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HomeMy WebLinkAboutTruss�I MiTek' RE: 74602 - Aultz Lumber design'.va{ues are1h accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. Site Information: Customer Info: GROUP ONE CONSTRUCTION Project Name: AULTZ Model: Lot/Block: Subdivision: Address: UNKNOWN 'y. City: PORT ST LUCIE State: FL MiTek USA, Inc. 6904 Parke East Blvd. Tampa, FL 33610-4115 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: 170 mph Roof Load: 37.0 psf Floor Load: N/A psf This package includes 70 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# Truss Name Date No. I Seal# I Truss Name I Date 1 1 T12121800 1 ATA 9/26/17 118 1 T12121817 G4 9/26/17 12 1 T12121801 I ATB 1 9/26/17 119 1112121818 1 GRA 1 9/26/17 1 13 I T12121802 1 ATC 1 9/26/17 120 1 T12121819 1 GRA1 1 9/26/17 1 14 1 T12121803 1 ATD 1 9/26/17 121 1 T12121820 1 G R B 1 9/26/17 15 1 T12121804 1 D 1 9/26/17 122 1 T12121821 1 GRB1 1 9/26/17 1 6 1 T12121805 D1 9/26/1 123 1 T12121822 1 GRC 9/26/17 �7 T12121806 D2 9/26/17 124 1 T12121823 1 GRD 1 9/26/17 1 18 1 T12121807 1 D3 1 9/26/17 125 1 T12121824 1 GRE 1 9/26/17 19 1 T12121808 1 D4 1 9/26/17 126 1 T12121825 1 GRG 1 9/26/17 110 1 T121218091 D5 1 9/26/17 127 1 T12121826 1 GRK 1 9/26/17 j Ill I T121218101 E 1 9/26/17 128 1 T1 2121827 1 G R M 1 9/26/17 112 T1 2121811 1 E1 1 9/26/17 129 I T12121828 I J1 1 9/26/17 113 T12121812 1 E2 1 9/26/17 130 I T12121829 I J3 1 9/26/17 [ 14 T12121813 I G 9/26/17 31 I T12121830 I J5 1 9/26/17 1 t'5 T121218141 G1 1 9/26/17 132 I T12121831 I J5C 1 9/26/17 16 1 T12121815 I G2 1 9/26/17 133 IT12121832IJ5P 1 9/26/17 117 1 T12121816 1 G3 1 9/26/17 134 I T12121833 I J7 1 9/26/17 1 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: Lee, Julius 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 custorn�palle Copy file reference purpose only, and was not taken into account in the preparation oo>'' 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. ,,,,%tt111,1fill.. vL1US LE ii J....... F �i E IV S N 34869 STATE OF '4U OR X /ONALS'.o ���1111111'1�� Julius Lee PE No.34869 MITek USA, Inc. FL Cert 6634 6904. Parke East Blvd. Tampa FL 33610 Date: September 26,2017 Lee, Julius 1 of 2 RE: 74602 - Aultz Site Information: Customer Info: GROUP ONE CONSTRUCTION Project Name: AULTZ Model: Lot/Block: Subdivision: Address: UNKNOWN City: PORT ST LUCIE State: FL No. I Seal# I Truss Name I Date 135 IT121218341,JA 1 9/26/17 1 136 I T12121835 1 JA3 1 9/26/17 137 I T12121836 1 JA5 1 9/26/17 138 I T12121837 1 JA7 1 9/26/17 139 I T12121838 I JB5 1 9/26/17 140 I T12121839 I JB7 19/26/17 141 I T12121840 1 JC 1 9/26/17 142 I T12121841 1 JC5 1 9/26/17 143 1 T12121842 1 JC7 1 9/26/17 144 I T12121843 1 JP1 1 9/26/17 145 I T12121844 1 JP3 1 9/26/17 146 I T12121845 1 J P7 1 9/26/17 147 I T12121846 1 JU 1 9/26/17 148 I T12121847 1 JU 1 1 9/26/17 149 1 T12121848 1 JU3 1 9/26/17 150 T12121849 1 JXA 1 9/26/17 151 T12121850 1 K 1 9/26/17 152 1 T12121851 1 KJ3 1 9/26/17 153 1 T12121852 1 KJ5 1 9/26/17 154 1 T12121853 1 KJ7 1 9/26/17 155 1 T12121854 I KRA 1 9/26/17 156 T12121855 KJA7 1 9/26/17 157 T12121856 KJ B7 1 9/26/17 158 1 T12121857 I KJC 1 9/26/17 159 1 T12121858 1 KJC7 1 9/26/17 160 1 T12121859 1 KJM 1 9/26/17 161 I T12121860 1 KJ P7 19/26/17 1 162 1 T1 2121861 1 MHV6 1 9/26/17 163 1 T12121862 1 MHV10 19/26/17 I 64 1 T12121863 1 MV2 9/26/17 65 1 T12121864 1 MV4 1 9/26/17 166 1 T12121865 1 MV6 1 9/26/17 167 1 T12121866 1 MV8 1 9/26/17 168 1 T12121867 1 V4 1 9/26/17 169 1 T12121868 1 V8 1 9/26/17 170 1 T12121869 1 V12 1 9/26/17 1 2of2 Job Truss Truss Type Qty Ply Ault T12121600 74602 ATA ROOF TRUSS 2 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL 7.640 s Aug 16 2017 MTek Industries, Inc. Tue Sep 26 14:21:35 2017 Page 1 1 D:OX_tLpIBLXBj 1 nQCwr4fngyb7O7-DCARP3pvMZPTYeD21xiXFci5ZcAiGgKgXjn2T4yZl FE 1-8-0 7-11-8 10.4-0 13-7-0 15-11-8 22-3-0 23-11.0 1-8-0 6-3-8 2-4-8 3-3-0 - 2-4-8 6-3-8 1-8.0 4x4 = 4x4 = 28 Scale = 1:42.3 16 3x6 = = 3x6 = 11 3x4 = 3x4 = 3x6 1 4x4 4x4 = 3x6 II Plate Offsets (XY)-- i1.0-1-0 Edge], i10.0-1-0 Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.38 Vert(LL) -0.35 13-14 >713 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.90 Vert(TL) -0.60 13-14 >408 240 BCLL 0.0 Rep Stress Incr YES WB 0.49 Horz(TL) 0.02 11 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Wind(LL) -0.28 14-16 >873 240 Weight: 118lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-8-10 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 4-7 REACTIONS. (lb/size) 16=1028/0-8-0, 11=1028/0-8-0 Max Harz 16=263(LC 11) Max Upliftl6=-599(LC 12), 11=-515(LC 12) Max Grav 1 6=1 179(LC 18), 11=1179(LC 19) FORCES. (lb) - Max Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2= 289/85, 2-25— 1589/761, 25-26= 1519/764, 3-26= 1500/774, 3-4= 1318/821, 4-27=-315/107, 5-27=-278/140, 6-28=-278/140, 7-28=-315/107, 7-8— 1315/821, 8-29=-14961774, 29-30— 1516/764, 9-30_ 1585/761, 9-10— 257/98 BOT CHORD 1-16=-161/283, 13-14= 442/1401, 12-13=-161/257, 11-12= 161/257, 10-11= 161/257 WEBS 2-16= 1313/1009, 2-14=-393/1184, 3-14=0/359, 8-13=01359, 9-13=-393/1175, 9-11= 1307/1009, 4-17=-1203/811, 17-18=-1189/808, 7-18=-1199/811 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=24ft; B=85ft; L=62ft; eave=7ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 6-2-6, Interior(1) 6-2-6 to 10-4-0, Exterior(2) 10-4-0 to 13-7-0, Interior(1) 19-9-6 to 23-11-0 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) 120.01b AC unit load placed on the top chord, 11-11-8 from left end, supported at two points, 5-0-0 apart. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Ceiling dead load (5.0 psf) on member(s). 3-4, 7-8, 4-17, 17-18, 7-18 8) Bottom chord live load (30.0 psf) and additional bottom chord dead load (5.0 psf) applied only to room. 13-14 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb)16=599, 11=515. 10) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 11) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE. ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MI1.7473 rev. 10/0=015 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 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 �A ek• Mi tr 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, Mexandrla, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply AuHz T12121801 74602 ATB ROOF TRUSS 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL r. s n 9 .o co r mi. .1 ­„ r • • a� I D:OX_tLpIBLX8j 1 nQCwr4fngyb7O7-DCARP3pvMZPTYeD21xiXFci5W cAiGgLgXjn2T4yZIFE 1-8-0 7-11.8 10-4-0 11-1.1-8 13-7-0 15-11-8 22-3-0 23-11-0 1-8-0 6-3-8 2-4-8 1-7-8 1-7-8 2-4-8 6-3-8 1-8-0 Scale = 1:47.2 4x4 = I� a 3x6 3x6 = 4x4 = 4x4 = 3x6 = 3x6 II 3x4 = 3x4 = • 1-4-0 1r8�0 7-11-8 15-11-8 _ 22-7-0 23-11.0 i-0-00-4-0 6-0-8 8-0-0 6-7-8 1-4-V Plate Offsets (X,Y) (1.0-0 12 Edgel f9:0-0-12 Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.38 Vert(ILL) -0.35 12-13 >710 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.90 Vert(TL) -0.61 12-13 >408 240 BCLL 0.0 Rep Stress Incr YES WB 0.49 HOrz(TL) 0.02 10 n/a n/a BCDL 10.0 Code FBC2014ITP12007 (Matrix-M) Wind(LL) -0.31 13-15 >788 240 Weight: 118lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-7-2 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 JOINTS 1 Brace at Jt(s): 16 REACTIONS. (lb/size) 15=1028/0-8-0, 10=1028/0-8-0 Max Harz 15= 303(LC 10) Max Upliftl5= 599(LC 12), 10=-515(LC 12) Max Grav 15=1176(LC 18), 10=1176(LC 19) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-324/120, 2-23=-1606/725, 23-24=15251728, 3-24=-1517[736, 3-4=-1331/783, 4-25=-266/98, 6-26= 266/98, 6-7=-1327/783, 7-27=-1512/736, 27-28=-15217728, 8-28=-16011725, 8-9=-286/97 BOT CHORD 1-1 5=-1 52/319, 12-13= 406/1415, 11-12=-152/282, 10-11 =-1 52/282, 9-1 0=-1 52/282 WEBS 2-15=-1310/997, 2-13=-390/1196, 3-13=0/360, 7-12=0/360, 8-12=-390/1174, 8-10=-1303/997,4-16=-1207/771,6-16=-12071771 NOTES- ' 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=24ft; B=85ft; L=62ft; eave=7ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 6-2-6, Interior(1) 6-2-6 to 11-11-8, Exterior(2) 11-11-8 to 18-1-14 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) 120.01b AC unit load placed on the top chord, 11-11-8 from left end, supported at two points, 5-0-0 apart. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Ceiling dead load (5.0 psf) on member(s). 3-4, 6-7, 4-16, 6-16 7) Bottom chord live load (30.0 psf) and additional bottom chord dead load (5.0 psf) applied only to room. 12-13 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 15=599, 10=515. 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 10) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE. ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MrrEK REFERANCE PAGE M0-7473 rev. 101=015 BEFORE USE � Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a in= system. Before use, the building designer must 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 t1/iiTW 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. 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 Auhz T12121802 74602 ATC SPECIAL 3 1 Job Reference (optional) n17 os e 1 Chambers Truss, Fort Pierce, FL ,.ono ..,,.w I � v i �.�� � a� ���,.us .lss, n„• � ,.o ,.ter �� ".� ..-_ --.. • _a_ . I D:OX_tLpIBLX8j 1 nQGwr4fngyb707-hOkgcPgX6sXK9noFsfDmnpFBIOZq?AdgmN W c? WyZI FD 11-3-4 15-121, 20-5-12 26-4-10 28-2.4 5-4-6 5-10-14 4-7-4 4-7-4 5-10-14 1-8-10 4X4 13 4x10 = 6.00 F12 5x8 MT18HS= Scale = 1:61.1 N N I9 O N LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.70 Vert(LL) -0.23 11-12 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.72 Vert(TL) -0.58 11-12 >570 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr NO WB 0.93 Horz(TL) 0.37 15 n/a n/a BCDL 10.0 Code FBC20141TP12007 (Matrix-M) Wind(LL) 0.4411-12 >764 240 Weight: 154lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 31 'Except' TOP CHORD Structural wood sheathing directly applied or 3-3-2 oc puffins, except 1-3: 2x4 SP M 30 end verticals. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 3-5-1 oc bracing. WEBS 2x4 SP No.3 *Except* WEBS 1 Row at midpt 2-13 2-13,8-9: 2x4 SP M 30 OTHERS 2x8 SP 240OF 2.0E REACTIONS. (lb/size) 13=1676/0-8-0, 15=1844/0-7-4 Max Horz 13=-351(LC 10) Max Upliftl 3=-1 177(LC 12), 15=-1316(LC 12) Max Grav 1 3=1 767(LC 17), 15=1889(LC 18) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2= 388/421, 2-16= 4656/4380, 3-16= 4608/4388, 3-17=-4586/4391, 4-17=-4549/4400, 4-18=-4239/4189, 5-18=-4093/4105, 5-19=-4134/4106, 6-19— 4274/4191, 6-20— 2751/2808, 7-20=-2859/2795, 7-8=-512/450, 1-13=-326/414, 9-14-1725/1760, 8-14=-1725/1760 BOT CHORD 12-13=-3781/4171, 11-12=-4105/4505, 10-11=-3402/3521, 9-10— 1218/1255 OWEBS 2-12=-194/512, 4-12=-275/300, 4-11=-652!/27, 5-11=-2074/2193, 6-11 =-1 03/470, 6-10=-1491/1543, 7-10=-1354/1588,2-13=-4219/3961, 7-9=-2159/2128, 8-15=-2093/2024 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuit=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.opsf; h=24ft; B=85ft; L=62ft; eave=7ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-1-12 to 6-4-2, Interior(1) 6-4-2 to 15-10-8, Exterior(2) 15-10-8 to 22-0-14 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Bearing at joint(s) 13, 15 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 13=1177, 15=1316. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 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 Continued on paqe 2 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 101012015 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 Mel( 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, OSB-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 Aultz T12121602 74602 ATC SPECIAL 3 1 Job Reference (optional) Chambers I russ, I -on Merce, FL nu9 iecv„ ivi" .11. . .'�., ,..,., �..�, �..y�� ID:OX_tLpIBLX8j1nQCwr4fngyb7O7-hOkgcPgX6sXK9noFsfDmnpFBIOZq7AdgW We?WyZIFD LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-18� 54, 5-18=-354(F=-300), 5-19=-354(F=-300), 8-19= 54, 11-13=-20, 9-11=-20 ® 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 MI1ek8 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 wilh possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSIITPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Sheet, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type City Ply Au T12121803 74602 ATD SPECIAL 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL.— . „ v .. ...1 ­" —1-6 , Uo =r : : n� I D:OX_tLpIBLX8j 1 nQCwr4fngyb7O7-AbHCglggtAfBnxN RPMk?Ki nLCOuFkgHz_i G9XzyZIFC 5-4-6 113-4 15-10-8 20-5-12 26-4-10 31-9-0 5 4-6 5-10-15 4-7 4 4-7-4 5-10-15 5-4 6 5x8 MTi8HS= 6.00 12 3x4 6 5x8 MT18HS WB 4x4 I 9 10 14 5x8 = 5x8 = -9-0 Scale = 1:62.6 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 NO Code FBC2014/TPI2007 CSI. TC 0.75 BC 0.83 W B 0.72 (Matrix-M) DEFL. in (loc) I/defl Ud Vert(LL) -0.35 12 >999 360 Vert(TL)-0.8711-12 >436 240 HOrz(TL) 0.64 10 n/a n/a Wind(LL) 0.65 12 >580 240 PLATES MT20 MITI8HS Weight: 171 lb GRIP 244/190 244/190 FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 31 `Except` TOP CHORD Structural wood sheathing directly applied or 2-10-2 oc pudins, except 1-3,7-9: 2x4 SP M 30 end verticals. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 3-2-0 oc bracing. WEBS 2x4 SP No.3 `Except` WEBS 1 Row at midpt 2-14, 8-10 5-12,2-14,8-10: 2x4 SP M 30 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 14=1914/0-8-0, 10=1914/0-8-0 Max Horz 14=-400(LC 10) Max Upliftl4=-1356(LC 12), 10_ 1356(LC 12) Max Gravl4=1992(LC 17), 10=1992(LC 18) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2= 413/443, 2-15=-5371/5002, 3-15= 5323/5010, 3-16=-5302/5013, 4-16= 5264/5022, ' 4-17=-5090/4932, 5-17=-4945/4848, 5- 1 8=-4986/4848, 6-18=-5126/4932, 6-19= 5037/5022, 7-19=-5074/5013, 7-20=-5096/5010, B-20— 5143/5002, 8-9-405/443, 1-14=-341/426, 9-10— 335/426 BOT CHORD 13-14=-4118/4767, 12-13— 4498/5270, 11-12=-4498/4869, 10-11=-4118/4281 ,WEBS 5-12=-2734/2953, 6-12=-609/669, 6-11=427/400, 8-11=-288/659, 4-12=-588/669, 4-13— 390/400, 2-13= 288/623, 2-14= 4849/4509, 8-10=-4650/4509 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASIDE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=24ft; B=85ft; L=62ft; eave=7ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-1-12 to 6-4-2, Interior(1) 6-4-2 to 15-10-6, Exterior(2) 15-10-8 to 22-0-14 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This truss has been designed for a live load of 20.0psf 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) Bearing at joint(s)14, 10 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 14=1356, 10=1356. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 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 Continued on Daae 2 ® WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MTTEK REFERANCE PAGE M11-7473 rev. 10/03/2015 BEFORE USE. ' Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing WeW 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 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 I ype Qty Pry Ault T12121803 74602 AID SPECIAL 1 1 Job Reference (optional) — T„a aen oa 1e•91 -a7 inn a— 9 chambers Iruss, I-ort fierce, I-L I D:OX_tLpIBLX8j 1 nQCwr4fngyb7O7-AbHCglg9tAfBnxN RPMk?Ki nLCQuFkg Hz_l G9XzyZIFC LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-17= 54, 5-17=-354(F= 300), 5-18=-354(F=-300), 9-18=-54, 12-14=-20, 10-12=-20 0 WARNING. Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2016 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 Additional temporary and permanent bracing MiiTeW building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guldance regarding the fabrlcatlon, storage, dellvery, erection and bracing of trusses and inks 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 Auftz T12121804 74602 D SPECIAL 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL - '+a 10 �v " '•" _^ `_ `-' • " I D:OX_tLpIBLXBj 1 nQCwr4fngyb7O7-enral 5rneUn2 P5xdz4FEs EKV?gISTBi6Dh?j3PyZIFB 5-0-7 8.11-15 16-7-9 24-1-6 31-9-0 5-0-7 3-11-9 7-7-10 7-5-14 7-7-10 3x12 II Scale = 1:55.6 5x8 MT18HS = 3x4 = 3x6 = 3x4 = 4x5 = I 18 5 6 7 19 8 13 12 11 10 9 3x8 = 3x6 = 3x4 = 4x4 = 3x6 11 8-11-15 i 16-7-9 24-1-U i 8-11-15 7-7-10 7-5-14 7-7-10 Plate Offsets (X Y)-- (1'0-8-4 Edgel (4-0-5-8 0-2-41 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.81 Vert(LL) -0.11 11-13 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.45 Vert(TL) -0.28 11-13 >999 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.64 HOrz(TL) -0.08 1 n/a n/a BCDL 10.0 Code FBC2014fTP12007 (Matrix-M) Wind(LL) 0.1811-13 >999 240 Weight: 180lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-9-2 oc purlins, except BOT CHORD 2x4 SP M 30 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-3-3 oc bracing. SLIDER Left 2x8 SP 240OF 2.0E 2-6-0 WEBS 1 Row at midpt 8-10, 7-11, 5-13 REACTIONS. (lb/size) 9=1169/Mechanical, 1=1169/Mechanical Max Horz9=302(LC 12) Max Uplift9= 857(LC 12), 1= 800(LC 12) Max Grav9=1169(LC 1), 1=1173(LC 17) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 8-9= 1102/1136, 4-18=-1487/1517, 5-18=-1487/1517, 5-6=-1833/1770, 6-7=-1833/1770, 7-19= 1352/1269, 8-19=-1352/1269, 1-2= 358/0, 2-20=-1760/1680, 3-20=-1738/1690, 3-21= 1669/1583, 4-21= 1648/1594 BOT CHORD 1-13=-1321/1490, 12-13=-1369/1833, 11-12= 1369/1833, 10-11=-868/1352, 9-10-134/380 WEBS 8-10=-1516/1619, 7-10= 767/925, 7-11=-646/587, 5-11=-186/406, 5-13— 427/363, 4-13— 264/447, 3-13=-126/265 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=24ft; B=85ft; L=62ft; eave=7ft Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) 0-0-0 to 6-2-6, Interior(1) 6-2-6 to 8-11-15, Extedor(2) 8-11-15 to 15-2-6 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift atJoint(s) except Qt=lb) 9=857, 1=800. 8) "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 MITEK REFERANCE PAGE 11111-7473 rev. 1010312015 BEFORE USE. Design valld 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 ek" I p� ! 9T 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 ype Qty Ply Aukz T12121805 74602 Puss HIP 1 1 Job Reference o tional O A.ITeL leduebim i,,.. T„o qo„ 50a 1a•Nraa 9017 Pace 1 Chambers Truss, Fort Pierce, FL ..��.. fngy ...7-" ,...._.......__...__,..._. .__ __ ..._..__ _- I D:OX_tLpIBLX8j 1 nOCwr4fngyb707-6zPyFRsPPnwvOFW pXnmTPSskmEd_CaCGSLIGcryZIFA 5-11.5 10-fi-15 17-3.9 23-5-6 29.9-0 31-9.0 5-11-5 5-0-10 6-3-10 6-1-14 6-3-10 2-0-0 Scale = 1:56.0 4x8 = 2x3 11 3x6 = 3x4 = 4x8 = 4 5 6 22 7 23 8 3x4 16 15 24 14 13 25 12 26 11 10 3x12 11 2X3 II 3x4 = 3x6 = 3x8 = 3x4 = 3x4 = 3x6 11 7-3-9 LOADING(psf) SPACING- 2-0-0 CSI. DEFL, in (loc) I/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.56 Vert(LL) -0.09 15-16 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.56 Vert(TL) -0.23 15-16 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.75 Horz(TL) -0.08 1 n/a Na BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Wind(LL) 0.1415-16 >999 240 Weight:2071b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-7-12 oc puffins, except BOT CHORD 2x4 SP M 30 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-11 oc bracing. SLIDER Left 2x8 SP 240OF 2.0E 2-6-0 WEBS 1 Row at midpt 8-12 REACTIONS. (lb/size) 1=1169/Mechanical, 10=1169/Mechanical Max Horz 10=305(LC 12) Max Upliftl=-800(LC 12), 10= 857(LC 12) Max Grav1=1262(LC 17), 10=1192(LC 17) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-21= 1902/1720, 3-21 =-1 896/1735, 3-4=-1682/1595, 4-5= 1579/1602, 5-6=-1579/1602, 6-22=1579/1602,7-22=-1579/1602,7-23=-1224/1274,8-23=1224/1274,8-9=-428/439, 9-10= 1201/1184 "BOT CHORD 1-16=-1378/1599, 15-16=-1378/1599, 15-24= 1038/1394, 14-24=-103811394, 13-14= 1038/1394, 13-25=-767/1227, 12-25=-767/1227, 12-26=-69/460, 11-26=-69/460, 10-11 =-1 721409 WEBS 3-15= 265/423, 4-15=-232/357, 4-13= 217/301, 5-13=-353/524, 7-13= 524/505, 7-12=-694/865, 8-12=-1181/1228, 8-11= 867/990, 9-11=-1013/1079 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=24ft; B=85ft; L=62ft; eave=7ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) 0-0-0 to 5-11-5, interior(1) 5-11-5 to 10-11-15, Extedor(2) 10-11-15 to 31-7-4 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) 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) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 1=800, 10=857. 