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HomeMy WebLinkAboutTRUSSRE: 74319 - Huddleston Site Information: Customer Info: Brian Helseth Lot/Block: Address: unknown City: St Lucie County Lumber design valta6s arein accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values establislWVIV �Igv Project Name: Huddleston Model: Subdivision: 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: FBC20141TP12007 Design Program: MiTek 20/20 7.6 Wind Code: ASCE 7-10 Wind Speed: 160 mph Roof Load: 37.0 psf Floor Load: N/A psf This package includes 59 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 I No. Seal# I Truss Name Date 1 IT114520511A 6/26/17 118 1 T11452068 1 G7 6/26/17 12 1 T11452052 1 ATA 1 6/26/17 119 1 T11452069 1 G8 1 6/26/17 13 T11452053 1 ATB 1 6/26/17 120 1 T11452070 1 G RA 1 6/26/17 1 14 T11452054 1 ATC 1 6/26/17 121 I T11452071 GRB 1 6/26/17 1 15 1 T11452055 1 ATD 1 6/26/17 122 1 T11452072 GRC 1 6/26/17 6 1 T11452056 1 ATE 6/26/17 123 IT11452073 GRD 6/26/17 7 1 T114520571 D 1 6/26/17 124 I T11452074 GRF 1 6/26/17 1 18 1 T11452058 1 D1 1 6/26/17 125 1 T11452075 1 GRG 1 6/26/17 19 1 T11452059 1 D2 1 6/26/17 126 1 T1 1452076 1 GRK 1 6/26/17 110 1 T11452060 1 D6 1 6/26/17 127 1 T11452077 1 GRL 1 6/26/17 Ill I T11452061 1 G 1 6/26/17 128 1 T11452078 1 HV8 1 6/26/17 112 1 T11452062 1 G1 1 6/26/17 129 1 T11452079 1 HV12 1 6/26/17 113 1 T11452063 1 G2 1 6/26/17 130 1 T11452080 1 HV16 1 6/26/17 114 T11452064 1 G3 1 6/26/17 131 1 T11452081 1 HV20 1 6/26/17 15 T11452065 1 G4 6/26/17 132 1 T11452082 1 HV24 6/26/17 16 1 T11452066 1 G5 1 6/26/17 133 1 T114520831 HV28 1 6/26/17 117 1 T11452067 1 G6 1 6/26/17 J 34 1 T11452084 1 HV32 1 6/26/17 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: Finn, Walter My license renewal date for the state of Florida is February 28, 2019. IMPORTANT NOTE' The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdiction(s) identified and that the designs comply with ANSI/TPI 1. These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes), which were given to MiTek. Any project specific information included is for MiTek's customers file reference purpose only, and was not taken into account in the preparation of these designs. MiTek has not independently verified the applicability of the design parameters or the designs for any particular building. Before use, the building designer should verify applicability of design parameters and properly incorporate these designs into the overall building design per ANSI/TPI 1, Chapter 2. ♦ AATE-- 9 13 : F : 441� 100. Walter P. Finn PE No.22839 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 26,2017 Finn, Walter 1 of 2 RE: 74319 - Huddleston Site Information: Customer Info: Brian Helseth Project Name: Huddleston Model: Lot/Block: Subdivision: Address: unknown City: St Lucie County State: FL No. I Seal# ITruss Name Date 135 1 T11452085 1 HV36 6/26/17 136 I T11452086 I J1 6/26/17 137 J T11452087 1 J3 1 6/26/17 1 138 I T11452088 I J3A 1 6/26/17 139 I T11452089 I J5 1 6/26/17 140 I T11452090 I J5A 1 6/26/17 141 I T11452091 I J5B 1 6/26/17 1 142 I T11452092 I J7 1 6/26/17 143 I T11452093 1 J U 1 1 6/26/17 1 144 I T11452094 1 K 1 6/26/17 145 I T11452095 I K1 1 6/26/17 1 146 I T11452096 I K2 1 6/26/17 1 147 1 T11452097 1 K3 1 6/26/17 1 148 1 T11452098 1 K4 1 6/26/17 149 1 T11452099 1 K5 1 6/26/17 150 T11452100 1 K6 1 6/26/17 1 151 T11452101 1 K7 1 6/26/17 152 1 T11452102 1 KJ5 1 6/26/17 153 1 T11452103 1 KJ7 1 6/26/17 54 1 T11452104 1 KJA7 1 6/26/17 55 I T11452105 1 L 1 6/26/17 56 I T11452106 I L1 1 6/26/17 157 1 T11452107 1 MV2 1 6/26/17 1 158 1 T11452108 1 MV4 1 6/26/17 159 1 T11452109 1 MV6 1 6/26/17 2of2 Job Truss Truss Type city Ply Huddleslon T11452051 74319 A HIP 1 1 Job Reference (optional) A 19 2016 MiT k I dustries Inc Mon Jun 26 09:07:53 2017 Page 1 Chambers Truss, Fort Pierce, FL -- s pr e n I . ID:apHnZW G79b9Fy9GPf6MGQPzHxug-BemrlUzdsoW MT5xSVQCY3BU 1 BQ9_Ku760gsG8Pz2TZK -2-0-0 6-3-6 9-0-0 12-4-0 15-0.10 21-4-0 23-4-0 2-0-0 6-3-6 2-8-10 2-8-10 6-3-6 2-0-0 Scale = 1:42.8 4x4 = 4x8 = Ip a 3X0 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 FB02014/TP[2007 CSI. TC 0.30 BC 0.38 WB 0.13 (Matrix-M) DEFL. in (loc) I/dell Lid Vert(LL) -0.11 10-13 >999 360 Vert(TL) -0.28 10-13 >913 240 HOrz(fL) 0.03 7 n/a rVa Wind(LL) 0.05 9 >999 240 PLATES GRIP MT20 244/190 Weight: 106lb 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 8-9-10 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=901/0-8-0, 7=901/0-8-0 Max Horz2=-246(LC 10) Max Uplift2=-599(LC 12), 7=-599(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-17=-1194/982, 17-18= 1125/984, 3-18=-1108/994, 3-4=-980/871, 4-5=-852/824, 5-6=-989/883, 6-19=-1109/993, 19-20=-1127/983, 7-20=-1196/980 BOT CHORD 2-10=-663/1078, 9-10= 411/849, 7-9=-689/1008 WEBS 3-10_ 312/421, 4-10=-233/284, 5-9= 277/336, 6-9= 310/417 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; B=82ft; L=62ft; eave=7ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2)-2-0-13 to 4-1-10, Interior(1) 4-1-10 to 9-0-0, Exterior(2) 9-0-0 to 12-4-0, Interior(1) 21-4-0 to 23-4-13 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 I fit between the bottom chord and any other members. • 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 599 lb uplift at joint 2 and 599 lb uplift at joint 7. 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 MITEKREFERANCE 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 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 tniss 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 Huddleston T11452052 74319 ATA ATTIC 1 1 Job Reference (optional e, CI`mbersTruss, Fort Pierce, FL r—snPi .,.y.., ID:apHnZW G79b9Fy9GPf6MGQPzHxug-ggKDzgzGdKeD5EW eT7knbOl4TpLo3EOFFUbpgsz2TZJ -2-D-0 6-6-4 7-10-0 10-8.0 13-6-0 14-9-12 21-4-0 23-4-0 2-0-0 6f-4 1-3-12 2-10-0 2-10-0 1-3-12 6 G-4 2-0-0 3x6 = 4x4 = zxo i i — .1 14-9-12 21-4-0 Plate Offsets (X Y)-- f2:0-0-4 Edgel f5:0-3-0 Edgel f8:0-0-4 Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.78 Vert(LL) -0.48 10-11 >533 360 TCDL 7.0 Lumber DOL 1.25 BC 0.98 Vert(TL) -0.95 10-11 >269 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.53 Horz(TL) 0.05 8 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Wind(LL) -0.24 11-15 >999 240 LUMBER- BRACING - TOP CHORD 20 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 BOT CHORD WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1044/0-8-0, 8=1044/0-8-0 Max Horz2= 282(LC 10) Max Uplift2= 490(LC 12), 8=-490(LC 12) Max Grav2=1238(LC 18),, 8=1238(LC 19) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-19= 1764/524, 19-20= 1687/525, 3-20= 1658/531, 3-21— 1432/567, 4-21=-1362/596, 4-5=-119/511, 5-6=-119/512, 6-22=-1361/596, 7-22= 1431/567, 7-23=-1657/531, 23-24=-1686/525, 8-24=-1763/524 BOT CHORD 2-12=-232/1531, 11-12=-232/1531, 10-11= 232/1531, 8-10= 232/1531 WEBS 3-11=0/494, 7-10=0/494, 4-6=-1975/767 Scale = 1:43.4 PLATES GRIP MT20 244/190 Weight: 90 lb FT = 20% Structural wood sheathing directly applied or 4-5-2 oc pudins. Rigid ceiling directly applied or 2-2-0 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; B=82ft; L=62f; eave=7ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-2-0-13 to 4-1-10, Interior(1) 4-1-10 to 10-8-0, Exterior(2) 10-8-0 to 16-10-6 zone;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, 10-8-0 from left end, supported at two points, 5-0-0 apart. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Ceiling dead load (5.0 psf) on member(s). 3-4, 6-7, 4-6 7) Bottom chord live load (30.0 psf) and additional bottom chord dead load (5.0 psf) applied only to room. 10-11 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 490 lb uplift at joint 2 and 490 lb uplift at joint S. 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 - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 10103J2015 BEFORE USE Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MOW is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria VA 22314. Tampa, FL 33610 uoo '""' T11452053 74319 ATB ATTIC 4 1 o,.a,..,...,.,, i.,..w....�n 09:07:54 -2-0-0 6-6-4 7-10-0 10-8-D 13-6.0 14-9-12 21-4-0 2-0-0 6-6-4 1-3-12 22-10-0 1-3-12 6-6-4 3x6 = 4XO — Scale = 1:40.4 Ip 0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.78 Vert(LL) -0.48 9-10 >533 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.98 Vert(TL) -0.95 9-10 >269 240 BCLL 0.0 ` Rep Stress Incr YES WB 0.54 Horz(fL) 0.04 8 n/a Na BCDL 10.0 Code FBC2014ITP12007 (Matrix-M) Wind(LL)-0.2410-14 >999 240 Weight:861b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-4-14 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1045/0-8-0, 8=931/0-8-0 Max Horz2=267(LC 11) Max Uplift2=-491(LC 12), 8=-329(LC 12) Max Grav2=1238(LC 18), 8=1123(LC 19) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-18=-1771/529, 18-19=-1694/530, 3-19— 1665/536, 3-20=-1438/578, 4-20=-1368/607, 4-5=-156/513, 5-6= 125/518, 6-21 =-1 363/637, 7-21 =-1 433/608, 7-22=-1648/569, 22-23=-1659/568, 8-.23=-1765/562 BOT CHORD 2-11= 330/1510, 10-11=-330/1510, 9-10= 330/1510, 8-9=-330/1510 WEBS 3-10=0/494, 7-9=0/494, 4-6=-1988/859 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; B=82ft; L=62ft; eave=7ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-2-0-13 to 4-1-10, Interior(1) 4-1-10 to 10-8-0, Exterior(2) 10-8-0 to 16-10-6 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) 120.0Ib AC unit load placed on the top chord, 10-8-0 from left end, supported at two points, 5-0-0 apart. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcunent 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, 4-6 7) Bottom chord live load (30.0 psf) and additional bottom chord dead load (5.0 psf) applied only to room. 9-10 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 491 lb uplift at joint 2 and 329 lb uplift at joint 8. 9) "Seml-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 -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 verity the applicability of design parameters and properly Incorporate this design Into the overall ��y T building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing tlY9f 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 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 JOD truss T11452054 74319 ATC ROOF TRUSS 1 1 Job Reference (optional) _. 7.640 s ADr 19 2016 MiTek Industries, Inc. Mon Jun 26 09:07 55 2017 Page 1 - --' ID:apHnZWG79b9Fy9GPf6MGQPzHxug-81 ucAA_uuam4iv4qurrut5ccJ4Urcvoarr i ouNUicc 17-0-0 -2-0-0 2-4-0 8-3-3 12-0-0 15-0-0 6-0. 20-0-0 23-8-12 32-0-0 2-0-0 2.4-0 5-11,-4 3-8-13 3-0.0 1-0-0 1-0-0 3-0-0 3-8-12 8-8-4 Scale = 1:60.4 4x4 4x4 = 6.00 F12 7 34 8 3x6 11 5x6 = 5x6 WB= vxD — 2x3 II 4X5 — 4x4 = 12 co )4 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 0.47 BC 0.83 WB 0.98 (Matrix-M) DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in (loc) I/defl Ud -0.44 15-16 >818 360 -0.79 15-16 >449 240 0.07 12 n/a n/a -0.43 13-15 >825 240 PLATES GRIP MT20 244/190 Weight: 1761b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-4-8 oc purlins. BOT CHORD 2x4 SP M 30 `Except` BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 14-17: 2x4 SP M 31 JOINTS 1 Brace at Jt(s): 20 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 12=1235/Mechanical, 19=1530/0-8-0 Max Horz 19=364(LC 11) Max Upliftl2= 504(LC 12), 19=-851(LC 12) Max Gravl2=1475(LC 19), 19=1712(LC 18) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3= 556/290, 3-28=-19371759, 4-28=-1876[768, 4-5=-1848l779, 5-29=-2111/834, 6-29= 2048/846, 6-30=-660/329, 7-30= 600/366, 8-31= 547/350, 9-31=-606/314, 9-32=-2096/948, 10-32=-2155/937, 10-11=-2355/1056, 11-33=-2371/1055, 12-33=-2508/1042, 7-34= 510/350, 8-34=-510/350 BOT CHORD 2-19=-212/610, 18-19=-208/501, 17-18=-531/1877, 16-17=-531/1877, 15-16=-438/1921, 14-15— 751/2129,13-14=-751/2129,12-13= 751/2129 WEBS 3-19=-1589/1134, 3-18=-868/1779, 5-18=-493/299, 5-16=-205/488, 10-15=-610/537, 10-13= 64/253, 6-16=-51/478, 9-15=-274/749, 6-21 =-1 389/598, 20-21= 13621595, 9-20=-1357/598, 7-21=-1171279 NOTES- 1) Unbalanced roof live loads have been considered for this design. 1�) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.0psf; h=18ft; B=82ft; L=62ft; eave=7ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-2-0-13 to 4-1-10, Interior(1) 4-1-10 to 15-0-0, Exterior(2) 15-0-0 to 17-0-0, Interior(1) 23-2-6 to 32-0-0 zone; cantilever left exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) 120.0Ib AC unit load placed on the top chord, 16-0-0 from left end, supported at two points, 5-0-0 apart. 4) Provide adequate drainage to prevent water ponding. 5) All plates are 3x4 MT20 unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ` 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. 8) Ceiling dead load (5.0 psf) on member(s). 6-21, 20-21, 9-20 9) Bottom chord live load (40.0 psf) and additional bottom chord dead load (5.0 psf) applied only to room. 15-16 10) Refer to girder(s) for truss to truss connections. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 504 lb uplift at joint 12 and 851 lb uplift at joint 19. 12) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. diMt4,99 'cm%W3H0WN IS DESIGNED AS UI iNHACI I ABLC. ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-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 verity the applicability of design parameters and properly Incorporate this design into the overall Bracing indicated Is to buckling of Individual truss web and/or chord members only. Addilional temporary and permanent bracing MiTek" building design. prevent Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication. storage. delivery, erection and bracing of trusses and truss systems, seeANSI/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, Alexandda, VA 22314. Tampa, FL 33610 Job • Truss City Ply Huddleston T11452054 74319 ATC �TrussType ROOFTRUSS 1 1 Job Reference (optional) .. i.,,. u..., i,,., oa no•ro-u ant 7 Panty 9 cry-tmDers i russ, ron rierce, M I D:apHnZW G79b9 Fy9GPf6MGQ PzHxug-81 ucAA_uOdm4iO4gOrFOBcZJ4DkOoaFPTBLN DIz2TZl WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10MI2015 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 taus 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 Huddleston T11452055 74319 ATD ROOFTRUSS 2 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL i.v G—p �, �— — ..��,.,m ...,.,,... I D:apH nZW G79b9Fy9GPf6MGQPzHxug-cD R_OW? W 9xuxKYf 1 aYmFhp6Urd3XX7dYio4wlkz2TZH -2-0-0 2-4-0 8-3-3 12-0-0 16-0-0 20-0-0 23.8-12 32.0-0 2-0-0 2-4-0 5-11-4 3-8-13 4-0-0 4-0-0 3-8-12 8-3-4 4x4 = 6.00 12 3x6 II 5x6 = 5x6 = 3x4 = 4x6 2x3 II 4x5 = 4x4 = 5x6 W B = 2-0-0 16-0-0 Scale = 1:63.3 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 YES Code FBC2014/TP12007 CSI. TC 0.47 BC 0.83 WB 0.59 (Matrix-M) DEFL. Vert(LL) Vert(TL) HOrz(fL) Wind(LL) in (loc) I/defl Ud -0.45 14-15 >791 360 -0.82 14-15 >437 240 0.07 11 n/a n/a -0.47 12-14 >757 240 PLATES GRIP MT20 244/190 Weight: 174lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-4-7 oc purlins. BOT CHORD 2x4 SP M 30 `Except` BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 13-16: 2x4 SP M 31 JOINTS 1 Brace at Jt(s): 19 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 11=1236/Mechanical, 18=1529/0-8-0 Max Harz 18=385(LC 11) Max Upliftl 1 =-504(LC 12), 18=-851(LC 12) Max Gravl l=1474(LC 19), 18=1709(LC 18) FORCES. (lb) - Max Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3= 560/302, 3-26_ 1930r718, 4-26=-18691738, 4-5=-2128/797, 5-27= 2098/798, 6-27=-2064/809, 6-28— 585/264, 7-28= 526/305, 7-29=-481/289, 8-29=-540/251, 8-30=-2081/923, 9-30=-2132/913, 9-10=-2145/912, 10-31=-2362/1033, 11-31=-2499/1019 BOT CHORD 2-18=-230/614, 17-18= 219/505, 16-17=-493/1886, 15-16=-493/1886, 14-15— 418/1935, 13-14=-730/2120, 12-13=-730/2120, 11-12= 730/2120 WEBS 3-18= 1591/1122, 3-17=-853/1780, 4-17=-502/294, 4-15= 201/497, 10-14=-599/498, 10-12=-64/255, 6-15=-49/478, 8-14= 266/723, 6-19= 1457/644, 8-19— 1457/644 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; B=82ft; L=62ft; eave=7ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2)-2-0-13 to 4-1-10, interior(1) 4-1-10 to 16-0-0, Extedor(2) 16-0-0 to 22-2-6 zone; cantilever left exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) 120.0Ib AC unit load placed on the top chord, 16-0-0 from left end, supported at two points, 5-0-0 apart. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Ceiling dead load (5.0 psf) on member(s). 6-19, 8-19 7) Bottom chord live load (40.0 psf) and additional bottom chord dead load (5.0 psf) applied only to room. 14-15 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 504 lb uplift at joint 11 and 851 lb uplift at joint 18. 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 - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. f0/0312015 BEFORE USE. �' Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to 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 wllh 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 7PIy_FHu=dd1estonT11452056 74319 ATE ROOFTRUSS 1 1 Chpmbers Truss, Fort Pierce, FL 7.640 s Apr 19 2016 MTek Industries, Inc. Mon Jun 26 09:07:57 2017 Page 1 I D:apHnZW G79b9Fy9GPf6MGQPzHxug-4P?MbsO8wFOoyi EDBGHU D 1 ffal QpGbbhxSgU HBz2TZC T 0 2-4-0 83.3 12-0-0 16-0-0 2000.-23-8-12 3'L-U-O 2.4-0 5-11-4 3.8-13 4-0-0 4-0-0 3-8-12 8-3-4 4x4 = 6.00 12 17 16 .- 14 ro ii 3x6 4x4 = 5x6 WB Sx6 = 4x6 = 2x3 11 4x5 = I I = Scale = 1:58.7 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 0.47 BC 0.83 WB 0.54 (Matrix-M) DEFL. Vert(LL) Vert(TL) HOrz(fL) Wind(LL) in (loc) I/defl Ud -0.45 13-14 >790 360 -0.81 13-14 >440 240 0.07 10 n/a n/a -0.4911-13 >731 240 PLATES GRiP MT20 244/190 Weight: 171lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-4-6 oc puffins. BOT CHORD 2x4 SP M 30 'Except' BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 12-15: 2x4 SP M 31 JOINTS 1 Brace at Jt(s): 18 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 10=1245/Mechanical, 17=1409/0-8-0 Max Harz 17= 354(LC 10) Max Upliftl 0=-51 7(LC 12), 17=-679(LC 12) Max Grav 1 0=1 477(LC 19), 17=1587(LC 18) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-475/102, 2-25=-1992/810, 3-25=-1916/821, 3-4=-2138/882, 4-26=-2108/883, 5-26=-2075/894, 5-27=-586/268, 6-27=-526/309, 6-28=-485/292, 7-28=-544/255, 7-29= 2090/942, 8-29= 2141/932, 8-9= 2153/931, 9-30=-2369/1048, 10-30=-2506/1034 BOT CHORD 1-17-99/473, 16-17— 37/354, 15-16= 534/1942, 14-15=-534/1942, 13-14=-436/1960, 12-13=-743/2126, 11-12=-743/2126, 10-11=-743/2126 WEBS 2-17=1476/922, 2-16=-656/1620, 3-16=-488/192, 3-14=-227/481, 9-13=-595/471, 9-11=-46/254, 5-14=117/490, 7-13=-268/725, 5-18=-1464/663, 7-1 8=-1 464/663 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; B=82ft; L=62ft eave=7ft; Cat. II; 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 16-0-0, Extedor(2) 16-0-0 to 22-2-6 zone; cantilever left exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) 120.01b AC unit load placed on the top chord, 16-0-0 from left end, supported at two points, 5-0-0 apart. 4) All plates are 3x4 MT20 unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Ceiling dead load (5.0 psf) on member(s). 5-18, 7-18 8) Bottom chord live load (40.0 psf) and additional bottom chord dead load (5.0 psf) applied only to room. 13-14 9) Refer to girder(s) for truss to truss connections. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 517 lb uplift at joint 10 and 679 lb uplift at joint 17. 11) "Semi -rigid pitchbreaks Including heels" Member end fixity model was used in the analysis and design of this truss. 12) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE. ® 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 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 avallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Tampa, FL 33610 74319 1D I HIP T11452057 bars Truss, Fort Pierce, FL 7.640 s Apr 19 2016 M7ek Industries, Inc. Mon Jun 26 09:07:57 20 ID:apHnZWG79b9Fy9GPf6MGQPzHxug-4P?MbsOBwFOoyiEDBGHUDI fgC1 W PGXkhxS -2-0.0 2.4.0 9.0.0 16-0-0 23-0-0 25-8-10 32-0-0 2-0-0 2-4-0 6-8-0 7-0.0 7-0-0 2-8-10 6-3-6 Scale = 1:58.6 4x8 = 2x3 II 4x8 = 1 20 0 21 6 4x4 = 3x6 II 4x4 = 5x8 = 3x4 = 4x4 = LOADING(psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2014/TP12007 CSI. TC 0.43 BC 0.41 WB 0.79 (Matrix-M) DEFL. in Vert(LL) -0.10 Vert(fL) -0.27 HOrz(fL) 0.05 Wind(LL) 0.12 (loc) I/defl Ud 9-15 >999 360 9-15 >999 240 8 n/a n/a 10 >999 240 PLATES GRIP MT20 244/190 Weight: 162lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-2-3 oc pUdins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6.0-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 3-11 REACTIONS. (lb/size) 8=1093/Mechanical, 12=1386/0-8-0 Max Horz 12=231(LC 11) Max Upiift8=-598(LC 12), 12=-976(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-709/214, 3-19= 1427/1057, 4-19= 1339/1079, 4-20— 1762/1524, 5-20= 1762/1524, 5-21=-1762/1524, 6-21— 1762/1524, 6-7= 167311390, 7-8_ 1871/1477 BOT CHORD 2-12=-121/748, 11-12=-1611671, 10-11=-735/1193, 9-10= 942/1472, 8-9= 1168/1609 WEBS 3-12= 1267/1401, 3-11 =-1 263/1338, 4-11=-98/272, 4-10— 623/729, 5-10= 438/507, 6-10= 297/440, 6-9=-243/369, 7-9= 285/393 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; 8=82ft; L=62ft; eave=7ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-2-0-13 to 4-1-10, Interior(1) 4-1-10 to 9-0-0, Exterior(2) 9-0-0 to 32-0-0 zone; cantilever left exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 598 lb uplift at joint 8 and 976 lb uplift at joint 12. 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 WEK REFERANCE PAGE 111I1-7473 rev. 10/03/2015 BEFORE USE. �� Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing indicated Is to prevent buckling of Individual Truss web and/or chord members only. Additional temporary and permanent bracing MOW Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the 6904 Parke East Blvd. fabrication. storage, delivery. erection and bracing of trusses and muss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component Tampa, FL 33610 Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312, Alexandria, VA 22314. T11452058 D1 HIP 1 1 .. - -` - -2-0-0 2-4-0 6.6-8 11-0-0 16-0-0 21-0.0 24-9-11 32-0-0 2-0-0 2-4-0 4-2-8 5-0.0 5-0-0 3-9-11 7-2-5 4x5 = 3x4 = 5 22 23 6 4x4 = 24 7 Scale = 1:58.7 3x5 = 6x8 = 3x8 = 4XO — 3x8 = 2x3 11 4x4 = 2.0-0 2 11-0-0 21-0-0 24-9-11 32-0-0 2-0-0 0-4-0 8-8-0 10-0-0 3-9-11 7-2-5 Plate Offsets (X Y) f2'0 5 4 0 0 8) (14:0-3-8 0-3-01 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2014/TP12007 CSI. TC 0.42 BC 0.49 W B 0.88 (Matrix-M) DEFL. in (loc) I/defl Ud Vert(LL) -0.18 11-13 >999 360 Vert(TL)-0.4611-13 >769 240 Horz(TL) 0.06 9 n/a n/a Wind(LL) 0.1011-13 >999 240 PLATES GRIP MT20 244/190 Weight: 169lb FT=20% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 9=1093/Mechanical, 14=1386/0-8-0 Max Harz 14=275(LC 11) Max Uplift9=-599(LC 12), 14= 976(LC 12) Max Grav9=1 1 30(LC 18), 14=1386(LC 1) BRACING - TOP CHORD Structural wood sheathing directly applied or 5-3-0 oc purtins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-858/283, 3-21= 687/199, 4-21=-674/289, 4-5=-1368/1150, 5-22= 1184/1112, 22-23=-118411112, 6-23=-1184/1112, 6-24=-1363/1202, 7-24=-1363/1202, 7-8— 1548/1287, 8-25— 1736/1435, 25-26=-1786/1423, 9-26=1860/1413 BOT CHORD 2-14= 219/918, 13-14=-795/1207, 13-27=-923/1388, 12-27=-923/1388, 12-28=923/1388, 11-28=-923/1388, 10-11 =-I 137/1589, 9-1 0=-1 137/1589 WEBS 3-14-245/367, 4-14=-1623/1659, 5-13=-222/393, 6-13=-375/428, 7-11=-38W496, 6-11= 426/497 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft B=82ft; L=62ft eave=7ft Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2)-2-0-13 to 4-1-10, Interior(1) 4-1-10 to 11-0-0, Exterior(2) 11-0-0 to 29-9-3, Interior(1) 29-9-3 to 32-0-0 zone; cantilever left exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 '3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.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 599 lb uplift at joint 9 and 976lb uplift at joint 14. 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 MTTEK REFERANCE PAGE MI1­7473 rev. f0/03/2015 BEFORE USE � Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and is for an individual building component, not a trust 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 MiiTek' 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 Inslitule. 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Jo Truss Truss Type Qty Ply Hu 'es T11452D59 74319 D2 HIP 1 1 Job Reference (optional) n17 os e 1 ChgmbersTruss, Fort Pierce, FL c.—� P...—��.,,,a ,.,�„��„--- _.... ._a_. I D:apHnZW G79b9Fy9GPf6MGQPzHxug-Oo760Y1 OSsG W BOOcFhJylSk? W gCdkQj_OIJaM3z2TZE -2-0-0 2-4-0 83-3 13-0-0 19-0-0 23-8-12 32-0-0 2-0-0 2-4.0 5-11-3 4-8-13 6-0-0 4.8-12 8-3-4 4x8 = 4x5 = 6.00 12 6 23 24 Scale = 1:58.4 ro 0 9 co I4 6 3x5 = 3x6 11 4x4 = 3x4 = 0Xb 3x8 = 2x3 11 sxb 8-3-3 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.50 Vert(LL) -0.08 10-18 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.36 Vert(TL) -0.22 10-18 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.89 Horz(TL) 0.05 9 n/a n/a BCDL 10.0 Code FBC2014/rP12007 (Matrix-M) Wind(LL) 0.09 10-18 >999 240 Weight: 174lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-0-8 oc puffins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at micipt 6-11 REACTIONS. (lb/size) 9=1096/Mechanical, 15=1384/0-8-0 Max Horz 15=320(LC 11) Max Uplift9= 602(LC 12), 15=-973(LC 12) Max Grav9=1 1 27(LC 18), 15=1384(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-757/265, 3-22= 1389/1077, 4-22=-1314/1086, 4-5=-1302/1097, 5-6= 1285/1135, 6-23=-1173/1109, 23-24=-117311109, 7-24=-1173/1109, 7-8=-1374/1183, 8-25— 1672/1348, 25-26— 1713/1335, 9-26— 1809/1333 BOT CHORD 2-15=-1 83/810,14-15= 243/731, 13-14=-833/1334, 13-27= 647/1186, 12-27=-647/1186, 11-12=647/1186, 10-11=-1052/1532, 9-10=-1052/1532 WEBS 3-15-125711357, 3-14=-1286/1384, 5-14-183/308, 6-13= 137/308, 7-11=256/366, 8-11=-579/562, 8-10=0/260 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.0pst h=18ft; B=82ft; L=62ft; eave=7ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Extedor(2)-2-0-13 to 4-1-10, Intedor(1) 4-1-10 to 13-0-0, Exterior(2) 13-0-0 to 19-0-0, Interior(1) 27-9-3 to 32-0-0 zone; cantilever left exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 `3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.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 602 lb uplift at joint 9 and 973 lb uplift at joint 15. 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 MTFEK REFERANCE PAGE MO.7473 rev. 1010312019 BEFORE USE. l' Design valid for use only with MITek®connectors. This design Is based only upon parameters shown, and Is for an individual building component, not Before use. the building designer must verify the applicability of design parameters and properly Incorporate Bits design Into it overall a truss system. 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 inlury 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 ' russ Truss Type Qty Ply Huddlesion T11452060 74319 D6 SPECIAL 2 1 Job Reference (optional) —,,, -- i.... Mon jute 26 09:08:00 2m � Perna 1 Ch@mbers Truss, Fort Pierce, FL +.. a .,p , a .,, o.. ............_-, ..._...._.. --.. ----.