-0 to 2-4-13, Interior(1) 2-4-13 to 12-8-5, Exterior(2) 12-8-5 to 17-6-0, interior(1) 22-3-11 to 32-7-3 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DO1--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.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 332 ib uplift at joint 2, 512 lb uplift at joint 33, 465 lb uplift at joint 32 and 341 lb uplift at joint 28. 8) Graphical purlin representation does not depict the size or the orientation of the puffin along the top and/or bottom chord. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 29,2018 Q WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 1010312015 BEFORE USE. ' Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabricailon, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPIi Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 70' ROYAL W/2 CAR GARAGE ' T13631442 M11364 GRA HIP 1 1 ' Job Reference o tional Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 112018 MITek Industries, Inc. Thu Mar 29 09:07:36 2018 Page 1 ID:OLulzpiQ?_SmS_JUbP6BgtzFJ4j-Wj2piTtlzcVBzstOVldnQJ?5jvJCQmUKTb_zy?zW 77L 1-0- 8-0.0 14-11-0 17-6-0 20-1-0 27.0.0 35.0-0 6-0- 1-0- 8-0-0 6-11-0 2-7.0 2-7.0 6-11-0 8-0-0 -0- 5x8 MT18HS = 2x3 I 4.00 12 2x3 II 4x6 = 4x6 = 3 23 24 25 26 427 28 5 296 7 3031 32 N 6 5x8 MT18HS = 33 348 Scale = 1:60.3 3b 35 1531 "" 3`J 4U 41 4Z'7L 43 3x5 = 3x6 II 4X = 6x10 = 6x10 = 4x6 = 3x6 II 3x5 = 8-0-0 14-11-0 20-1-0 27-0-0 35-0-0 8-0-0 6-11-0 5-2-0 6-11-0 8-0-0 Plate Offsets (X Y)-- [3:0-5-4 0-2-81 [6:0-3-0 Edge] [8:0-5-4,0-2-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.88 Vert(LL) 0.40 11-22 >607 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.65 Vert(CT)-0.2711-22 >886 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr NO WB 0.96 Horz(CT) 0.07 9 n/a n1a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight: 158 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-5-6 oc puffins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 4-6-1 oc bracing. WEBS 2x4 SP No.3 *Except* WEBS 1 Row at midpt 3-14, 8-13 4-14,7-13: 2x6 SP No.2 REACTIONS. (lb/size) 2=671/0-8-0, 14=3675/0-8-0, 9=1214/0-8-0 Max Horz 2=86(LC 7) Max Uplift 2=-393(LC 8), 14=-2734(LC 8), 9= 1147(LC 8) Max Grav 2=685(LC 17), 14=3675(LC 1), 9=1218(LC 18) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1216/511, 3-4=-1332/1820, 4-5=-1332/1820, 5-7=-1152/1141, 7-8=-1152/1141, 8-9= 2877/2430 BOT CHORD 2-16= 366/1113, 14-16=-379/1156, 13-14_ 431/353, 11-13=-2222/2731, 9-11=-2192/2688 WEBS 3-16= 229/825, 3-14=-3151/2032, 4-14= 817/750, 7-13= 786/720, 8-13= 1707/1356, 8-11=-566/829, 5-14=-2011/1681, 5-13= 1899/2258 NOTES- 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=70ft; L=341t; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); porch right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 393 lb uplift at joint 2, 2734 lb uplift at joint 14 and 1147 lb uplift at joint 9. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 131 lb down and 229 lb up at 8-0-0, 107 lb down and 173 lb up at 8-6-0, 107 lb down and 173 lb up at 10-6-0, 107 lb down and 173 lb up at 12-6-0, 107 lb down and 173 lb up at 14-6-0, 107 lb down and 173 lb up at 16-6-0, 107 lb down and 173 lb up at 18-6-0, 107 lb down and 173 lb up at 20.6-0, 107 lb down and 173 lb up at 22-6-0, 107 lb down and 173 lb up at 24-6-0, and 107 lb down and 173 lb up at 26-6-0, and 131 lb down and 229 lb up at 27-0-0 on top chord, and 515 lb down and 303 lb up at 8-0-0, 79 lb down and 1 lb up at 8-6-0, 79 lb down and 1 lb up at 10-6-0, 79 lb down and 1 lb up at 12-6-0, 79 lb down and 1 lb up at 14-6-0, 79 lb down and 1 lb up at 16-6-0, 79 lb down and 1 lb up at 18-6-0, 79 lb down and 1 lb up at 20-6-0, 79 lb down and 1 lb up at 22-6-0, 79 lb down and 1 lb up at 24-6-0, and 79 lb down and 1 lb up at 26-6-0, and 