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HomeMy WebLinkAbout1707-0182 TRUSS 9-5-174'1 c i' _•? Lumber design values are in These truss designs rel�- values established by section 6.3 MiTek" RE: 74288 -Wright Site Information: Customer Info: Michael DiFrancesco Lot/Block: Address: unknown City: Fort Pierce MiTek USA, Inc. 6904 P <e East Blvd. Project Name: Wright Residence Model: Tampa, FL Subdivision: 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: FBC2014/TP12007 Design Program: MiTek 20/20 7.6 Wind Code: ASCE 7-10 Wind Speed: 160 mph Roof Load: 37.0 psf Floor Load: N/A psf This package includes 43 individual, 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 Seal# Truss Name Date 1 IT119849551A 9/5/17 118 1 T11984972 1 D2 9/5/17 12 1 T11984956 1 Al 19/5/17 119 1 T11984973 1 D3 19/5/17 13 I T11984957 1 A2 19/5/17 120 1 T119849741 D4 1 9/5117 14 I T11984958 1 A3 19/5/17 �21 1 T11984975 j D5 19/5/17 5 1 T11984959 1A4 9/5/17 22 T1198 76 / 7 6 T11984960 A5 9/5/17 11 77 . } 17 7 T11984961 A6 9/5/17 11 78i G 9 /17 8 T11984962 A7 9/5/17 5 79 9 /17 9 T11984963 A8 9/5/17 --_ T11984980 1 GRD 9/5/17 110 1 T11984964 1 B 19/5/17 127 1 T11984981 1 GRE 19/5/17 1 11 I T119849651 B1 19/5/17 128 1 T11984982 1 GRG 19/5/17 1 112 1 T11984966 1 B2 19/5/17 129 1 T11984983 1 HV20 19/5/17 113 1 T11984967 1 B3 19/5/17 130 1 T119849841 HV24 19/5/17 114 1 T11984968 1 B4 19/5/17 131 I T11984985 I J1 19/5/17 115 1 T11984969 1 B5 19/5/17 132 I T11984986 I J3 19/5/17 116 1 T11984970 I D 19/5/17 133 I T11984987 I J3A 19/5/17 117 1 T11984971 1 D1 19/5/17 134 I T11984988 I J5 19/5/17 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: Albani, Thomas 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. • 9380 ' S ATE OF V✓ Thomas A. Albani PE No.39380 MITek USA, Inc. FL Cert�i4- � 6904 Parke Ea md'P—pa FL 33610- Date: Albani, Thomas \ 1 of 2 'I RE: 74288 -Wright Site Information: Customer Info: Michael DiFrancesco Project Name: Wright Residence Model: Lot/Block: Subdivision: Address: unknown City: Fort Pierce State: FL No. Seal# ITruss Name I Date 135 IT119849891JU 9/5/17 136 I T11984990 1 KJ5 1 9/5/17 137 1 T11984991 1 MV2 1 9/5/17 1 138 1 T11984992 1 MV4 1 9/5/17 1 139 1 T11984993 1 MV6 1 9/5/17 1 140 I T11984994 I V4 1 9/5/17 1 141 I T11984995 I V8 1 9/5/17 142 1 T11984996 1 V 12 1 9/5/17 1 143 I T11984997 I V16 1 9/5/17 1 2of2 Job Truss Truss Type City Ply Wright T11984955 74288 A HIP 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Sep 05 15:08:35 2017 Page 1 ID:x5JbMDpnSrrSSy4cPglmQZzMZS= fzRTU?2M_YQZTdvsknlJ6OYsXjg?OvFyLcKB8?ygfXA 2-4-0 9-0-0 16-8-0 23-8-0 0- -2 2-4-0 6-8-0 7-8-0 7-0-0 4x8 = 16 4x6 = 17 Scale = 1:41.4 11 II V 3x6 = qxg = 73x6 I I 3x4 = 4x4 = 'L-0-0L 2-0-0 8-4 9-0-V 6-8-0 i 16-8-0 7-8-0 23-8-0 7-0-0 Plate Offsets (X.Y)-- (4:0-5-4,0-2-01, 15:0-3-8,0-2-41, (6:Edge,0-1-121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.71 Vert(LL) -0.05 7-8 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.29 Vert(TL) -0.14 7-8 >999 240 BCLL 0.0 ' Rep Stress Incr YES W B 0.46 Horz(TL) 0.01 7 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Wind(LL) 0.04 B-10 >999 240 Weight: 121lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 BOT CHORD WEBS REACTIONS. (lb/size) 11=966/0-8-0, 7=777/0-8-0 Max Horz 11= 177(LC 10) Max Upliftl 1= 614(LC 12), 7= 416(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-15=-994/773, 4-15=-908/784, 4-16=-846/831, 5-16= 846/831, 5-17=-876/808, 6-17=-1026/795, 6-7=-710/657 BOT CHORD 10-11=-147/311, 9-10=-547/830, 8-9=-547/830 WEBS 3-11=-847/982, 3-10=-5141732,6-8=-395/696 Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 9-11-3 oc bracing. 1 Row at midpt 4-8 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=16ft; B=51ft; L=60ft; eave=7ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2)-0-0-15 to 5-10-11, Intedor(1) 5-10-11 to 9-0-0, Exterior(2) 9-0-0 to 16-8-0 zone; cantilever left exposed ;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) 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 100 lb uplift at joint(s) except Qt=lb) 11=614, 7=416. 7) "Semi -rigid pitchbreaks Including heels" Member end fixity model was used in the analysis and design of this truss. 0 WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 111II-7473 rev. f0/03/2015 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 prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MOW 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 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 Wright T71984956 74288 Al HIP 1 1 Job Reference b tional Chambers Truss, Inc., Fort Pierce, FL /.64U S Aug 76 201 r MI I eK Ineuslnes, Inc. 1 ue .Sep ut, IY.Vtl::50 zu1 r rage i ID:x5JbMDpnSrrSSy4cPglmQZzMZS= 79?rhL3_IrYQ5mU31UHYeD45j6_dlMy5aG3lgRygfX9 2-4-0 6-6-8 11-0-0 14-" 19-1-7 23-8-0 0 -2 2-4-0 4-2-8 4-5-8 3-8-0 4-5-7 4-6-9 I 0 3x4 = 4x8 = 4x4 = "'- 3x4 = 3x8 = Scale= 1:40.8 19 6x8 = 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 FBC2014/TP12007 CSI. TC 0.49 BC 0.39 WB 0.50 (Matrix-M) DEFL. in (loc) I/dell Ud Vert(LL) -0.15 9-10 >999 360 Vert(TL) -0.38. 9-10 >673 240 Horz(TL) 0.03 9 n/a n/a Wind(LL) 0.03 10-11 >999 240 PLATES GRIP MT20 244/190 Weight: 133lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puriins, except BOT CHORD 2x4 SP M 30 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 9-1-1 oc bracing. REACTIONS. (lb/size) 13=967/0-8-0, 9=776/0-8-0 Max Horz 13— 220(LC 10) Max Upliftl3=-615(LC 12), 9= 415(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-286/2, 4-5=-870/759, 5-6=-743/745, 6-18=-827/773, 7-18=-888/758 BOT CHORD 2-13=0/266, 12-13= 609/857, 11-12=-609/857, 10-11= 437/750, 9-10= 647/810 WEBS 3-13=-215/380, 4-13=-922/936, 7-10=-172/308, 7-9=-870/753 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=16ft; B=51ft; L=60ft; eave=7ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-0-0-15 to 5-10-11, Intedor(1) 5-10-11 to 11-0-0, Exterior(2) 11-0-0 to 14-8-0, Interior(1) 23-1-4 to 23-6-4 zone; cantilever left exposed ;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) 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 Qt=lb) 13=615, 9=415. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Q WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE Mll-7473 rev. 10103,2015 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 bulicifng design. Bracing Indicated Is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTe k' 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 BNd. fabricatiort storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandrla, VA 22314. Tampa, FL 33610 Job Truss Truss Type City Ply Wright T11984967 74288 A2 COMMON 1 t Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 7.640 s Aug 16 2017 M7ek Industries, Inc. Tue Sep 05 15:08:36 2017 Page 1 I D:x5JbMDpnSrrSSy4cPglmQZzMZS_-79?rhL3_IrYQ5mU31 UHYeD47760DIIH5aG3lgRygfX9 2-4.0 7-6-6 12-10-0 18-1-14 23-8-0 0 -2 5-2-6 5-3-10 5-3-14 5-6-2 �1 0 3x4 = 5x6 = 4x4 = 3x4 = 3x6 = 3x4 = Scale = 1:44.3 6x8 = 2-0-0 2 9-5-15 16-2-1 23-8-0 2-0-0 0-4 7-1-15 6-8-2 7-5-15 LOADING (psf) SPACING- 2-0-0 CS1. DEFL, in (loc) I/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.34 Vert(LL) -0.07 9-11 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.29 Vert(TL) -0.16 8-9 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.73 Horz(TL) 0.03 8 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Wind(LL) 0.04 9-11 >999 240 Weight: 128 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP M 30 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 9-6-0 oc bracing. REACTIONS. (lb/size) 12=966/0-8-0, 8=776/0-8-0 Max Harz 12— 260(LC 10) Max Upliftl2=-614(LC 12), 8= 415(LC 12) Max Grav12=966(LC 1), 8=789(LC 18) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 4-5=-933/774, 5-18— 898/838, 6-18=-959/820, 7-8=-210/262 BOT CHORD 11-12=-543/972, 11' 20=-318/'702, 10-20=-318/702, 9-10= 318/702, 8-9=-598/848 WEBS 3-12= 287/442, 4-12= 957/840, 4-11=-189/266, 5-11= 208/389, 5-9=-272/432, 6-9=-225/330, 6-8=-905/648 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=16ft; B=51ft; L=60ft; eave=7fh Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-0-0-15 to 5-10-11, Intedor(1) 5-10-11 to 12-10-0, Exterior(2) 12-10-0 to 18-9-10 zone; cantilever left exposed ;C-C for members and forces & MW FRS 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 100 lb uplift at Joint(s) except Qt=lb) 12=614, 8=415. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Q WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED WIFICREFERANCE PAGE Mfh7473 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 vedfy the applicability of design parametersand 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 M iTe k' 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. seeANS1/TPII Quality Cdfetia, 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 Wright T71984958 74288 A3 SPECIAL 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Sep 05 15:08:37 2017 Page 1 I D:x5JbMDpnSrrSSy4cPglmQZzMZS= bLZDuh4c W ggHjw3FsConBRdJzW N 1 UlfFpwpl DuygfX8 2-4-0 7-6-6 12-10-0 16-0-0 22-" 23-4-0 0- -2 2-4-0 5-2-6 5-3-10 3-2-0 6-0-0 1-4-0 4x4 = 3x4 = 5x6 = 3x4 = 3x6 = 3x8 = 3x4 = 3x6 11 2-0-0 2.4-D 9-5-15 16-0-0 Scale: 1/4°=1' 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 FBC2014/TP12007 CSL TC 0.27 BC 0.25 WB 0.73 (Matrix-M) DEFL. Vert(LL) Vert(fL) Horz(TL) Wind(LL) in (loc) I/dell Ud -0.07 11-13 >999 360 -0.13 11-13 >999 240 0.02 9 n/a n/a 0.05 11-13 >999 240 PLATES MT20 Weight: 147lb GRIP 244/190 FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP M 30 end verticals. WEBS 2x4' SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 8-7-7 oc bracing: 13-14. REACTIONS. (lb/size) 14=954/0-8-0, 9=764/0-4-0 Max Horz 14=230(LC 12) Max Upliftl4=-586(LC 12), 9=-430(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 4-5= 955/716, 5-6= 899/782, 6-7= 774/634, 8-9— 764/599 BOT CHORD 13-14=-727/944, 13-20= 494/676, 12-20= 494/676, 11-12= 494/676 WEBS 3-14= 287/434, 4-14=-947/794, 4-13=-186/277, 5-13=-216/388, 5-11=-269/395, 6-11=-626/608, 7-11=-559/769, 7-10=-608/588, 8-10=-569l720 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=16ft; B=51ft; L=60fh eave=7ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2)-0-0-15 to 5-10-11, Interior(1) 5-10-11 to 12-10-0, Extedor(2) 12-10-0 to 23-2-4 zone; cantilever left exposed ;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) 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) 14=586, 9=430. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 0 WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 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 Mi%k' 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 33610 Job Truss Truss Type City Ply Wright T11984959 74288 A4 SPECIAL 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Sep 05 15:08:38 2017 Page 1 ID:x5JbMDpnSrrSSy4cPglmQZzMZS= 3Y7b615EHSo8L4eRQvJOkeAUgwi9DC801 aYslKygfX7 2-4-0 7.6-6 12.10-0 14-0-0 20-0-0 23-4-0 0 -2 2-4-0 5-2.6 5-3-10 1-2-0 6-0-0 3-4-0 4x5 11 Scale = 1:44.8 4x12 = 4x5 = 13 11 1u 9 3x4 Sx6 3x4 = 5x6 = 3x8 = 3x6 I I = = 2-0-0 2r4�0 9-5-15 14-0-0 20-0-0 23-4-0 2 -0 01-0 7-1-15 4-6-1 6-0-0 3-4-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (loc) I/defl -Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.26 Vert(LL) 0.05 12 13 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.26 Vert(TL) 0.12 12-13 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.71 Horz(fL) 0.02 9 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Wind(LL) 0.04 11-12 >999 240 LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (lb/size) 13=954/0-8-0, 9=764/0-4-0 Max Horz 13=230(LC 12) Max Upliftl3=-586(LC 12), 9= 431(LC 12) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 4-5= 896/751, 5-6_ 778/773, 6-19= 381/424, 7-19=-381/424, 7-8=-457/401, 8-9=-742/646 BOT CHORD 12-13=-733/898, 11-12=-507/655, 10-11=-555/697 WEBS 3-13=-283/435, 4-13=-927/819, 4-12= 197/267, 5-12=-210/323, 5-11=-275/402, 1• 6-11=-297/295, 6-10= 473/367, 8-10=-479/617 PLATES GRIP MT20 244/190 Weight: 151 lb FT = 20% Structural wood sheathing directly applied or 6-0-0 oc puriins, except end verticals. Rigid ceiling directly applied or 8-6-15 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=16ft; B=51ft; L=60ft; eave=7ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2)-0-0-15 to 5-10-11, Interior(1) 5-10-11 to 12-10-0, Exterior(2) 12-10-0 to 23-2-4 zone; cantilever left exposed ;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) 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 Qt=lb) 13=586, 9=431. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Q WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED Mri EK REFERANCE PAGE 111II-7473 rev. 10MM2015 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 ot 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/TPI1 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 TrussType Qty Ply Wright T11984960 74288 AS HIP 1 1 Job Reference(o tional Chambers Truss, Inc., Fort Pierce, FL 7.640 S AUg 1fi zul t ro I eK Industries, inc. rue Sep ub 7b:uts:Jtl Zuu rage r ID:x5JbMDpnSrrSSy4cPgimQZzMZS_-3Y7b615EHSo8L4eRQvJOkeARYwj2DHVOl aYSIKygfX7 2-4-0 8-0-0 13-8-0 18-0-0 23-4-0 5-8-0 5.8-0 4-4.0 5-4-0 4x8 = 4x5 = 19 13 lY w a 8 3x4 3x5 II 4x4 = 3x6 = 3x4 = 3x8 = 3x6 II = Scale = 1:46.6 2-002r410 8-0-0 13-8-0 18-0-D 23-4-0 2-0-0 0-4-0 5-8-0 5-8-0 4-4-0 5-4-0 Plate Offsets (X,Y)— 15:0-5-4 0-2-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.47 Vert(LL) -0.03 10-12 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.20 Vert(TL) -0.08 10-12 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.43 Horz(TL) 0.01 8 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Wlnd(LL) 0.03 10-12 >999 240 Weight: 145 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins, except BOT CHORD 2x4 SP M 30 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 8-4-4 oc bracing: 10-12. REACTIONS. (lb/size) 13=955/0-8-0, 8=763/0-4-0 Max Horz 13=230(LC 12) Max Upliftl3=-586(LC 12), 8=-430(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-17= 969/721, 17-18— 910/722, 4-18— 867/732, 4-5=-724/665, 5-19=-452/564, 6-19=-452/564, 6-7=-568/525, 7-8=-713/682 BOT CHORD 12-13= 196/266, 11-12=-777/936, 10-11=-777/936, 9-10= 483/626 WEBS 3-13= 841/840, 3-12=-686/820, 4-10=-385/363, 5-1 0=-1 85/315, 5-9— 345/242, 7-9=-435/560 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=16ft; B=51ft; L=soft; eave=7ft; Cat. ll; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2)-0-0-15 to 5-10-11, Interior(1) 5-10-11 to 13-8-0, Exterior(2) 13-8-0 to 18-0-0 zone; cantilever left exposed ;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) 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 20.0psf 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. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 13=586, 8=430. 7) "Semi -rigid pitchbreaks Including heels" Member end fixity model was used in the analysis and design of this truss. Q WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE MI1-7473 rev. 1010312015 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, 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 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. Mexandrlm VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Wright _ T11984961 74288 A6 COMMON 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 7.640 s Aug 16 2017 MfTek Industries, Inc. I ue Sep 05 15:08:39 2017 Page 1 1 D:x5JbMDpnSrrSSy4cPglmQZzMZS= Ykh_JN5t2mw?yECezdgFGsiYhK1gyjwXGEIPHmygfX6 2-4-0 8-8-9 15-10-0 23-4-0 04-2 2.4-0 6-4-9 7-1-7 7-6-0 5x6 = 6.00 12 11 10 8 7 3X4 3x5 II 4X4 = 3x6 = 3x8 = 3x6 II = Scale = 1:51.7 i 2-0- 2r4r0 8-8-9 15-10-0 23-4-0 2-0-0 0-4-0 6-4-9 7-1-7 7.6-0 Plate Offsets (),Y)-- f4:0-3-0 0-3-4j f6:0-1-0 0-1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.76 Vert(LL) -0.06 7-8 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.30 Vert(TL) -0.16 7-8 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.48 Horz(TL) 0.01 7 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Wind(LL) 0.04 8-10 >999 240 Weight: 132lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 BOT CHORD WEBS REACTIONS. (lb/size) 11=954/0-8-0, 7=764/0-4-0 Max Horz 11— 263(LC 10) Max Upliftl1=-586(LC 12), 7=-431(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-15=-984/632, 4-15=-853/646, 4-16=-635/517, 5-16= 546/541, 5-17= 489/540, 17-18=-554/525, 6-18=-631/517, 6-7=-698/651 BOT CHORD 10-11= 220/329, 9-10= 663/964, 8-9= 663/964 WEBS 3-11=-831/849, 3-10=-610/787, 4-8=-523/387, 5-8=-10/261, 6-8=-339/580 Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 9-0-6 oc bracing. 1 Row at midpt 4-8 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=16fh B=51ft; L=60ft; eave=7ft Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2)-0-0-15 to 5-10-11, Interior(1) 5-10-11 to 15-10-0, Exterlor(2) 15-10-0 to 21-9-10 zone; cantilever left and right exposed ;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. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 11=586, 7=431. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 0 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED mrrEK REFERANCE PAGE Mll-7473 rev. 10/03/2015 BEFORE USE. ° Design valid for use only with MRekO 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 Mire k' 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 SCSI Building Component 6904 Parke East Bid. Safety Information available from Truss Plate Institute, 218 N. Lee Street Suite 312 Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Ply Wright T1lssass2 74288 A7 COMMON �Qw 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Sep 05 15:08:40 2017 Page 1 I D:x5JbMDpnSrrSSy4cPglmQZzMZS_-OwFMXj6Vp42saOngXKLUp3FjOjNvhA9hVulypDygfX5 2-4-0 8-8-9 15-10-0 23-4-0 0 -2 2-4-0 6.4-9 7-1-7 7-6.0 Sx6 = 6.00 12 11 10 8 7 3x4 3x5 I 4x4 = 3x6 = 3x8 = 3x6 11 = Scale = 1:51.4 2-08-8-9 2r6 15-10-0 23-4-0 i 2- :-0 0144-0r0 6-4-9 7-1-7 7-6-0 Plate Offsets (X,Y)-- (4:0-3-0,0-3-41,f6:0-1-0,0-1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.77 Vert(LL) -0.06 7-8 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.30 Vert(TL) -0.16 7-8 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.49 Horz(TL) 0.01 7 n/a - n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Wind(LL) 0.04 8-10 >999 240 Weight: 132lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP M 30 end verticals. WEBS 2x4 SP No.3 •,_ BOT CHORD Rigid ceiling directly applied or 9-0-6 oc bracing. WEBS 1 Row at midpt 4-8 REACTIONS. (lb/size) 11=954/0-8-0, 7=764/0-4-0 Max Horz 11= 265(LC 10) Max Upliftl 1= 586(LC 12), 7=-431(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-15= 984/632, 4-15= 852/646, 4-16= 634/516, 5-16= 544/540, 5-17=-487/539, 17-18=-553/525, 6-18= 630/517, 6-7= 698/651 BOT CHORD 10-11= 220/330, 9-10= 663/964, 8-9=-663/964 WEBS 3-11=-831/849, 3-10= 611/787, 4-8_ 526/391, 5-8=-1l/263, 6-8=-335/577 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=16ft; B=51ft; L=60ft; eave=7ft Cat. ll; Exp C; Encl., GCpl=0.18; MWFRS (directional) and C-C Exterior(2)-0-0-15 to 5-10-11, Interior(1) 5-10-11 to 15-10-0, Exterior(2) 15-10-0 to 21-9-10 zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip.DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift atjoint(s) except Qt=lb) 11=586, 7=431. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 0 WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev. 1093MO15 BEFORE USE ' Design valid for use only with MIToW 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 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 Wright T11984963 74288 A8 MONO TRUSS 2 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Sep 05 15:08:40 2017 Page 1 I D:x5JbM DpnSrrSSy4cPglmQZzMZS_-OwFMXj6Vp42saOngXKLUp3FpxjM W hF7hVu1 ypDygfX5 2-4-0 6-6-9 11-0-0 0 -2 2-4-0 4-2-9 4-5-7 Scale = 1:35.4 3x4 11 5 .,,., -- ---- 5x6 = 2-0-0 4 11-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.35 Vert(LL) -0.11 6-7 >894 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.33 Vert(TL) -0.28 6-7 >360 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.17 Horz(TL) -0.00 6 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Wind(LL) -0.01 6-7 >999 240 Weight: 59lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP M 30 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 7=511/0-8-0, 6=295/0-4-0 Max Horz 7=295(LC 12) Max Uplift7= 284(LC 12), 6= 239(LC 12) Max Grav7=511(LC 1), 6=369(LC 17) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-371/16 BOT CHORD 2-7=0/349, 6-7=-366/250 WEBS 3-7=-196/420, 4-6=-296/449 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2p"sf; BCDL=3.Opsf; h=16ft; B=51ft; L=60ft; eave=7ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-0-0-15 to 5-10-11, Interior(1) 5-10-11 to 10-10-4 zone; cantilever left exposed ;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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at Joint(s) except at=lb) 7=284, 6=239. 5) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Q WARNING - Vedly design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE M11-7473 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 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 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 trusses and truss systems, seeANSI/TPI1 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 Wright T11984964 74288 B HIP 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 7.640 s Aug 16 2017 Mi-rek Industries, Inc. Tue Sep 05 15:08:41 2017 Page 1 I D:x5JbMDpnSrrSSy4cPglmQZzMZS_-U7okk377aNAjCYM051 sjLHnwa7kYQh8gkYnW MfygfX4 2-4-0 9-0-0 10-8-0 17-4-0 0- -2 2-4-0 6-8-0 1-8-0 6-8-0 11 4x8 = 4x6 = 16 3x4 = 113x5 I I 3x6 4x4 = 4x8 = 3x6 I I r Scale: 3/8"=1' 2-0-0 -4- 9-0-0 1011 17-4-0 2-0-0 -4- 6-8-0 1-8-0 6-8-0 Plate Offsets (X,Y)-- 14:0-5-4,0-2-01, 16:Edge,0-1-121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.61 Vert(LL) -0.04 7-8 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.21 Vert(TL) -0.11 7-8 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.25 Horz(TL) 0.00 7 n/a Na BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Wind(LL) 0.01 9 >999 240 Weight: 96lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP M 30 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 11=735/0-8-0, 7=539/0-4-0 Max Harz 11 =-1 74(LC 10) Max Upliftl1= 490(LC 12), 7= 287(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-15=-600/461, 4-15=-510/473, 4-5=-464/535, 5-16= 440/477, 6-16=-599/475, 6-7=-475/467 BOT CHORD 10-11= 147/306, 9-10=-147/306, 8-9=-275/487 WEBS 3-11=-619/827, 3-9=-251/379, 6-8=-141/376 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=16ft; B=51ft; L=60ft; eave=7ft; Cat. 11; Exp C; Encl., GCpl=0.18; MWFRS (directional) and C-C Exterior(2)-0-0-15 to 5-10-11, Intedor(1) 5-10-11 to 9-0-0, Exterior(2) 9-0-0 to 10-8-0 zone; cantilever left exposed ;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) 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 tit 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 Qt=lb) 11=490, 7=287. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used In the analysis and design of this truss. 0 WARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED M?EKREFERANCE PAGE 11411-7473 rev. 1OV312015 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 fabilcatlon, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 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 74288 COMMON 2017 T11 05 15:08:41 2-4-0 7-6-0 7-6-0 5x6 = Scale = 1:34.1 m m 9 3x5 €1 3x6 = __ 6 3x4 = 4x8 3x6 II LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.72 Vert(LL) -0.05 6-7 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.24 Vert(TL) -0.13 6-7 >999 240 BCLL 0.0 Rep Stress Incr YES W B 0.24 Horz(TL) 0.00 6 n/a n/a BCDL 10.0 Code FBC2014ITP12007 (Matrix-M) Wind(LL) -0.01 7-9 >999 240 LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 BOTCHORD REACTIONS. (lb/size) 9=734/0-8-0, 6=540/0-4-0 Max Horz9=-191(LC 10) Max Uplift9=-489(LC 12), 6= 287(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-13=-598/423, 13-14=-512/434, 4-14= 502/448, 4-15=-446/455, 15-16=-502/441, 5-16=-590/432, 5-6= 473/465 BOT CHORD 8-9— 188/378, 7-8=-188/378 WEBS 3-9= 625/801, 3-7=-205/39815-7=-76/391 PLATES GRIP MT20 244/190 Weight: 86 lb FT = 20% Structural wood sheathing directly applied or 6-0-0 oc puriins, except end verticals. Rigid ceiling d€rest€y app€€ed or 10-0-0 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=16fh B=51fh L=60ft; eave=7ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-0-0-15 to 5-10-11, Interior(1) 5-10-11 to 9-10-0, Exterior(2) 9-10-0 to 15-9-10 zone; cantilever left exposed ;C-C for members and forces & MW FRS 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. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 9=489, 6=287. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. © WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEKREFERANCE PAGE Mll-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 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 fabrlcatlon, 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 City Ply Wright T11984966 74288 B2 MONO HIP 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 7.640 s Aug 16 2017 MiTek Industries, Inc. Tus Sep 05 15:08:42 2017 Page 1 I D:x5JbM DpnSrrSSy4cPglmQZzMZS_-yJM6yP81LhlaphxDflNyuUKA_X2o91 r_yC W3u5ygfX3 2-4-0 6-8-0 11-0-0 16-3-0 21-6-0 - - 02 2-4-0 4-4-0 4-4-0 5-3-0 5-3-0 4x4 = Scale = 1:40.4 3x4 = 17 186 19 3x4 = 12 = V 8 3x6 3x4 = 3x4 = 3xB = 3x4 = 3x6 II LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (loc) I/defy Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.31 Vert(LL) -0.10 11-12 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.34 Vert(fL) -0.25 11-12 >913 240 BCLL 0.0 Rep Stress Incr YES WB 0.67 Horz(fL) 0.01 8 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Wind(LL) 0.03 9-11 >999 240 LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (lb/size) 8=695/0-4-0, 12=887/0-8-0 Max Harz 12=300(LC 12) Max Uplift8=-413(LC 12), 12= 531(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-302/4, 4-5=-734/536, 5-17=-631/551, 17-18=-631/551, 6-18=-631/551, 6-19=-498/432, 7-19= 498/432, 7-8=-646/603 BOT CHORD 2-12=0/280, 11-12=-7621749, 10-11=-432/498, 9-10=-432/498 WEBS 3-12=-228/388, 4-12=-799/736, 4-11 =-1 49/259, 6-9= 440/492, 7-9=-628/723 PLATES GRIP MT20 244/190 Weight: 128 lb FT = 20% Structural wood sheathing directly applied or 6-0-0 oc puriins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 8-4-14 oc bracing: 11-12. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuit=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=16ft; B=51ft; L=60ft; eave=7ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-0-0-15 to 5-10-11, Interior(1) 5-10-11 to 11-0-0, Exterior(2) 11-0-0 to 19-5-4 zone; cantilever left exposed ;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) 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 (jt=lb) 8=413, 12=531. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Q WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 1141II--7473 rev. 1010312016 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, 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 MiTe W Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabricatlon, storage, dellvery, 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 3 1 Z Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Wright ' T11984967 74288 B3 MONO HIP 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Sep 05 15:08:43 2017 Page 1 I D:x5JbM DpnSrrSSy4cPglmQZzMZS_-QVwU919N6?QRRrW PCSvBQitK8xOeuTZ7BsGdQYygfX2 2-4-0 8-6-8 13.0-0 17-3-0 21-6-0 0- -2 22 4-0 6-2-8 4-5-8 4-3-0 4-3-0 4x4 = Scale = 1:43.7 3x4 = 3x4 11 5 18 19 6 7 12 a 3x4 = 2x3 11 4x4 = 3x6 = 3x8 = 6x8 = 2-" 0-4 6-2-8 4-5-0 8-6-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc)" I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.35 Vert(LL) -0.14 8-9 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.36 Vert(TL) -0.32 8-9 >722 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.76 HOrz(fL) 0.01 8 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Wind(LL) 0.03 9-11 >999 240 Weight: 132lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (lb/slze) 8=695/0-4-0, 12=887/0-8-0 Max Horz 12=354(LC 12) Max Uplift8=-430(LC 12), 12=-513(LC 12) Max Grav8=761(LC 17), 12=887(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-16=-904/525, 16-17=-843/528, 4-17= 834/539, 4-5=-696/475, 5-18= 591/488, 18-19= 591/488, 6-19_ 591/488 BOT CHORD 11-12= 331/263, 10-11=-771/824, 9-10=-771/824, 9-20— 340/369, 20-21= 340/369, 8-21=-340/369 WEBS 3-12=-785/772, 3-11= 448/648, 4-9=-322/387, 6-9=-278/420, 6-8= 670/638 Structural wood sheathing directly applied or 6-0-0 oc pudins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 8-4-7 oc bracing: 9-i1. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=16ft; B=51it; L=60ft; eave=7ft; Cat. II; Exp C; Encl., GCpl=0.18; MW FRS (directional) and C-C Exterior(2)-0-0-15 to 5-10-11, Intedor(1) 5-10-11 to 13-0-0, Exterior(2) 13-0-0 to 21-4-4 zone; cantilever left 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, 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) 8=430, 12=513. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 0 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11,111-7473 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 �9 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 M iTe k° 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/1PI1 Quality Criteria, DSB-89 and BCSI Building Component 6004 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Jab Truss Truss Type Qty Ply Wright T11984968 74288 B4 MONO HIP 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 7.640 s Aug 16 2017 MI l eK Industries, mc. r ue bep ub 1D:v6:4s Zu1 r Pager ID:x5JbMDpnSrrSSy4cPglmQZzMZS= QVwU919N6?QRRrWPCSvBQitLpxQauWz7BSGdQYygfx2 2-4-0 8-6-8 15-0-0 21-6.0 -D 6-2-8 6-5-8 6-6-0 4x8 = 6.00 R-2 6 18 19 3x4 II Scale:l/4°=1' 12 11 a 8 3x4 2x3 II 4x4 = 3x6 = 3x4 = 6x8 = = 2r4�0 8-8-8 15-0-0 _ 21-6-0 2 0-0 0-4-0 6-2-8 6-5-8 6-0-0 Plate Offsets (X,Y)-- (6:0-5-4 0-2-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.31 Vert(LL) -0.04 8-9 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.24 Vert(TL) -0.10 8-9 >999 240 BCLL 0.0 Rep Stress Incr YES W B 0.55 Horz(TL) 0.01 8 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Wind(LL) 0.03 9-11 >999 240 Weight: 130lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 WEBS 2x4 SP N6.3 BOT CHORD WEBS REACTIONS. (lb/size) 8=695/0-4-0, 12=887/0-8-0 Max Horz 12=409(LC 12) Max Uplift8=-450(LC 12), 12= 493(LC 12) Max Grav8=783(LC 17), 12=893(LC 17) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-16=-938/479, 16-17=-868/462, 4-17— 828/490, 4-5=-828/492, 5-6=-587/346 BOT CHORD 11-12=-317/257, 10-11=-805/879, 9-10=-805/879, 9-20=-422/498, 8-20=-422/498 WEBS 3-12=-808/732, 3-11— 497/697, 5-9=-466/463, 6-9= 209/475, 6-6=-758/642 Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 8-2-9 oc bracing: 9-11. 1 Row at mldpt 7-8, 6-8 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=16fh B=51ft; L=60ft; eave=7ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterlor(2)-0-0-15 to 5-10-11, Interior(1) 5-10-11 to 15-0-0, Exterior(2) 15-0-0 to 21-4-4 zone; cantilever left exposed ;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) 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) 8=450, 12=493. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 0 WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MI1-7473 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 M!Tek' Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrlcatlon, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 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 Wright T11984969 74288 B5 COMMON 4 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 7.640 s Aug 16 2017 MiTek Industries, Inc. I ue Sep 05 15:0U.44 2017 Vega 1 ID:x5JbMDpnSrrSSy4cPglmQZzMZS= uiUtM49?tIZ13?5bmAQQzvPRsLhudtXGQW?Az_ygfX1 i 7-7-12 15-" 19-&0_ 7-7-12 7-4-4 4- -O 4x4 4x6 = 6.00 12 Scale = 1:51.9 9 - - -- 6x8=6 6x8 = 3x6 = 3x4 = 9-9-0 19-6-0 i 9-9-0 9-9-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.61 Vert(LL) -0.37 6-7 >615 360 TCDL 7.0 Lumber DOL 1.25 BC 0.55 Vert(TL) -0.63 6-7 >369 240 BCLL 0.0 Rep Stress Incr YES W B 0.91 Horz(TL) 0.02 6 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Wind(LL) 0.03 7 >999 240 LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 BOT CHORD WEBS REACTIONS, (lb/size) 9=711/0-8-0, 6=711/0-4-0 Max Harz 9=285(LC 12) Max Uplift9= 328(LC 12), 6= 439(LC 12) Max Grav9=767(LC 17), 6=828(LC 17) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-10— 285/324, 2-10=-202/340, 2-3=-880/587, 3-11= 872/590, 4-11=-795/615, 1-9=-298/378 BOT CHORD 8-9=-706/951, 7-8=-706/951, 7-12=-258/340, 12-13=-258/340, 6-13=-258/340 WEBS 2-7=-428/515, 4-7=-465/824, 2-9=-732/369, 4-6=-704/561 m r PLATES GRIP MT20 244/190 Weight: 121 lb FT = 20% Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 8-8-5 oc bracing. 1 Row at midpt 2-9, 4-6 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=16fh B=51ft; L=60ft; eave=7ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) 0-1-12 to 6-1-6, Interior(1) 6-1-6 to 15-0-0, Exterior(2) 15-0-0 to 19-4-4 zone;C-C for members and forces & MW FRS 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 100 lb uplift at Joint(s) except Qt=lb) 9=328, 6=439. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Q WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 01-7473 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 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 properly damage. For general guidance regarding the fabricatton, 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 Wright T11984970 74288 D HIP 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Sep 05 15:08A5 2017 Page 1 1 D:x5JbMDpnSrrSSy4cPgImQZZMZS_-Mu2FaQAeech9g9gnKtxf W 7yemk3NMMkQfAlj VQygfXO 2-4-0 9-0-0 17-0-0 25-0-0 31-8-0 34-0-0 T 2 )-Al 2-4-0 6-8-0 8-0-0 8-0-0 6-1. 2.4-0 0- 2 m2 d 0 Scale = 1:59.0 4x8 = 2x3 11 US = 4 24 525 2627 6 3x4 = 3x6 11 4x4 = 3x6 = 3x6 = 3x6 = 4x4 = 3x6 II 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.47. Vert(LL) -0.08 13 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.35 Vert(TL) -0.23 11-13 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.78 Horz(TL) 0.03 10 n/a n/a BCDL 10.0 Code FBC2014[TP12007 (Matrix-M) Wind(LL) 0.11 13 >999 240 Weight: 172lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-11-2 oc pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or B-8-2 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 16=1260/0-8-0, 10=1260/0-8-0 Max Horz 16=-199(LC 10) Max Uphill6=-772(LC 12), 10= 682(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-23=-1474/1039, 4-23= 1388/1050, 4-24=-1808/1458, 24-25=-1808/1458, 5-25=-1808/1458, 5-26=-1808/1458, 26-27= 1808/1458, 6-27= 1808/1458, 6-28=-1388/1050, 7-28=147411038 BOT CHORD 15-16=-179/332, 14-15=-720/1244, 13-14=-720/1244, 12-13=-696/1238, 11-12=-696/1238 WEBS 3-16=-1146/1130, 3-15=-769/1166, 4-13=-505/724, 5-13=-497/535, 6-13= 506l724, 7-11=-772/1166, 7-10= 1146/1136 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASIDE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=16ft; B=51ft; L=601t; eave=7ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Extefior(2)-0-0-15 to 5-10-11, Interior(1) 5-10-11 to 9-0-0, Exterior(2) 9-0-0 to 33-5-8, Interior(1) 33-5-8 to 34-0-15 zone; cantilever left and right exposed ;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) 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 Ot=lb) 16=772, 10=682. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Q WARNING - Vedly design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGEMII-7473 rev. 10/0312015 BEFORE USE. Design valid for use only with MITek® connectors. lhis 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 M ITeW 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 miss 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 Ply Wright T11984971 74288 D1 HIP . �Ut 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 7.640 s Aug 16 2017 MiTek Industries, Inc. I ue Sep 05 15:08:45 2017 rage 1 ID:x5JbMDpnSrrSSy4cPglmQZzMZS= Mu2FaQAeech9g9gnKixfw7yhGk3gMMiQfAljVQygfXO 2-4-0 6-6-8 11-0.0 17-0-0 23-0-0 27-4-0 _ 31-&0 34-0.0 34-D-2 4-5-8 6-0-0 6-0.0 4-4-D 4-4-0 2-4-0 0-d-2 4x8 = 2x3 11 4x8 = 5 26 27 6 28 29 7 Scale = 1:59.0 10 6' � o� 3x4 = 6x8 = 3x6 = 3x8 = 3x4 = 6x8 = 3x4 = 3x4 = 3x6 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.31 Vert(LL) -0.10 17-18 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.38 Vert(TL) -0.27 17-18 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.79 Horz(TL) 0.06 12 n/a n/a BCDL 10.0 Code FBC2014ITP12007 (Matrix-M) Wind(LL) 0.08 15 >999 240 Weight: 186lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-10-13 oc puffins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid,ceiling directly applied or 8-2-4 oc bracing. WEBS 2X4 SP No.3 REACTIONS. (Ib/size) 18=1260/0-8-0, 12=1260/0-8-0 Max Harz 18= 243(LC 10) Max Upliftl8=-772(LC 12), 12=-681(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 4-5=-1387/1109, 5-26=-1441/1258, 26-27= 1441/1258, 6-27=-1441/1258, 6-28= 1441/1258, 28-29= 1441/1258, 7-29_ 1441/1258, 7-8=-1386/1110 BOT CHORD 17-18=-804/1226, 16-17=-690/1216, 15-16=-690/1216, 14-15= 653/1192, 13-14=-653/1192, 12-13=-767/1127 WEBS 3-18= 229/385, 4-18=-1389/1220, 5-15_ 334/414, 6-15=-371/427, 7-15=-335/413, 8-12= 1384/1214, 9-12=-242/397 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=16ft; B=51ft L=6011; eave=7ft; Cat. If; Exp C; Encl., GCpl=0.18; MW FRS (directional) and C-C Exterior(2)-0-0-15 to 5-10-11, Interior(1) 5-10-11 to 11-0-0, Exterior(2) 11-0-0 to 31-8-0, Interior(1) 31-8-0 to'34-0-15 zone; cantilever left and right exposed ;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) 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 Qt=lb) 18=772, 12=681. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 0 WARNING - Verf}y desPgn parameters and READ NOTES ON THIS AND INCLUDED MTrEK REFERANCE PAGE MII-7473 rev. 10703/2015 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 fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSf 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 Wright T11984s72 74288 D2 HIP 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL r.bau s Aug io 2vi r Mi i ak inausmes, inc. i ue 005 15.06.46 cv r r - yn 1 1D:x5JbMDpnSrrSSy4cPglmQZzMZS= g4cdnmBGPwp?IJF_ubSu2KVo58QB5rCZtgUHIsygfX? z-4-o B-4-9 13 0-0 21-0-0 zs 7-7 31-e o 34-0-0 3a- 2 6-0-10 4-7-7 8-0-0 4-7-7 6-0-10 2-4-0 0- 2 Scale = 1:58.8 4x8 = 4x6 = ' 27 28 6 10 0 18 17 ' 15 14 12 11 3x6 II 4x4 = 3x6 = 3x8 = 4x4 = 3x6 II 3x4 = 3x4 = 3x4 = 3x6 = 8-4-9 25-7-7 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defi Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.50 Vert(LL) -0.09 14-15 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.31 Vert(TL) -0.24 14-15 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.64 Horz(TL) 0.03 11 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Wind(LL) 0.07 15 >999 240 Weight: 189lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-6-15 oc puriins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or a-0-4 oc bracing. WEBS 2x4SPNo.3 WEBS 1Row atmidpt 5-14 REACTIONS. (lb/size) 18=1260/0-8-0, 11 =1 260/0-8-0 Max Harz 18=-287(LC 10) Max Upliftl8=-772(LC 12), 11=-682(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-25=-1459/1091, 25-26=-1398/1095, 4-26= 1389/1106, 4-5=-1328/1125, 5-27=-114411088, 27-28=-1144/1088, 6-28= 1144/1088, 6-7=-1317/1124, 7-29=-1370/1103, 29-30=-1379/1093, 8-30= 1444/1089 BOT CHORD 17-1 8=-236/370,16-17— 842/1415, 15-16= 842/1415, 15-31=-655/1267, 14-31=-655/1267, 13-14=-807/1223,12-13=-807/1223 WEBS 3-18— 1141/1090, 3-17=-889/1182, 4-15=-229/254, 5-15=-133/367, 6-14=-111/325, 7-14= 231/253,8-12=-896/1180,8-11=-1130/1091 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=16ft; B=5111; L=60ft; eave=7ft Cat. 11; Exp C; Encl., GCpl=0.18; MWFRS (directional) and C-C Extedor(2)-0-0-15 to 5-10-11, Interior(1) 5-10-11 to 13-0-0, Exterior(2) 13-0-0 to 21-0-0, Interior(1) 29-5-4 to 34-0-15 zone; cantilever left and 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, 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) 18=772, 11=682. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Q WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. ' Design valid for use only with MlTekO 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 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 MiTek' prevent Is always required for stabiiity 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 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Informallon available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss TrussType Qty Ply Wright T11984973 74288 D3 HIP 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 7.640 s Aug 16 2017 MiTek Industries, Inc. Tus Sep 05 15:08:47 2017 Page 1 I D:x5JbMDpnSrrSSy4cPglmQZzMZS= JHA??6Cu9DxswTgARlz7bXlxsYmagGuj6UEqZJygfX_ i 6-6-8 13-0-0 17-0-0 23-5-8 29-8.0 J 32-0-0 32-p-2 6-6-8 6-5-8 4-0-0 6-5-8 6-2-8 2-4-0 0 -2 4x8 = 4x6 = 22 4 4x4 Scale = 1:56.5 16 15 14 .- 12 11 10 3x6 14x4 = 3x4 = 3x6 = 4x4 = 3x6 I 3x4 = 3x8 = 6-fi-8 13-0-0 17-0-0 23-5-8 29-8-0 3Q-Q-032-0-0 , 6-6-8 6-5-8 4-0-0 fi-5-8 6-2.8 0-4-0 2-0-0 Plate Offsets (X,Y)-- 11:Edge,0-1-121, (3:0-5-4,0-2-01, f6:0-3-0,Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.62 Vert(LL) -0.05 14-15 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.30 Vert(TL) -0.16 14-15 >999 240 BCLL 0.0 ' Rep Stress Incr YES W B 0.74 Horz(TL) 0.04 10 n/a n/a BCDL 10.0 Code FBC2014/fP12007 (Matrix-M) Wind(LL) 0.0714-15 >999 240 Weight: 189lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-7-12 oc pudins, except BOT CHORD 2x4 SP M 30 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 7-8-12 oc bracing. WEBS 1 Row at midpt 3-12 REACTIONS. (lb/size) 16=1086/0-6-0, 10=1273/0-8-0 Max Horz 16=309(LC 11) Max Upliftl6=-587(LC 12), 10=-691(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-20= 1554/1140, 20-21=-1415/1152, 2-21=-1399/1153, 2-3= 1264/1069, 3-22= 1051/1052, 4-22=-1051/1052, 4-5=-1257/1056, 5-6=-1357/1107, 6-23=-1357/1105, 23-24=-1406/1097, 7-24= 1492/1094, 1-16— 1025/847 BOT CHORD 15-16=-276/400, 14-15= 907/1469, 13-14= 546/1096, 12-13=-546/1096, 11-12=-831/1271 WEBS 2-14=-454/435, 3-14=-210/345, 4-12=-203/314, 5-12=-399/365, 7-11= 984/1254, 7-10= 1148/1079, 1-15=-862/1219 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=16ft; B=51ft; L=60ft; eave=7ft; Cat. II; Exp C; Encl., GCpl=0.18; MWFRS (directional) and C-C Exterior(2) 0-1-12 to 6-1-6, Interior(1) 6-1-6 to 13-0-0, Exterior(2) 13-0-0 to 17-0-0, Interior(1) 25-5-4 to 32-0-15 zone; cantilever right exposed ;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) 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 (jt=lb) 16=587, 10=691. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Q WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEKREFERANCE PAGE MIP7473 rev. 1010312015 BEFORE USE " Design valid for use only with Mllek® 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 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 City Ply Wright T11984974 74288 D4 SPECIAL 7 t Job Reference (optional) Chambers I cuss, Inc., Fort Fierce, FL /.64U S'HUg 1b ZU1 / MI1 eK Inauslrles, Inc. I us bep Ub 1b:Utl:4tr zv1 / rage 1 I D:x5JbM DpnSrrSSy4c Pg ImQZzMZS_-nTkN CSC W wX3jXcPM??U M7la3Sy4wZi W sL8zO5lygf W z 1 7-9-11 15-0-0 i 22-2-5 29-4-0 _ 32-0-0 32-p-2 7-9-11 7-2-5 7-2-5 7-1-11 2-8-0 0�-2 5x6 4x5 = 6.00 r12 Scale = 1:59.5 3.00 12 8 12 5= 3x4 x6 = 3x8 = LOADING (psf) SPACING- 2-0-0 CS1. DEFL. TCLL 20.0 Plate Grip DOL 1.25 TC 0.83 Vert(LL) TCDL 7.0 Lumber DOL 1.25 BC 0.42 Vert(TL) BCLL 0.0' Rep Stresslncr YES WB 0.78 Horz(TL) BCDL 10.0 Code FBC2014fTP12007 (Matrix-M) Wind(LL) in (loc) I/deft Ud -0.1410-11 >999 360 -0.38 10-11 >930 240 0.21 6 n/a n/a 0.18 10-11 >999 240 LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 *Except' BOT CHORD 5-8: 2x6 SP No.2 WEBS REACTIONS. (lb/size) 12=1071/0-8-0, 8=1289/0-8-0 Max Horz 12=352(LC 11) Max Upl1ft12=-579(LC 12), 8=-699(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-16=-2357/1501, 2-16= 2219/1517, 2-17=-1880/1201, 3-17= 1784/1225, 3-18=-1784/1179, 4-18= 1878/1155, 4-19= 2106/1347, 5-19= 2196/1331, 1-12=-1079/833 BOT CHORD 11-12=-337/520, 10-11= 1183/2362, 9-10= 1065/1961, 8-9=-184/312 WEBS 2-10=-623/548, 3-10=-697/1254, 4-10=-538/416, 4-9= 211/293, 5-9=-1322/2052, 5-8=-1171/1043, 1-11=-1069/1854 PLATES MT20 GRIP 244/190 Weight: 165 lb FT = 20% Structural wood sheathing directly applied or 4-2-0 oc purlins, except end verticals. Rigid ceiling directly applied or 6-0-0 oc bracing. 1 Row at midpt 5-9, 1-11 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.opsf; h=16ft; B=51ft; L=60ft; eave=7ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) 0-1-12 to 6-1-6, Intefior(1) 6-1-6 to 15-0-0, Exterior(2) 15-0-0 to 20-11-10 zone; cantilever right exposed ;C-C for members and forces & MW FRS 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. 5) Bearing at joint(s) 12 considers parallel to grain value using ANSI/TPI 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) 12=579, 8=699. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 0 WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIF7473 rev. 10/ MO15 BEFORE USE ' Design valid for use only with MITek9 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 MiTe k° Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabricaflom 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. Alexandrla. VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Wright T11984975 74288 D5 SPECIAL 3 i Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL (AM s Aug ib zui t Mi i ex mausiries, inc. i ue Sep uS i5;08:48 zv i r rage i ID:x5JbM DpnSrrSSy4cPglmQZzMZS_-nTkNCSCWwX3jXcPM??UM7la2Gy4pZjHsL8zO5lygf Wz i 7-9-11 15-0-0 22-2-5 _30-0-0 i 7-9-11 7-2-5 7-2-5 7-9-11 5x6 4x5 = 6.00 12 3.00112 6 10 3x8 = 3x8 = Scale = 1:58.6 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 FBC2014/TPI2007 CSI. TC 0.84 BC 0.43 WB 0.73 (Matrix-M) DEFL. in Vert(LL) -0.15 Vert(TL) -0.40 Horz(TL) 0.23 Wind(LL) 0.20 (loc) I/dell Ud 7-8 >999 360 7-8 >894 240 6 n/a n/a 7-8 >999 240 PLATES GRIP MT20 244/190 Weight: 158lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-0-15 oc pudins, except BOT CHORD 2x4 SP M 30 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-3-6 oc bracing. WEBS 1 Row at midpt 1-9, 5-7 REACTIONS. (lb/size) 10=1099/0-8-0, 6=1099/0-8-0 Max Horz 10= 324(LC 10) Max Upliftl O= 594(LC 12), 6— 594(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-11= 2429/1613, 2-11=-2270/1629, 2-12=-1975/1339, 3-12=-1879/1363', 3-13=-187911363, 4-13= 1975/1339, 4-14=-2260/1629, 5-14=-2429/1613, 1-10_ 1097/875, 5-6=-1068/875 BOT CHORD 9-10=-308/498, 8-9=-1362/2391, 7-8= 1362/2176 WEBS 3-8= 827/1346, 4-8=-650/520, 4-7=-152/253, 2-8=-614/520, 2-9=-1521253, 1-9=-1199/1923,5-7=-1199/1923 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=16ft; B=51ft; L=60ft; eave=7ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-1-12 to 6-1-6, Interior(1) 6-1-6 to 15-0-0, Exterior(2) 15-0-0 to 20-11-10 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ` This truss has been designed for a live load of 20.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. 5) Bearing at joint(s) 10, 6 considers parallel to grain value using ANSI/TPI 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 (jt=lb) 10=594, 6=594. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Q WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MrrEKREFERANCE PAGE M11-7473 rev. 10/03/2015 BEFORE USE. ' Design valid for use only with MITek® connectors. This design Is based orgy 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 bullding 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 l 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 Wright T11984976 74268 G HIP 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 7.640 s Aug 16 2017 M11 eK maustries, mc. i ue bep ub ib:utmu zui r rage 1 I D:x5JbMDpnSrrSSy4cPglmQZzMZS_-FfHIQoDBhrBa9mzZZj?bgy71?MTuIBW OZojxdBygf Wy 2-40 9-0.0 15-0-0 21-0-0 27-8-0 30-0-0 30 -2 0 -2 2-4-0 6-8-0 6-0-0 6-0-0 6-8-0 2-4-0 0-0-2 4x8 = 2x3 11 4x8 = 4 23 24 5 25 26 6 Scale = 1:52.0 8 9 Im 0 15 14 -- 12 11 10 3x4 = 3x6 4x4 = 3x6 = 4x4 = 3x6 II 3x4 = 3x8 = 30-0-0 2-0-0 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 FBC2014/TPI2007 CSI. TC 0.52 BC 0.25 WB 0.67 (Matrix-M) DEFL. in (loc) I/dell Ud Vert(LL) 0.13 11-12 >999 240 Vert(TL) -0.12 11-12 >999 240 Horz(TL) -0.02 10 Na Na PLATES GRIP MT20 244/190 Weight: 155 lb FT = 20% 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 5-7-4 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 3-14, 7-11 REACTIONS. (lb/size) 15=1112/0-8-0, 10=1112/0-8-0 Max Horz 15= 199(LC 10) Max Upliftl5= 1188(LC 12), 10=-1097(LC 12) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-22= 1223/2059, 4-22=-1135/2071, 4-23=-1318/2449, 23-24= 1318/2449, 5-24=-1318/2449, 5-25=-1318/2449, 25-26=-1318/2449, 6-26=-1318/2449, 6-27=-1135/2069, 7-27=-1223/2057 BOT CHORD 14-15= 289/226, 13-14=-1642/1013, 12-13=-1642/1013, 11-12=-1607/1013 WEBS 3-15— 991/1565, 3-14=-1443/915, 4-12= 654/452, 5-12=-365/399, 6-12— 654/452, 7-11=-1446/915, 7-10= 991/1570 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=16ft; B=51ft; L=60ft; eave=7ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2)-0-0-15 to 5-10-11, Interior(1) 5-10-11 to 9-0-0, Extedor(2) 9-0-0 to 29-5-8, Intedor(1) 29-5-8 to 30-0-15 zone; cantilever left and right exposed ; porch left and right exposed;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) 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 (jt=lb) 15=1188, 10=1097. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Q WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED NITEKREFERANCE PAGE MII--7473 rev. 10/032015 BEFORE USE ' Design valid for use oNy 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 bullding 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, dellvery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information avallable from Truss Plate Institute, 218 N. Lee Street, Suite 312 Alexandria VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T11984977 74288 G1 HIP1 wob"Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Sep 05 15:08:50 2017 Page 1 ID:x5JbMDpnSrrSSy4cPglmQZzMZS_ jrr8d8EmS8JRnwYl7QXgDAfrwlnJ1e79oSSU9eygfwx 2-4-0 6-6-8 11-0-0 19-0-0 23-4-0 27-8-0 30-0-0 30 -2 4-5-8 8-0-0 14-0 4-4-0 2-4-0 0-0-2 4x8 = 4x6 = > 23 24 6 Scale = 1:52.0 10 I� j 0 3x4 = 6x8 = 3x4 = 3x6 = 3x8 = 6x8 = :sx4 = 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 FBC2014ITP12007 CSI. TC 0.57 BC 0.36 WB 0.65 (Matrix-M) DEFL. Vert(LL) Vert(TL) Hotz(TL) in (loc) I/deft L/d 0.26 14-15 >999 240 -0.24 14-15 >999 240 -0.04 11 n/a n/a PLATES GRIP MT20 244/190 Weight: 157 lb FT = 20% 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 5-4-10 oc bracing. WEBS .2x4 SP No.3 WEBS 1 Row atmidpt 5-12 REACTIONS. (lb/size) 15=1112/0-8-0, 11=1112/0-8-0 Max Harz 15=-243(LC 10) Max Uplift15=-1189(LC 12), 11=-1096(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-22=-142/368, 4-22=-120/376, 4-5=-1 138/2087,5-23=-979/1965, 23-24=-979/1965, 6-24— 979/1965, 6-7= 1136/2088, 7-25= 125/383, 8-25= 147/375 BOT CHORD 14-15=-1566/930, 14-26=-1589/979, 13-26=-1589/979, 12-13=-1589/979, 11-12=-1535/936 WEBS 3-15=-274/316, 4-15=-1144/1725, 5-14=-540/271, 6-12= 536/272, 7-11=-1137/1721, 8-11=-2831329 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=16ft; B=51ft; L=60ft; eave=7ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Extedor(2)-0-0-15 to 5-10-11, Intedor(1).5-10-11 to 11-0-0, Exterior(2) 11-0-0 to 19-0-0, Interior(1) 27-8-0 to 30-0-15 zone; cantilever left and right exposed ; porch left and 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, 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) 15=1189, 11=1096. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Q WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. f0/03/2015 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. Addillonal temporary and permanent bracing 61IfOW 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. fabilcatlom 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 avallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria VA 22314. Job Truss Truss Type Qty Ply Wright T11984978 74288 GRA HIP 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 7.640 s Aug 16 2017 M7ek Industries, Inc. Tue Sep 05 15:08:51 2017 Page 1 I D:x5JbMDpnSrrSSy4cPglmQZzMZS_-B2PW qU FODSR1047xg8231NCgg978m8jl l6C2h4ygfww 2-4-0 7-0-0 12-10.0 18-8-0 23-8-0 0 -2 2-4-0 4-8-0 5-10.0 5-10-0 5-0-0 4x8 = 2x3 11 4x8 = 4 17 18 19 5 20 21 22 6 Scale = 1:41.0 3x4 = 3x6 11 4x4 = "`� 3x8 = 4x4 = 3x6 11 2-0-0 4 7-0-0 12-10-0 18-8-0 23-8-0 2-0-0 -4 4-8-0 5-10-0 5-10-0 5-0-0 Plate Offsets (X,Y)-- f4:0-5-4 0-2-0j f6:0-5-4 D-2-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES , GRIP TOLL 20.0 Plate Grip DOL 1.25 TO 0.44 Vert(LL) 0.10 9-10 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.26 Vert(TL) -0.14 9-10 >999 180 BOLL 0.0 ' Rep Stress Incr NO WB 0.50 Horz(TL) 0.02 8 n/a n/a BCDL 10.0 Code FBC2014/fPI2007 (Matrix-M) Weight: 123lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-11-10 oc purlins, BOT CHORD 2x4 SP M 30 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 13=1069/0-8-0, 8=873/0-8-0 Max Horz 13=-133(LC 6) Max Upliftl3= 1023(LC 8), 8=-815(LC 8) Max Gravl 3=1 317(LC 36), 8=1196(LC 37) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-4=-1541/1111, 4-17=-2004/1537, 17-18=-2004/1537, 18-19=-2004/1537, 5-19=-2004/1537, 5-20=-2004/1537, 20-21=-2004/1537, 21-22=-2004/1537, 6-22= 2004/1537,6-7=-1637/1164,7-8=-1152/826 BOT CHORD 12-23=-958/1384, 11-23=-958/1384, 11-24=-958/1384, 10-24=-958/1384, 10-25=-963/1397, 25-26= 963/1397, 9-26= 963/1397 WEBS 3-13=-1263/998, 3-12= 1004/1424, 4-10= 594/819, 5-10_ 527/529, 6-10=-586/750, 7-9=-919/1341 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=16ft; B=51ft; L=60ft; eave=7ft Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional); cantilever left exposed; 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 20.0psf 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. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 13=1023, 8=815. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 239 lb down and 250 lb up at 7-0-0, 129 lb down and 124 lb up at 9-0-12, 129 lb down and 124 lb up at 11-0-12, 129 lb down and 124 lb up at 12-10-0, 129 lb down and 124 lb up at 14-7-4, and 129 lb down and 124 Ito up at 16-7-4, and 239 lb down and 218 lb up at 18-8-0 on top chord, and 215 lb down and 166 lb up at 7-0-0, 64 lb down and 40 lb up at 9-0-12, 64 lb down and 40 lb up at 11-0-12, 64 Ito down and 40 lb up at 12-10-0, 64 lb down and 40 lb up at 14-7-4, and 64 lb down and 40 lb up at 16-7-4, and 215 lb down and 166 lb up at 18-7-4 on bottom chord. The design/selection 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 Cominuea on page z Q WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MII-7473 rev, 10103/2015 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, 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 MiTe k' prevent 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 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 Wright T11984978 74288 GRA HIP 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL t.ovu s Aug i o zur r mi i ek inuusures, mu. i ue oep vo io.vo.o i w i r eo c ID:x5JbMDpnSrrSSy4cPglmQZzMZS= B2PWgUFODSR1047xg823INCgg978m8jI16C2h4ygfWw LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=-14, 2-4= 54, 4-6=-54, 6-7=-54, 8-14=-20 Concentrated Loads (lb) Vert: 4= 57(F) 6= 57(F) 12=86(F) 5=-44(F) 10=-7(F) 9=86(F) 18=-44(F) 19= 44(F) 20=-44(F) 22= 44(F) 23= 7(F) 24=-7(F) 25=-7(F) 26=-7(F) Q WARNING- Verity design parameters and READ NOTES ON THIS AND INCLUDED MfTEK REFERANCE PAGE M11-7473 rev, 1010312015 BEFORE USE. ' Design valid for use only with MITek(D connectors. This design Is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the 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 fabdcatiom 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 Wright T11984979 74288 GRB HIP 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Sep 05 15:08:52 2017 Page 1 I D:x5JbMDpnSrrSSy4cPglmQZzMZS_-f Ezu2pG 1 _mZ9OEi8ErZIIbls4ZU EVe2SGmxbEWygf Wv 2-4-0 4-8-0 5-8-0 4-8-0 4x8 = 15 16 4x5 = vxv — Jxo — Scale = 1:29.8 3x6 II m m 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 FBC2014/TP12007 CSI. TC 0.34 BC 0.20 WB 0.30 (Matrix-M) DEFL. in Vert(LL) -0.05 Vert(TL) -0.08 Horz(TL) 0.01 (loc) I/dell Ud 8-10 >999 240 8-10 >999 180 7 n/a n/a PLATES GRIP MT20 244/190 Weight: 89 lb FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP M 30 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6.0-0 oc bracing. REACTIONS. (lb/size) 11=759/0-8-0, 7=560/0-4-0 Max Horz 11= 130(LC 6) Max Upliftl l=-760(LC 8), 7=-561(LC 8) Max Grav 11 =960(LC 36), 7=821(LC 37) - FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-4=-1023l731, 4-15=-894/717, 15-16= 894/717, 5-16=-894/717, 5-6=-10167739, 6-7= 785/574 BOT CHORD 9-10=-591/929, 9-17=-591/929, 17-18= 591/929, 8-18=-591/929 WEBS 3-11= 906/736, 3-10=-643/924, 6-8=-577/869 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=16ft; B=51fh L=6011; eave=7ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional); cantilever left exposed; 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 (jt=lb) 11=760, 7=561. 7) "Semi-rigld pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 239 lb down and 218 lb up at 7-0-0, 129 lb down and 124 lb up at 9-0-12, and 129 lb down and 124 lb up at 10-7-4, and 239 lb down and 218 lb up at 12-6-0 on top chord, and 215 lb down and 166 lb up at 7-0-0, 64 lb down and 40 lb up at 8-0-12, and 64 lb down and 40 lb up at 10-7-4, and 215 lb down and 166 Ito up at 12-7-4 on bottom chord. The design/selection 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 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) , Vert: 1-2=-14, 2-4=-54, 4-5=-54, 5-6=-54, 7-12=-20 Concentrated Loads (lb) Vert: 4=-57(F) 5= 57(F) 10=86(F) 8=86(F) 15=-44(F) 16=-44(F) 17=-7(F) 18=-7(F) 0 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev. 10/032015 BEFORE USE. ter. 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 vedfy 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 always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrlcaflon, 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 3 1 Z Alexandria VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Wright T11984980 74288 GRD HIP 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL r.64o s Aug ui zui t muiek mausuies, inc. rue Sep ua i5:06:54 zv i r rage i ID:x5JbMDpnSrrSSy4cPglmQZzMZS= cd5eTVHHWNptFXsWMGbmNOg8hN5nzSRlj4QilPygfWt 0• -2 22 13-8-9 17 _27-0-0 0 2 139 4-. 