---- -- .. . ID:apHnZWG79b9Fy9GPf6MGQPzHxug-U_hV6'La DAONp9zopOgBrfH8SETETssBdP28uVz2TZD 63-8 9-2-0 16-0-0 17-8-0 23-11-9 32-0-0 6-3.8 2.10-8 6-10-0 1-8-o 6-3-9 8-0-7 6.00 12 3x8 % 3.00 F12 9-2-0 5x10 i 11 10 5x8 = 2x3 11 Scale = 1:57.1 45 = LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.62 Vert(LL) -0.29 11-12 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.66 Vert(TL) -0.81 11-12 >475 240 BCLL 0.0 Rep Stress Incr YES WB 0.96 Horz(TL) 0.31 9 n/a n/a BCDL 10.0 Code FBC2014fFP12007 (Matrix-M) Wjnd(LL) 0.3911-12 >981 240 Weight: 161lb FT=20% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 1=1170/Mechanical, 9=1198/Mechanical Max Harz 1=354(LC 11) Max Upliftl= 652(LC 12), 9=-671(LC 12) BRACING - TOP CHORD Structural wood sheathing directly applied or 3-1-2 oc purlins. BOT CHORD Rigid ceiling directly applied or 4-10-0 oc bracing. WEBS 1 Row at midpt 5-12 FORCES. (lb) - Max Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-3783/2674, 2-3=-3505/2425, 3-4=-3451/2426, 4-19= 3630/2615, 5-19=-3618/2640, 5-6=-1457/1345, 6-20= 1445/1197, 7-20— 1508/1178, 7-8=-1529/1177, 8-21= 1880/1420, 9-21=-2043/1406 BOT CHORD 1-12=-2303/3673, 11-12=-622/1289, 10-11=-1099/1744, 9-10� 1099/1744 WEBS 2-12= 223/359, 4-12=-402/512, 5-12= 1786/2773, 5-11=452/552, 6-11=-270/370, 8-11=-649/514, 8-10=0/273 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuit=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; B=82ft; L=62ft; eave=7ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) 0-0-0 to 6-1-1, Interior(1) 6-1-1 to 16-0-0, Exterior(2) 16-0-0 to 22-2-6 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 pelf 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 652 lb uplift at joint 1 and 671 lb uplift at joint 9. 7) "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 MO-7473 rev. 10/012015 BEFORE USE Nduai building component, not �' Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Indl a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall �p 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/TPl 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 Huddlesion T11452061 74319 G SPECIAL 1 1 Job Reference (optional) ., i.,., nc no.nn.nn on» os„o 1 ChVbers truss, 1-011 rierae, FL ....y., ..._. I D:apHnZW G79b9Fy9GPf6MGQPzHxug-U_hVDu21 DAONp9zopOgBrfH59EQRTsgBdP28uVz2TZD 13-0.0 15-2-0 22.0.0 29-8-12 38-0-0 2-0-0 6-0.0 2-2-0 6-10-0 7-8-12 8-3.4 Scale = 1:70.6 Sx8 = 4X5 = 5X6 = 5X6 = 3x4 11 3x6 i 3.00 12 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.83 Vert(LL) -0.53 13 >866 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.84 Vert(TL) -1.21 12-13 >377 240 MT18HS 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.96 Horz(TL) 0.42 9 n/a rda BCDL 10.0 Code FBC20141TP12007 (Matrix-M) Wind(LL) 0.71 13 >638 240 Weight: 197lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puriins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 3-6-15 oc bracing. WEBS 2x4 SP No.3 `Except` WEBS 1 Row at midpt 3-14, 5-12 3-14,5-13,5-12: 2x4 SP M 30 REACTIONS. (lb/size) 2=1519/0-8-0, 9=1404/0-8-0 Max Horz 2=385(LC 11) Max Uplift2=-946(LC 12), 9= 783(LC 12) FORCES. (lb) - Max Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-22=-2485/1732, 3-22=-2392/1754, 3-4=-5677/4048, 4-5=5533/3964, 5-23= 1949/1482, 6-23=-1933/1508, 6-24=-1856/1540, 7-24=-1942/1514, 7-8=-1957/1511, 8-25=-2312/1751, 9-25=-2480/1736 BOT CHORD 2-15=-1468/2204, 14-15= 1555/2327, 13-14=-4077/6008, 12-13= 3479/5124, 11-12= 943/1735, 10-11=-1394/2135, 9-10=-1394/2135 WEBS 3-15=-456/410, 3-14=-2482/3698, 4-14— 2034/1465, 4-13=-1033/805, 5-13=-2191/3339, 5-12=-3868/2882, 6-12=-865/1336, 8-11= 714/571, 8-10=0/284 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuit=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; B=82ft; L=62ft; eave=7ft Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2)-2-0-13 to 4-1-10, Interior(1) 4-1-10 to 7-0-0, Exterior(2) 7-0-0 to 28-2-6, Interior(1) 28-2-6 to 38-0-0 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 9) 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 946 lb uplift at joint 2 and 783 lb uplift at joint 9. 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 M1rEK REFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE. �� PM 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. Addilional temporary and permanent bracing MOW Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty ply Huddleston T11452062 74319 G1 SPECIAL 1 1 Job Reference o tional ...... Ch,Wnbers Truss, Fort Pierce, Fl. .r ID:apHnZWG79b9Fy9GP6MGQPzHxug-yBFtRE3izTWERJY_N6MQOtpiNen7CHtHs3oh Qyz2TZC 6-8-0 9-0-0 15-0-0 22-0.0 29-6-4 38-0-0 6-8-0 2-4-0 6.0-0 7-0-0 7-0-4 8-5-12 Scale = 1:68.5 5x8 = 13 4x8 � I 9 5x6 = 3x4 I 4x5 = 3x6 = Sx6 = 3.00 12 6-8-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.67 Vert(LL) -0.44 12 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.81 Vert(TL) -1.08 12-13 >422 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.97 HOrz(fL) 0.37 8 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Wind(LL) 0.59 12 >772 240 Weight: 196lb Ff"=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-7-0 oc puffins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 3-9-5 oc bracing. WEBS 2x4 SP No.3 `Except` WEBS 1 Row at midpt 3-12, 4-11 3-12,4-11: 2x4 SP M 30 OTHERS 2x4 SP No.3 REACTIONS. (Ib/size) 1=1405/0-8-0, 8=1407/0-8-0 Max Harz 1=-354(LC 10) Max Upliftl=-784(LC 12), 8= 786(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-20=-2537/1851, 20-21=-2449/1870, 2-21= 2392/1871, 2-3= 2470/2041, 3-4=-5141/3835, 4-22=-1951/1520, 5-22=-1872/1543, 5-23=-1865/1580, 6-23= 1952/1554, 6-7=-1963/1551, 7-24=-2304/1773, 8-24= 2476/1758 BOT CHORD 1-13— 1610/2288, 12-13=-1679/2457, 11-12= 3722/5378, 10-11=-980/1738, 9-10-1414/2129, 8-9=-1414/2129 WEBS 2-13=-272/394, 3-13= 281/144, 3-12= 2096/3042, 4-12=-487/968, 4-11=-4097/3085, 5-11=-878/1320, 7-10� 707/563, 7-9=0/288 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; B=82ft; L=62ft; eave=7ft; Cat. 11; 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 9-0-0, Exterior(2) 9-0-0 to 28-2-6, Interior(1) 28-2-6 to 38-0-0 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 $) 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 784lb uplift at joint 1 and 786lb uplift at joint 8. 8) "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 MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall 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 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 Sheet, Suite 312. Alexandria, VA 22314. Job Truss Truss I ype City Ply Huddlesion T11452063 74319 G2 SPECIAL 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL ,.wv anyi_.