515 lb down and 303 lb up at 27-0-0 on bottom chord. The designtselection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard Joaquin Velez PE No.68182 MITek USA, Inc. FL Cert BG34 6604 Parke East Blvd. Tampa FL 33610 Date: March 29,2018 Q WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 10/03@O15 BEFORE USE. ' Design valid for use only with Milelrb connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must.verity the 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 MOW Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSVTPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 70' ROYAL W/2 CAR GARAGE T13631442 M11364 GRA HIP i 1 Job Reference (optional) Chambers l russ, Inc., tort Fierce, YL o. , ,. a1 __ . _ . _ _ _ ID:OLulzpiQ?_SmS_JUbP68gtzFJ4j-Wj2piTt1 zcV8zstOVldnQJ?5jvJCQmUKTb_zy?zW77L LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-3= 54, 3-8= 54, 8-10=-54, 17-20=-20 Concentrated Loads (lb) Vert: 3=-1 31 (B) 8_131(B) 16=-515(B)11=-515(B)23= 107(B)24=-107(B)25=-107(B)27= 107(B)28=-107(B)29=-107(B)30=-107(B)32=-107(B)33= 107(B) 34=-107(13) 35=-50(B) 36= 50(B) 37= 50(B) 38=-50(B) 39=-50(B)40=-50(B)41— 50(B)42=-50(B)43— 50(B) 44=-50(B) WARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE M0.7473 rev. 10M32015 BEFORE USE ' Design valid for use only with MftekO connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and property Incorporate this design Into the overall building design. Bracing Indicated Is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing p� MiTeW prevent Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 6904 Parke East Blvd. fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TP1I Quality Criteria, DSB-89 and BCSI Building Component Tampa, FL 33610 Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Job Truss Truss Type Qty Ply' 70' ROYAL W/2 CAR GARAGE T13631443 M11364 J1 MONO TRUSS 4 1 - Job Reference o tional Chambers Truss, Inc., Fort Pierce, FL 8A30 s Mar 1 i 2018 Mai ek Industries, Inc. i nu rwar za va:vi cai 4U i o rage r I D:oHTg505Ds3TR?kt?m4?ZGyzbQDE-_wcBvpufkwd?bOSC2?80zWXRQJpK9RhTiFkXURzW 77K .1.0-0 1-0.0 1-0-0 1-0-0 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Lid TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL) -0.00 5 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.02 Vert(CT) -0.00 5 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 4 n/a n/a BCDL 10.0 Code FBC2017fTP12014 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= 1/Mechanical Max Horz 2=48(LC 10) Max Uplift 3=-4(LC 7), 2= 141(LC 10), 4=-1(LC 1) Max Grav 3=10(LC 15), 2=118(LC 1), 4=18(LC 10) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. PLATES GRIP MT20 244/190 Weight: 5 lb FT = 0 BRACING - TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=701t; L=34ft; eave=oft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Extedor(2) zone;C-C for members and forces & IVW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 4 lb uplift at joint 3, 141 lb uplift at joint 2 and 1 lb uplift at joint 4. Scale =1:6.1 Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6804 Parke East Blvd. Tampa FL 33610 Date: March 29,2018 0 WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MrTEK REFERANCE PAGE M1I--7473 rev. 10/03/2015 BEFORE USE Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek prevent Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the 6904 Parke East Blvd. fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 70' ROYAL W/2 CAR GARAGE T13631444 M 11364 J2 MONO TRUSS 4 1 - Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 0. tail b Mar I I GV I o lvll I um llluuSu ICJ, HIC. I I ILi IV1a ca va.vi.v, I D:0 LulzpiQ?