8) "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 MITEK REFERANCE PAGE MII-7473 rev. 1010312015 BEFORE USE. �� Design valid for use only with MITek® 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 �/� y building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing lVi� IQ�. 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, seeANSUTPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type city Ply Aultz T12121806 74602 D2 SPECIAL 1 1 Job Reference o tional ,.L 1..a In T„n Cnn 9a 1d•91 �AQ 9f117 Pane 1 Chambers Truss, Fort Pierce, FL 3.,ua,.. ••••„•�•••••---•••--••••_. .__ . ._ I D:OX_tLpIBLXBj 1 nQCwr4fngyb7O7-6zPyFRs PPnwvOFW pXnmTPSsfH EerCYMGSLIGcryZIFA 6-3-9 12-11-15 1B-5-0 1 - -1 25-2-0 31.9-0 6-3-9 6-8-6 5-5-1 0-4-1 6-4-15 fi-7-0 5x8 Scale = 1:56.8 4x10 = 6x10 MT18HS 109 8 16 3x4 11 4x4 = 3x12 II 3x10 = 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 0.50 W B 0.87 (Matrix-M) DEFL. in Vert(LL) -0.20 Vert(TL) -0.46 Horz(TL) 0.30 Wind(LL) 0.30 (loc) I/defl Ud 12 >999 360 8-9 >817 240 7 n/a rVa 12 >999 240 PLATES GRIP MT20 244/190 MT18HS 244/190 Weight: 185lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-11-6 oc puffins, except BOT CHORD 2x4 SP M 30 `Except` end verticals. 4-9: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 4-9-11 oc bracing. Except: WEBS 2x4 SP No.3 10-0-0 oc bracing: 9-11 SLIDER Right 2x8 SP 240OF 2.0E 2-6-0 WEBS 1 Row at midpt 1-15, 8-11 REACTIONS. (lb/size) 7=1172/Mechanicaf, 16=1171/Mechanical Max Horz16=329(LC 11) Max Uplift7=-828(LC 12), 16=-828(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-2859/2624, 2-21=-2545/2341, 3-21=-2537/2366, 3-4=-2677/2572, 4-5= 2578/2418, 5-22=-1686/1753, 6-22=-1800/175111-16=-1196/1214 BOT CHORD 15-16=-302/508, 14-15=-2313/2799, 13-14= 2310/2823, 12-13= 177712332, 11-12=-1807/2310, 4-11=-242/350, 7-8=-1386/1538 WEBS 2-15-212/369, 2-13-472/544, 3-13=-176/302, 3-12=-6067734, 4-12=-532/799, 5-8=-675/78411-15=-2095/2285, 5-11 =-381/828, 8-11 =-1 523/1669 +NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=24ft; B=85ft; L=62ft; eave=7ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-1-12 to 6-3-9i Interior(1) 6-3-9 to 12-11-15, Exterior(2) 12-11-15 to 18-9-1, Interior(1) 25-2-0 to 31-9-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise Indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ` This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 7=828, 16=828. 9) "Semi -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 MITEK REFERANCE PAGE MI1.7473 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 aril 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 Truss Type City Ply 74602 D3 SPECIAL 1 1ference FAuftzT12121807 (optional) T S 26 14�21 �40 2017 Pa e 1 Chambers Truss, Fort Pierce, FL 7.640 s Aug 16 2017 M1ek Industries, Inc. ue ep g I D:OX_tLpIBLX8j 1 nQCwr4fngyb707-aAzKSntl A52meP505VIiyfPvdd_Cx2ZPh_UpSHyZIF9 5-4-6 11-3-4 14-11-15 16-9-1 18-5-0 25.2-0 31-9-0 5-4-6 5.10-14 3-8.11 1-9-2 1-7-11 6-9-0 6-7-0 4X4 17 5x6 = 44 = Sx6 = 6.00 F12 5 6 a..n II 15-1 13 12 3x4 14X4 = 31-9-0 Scale = 1:58.1 3x12 II LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.55 Vert(LL) -0.19 15-16 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.50 Vert(FL) -0.52 15-16 >729 240 BCLL 0.0 Rep Stress Incr YES WB 0.68 Horz(TL) 0.31 11 n/a n/a BCDL 10.0 Code FBC2014/fPI2007 (Matrix-M) Wind(LL) 0.3015-16 >999 240 Weight: 194lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-2-10 oc purlins, except BOT CHORD 2x4 SP M 30 `Except- end verticals. 7-13: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 4-11-9 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 12-14, 2-17 SLIDER Right 2x8 SP 240OF 2.0E 2-6-0 REACTIONS. (lb/size) 11=1169/Mechanical, 17=1169/Mechanical Max Harz 17=380(LC 11) Max Upliftl 1= 828(1_C 12), 17=-829(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-331/363, 2-22=-2759/2469, 3-22= 2708/2476, 3-23=-2701/2478, 4-23=-2690/2489, 4-5=-2222/2028,5-6=-2099/1999,6-7=-2530/2550,7-24=-2475/2281,8-24= 2490/2265, 6-9=-2544/2262, 9-25=-1682/1699, 10-25=-1796/1698, 1-17=-286/373 " BOT CHORD 16-17=-2156/2735, 15-16= 1903/2561, 14-15=-1377/2060, 7-14=-418/648, 11-12-1310/1533 WEBS 2-16=-40/282, 4-16=-179/304, 4-15=-575/667, 5-15=-749/859, 6-15=-401/720, 6-14=-919/795, 12-14= 1439/1664, 9-14= 397/810, 9-12=-652/707, 2-17= 2563/2291 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=24ft; B=85ft; L=62ft; eave=7ft Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) 0-1-12 to 6-4-2, Interior(1) 6-4-2 to 14-11-15, Extedor(2) 14-11-15 to 16-9-1, Interior(1) 22-11-7 to 31-9-0 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) 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) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 11=828, 17=829. 8) "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. 1010312015 BEFORE USE. �� so ITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, ot Design valid for use only with Mn a JILM 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 T12121808 D4 SPECIAL 3 1 Job Reference (optional) FL 1 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Sep 26 14:21:412017 Page 1 - - ID:OX_tLpIBLXBjlnQCwr4fngyb7O7-2MXjf7utxPAtlGZgueupxuty5z1Kag5 5-4-6 11-3-4 15-10-B 1&5-0 25-2-0 31-5-0 33-1-0 54-6 5-10-14 4-7-4 2-6-66.3-1 6.00 12 4x4 4x4 = Scale = 1:61.1 17 3x4 II Sx8 = 3x6 II 3x4 = 5x6 = 3a-t-o 7-11-8 15-1 .8 18150 26-2-0 31-6-0 31 0 7.11-6 7-11-0 2S8 6-8-16 6-31 4o 1-ao Plate Offsets (X Y) (3:0 3 0 Edge] 17:0-3-0 Edge) (16:0-4-0 0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.51 Vert(LL) -0.18 15-16 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.49 Vert(TL) -0.49 15-16 >761 240 BCLL 0.0 Rep Stresslncr YES WB 0.88 Horz(TL) 0.28 11 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Wind(LL) 0.2815-16 >999 240 Weight: 194lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-3-10 oc puffins, except BOT CHORD 2x4 SP M 30 `Except' end verticals. 6-13: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 5-1-13 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 12-14, 2-17 REACTIONS. (lb/size) 11=1286/0-8-0, 17=1152/Mechanical Max Horz17=420(LC 11) Max Upliftl1=-91 O(LC 12), 17= 817(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-331/359, 2-21= 2726/2344, 3-21= 2669/2354, 3-22= 2657/2355, 4-22=-2639/2365, 4-5=-2155/1872, 5-6=-2132/1900, 6-23= 2406/2109, 7-23= 2415/2095, 7-8=-2489/2092, 8-24= 1595/1500, 9-24=-1731/1488, 1-17= 286/371 BOT CHORD 16-17= 2008/2735, 15-16_ 1678/2560, 14-15=-1489/2205, 6-14= 191/306 'WEBS 2-16= 38/295, 4-16=-194/310, 4-15= 595/688, 5-15=-1504/1720, 6-15— 605/662, 12-14= 1222/1592, 8-14=-373/840, 8-12=-7761765, 9-12=-1161/1384, 9-11 =-1 180/1392, 2-17=-2529/2177 +NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170Mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=24ft; B=85ft; L=62ft; eave=7ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Extedor(2) 0-1-12 to 6-4-2, Interior(1) 6-4-2 to 15-10-8, Exterior(2) 15-10-8 to 22-0-14 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) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 11=910, 17=817. 7) "Semi -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 MITEK REFERANCE PAGE 111II-7473 rev. 10/03/2015 BEFORE USE �� Design valid for use only with MllekO 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. Addilional 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/TPII Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type City Ply Auhz T12121609 74602 D5 SPECIAL 2 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL 7.640 s Aug 16 2017 MT ek industries, inc.;'N �., , +«..,, so I D:OX_tLpIBLXBj 1 nQCwr4fngyb7O7-WY55tSuliil UtiFOCKA14UGv RgJ age 5-4-6 11-3-4 15-10-8 20-5-12 26-4-10 28-2-4 5-4f 5-10-14 4-7-4 4-7-4 5.10-14 1-9-10 3x4 13 5x6 = 6.00 12 4x4 = 23-9-8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.50 Vert(LL) -0.13 11-12 >999 360 TCDL 7.0 Lumber DOL , 1.25 BC 0.45 Vert(TL) -0.37 10-11 >909 240 BCLL 0.0 Rep Stress Incr YES WB 0.60 Horz(TL) 0.19 15 n/a n/a BCDL 10.0 Code FBC20141TP12007 (Matrix-M) Wind(LL) 0.22 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 "Except` BOT CHORD 8-9: 2x4 SP M 30 WEBS OTHERS 2x8 SP 240OF 2.0E REACTIONS. (lb/size) 13=1026/0-8-0, 15=99310-7-4 Max Horz 13= 351(LC 10) Max Upllftl3=-717(LC 12), 15= 714(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-317/349, 2-16=-2382/2144, 3-16=-2324/2153, 3-17=-2312/2155, 4-17=-2275/2164, 4-5=-170211636, 5-6— 1702/1638, 6-18=-1351/1291, 7-18=-1459/1279, 1-13= 278/365, 9-14= 983/1026, 8-14= 983/1026 ' BOT CHORD 12-13=-2054/2415, 11-12= 1799/2161, 10-11=-1387/1592, 9-10=-640/700 WEBS 2-12=-721328, 4-12=-230/346, 4-11=-625/700, 5-11=-1151/1259, 6-11=-280/344, 6-10=-487/555, 7-10=-438/657, 2-13= 2228/2005, 7-9= 1247/1201, 8-15=-1097/958 PLATES MT20 GRIP 244/190 Scale = 1:58.8 Weight: 154 lb FT = 20 Structural wood sheathing directly applied or 4-7-12 oc purlins, except end verticals. Rigid ceiling directly applied or 5-1-3 oc bracing. 1 Row at midpt 2-13 ►NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VUIt=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.opsf; h=24ft; B=85ft; L=62ft; eave=7ft Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) 0-1-12 to 6-4-2, interior(1) 6-4-2 to 15-10-8, Exterior(2) 15-10-8 to 22-0-14 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 20.0psf 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) Bearing at joint(s) 13, 15 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 ib uplift at joint(s) except Ot=lb) 13=717, 15=714. 7) "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 MrrEK REFERANCE PAGE MII-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 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 City Ply Ault T12121810 74602 E COMMON 2 7 Job Reference (optional) Chambers Truss, Fort Pierce, FL 7.640 s Aug io 2017 ivu"e" i nuus„ ems. • ��. N +<<� age I D:OX_tLpIBLXBj 1 nQCwr4fngyb7O7-W Y55tSuliil Ut,FOCwKA14U HsRi FP3riSlzwCAyZIF7 1-5-12 7-4-0 13-2-4 14-8-0 1-5-12 5-10-4 5-10.4 1-5.12 3X4 = 3x6 11 4x5 = 2X3 11 Scale = 1:27.1 LOADING (pst) 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 FBC2014lrP12007 CSI. TC 0.44 BC 0.27 WB 0.25 (Matrix-M) DEFL. in Vert(LL) 0.08 Vert(TL) -0.05 HOr7(TL) -0.01 (loc) I/defl Ud 7-8 >999 240 7-8 >999 240 6 n/a n/a PLATES GRIP MT20 244/190 Weight: 53 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 7-4-7 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 8=543/0-3-8, 6=543/0-3-8 Max Horz 8=-186(LC 10) Max Uplift8=-739(LC 12), 6=-664(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-15= 335/831, 2-15= 317/833, 2-16=-499/1216, 3-16=-385/1226, 3-17=-385/1226, 4-17=-499/1216, 4-18=-317/833, 5-18=-335/831 BOT CHORD 1-8= 847/375, 7-8= 847/375, 6-7— 847/375, 5-6=-847/375 WEBS 2-8= 501/831, 3-7= 623/222, 4-6= 501/831 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.opsf; h=24ft; B=85ft; L=62ft; eave=7ft; Cat. II; Exp C; Encl., GCpl=0.18; MW FRS (directional) and C-C Extedor(2) 0-0-0 to 6-2-6, Interior(1) 6-2-6 to 7-4-0, Exterior(2) 7-4-0 to 13-6-6 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) 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) 8=739, 6=664. 6) "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 Mll-7473 rev. 1e/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/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 At Itz T12121811 74602 E1 COMMON 1 1 Job Reference (optional) 017 Pa 1 Chambers Truss, Fort Pierce, FL 1— "a "'""''•""" r. UG " I' I D:OX_tLpIBLX8j 1 nQCwr4f ngyb707-_if r4ovwTOQKVsgbmdrPZI1 SOrl98W arNyjTlcyZIF6 3-0-p 7-4-0 11-8-0 14-8-0 3-0-0 4-4-0 4-4-0 3-0-0 Scale = 1:26.6 4x4 = 3x4 = 8 2x3 11 . 6 _... 2x3 11 2x3 11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.39 Vert(LL) -0.03 7 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.42 Vert(TL) -0.08 7 >999 240 BCLL 0.0 Rep Stresslncr YES WB 0.22 Horz(fL) -0.00 6 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Wind(LL) 0.11 7 >927 240 Weight: 56lb FT=20% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 8=543/0-8-0, 6=543/0-8-0 Max Harz 8=-186(LC 10) Max Uplift8=-750(LC 12), 6=-580(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-16=-206/508, 3-16=-135/521, 3-17=-135/521, 4-17= 206/508 WEBS 2-8=-323/726, 4-6=-323/726 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 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=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=24ft; B=851t; L=62ft; eave=7ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterjor(2) 0-0-0 to 6-2-6, Interior(1) 6-2-6 to 7-4-0, Exterior(2) 7-4-0 to 13-6-6 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) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ,44) ' 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 at --lb) 8=750, 6=580. 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 MITEK REFERANCE PAGE MII-7473 rev. 10/032015 BEFORE USE. �� Design valid for use only with MITek® connectors. This deslgn Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verily 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 n� T fM90 e 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 fntss 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 31 Z Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type 74602 E2 COMMON �Qty�plyftftzT12121812 ob Refere�(..tnn.�11 .. Cam.. J �A71d'J 7l1�] Pnno 1 Chambers Truss, Fort Pierce, FL ­ . °a 16 — i """'" 1TICIUS'...., I D:OX_tLpIBLX8j 1 nOGwr4fngyb7O7-_IfT4ovwTOQKVsgbmdrPZl1 Tgr2R8X2rNyjTlcyZIF6 1.8-0 6-0.0 10.4-0 12.0-0 1-8-0 4-4-0 4-4-0 1-8-0 4x4 = 3x4 Scale = 1:26.1 m 0 10 3x4 I 9 8 2x3 II I><6 7 3x4 II 2x3 I 2x3 II 1 �3-0 -g 6-0-0 10-4-0 1 -8- 12-0-0 1-4-0 -4 4.4-0 4-4-0 -0 1-4-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.36 Vert(LL) 0.13 8 >799 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.33 Vert(TL) -0.09 8 >999 240 BOLL 0.0 Rep Stress Incr YES WB 0.19 Horz(TL) -0.00 7 n/a n/a BCDL 10.0 Code FBC2014lrP12007 (Matrix-M) Weight: 49lb 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) 9=433/0-8-0, 7=433/0-8-0 Max Harz 9= 149(LC 10) Max Uplifi9=-595(LC 12), 7=-509(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-139/329, 2-3=-226/624, 3-4=-226/624, 4-5=-139/329 BOT CHORD 9-10=-317/140, 8-9= 317/140, 7-8= 317/140, 6-7= 317/140 WEBS 2-9= 280/627, 3-8=-257/98, 4-7=-280/627 Structural wood sheathing directly applied or 6-0-0 oc puffins, 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=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=24fh B=85ft; L=62ft; eave=7ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) 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) 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=595, 7=509. 6) "Semi -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 MITEK REFERANCE PAGE MY-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 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 avallable from Truss Plate Institute, 218 N. Lee Street. Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss I ype City Ply Ault z T12121613 74602 G SPECIAL 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL r.640sAug 1ozuirMuekindustries, Inc. i uu oup201+.2,-44—,,age, I D:OX_tLpIBLXBj 1 nQCwr4fngyb707-SxCrl8wYEKYB7OPnKKMe6VacDFLHtnv?bcS 1 H3yZ1 F5 5-0.7 9-0-0 13.0.4 22-9-0 28-1-0 31-9-0 5-0-7 3-11-9 4-0-4 9-8-12 5-4-0 3x4 Scale = 1:57.6 4x5 = 3x4 3x4 II 4x8 = = �rj__ 3 4 20 521 6 6x8 _ 3x6 = Sx14 = 3x4 II 3x4 11 6x8 = 22-9-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.51 Vert(LL) -0.15 15-17 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.49 Vert(TL) -0.39 15-17 >970 240 BCLL 0.0 Rep Stress Incr YES WB 0.98 Horz(TL) 0.16 9 n/a n/a BCDL 10.0 Code FBC2014ITP12007 (Matrix-M) Wind(LL) 0.22 12-13 >999 240 Weight: 195lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-5-12 oc puffins, except BOT CHORD 2x4 SP M 30 `Except` end verticals. 5-14,7-10: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 4-9-1 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 13-15 REACTIONS. (lb/size) 17=1164/0-8-0, 9=1164/0-8-0 Max Horz17=226(LC 11) Max Upliftl7=-825(LC 12), 9= 825(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1 -1 8=-339/328, 2-18— 286/338, 2-19= 1673/1683, 3-19= 1620/1697, 3-4— 1470/1606, 4-20= 2157/2250, 20-21=-2157/2250, 5-21=-2157/2250, 5-6=-2187/2280, 6-22=-1998/2006, 7-22= 2066/1996, 7-23=-2570/2588, 8-23=-2634/2581, 1-17=-282/352, 6-9=-112011158 BOT CHORD 16-17=-1445/1565, 15-16=-1445/1565, 5-13=-292/413, 12-13= 1512/1798, 11-12= 2385/2437, 7-11-89/256 WEBS 2-15= 148/319, 3-15=-499/522, 4-15= 695f706, 4-13=-387/478, 13-15=-1486/1697, 6-12= 211/389, 6-13=-480/579, 7-12= 790/910, 2-17= 1507/1558, 8-11= 2111/2177 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=24ft; 8=85ft; L=62ft; eave=7ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Extedor(2) 0-1-12 to 6-4-2, Interior(1) 6-4-2 to 9-0-0, Exterior(2) 9-0-0 to 28-11-6, Interior(1) 28-11-6 to 31-7-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) 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) 17=825, 9=825. 7) "Semi -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 MrrEK REFERANCE PAGE MII.7473 rev. 10/0372015 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 In]ury 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 Auftz T12121814 74602 G1 SPECIAL 1 1 Job Reference (optional) 7 640 A 16 2017 MlTek Industries Inc Tue Sep 26 14:21:45 2017 Pagel Chambers Truss, Fort Pierce, FL s ug I D:OX_tLpIBLX8j 1 nQCwr4fngyb7O7-x7m DV UxA?dg2kA_zt2ttfj6hbecKcG98gGCapVyZIF4 5-11-6 11-0-0 17-0.8 20-9-0 28-1.0 31-9.0 5-11 6 5-0-11 6-0-8 3-8-8 7-4-0 3 8-0 4x8 = 3x4 = 4x6 = 20 421 5 Scale=1:56.5 17 16 14 is - - 12x12 = 4x4 = 3x6 = 4x8 = 3x4 I 3x4 II 6x8 = 5-11-0 11-0-0 5-11-6 5-0-11 Plate Offsets (X Y) f3:0 5 4 0 2 0] f5 0 3 8 0 2 4] [10:0 5-8 0-2-12] 17-0-8 6-" f12:0-5-12 0-4-0] 20-9-0 3-8-8 f17:Edge 0-9-131 zu-1 U ai y 7-4-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.79 Vert(LL) -0.12 10-11 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.82 Vert(TL) -0.37 10-11 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.85 Horz(TL) 0.15 8 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Wind(LL) 0.1911-12 >999 240 Weight:1991b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-5-6 oc pudins, except BOT CHORD 2x4 SP M 30 `Except` end verticals. 4-13,6-9: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 4-7-8 oc bracing. WEBS 2x4SPNo.3 WEBS 1 Row atmidpt 6-11 REACTIONS. (lb/size) 17=1164/0-8-0, 8=1164/0-8-0 Max Horz 17=-277(LC 10) Max Upliftl7=-825(LC 12), 8=-825(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-18= 179211710, 2-18=1666/1721, 2-19=-1579/1626, 3-19— 1569/1645, 3-20= 1816/1982, 4-20=-1816/1982, 4-21 =-1 639/1810, 5-21— 1639/1810, 5-22=-1808/1835, 22-23=-1837/1818, 6-23=-1905/1810, 6-7=-2668/2607, 1-17=-1101/1161, 7-8= 1113/1133 BOT CHORD 16-17=-261/424, 15-16=1431/1661, 14-15=-143111661, 11-12=-1510/1817, 10-11= 2516/2553, 6-10=-70/314 WEBS 2-14=-358/402, 12-14=-108211300, 3-12=-589/661, 4-11=-419/358, 5-11=-435/527, 6-11=-1123/1234,1-16=-1261/1353,7-10=-2155/2233 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=24ft; B=85ft; L=62ft; eave=7ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) 0-1-12 to 6-4-2, Interior(1) 6-4-2 to 11-0-0, Exterior(2) 11-0-0 to 26-11-6, Interior(1) 26-11-6 to 31-7-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) 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 atjoint(s) except Qt=lb) 17=825, 8=825. 7) "Semi -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 MITEK REFERANCE PAGE MI1­7473 M. 