____.. ._a_. ID:apHnZW G79b9Fy9GPf6MGQPzHxug-RNpFeZ4Hkne42T7Bxpttw4MVX2DmxohR5jXEyOz2TZB 5-0-0 11-0-0 16-0-0 23-6-4 32-0-0 5-0-0 6-0-0 5-0-0 7.6.4 8-5-12 4x5 5x8 = Jx4 — Scale =1:59.4 13 3.00 12 5x6 = 2x3 14x5 = 3x8 = 5-0-0 9-2-0 16-0-0 17-8-0 23-6-4 32-0-0 5-0-0 4-2-0 6-10-0 1-8-0 5_10-0 B-5-12 Plate Offsets (X Y) f2:0 5 8 0-2-0) I5:0-2-11 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 0.52 Vert(LL) -0.11 10-11 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.40 Vert(TL) -0.33 10-11 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.74 Horz(TL) 0.14 7 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Wind(LL) 0.15 10-11 >999 240 Weight: 182lb 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 OTHERS 2x4 SP No.3 WEBS REACTIONS. (lb/size) 13=1166/0-8-0, 7=1192/0-8-0 Max Horz13=295(LC 11) Max Upliftl3=-658(LC 12), 7=-658(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2= 1311/995, 2-3=-2158/1655, 3-4=-1429/1221, 4-17=-1393/1206, 5-17=-1485/1180, 5-6=-1496/1177, 6-18= 1858/1426, 7-18=-2031/1410, 1-13=-1124/912 BOT CHORD 12-13— 312/319, 11-12=-602/1267, 10-11 =-1 374/2215, 9-10=-645/1279, 8-9=-1142/1734, 7-8= 1142/1734 WEBS 2-12=-610/521, 2-11=-889/1366, 3-10= 1320/1030, 4-10=-519/837, 6-9=-730/587, 6-8=0/299, 1-12=-820/1187 Structural wood sheathing directly applied or 4-6-13 oc purlins, except end verticals. Rigid ceiling directly applied or 6-3-12 oc bracing. 1 Row at midpt 3-10 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; B=82ft; L=62ft eave=7ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) 0-1-12 to 11-0-0, Interior(1) 11-0-0 to 16-0-0, Exterior(2) 16-0-0 to 22-2-6 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. Ti) ' 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 considers parallel to grain value using ANSI/fPl 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 658 lb uplift at joint 13 and 658 lb uplift at joint 7. 8) "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 Mll-7473 rev. 10/03/2015 BEFORE USE � Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall , building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MOW Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabricatlon, 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 Pty THud—dleston T11452064 74319 G3 SPECIAL 1 Reference (optional) ­­ i..a„ t— i.,,. Mon jun x u gam - . ClWmbers Truss, Fort Pierce, FL ,.0"Vsny. ID:apHnZWG79b9Fy9GPt6MGOPzHxug-vZNdsv4vV5mxgdiNUWOuTIvbGSaEgDRaJNHoVgz2 TZA 7-0-0 13.0-0 16-0-0 23-6.4 32-0-0 7-0-0 6-0-0 3-0.o 7-6-4 8-5-12 4x4 5x8 = Seale = 1:59.2 c? 0 13 3.00�12 5x6 = 2x3 II 3x6 \ 3x8 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TO 0.84 Vert(LL) -0.10 10-11 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.38 Vert(TL) -0.29 10-11 >999 240 BOLL 0.0 Rep Stress Incr YES WB 0.84 Horz(TL) 0.11 7 n/a n/a - BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Wind(LL) 0.13 10-11 >999 240 Weight: 187lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-9-13 oc puffins, except BOT CHORD 2x4 SP M 30 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-9-8 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 13=1166/0-8-0, 7=1191/0-8-0 Max Horz 13=295(LC 11) Max Upiift13= 658(LC 12), 7=-658(LC 12) Max Grav13=1166(LC 1), 7=1197(LC 18) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb), or less except when shown. TOP CHORD 1-17= 1553/1147, 17-18— 1537/1171, 2-18=1387/1173, 2-3=-1674/1396, 3-4=-1398/1273, 4-19= 1393/1240, 5-19=-1486/1214, 5-6=-1496/1212, 6-20=-1860/1460, 7-20— 2033/1444, 1-13=-1111/944 BOT CHORD 12-13=-314/346, 11-12=-735/1430, 10-11=-1043/1710, 9-10=-678/1278, 8-9— 1173/1736, 7-8=-1173/1736 WEBS 2-12= 464/431, 2-11= 538/845, 3-10=-961/788, 4-10— 576/877, 6-9= 729/587, 6-8=0/299, 1-12=-863/1299 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; B=82ft; L=6211; eave=7ft; Cat. II; Exp C; Encl., GCpj=0.18; MW FRS (directional) and C-C Exterjor(2) 0-1-12 to 6-4-2, Interior(1) 6-4-2 to 7-0-0, Exterior(2) 7-0-0 to 22-2-6, Interior(1) 22-2-6 to 32-0-0 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 '3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will tit between the bottom chord and any other members. 6) Bearing at joint(s) 13 considers parallel to grain value using ANSUTPI 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 658 lb uplift at joint 13 and 658 lb uplift at joint 7. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 0 WARNING. Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE 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 truss Before use. the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall a system. 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 Huddlesion T11452065 74319 G4 SPECIAL 1 1 Job Reference (optional) ,. 1,.,. ".1,... un 26 09:08:03 2017 Pane 1 ChQmbersTruss, Fort Pierce, FL 7.G40sApriaav,�,.,,,o�,„emu res.•, .__.----.. ID:apHnZW G79b9Fy9GPf6MGQPzHxug-vZNdsv4vV5mxgdiN U W OuTlvfASYdgECaJN HoVgz2TZA 4-7.12 9.0.0 15-0-0 6.0- 23.6-4 32.0-0 4-7-12 4-4-4 6-0-0 1-0-0' 7-6-4 8-5-12 3x4 13 3.00 F12 Sx6 = 4x5 = 5x8 = 4x5 = 5 Sx6 = 2x3 11 3x6 Scale = 1:59.9 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.59 Vert(LL) -0.21 12-13 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.48 Vert(TL) -0.56 12-13 >689 240 BCLL 0.0 Rep Stress Incr YES WB 0.79 HOrz(rL) 0.11 8 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Wind(LL) 0.11 11-12 >999 240 Weight: 193lb 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 OTHERS 2x4 SP No.3 WEBS REACTIONS. (lb/size) 8=1191/0-8-0, 13=1166/0-8-0 Max Horz 13=-278(LC 10) Max Uplift8=-658(LC 12), 13=-658(LC 12) Max Grav8=1223(LC 18), 13=1166(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-18=-1616/1279, 3-18_ 1562/1294, 3-19= 1408/1221, 4-19=-140811221, 4-5=-134211276, 5-20=-1397/1256, 6-20= 1487/1231, 6-7= 1497/1228, 7-21=-1869/1473, 5-21=-2031 /1456 BOT CHORD 12-13=-617/1208, 11-12=-795/1396, 10-11=-699/1277, 9-10— 1183/1734, 8-9=-1183/1734 WEBS 2-12=-136/513, 3-12=-263/436, 4-12=-204/305, 4-11= 815/644, 5-11-579/876, 7-10= 721/578, 7-9=0/299, 2-13— 1538/1210 Structural wood sheathing directly applied or 4-9-10 oc pudins, except end verticals. Rigid ceiling directly applied or 6-9-2 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; VUlt=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; B=82ft L=62ft; eave=7ft Cat. 11; 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 22-2-6, Interior(1) 22-2-6 to 32-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 pst 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 considers parallel to grain value using ANSUTPI 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 658 lb uplift at joint 8 and 658 lb uplift at joint 13. 8) "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 MrTEK REFERANCE PAGE Mil-7473 rev. 10/012015 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 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 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 Huddleston T71452066 �(optional) 74319 G5 SPECIAL 1 1 Job Reference s!.ie� !nc Mcn J„n 9a n9:nA-nd 9117 Pan. 1 Chambers Truss, Fort Pierce, FL,...