_SmS_JUbP6BgtzFJ4j-_wcBvpuf kwd?bOSC2?8ozW XRQJoY9RhTiFkXURzW 77K -0-0 ' 2-0-0 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. TOLL 20.0 Plate Grip DOL 1.25 TO 0.18 TCDL 7.0 Lumber DOL 1.25 BC 0.07 BOLL 0.0 Rep Stress Incr YES W B 0.00 BCDL 10.0 Code FBC2017fTP12014 Matrix -MP LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 3=37/Mechanical, 2=141/0-8-0, 4=22/Mechanical Max Harz 2=67(LC 10) Max Uplift 3=-27(LC 10), 2=-136(LC 10), 4=-3(LC 7) Max Grav 3=37(LC 15), 2=141(LC 1), 4=31(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Scale =1:7.8 DEFL. in (loc) Udefl L/d PLATES GRIP Vert(LL) -0.00 7 >999 360 MT20 244/190 Vert(CT) -0.00 7 >999 240 Horz(CT) -0.00 3 n/a n/a Weight: 8 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-0-0 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.Opsf; h=15ft; B=70ft; L=34ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 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 27 lb uplift at joint 3, 136 lb uplift at joint 2 and 3 lb uplift at joint 4. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6834 6904 Parke East Blvd. Tampa FL 33816 Date: March 29,2018 WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 1010=015 BEFORE USE ' Design valld for use only with MlTekS connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MOW prevent B always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 6904 Parke East Blvd. fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSUTPI I Quallty Crlterla, DSB-89 and BCSI Building Component Tampa, FL 33610 Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312. Alexandria, VA 22314. Job Truss Truss Type Qty Ply 70' ROYAL W/2 CAR GARAGE T13631445 M11364 J3 MONO TRUSS 4 1 ' Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 11 2018 MI I ek Industries, Inc. Thu Mar 29 09;07;38 2018 rage I ID:oHTg505Ds3TR?kt?m4?ZGyzbQDE-S6AZ69vHUDIsDA1 PcjfFVk4cAi7SuuxdxvT40tzW 77J -1-n-n 3-0-0 1-0-0 3X4 = Scale = 1:9.4 3-0-0 3-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 I Vert(LL) 0.01 4-7 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.15 Vert(CT) -0.01 4-7 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC20171TPI2014 Matrix -MP Weight:11 lb FT=0% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=61/Mechanical, 2=169/0-8-0, 4=35/Mechanical Max Horz 2=83(LC 10) Max Uplift 3=51(LC 10), 2= 145(LC 10), 4=-4(LC 10) Max Grav 3=61(LC 1), 2=169(LC 1), 4=48(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASIDE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=70ft; L=34ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 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 51 lb uplift at joint 3, 145 lb uplift at joint 2 and 4 lb uplift at joint 4. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6034 6904 Parke East Blvd. Tampa FL 33610 Date: March 29,2018 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE Mil-7473 rev. 10/0"015 BEFORE USE. ' Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and is for an individual bullding component not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MOW Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPii Quailty Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandra. VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 70' ROYAL W/2 CAR GARAGE T13631446 M11364 J4 MONO TRUSS 4 1 - Job Reference (optional) 90739 2018 P 1 Chambers Truss, Inc., Fort Pierce, FL 1-0-0 3x4 = 8.130 s Mar 112018 MiTek Industries, Inc. T hu Mar 29 0 , . age I D:OLulzpiQ?