4-8-0 6.8-9 6-&9 i 440 3x4 = 4x8 = 2x3 11 4x6 = 6.00 12 4 26 27 28 5 29 30 31 32 6 7 33 34 35 4x8 = Scale = 1:59.0 3x5 i -- 3x5 3 ILE 9 3x4 = M 19 18 36 3x6 II 5x6 = 37 17 38 16 39 40 41 15 42 14 43 3x6 = 4x8 = 3x5 = 3x6 = 44 13 5x6 = I:�d 12 3x6 II 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.59 Vert(LL) 0.30 15-16 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.52 Vert(TL) -0.36 15-16 >979 240 BCLL 0.0 Rep Stress Incr NO W B 0.69 Horz(TL) 0.07 12 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight: 172lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-6-4 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 4-8-15 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 4-16, 8-15 REACTIONS. (lb/size) 19=146210-8-0, 12=1462/0-8-0 Max Horz 19= 156(LC 6) Max Upliftl9= 1353(LC 8), 12=-1262(LC 8) Max Grav 1 9=1 803(LC 36), 12=1806(LC 37) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-4=-2248/1590, 4-26=-3462/2582, 26-27=-3462/2582, 27-28=-3462/2582, 5-28=-3462/2582, 5-29- 3462/2582, 29-30=-3462/2582, 30-31= 3462/2582, 31-32=-3462/2582, 6-32=-3462/2582, 6-7= 3462/2582, 7-33=-3467/2592, 33-34= 3467/2592, 34-35=-3467/2592, 8-35= 3467/2592, 8-9=-2250/1611 BOT CHORD 18-36= 1285/2030, 36-37=-1285/2030, 17-37= 1285/2030, 17-38=-1285/2030, 16-38=-1285/2030, 16-39=-2397/3485, 39-40= 2397/3485, 40-41=-2397/3485, 15-41=-2397/3485, 15-42= 1291/1925, 14-42=-1291/1925, 14-43- 1291/1925, 43-44=-1291/1925, 13-44=-1291/1925 WEBS 3-19_ 1772/1336, 3-18= 1489/2098, 4-18=-353/257, 4-16= 1263/1767, 5-16- 545/538, 7-15=-564/536, 8-15=-1252/1769, 8-13=-353/243, 9-13=-1439/2096, 9-12=-1770/1289 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=16ft; B=51ft; L=soft; eave=7ft; Cat. Ii; Exp C; Encl., GCpi=0.18; MW FRS (directional); cantilever left and right exposed; 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 Ito uplift at joint(s) except (jt=lb) 19=1353, 12=1262. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 239 lb down and 218 lb up at 7-0-0, 129 lb down and 124 lb up at 9-0-12, 129 lb down and 124 lb up at 11-0-12, 129 lb down and 124 lb up at 13-0-12, 129 lb down and 124 lb up at 15-0-12, 129 lb down and 124 lb up at 17-0-12, 129 lb down and 124 Ito up at 18-11-4, 129 lb down and 124 lb up at 20-11-4, 129 lb down and 124 lb up at 22-11-4, and 129 lb down and 124 lb up at 24-11-4, and 239 lb down and 218 lb up at 27-0-0 on top chord, and 215 lb down and 166 lb up at 7-0-0, 64 lb down and 40 lb up at 9-0-12, 64 lb down and 40 lb up at 11-0-12, 64 lb down and 40 lb up at 13-0-12, 64 lb down and 40 lb up at 15-0-12, 64 lb down and 40 lb up at 17-0-12, 64 lb down and 40 lb up at 18-11-4, , 64 lb down and 40 lb up at 20-11-4, 64 lb down and 40 lb up at 22-11-4, and 64 lb down and 40 lb up at 24-11-4, and 215 ib down and 166 lb up at 26-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. (%MAU@d W1?ag6§E(S) section, loads applied to the face of the truss are noted as front (F) or bacK (3) Q WARNING. Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEKREFERANCE PAGE M11-7473 rev. 10/032015 BEFORE USE. ' Design valid for use only with Mnek® 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. Addiflonal 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/TPII Quality Criteria, DSB-89 and BCSI Building Component VA 22314. Tampa, FL 33610 Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312 Alexandria- Job Truss Truss Type Qty Ply Wright _ T11984980 74288 GRD HIP i 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL /:640 S Aug 16 2U1 f Mn eK rnaaerrIeS, inc. rue Aep uD lO:ue:04 zul / Page z ID:x5JbMDpnSrrSSy4cPglmQZzMZS= cd5eTVHHWNptFXsWMGbmNOg8hN5nzSRIj4QiIPyglWt LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=-14, 2-4=-54, 4-8= 54, 8-10= 54, 10-11= 14, 20-23=-20 Concentrated Loads (lb) Vert: 4= 57(B) 6= 44(B) 8= 57(B) 18=86(B) 13=86(B) 26=-44(B) 27=-44(B) 28=-44(B) 29= 44(B) 31=-44(B) 33=-44(B) 34=-44(B) 35=-44(B) 36=-7(B) 37=-7(B) 38= 7(B) 39=-7(B) 40=-7(B) 41=-7(B) 42= 7(B) 43=-7(B) 44=-7(B) Q WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MI1-7473 rev. 10103/2015 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 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 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 Wright T11984981 74288 GRE MONO HIP 1 i Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 7.640 s Aug 16 2017 MII eK Industries, Inc. I ue Sep 05 15:08:54 2017 rage i I D:x5JbMDpnSrrSSy4cPglmQZzMZS_-cd5eTVH H W NptFXsW MGbmNOq E6NC_zbLlj4Qil Pygf Wt i 5.0-0 _ 6-8-0 i 5-0-0 1-8-0 3X, 3x4 11 4x8 = 3x4 11 Sx6 = Scale = 1:25.4 Plate Offsets (X,Y)-- (2.0-5-0 0-2-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.24 Vert(LL) 0.04 5-6 >999 . 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.12 Vert(TL) -0.04 5-6 >999 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.12 Horz(TL) -0.00 4 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight: 44 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (lb/size) 6=231/0-8-0, 4=212/0.8-0 Max Horz6=182(LC 8) Max Uplift6— 22O(LC 8), 4=-373(LC 8) Max Grav6=231(LC 1), 4=375(LC 36) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-4= 353/402 Structural wood sheathing directly applied or 6-0-0 oc puriins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=16ft; B=51ft; L=60ft; eave=7ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional); end vertical left exposed; porch left and right exposed; 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 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 Qt=lb) 6=220, 4=373. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated loads) 239 lb down and 218 lb up at 5-0-0 on top chord, and 310 lb down and 156 lb up at 5-0-0 on bottom chord. The design/selection 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 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-2= 54, 2-3— 54, 4-6=-20 Concentrated Loads (lb) Vert: 2=-57(B) 5=86(B) 0 WARNING - Verify 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 verity the appllcabllity 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 M!Tek' 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 Quality Criteria, DSB-89 and BCSI Buliding 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 Pty Wright T119849t32 74288 GRG HIP 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 7.640 s Aug 16 2017 MiT ek industries, Inc. I ue Sep 05 15:08:56 2017 rage 1 1D:x5JbMDpnSrrSSy4cPglmQZzMZS= Y?CPuBJX2_3bVrOvThdESRvXOAgVRMi2ANvpNHygfWr 2-4-0 7-0-0 12-4-9 17-7-7 23-0-0 27-8-D 30-0.0 30 -2 0 -2 2-4-0 4-8-0 5-4-9 5-2-13 5-4-9 4-8-0 2-4-0 0-0-2 Scale = 1:52.0 4x8 = 2x3 II 3x4 = 4x8 = 6.00 FIT 4 24 25 5 26 27 28 29 30 6 31 32 17 16 -- -- 15 -- "" -_ 13 -- -- 12 11 3x4 - 3x6 11 4x4 = 3x8 = 4x6 = 3x4 = 4x4 = 3x6 11 3x4 = 27-8-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.41 Vert(LL) 0.17 13-15 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.38 Vert(TL) -0.20 13-15 >999 240 BCLL 0.0 Rep Stress [nor NO WB 0.64 Horz(TL) 0.04 11 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight: 155 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-4-8 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 5-6-8 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 17=1263/0-8-0, 11 =1 263/0-8-0 Max Harz 17=-156(LC 30) Max Uphill 7= 1185(LC 8), 11=-1094(LC 8) Max Grav 17=1 568(LC 36), 11=1569(LC 37) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-4=-1896/1343, 4-24=-2599/1960, 24-25=-2599/1960, 5-25=-2599/1960, 5-26=-2599/1960, 26-27=-2599/1960, 27-28=-2599/1960, 28-29=-2599/1960, 29-30= 2599/1960, 6-30=-2599/1960, 6-31=-2602/1968, 31-32=-2602/1968, 7-32=-2602/1968, 7-8= 1898/1362 BOT CHORD 16-33= 1090/1715, 33-34= 1090/1715, 15-34=-1090/1715, 15-35=-1774/2624, 14-35_ 1774/2624, 14-36= 1774/2624, 36-37=-1774/2624, 13-37=-1774/2624, 13-38=-1067/1612, 38-39=-1067/1612, 12-39= 1067/1612 WEBS 3-17= 1513/1161, 3-16= 1216/1714, 4-16=-293/198, 4-15= 659/1210, 5-15= 435/435, 6-13=-457/434, 7-13= 863/1212, 7-12= 294/185, 8-12= 1165/1712, 8-11=-1511/1113 NOTES- . 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=16ft; B=51ft; L=60ft; eave=7ft; Cat. II; Exp C; Encl., GCpl=0.18; MW FRS (directional); cantilever left and right exposed; 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 100lb uplift at joint(s) except (jt=lb) 17=1185,11=1094. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 239 lb down and 218 lb up at 7-0-0, 129 lb down and 124 lb up at 9-0-12, 129 lb down and 124 lb up at 11-0-12, 129 lb down and 124 lb up at 13-0-12, 129 lb down and 124 lb up at 15-0-12, 129 lb down and 124 lb up at 16-11-4, 129 lb down and-124 lb up at 18-11-4, and 129 lb down and 124 lb up at 20-11-4, and 239 lb down and 218 lb up at 23-0-0 on top chord, and 215 lb down and 166 lb up at 7-0-0, 64 lb down and 40 lb up at 9-0-12, 64 lb down and 40 lb up at 11-0-12, 64 lb down and 40 lb up at 13-0-12, 64 lb down and 40 lb up at 15-0-12, 64 lb down and 40 lb up at 16-11-4, 64 lb down and 40 lb up at 18-11-4, and 64 lb down and 40 lb up at 20-11-4, and 215 lb down and 166 lb up at 22-11-4 on bottom chord. The design/selection 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). MfQg&§XJ&§t<andard © WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MI1-7473 rev. f0/03/2015 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 10 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 fabricatlon, 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 Pty Wright T11984982 74288 GRG HIP 1 1 Job Reference (optional) Chambers I fuss, Inc., Fort pierce, FL 1A4u s Aug to eu 1/MII—u—bulub, mu. 1 uu o,pvv io--av i, r u. I D:x5JbMDpnSrrSSy4cPglmQZzMZS_-Y?CPuBJX2_3bVrOvThdES RvXOAgVRMi2ANvpNHygf W r LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2= 14, 2-4=-54, 4-7=-54, 7-9= 54, 9-10=-14, 18-21=-20 Concentrated Loads (lb) Vert: 4=-57(B) 7— 57(B) 16=86(B) 12=86(B) 24= 44(B) 25— 44(B) 26= 44(B) 28=-44(B) 30=-44(B) 31= 44(B) 32=-44(B) 33= 7(B) 34=-7.(B) 35= 7(B) 36= 7(B) 37— 7(B) 38= 7(B) 39= 7(B) Q WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 10/0312015 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 MiTe k' prevent 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 Quality Criteria, DSR-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 Wright T11984983 74288 HV20 GABLE 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Sep 05 15:08:56 2017 Page 1 I D:x5JbMDpnSrrSSy4cPglmQZzMZS= Y?CPuBJX2_3bVrOvThdESRvSVAoHRUW2ANvpNHygfWr 10-0-0 4x5 = 3x4 i R 7 6 3x4 2x3 II 5x6 = 2x3 11 Scale = 1:34.2 20-0-0 _ 20-0-0 Plate Offsets (Y Y)— f7.0-3-0 0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.76 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.45 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES W B 0.14 Horz(TL) 0.00 5 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix) Weight: 72 lb FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SP No.3 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. OTHERS 2X4 SP No.3 REACTIONS. All bearings 20-0-0. (Ib) - Max Harz 1=205(LC 11) Max Uplift All uplift 100 lb or less at joint(s) 1, 5 except 7=-101(LC 12), 8=-308(LC 12), 6=-308(LC 12) Max Grav All reactions 250 lb or less at joint(s) 1, 5 except 7=401(LC 1), 8=498(LC 17), 6=498(LC 18) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 3-7=-274/186, 2-8= 395/472, 4-6=-395/472 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=16ft; B=51it; L=60ft; eave=711; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) 0-7-7 to 6-7-0, Intedor(1) 6-7-0 to 10-0-0, Extedor(2) 10-0-0 to 16-0-0 zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 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) 1, 5 except (jt=lb) 7=10118=308,6=308. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Q WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1=7473 rev. 1010312015 BEFORE USE. ' Design valid for use only with M1Tek® 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 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 ype Qty Ply Wright " T71984984 74268 HV24 GABLE 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Sep 05 15:08:57 2017 Page 1 ID:x5JbMDpnSrrSSy4cPglmQZzMZS= OCmn5XJ9plBS6?b51O9T?eSipaDcAxhBPlfMvkygfWq i 9-9-8 14-0-8 23-10-0 i 9-9-8 4-3-0 9-9-8 3x6 = 2x3 11 3x6 = Scale=1:39.2 3x4 3x4 2x3 11 5x6 = 23-10-0 23-1 n-0 2x3 11 Plate Offsets (X,Y)-- (3:0-3-0,G-2-01,(5:0-3-0,0-2-01,(9:0-3-0,0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.21 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.19 Vert(rL) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.15 HOrz(TL) 0.01 7 n/a n/a BCDL 10.0 Code FBC2014/fP12007 (Matrix) Weight: 86 lb FT = 20% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 OTHERS 2x4 SP No.3 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. REACTIONS. All bearings 23-10-0. (Ib) - Max Horz 1=-201(LC 10) Max Uplift All uplift 100 lb or less at joint(s) 9 except 1= 106(LC 12), 7=-107(LC 12), 10= 307(LC 12), 8=-306(LC 12) Max Grav All reactions 250 lb or less at joint(s) 1, 7 except 9=448(LC 17), 10=562(LC 17), 8=563(LC 18) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-11=-272/94, 2-12=-263/289, 3-12= 246/302, 3-4=-177/305, 4-5=-178/306, 5-13=-248/305, 6-13=-264/292, 7-14=-252/83 WEBS 2-10=-400/487, 6-8— 398/487 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=16ft B=51ft; L=60ft; eave=7ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) 0-7-7 to 6-7-0, Interior(1) 6-7-0 to 9-9-8, Exterior(2) 9-9-8 to 14-0-8, Interior(1) 20-0-2 to 23-2-9 zone; cantilever left and right exposed ;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) Gable requires continuous bottom chord bearing. 