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 muss 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/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 Type Qty Ply Auflz T12121815 74602 TGr2USS SPECIAL 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL 7.640 s Aug 16 2017 mi 1 ek muusir as, !TG. p co 14.21.4 �.., age I D:OX_tLpIBLXBj 1 nQCwr4fngyb707-PKKcjgxomxovMKZARIP6Bwfst20bLim 13wx8MxyZIF3 6-4-15 13-0-0 17-0-8 18-9-0 23-63 28-1-0 31.9-0 6-4-15 6-7-1 4-03 1-8-8 4-9-3 4-6-13 Scale = 1:56.1 4x8 = 3x4 11 4x8 = 12x12 = 4x4 = 3x6 = 3x10 = 3x4 II JX4 — 3x4 II 6x8 = 18-9-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.82 Vert(LL) -0.21 11-12 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.56 Vert(TL) -0.5911-12 >640 240 BCLL 0.0 ' Rep Stress Incr YES W B 0.96 HOfz(TL) 0.13 9 n/a n/a BCDL 10.0 Code FBC2014lrP12007 (Matrix-M) Wind(LL) 0.18 11-12 >999 240 Weight:211 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-3-12 oc purlins, except BOT CHORD 2x4 SP M 30'Except- end verticals. 4-14,7-10: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 5-8-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 18=1164/0-8-0, 9=1164/0-8-0 Max Horz 18= 327(LC 10) Max Uplift18= 825(LC 12), 9=-825(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2= 1816/1721, 2-19� 1477/1514, 3-19=-1468/1539, 3-4= 1458/1676, 4-5=-1460/1677, 5-6=-1687/1727, 6-20=-2658/2803, 20-21=-2690/2797, 7-21=-2749/2793, 7-8= 264812537, 1-18=-1101 /1155, 8-9=-1138/1153 BOT CHORD 17-18=-277/475, 16-17=-1419/1718, 15-16=-1419/1718, 12-13=-1116/1460, 11-12=-1683/1841, 7-11=-270/436 WEBS 2-15-517/535, 13-15=-956/1219, 3-13=-405/473, 5-12=-388/637, 6-12=-600,f721, 6-11=-833/852, 1-17=-1263/1372, 8-11= 2031 /2172 • NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDtl3.Opsf; h=24ft; B=85ft; L=62ft; eave=7ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) 0-1-12 to 6-4-15, Interior(1) 6-4-15 to 13-0-0, Exterior(2) 13-0-0 to 18-9-0, Interior(1) 24-11-6 to 31-7-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) 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) 18=825, 9=825. 7) "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 MITEK REFERANCE PAGE MY-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 muss system. Before use, the building designer Must verify the applicabllity, 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/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, Alexandra. VA 22314. Tampa, FL 33610 T12121816 IG3 IHIP t t Job Reference (optional) Fort Pierce, FL 7.640 s Aug 16 2017 Wrek Industries, Inc. Tue Sep 26 14:21 I D:OX_tLpIBLXBj 1 nQCwr4fngyb7O7-tW u_wAyQXFwm_U7M?TwLkBC2QSC 8-4-3 15-0-0 16-9-D 23.4.13 31-9-0 8-4-3 6-7-13 1-9-0 6-7.13 8-4-3 US = 4x6 = 6.00 12 15 14 13 11 1u 12x12 = 4x4 = 3x6 = 4x4 = 12x12 = 3x4 = 3x8 = 31 Scale = 1:60.6 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.71 Vert(LL) -0.10 9-10 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.39 Vert(Q -0.27 9-10 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.63 HOrz(fL) 0.05 9 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Wjnd(LL) 0.12 13-14 >999 240 Weight: 198lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-9-6 oc purlins, except BOT CHORD 2x4 SP M 30 end verticals. WEBS 2x4 SP No.3 `Except` BOT CHORD Rigid ceiling directly applied or 6-2-15 oc bracing. 1-15,8-9: 2x4 SP M 30 WEBS 1 Row at midpt 3-13, 4-11, 6-11, 1-14, 8-10 REACTIONS. (lb/size) 15=1164/0-8-0, 9=1164/0-8-0 Max Horz 15=-378(LC 10) Max Upliftl5=-825(LC 12), 9=-825(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-16=-1802/1655, 2-16= 1653/1664, 2-3_ 1624/1671, 3-4=-1347/1461, 4-5= 1162/1414, 5-6=-1349/1460, 6-7=-1623/1671, 7-17=-1654/1666, 8-17=-1801/1654, 1-15= 1083/1157, 8-9— 1083/1154 BOT CHORD 14-15= 413/655, 13-14=-1384/1685, 12-13=-809/1152, 11-12=-809/1152, 10-11 =-1 351/1529, 9-10= 449/382 WEBS 3-13=-666f717, 4-13= 384/443, 4-11= 259/276, 5-11=-484/419, 6-11= 661/716, 1-14=-1047/1202, 8-10= 1045/1199 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=24ft; B=85ft; L=62ft eave=7ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-1-12 to 6-4-2, Interior(1) 6-4-2 to 15-0-0, Exterior(2) 15-0-0 to 16-9-0, Interior(1) 25-6-3 to 31-7-4 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DO L=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) 15=825, 9=825. 7) "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/TEK 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 tnrss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall Additional temporary and permanent bracing p� T building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. itlAt eW 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. Tampa, FL 33610 Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312 Alexandria. VA 22314. 74602 I G4 T12121817 4x4 Pierce FL 7.640 s Aug 16 2017 MiTek Industries, Inc. I D:OX_tLpIBLXBj 1 nQCwr4fngyb7O7-LISM7W z21Y2dbaiY4AMaULKUoslrpt 5-4-6 11-3-4 15-10-8 20.6-12 26-4-10 31-9-0 5-4-6 5-10.15 ' 4-7-4 4-7-4 5-10-15 5-4-6 4x4 = 6.00 F12 Scale = 1:59.7 14 5x6 = 5x6 = 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) -0.20 11-12 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.48 Vert(TL)-0.5411-12 >705 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.67 Horz(TL) 0.36 10 n/a n/a BCDL 10.0 Code FBC2014ITP12007 (Matrix-M) Wind(LL) 0.33 11-12 >999 240 Weight: 1681b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-3-2 oc puffins, except BOT CHORD 2x4 SP M 30 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 5-0-1 oc bracing. WEBS 1 Row at midpt 2-14, 8-10 REACTIONS. (lb/size) 14=1164/0-8-0, 10=1164/0-8-0 Max Horz14=400(LC 11) Max Uplift14=-825(LC 12), 10= 825(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=233/361, 2-15=-2746/2421, 3-15=-2688/2430, 3-16=-2677/2432, 4-16=-2639/2441, 4-5= 2202/1968, 5-6=-2202/1968, 6-17= 2624/2441, 7-17= 2645/2432, 7-18= 2660/2430, 8-18=-2730/2421, 8-9= 322/361, 1-14=-287/372, 9-1 O= 281/372 BOT CHORD 13-14= 2122/2737, 12-13=-1842/2568, 11-12=-1842/2377, 10-11=-2122/2395 WEBS 5-12= 1444/1705,6-12= 614/673,6-11=-185/335,8-11= 84/286,4-12=-592/673, 4-13=-185/300, 2-13=-37/286, 2-14=-2546/2247, 8-10=-2526/2247 NOTES- 1) Unbalanced roof live loads have been considered for this design. ' 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=24ft; B=85ft; L=62ft; eave=7ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) 0-1-12 to 6-4-2, Interior(1) 6-4-2 to 15-10-8, Exterior(2) 15-10-8 to 22-0-14 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. 5) Bearing at joint(s) 14, 10 considers parallel to grain value using ANSIIrPI 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) 14=825, 10=825. 7) "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 MITEK REFERANCE PAGE Mll-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate Bits 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 posst4e personal Injury and property damage. For general guidance regarding the e East Blvd.fabrication, storage. delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Tampa, 6904 Parke East Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314.33610 Job Truss Truss Type Qty Ply Ault z T12121616 74602 GRA HIP 1 1 Job Reference (optional) 1•Ao9M7 Pa a Chambers Truss, Fort Pierce, FL r.ov. - . v 1 o <" 1, iAi l o^ ,,,cl"„ ;Us ..=r •, •-- •- I D:OX_tLpIBLX8j 1 nQCwr4fngyb7O7-pvOkLs_h3sAU DnHk6uyppZHV4G8hYCW kluAoyGyZIFO 1-8-0 4-4-0 9-8-8 15-1-0 17-9-0 19-5-0 1-8-0 2-8-0 5-4-8 5-4-8 2-8-0 Scale = 1:33.3 4x8 = 2x3 11 4x8 = 3x4 = 3x6 II JX4 — azc —^� — 3x6 II LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.31 Vert(LL) 0.07 10 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.15 Vert(TL) -0.08 10-11 >999 180 BCLL 0.0 Rep Stress Incr NO W B 0.38 Horz(TL) 0.01 8 n/a n/a BCDL 10.0 Code FBC2014ITP12007 (Matrix-M) Weight: 94 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 6-0-0 oc bracing. WEBS 20 SP No.3 REACTIONS. (lb/size) 12=591/0-8-0, 8=591/0-8-0 Max Harz 12=-111(LC 6) Max Upliftl2=-753(LC 8), 8= 665(LC 8) Max Grav 12=793(LC 36), 8=782(LC 38) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3= 849/695, 3-19= 1301/1206, 19-20=-1301/1206, 4-20= 1301/1206, 4-21=-1301/1206, 21-22= 1301/1206, 5-22=-1301/1206, 5-6=-826/715 BOT CHORD 11-23=-576/781, 23-24=-576/781, 10-24= 576r/81, 10-25=-569/733, 25-26= 569/733, 9-26=-569/733 WEBS 2-12= 766i707, 2-11=-679/807, 3-1 0=630/655, 4-10=-344/419, 5-10=-596/656, 6-9=-707/831, 6-8=-738/661 NOTES- • 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.opsf; h=24ft 13=8511; L=62ft; 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 lb uplift at joint(s) except (jt=lb) 12=753, 8=665. 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) 244 lb down and 188 lb up at 4-4-0, 109 lb down and 91 lb up at 6-4-12, 109 lb down and 91 lb up at 8-4-12, 109 Ib down and 91 lb up at 9-8-8, 109 lb down and 91 lb up at 11-0-4, and 109 lb down and 91 lb up at 13-0-4, and 244 lb down and 224 lb up at 15-1-0 on top chord, and 127 lb down and 119 lb up at 4-4-0, 38 lb down and 37 lb up at 6-4-12, 38 lb down and 371b up at 8-4-12, 38 lb down and 37 lb up at 9-8-8, 38 lb down and 37 lb up at 11-0-4, and 38 lb down and 37 lb up at 13-0-4, and 127 lb down and 119 lb up at 15-0-4 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 Continued on paqe 2 Q WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1.7473 rev, 10/03/2015 BEFORE USE. � Design valid for use only with MlTek® connectors. This design Is based only upon parameters shown, and Is for an Individual building com ponent, a inns system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the ovnot erall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Addllional 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/TPI1 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Ault z T12121818 74602 GRA HIP 1 1 Job Reference (optional) o eo Chambers Truss, Fort Pierce, FL LOAD CASE(S) Standard Uniform Loads (plf) Vert: 1-3=-54, 3-5=-54, 5-7— 54, Concentrated Loads (Ib) Vert: 3=16(B) 5=16(B) 11=66(B; ID:OX_tLpIBLXBj 1 nQCwr4fngyb7O7-pvOkLs_h3sAU DnHk6uyppZHV4GBhYCW kluAoyGyZIFO 13-16=-20 10=18(B)4=0(B) 9=66(B) 19=0(B) 20=0(B) 21=0(B) 22=0(B) 23=18(B) 24=18(B) 25=18(B) 26=18(B) ® WARNING. Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11.7473 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!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/TPf 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 � Ply=AuhzT12121819 74602 GRA1 HIP 7Qty al 7n17 Pnnn1 Chambers Truss, Fort Fierce, FL ., ,,,.a ,., -,.. , ""' _.....___...__, ...-. . -- -- I D:OX_tLpIBLX8j1 nQCwr4fngyb7O7-H5a6YC?JpAI LrxsxgbT2Mmgc2fNvHdjt_YvLViyZIF? 3-6-0 6-5-8 9-8-8 12-11-8 18-1-0 3-6-0 2-11-8 3-3-0 3-3-0 5-1-8 Scale = 1:31.0 4x8 = 2x3 II 5x8 MT18HS= 3x4 = 6x8 . 7x8 = 3x4 1 6x8 I I 5x12 11 12-11-8 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/fP12007 CSI. TC 0.55 BC 0.54 WB 0.51 (Matrix-M) DEFL. in Vert(LL) 0.13 Vert(TL) -0.16 Horz(TL) 0.06 (loc) I/defl Ud 9-11 >999 240 8-9 >999 240 7 n/a n/a PLATES GRIP MT20 244/190 MT18HS 244/190 Weight: 237Ito FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-5-7 oc pudins. BOT CHORD 2x6 SP 240OF 2.0E SOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 SLIDER Left 2x8 SP 240OF 2.0E 3-2-15, Right 2x8 SP 240OF 2.0E 2-6-0 REACTIONS. (lb/size) 1=3306/0-8-0, 7=4930/0-8-0 Max Harz 1=-149(LC 6) Max Upliftl=-2702(LC 8), 7=-3813(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-5161/4336,.3-4= 6494/5426, 4-5= 6494/5426, 5-6= 6017/4789, 6-7= 3019/2283 BOT CHORD 1-11=-2714/3275, 10-11 =-3768/4608,10-23_ 3768/4608, 9-23=-3768/4608, 9-24= 4129/5320, 24-25=-4129/5320, 8-25=-4129/5320, 8-26=-4082/5248, 26-27= 4082/5248, 7-27=-4082/5248 WEBS 2-11= 1262/1548,3-11= 279/413,3-9= 2118/2682,5-9=-1650/1757,5-8=-1055/1598 NOTES- 1) 2-ply truss to be connected together with 1 Od (0.131 "x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-5-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=24ft; B=85ft L=6211; 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 5) Provide adequate drainage to prevent water ponding. 6) All plates are MT20 plates unless otherwise indicated. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) * 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. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at Joint(s) except Qt=ib) 1=2702, 7=3813. 10) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 2371 lb down and 2187 lb up at 8-4-12, 1149 lb down and 877 lb up at 10-4-12, 1149 lb down and 877 lb up at 12-4-12, and 1152 lb down and 848 lb up at 14-4-12, and 1149 lb down and 848 lb up at 16-4-12 on bottom chord. The design/selection of such connection device(s) Is the responsibility of others. LOAD CASE(S) Standard Continued on page 2 ® WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 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. Additlonal 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 Au Hz T12121879 74602 GRA1 HIP 1 2 Job Reference o tional Con RJR 14-21•50 2017 Pen. 9 Lnambers Truss, FOn MOMS, M LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3= 54, 3-5=-54, 5-7=-54, 1-17=-20 Concentrated Loads (lb) Vert: 23=-2298(F) 24=-1149(F) 25= 1149(F) 26=-1152(F) 27=-1149(F) I D:OX_tLpIBLXBj 1 nQCwr4fngyb7O7-H5a6YC?JpAI LrxsxgbT2Mm gc2fNvHdjt_YvLViyZIF? A WARNING - Verify 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 fine 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 KWIC �1! I HT � C 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-69 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 GRB HIP �Qty�PA�uftzT1212182074602 nce o tional � ha„ ., �.,.. r„o 4un 9R 1d•9�5•I 9ni7 Pano 1 cnambers i russ, ron rierce, rL -- - - ID:OX_tLpIBLX8j1 nQCwr4ingyb707-IHBVmX?xaTQCS5R7EJ_Hu_Mo13mt07t1 CCfv 19yZIF_ 3-10-0 7-0-0 11-9-0 16.6-0 19.8-0 23-6-0 3-16-0 3-2-0 4-9-0 4-9-0 3-2-0 3-10-0 3x4 4x8 = 2x3 11 4 16 4x8 = Scale = 1:41.9 13 3x6 = 6X8 = 3x4 = 3x8 = 3x4 = 6x8 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.46 Vert(LL) 0.14 10-12 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.36 Vert(TL) -0.16 8-9 >999 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.77 Horz(TL) 0.06 8 n/a n/a BCDL 10.0 Code FBC2014ITP12007 (Matrix-M) Weight: 134lb FT=20% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 13=1212/0-8-0, 8=1007/0-8-0 Max Horz 13= 175(LC 6) Max Upl1ft13=-1269(LC 8), 8— 1129(LC 8) Max Grav 13=1479(LC 36), 8=1330(LC 37) BRACING - TOP CHORD Structural wood sheathing directly applied or 4-10-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 5-7-4 oc bracing. FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-280/213, 2-3=-2258/2089, 3-14=-2152/2139, 14-15= 2152/2139, 4-15= 2152/2139, 4-16— 2152/2139, 16-17=-2152/2139, 5-17=-2152/2139, 5-6=-1980/1831, 6-7=-270/198 BOT CHORD 12-13=-1622/1961, 12-18=-1698/2085, 11-18= 1698/2085, 11-19= 1698/2085, 10-19=-1698/2085, 10-20=-1458/1706, 20-21= 1458/1706, 9-21= 1456/1706, 8-9= 1430/1624 WEBS 2-12-423/501, 3-12-255/480, 3-10=-331/394, 4-10=-437/533, 5-10=-651/678, 5-9=-166/342, 6-9= 352/445, 2-13= 2013/1848, 6-8=-1768/1627. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.opsf; h=24ft B=85ft; L=62ft; eave=7ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) 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=1269, 8=1129. 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) 332 lb down and 347 lb up at 7-0-0, 186 lb down and 211 lb up at 8-5-4, 145 lb down and 145 lb up at 10-5-4, 145 lb down and 145 lb up at 12-5-4, and 145 lb down and 145 lb up at 14-5-4, and 145 Ito down and 145 lb up at 16-6-0 on top chord, and 372 lb down and 356 lb up at 7-0-0, 96 lb down and 55 lb up at 8-5-4, 77 lb down and 78 lb up at 10-5-4, 77Ib down and 78 lb up at 12-5-4, and 77Ib down and 78 lb up at 14-5-4, and 288 lb down and 228 lb up at 16-5-4 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 Continued on page 2 ® 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 1diiTek® connectors. This design Is based only upon parameters shown. and Is for an Individual building component, not a irU55 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 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 Ault z T12121620 74602 GRB HIP 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL ID:OX_tLpIBLXBjl nQCwr4fngyb7O7-IH8VmX?xaiOCS5R7EJ_Hu_Mol3mt0?tl CCfv 19yZIF_ LOAD CASE(S) Standard Uniform Loads (plf) Vert: 1-3=-54, 3-5_ 54, 5-7=-54, 8-13= 20 Concentrated Loads (Ib) Vert: 3=-97(B) 5=-39(B) 12=-268(B) 9=85(B) 14=-87(B) 15=-39(B) 16=-39(B) 17= 39(B) 18=-65(B) 19=29(B) 20=29(B) 21=29(B) ® WARNING- Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MY-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 Inrss system. Before use, the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall �pT building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing 9 V9� Tel• 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 City Ply Auhz T72121821 74602 GRB1 HIP 1 2 Job Aeference (optional) oe e Chambers Truss, Fort Pierce, FL °' "a '_ "" "°"'" """" " '"" ^" i"WW I D:OX_tLpIBLXBj 1 nCiCwr4fngyb707-DThtztOZLnY34FOJo0V W RBvzW T691W PARsOSYbyZIEz 3-1-5 5-11-3 8.9-0 11.9.0 14-9.0 17-6-13 20-4-11 23-6-0 3-1-5 2-9-13 2-9.13 3-0-0 3-0-0 2-9-13 2.9-13 3-1-5 Scale = 1:40.4 5x8 MT18HS = 5x8 MT18HS 2x3 11 = 9 I9 7x10 I I 3x6 I 6x8 = 8x10 = 8x10 = 8x10 = 6x8 = 3x6 I I 7x10 11 5-11-3 1 8-9-0 , 11-9-0 J 14-9-0 1 17.6-13 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.49 Vert(LL) 0.19 13-14 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.36 Vert(TL) -0.24 13-14 >999 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr NO WB 0.56 HOr-z(TL) 0.06 9 n/a n/a BCDL 10.0 Code FBC2014frP12007 (Matrl Weight: 395 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-8-13 oc pudins. BOT CHORD 2x8 SP 240OF 2.0E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 SLIDER Left 2x6 SP No.2 3-4-4, Right 2x6 SP No.2 3-4-4 REACTIONS. (lb/size) 1=6645/0-8-0, 9=5359/0-8-0 Max Horz 1— 223(LC 6) Max Upliftl=-4936(LC 8), 9=-4199(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-3891/2925, 2-3= 9903f7453, 3-4=-8815/6739, 4-5— 8440/6560, 5-6=-8440/6560, 6-7= 8752/6877, 7-8=-9187f7305, 8-9=-3092/2458 BOT CHORD 1-16=-5797f7839,16-29— 5805f7847,15-29=-5805f7847,15-30=-6530/8857, 30-31=-6530/8857, 14-31= 6530/8857, 14-32=-5828f7934, 13-32=-5828/7934, 13-33= 596lf7876, 12-33=-5961/7876, 12-34=-6390/8209, 11-34=-6390/8209, 10-11=-4955/6353, 9-10— 4910/6298 WEBS 2-15= 959/1293, 3-15=-1039/1471, 3-14= 1580/1185, 4-14=-2126/2950, 4-13=-897/1045, 6-13=-641/1157, 6-12=-2404/2824, 7-12=-659f776, 7-11= 598/501, 8-11 =-1 862/2365, 8-10=-1580/1306 NOTES- 1) 2-ply truss to be connected together with 1 Od (0.131 "x3") nails as follows: Top chords connected as follows: 2x4 -1 row at 0-7-0 oc. Bottom chords connected as follows: 2x8 - 2 rows staggered at 0-5-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=24ft; B=85ft; L=62ft; eave=7ft Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 5) Provide adequate drainage to prevent water ponding. 6) All plates are MT20 plates unless otherwise indicated. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) ` 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. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift atjoint(s) except Qt=lb) 1=4936, 9=4199. 10) "Semi -rigid pitchbreaks Including heels" Member end fixity model was used in the analysis and design of this truss. Continued on page 2 ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M0.7473 rev. 1010312015 BEFORE USE. Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek* Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrlcatlon, 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 Jab Truss Truss Type Qty Ply AuNz T12121821 74602 GRB1 HIP 1 2 Job Reference (optional) chambers Truss, ron tierce, FL ID:OX_tLpIBLX8j1 nQCwr4fngyb7O7-DThtztOZLnY34FOJoOVW RBvzWT691W PARsOSYbyZIEz NOTES- 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1132 lb down and 837 lb up at 2-10-12, 1132 lb down and 837 lb up at 4-5-4, 1132 lb down and 837 lb up at 6-5-4, 1149 lb down and 849 lb up at 8-5-4, 1151 lb down and 848 lb up at 10-5-4, 1149 lb down and 820 lb up at 12-5-4, and 1149 lb down and 820 lb up at 14-5-4, and 2271 lb down and 2167 lb up at 16-5-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-4= 54, 4-6— 54, 6-9=-54, 17-23=-20 Concentrated Loads (lb) Vert: 16=-1132(F)12=-1149(F)29=-1132(F)30=-1132(F)31=-1149(F)32= 1151(F) 33=-1 149(F) 34=-2271 (F) Q WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED M1TEK REFERANCE PAGE MII.7473 rev. 1010312015 BEFORE USE. Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the appllcalAity 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 fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSVTPI 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 r City Ply Autlz T12121822 74602 GRC HIP 1 1 Job Reference (optional) .. I..,. Te Con 7R 1d•91 •S1 11117 Pana 1 Chambers Truss, For[ Pierce, FL , ...,.. ....y , .-- • • •••• • -•• •••---•• •__...._. . __ _ _- . __ I D:OX_tLpIBLXBj 1 nQCwr4fngyb7O7-igFFB D1665gwIPbW Lj 1 IzPSDntTkU4RKgW B?41 yZIEy 3.10-12 1IN 3-9-4 3- 6-2-4 7-6-0 1-5-12 2-3-8 0- - 2-3.8 1-5-12 0-0-12 Scale = 1:17.7 4x4 = 1� 0 8 2z3 11 0 2x3 II 3-10-12 1d-0 1 -1 3-9-4 3- 6-4-0 7-"1d-0 0 1-1 2-3.8 0 2-5.4 1-4-0 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/dell Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TC 0.14 Vert(LL) -0.04 7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.27 Vert(TL) 0.03 7 >999 240 BCLL 0.0 Rep Stress Incr NO W B 0.06 Horz(TL) 0.00 6 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight:291b FT=20% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 8=67/0-3-8, 6=67/0-3-8 Max Harz 8=97(LC 31) Max Uplift8— 279(LC 7), 6=-274(LC 9) Max Grav8=339(LC 30), 6=334(LC 34) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-689/48712-3=-649/525, 3-4=-652/548, 4-5=-679/535 BOT CHORD 1-8=-450/658, 7-8_ 494/658, 6-7= 494/658, 5-6=-494/658 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VUIt=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=24ft; B=85ft; L=62ft eave=7ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional); cantilever left and right exposed; 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) 8=279, 6=274. 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) 376 lb down and 290 lb up at 3-10-0, and 376 lb down and 290 lb up at 3-10-0 on top chord, and 152 lb down and 178 lb up at 3-9-4, and 152 lb down and 178 lb up at 3-9-4 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: 1-3=-54, 3-5=-54, 9-12=-20 Concentrated Loads (lb) Vert: 3=219(F=109, B=109) 7=215(F=107, B=107) ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIf-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 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 miss systems, seeANSI/TPII 9uallty Criteria, DSB-89 and SCSI Bullding 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 Pry Ault z T12121823 74602 GRD SPECIAL 1 1 Job Reference (optional) cnamoerstruss, ronrierce,rr. •.�Cwr4fn _O7.spd.0..-__...__,..._. � ID:OX_tLpIBLX8j1nQCwr4fngyb707-AspdOZ2ptOpnJYAivRY_Wc_DWHiEDIQTvAtZdTyZIEx 6-1-6 12-0-15 18-0-9 24.0-2 30-1-8 31-9-0 6-1-fi 5-11-10 5-11-10 5-11-10 6-1-6 3X4 = 4x8 = 5x6 = 5x8 MT18HS W B = 2x3 11 5X6 = 1 17 18 2 1920 21 3 4 22 5 23 24 6 25 26 16 27 28 15 29 30 5x8 MT18HS 11 4x10 = 6-1-6 14 31 13 32 12 33 34 11 35 36 4X4 = 5x8 MT18HS = 3x10 = 5x6 = 30-1 Scale = 1:58.9 5z6 12 6x8 = 7 8 10 9 6x8 = 5x8 MT18HS I I LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES TCLL 20.0 Plate Grip DOL 1.25 TC 0.84 Vert(LL) 0.50 12-14 >748 240 MT20 TCDL 7.0 Lumber DOL 1.25 BC 0.77 Vert(TL) -0.57 12-14 >660 240 MT18HS BCLL 0.0 Rep Stress Incr NO W B 0.98 Horz(TL) 0.11 9 n/a r1/a BCDL 10.0 Code FBC2014fTP12007 (Matrix-M) Weight: 193 lb LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 `Except` BOT CHORD 1-16,1-15,2-14,3-12,6-12,7-11: 2x4 SP M 30 WEBS OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 16=2291/Mechanical, 9=2318/Mechanical Max Harz 16=-51(LC 8) Max Uplift16=-2147(LC 8), 9=-2167(LC 8) Max Grav 1 6=2522(LC 26), 9=2581(LC 26) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-16— 2393/2120, 1-17=-3114/2655, 17-18=-3114/2655, 2-18=-3114/2655, 2-19=-4690/4002, 19-20= 4690/4002, 20-21=-4690/4002, 3-21=-4690/4002, 3-4=-4886/4173, 4-22=-4886/4173, 5-22= 4886/4173, 5-23=-4886/4173, 23-24=-4886/4173, 6-24=-4886/4173, 6-25=-3699/3173, 25-26=-3699/3173, 7-26=-3699/3173, 7-8=-1125/939, 8-9=-2622/2167 BOT CHORD 15-29= 2605/3121, 29-30= 2605/3121, 14-30= 2605/3121, 14-31= 3952/4689, 13-31— 3952/4689, 13-32=-3952/4689, 12-32=-3952/4689, 12-33=-3123/3685, 33-34=-3123/3685, 11-34=-3123/3685, 11-35— 784/946, 35-36=-784/946, 10-36=784/946 WEBS 1-15= 3205/3758, 2-15_ 1782/1768, 2-14=-1665/1930, 3-14=-752/875, 5-12=-613/752, 6-12= 125111461, 6-11 =-1 518/1527, 7-11=-2843/3336, 7-10= 1825/1714, 8-10=-1951/2339 GRIP 244/190 244/190 FT = 20% Structural wood sheathing directly applied or 3-1-2 oc puffins, except end verticals. Rigid ceiling directly applied or 3-7-14 oc bracing. 1 Row at midpt 1-15, 7-11 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=24ft; 6=85ft; L=6211; eave=7ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Ot=lb) 16=2147, 9=2167. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Continued on Dacie 2 ® WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MTTEK REFERANCE PAGE MII.7473 rev. 10/032015 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 E' 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 MiTeW 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 Auflz T12121823 74602 GRD SPECIAL 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL i. —Auy i620i .,—n muuouies,iic. i Mcv +..ugv ID:OX_tLplBLXBjl nQCwr4fngyb7O7-AspdOZ2ptOpnJYAivRY_Wc_DW HiEDIQTvAtZdTyZIEx NOTES- 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 186 lb down and 211 lb up at 2-0-12, 186 lb down and 211 lb up at 4-0-12, 186 lb down and 211 lb up at 6-0-12, 186-lb down and 211 Ib up at 8-0-12, 186 lb down and 211 lb up at 10-0-12, 186 lb down and 211 lb up at 12-0-12, 186 lb down and 211 lb up at 14-0-12, 186 Ib down and 211 lb up at 16-0-12, 186 lb down and 211 lb up at 18-0-12, 186 lb down and 211 lb up at 20-0-12, 186 lb down and 211 lb up at 22-0-12, 186 lb down and 211 Ib up at 24-0-12, 186 lb down and 211 lb up at 26-0-12, and 186 lb down and 211 lb up at 28-0-12, and 186 lb down and 211 lb up at 30-1-8 on top chord, and 96 lb down and 55 lb up at 2-0-12, 96 lb down and 55 lb up at 4-0-12, 96 lb down and 55 lb up at 6-0-12, 96 lb down and 55 lb up at 8-0-12, 96 lb down and 55 lb up at 10-0-12, 96 lb down and 55 lb up at 12-0-12, 96 lb down and 55 lb up at 14-0-12, 96 lb down and 55 lb up at 16-0-12, 96 lb down and 55 lb up at 18-0-12, 96 lb down and 55 lb up at 20-0-12, 96 lb down and 55 lb up at 22-0-12, 96 lb down and 55 lb up at 24-0-12, 96 lb down and 55 lb up at 26-0-12, and 96 lb down and 55 lb up at 28-0-12, and 96 lb down and 55 lb up at 30-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-7=-54, 7-8=-54, 9-16= 20 Concentrated Loads (lb) Vert: 4=-87(B) 7= 87(B) 15=-65(B) 2= 87(B) 14=-65(6) 3=-87(B) 5=-87(B) 12=-65(13) 6=-87(B) 11= 65(B) 10=-65(B) 17=-87(B) 18=-87(B) 20=-87(B) 21=-87(B) 22= 87(B) 23=-87(B) 24=-87(B) 25= 87(B)26=-87(B) 27=-65(B) 28=-65(B) 29=-65(B) 30=-65(B) 31 =-65(B) 32=-65(B) 33=-65(B) 34=-65(B) 35=-65(B)36=-65(B) A WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE M11-7473 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 prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing M1Tek" 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 Sheet, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job I russ Truss Type Auhz T12121824 74602 GRE HIP 7tYPIY 1 - Job Reference (optional) Chambers Truss, Fort Pierce, FL —4c, ...v 'v'v" '•"' "" "" r• "' "" `"" " " I D:OX_tLpIBLXBj 1 nQCwr4fngyb7O7-e2N?bv2ReixexiluT83D2gXYYgBzyw7c7gd69wyZIEw 1-5-12 6-4-0 8-4-0 13-2-4 14-8-0 1-5-12 4-10-4 2-0-0 4-10-4 1-5-12 4x8 = 4x4 = 3x6 11 3x6 11 1-4-0 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 ` BCDL 10.0 LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 SPACING- 2-0-0 CSI. Plate Grip DOL 1.25 TC 0.25 Lumber DOL 1.25 BC 0.16 Rep Stresslncr NO WB 0.31 Code FBC2014ITP12007 (Matrix-M) REACTIONS. (lb/size) 10=65210-3-8, 7=652/0-3-8 Max Horz 10=-162(LC 6) Max U pliftl 0=-877(LC 8), 7= 797(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-841/870, 3-4=-695/852, 4-5=-842/873 BOT CHORD 9-10= 294/244, 8-9= 743/786 WEBS 2-10=-760/686, 2-9=-567/654, 5-8= 631/680, 5-7= 729/641 DEFL. in (loc) Well Ud Vert(LL) 0.04 7-8 >999 240 Vert(fL) -0.03 7-8 >999 240 Horz(TL) -0.00 7 n/a n/a PLATES MT20 GRIP 244/190 Scale = 1:26.3 I2T 0 Weight: 76 lb FT = 20% 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, Except: 8-6-6 oc bracing: 8-9. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=24ft B=85ft; L=62ft; eave=7ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional); cantilever left and right exposed; porch 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 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) 10=877, 7=797. 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) 280 lb down and 272 lb up at 6-4-0, and 280 lb down and 308 lb up at 8-4-0 on top chord, and 358 lb down and 77 lb up at 6-4-0, and 358 lb down and 77 lb up at 8-3-4 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 (pit) Vert: 1-3=-54, 3-4= 54, 4-6=-54, 11-14= 20 Concentrated Loads (lb) Vert: 3=-54(F) 4=-54(F) 9=-55(F) 8=-55(F) ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED Mf7EK REFERANCE PAGE MR-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 Ault T12121825 74602 GRG SPECIAL 1 1 Job Reference o tional 7 MT k I d 1 i I Tue Se 26 14:21:56 2017 Page 1 Chambers Truss, Fort Pierce, FL 7.640 s Aug 16 201 I e n us ras, nc. p I D:OX_tLpIBLXej 1 nQCwr4fngyb707-6FxOpF34PO3UZsJ51 saSb l4Yw4KMhCZm MU MghMyZIEv 3-7-12 7-0-0 12.0.4 17-0-8 20-9-0 24-9-0 28-1-0 31-9-0 3-7-12 3-4-4 5-0-4 5-0.4 3.8-8 4-0-0 3-4-0 3-8-0 3X4 5x8 MT18HS = 6.00 12 3 22 23 3x4 11 7x8 MT18HS = 4x5 = 5x8 MT18HS WB = 3x4 = 24 4 25 268 3x6 7x8 i 2 X/I Z9 11 1Eil 1( 71 16 13 30 15 Z1 14 21 20 19 27 18 28 29 17 7x10 MT18HS = 4x5 = 6xl0 MT18HS = 3x4 = 5x6 W B = 6X8 = 3x4 = 3X4 = ni!!l 12 11 5x12 MT18HS =3x4 11 12xl4 MT18HS = Scale = 1:60.0 M 9 O m o 0 0 Plate Offsets X Y -- 3:0-5-8 0-2-4 5:0-4-0Lagel, ts:u-b-8 u-z 4 T t as e u- -a 13: U-a-4 V-C9 V.V J- I L Lu c LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TO 0.91 Vert(LL) 0.75 15-16 >504 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.98 Vert(TL) -0.81 15-16 >468 240 MT18HS 244/190 BOLL 0.0 ' Rep Stress Incr NO WB 1.00 Horz(TL) 0.32 11 n/a n/a BCDL 10.0 Code FBC2014[TP12007 (Matrix-M) Weight: 196 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-8-3 oc pudins, except BOT CHORD 2x4 SP M 30 'Except* end verticals. 6-17,9-12: 2x4 SP No.3, 13-16: 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 3-3-14 oc bracing. WEBS 2x4 SP No.3 `Except' WEBS 1 Row at midpt 3-18, 16-18, 4-16, 2-21 16-18,10-13: 2x4 SP M 30 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 11=2265/0-8-0, 21=2312/0-8-0 Max Horz21=-175(LC 6) Max Upliftl l= 2087(LC 8), 21=-2204(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-324/274, 2-3=-3815/3795, 3-22=-4585/4575, 22-23=4585/4575, 23-24=-4585/4575, 4-24= 4585/4575, 4-25=-6154/5987, 5-25=-6154/5987, 5-6=-6154/5987, 6-7=-6209/6034, 7-26=-5639/5426, 8-26=-5639/5426, 8-9= 4838/4615, 9-10=-5324/4949, 10-11= 2205/2074 BOT CHORD 20-21=-2885/2977, 19-20= 3246/3396, 19-27=-3246/3396, 18-27=-3246/3396, 18-28=-340/369, 28-29=-340/369, 17-29=-340/369, 16-17=-277/321, 6-16=-256/318, 16-30=-5196/5639, 15-30— 5196/5639, 15-31=-3989/4340, 14-31=-3989/4340, 13-14=-4471/4841, 9-13= 197/301, 11-12=-228/253 WEBS 2-20=-638/600, 3-20=-313/419, 3-18=-1505/1615, 4-18=-1379/1361, 16-18=-4121/4337, 4-16= 1650/1843,7-16=-840/789,7-15=-712J761,8-15=-1609/1723,8-14=-868/892, 9-14=-584/563, 2-21=-3389/3357, 10-13= 4158/4491 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VUlt=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.opsf; h=24ft; B=85ft; L=62ft; eave=7ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 11=2087, 21=2204. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Continued on a e 2 Q WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 10/03,2015 BEFORE USE. � Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an individual building component, not a 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 Mew Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the e East Blvd.fabrication, storage, delivery, erection and bracing of trusses and tniss systems, seeANSI/TPI I Quality Criteria, DSB-89 and SCSI Building Component Tampa, 6904 Parke 3ast Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Job Truss Truss Type Qty Ply Aultz T12121825 74602 GRG SPECIAL 1 '1 Job Reference o tional Chambers -I russ, Fort I'rerce, FL I D:OX_tLpIBLX8j 1 nQCwr4fngyb7O7-6FxOpF34P03UZsJ51 saSb 14Yw4kMhCZmMU M9hMyZlEv NOTES- 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 89 lb down and 340 lb up at 7-0-0, 21 lb down and 120 lb up at 9-0-12, 21 lb down and 120 lb up at 11-0-12, 21 lb down and 120 lb up at 13-0-12, and 21 lb down and 120 lb up at 15-0-12, and 211b down and 120 lb up at 16-8-4 on top chord, and 415 lb down and 525 lb up at 7-0-0, 154 lb down and 178 lb up at 9-0-12, 154 lb down and 178 lb up at 11-0-12, 154 lb down and 178 lb up at 13-0-12, 154 lb down and 178 lb up at 15-0-12, 154 lb down and 178 lb up at 16-10-12, 122 lb down and 129 lb up at 18-8-4, 1221b down and 129 lb up at 20-8-4, and 122 lb down and 129 lb up at 22-8-4, and 504 lb down and 630 lb up at 24-8-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3— 54, 3-8=-54, 8-10=-54, 17-21=-20, 13-16=-20, 11-12=-20 Concentrated Loads (lb) Vert: 3=-89(F) 5=-21(F) 19=-154(F) 17=-154(F) 6=-21(F) 20=-415(F) 15=-122(F) 14=-504(F) 23=-21(F) 24=-21(F) 25=-21(F) 27=-154(F) 28= 154(F) 29= 154(F) 30=-122(F) 31=-122(F) ® 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 MITek0) 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 �A MiTeke 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 Miss 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 Ply Aullz T12121826 74602 GRK MONO HIP 127 1 Job Reference o tional cv 2017 Pa 1 Chambers Truss, Fort Pierce, FL ID:OX_tLplBLX8j1 nQCwr4fngyb7O7-aRVmOb4iAJBLAOuHaZ5h8FcgQUg6QnkvbB6DDoyZIEu 8-4-0 11-0-0 8-4-0 2-8-0 Scale = 1:18.8 5x6 = 3x5 = 2.00 12 2 11 3 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 FBC2014lrP12007 CSI. TC 0.48 BC 0.31 WB 0.49 (Matrix-M) DEFL. in Vert(LL) 0.15 Vert(TL) -0.12 Horz(TL) -0.02 (loc) Udefl Lid 5-10 >860 240 5-10 >999 240 4 n/a n/a PLATES GRIP MT20 244/190 Weight: 40 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 5-4-6 oc bracing. REACTIONS. (lb/size) 1=582/0-3-8, 4=852/0-8-0 Max Harz 1=93(LC 4) Max Upliftl=-889(LC 4), 4=-1339(LC 8) FORCES. (lb) - Max Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP.CHORD 1-2=-1192/1742, 2-11=-1142/1745, 3-11= 1142/1745, 3-4=-668/1075 BOT CHORD 1-5_ 1747/1143 WEBS 3-5=-1964/1290 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=24ft B=85ft; L=62ft; eave=7ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left exposed ; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 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 Ito uplift atjoint(s) except Qt=lb) 1=889, 4=1339. 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) 190 lb down and 151 lb up at 8-4-0, and 91 lb down and 48 lb up at 10-3-4 on top chord, and 499 ib down and 734 lb up at 8-4-0, and 221 lb down and 325 lb up at 10-3-4 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 (pit) Vert: 1-2=-54, 2-3= 54, 4-6= 20 Concentrated Loads (lb) Vert: 2=39(F) 5=-499(F) 11=48(F) 12=-221(F) WARNING. verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev- 1010312015 BEFORE USE. Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must 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 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/TPIi Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job s Truss Type Qty Ply Aulrz T12121827 74602 TGrM HIP 2 1 Job Reference (optional) Chambers Truss, Fort Fierce, FL i s y io au 11 1-,- ...•+- .., , 1. .,_, : ; y.. I D:OX_tLpIBLXBj 1 nQCwr4fngyb7O7-2d3BEx5KxdJCoATTBHcwgS9_Ou5P9Ca3porm m FyZIEt 1-8-0 8-4-0 11-11-8 15-7-0 223-0 23-11-0 1-8-0 6-8-0 3-7-8 3.7.8 63-D 1-8-0 3x4 = 3x6 LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 7.0 Lumber DOL 1.25 BCLL 0.0 Rep Stress Incr NO BCDL 10.0 Code FBC2014/TP12007 4x6 = 4x6 = 3x4 = 5x8 = oxu — CSI. DEFL. in (loc) I/dell Lid TC 0.55 Vert(LL) 0.23 9-11 >999 240 BC 0.62 Vert(TL) -0.33 9-11 >750 240 W B 0.58 Horz(TL) 0.03 8 n/a n/a (Matrix-M) LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 BOT CHORD WEBS 2x4 SP No.3 WEBS REACTIONS. (lb/size) 12=1484/0-8-0, 8=1484/0-8-0 Max Horz 12=213(LC 7) Max Upliftl2= 1498(LC 8), 8=-1412(LC 8) Max Grav 1 2=1 681 (LC 29), 8=1654(LC 30) FORCES. (lb) - Max Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-349/205, 2-3=-2500/2130, 3-19= 2231/2013, 4-19=-2231/2013, 4-20=-2191/2018, 5-20= 2191/2018, 5-6= 2456/2135, 6-7=-364/264 BOT CHORD 1-12=-275/406, 11-12=-341/566, 10-11= 1951/2432, 10-21=-1951/2432, 21-22— 1951/2432, 22-23=-1951/2432, 9-23=-1951/2432, 8-9=-329/422, 7-8=-329/422 WEBS 2-12= 1661/1574, 2-11=-1520/1860, 3-11=-451/683, 4-11=-354/414, 4-9=-354/402, ' 5-9=-418/676, 6-9=-1596/1916, 6-8=-1631/1529 Scale=1:41.2 23-11 1 4-0 PLATES GRIP MT20 244/190 Weight: 123 lb FT = 20% Structural wood sheathing directly applied or 4-4-2 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 5-1-6 oc bracing: 9-11. 1 Row at midpt 2-11, 6-9 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=24ft; B=85ft; L=62ft; 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 lb uplift at joint(s) except Qt=lb) 12=1498, 8=1412. 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) 365 lb down and 404 lb up at 8-4-0, 186 lb down and 211 lb up at 10-4-12, 186 lb down and 211 lb up at 11-11-8, and 186 lb down and 211 lb up at 13-6-4, and 365 lb down and 440 lb up at 15-7-0 on top chord, and 408 lb down and 330 lb up at 8-4-0, 96 lb down and 55 lb up at 10-4-12, 96 lb down and 55 Ib up at 11-11-8, and 96 Ib down and 55 Ib up at 13-6-4, and 408 Ib down and 330 Ib up at 15-6-4 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 (pit) Vert: 1-3=-54, 3-5=-54, 5-7=-54, 13-16= 20 Continued on Daae 2 ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MTTEK REFERANCE PAGE M11-7473 rev. IOIOM015 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 Mew 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 Inks 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 Jab Truss Truss Type Qty Ply Ault z T12121827 74602 GRM HIP 2 1 Job Reference (optional) chambers I russ, ron eierce, M I D:OX_tLpIBLX8j 1 nQCwr4fngyb7O7-2d38 Ex5KxdJCoATTeHcwgS9_Ou5P9Ca3pormmFyZlEt LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 3— 135(B) 5=-135(B) 11=-237(B) 4=-87(B) 9=-237(B) 19=-87(B) 20=-87(B) 21— 65(B) 22=-65(B) 23=-65(B) ® WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED wEIC REFERANCE PAGE 11,1II-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!Tek' is always required for stabillty and to prevent collapse wtlh possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Sheet, Sulte 312, Alexandria, VA 22314. Tampa, FL 33610 Job Job Truss Truss Type Qty Pry T12121828 J1 MONO TRUSS 23 1ob [A.hi--- Reference o tional - - 1 A•9i•GC 7lf17 Pnnn1 Chambers Truss, Fort Pierce, FL ID:OX_tLpIBLX8j1 nQCwr4fngyb707-2d38Ex5KxdJCoATTBHcwgSg3LuARgKv3pormmFyZlEt 2-4-0 2x3 II Scale = 1:10.6 2-" ' 0-4-0 ' LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.21 Vert(LL) 0.00 5 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.30 Vert(TL) 0.00 5 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.11 HOrz(TL) 0.01 3 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Wind(LL) -0.00 5 >999 240 Weight: 9lb FT =20% LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 3= 45/Mechanicai, 4=-66/Mechanical, 5=273/0-8-0 Max Horz 5=73(LC 12) Max Up1ift3=-45(LC 1), 4=-66(LC 1), 5=-315(LC 12) Max Grav3=43(LC 12), 4=78(LC 12), 5=273(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-5=-137/377 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-4-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=24ft; B=85ft; L=62ft; 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) 3, 4 except (jt=lb) 5=315. 