_SmS_J UbP6BgtzFJ4j-wlkxKVwvFXtjgKcbAQAU2xdk_6QhdLBm9ZDeZKzW 771 Scale =1:11.1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.36 Vert(LL) 0.02 4-7 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.34 Vert(CT) -0.02 4-7 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MP Weight: 14 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 3=87/Mechanical, 2=204/0-8-0, 4=49/Mechanical Max Horz 2=102(LC 10) Max Uplift 3=-77(LC 10), 2= 159(LC 10), 4= 7(LC 10) Max Grav 3=87(LC 1), 2=204(LC 1), 4=67(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; VUlt=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.OpsF h=15ft; B=70ft; L=34ft; eave=4ft; Cat. 11; 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 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 77 lb uplift at joint 3,159 lb uplift at joint 2 and 7 lb uplift at joint 4. Joaquin Velez PE No.68182 MiTsk USA, Inc. FL Cart 6634 6904 Parke East Blvd, Tampa FL 33810 Date: March 29,2018 ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev. 1010312015 BEFORE USE. ' Design valid for use only with MITek® connectors. This design Is based only upon parameters shown• and is for an Individual building component. not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing We[( Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery. erection and bracing of trusses and truss systems, seeANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute- 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 3361 D Job Truss Truss Type Qty Ply 70' ROYAL W/2 CAR GARAGE • T13631447 M11364 J5 MONO TRUSS 4 1 ' Job Reference o tional • Chambers Truss, Inc., Fort Pierce, FL 1-0-0 3x4 = 8.130 s Mar 112018 MiTek Industries, Inc. Thu Mar 29 09:07:39 2018 Page 1 I D:oHTg505Ds3TR?kt?m4?ZGyzbQ DE-wlkxKVwvFXtjgKcbAQAU2xdfH6MbdLBm9ZDeZKzW 77I Scale = 1:12.7 5-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.67 Vert(LL) 0.06 4-7 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.61 Vert(CT) -0.06 4-7 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017[TP12014 Matrix -MP Weight: 17 lb FT = O% LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 3=112/Mechanical, 2=239/0-8-0, 4=62/Mechanical Max Harz 2=121(LC 10) Max Uplift 3=-102(LC 10), 2=-175(LC 10), 4=-9(LC 10) Max Grav 3=112(LC 1), 2=239(LC 1), 4=85(LC 3) FORCES. .(Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc puriins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; 13=70ft; L=34ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load 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 102 lb uplift at joint 3, 175 lb uplift at joint 2 and 9 lb uplift at joint 4. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6804 Parke East Blvd. Tampa FL 33610 Date: March 29,2018 ® WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MTTEK REFERANCE PAGE Mll-7473 rev. 101031201 S BEFORE USE " Design valid for use only with MITek® connectors. This design Is based only upon parameters shown. and Is for an Individual building component. not a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate This design into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MOW Is always required for stability and To prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and Truss systems, seeANSi/TPI I Quallty Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 70' ROYAL W/2 CAR GARAGE T13631448 M11364 J6 MONO TRUSS 4 1 Job Reference o tional Chambers Truss, Inc., Fort Pierce, FL 3x4 = 8.130 s mar 11 2018 MI 1 eK industries inc. 1 nu iviar 29 ua:ul:4u zu 1 o rage i I D:O LulzpiQ?_SmS_J UbP6BgtzFJ4j-OV I KXgwYOr?aSU Bnk7hja99v2W enMoQwODyB5mzW 77H 6.0-0 1 Scale =1:14.3 6-0-0 LOADING'(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.34 Vert(LL) 0.11 4-7 >664 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.80 Vert(CT) -0.11 4-7 >652 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Weight: 20 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=142/Mechanical, 2=275/0-8-0, 4=70/Mechanical Max Horz 2=140(LC 10) Max Uplift 3=-129(LC 10), 2=-192(LC 10), 4= 8(LC 10) Max Grav 3=142(LC 1), 2=275(LC 1), 4=100(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=151t; 13=70ft; L=34ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 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 129 lb uplift at joint 3, 192 lb uplift at joint 2 and 8 lb uplift at joint 4. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6634 6804 Parke East Blvd. Tampa FL 33810 Date: March 29,2018 ® WARNING - Verity deslgn parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 101012015 BEFORE USE. Design valid for use only with MITek® connectors. Thisdesign Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and,property 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 MOW Is always required for stability and to prevent collapse with possible persona; Injury and properly damage. For general guidance regarding the 6904 Parke East Blvd. fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component Tampa, FL 33610 Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312 Alexandria. VA 22314. Job Truss Truss Type city Ply 70' ROYAL W/2 CAR GARAGE • T13631449 M11364 J7 MONO TRUSS 12 1 - Job Reference o tional Chambers Truss, Inc., Fort Pierce, FL 8.l30 s Ivan 11 40 r o rvu 1 eN 11I-LI-, 1116. Li a. "yam ID:oHTg5o5Ds3TR?kt?m4?ZGyzbQDE-OVIKKgwYOr?aSUBnk7hja9gt6W k8MoQwODyB5mzW77H 1_0_0 7-0-0 1-0-0 7-0-0 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.47 Vert(LL) 0.17 4-7 >490 360 TCDL 7.0 Lumber DOL 1.25 BC 0.39 Vert(CT) -0.18 4-7 >468 240 BCLL 0.0 Rep Stress Incr YES WB 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 BOT CHORD 2x4 SP M 30 REACTIONS. (lb/size) 3=163/Mechanical, 2=312/0-8-0, 4=87/Mechanical Max Horz 2=159(LC 10) Max Uplift 3=-150(LC 10), 2� 209(LC 10), 4=-12(LC 10) Max Grav 3=163(LC 1), 2=312(LC 1), 4=123(LC 3) FORCES. (lb) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. Scale: 3/4"=1' PLATES GRIP MT20 244/190 Weight: 23 lb FT = 0% 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=4.2psf; BCDL=3.Opsf; h=15ft; B=70ft; L=34ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Extedor(2) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 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 150 lb uplift at joint 3, 209 lb uplift at joint 2 and 12 lb uplift at joint 4. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 66U 6604 Parke East Blvd, Tampa FL 33610 Date: March 29,2018 ® WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 10/03,2015 BEFORE USE. " Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a irrrss system. Before'use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing Mel( Is always required for stability and to prevent collapse wilh possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSi/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 70' ROYAL W/2 CAR GARAGE T73631450 M11364 J8 MONO TRUSS 11 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 1-0-0 3x4 8.130 s Mar 112018 MiTek Industries, Inc. Thu Mar 29 09:07:41 2018 Page 1 ID:OLulzpiQ?_SmS_JUbP6BgtzFJ4j-shrilAxAn87R4eI_HrCy7Mi?jw5o5Fg3dtikdCzW 77G 8-0-0 8-0-0 Scale=1:17.4 8.0-0 Plate Offsets (X Y)-- f2:0-3-14 0-1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.60 Vert(LL) 0.25 4-7 >378 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.37 Vert(CT) -0.28 4-7 >331 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MP Weight: 26 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=185/Mechanical, 2=348/0-8-0, 4=102/Mechanical Max Harz 2=178(LC 10) Max Uplift 3=-173(LC 10), 2=-226(LC 10), 4=-15(LC 10) Max Grav 3=185(LC 1), 2=348(LC 1), 4=143(LC 3) FORCES. (lb) - Max Comp./Max. Ten. - All forces 250 (lb) or less except when shown NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.0psf; h=15ft; 13=70ft; L=34ft; eave=oft; Cat. II; Exp C; End., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) -1-0-0 to 2-4-13, Intedor(1) 2-4-13 to 3-0-9, Exterior(2) 3-0-9 to 7-10-4 zone;C-C for members and forces & MW FRS for reactioris shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 173 lb uplift at joint 3, 226 lb uplift at joint 2 and 15 lb uplift at joint 4. Joaquin Velez PE No.68182 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 3361D Date: March 29,2018 Q WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 111I1-7473 rev. 10/03/2015 BEFORE USE.� Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Indlvdual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing NOW Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the 6904 Parke East Blvd. fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSVTPI1 Quality Criteria, DSB-89 and SCSI Building Component Tampa, FL 33610 Safety Information available from Truss Plate Institute, 218 N. Lee Street Suite 312, Alexandria, VA 22314. Job Truss Truss Type aty Ply 70' ROYAL W/2 CAR GARAGE T13631451 M11364 KJ7 MONO TRUSS 2 1 • Job Reference o tional • Chambers Truss, Inc., Fort Pierce, FL a.»u s miar 1 1 zv 10 rvn r en nwusures, nu:. i nu 1-1 ca va.vr — av 1 o ravu i ID:oHTg505Ds3TR?kt?m4?ZGyzbQDE-KtP4yWyoYSFlhnKArYjBgaFH3KU2ggPDsXR19ezW 77F 1-5-0 6-11-1 9-1 -1 1-5-0 6-11-1 2-11-0 Scale=1:20.6 3x4 = 6-11-1 ' 2-9-8 0'1'8 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL) 0.05 7-10 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.17 Vert(CT) -0.06 7-10 >999 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.16 Horz(CT) 0.01 6 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Weight: 38 lb FT = 0% 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. (lb/size) 4=38/Mechanical, 2=289/0-11-5, 6=328/Mechanical Max Horz 2=159(LC 8) Max Uplift 4=-38(LC 8), 2= 233(LC 8), 6= 206(LC 5) Max Grav, 4=47(LC 13), 2=289(LC 1), 6=328(LC 1) FORCES. (lb) - Max Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-572/400 BOT CHORD 2-7=-369/531, 6-7=-369/531 WEBS 3-6=-618/430 NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=70ft; L=34ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 38 lb uplift at joint 4, 233 lb uplift at joint 2 and 206 lb uplift at joint 6. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 64 lb down and 67lb up at 1-6-1, 64 lb down and 67lb up at 1-6-1, 18 lb down and 75lb up at 4-4-0, 18 lb down and 75 lb up at 4-4-0, and 21 lb down and 118 lb up at 7-1-15, and 21 lb down and 118 lb up at 7-1-15 on top chord, and 47lb up at 1-6-1, 47 lb up at 1-6-1, 2 lb down and 31 lb up at 4-4-0, 2 lb down and 31 lb up at 4-4-0, and 18 lb down and 29 lb up at 7-1-15, and 18 lb down and 29 lb up at 7-1-15 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 7) 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: 1-4=-54, 5-8=-20 Concentrated Loads (Ib) Vert: 3=-43(F= 21, B= 21) 7=-35(F= 18, B=-18) 11=134(F=67, B=67) 12=40(F=20, B=20) 13=48(F=24, B=24) 14=-3(F=-2, Joaquin Velez PE No.68182 B=-2) MiTek USA, Inc. FL Cart 6BU 6904 Parke East Blvd. Tampa FL 33610 Date: March 29,2018 ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11.7473 rev. 10/03/2015 BEFORE USE. • Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component- not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MOW prevent Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the 6904 Parke East Blvd. fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and SCSI Building Component Tampa, FL 33610 Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Job Truss Truss Type Qty Ply 70' ROYAL W/2 CAR GARAGE T13631452 M11364 KJ8 MONO TRUSS 2 1 ` Job Reference o tional chambers I russ, Inc., Tort Tierce, t-L o• I ov � 1vnai i I — ,.a , , „� "� — ­- ' -y- . I D:OLulzpiQ?