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, with BCDL = 1 O.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 9 except Qt=lb) 1 =1 06 , 7=107, 10=307, 8=306. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 0 WARNING- Verity design peramefers and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE Mll--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 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, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I r3uallty 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 Jab Truss Truss Type Qty Ply Wright T11984985 74288 J1 MONO TRUSS 18 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 21 3-0-0 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Sep 05 15:08:57 2017 Page 1 ID:xSJbMDpnSrrSSy4cPglmQZzMZS= OCmn5XJ9plBS6?b51O9T?eSjSa86AxdBPlfMvkygfWq Scale = 1:12.3 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Weft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.36 Vert(LL) 0.00 6 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.48 Vert(TL) 0.00 6 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.15 Horz(TL) 0.02 4 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Wind(LL) -0.00 6 >999 240 Weight: 11lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc pudins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS - 2x4 SP No.3 REACTIONS. (lb/size) 4= 107/Mechanical, 5=-132/Mechanical, 6=452/0-8-0 Max Horz6=78(LC 12) Max Upl1ft4=-107(1_C 1), 5= 132(LC 1), 6— 410(LC 12) Max Grav4=87(LC 12), 5=119(LC 12), 6=452(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 3-6=230/502 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=16ft; B=51ft L=60111; eave=7ft Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone; cantilever left exposed ;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 100 lb uplift at joint(s) except (jt=lb) 4=107, 5=132, 6=410. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Q WARNING - Verify deslgn parameters and READ NOTES ON THIS AND INCLUDED MrrEK REFERANCE PAGE Mll--7473 rev. 1010312015 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, 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 fabrication, storage, dellvery, erection and bracing of trusses and truss systems, seeANSf/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 Wright T11984986 74288 J3 MONO TRUSS 17 1 . Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL t.o40 s Aug i 6 zui r MiT ek mausiries, inc. 1 ue Sep 06 15:06:66 2017 rage 1 I D:x5JbMDpnSrrSSy4cPglmQZzMZS_-UOK91tKnacJlk99Hb6giXs?wr_XJvOoKehOvRAygf Wp 5-0-0 6 3X4 = 2xs 11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.26 Vert(LL) -0.00 6 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.23 Vert(TL) -0.00 5-6 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.15 Horz(TL) -0.00 4 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Wind(LL) -0.00 5-6 >999 240 LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=52/Mechanical, 5=-44/Mechanical, 6=350/0-8-0 Max Horz6=132(LC 12) Max Uplift4=-57(LC 12), 5=-44(LC 1), 6= 257(LC 12) Max Grav4=67(LC 17), 5=34(LC 10), 6=350(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-384/161 BOT CHORD 2-6=-113/388 WEBS 3-6=-275/518 Scale = 1:18.2 PLATES GRIP MT20 244/190 Weight: 21 lb FT = 20%6 BRACING - TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=16ft; B=51ft; L=60ft; eave=7ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) zone; cantilever left exposed ;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 100 lb uplift at joint(s) 4, 5 except Qt=lb) 6=257. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Q WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MII.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. fabricalion, 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 Qty Ply Wright T71984987 74288 J3A MONO TRUSS 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 3-0-0 3) 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Sep 05 15:08:58 2017 Page 1 I D:x5JbMDpnSrrSSy4cPglmQZzMZS_-UOK91tKnacJ Ik99Hb6giXs?uY_ZvvQTKehOvRAygf Wp 3x4 I V^ Scale = 1:17.5 LOADING (psf) SPACING- 2-0-0 CSI. DEFL- in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.34 Vert(LL) -0.00 3-4 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.12 Vert(TL) -0.01 3-4 >999 240 BCLL 0.0 Rep Stresslncr YES WB 0.05 Horz(TL) -0.00 2 n/a n/a BCDL 10.0 Code FBC2014ITP12007 (Matrix-M) Wind(LL) 0.00 4 """" 240 Weight: 15lb FT =20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 _ TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc pudins, except BOT CHORD 2x4 SP No.3 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 2=73/Mechanical, 4=99/0-8-0, 3=26/Mechanical Max Horz4=74(LC 12) Max Uplift2=-81(LC 12), 4= 4(LC 12), 3=-24(LC 12) Max Grav2=91(LC 17), 4=99(LC 1), 3=51(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (8-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=16ft B=51ft L=60ft; eave=7ft; 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 100 lb uplift at joint(s) 2, 4, 3. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 0 WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE 11411-7473 rev, 10/03P1015 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 fabricattom 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, Alexandrla. VA2231A. Tampa, FL 33610 Job Truss Truss Type Qty Ply Wright T11984988 74288 JS MONO TRUSS 32 i Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 7.640 s Aug 16 2017 Mi I eK IneUSlrles, Inc. r ue sep ub lb:u6:be zu1 r rage l I D:x5JbM DpnSrrSSy4cPglmQZzMZS_-yauXW DLQLvR9MJkU8pBx43X5KOstertUtL8Tzcygf W o 7-0-0 ..`. 6 3x6 = 2x3 I I Scale = 1:23.3 2-0-0 2-4 7-0-0 4-8-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.21 Vert(LL) -0.01 5-6 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.27 Vert(TL) -0.03 5-6 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.16 Horz(TL) 0.00 4 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Wind(LL) -0.00 5-6 >999 240 Weight: 30lb FT=20% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=98/Mechanical, 5=26/Mechanical, 6=382/0-8-0 Max Horz 6=186(LC 12) Max Uplift4— 108(LC 12), 5= 20(LC 9), 6_ 249(LC 12) Max Grav4=124(LC 17), 5=70(LC 10), 6=382(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3_ 305/89 BOT CHORD 2-6=-33/274 WEBS 3-6_ 289/552 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vuit=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=16ft; B=51ft; L=60ft; eave=7ft Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Extehor(2)-0-0-15 to 5-10-11, Interior(1) 5-10-11 to 6-10-4 zone; cantilever left and right exposed ;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 100 lb uplift at joint(s) 5 except Qt=lb) 4=108 , 6=249. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 0 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MR'EK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MITek® connectors. This design Is fused only upon parameters shown, and Is for an Individual building component not a truss system. Before use, the building designer must vedfy 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 Quality Cdterta, 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 Pty r T71984989 74288 JU MONO TRUSS 18 1 wobgR'eference o tional Chambers Truss, Inc., Fort Pierce, FL 7.640 s Aug 16 2017 Mi I ek Inaustnes, Inc. I ue Sep ub tb:uts:b9 2u1 r rage i ID:x5JbMDpnSrrSSy4cPglmQZzMZSL- yauXWDLQLvR9MJkU8pBx43X7AOtSetRUtL8Tzcygtwo 0 -2 11-0-0 O- -2 -0-0 Scale = 1:7.1 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.09 Vert(LL) -0.00 7 n/r 120 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.23 Vert(TL) -0.00 7 n/r 120 BCLL 0.0 ' Rep Stress Incr YES W B 0.00 Horz(TL) 0.00 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight: 3 lb - FT = 20% LUMBER- BRACING- TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 3=-O/Mechanical, 4=74/Mechanical Max Horz3=58(LC 1), 4=69(LC 12) Max Uplift4=-76(LC 12) Max Grav4=74(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=16fh B=51ft; L=soft; eave=7ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) zone; cantilever left exposed ;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 100 lb uplift at joint(s) 4. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Q WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MIP7473 rev. 10/03,2015 BEFORE USE. ' Design valid for use only with MITekO connectors. fits 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 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 3 1 Z Alexandria VA 22314. Tampa, FL 33610 r Job Truss Truss Type Qty, Ply Wright T11984990 74288 KJ5 MONO TRUSS 9 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 7.6w s nu9 w 1 ­. 1 N ..aa= I D:x5JbMDpnSrrSSy4cPglmQZzMZS_-QnSwjZM26DaOzSJgiXiAdH4FrnDnNJkd5?tOW2ygf W n 3-2-14 6-4-7 9-10-1 0 -3 3-2-14 3-1-10 3-5-9 2x3 11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.29 Vert(LL) -0.02 7-8 >999 240 TCDL 7.0 Lumber DOL 1.25 BC 0.23 Vert(TL) 0.02 7-8 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.13 Horz(TL) -0.00 5 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) LUMBER- BRACING - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 5=74/Mechanical, 8=345/0-11-5, 6=-61/Mechanical Max Harz 8=186(LC 8) Max Uplift5=-71(LC 8), 8— 589(LC 8), 6=-138(LC 17) Max Grav5=89(LC 17), 8=726(LC 28), 6=155(LC 23) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-341/489, 3-12=-380/306, 4-12=-276/221 BOT CHORD 2-14_ 428/346, 8-14=-428/346, 8-15=-428/159, 7-15=-428/159 WEBS 3-8— 521/365, 3-7— 280/389, 4-7=-277/90, 4-6=-247/271 Scale = 1:22.9 3x4 = PLATES GRIP MT20 244/190 Weight: 45lb FT=20% TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=16ft; B=51fh L=60ft; eave=7ft; Cat. 11; Exp C; Encl., GCpj=0.18; MW FRS (directional); cantilever left exposed; 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 100 lb uplift at joint(s) 5 except (jt=ib) 8=589 , 6=138. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 152 lb down and 183 lb up at 4-4-0, 152 lb down and 183 lb up at 4-4-0, and 111 lb down and 103 lb up at 7-1-15, and 111 lb down and 103 lb up at 7-1-15 on top chord, and 86 lb down and 104 lb up at 1-6-1, 86 lb down and 104 lb up at 1-6-1, 110 lb down and 160 lb up at 4-4-0, 110lb down and 160 lb up at 4-4-0, and 30 lb down and 72,lb up at 7-1-15, and 30 lb down and 72 lb up at 7-1-15 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2= 14, 2-5= 54, 6-9=-20 Concentrated Loads (lb) Vert: 12=138(F=69, B=69) 13=49(F=25, B=25) 14=-91(F=-46, B=-46) 15=183(F=92, B=92) 16=79(F=39, B=39) Q WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEIVREFERANCE 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. ihe,bullding 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 MiTeW 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. Alexandria VA 22314. Job Truss Truss Type Qty Ply Wright T11984991 74288 MV2 VALLEY 5 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 7.640 s Aug 16 2017 MI I eK Industries, Inc. I ue Sep ub 1 b:u8:uu 201 f rage 1 I D:x6JbMDpnSrrSSy4cPglmQZzMZS_-QnSwjZM26DaOzSJgiXiAdH416nGoN Khd5?tOW 2ygfwn 2-M 2-0-0 Scale = 1:7.9 3x4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.08 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.03 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress ]nor YES WB 0.00 Horz(TL) -0.00 2 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix) Weight: 5 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=51/2-0-0, 2=37/2-0-0, 3=14/2-0-0 Max Horz 1=38(LC 12) Max Upliftl=-18(LC 12), 2=-41(LC 12) Max Gravl=54(LC 17), 2=46(LC 17), 3=28(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=16ft B=51fh L=60ft; eave=7ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 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. 5) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 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) 1, 2. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 1010312016 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 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 J r Job Truss Truss Type Qty Ply Wright T11984992 74288 MV4 VALLEY 5 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Sep 05 15:09:01 2017 Page 1 ID:x5JbMDpnSrrSSy4cPgimQZzMZS= uzOixuNgsXitbcusGEDP9UcNKBZK6nxnKfda2VygfWm 4-0-0 4-0-0 3x4 i 3x4 11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.50 Vert(LL) n/a n/a 999 TCDL 7.0 Lumber DOL 1.25 BC 0.21 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 n/a n/a BCDL 10.0 Code FBC2014lfPI2007 (Matrix) LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (lb/size) 1=120/4-0-0, 3=120/4-0-0 Max Harz 1=88(LC 12) Max Upliftl— 43(LC 12), 3= 87(LC 12) Max Gravl=126(LC 17), 3=141(LC 17) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Scale = 1:13.0 PLATES GRIP MT20 244/190 Weight: 14 lb FT = 20% Structural wood sheathing directly applied or 4-0-0 oc purling, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=16ft; 13=51ft; L=60ft; eave=7ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 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. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3. 6) "Semi -rigid pitchbreaks Including heels" Member end fbillty model was used in the analysis and design of this truss. Q WARNING- Verlfy design parameters and READ NOTES ON THIS AND INCLUDED mrTEK REFERANCE PAGE M11-7473 rev. 1010212015 BEFORE USE. ' Design valid for use only with MITek® connectors. This design is based oNy 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 fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criterla, 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 J. r Job Truss Truss Type Qty Pty Wright T11964993 74286 MV6 VALLEY 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 7.640 s Aug 16 2017 Mr I ex Industries, Inc. I ue Sep 05 15:09:01 2017 rage 1 I D:x5JbMDpnSrrSSy4cPglmQZzMZS=uzOIxuNgsXitbcusGEDP9UcQgBbh6m2nKfda2VygfWm 3x4 11 3 5 4 3x4 2x3 11 3x4 II Scale = 1:18.8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.27 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.12 Vert(TL) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.12 Horz(fL) 0.00 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix) Weight: 23 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 BOT CHORD OTHERS 2x4 SP No.3 t REACTIONS. (lb/size) 1=61/6-0-0, 4=83/6-0-0, 5=243/6-0-0 Max Horz 1=142(LC 12) Max Uplift4=-60(LC 12), 5=-176(LC 12) Max Grav 1=61(LC 1), 4=98(LC 17), 5=287(LC 17) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-263/104 WEBS 2-5=-221/407 Structural wood sheathing directly applied or 6-0-0 oc pudins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=16ft; B=51f; L=60ft; eave=7ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psi 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. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4 except Qt=lb) 5=176. 6) "Seml-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. WARNING- Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MI1-7473 rev. 1010M015 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 , I V n� I iTe W 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 BCSI Building Component Street, 6904 Parke East Blvd. Tampa, FL 33610 Safety Information available from Truss Plate Institute, 218 N. Lee Suite 312. Alexandria, VA 22314. Jab Truss Truss Type Qty Ply Wright T11984994 74288 V4 VALLEY 1 1 , Job Reference (optional) Chambers Truss. Inc., Fort Pierce, FL 7.640 s Aug 16 2017 MI I ek Industries, Inc. I ue Sep ub 1b:uy:a:i 2017 Page i ID:x5JbMDpnSrrSSy4cPglmQZzMZS= rM82MaOwOBybgw2FNfGtEvioh?GdahR3nz6g6NygfWk i 2-0-0 4-0-0 _ 2-0-0 2-0-0 3x6 = 2 3x4 i 3x4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d TCLL 20.0 Plate Grip DOL 1.26 TC 0.12 Vert(LL) n/a n/a 999 TCDL 7.0 Lumber DOL 1.25 BC 0.15 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix) LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 1=102/4-0-0, 3=102/4-0-0 Max Horz 1= 30(LC 10) Max Upliftl= 55(LC 12), 3=-55(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Scale = 1:7.8 PLATES GRIP MT20 244/190 Weight: 11 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=16ft; B=51ft; L=60ft; eave=7ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 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 atjoint(s) 1, 3. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 0 WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED M17EKREFERANCE PAGE MIl--7473 rev. 10103/2015 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 prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing M iTe k° Is always required for stability and to prevent collapse wtlh possible personal Injury and property damage. For general guidance regarding the fabricatlom 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 C r r Job Truss Truss Type Qty Ply Wright T11984995 74268 VB VALLEY 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 7.640 s Aug 16 2017 M7ek Industries, Inc. Tue Sep 05 15:09:03 2017 Page 1 ID:x5JbMDpnSrrSSy4cPglmQZzMZS= rM82MaOwO8ybgw2FNfGtEvihZ?FzagJ3nz6g6NygfWk r 4-" _ 8-0-0 4-0.0 4-0-0 3x4 G 2x3 11 4x4 = 3x4 Scale = 1:15.0 8-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.51 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.19 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress ]nor YES WB 0.07 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code FBC2014ITP12007 (Matrix) Weight: 25lb FT =20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 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. OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 1=125/8-0-0, 3=125/8-0-0, 4=250/8-0-0 Max Horz 1=-74(LC 10) Max Upliftl_ 86(LC 12), 3= 86(LC 12), 4=-98(LC 12) Max Grav1=127(LC 17), 3=137(LC 18), 4=250(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=16ft; B=51ft; L=60ft; eave=7ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 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)1, 3, 4. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MIIEK REFERANCE PAGE Mrh7473 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 property Incorporate this design Into the overall - bdiding 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 10 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 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 4 r t Job Truss Type City Ply Wright ' T11984996 74288 JTruss V12 VALLEY 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 7.640 s Aug 16 2017 M7ek Industries, Inc. Tue Sep 05 15:09:02 2017 Page 1 I D:x5JbM DpnSrrSSy4cPglmQZzMZS_-N9agBENldggkDmT3qykeii9aMbwarDcwZJ M7axygf WI 6-0-0 12-0-0 i 6-0-0 ' 6-0-0 Scale = 1:20.8 4x4 = 8 7 6 3x4 i 2X3 II 2x3 11 2x3 11 3x4 12-0-0 12-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.29 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.14 Vert(TL) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.10 Horz(TL) 0.00 5 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix) Weight: 44 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 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. OTHERS 2x4 SP No.3 REACTIONS. All bearings 12-0-0. . (lb) - Max Horz 1 =-1 1 7(LC 10) Max Uplift All uplift 100 lb or less at joint(s) 1, 5 except 6= 190(LC 12), 8=-190(LC 12) Max Grav All reactions 250 lb or less at joint(s) 1, 5, 7 except 6=31 O(LC 18), 8=31 O(LC 17) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 4-6= 229/342, 2-8=-230/342 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuit=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=16ft; B=51ft; L=60ft; eave=7ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load noriconcurrent 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) 1, 5 except Ot=lb) 6=190, 8=190. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used In the analysis and design of this truss. ® WARN/NG - Verity design parameters end READ NOTES ON THIS AND INCLUDED MrrEKREFERANCE PAGE M11-7473 rev. 101=015 BEFORE USE Design valid for use only with M1TekO 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 iviiTek' 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 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 f, r Job Truss russType Qty Ply Wright T71984997 74288 V16 VALLEY 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 7.640 s Aug 16 2017 MTek Industries, Inc. Tus Sep 05 15:09:02 2017 Page 1 ID:x5JbMDpnSrrSSy4cPglmQZzMZS= N9agBENldggkDmT3qykeii9Z?bysrDOwZJM7axygfWl 8-0-0 16-0-0 8-0-0 8-0-0 3x4 i 4x4 = 2x3 11 2x3 11 2x3 11 3x4 Scale = 1:27.6 16-0-0 16-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.37 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.06 Vert(TL) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES W B 0.12 Horz(TL) 0.00 5 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix) Weight: 58 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. All bearings 16-0-0. (lb) - Max Horz 1=-161(LC 10) Max Uplift All uplift 100 lb or less at joint(s) 1, 5, 7 except 6— 235(LC 12), 8=-235(LC 12) Max Grav All reactions 250 lb or less at joint(s) 1, 5 except 7=251(LC 1), 6=381(LC 18), 8=381(LC 17) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 4-6=-293/387, 2-8= 293/387 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=16ft; B=5111t; L=60ft; eave=7lt; Cat. 11; Exp C; Encl., GCpi=0.18; MIN FRS (directional) and C-C Exterior(2) 0-7-7 to 6-7-0, Interlor(1) 6-7-0 to 8-0-0, Exterior(2) 8-0-0 to 13-11-10 zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 5, 7 except Qt=lb) 6=235, 8=235. 7) "Semi -rigid pitchbreaks Including heels" Member end fixity model was used in the analysis and design of this truss. Q WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEKREFERANCE PAGE MI1-7473 rev. 10103,2015 BEFORE USE. ' Design valid for use only with MTTekO connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a miss system. Before use. the building designer must verify the appllcablllty 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, 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 Symbols PLATE LOCATION AND ORIENTATION 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. 0'1/1 dr For 4 x 2 orientation, locate plates 0-110 from outside edge of truss. This symbol indicates the required direction of slots in connector plates. ' Plate location details available in Mi7ek 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 ft-in-sixteenths (Drawings not to scale) 2 TOP CHORDS 7 JOINTS ARE GENERALLY NUMBEREDAETTERED 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-brocing, is always required. See BCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 4. Provide copies of this 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. B. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. . 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 13. Top chords must be sheathed or purlins provided at spacing indicated on design. 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. 17, Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone is not sufficient. 20. Design assumes manufacture in accordance with ANSI/TPI 1 Quality Criteria.