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 MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Im �' Design valid for use only Ugih 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 tracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Tampa, FL 33610 T12121829 74602 I J3 I MONO TRUSS 19 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue ID:OX_tLpIBLXSj 1 nQCwr4f ngyb707-W qCW RG5yiXR3QK2fi 3xs 11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid TCLL 20.0 Plate Grip DOL 1.25 TC 0.27 Vert(LL) -0.00 4-5 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.13 Vert(TL) -0.00 4-5 >999 240 BCLL 0.0 Rep Stress Incr YES W B 0.14 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code FBC2014lrP12007 (Matrix-M) Wind(LL) -0.00 4-5 >999 240 LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 3=54/Mechanical, 5=253/0-8-0, 4=-0/Mechanical Max Horz5=140(LC 12) Max Uplift3=-75(LC 12), 5=-228(LC 12), 4=-15(LC 9) Max Grav3=72(LC 17), 5=253(LC 1), 4=44(LC 10) FORCES. (lb) - Max Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-295/84 BOT CHORD 1-5= 53/283 WEBS 2-5= 192/463 Scale = 1:15.6 PLATES GRIP MT20 244/190 Weight: 18 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 4-4-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; VUlt=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=24ft; B=85ft; L=62ft; 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) 3, 4 except Qt=lb) 5=228. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ® WARMING. verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 1010312015 BEFORE USE. � Design valid for use only with MilekO 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 NNTek` Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the 6904 Parke East Blvd.fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPiI Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Ault z T12121630 74602 JS MONO TRUSS 10 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL d 7.640 s Aug 16 2017 M7ek Industries, Inc. Tue Sep 26 14:21:59 2017 Page 1 I D:OX_tLpIBLXSj 1 nQCwr4fngyb707-WgcW RG5yixR3QK2fi_79Dgh5el W Rum_C2SbKl hyZiEs 5 4x4 = 3x6 11 4 Scale = 1:22.1 1-4-0 4- 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 0.82 Vert(LL) -0.02 4-5 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.32 Vert(TL) -0.04 4-5 >999 240 BCLL 0.0 " Rep Stress Incr YES W B 0.19 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Wind(LL) -0.00 4-5 >999 240 Weight: 27lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 3=98/Mechanical, 4=50/Mechanical, 5=312/0-8-0 Max Horz5=207(LC 12) Max Uplift3=-136(LC 12), 4=-21(LC 12), 5=-247(LC 12) Max Grav3=128(LC 17), 4=84(LC 3), 5=312(LC 1) FORCES. (lb) - Max Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BOT CHORD 4-5=-289/212 WEBS 2-4= 215/294, 2-5= 233/630 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 or bracing. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=24ft; B=85ft; L=62ft; eave=7ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Extedor(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 except (jt=lb) 3=136 , 5=247. 6) "Semi -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 MITEK REFERANCE PAGE 11111-7473 rev. 1010=015 BEFORE USE �a 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 �I� MiT eW 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 Critetta, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Auhz T12121831 74602 J5C SPECIAL 1 1 Job Reference o tional n., D_ i Chambers Truss, Fort Pierce, FL f — "y "' ""' '"" "" "'"""""" - I D:OX_tLpIBLXBj 1 nQCwr4fngyb7O7-_OAufc6aTEZwl TdsGifOltELahoJd DOMH6Ktg7yZIEr i 3-8-0 5-0-0 i 3-8-0 1-4-0 3x 8 3x4 11 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid TCLL 20.0 Plate Grip DOL 1.25 TC 0.49 Vert(LL) -0.01 7-8 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.53 Vert(TL) -0.02 7-8 >999 240 BCLL 0.0 ' Rep Stress Incr YES W B 0.14 Horz(TL) -0.02 4 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Wind(LL) 0.01 7 >999 240 LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. All bearings Mechanical except (jt=length) 8=0-8-0. (lb) - Max Horz8=157(LC 12) Max Uplift All uplift 100 lb or less at joint(s) 3, 8 except 4=-341(LC 17), 5= 490(LC 12) Max Grav All reactions 250 lb or less at joint(s) 3, 8 except 4=286(LC 12), 5=577(LC 17) FORCES. (lb) - Max Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BOT CHORD 7-8=-313/113, 5-6= 292/156 WEBS 2-5=-247/463 Scale=1:20.7 PLATES GRIP MT20 244/190 Weight: 27 lb FT = 20% Structural wood sheathing directly applied or 5-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 9-8-7 oc bracing. NOTES- 1) Wind: ASCE 7-10; VUlt=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=24ft B=85ft; L=62ft; 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) 3, 8 except Qt=lb) 4=341, 5=490. 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 MTTEKREFERANCE PAGE M11-7473 rev- 1010312015 BEFORE USE. ' Design valld 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 appllcabdity of design parameters and properly incorporate this design Into the overall nn T building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing If/@0 eW 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 Quallty Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Aultz T12121832 74602 JSP MONO TRUSS 4 1 Job Reference (optional) S 26 14'22'00 2017 P el Chambers Truss, Fort Pierce, FL 3x4 = 3x4 = 6.4-0 2.00112 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue ep ag I D:OX_tLpIBLX8j 1 nQCwr4fngyb7O7-_OAufc6aT EZwl TdsGifOltEDjhhQdF9MH6Ktg7yZlEr Scale = 1:12.1 1-4-0 0-1-i 4-10-4 Plate Offsets (X Y) (1.0 11 0 0 0 8j (1.0-3-12 Edpel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.99 Vert(LL) 0.13 3-8 >564 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.97 Vert(TL) -0.06 3-8 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.02 2 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight: 19 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied. REACTIONS. (lb/size) 1=292/0-3-8, 2=112/Mechanical, 3=54/Mechanical Max Horz 1=69(LC 8) Max Uplift1=-462(LC 8), 2=-132(LC 12), 3=-101(LC 12) Max Grav1=292(LC 1), 2=112(LC 1), 3=83(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=24ft; B=85ft; L=62ft; eave=7ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) zone; cantilever left 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 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 Qt=lb) 1=462, 2=132, 3=101. 6) "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 MlTEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. �� Design valid for use only wlih MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a inrsrs system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall Additional temporary and permanent bracing �/T building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the ftl®f ele 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. 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 Ault T12121833 74602 J7 MONO TRUSS 25 1 Job Reference (optional) 2017 P 1 Chambers Truss, Fort Pierce, FL 7.640 s Aug 16 2017 MiTek Industries, Inc. Tus Sep 26 14.22.01 age I D:OX_tLpIBLX8j 1 nQCwr4fngyb7O7-TCkGsy7CEYhnfdC2pPAdl5nU W 5DI Md1 V W m4QMayZIEq 1-8-0 1 6-8-0 Scale = 1:28.2 3x4 = 5 4x4 = 3x6 11 4 i-4-0 6V 6-8-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.54 Vert(LL) -0.05 4-5 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.23 Vert(TL) -0.13 4-5 >612 240 BCLL 0.0 Rep Stress Incr YES WB 0.34 Horz(TL) -0.01 3 n/a n/a BCDL 10.0 Code FBC2014ITP12007 (Matrix-M) Wind(LL) 0.02 4-5 >999 240 Weight: 37lb FT=20% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 3=141/Mechanical, 5=383/0-8-0, 4=85/Mechanical Max Horz5=274(LC 12) Max Uplift3=-195(LC 12), 5=-278(LC 12), 4=-35(LC 12) Max Grav3=183(LC 17), 5=383(LC 1), 4=129(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BOT CHORD 1-5=-143/289, 4-5=-635/414 WEBS 2-5=-324/849, 2-4= 418/640 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 9-1-6 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL--1.2psf; BCDL=3.Opsf; h=24ft; B=85ft; L=62ft; eave=7ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) 0-0-0 to 6-2-6, Interior(1) 6-2-6 to 8-2-4 zone; cantilever left exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 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 except Qt=lb) 3=195 , 5=278. 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 MrrEK REFERANCE PAGE MIF7473 rev. 10/03/201S 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 MITeW 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 inns systems, seeANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Auaz T12121634 74602 JA MONOTRUSS 7 1 Job Reference (optional) � 22�012017 P 1 Chambers Truss, For[ Pierce, FL 7.640 s Aug 16 2017 MiTek Industries, Inc. Tus Sep — 14. age I D:OX_tLpIBLXBj1 nQCwr4fngyb707-TCkGsy7C EYhnfdC2pPAdi5ncN5GYMi1 V W m4QMayZIEq 1-0-0 6.00 F12 Scale = 1:10.7 5 4 3 3x4 3x4 = LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.03 Vert(LL) -0.00 5 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.02 Vert(TL) -0.00 5 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.02 HOrz(TL) -0.00 2 n/a n/a BCDL 10.0 Code FBC2014lrP12007 (Matrix-M) Wind(LL) 0.00 5 >999 240 Weight: 5lb 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 REACTIONS. (lb/size) 2=22/Mechanical, 5=31/0-8-0, 3=9/Mechanical Max Horz5=28(LC 12) Max Uplift2= 31(LC 12), 3= 22(LC 12) Max Grav2=29(LC 17), 5=31(LC 1), 3=19(LC 10) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Structural wood sheathing directly applied or 1-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; VUIt=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=24ft; B=85ft; L=62ft; eave=71t; 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, 3. 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 MITEKREFERANCE PAGE MI1-7473 rev. 10103,2015 BEFORE USE. ' Design valid for use only with MITek6 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 M'T'eiW 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 74602 JA3 MONO TRUSS 7 1Reference FAT12121635 o tional Chambers Truss, Fort Pierce, FL 3) 3X4 11 3-0-0 3-0.0 7.640 s A.9 io zuir rvi. k suros I D:OX_tLpIBLXBj 1 nQCwr4f ngyb707-xP1f318q?speHnnEN6hsrIJh3VbA59nekQp_vOyZIEp Scale = 1:15.8 LOADING (psf) SPACING- 2-0-0 CS", DEFL, in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.42 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 Stress Incr YES WB 0.06 Horz(TL) -0.00 2 n/a Na BCDL 10.0 Code FBC2014lrP12007 (Matrix-M) Wind(LL) 0.00 4 "" 240 Weight: 14lb 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 REACTIONS. (lb/size) 2=73/Mechanical, 4=99/0-8-0, 3=26/Mechanical Max Harz 4=91(LC 12) Max Uplift2=-102(LC 12), 4=-21(LC 12), 3=-20(LC 12) Max Grav2=94(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. Structural wood sheathing directly applied or 3-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=24ft; B=85ft; L=62ft; 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 fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4, 3 except (jt=lb) 2=102. 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 MrTEK REFERANCE PAGE M11-7473 rev. 10/032015 BEFORE USE. � Design valid for use only with MITek8 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 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 Ault z T12121836 74602 JA5 MONO TRUSS 5 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL 7.640 - A.V 'o ""' N.""" """"" ID:OX_tLpIBLXBj1 nQCwr4fngyb7O7-xP1f318q9speHnnEN6hsrlJhgVVN58BekOp_vOyZIEp 5-0.0 5-0-0 3w 4 4x4 3x4 II 3 LOADING (pst) SPACING- 2-0-0 CSI. DEFL. in (loc) Weft Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.45 Vert(LL) -0.04 3-4 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.49 Vert(TL) -0.09 3-4 >650 240 BCLL 0.0 Rep Stress Incr YES W B 0.09 Horz(TL) -0.00 2 n/a n/a BCDL 10.0 Code FBC2014/fP12007 (Matrix-M) Wind(LL) 0.00 4 "" 240 LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (lb/size) 2=127/Mechanical, 4=176/0-8-0, 3=49/Mechanical Max Horz4=157(LC 12) Max Uplift2= 177(LC 12), 4=-58(LC 12), 3=-11(LC 12) Max Grav2=164(LC 17), 4=181(LC 17), 3=97(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BOT CHORD 3-4=-313/113 WEBS 1-3_ 115/317 Scale=1:20.7 PLATES GRIP MT20 244/190 Weight: 23 lb FT = 20 Structural wood sheathing directly applied or 5-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.opsf; h=24ft; B=85ft; L=62ft; 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) 4, 3 except (jt=lb) 2=177. 6) "Semi -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 MITEK REFERANCE PAGE 111II.7473 rev. 10/03J2015 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 iRM 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 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/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 Au@z T12121837 74602 JA7 MONO TRUSS 9 1 Job Reference (optional) 7 De,.c 1 Chambers Truss, Fort Pierce, FL r.°�ru . rcy 16 201 r M � am , ndu„i . ,, , — ".«.�< <.. , ..a.. ID:OX_tLpIBLX8jl nQCwr4fngyb7O7-xPIf318q?speHnnEN6hsrlJl?VN257gekQp_vOyZIEp 3-5-0 3-7-0 3x4 3x4 = 3x4 = Scale = 1:25.6 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 FBC2014ITP12007 CSI. TC 0.17 BC 0.96 WB 0.18 (Matrix-M) DEFL. in Vert(LL) -0.12 Vert(TL) -0.30 Horz(TL) -0.00 Wind(LL) 0.00 (loc) I/deft Ud 4-5 >657 360 4-5 >263 240 4 Na n/a 5 "" 240 PLATES GRIP MT20 244/190 Weight: 35lb FT=20 o 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 No.3 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. REACTIONS. (lb/size) 3=75/Mechanical, 4=174/Mechanical, 5=244/0-8-0 Max Harz 5=224(LC 12) Max Upiift3= 104(LC 12), 4= 158(LC 12), 5=-90(LC 12) Max Grav3=97(LC 17), 4=214(LC 17), 5=254(LC 17) FORCES. (lb) - Max Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BOT CHORD 4-5=-500/229 WEBS 2-4=279/609 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=24ft; B=85ft; L=62ft; eave=7ft; Cat. Il; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) 0-1-12 to 6-4-2, interior(1) 6-4-2 to 6-10-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) 5 except Qt=lb) 3=104 , 4=158. 6) "Semi -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 MITEK REFERANCE PAGE M11-7473 rev. 10/03/2015 BEFORE USE. � Design valid for use oNy with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual bullding component not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall pA building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing M!T ek' Is always required for stabllity and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabflcatlon, 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 Informallon available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply AuAz T12121838 74602 JB5 MONO TRUSS 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL I 7.640 snug 16201 i woi an ,n usirl-S, 11-. per.. I D:OX_tLpIBLXBj 1 nQCwr4fngyb7O7-Pbs1 He9Tm9xVvxMRxgC5N Wsp9vlRgVyoz3ZXRSyZIEo _... 5 3x4 = 3x6 11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (loc) I/dell Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.59 Vert(LL) -0.01 4-5 >999 240 TCDL 7.0 Lumber DOL 1.25 BC 0.83 Vert(TL) 0.00 4-5 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.51 Horz(TL) 0.02 3 n/a n/a BCDL 10.0 Code FBC2014ITP12007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 3=11/Mechanical, 4=-360/Mechanical, 5=804/0-8-0 Max Harz5=207(LC 12) Max Uplift3=-17(LC 9), 4=-360(LC 1), 5=-880(LC 12) Max Grav3=23(LC 17), 4=363(LC 12), 5=804(LC 1) FORCES. (lb) - Max Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1007/361 BOT CHORD 1-5=-276/1028, 4-5=-276/631 WEBS 2-4= 1008/442, 2-5=-691/1709 Scale = 1:22.1 PLATES GRIP MT20 244/190 Weight: 27 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 4-9-14 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=1321nph; TCDL=4.2psf; BCDL=3.Opsf; h=24ft; B=85ft L=62ft; eave=7ft; Cat. 11; Exp C; Encl., GCpj=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) 3 except Ot=lb) 4=360 , 5=880. 6) "Semi -rigid pitchbreaks Including heels" Member end fixity model was used in the analysis and design of this truss. ® WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MrTEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. �� Design valid for use only with MITek® connectors. This design Is based only upon parameters shaming , and Is for an Individual buildcomponent, 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 MiTeW 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 Ault z T12121839 74602 JB7 MONO TRUSS 4 i Job Reference o tional 9a IA:92:03 2017 Pane 1 Chambers Truss, Fort Pierce, FL ,.�Y„ S „�.y...__.__ __ .. . ID:OX_tLpIBLXBjl nQCwr4fngyb7O7-Pbsi He9Tm9xVvxMRxgC5N W svVvuBgY4oz3ZXRSyZIEo 3 3-9.7 4-6-9 3X4 = 5 3x4 = Scale = 1:25.4 3x6 II 3-3-12 3-9-7 8-4-0 33-12 -5-11 4-6-9 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.25 Vert(LL) -0.01 4-5 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.20 Vert(TL) -0.02 4-5 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.31 Horz(TL) 0.01 3 n/a n/a BCDL 10.0 Code FBC2014/fP12007 (Matrix-M) Wind(LL) -0.02 4-5 >999 240 Weight: 36 lb FT = 20% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 3=93/Mechanical, 5=568/0-11-5, 4=-58/Mechanical Max Horz5=274(LC 12) Max Uplift3=-129(LC 12), 5= 545(LC 12), 4=-58(LC 1) Max Grav3=123(LC 17), 5=568(LC 1), 4=82(LC 10) FORCES. (lb) - Max Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-818/275 BOT CHORD 1-5= 196/815, 4-5= 196/370 WEBS 2-5=-456/1036, 2-4=-406/215 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; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.opsf; h=24ft; B=85ft; L=62ft; eave=7ft; Cat. ll; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) 0-0-0 to 6-2-6, Interior(1) 6-2-6 to 8-2-4 zone; cantilever left exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 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 except (jt=lb) 3=129 , 5=545. 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 MR-7473 rev. 10/03/2015 BEFORE USE. �� Design valid for use only wlih 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 aril 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 wflh 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 ype aty Ply Ault z T12121840 74602 JC MONO TRUSS 2 1 Job Aeference (optional) - 1..,. T - ce.. 7e 1 22:04 2017 Pa 1 Chambers Truss, Fort Pierce, FL v "" ID:0X_tLpIBLX8j1 nQCwr4fngyb7O7-tnQPU_95WT3MW5xdVXjKwjP4zJGmZ2lxCj15zuyZIEn 1-5-12 3-9-4 r 1_5_12 2-8-8 Scale = 1:14.2 2x3 11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Lid PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TO 0.20 Vert(LL) -0.00 4-5 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.12 Vert(TL) -0.00 4-5 >999 180 BCLL 0.0 ' Rep Stress Incr YES W B 0.12 Horz(TL) 0.00 3 n/a r9a BCDL 10.0 Code FBC2014fTP12007 (Matrix-M) Weight: 13 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 3=42/Mechanical, 4=12/Mechanical, 5=214/0-3-8 Max Horz 5=121(LC 12) Max Uplift3= 65(LC 12), 5=-204(LC 12) Max Grav3=62(LC 17), 4=31(LC 3), 5=214(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-5=-154/399 BRACING - TOP CHORD Structural wood sheathing directly applied or 3-9-4 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES-. 