-.�,�r••..��•-•••••-•••••--_...__,..._...._..__..____._-- -- ID:apHnZWG79b9Fy9GPf6MGQPzHxug-Nmw?3F5XGOuoInGZ2Ev7?VRgtrtlPh7jY10L1 Hz2TZ9 5-0-7 11-0-0 15-0-0 17-8-0 23-11.9 32-0-0 5-0-7 5-11-10 4-0-0 2-8-0 6-3-9 8-0-7 Scale = 1:59.6 5x6 = 5x6 = 3 18 4 8m N I� 0 7u y 13 3.00 12 5x8 = 2x3 11 3x6 5x6 = LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2014/TP12007 I CSI. TC 0.59 BC 0.49 WB 0.81 (Matrix-M) DEFL. in (loc) I/defl Ud Vert(LL) -0.21 12-13 >999 360 Vert(TL) -0.55 12-13 >694 240 Horz(TL) 0.10 8 n/a ri/a Wind(LL) 0.11 10 >999 240 PLATES GRIP MT20 244/190 Weight: 194lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-9-10 oc puffins, except BOT CHORD 2x4 SP M 30 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-10-9 oc bracing. WEBS 1 Row at midpt 2-13 REACTIONS. (lb/size) 8=1191/0-8-0, 13=1167/0-8-0 Max Horz 13=318(LC 11) Max Uplift8=-658(LC 12), 13=-659(LC 12) Max GravB=1203(LC 18), 13=1167(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-17=-1599/1238, 3-17=-1519/1259, 3-18= 1226/1126, 4-18— 1226/1126, 4-5= 1478/1428, 5-19=-1434/1230, 6-19= 1450/1217, 6-7= 1517/1209, 7-20= 1885/1424, 8-20— 2047/1410 BOT CHORD 12-13= 646/1300, 11-12=-575/1305, 10-11=-607/1211, 9-1 0=-1 138/1750, 8-9— 1136/1750 WEBS 2-12= 60/416, 3-12=-253/607, 3-11=-245/260, 4-11 =-1 78/334, 4-10=-527/582, 5-10=-314/436, 7-10=-663/519, 7-9=0/291, 2-13=-1601/1217 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASIDE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft B=82ft 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 11-0-0, Exterior(2) 11-0-0 to 15-0-0, Interior(1) 21-2-6 to 32-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. '4) 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 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 658 lb uplift at joint 8 and 659 lb uplift at joint 13. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ® WARNING - Verfry design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate flits 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 Quallly 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 T",us s Truss ype Qty Ply Huddleston T11452067 74319 SPECIAL 2 1 Job Reference o tional Cumbers Truss, Fort Pierce, FL 7.640 s Apr 19 2016 MiTek Industries, Inc. Mon Jun 26 09:08:05 2017 Page 1 I D:apHnZW G79b9Fy9GPf6MGQPzHxug-ryUOGb691 iOfvxrlcxQMYj_04FDLBADtnhmvZjz2TZf 4-8-12 9.2.0 13-0-0 17-8-0 23-11-9 32-0-0 4-8-12 4-5-4 3.10-0 4-8-0 6-3-9 8-0-7 4x4 = 3x4 Scale = 1:64.8 11 T 5x8= 8m I? , 6 10 9 12 5x6 = 3.00 F12 5x8 = 2x3 II 3x6 2-2.0 17.8-0 23-11-9 32-0-0 9-2-0 8.6-0 6-3-9 8-0-7 Plate Offsets (X Y) f8:0 2 9 0 1 81 (10:0-5-4 0-2-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.56 Vert(LL) -0.20 11-12 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.47 Vert(TL) -0.5211-12 >736 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.69 Horz(TL) 0.10 8 n/a n/a BCDL 10.0 Code FBC20141TP12007 (Matrix-M) Wind(LL) 0.11 10 >999 240 Weight: 186lb FT=20% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-9-10 oc pudins, except end verticals. BOT CHORD Rigid ceiling directly applied or 7-1-5 oc bracing. WEBS 1 Row at midpt 4-10, 2-12 REACTIONS. (lb/size) 8=1191/0-8-0, 12=1166/0-8-0 Max Horz 12=361(LC 11) Max Uplift8= 658(LC 12), 12=-658(LC 12) Max Grav8=1 1 98(LC 18), 12=1166(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-16=-1618/1185, 16-17= 1565/1192, 3-17=-1560/1201, 3-4=-1608/1330, 4-5=-1500/1369, 5-18=-1389/1151, 6-18=-1429/1143, 6-7=-1522/1131, 7-19= 1880/1375, 8-19=-2043/1361 BOT CHORD 11-12=-574/1283, 10-11=-430/1134, 9-10= 1050/1746, 8-9=-1050/1746 WEBS 2-11 =-1 55/473, 3-11— 290/390, 4-11=-521/947, 4-10=-616/743, 5-10=-371/468, 7-10-648/511, 7-9=0/280, 2-12= 1555/1135 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; B=82ft; L=62ft; eave=7ft; Cat. II; Exp C; Encl., GCpi=O.l8; MWFRS (directional) and C-C Exterior(2) 0-1-12 to 6-4-2, Interior(1) 6-4-2 to 13-0-0, Extedor(2) 13-0-0 to 19-2-6 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) 12 considers parallel to grain value using ANSI/fPl 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 658 lb uplift at joint 8 and 658 lb uplift at joint 12. 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 M11-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MITek�T connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the bullding designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing 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, seeANSUTPII 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 Huddleston T11452066 74319 G7 SPECIAL 4 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL 7.640 s Apr 19 2016 M7ek Industries, Inc. Mon Jun 26 09:08:06 2017 Pagel I D:apHnZW G79b9Fy9GPf6MGQPzHxug-J82m Ux7noOBW X4QyAfxb5wW BgfZatd70?LVS59z2TZ, 3x4 4.11-12 9-2-0 4-8-113-00 17-8-0 231189 :L-u-u 4 2 Tot -7 -08 2-0 4x4 = 13 5x8 = 2x3 II 3x5 = 5x6 = 3.00 12 Scale = 1:66.2 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 FBC2014/TP12007 CSI. TC 0.56 BC 0.47 WB 0.65 (Matrix-M) DEFL. in (loc) I/defl Ud Vert(LL) -0.20 12-13 >999 360 Vert(TL) -0.52 12-13 >736 240 Horz(TL) 0.10 8 n/a rVa Wind(LL) 0.11 11 >999 240 PLATES GRIP MT20 244/190 Weight: 189lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-10-1 oc pudins, except BOT CHORD 2x4 SP M 30 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 7-4-9 oc bracing. WEBS 1 Row atmidpt 4-11,2-13 REACTIONS. (lb/size) 8=1303/0-8-0, 13=1165/0-8-0 Max Horz 13=376(LC 11) Max Uplift8=-818(LC 12), 13=-657(LC 12) Max Grav8=1312(LC 18), 13=1165(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-17= 1616/1161, 17-18= 1563/1168, 3-18= 1558/1177, 3-4= 1606/1306, 4-5_ 1498/1367, 5-1 9=-1 385/1148, 6-19=1439/1137, 6-7=-1519/1127, 7-20=-1942/1320, 8-20=-2034/1305 BOT CHORD 12-13=-510/1313, 11-12= 371/1160, 10-11=-993/1737, 8-10=-993/1737 WEBS 2-12=126/470, 3-12=-290/3911 4-12=-458/960, 4-11= 630/745, 5-11=-372/469, 7-11= 639/445, 7-10=0/279, 2-13-1553/1114 NOTES- 1) Unbalanced roof live loads have been considered for this design. .2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; B=82ft 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 13-0-0, Exterior(2) 13-0-0 to 19-2-6 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 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 818 lb uplift at joint 8 and 657 lb uplift at joint 13. 