_SmS_JUbP6BgtzFJ4j-KtP4yWyoYSFlhnKArYjBgaFGPKSmgeMDSXRl9eZW 77F -1-5-0 7-8-2 11-3-0 �_G_n 7-R-2 3-6-14 Scale=1:20.3 JX4 — 3x4 = 7_8.2 11-1-8 11; $-0 7-8-2 3-5-6 0-1-8 " LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.22 Vert(LL) 0.08 7-10 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.26 Vert(CT) -0.10 7-10 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.29 Horz(CT) 0.01 6 n/a n1a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight: 44 lb Fr = 05% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 BOT CHORD WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=128/Mechanical, 2=359/0-11-5, 6=465/Mechanical Max Horz 2=178(LC 8) Max Uplift 4=-138(LC 6), 2= 274(LC 8), 6= 253(LC 5) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-822/559 BOT CHORD 2-7=-522/772, 6-7=-5221772 WEBS 3-7=-13/304, 3-6= 876/592 Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 9-11-5 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=34ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 138 lb uplift at joint 4, 274 lb uplift at joint 2 and 253 lb uplift at joint 6. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 64 lb down and 67lb up at 1-6-1, 64 lb down and 67lb up at 1-6-1, 18 lb down and 75 lb up at 4-4-0, 18 lb down and 75 lb up at 4-4-0, 21 lb down and 118 lb up at 7-1-15, 21 lb down and 118 lb up at 7-1-15, and 65 lb down and 162 lb up at 9-11-14, and 65 lb down and 162 lb up at 9-11-14 on top chord, and 47lb up at 1-6-1, 47lb up at 1-6-1, 2 lb down and 31 lb up at 4-4-0, 2 lb down and 31 lb up at 4-4-0, 18 lb down and 29 lb up at 7-1-15, 18 lb down and 29 lb up at 7-1-15, and 45 lb down and 12 lb up at 9-11-14, and 45 lb down and 12 lb up at 9-11-14 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 7) 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 (pif) Vert: 1-4=-54, 5-8= 20 Concentrated Loads (Ib) Vert: 11=134(F=67, B=67) 12=40(F=20, B=20) 13=-43(F=-21, B=-21) 14=-130(F=-65, B= 65) 15=48(F=24, B=24) 16=-3(F=-2, B=-2) 17= 35(F— 18, B=-18) 18=-63(F— 31, B=-31) Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 8634 6904 Parke East Blvd. Tampa FL 33610 Date: March 29,2018 ® WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11.7473 rev. 10MO2015 BEFORE USE. ' Design valid for use only with MITek® connectors. This design is based only upon parameters shown, and Is for an Individual building component not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing Mii'ek" Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSUTPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria. VA 22314. Tampa, FL 33610 Symbols PLATE LOCATION AND ORIENTATION 14- 3/4 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. 0'1T/1 r I For 4 x 2 orientation, locate plates 0-'he" from outside edge of truss. This symbol indicates the required direction of slots in connector plates. ` Plate location details available in MiTek 20/20 software or upon request. PLATE SIZE The first dimension is the plate 4 x 4 width measured perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION Indicated by symbol shown and/or by text in the bracing section of the output. Use T or I bracing if indicated. Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Min size shown is for crushing only. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses, Numbering System 6-4-8 1 dimensions shown in ff-in-sixteenths (Drawings not to scale) 1 2 3 TOP CHORDS 0 of O 2 U n. O JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. PRODUCT CODE APPROVALS ICC-ES Reports: ESR-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 ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. © 2012 MiTek® All Rights Reserved MiTek Engineering Reference Sheet: Mll-7473 rev. 10/03/2015 ® General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never stack materials on Inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other Interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI 1. 7. Design assumes trusses 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 presewative 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/TPI 1 Quality Criteria.