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=24ft; B=85ft; L=62ft; 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 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3 except Qt=lb) 5=204. 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 MITEKREFERANCE PAGE M11-7473 rev. 10/03/2015 BEFORE USE. Design valld 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 bullding design. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek7 Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the e East Blvd. Safety cation, storage, dellvery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Cdleria, DSB-89 and BCSI Building Component Tampa, 6904 Parke East � Safety Information available from Truss Plate Inslifule, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Job Truss Truss Type Qty Ply Ault z T72121841 74602 JC5 SPECIAL 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL r.ovo 5 rug , o �o r "�� n� ���>U I D:OX_tLpIBLXBj 1 nQCwr4fngyb707-tnQPU_95 WT3M W 5xdVXjKwi P3xJ4TZ19xCj15zuyZIEn 2-8-0 5-0-0 2-8-0 3x 7 3x4 11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.27 Vert(LL) -0.01 5 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.84 Vert(TL) -0.02 6 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.19 Horz(TL) -0.03 4 n/a n/a BCDL 10.0 Code FBC2014lrP12007 (Matrix-M) Wind(LL) 0.03 6 >999 240 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) 3=58/Mechanical, 7=171/0-8-0, 4=117/Mechanical Max Horz 7=157(LC 12) Max Uplifl3= 78(LC 12), 7=-55(LC 12), 4=-115(LC 12) Max Grav3=74(LC 17), 7=174(LC 17), 4=147(LC 17) FORCES. (lb) - Max Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BOT CHORD 6-7=-313/113, 4-5=-588/319 WEBS 2-4=-349/642 Scale = 1:20.7 PLATES GRIP MT20 244/190 Weight: 26 lb FT = 20 Structural wood sheathing directly applied or 5-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 6-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDI--3.Opsf; h=24ft; B=851t; L=62ft; 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) 3, 7 except Qt=lb) 4=115. 6) "Semi -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 M/TEK REFERANCE PAGE mu-7473 rev. 10/03/20I5 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 nAsk" T building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional lemporary and permanent bracing 6VEi A 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 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 Auhz T12121642 74602 JC7 SPECIAL 4 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL 1.64U s Aug 16 2017 MI I eK industries, Inc. I ue Sep 26 14;22.05 2017 raga 1 I D:OX_tLpIBLX8j 1 nQCwr4fngyb7O7-L_niKAjHnBD8FW p2FEZSxxEMiVj I R 15QN2eVLyZIEm 2-8-0 7-0-0 2-8-0 4-4-0 I ' 3x, 3x4 = 3x4 11 Scale = 1:26.2 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 0.29 BC 0.52 WB 0.34 (Matrix-M) DEFL. in"(loc) I/dell Ud Vert(LL) -0.03 4-5 >999 360 Vert(TL) -0.08 4-5 >999 240 Horz(TL) -0.06 4 n/a n/a Wind(LL) 0.06 5 >999 240 PLATES GRIP MT20 244/190 Weight: 35lb 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 No.3 *Except* end verticals. 2-6: 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 5-3-7 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 3=106/Mechanicai, 7=251/0-8-0, 4=142/Mechanical Max Horz 7=224(LC 12) Max Uplift3=-146(LC 12), 7=-96(LC 12), 4— 109(LC 12) Max Grav3=137(LC 17), 7=262(LC 17), 4=171(1-13 17) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-8=-266/218 BOT CHORD 6-7= 408/151, 4-5=-1129/630 WEBS 2-4=-645/1154 NOTES- 1) Wind: ASCE 7-10; Vult=170Mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.opsf; h=24ft; B=85ft; L=62ft; eave=7ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) 0-1-12 to 6-4-2, Interior(1) 6-4-2 to 6-10-4 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) 7 except Qt=lb) 3=146 , 4=109. 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 MITEK REFERANCE PAGE MII-7473 rev. 1010312015 BEFORE USE. � ing component, n Design valid for use only with MITek®connecTors.lNs design is based only upon parameters shown, and Is for an Indivdual buildot 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 Bl�iT�k' Is always required for stability and to prevent collapse with possible personal Inlury 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 Ault T12121843 74602 JP1 MONO TRUSS 4 1 Jab Reference (optional) Chambers Truss, Fort Pierce, FL 2.4-0 /.640 s Aug 16 2017 Mirek inauslfles, IIIc. Tur, Sap 46 w.cc.w cv, i Fags , ID:OX_tLpIBLX8j 1 nQCwr4fngyb707-L_niKAiHnBD8FW p2FEZSxxEfiZLI W 05QN2eV LyZIEm Scale = 1:6.3 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.27 Vert(LL) 0.01 4 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.29 Vert(TL) -0.01 4 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 HOrz(TL) -0.00 1 n/a rVa BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight:7lb FT=20% LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 1=207/0-3-8, 2=-19/Mechanical, 3=-27/Mechanical Max Horz 1=24(LC 8) Max Upliftl=-390(LC 8), 2=-19(LC 3), 3_ 27(LC 1) Max Gravl=207(LC 1), 2=50(LC 8), 3=56(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 2-4-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=24ft; B=85ft; L=62ft; eave=7ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) zone; cantilever left 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 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 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 3 except (jt=lb) 1=390. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ® WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1­7473 rev. 1010312015 BEFORE USE. Design vaild 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 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/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 Ply Auhz 77T12121844 74602 JP3 JQty MONO TRUSS 4 1 I Job Reference (option al TCo.. °C 14:22:04 2017 Pa e 1 Chambers Truss, Fort Pierce, FL 4-4-0 ID:OX_tLpIBLXBjl nQCwr4fngyb707-L_niKA]HnBDB FW p2FEZSxxDTiZrIW 05QN2eVLyZIEm = 1:8.4 Plate Offsets (X Y) f 1:0 11 0 0 0-8] (1:0-3-12 Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.35 Vert(LL) 0.01 3-7 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.32 Vert(TL) -0.00 4 >999 240 BCLL 0.0 Rep Stresslncr YES WB 0.00 Horz(TL) -0.00 2 n/a rVa BCDL 10.0 Code FBC2014fTP12007 (Matrix-M) Weight: 13 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 1=236/0-3-8, 2=56/Mechanical, 3=17/Mechanical Max Harz 1=47(LC 8) Max Upliftl=-317(LC 8), 2=-64(LC 8), 3=-43(LC 13) Max Gravl=236(LC 1), 2=56(LC 1), 3=41(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 4-4-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASIDE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=24ft; B=85ft; L=62ft; eave=7ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) zone; cantilever left 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 2) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ` This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 3 except (jt=lb) 1=317. 6) "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 verity the applicability of design parameters and properly hicorporate this design Into the overall Additional temporary and permanent bracing MiTek' building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quailty Criteria, DSB-89 and BCSI Building Component fabrication, storage, d East ParkeEast Blvd. 6904 Parke Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, 0 Job Truss Truss Type City Ply AuRz T12121845 74602 JP7 MONO TRUSS 4 1 Job Reference (optional) o Chambers Truss, Fort Pierce, FL ID:OX_tLpIBLXBj 1 nQCwr4fngyb707-pAYgvgBL24J4mO4Ocylo?BUOE6sYl v4 Ef 1 nB2nyZIEI 4-4-0 0-12 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.35 Vert(LL) 0.23 4-9 >417 240 TCDL 7.0 Lumber DOL 1.25 BC 0,411 Vert(TL) -0,13 4-9 >727 240 BCLL 0.0 Rep Stress Incr YES WB 0.29 Horz(TL) -0.01 3 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 1=357/0-3-8, 3=6/Mechanical, 4=241/Mechanical Max Harz 1=91(LC 12) Max Upliftl=-545(LC 8), 3=-23(LC 3), 4=-353(LC 12) Max Gravl=357(LC 1), 3=27(LC 19), 4=241(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2— 343/761 BOT CHORD 1-4=-849/320 WEBS 2-4=-370/981 Scale = 1:15.8 5x6 = PLATES GRIP MT20 244/190 Weight: 28 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 6-5-13 oc bracing. NOTES- 1) Wind: ASCE 7-10; VUlt=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.opsf; h=24ft; B=85ft L=62ft; eave=7ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) 0-0-0 to 6-2-9, Interior(1) 6-2-9 to 8-2-4 zone; cantilever left 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 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) 3 except Qt=lb) 1=545 , 4=353. 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 MITEK REFERANCE PAGE MR-7473 rev. 10/03/2015 BEFORE USE �' Design valid for use only vAh 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 property Incorporate this design Into the overall Additional temporary and bracing MiTek' building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. permanent 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 rest Blvd. 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 Ault T12121646 74602 JU MONO TRUSS 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 7.0 Lumber DOL 1.25 BCLL 0.0 ' Rep Stress Incr YES BCDL 10.0 Code FBC2014/TP12007 LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 20 SP No.3 WEBS 2x4 SP No.3 3X4 11 6.00 F12 3X4 11 1-0-0 _ 1-0-0 farosnuy r6201 nninn mu—iw, ua.i o F �.,,�._.w...,, eo, ID:OX_tLpIBLXBjl nQCwr4fngyb707-pAY9vgBL24J4m040cylo?8USY6y01zeEf1 nB2nyZIEI CSI. DEFL. in (loc) I/deft Ud TC 0.07 Vert(LL) -0.00 4 >999 240 BC 0.07 Vert(TL) -0.00 4 >999 180 WB 0.00 Horz(TL) -0.00 2 n/a n/a (Matrix-M) REACTIONS. (lb/size) 2=22/Mechanical, 4=31/0-3-8, 3=9/Mechanical Max Horz4=28(LC 12) Max Uplift2— 42(LC 12), 3=-13(LC 12) Max Grav2=32(LC 17), 4=31(LC 1), 3=16(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Scale = 1:10.7 PLA�ES GRIP MT20 244/190 Weight: 4 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc puffins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=24ft; B=85ft; L=62ft; 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 D0L--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, 3. 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/TEK REFERANCE PAGE MI1-7473 rev. 10/03/2015 BEFORE USE. Design valid for use ody with MITekm 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 Additional temporary and permanent bracing /� MiTeW building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Is always required for stability and to prevent collapse with possible personal Injury and properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSUTPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Tampa, FL 33610 Safety Information available from Truss Plate Institute. 218 N. Lee Sheet, Suite 312. Nexandrla, VA 22314. Job Truss Truss ype city Ply Aukz T12121647 74602 Jul MONO TRUSS 1 1 Job Reference (optional) 7 M7 k 1 dustriss Inc r„o cow 9a ia•gar7 9017 Paae 1 Chambers Truss, Fort Pierce, FL 2-4-0 ID:OX_tLpIBLX8jl nQCwr4fngyb707-HM5Y70CZPORxNYfCAgH 1 YM1 bBW Dxm POOuhXlaDyZIEk 3x5 11 3x4 = PROVIDE ANCHORAGE, DESIGNED BY OTHERS, AT BEARINGS TO RESIST MAX. UPLIFT 3 AND MAX HORZ. REACTIONS 3xs II SPECIFIED BELOW. LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (loc) l/defl Lid TCLL 20.0 Plate Grip DOL 1.25 TC 0.21 Vert(LL) -0.00 6 n/r 120 TCDL 7.0 Lumber DOL 1.25 BC 0.41 Vert(TL) -0.00 6 n/r 120 BCLL 0.0 Rep Stress Incr YES W B 0.12 Horz(TL) 0.00 n/a n/a BCDL 10.0 Code FBC2014frP12007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2= 0/Mechanical, 3=170/Mechanical Max Horz2= 183(LC 12), 3=261(LC 12) Max Uplift3=-228(LC 12) Max Grav3=170(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BOT CHORD 1-3=-178/652 WEBS 2-3_ 140/405 Scale = 1:10.6 PLATES GRIP MT20 244/190 Weight: 9lb FT=20% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-4-0 oc puriins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=24ft; B=85ft; L=62ft; eave=7ft; Cat. 11; 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 (b uplift at joint(s) except Qt=lb) 3=228. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 7) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.5001n. 0 WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev. 10/032015 BEFORE USE. � Design valid for use only with MlTek® 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 Additional temporary and bracing MiTek` building design. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only. permanent for and to collapse with possible personal injury and property damage. For general guidance regarding the Is always required stability prevent fabrication, storage. delivery, erection and bracing of trusses and truss systems, seeANSi/TPI I Quality Criteria, DSB-89 and BCSI Building Component e East Blvd. Tampa, 6904 ParkeEast Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Mexandila, VA 22314. Job Truss Truss Type Qty Ply Auftz T12121848 74602 JU3 MONO TRUSS 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL /.640 S Aug 16 2017 iM a lug I P2v 14:1: :: •,.-.••• I D:OX_tLpIBLXBj 1 nQCwr4fngyb7O7-HM5Y70CzpORxNYfCAgH 1 YM 1 SP W4bm N90uhXlaDyZIEk 4x5 11 3x4 = PROVIDE ANCHORAGE, DESIGNED BY OTHERS, AT BEARINGS TO RESIST MAX. UPLIFT AND MAX HORZ. REACTIONS SPECIFIED BELOW. 3x6 II Scale = 1:15.6 LOADING (pst) 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 0.83 BC 1.00 WB 0.24 (Matrix-M) DEFL, in Vert(LL) -0.00 Vert(TL) -0.02 Horz(TL) 0.00 (loc) I/dell Ud 6 n/r 120 3-6 n/r 120 n/a n/a PLATES GRIP MT20 244/190 Weight: 17 lb FT = 20% LUMBER- BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 1-4-12 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=0/Mechanical, 3=318/Mechanical Max Horz2= 412(LC 12), 3=557(LC 12) Max Uplift3=-429(LC 12) Max Grav3=318(LC 1) FORCES. (lb) - Max Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BOT CHORD 1-3=-367/1344 WEBS 2-3=-275/803 NOTES- 1) Wind: ASIDE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2pst; BCDL=3.Opsf; h=24ft; B=8511; L=62ft; eave=7ft; Cat. 11; 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) except Qt=lb) 3=429. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 7) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.5001n. ® WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE. �� Design valid for use only with MI1ek8 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 e East Blvd. fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Tampa, 6904 Parke East 0 Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Job Truss Truss Type Qty Piy Ault T12121849 74602 JXA MONO TRUSS 16 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL 7-0.0 ,�.�....��„„ ID:OX_tLpIBLXBjl nQCwr4fngyb7O7-IYfwKLCbaiZn? iEOkNoG4ZZjhwZzVshX7LG16gyZIEj 7-0-0 2x3 11 9 2 2x3 11 ° Scale = 1:13.4 Plate Offsets (X Y) f 1:0-11-0 0-0-8) 11.0-3-12 Ecigel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.41 Vert(LL) 0.17 3-8 >473 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.42 Vert(TL) -0.08 3-8 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.09 Horz(TL) -0.00 1 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight: 22lb FT=20% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 1=315/0-3-8, 3=192/0-8-0 Max Horz 1=76(LC 8) Max Upliftl=-491(LC 8), 3=-270(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-3=-139/313 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=24ft; 6=85ft; L=62ft; eave=7ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 6-2-6, Interior(1) 6-2-6 to 6-10-4 zone; cantilever left 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 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) 1=491, 3=270. 5) "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 MITEK REFERANCE PAGE M11-7473 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 �1j building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTeV 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 Ault T12121850 74602 K MONO TRUSS 30 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL 7.640 s Aug 16 2017 MI I SIC inousines, Inc. I u9 bep 2ti 1422:U8 ZU1 r rage 1 ID:0X_tLpIBLX8j1 nQCwr4fngyb7O7-IYfwKLCbaiZn?iEOkNoG4ZZi5waEV19X7LG16gyZIEj i 7-9-1 , 11-0-0 , 13-4-13 7-9-1 3-2-15 2.4-13 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid TCLL 20.0 Plate Grip DOL 1.25 TC 0.45 Vert(LL) 0.15 6-11 >846 240 TCDL 7.0 Lumber DOL 1.25 BC 0.34 Vert(TL) -0.08 6-11 >999 240 BCLL 0.0 ' Rep Stress Incr YES W B 0.58 Horz(TL) -0.02 5 n/a n/a BCDL 10.0 Code FBC2014fTP12007 (Matrix-M) 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) 1=453/0-3-8, 4=46/Mechanical, 5=433/0-8-0 Max Horz 1=148(LC 12) Max Upliftl=-668(LC 8), 4=-51(LC 12.), 5=-581(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-12=-687/1676, 2-12= 647/1680 BOT CHORD 1-6= 1769/651, 5-6= 1769/651 WEBS 2-5=-712/1934, 2-6=-610/213 Scale = 1:22.8 PLATES GRIP MT20 244/190 Weight: 45 lb FT = 20% Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 4-11-10 oc bracing. NOTES- 1) Wind: ASCE 7-10; VUlt=170Mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.opsf; h=24ft B=8511; L=621t; eave=7ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Extedor(2) 0-0-0 to 6-2-6, Interior(1) 6-2-6 to 13-3-1 zone; cantilever left 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 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 except (jt=lb) 1=668 , 5=581. 6) "Semi -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 MITEK REFERANCE PAGE 0I-7473 rev. 10/032015 BEFORE USE. �� Design vaild 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 bralding designer must verify the appllcabOlty of design parameters and properly Incorporate this design Into the overall nn T building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing 6Y6I eW Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the t Blvd.e East fabrication, storage, delivery, erection and bracing of trusses and inns systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Tampa, 6904 Parke East 0 Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Job Truss Truss Type 0ty Ply Ault z T12121851 74602 KJ3 MONO TRUSS 2 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL 7.640 s Aug 16 2017 M7ek Industries, Inc. Tue Sep 26 14:22:09 2017 Page 1 ID:OX_tLpIBLX811 nQCwr4fngyb707-ElDlYhDDL? hedspaH4JVdn6ybKzdEJkgL?Osf6yZlEi 3-2-15 2-9-13 2x3 11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.15 Vert(ILL) -0.02 4-5 >999 240 TCDL 7.0 Lumber DOL 1.25 BC 0.13 Vert(TL) 0.02 4-5 >999 240 BCLL 0.0 Rep Stress Incr NO W B 0.11 Horz(TL) -0.00 3 n/a f1/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 3=60/Mechanical, 4=-32/Mechanical, 5=214/0-11-5 Max Harz 5=140(LC 24) Max Uplift3= 74(LC 8), 4_ 70(LC 17), 5=-327(LC 8) Max Grav3=84(LC 28), 4=95(LC 24), 5=361(LC 31) FORCES. (Ib) - Max Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-370/304 BOT CHORD 1-5=-272/374, 5-10=-272/234, 4-10=-272/234 WEBS 2-4=-240/279 4x4 = Scale = 1:16.7 PLATES GRIP MT20 244/190 Weight: 25 lb FT = 20% 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=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=24ft; B=85ft; L=62ft; 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 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) 3, 4 except Qt=lb) 5=327. 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) 125 lb down and 121 lb up at 3-4-10, and 125 lb down and 121 lb up at 3-4-10 on top chord, and 69 lb down and 94 lb up at 3-4-10, and 69 lb down and 94 lb up at 3-4-10 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 (pit) Vert: 1-3=-54, 4-6=-20 Concentrated Loads (lb) Vert: 9=84(F=42, B=42) 10=115(F=57, B=57) ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MIrEK REFERANCE PAGE MII-7473 rev. 101031201E BEFORE USE. � Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual bullding component, not a truss system. Before use. the bullding 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 MiiTeW Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the e East Blvd.fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component Tampa, 6904 Parke 33610 East Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Job Truss Truss Type Qty Ply Aultz T12121852 74602 KJ5 MONO TRUSS 2 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Sep 2614:22:09 2017 Page 1 ID:OX_tLpIBLX8j 1 nQCwr4fngyb707-EIDIYh DDL?hedspaH4JVdn6yLKzgEJxgL?Osf6yZlEi 2-0-6 3-2-14 3-7-8 Scale = 1:21.7 --- 7 2x3 II tiny — 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.16 Vert(LL) -0.01 6-7 >999 240 TCDL 7.0 Lumber DOL 1.25 BC 0.13 Vert(TL) 0.01 6-7 >999 240 BCLL 0.0 Rep Stress Incr NO W B 0.09 Horz(TL) -0.00 4 Na n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 BOT CHORD WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=72/Mechanical, 7=223/0-4-15, 5=53/Mechanical Max Horz7=207(LC 8) Max Uplift4=-97(LC 8), 7=-340(LC 8), 5= 124(LC 5) Max Grav4=86(LC 17), 7=423(LC 31), 5=182(LC 22) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2= 335/280, 2-11=-435/237, 3-11=-348/212 BOT CHORD 1-7=-257/341, 7-13= 257/142, 6-13=-257/142, 6-14= 218/267, 5-14— 218/267 WEBS 2-7=-296/203, 2-6= 212/272, 3-5=-308/251 PLATES GRIP MT20 244/190 Weight: 40 lb FT = 20% Structural wood sheathing directly applied or 6-0-0 oc puffins. Rigid ceiling directly applied or 6-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=24ft; B=85fh L=62ft; 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 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 except Qt=lb) 7=340 , 5=124. 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) 125 lb down and 121 lb up at 3-4-10, 125 lb down and 121 lb up at 3-4-10, and 133 lb down and 119 lb up at 6-2-10, and 133 lb down and 119 lb up at 6-2-10 on top chord, and 69 lb down and 94 lb up at 3-4-10, 69 lb down and 94 lb up at 3-4-10, and 35 lb down and 45 lb up at 6-2-10, and 35 lb down and 45 lb up at 6-2-10 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 (pit) Vert: 1-4=-54, 5-8=-20 Concentrated Loads (lb) Vert: 11=84(F=42, B=42) 12=45(F=22, B=22) 13=115(F=57, B=57) 14=52(F=26, B=26) ® 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 verity the applicability of design parameters and property Incorporate this design Into the overall Additional temporary and permanent bracing �/� MiT building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. ek• Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and inrss 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. Sulte 312. Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply AuAz T72121653 74602 KJ7 MONO TRUSS 3 1 1 Job Reference (optional) cnameers i russ, ron rierce, r-L 7.640 s Aug 16 2017 MITek Industries, Inc. Tue Sep 26 14:22:10 2017 Page 1 1 D:OX_tLpIBLXej 1 nQCwr4fngyb707-ixngl1 Es6JgV EOOnrogk9_f5-jHfzj2gaflPBYyZIEh i 2-31 6-9-10 11-8-11 2.3-9 4-6-2 4-11-0 Scale: 1/2'=l' 2x3 11 t-9.14 -5-11 4-6-2 4-11-0 LOADING (psf) SPACING- 2-0-0 CSL DEFL, in (loc) Well Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.30 Vert(LL) -0.02 5-6 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.21 Vert(fL) -0.06 5-6 >999 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.29 Horz(TL) -0.01 4 n/a n/a BCDL 10.0 Code FBC2014ITP12007 (Matrix-M) Wind(LL) 0.03 5-6 >999 240 Weight: 54lb 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 6-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=124/Mechanical, 7=322/0-11-5, 5=200/Mechanical Max Horz 7=274(LC 8) Max Uplift4=-171(LC 8), 7— 467(LC 8), 5=-247(LC 5) Max Grav4=138(LC 28), 7=577(LC 31), 5=324(LC 28) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 256 (lb) or less except when shown. TOP CHORD 1-2= 410/326, 2-11=-700/478, 11-12= 614/448, 3-12=-517/386 BOT CHORD 1-7=-295/413, 7-14=-295/163, 14-15— 295/163, 6-15= 295/163, 6-16= 448/480, 5-16= 448/480 WEBS 2-7=-434/304, 2-6= 412/504, 3-5=-544/507 NOTES- 1) Wind: ASCE 7-10; VUlt=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.opsf; h=24ft; B=8511; L=62fh eave=7ft; Cat. 11; Exp C; Encl., GCpi=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) except Qt=lb) 4=171, 7=467, 5=247. 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) 125 lb down and 121 lb up at 3-4-10, 125 lb down and 121 lb up at 3-4-10, 133 lb down and 119 lb up at 6-2-10, 133 lb down and 119 lb up at 6-2-10, and 172 lb down and 1 SO lb up at 9-0-9, and 172 lb down and 180 lb up at 9-0-9 on top chord, and 69 lb down and 94 lb up at 3-4-10, 69.Ib down and 94 lb up at 3-4-10, 35 lb down and 45 lb up at 6-2-10, 35 lb down and 45 lb up at 6-2-10, and 66 lb down and 49 lb up at 9-0-9, and 66 lb down and 49 lb up at 9-0-9 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: 1-4=-54, 5-8=-20 Continued on page 2 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 10/03/2015 BEFORE USE. �' Design valid for use only with MITek0 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 applicabllty 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 possibie 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 City Ply Aunz T12121853 74602 KJ7 MONO TRUSS 3 i Job Reference (optional) chambers I cuss, Fort Fierce, FL /.b4U S Aug 1 b ZU1 / MI 1 eK mausines, Inc. I Ua aep — —e- 1 v av 1 i rag, < I D:OX_tLpIBLXBj 1 nQCwr4fngyb707-ixngli Es6JgV EOOnrogk9_f5-jHfzj2gaflPBYyZI Eh LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 11=84(F=42, 13=42) 12=45(F=22, B=22) 13=-44(F=-22, B=-22) 14=115(F=57, B=57) 15=52(F=26, B=26) 16= 44(F= 22, 6= 22) ® WARNING- Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE 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 MiTek" Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the Blvd. East fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Cdleria, DSB-89 and BCSI Building Component Tampa, 6904 Parke East Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Job Truss Truss Type Qty Ply Ault z T12121854 74602 KJ7A MONO TRUSS 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Sep 26 14:22:11 2017 Page 1 ID:OX_tLpIBLXBjl nQCwr4fngyb707-A7L2yNFUtdyMsAzzPVLziCBFR7dCiBmzpJVyj_yZiEg 4-11-0 4-11-0 6 4x4 = 3x4 = 3x4 11 Scale = 1:25.8 4-11-0 4-11-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.38 Vert(LL) -0.03 4-5 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.26 Vert(TL) -0.07 4-5 >999 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.33 Horz(TL) -0.01 3 n/a n/a BCDL 10.0 Code FBC2014lrP12007 (Matrix-M) Wind(LL) 0.02 4-5 >999 240 Weight: 48lb 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) 3=144/Mechanical, 6=253/0-11-5, 4=289/Mechanical Max Horz 6=226(LC 8) Max Uplift3=-197(LC 8), 6= 337(LC 6), 4= 319(LC 8) Max Grav3=163(LC 25), 6=327(LC 21), 4=345(LC 25) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-7= 628/600, 7-8=-556/562, 2-8=-511/470, 1-6=-300/297 BOT CHORD 6-10= 256/78, 10-11= 256/78, 5-11=-256/78, 5-12= 599/537, 4-12=-599/537 WEBS 2-4=-607/67811-5=-499/547 Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 9-5-14 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=24ft B=85ft; L=62ft; eave=7ft; Cat. 11; Exp C; Encl., GCpj=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load 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 Qt=lb) 3=197, 6=337, 4=319. 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) 103 lb down and 75 Ito up at 1-6-1, 103 lb down and 75 lb up at 1-6-1, 148 lb down and 146 lb up at 4-4-0, 148 lb down and 146 lb up at 4-4-0, and 196 lb down and 221 lb up at 7-1-15, and 196 lb down and 221 lb up at 7-1-15 on top chord, and 10 lb down and 50 lb up at 1-6-1, 10 lb down and 50 lb up at 1-6-1, 28lb down and 48 lb up at 4-4-0, 28 lb down and 48lb up at 4-4-0, and 50 lb down and 39 lb up at 7-1-15, and 50 lb down and 39 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: 1-3=-54, 4-6= 20 Concentrated Loads (lb) Vert: 7=108(F=54, B=54) 8=6(F=3, B=3) 9= 102(F= 51, B=-51) 10=39(F=20, B=20) 11=5(F=3, B=3) 12=-41(F= 20, B=-20) ® WARNING. Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1­7473 rev. I M312015 BEFORE USE. �� Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Irldlvidual building component, not a truss system. Before use. the building designer must verity the applicab'Iity 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 nA T 9�@l eW 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 Ault z T12121655 74602 KJA7 MONO TRUSS 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL 7.640 a Aug 16 2017 MI I BK IodusInes, Inc. I Us Sep 26 14:22:11 2U1 / rage 1 I D:OX_tLpIBLX8j 1 nQCwr4fngyb7O7-A7L2yNFUtdyMsAzzPVLziCBI u7feiBTzpJVyj_yZIEg 2-0 1 11-8-11 1 2-0-6 1-11-13 4-1-3 3-7-6 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 2x3 11 2x3 11 sxv — Scale: 1/2'=l' SPACING- 2-0-0 CSI. DEFL. in (loc) Well L/d PLATES GRIP Plate Grip DOL 1.25 TC 0.16 Vert(LL) -0.01 6-7 >999 360 MT20 244/190 Lumber DOL 1.25 BC 0.10 Vert(TL) -0.02 6-7 >999 240 Rep Stress Incr NO W B 0.15 Horz(TL) -0.00 5 n/a n/a Code FBC2014/fP12007 (Matrix-M) Wind(LL) 0.01 7-8 >999 240 Weight: 55 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puriins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except: 10-0-0 oc bracing: 6-7. REACTIONS. All bearings Mechanical except Qt=length) 9=0-4-15, 8=0-8-0. (lb) - Max Harz9=274(LC 8) Max Uplift All uplift 100 lb or less at joint(s) except 5=-113(LC 8), 9= 175(LC 8), 8=-386(LC 6), 6=-273(LC 5) Max Grav All reactions 250 lb or less at joint(s) 5, 9 except 8=449(LC 29), 6=303(LC 28) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-14=-419/339, 4-14=-320/263 BOT CHORD 1-9=-123/258, 7-18= 311/300, 6-18=-311/300 WEBS 3-8= 381/328, 3-7=-297/394, 4-6=-399/414 NOTES- 1) Wind: ASCE 7-10; VUlt=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=24ft; B=85ft; L=62ft; 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 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 113 lb uplift at joint 5, 175 lb uplift at joint 9, 386 lb uplift at joint 8 and 273 lb uplift at joint 6. 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) 125 lb down and 121 lb up -at 3-4-10, 1071b down and 86 lb up at 3-4-10, 133 lb down and 119 lb up at 6-2-10, 148 lb down and 146 lb up at 6-2-10, and 196 Ib down and 221 lb up at 9-0-9, and 172 lb down and 180 Ito up at 9-0-9 on top chord, and 69 lb down and 94 lb up at 3-4-10, 6 lb down and 41 lb up at 3-4-10, 35 lb down and 45 Ib up at 6-2-10, 28 lb down and 48 lb up at 6-2-10, and 50'lb down and 39 lb up at 9-0-9, and 66 Ib down and 49 Ib up at 9-0-9 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 (pit) Vert: 1-5=-54, 6-10= 20 Concentrated Loads .(Ib) Vert: 13=97(F=55, B=42) 14=26(F=3, B=22) 15=-73(F= 51, B=-22) 16=77(F=19, B=57) 17=29(F=3, B=26) 18= 42(F=-20, B=-22) ® WARNING. Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 1,1I1-7473 rev. 1010312015 BEFORE USE. Is based shown, and Is for an individual building component, not Design valid for use only with M11ek8 connectors. This design only upon parameters a trUSS system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design Into the overall Additional temporary and bracing MiTek` building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. permanent for and to collapse with possible personal Injury and property damage. For general guidance regarding the Is always required stability prevent storage, delivery. erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component East e East Blvd.fabrication, Tampa, 6904 Parke Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Job Truss Truss Type Qty Ply Aultz T12121856 74602 KJB7 MONO TRUSS 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL 7.640 s Aug 16 2017 MITek Industries, Inc. Tue Sep 26 14:22:12 2017 Page 1 ID:OX_tLpIBLX8j 1 nQCwr4fngyb707-eKvRAjG6ew4D UJY9zDsCFPkRtxu6Rfb7l zEW FRyZ[Ef 4-1-7 9-10.1 4-1-7 5-8-9 Scale=1:27.2 3x4 11 4x4 = 4-1-7 5-8-9 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.27 Vert(LL) -0.19 4-5 >351 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.53 Vert(TL) 0.16 4-5 >409 240 BCLL 0.0 Rep Stress incr NO W B 0.10 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight: 481b 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. All bearings 0-11-5 except (jt=length) 3=Mechanical, 4=Mechanical. (lb) - Max Horz6=226(LC 8) Max Uplift All uplift 100 lb or less at joint(s) except 6= 123(LC 6), 3=-164(LC 8), 5=-594(LC 8), 4= 119(LC 8) Max Grav All reactions 250 lb or less at joint(s) 6, 3, 4 except 5=652(LC 28) FORCES. (Ib) - Max Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BOT CHORD 6-9= 279/93, 5-9=-279/93 WEBS 2-5=-310/331 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=24ft; B=85ft; L=62ft; eave=7ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load 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 123 lb uplift at joint 6, 164 lb uplift at joint 3, 594 lb uplift at joint 5 and 119 lb uplift at joint 4. 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) 103 lb down and 75 lb up at 1-6-1, 148 lb down and 146 lb up at 4-4-0, and 196 lb down and 221 lb up at 7-1-15, and 104 lb down and 65 lb up at 7-1-15 on top chord, and 10 Ib down and 50 lb up at 1-6-1, 141 lb down and 257 lb up at 1-6-1, 28 lb down and 48 lb up at 4-4-0, and 50 lb down and 39 lb up at 7-1-15, and 355 lb down and 388 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: 1-3=-54, 4-6=-20 Concentrated Loads (lb) Vert: 5=3(B) 2=3(B) 7=54(B) 8=15(F=65, B=-51) 9= 122(F= 141, B=20) 1 0=1 70(F=190, B=-20) ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE M11.7473 rev. 10/032015 BEFORE USE. �' Design valld 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 Additional temporary and bracing nn T W building design. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only. permanent 9�Yf e 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 SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institule, 218 N. Lee Street, Suite 312. Aiexandrla. VA 22314. Tampa, FL 33610 Job Truss russ Type Ply Auflz T12121857 74602 KJC MONO TRUSS 1Qty 4 1 Job Reference o tional MT k 1 1 ' I TusSe 26 14.22.12 2017 Page 1 Chambers Truss, Fort Pierce, FL 7.640 s Aug 16 2017 i e Inaus rigs, no. p I D:OX_tLpIBLX8j 1 nOCwr4fngyb7O7-eKvRAjG6ew4DUJY9zDsC FPkTBX_eRgX71 zEW FRyZIEf 2-0.6 13-2-14 5 2x3 II Scale = 1:14.0 1-9-14 3-5-6 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.19 Vert(LL) -0.02 4-5 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.18 Vert(TL) 0.02 4-5 >999 240 BCLL 0.0 Rep Stress Incr NO W B 0.04 Horz(TL) -0.02 3 n/a rVa BCDL 10.0 Code FBC2014/fP12007 (Matrix-M) Weight: 171b FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-3-4 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 3=27/Mechanical, 4= 25/Mechanical, 5=179/0-4-15 Max Horz 5=121(LC 8) Max Uplift3=-40(LC 8), 4=-58(LC 17), 5= 281(LC 8) Max Grav3=71(LC 28), 4=75(LC 24), 5=307(LC 31) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=24ft; B=85ft; L=62ft; eave=7ft; Cat. II; Exp C; Encl., GCpl=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 girders) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 40 lb uplift at joint 3, 58 lb uplift at joint 4 and 281 lb uplift at joint 5. 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) 125 lb down and 121 lb up at 3-4-10, and 125 lb down and 121 lb up at 3-4-10 on top chord, and 69 lb down and 94 lb up at 3-4-10, and 69 lb down and 94 lb up at 3-4-10 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: 1-3=-54, 4-6= 20 Concentrated Loads (ib) Vert: 9=84(F=42, B=42) 10=115(F=57, B=57) Q WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/012015 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 e East Blvd.fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and SCSI Building Component Tampa, 6904 Parke East Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandila, VA 22314, Job Truss Truss Type Qty Ply Auhz T12121858 74602 KJC7 SPECIAL 1 1 Job Reference (optional) 017 P 1 Chambers Truss, Fort Pierce, FL 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Sep 26 14.22.13 2 age I D:OX_tLpIBLX8j 1 nQCwr4fngyb7O7-6W TpN3GkPEC45T7MWwORndHcexEuAOrGGd_3otyzlEe 5-0-12 9-10-1 5-0-12 4-9-5 4x5 = 3x4 11 12 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.27 TCDL 7.0 Lumber DOL 1.25 BC 0.56 BCLL 0.0 ' Rep Stress Incr NO W B 0.48 BCDL 10.0 Code FBC20141rP12007 (Matrix-M) Scale = 1:25.8 9-10-1 DEFL. in (loc) I/defl Ud PLATES GRIP Vert(LL) 0.19 4-5 >583 240 MT20 244/190 Vert(TL) -0.18 4-5 >639 240 Horz(TL) -0.08 4 n/a n/a Weight: 48 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) 3=103/Mechanical, 7=280/0-11-5, 4=410/Mechanical Max Horz7=226(LC 8) Max Uplift3=-132(LC 21), 7=-298(LC 6), 4=-473(LC 8) Max Grav3=114(LC 13), 7=328(LC 26), 4=479(LC 25) FORCES. (lb) - Max Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-8= 550/466, 8-9= 526/469, 2-9=-508/460, 1-7=-312/278 BOT CHORD 7-10=-296/120, 10-11= 296/120, 6-11= 296/120, 5-12= 1070/976, 4-12= 1070/976 WEBS 2-4=-1 023/1122,1-6=-310/427 Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 6.0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=24ft; B=85ft; L=62fh eave=7ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load 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 132 lb uplift at joint 3, 298 lb uplift at joint 7 and 473 lb uplift at joint 4. 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) 103 lb down and 75 lb up at 1-6-1, 103lb down and 75 lb up at 1-6-1, and 148lb down and 146 lb up at 4-4-0, and 148lb down and 146 lb up at 4-4-0 on top chord, and 10 lb down and 50 lb up at 1-6-1, 10 lb down and 50 lb up at 1-6-1, 28 lb down and 48 lb up at 4-4-0, 28 lb down and 48 lb up at 4-4-0, and 189 lb down and 233 lb up at 7-1-15, and 111 lb down and 143 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 (pit) Vert: 1-3= 54, 6-7— 20, 4-5=20 Concentrated Loads (lb) Vert: 8=108(F=54, B=54) 9=6(F=3, B=3) 10=39(F=20, B=20) 11=5(F=3, B=3) 12— 249(F=-160, B=-89) ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MIrEKREFERANOE PAGE MO-7473 rev. 10/03,2015 BEFORE USE. �• Design valid for use only with MITekO connectors. This design Is based only upon parameters shown, and Is for an Indlvlduai building component, not a ULM 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 fabrlcatlon, 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 Aunz T12121859 74602 KJM MONO TRUSS 1 1 Job Reference (optional) Chambers Truss, Fort YlarCe, FL 1.,..o-9 11„—,,.... -..oI �.. ... -.,., .,.y.,. ID:OX_tLpIBLX8jl nQCwr4fngyb707-aiOBbPHMAYKxjdiY4evgKgpmcLfKvW gPVHicKJyZIEd 5.0.8 9-10-1 i 5-0-8 4-9-9 4x4 = 3x4 11 Scale = 1:28.1 3x4 = 5-0-8 9-7-13 9-10-1 5-0-8 4-7-5 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.32 Vert(LL) -0.02 4-5 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.23 Vert(TL) -0.06 4-5 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.31 Horz(TL) -0.01 3 n/a nla BCDL 10.0 Code FBC2014ITP12007 (Matrix-M) Wind(LL) 0.02 4-5 >999 240 Weight: 49lb FT =20% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 3=130/Mechanical, 6=226/0-11-5, 4=263/Mechanical Max Horz6=226(LC 8) Max Uplift3= 177(LC 8), 6— 314(LC 6), 4=-299(LC 8) Max Grav3=147(LC 28), 6=323(LC 24), 4=335(LC 28) BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, except end verticals. BOT CHORD Rigid ceiling directly applied or 9-10-15 oc bracing. FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-7=-616/547, 7-8=-544/498, 2-8= 481/426, 1-6=-295/276 BOT CHORD 6-10— 262/84, 10-11= 262/84, 5-11=-262/84, 5-12=-546/501, 4-12= 546/501 WEBS 2-4=-570/621, 1-5=-439/527 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=24ft; B=85ft; L=6211; eave=7ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other five 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 177 lb uplift at joint 3, 314 lb uplift at joint 6 and 299 lb uplift at joint 4. 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) 103 lb down and 75 lb up at 1-6-1, 103 lb down and 75 lb up at 1-6-1, 148 lb down and 146 lb up at 4-4-0, 133 lb down and 119 lb up at 4-4-0, and 196 lb down and 221 lb up at 7-1-15, and 172 lb down and 180 lb up at 7-1-15 on top chord, and 10 lb down and 50 lb up at 1-6-1, 10 lb down and 50 lb up at 1-6-1, 28 lb down and 48 lb up at 4-4-0, 35 lb down and 45 lb up at 4-4-0, and 50 lb down and 39 lb up at 7-1-15, and 66 lb down and 49 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 (pff) Vert: 1-3=-54, 4-6— 20 Concentrated Loads (lb) Vert: 7=108(F=54, B=54) 8=26(F=22, B=3) 9= 73(F— 22, B— 51) 10=39(F=20, B=20) 11=29(F=26, B=3) 12=42(F= 22, B=-20) ® WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MO-7473 rev. 10/0=015 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. Wort a truss system. before rise, the building designer mast verify the appllcab0lty 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 !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/TPI1 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. safety information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss truss type Qty Ply Ault z T12121860 74602 KJP7 MONO TRUSS 2 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL 8-4-9 ,.-5 Muy,o cV,Irvil,—,uuw„ea, 1-. a".P cu,-r.cc. I D:OX_tLpIBLXSj 1 nQCwr4fngyb707-aiOBbPHMAYKxjdiY4evgKgpnOLekvV3PV HjcKJyZIEd 11.8-11 3-4.2 11-8-11 Scale=1:19.3 Plate Offsets (X Y)-- f1:1-3-15 0-0-81 f1:0-6-8 Edgel LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.27 Vert(LL) 0.11 6 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.27 Vert(TL) -0.07 6 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.36 HOrz(TL) -0.01 4 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight: 41lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-9-10 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 1=387/0-4-15, 3=85/Mechanical, 4=306/Mechanical Max Harz 1=91(LC 20) Max Upliftl=-488(LC 4), 3= 106(LC 4), 4=-445(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - Ali forces 250 (lb) or less except when shown. TOP CHORD 1-11=-787/1157, 11-12=-787/1154, 2-12=-773/1138 BOT CHORD 1-14=-1136f768, 14-15=-1136/768, 5-15= 1136f768, 5-16= 1136/768, 4-16=-1136f768 WEBS 2-4=-809/1197 NOTES- 1) Wind: ASIDE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.0psf; h=24ft B=85ft; L=62ft; eave=7ft; Cat. II; Exp C; Encl., GCpl=0.18; MW FRS (directional); cantilever left exposed ; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 3) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 488 lb uplift at joint 1, 106 lb uplift at joint 3 and 445 lb uplift at joint 4. 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) 133 lb down and 95 lb up at 3-4-10, 133 lb down and 95 lb up at 3-4-10, 103 lb down and 86 lb up at 6-2-10, 103 lb down and 86 lb up at 6-2-10, and 119 lb down and 155 lb up at 9-0-9, and 119 lb down and 155 lb up at 9-0-9 on top chord, and 115 lb down and 55 lb up at 3-4-10, 115 lb down and 55 lb up at 3-4-10, 15 lb down and 16 lb up at 6-2-10, 15 lb down and 16 lb up at 6-2-10, and 35 lb down and 61 lb up at 9-0-9, and 35 lb down and 61 lb up at 9-0-9 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: 1-3=-54, 4-6=-20 Concentrated Loads (lb) Vert: 11=62(F=31, B=31) 12=40(F=20, B=20) 13=-72(F=-36, B=-36) 14=76(F=38, B=38) 15=20(F=10, B=10) 16= 51(F=-26, B=-26) 0 WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 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 iruss system. Before use, the bullding designer must verify the appilcablllty 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 tot slabillty 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 T12121861 74602 MHV6 GABLE 1 1 FAuhz Reference o tional Chambers Truss, Fort Pierce, FL 7.640.A.y 162C,i, I— — o GP u- ID:OX_tLpIBLXBj 1 nQCwr4fngyb707-2vaZoll_xrSoLnGkeLQvs21V1ylk1 Ne?kZlc(TAsmyZlEc 2.9.4 5-1-15 5-11.0 2-9.4 2-4-11 3x6 = 3x4 11 4 6 5 3x4 i 2x3 11 3x4 11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) I/defl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.30 Vert(LL) n/a n/a 999 TCDL 7.0 Lumber DOL 1.25 BC 0.11 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress ]nor YES WB 0.14 Horz(TL) -0.00 5 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (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=60/5-11-0, 5=97/5-11-0, 6=225/5-11-0 Max Horz 1=153(LC 12) Max Uplift5= 83(LC 12), 6=-206(LC 12) Max Grav 1=60(LC 1), 5=104(1-C 17), 6=271(LC 17) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-6=217/462 Scale = 1:17.0 PLATES GRIP MT20 244/190 Weight: 22 lb FT = 20% Structural wood sheathing directly applied or 5-11-0 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=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=24ft; B=85ft; L=62ft; eave=7ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 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. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 83 lb uplift at joint 5 and 206 lb uplift at joint 6. 8) "Semi -rigid pitchbreaks including heels' Member end fixity model was used in the analysis and design of this truss. A wARNINO - Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE MII.7473 rev. 101032015 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 txillding designer must verify the applicability of design parameters and properly incorporate this design Into the overall Additional lemporary and bracing MiTek` building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. permanent 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. Alexandra. VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Auftz T72121862 74602 MHV10 GABLE 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL 7.640 s Aug 16 2017 MI fek industries, Inc. I ue Sep 26 14:22:16 201 r rage 1 I D:OX_tLpIBLX8j 1 nQCwr4fngyb7O7-2vaZoll_xrSoLnGkeLQvs2Mrpkzwe_iZkxTAsmyZlEc 8.9-7 9-11.0 i 897 119 3x6 = 3x4 11 3x4 2x3 II 63x4 II Plate Offsets (X Y)-- 13:0-3-0 0-2-01 LOADING (pst) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.74 TCDL 7.0 Lumber DOL 1.25 BC 0.33 BCLL 0.0 Rep Stresslncr YES WB 0.20 BCDL 10.0 Code FBC2014ITP12007 (Matrix) Scale = 1:27.8 DEFL. in (loc) I/defl Ud PLATES GRIP Vert(LL) n/a n/a 999 MT20 244/190 Vert(fL) n/a n/a 999 Horz(TL) -0.00 5 n/a n/a Weight: 39 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 REACTIONS. (lb/size) 1=126/9-11-0, 5=151/9-11-0, 6=400/9-11-0 Max Harz 1=274(LC 12) Max Uplift5=-128(LC 12), 6=-368(LC 12) MaxGravl=126(LC 1), 5=161(LC 17), 6=483(LC 17) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-7=-373/128, 2-7=-359/144, 4-5=-119/254 WEBS 2-6_ 369/683 Structural wood sheathing directly applied or 6-0-0 oc purlins, 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=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=24ft; 6=85ft; L=6211t; eave=7ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Extedor(2) 0-7-7 to 6-9-13, Interior(1) 6-9-13 to 8-9-7, Exterior(2) 8-9-7 to 9-9-4 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) 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. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 128 lb uplift at joint 5 and 368 lb uplift at joint 6. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ® WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MTTEK REFERANCE PAGE Mll-7473 rev. 101032015 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/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 Oty Ply Ault T12121863 74602 MV2 VALLEY 2 1 Job Reference (optional) P 1 Chambers Truss, Fort Pierce, FL 7.640 s Aug 16 2017 MTek Industries, Inc. Tus Sep 26 14.22.16 2017 age I D:OX_tLpIBLXBj 1 nQCwr4fngyb707-W 5BxO4Jci9afyxrxC3x8P FvAbSNsN U6iybCjOCyZIEb 2-0.0 2-0-0 Scale = 1:7.9 3x4 LOADING (pst) SPACING- 2-0-0 CSI. DEFL, in (loc) I/defl Lid TCLL 20.0 Plate Grip DOL 1.25 TC 0.10 Vert(LL) n/a n/a 999 TCDL 7.0 Lumber DOL 1.25 BC 0.03 Vert(fL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES W B 0.00 Horz(TL) -0.00 2 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=51/2-0-0, 2=37/2-0-0, 3=14/2-0-0 Max Horz 1=46(LC 12) Max Upliftl= 25(LC 12), 2=-52(LC 12) Max Gravl=55(LC 17), 2=48(LC 17), 3=28(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. PLATES GRIP MT20 244/190 Weight: 5lb FT=20% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=24ft; B=85ft; L=62ft; eave=7ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) 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 ANSUTPI 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 25 lb uplift at joint 1 and 52 lb uplift at joint 2. 7) "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 MITEK REFERANCE PAGE M11.7473 rev. 101=015 BEFORE USE Design valld for use only with MITek0 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 /� MiTeke is always required for stability and to prevent collapse with possible personal Injury and properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of 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. Mexandrla, VA 22314. Tampa, FL 33610 Job Truss Truss Type City Ply Auh= T1z121es4 74602 MV4 VALLEY 2 1 Job Reference o tional ,, c,,., n a 0— P.— 1 Chambers Truss, Fort Pierce, FL y � � ,, ,.„"",,, ,.3, .,..,, _-.. I D:OX_tLpIBLXBj 1 nQCwr4f ngyb7O7-W 5BxO4Jci9afyxrxC3x8P Fv2SBK9N U6iybq OCyZIEb 4-0-0 3x4 i 3x4 II Scale = 1:13.0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.62 Vert(LL) n/a n/a 999 MT20 244/190 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 FBC2014/TP12007 (Matrix) Weight: 141b 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 REACTIONS. (lb/size) 1=120/4-0-0, 3=120/4-0-0 Max Horz 1=108(LC 12) Max Upliftl=-58(LC 12), 3=-112(LC 12) Max Grav1=129(LC 17), 3=145(LC 17) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-120/255 Structural wood sheathing directly applied or 4-0-0 oc puriins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=24ft; B=85ft; L=62ft; 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) 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 20.0psf 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 58 lb uplift at Joint 1 and 112 lb uplift at Joint 3. 6) "Semi -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 MREK REFERANCE PAGE Mll-7473 rev. 101031201E BEFORE USE. Design valid for use only with MlTekm connectors. This design 5 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 M! HT ek• Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the e kEast Blvd. fabrication, storage, delivery, erection and tracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Tampa, 6904 ParEast Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandra, VA 22314. Job Truss Truss Type Qty Ply Ault T12121865 74602 MV6 VALLEY 1 1 Job Reference (optional) -'!A17. !ndLelriuc Inr Tien Ron 9R 14-99.179017 Pace 1 Chambers Truss, Fort Pierce, FL ^"n ""'"'---"'--' "- "-- - -' ID:OX_tLpIBLXBj 1 nQCwr4fngyb7O7-?HiKDQJFTTiW a5Q71mSNyTRGZYil6vOsBFyHxeyZlEa 6-0-0 6-" 5 4 3x4 2x3 II 3x4 II LOADING (psf) SPACING- 2-0-0 CSI. DEFL. • in (loc) I/deft Lid TCLL 20.0 Plate Grip DOL 1.25 TC 0.34 Vert(LL) n/a n/a 999 TCDL 7.0 Lumber DOL 1.25 BC 0.12 Vert(TL) n/a Na 999 BCLL 0.0 Rep Stress Incr YES W B 0.15 Horz(TL) 0.00 n/a n/a BCDL 10.0 Code FBC20141TP12007 (Matrix) 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 REACTIONS. (lb/size) 1=61/6-0.0, 4=83/6-0-0, 5=243/6-0-0 Max Horz 1=175(LC 12) Max Uplift4=-78(LC 12), 5=-227(LC 12) Max Grav 1=61(LC 1), 4=101(LC 17), 5=295(LC 17) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-323/126 WEBS 2-5=-239/507 Scale = 1:18.1 PLATES GRIP MT20 244/190 Weight: 23 lb FT = 20 Structural wood sheathing directly applied or 6-0-0 oc puffins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.0psf; h=24ft; B=85ft; L=62ft; 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) 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 78 lb uplift at joint 4 and 227 lb uplift at joint 5. 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 MITEK REFERANCE PAGE MO.7473 rev. 101=015 BEFORE USE Design valld for use only with MITek® connectors. This design is based only upon parameters shown, and is for an Individual building component not a trim system. Before use, the 1xiilding designer must verity the applicability of design parameters and properly Incorporate this design Into the overall r� i� building design. Bracing Indicated Is to prevent buckling of Individual Intss web and/or chord members only. Additional temporary and permanent bracing MiTeW Is always required for stablllty 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 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 Jab Job Truss Tru cuss ype Qty VALLEY JPly�AuftzT12121866 1 enceo tional Inc n,n Rnn 9r 1d-99-172o17 Paget Chambers Truss, Fort Pierce, FL I D:OX_tLpIBLX8j 1 nQCwr4fngyb7O7-?HiKDQJFTTiW a5Q71m SNyTRCXYg66uLsBFyHxeyZIEa Scale = 1:23.3 3x4 i 3x4 11 2x3 11 4 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.60 TCDL 7.0 Lumber DOL 1.25 BC 0.22 BCLL 0.0 ' Rep Stress Incr YES W B 0.19 BCDL 10.0 Code FBC2014fFP12007 (Matrix) DEFL, in (loc) I/deft Ud Vert(LL) n/a n/a 999 Vert(TL) nta n/a 999 Horz(rL) 0.00 n/a n/a 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 REACTIONS. (lb/size) 1=89/8-0-0, 4=111/8-0-0, 5=336/8-0-0 Max Horz 1=242(LC 12) Max Uplift4=-104(LC 12), 5=-313(LC 12) Max Grav1=89(LC 1), 4=135(LC 17), 5=407(LC 17) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-412/160 WEBS 2-5=-316/649 PLATES GRIP MT20 244/190 Weight: 31lb Ff=20% Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; VUlt=170171ph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=24fh B=85ft L=62ft; eave=7ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) 0-7-7 to 6-9-13, Interior(1) 6-9-13 to 7-10-4 zone;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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 104 lb uplift at joint 4 and 313 lb uplift at joint 5. 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 MITEK REFERANCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE �� Design valid for use only with MITek® connectors. This deslgn is based only upon parameters shown, and Is for an individual building component, not a Inks 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 10 prevent collapse with possible personal Injury and property damage, For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and muss systems, seeANSI/TP11 Quality Criteria, DSB-89 and 8CS1 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 I russ Truss Type city Ply Aultz Ti 74602 V4 VALLEY 1 1 [Job Reference (optional) Chambers Truss, Fort Pierce, FL 7.640 s Aug i o zo i r mi i eR k—.4ws, u— n F .o — - � o ,o ID:OX_tLpIBLX8jl nQCwr4fngyb7O7-TUGiQmKtDmgNCE?JJTzcUg_UHyt SrOc?QvhgT4yZIEZ 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/dell Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.15 Vert(LL) n/a n/a 999 TCDL 7.0 Lumber DOL 1.25 BC 0.15 Verl(TL) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(fL) -0.00 3 n/a n/a BCDL 10.0 Code FBC2014ITP12007 (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=-35(LC 10) Max Upliftl= 72(LC 12), 3=-72(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) 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 pudins. 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=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=24ft; 13=85ft; L=62ft; eave=7ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Extedor(2) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 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 72 lb uplift at joint 1 and 72 lb uplift at joint 3. 7) "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 MITEK REFERANCE PAGE M17-7473 rev. 10/0 MIS 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 applicabillty of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing p� MiT eW 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 Auhz T12121668 74602 V8 VALLEY i 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL 7.640 s Aug io 2017 MIT a wsuas, inc. lueoep4 .«. age I D:OX_tLpIBLXBj 1 nQCwr4fngyb7O7-TUGiQmKtDmgNCE7JJTzcUg_NeyOorNB7QvhgT4yZIEZ 4-" 8-0.0 4-0-0 4-0.0 3x4 2x3 II 4x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.64 Vert(LL) n/a n/a 999 TCDL 7.0 Lumber DOL 1.25 BC 0.19 Vert(TL) n/a nta 999 BCLL 0.0 ' Rep Stress Incr YES W B 0.09 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code FBC2014lrP12007 (Matrix) LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 1=125/8-0-0, 3=125/8-0-0, 4=250/8-0-0 Max Harz 1=-86(LC 10) Max Upliftl=-111(LC 12), 3= 111(LC 12), 4=-132(LC 12) Max Grav 1=128(LC 17), 3=140(LC 18), 4=250(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-4=-165/307 Scale = 1:15.5 3x4 Q PLATES GRIP MT20 244/190 Weight: 25 lb FT = 20 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 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=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=241t; B=85ft; L=62ft; eave=7ft; Cat. Il; 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 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 111 lb uplift at joint 1, 111 lb uplift at joint 3 and 132 lb uplift at joint 4. 7) "Semi -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 MITEK REFERANCE PAGE MIF7473 rev. 10/03/2015 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 Before the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall a frLm system. use, building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing Mew Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the storage, delivery, erecflon and bracing of trusses and buss systems, seeANSi/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.fabrication, 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 ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth, 0-1/1 d. -. For 4 x 2 orientation, locate plates 0-1nb" from outside edge of truss. This symbol indicates the required direction of slots in connector plates, Plate location details available in MTek 20/20 software or upon request. PLATE SIZE The first dimension is the plate 4 x 4 width measured perpendicular to slots. Second dimension is the length parallel to slots, LATERAL BRACING LOCATION 0 ! NA ►-4 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 dimensions shown in ft-in-sixteenths (Drawings not to scale) 1 2 3 TOP CHORDS 0 C O 2 U a. O JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. PRODUCT CODE APPROVALS ICC-ES Reports: ESR-1311, ESR-1352, ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 ® General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See SCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, Individual lateral braces themselves may require bracing, or alternative Tor I p bracing should be considered. Of O 3, Never exceed the design loading shown and never = stack materials on Inadequately braced trusses. U 4_ 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other Interested parties. 5. Cut members to bear tightly against each other, 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant, 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 Trusses are designed for wind loads in the plane of the specified. truss unless otherwise shown. 13. Top chords must be sheathed or purlins provided at spacing Indicated on design. Lumber design values are in accordance with ANSI/TPI 1 14. Bottom chords require lateral bracing at 10 ft. spacing, section 6.3 These truss designs rely on lumber values or less, if no ceiling is installed, unless otherwise noted. established by others. 15. Connections not shown are the responsibility of others. © 2012 MiTek® All Rights Reserved MiTek Engineering Reference Sheet: Mll-7473 rev. 10/03/2015 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.