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 MI7-7473 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 Wilding 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 individual truss members only. Additional temporary and permanent bracing MiTeW building design. Bracing Indicated Is to prevent buckling of web and/or chord Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the 6904 Parke East Blvd. fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 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 Huddleston T11452069 74319 G8 SPECIAL 1 1 Job Reference (optional) M7 k I dust ies Inc Mon Jun 26 09:08.06 2017 Page 1 Chambers Truss, Fort Pierce, FL 7.640 s Apr 19 2016 i e n r I D:apHnZW G79b9Fy9GPf6MGQPzHxug-J82mUx7no08W X4QyAfxb5wW BCfZbtdGO? LVS59z2TZ7 11-8.12 4-4-11 9-2-0 0.3 17-6-0 23-11-9 32-0-0 34-0-0 4.4-11 49-5 1.1.45-11-4 6-3-96-0.7 Scale = 1:70.4 3x4 5x6 = 2x3 11 4x6 = 6.o0112 3 4 5 16 5x8 = 2x3 11 3x5 = 5x6 = 3.00 12 9-2-0 C? pIo 0 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2014lfP12007 CSI. TC 0.54 BC 0.47 WB 0.64 (Matrix-M) DEFL. in (loc) Well Ud Vert(LL) -0.22 15-16 >999 360 Vert(TL) -0.57 15-16 >673 240 Horz(TL) 0.09 9 n/a n/a Wind(LL) 0.09 11-12 >999 240 PLATES GRIP MT20 244/190 Weight: 220lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-9-15 oc pudins, except BOT CHORD 2x4 SP M 30 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 7-5-11 oc bracing. WEBS 1 Row at midpt 4-13, 6-13, 2-16 REACTIONS. (lb/size) 9=1303/0-8-0, 16=1165/0-8-0 Max Harz 16= 371(LC 12) Max Uplift9=-803(LC 12), 16=-672(LC 12) Max Grav9=1333(LC 18), 16=1165(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-20— 1200/930, 3-20=-1135/947, 3-4=-1159/1070, 4-5=-992/963, 5-6= 1186/958, 6-7=-1385/1131, 7-8=-1519/1111, 8-21=-1941/1290, 9-21=-2034/1276 BOT CHORD 15-16=-145/919, 14-15=-184/1032, 13-14= 221/1118, 12-13_ 659/1347, 11-12=-965/1736, 9-11=-965/1736 WEBS 2-15=-137/540, 3-15= 197/384, 4-14= 313/609, 4-13=-334/424, 5-13=-161/328, 6-13=-578/512, 8-12=-630/430, 8-11=0/291, 2-16=-13101962 NOTES- 1) Unbalanced roof live loads have been considered for this design. .2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; B=82ft; 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 10-3-4, Extedor(2) 10-3-4 to 11-8-12, Interior(1) 17-9-12 to 34-0-13 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) Bearing at joint(s) 16 considers parallel to grain value using ANSUTPI 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 803 lb uplift at joint 9 and 672 lb uplift at joint 16. 8) "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 Mll-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 appllcabillty of design parameters and property incorporate this design Into the overall �q building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members ody. Additional temporary and permanent bracing Mi ST ek' Is always required for stability and to prevent collapse with possible personal Injury and property damage, For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, 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 Huddleston T11452070 74319 GRA HIP 1 1 Job Reference o tional e.,. �o �n�a r,e�7etr Induclrioc In, -.fun 28 09t08:07 2017 P.— 1 uriambers I russ, ron Y18MS, rL I D:apHnZW G79b9Fy9GPf6MGQPzHxug-nLc8hH70ZJHN9E?8jMTgd830w3tTcARAE?F?ebz2 -2-0-0 7-0-0 10-8-0 14-4-0 21-4-0 23-4-0 2-0-0 7-0-0 3-8-0 3-8-0 7-0-0 2.0-0 4x5 = 4x5 = 3x4 = Scale = 1:42.8 IQ 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 0.41 Lumber DOL 1.25 BC 0.62 Rep Stress Incr NO W B 0.26 Code FBC2014frP12007 (Matrix-M) REACTIONS. (lb/size) 2=1444/0-8-0, 6=1445/0-8-0 Max Horz2=202(LC 7) Max Uplift2_ 1026(LC 8), 6=-1025(LC 8) Max Grav2=1544(LC 29), 6=1545(LC 30) DEFL. in (loc) I/defl Lid Vert(LL) -0.13 8-10 >999 360 Vert(TL) -0.36 8-10 >716 240 Horz(TL) 0.07 6 n/a n/a Wind(LL) 0.13 8-10 >999 240 PLATES GRIP MT20 244/190 Weight: 97 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 4-4-5 oc puffins. BOT CHORD Rigid ceiling directly applied or 6-1-13 oc bracing. FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2533/1536, 3-17=-2253/1453, 4-17=-2253/1453, 4-18=-2255/1452, 5-18— 2255/1452, 5-6=-2536/1535 BOT CHORD 2-10= 1224/2299, 9-1 0=-1 430/2504, 9-19= 1430/2504, 19-20= 1430/2504, 8-20=-1430/2504,6-8=-1179/2234 WEBS 3-10=-316/752, 4-10= 342/337, 4-8=-339/338, 5-8= 315f753 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASIDE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf, BCDI--3.Opsf; h=18ft; B=82f; L=62ft; eave=7ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (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 1026 lb uplift at joint 2 and 1025 lb uplift at joint 6. 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) 289 lb down and 321 lb up at 7-0-0, 165 lb down and 169 lb up at 9-0-12, 165 lb down and 169 lb up at 10-8-0, and 165 lb down and 169 lb up at 12-3-4, and 289 lb down and 321 lb up at 14-4-0 on top chord, and 325 lb down and 180 lb up at 7-0-0, 63 lb down and 4 lb up at 9-0-12, 63 lb down and 4 lb up at 10-8-0, and 63 lb down and 4 lb up at 12-3-4, and 325 lb down and 180 Ib up at 14-3-4 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 (plf) Vert: 1-3— 54, 3-5=-54, 5-7=-54, 11-14=-20 Concentrated Loads (lb) Vert: 3= 99(F) 5= 99(F) 9=-37(F) 10= 261(F) 4=-86(F) 8=-261(F) 17=-86(F) 18=-86(F) 19=-37(F) 20=-37(F) ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MrTEK REFERANCE PAGE Mll-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual [wilding 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 �p building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing M! lg ek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, 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 ty ply THuddlestonT11452071 74319 GRB COMMON 1 IQ 2b Reference (optional) C M,T k Industries he Mon Jun 2S 09:0R�0R 9017 Page 1 Cttpmbers Truss, Fort Pierce, FL , ...�.. , ..P, •.. �.. • •-„ • -•• •• •---•••__, ..._...._.. Jun _ _ _ _ . I D:apHnZW G79b9Fy9GPf6MGQPzHxug-FXAWvdB2KdPEmOaKH4_3ALcVxTB3LW GJTf_ZA2z2TZ5 6-0-12 10-6-0 15.3.4 1 21-4-0 6-0-12 4-7-4 4-7-4 6.0.11 Scale = 1:37.7 4x5 11 Ie a — 3x12 II 10x10 = 3x12 Plate Offsets (X `n (1:0 5 0 0 1 71 (5:0-5-0 0-1-7► (7:0-5-0 0-6-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.65 Vert(LL) -0.16 7-8 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.72 Vert(TL) -0.37 7-8 >694 240 BCLL 0.0 Rep Stress Incr NO W B 0.74 Horz(TL) 0.11 5 n/a n/a BCDL 10.0 Code FBC2014ITP12007 (Matrix-M) Wind(LL) 0.23 7-8 >999 240 Weight: 262lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-9-8 oc purlins. BOT CHORD 2x8 SP 240OF 2.0E BOT CHORD Rigid ceiling directly applied or 9-11-1 oc bracing. WEBS 2x4 SP No.3 *Except` 3-7: 2x4 SP M 30 REACTIONS. (lb/size) 1=7266/0-8-0, 5=7642/0-8-0 Max Harz 1=-236(LC 23) Max Upliftl= 4271(LC 8), 5=-4363(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-11859/6787, 2-3= 8020/4628, 3-4=-8022/4629, 4-5=-12151/6934 BOT CHORD 1-13= 5982/10595, 13-14=-5982/10595, 8-14=-5982/10595, 8-15=-5962/10595, 15-16=-5982/10595, 7-16_ 5982/10595, 7-17=-6115/10861, 17-18=-6115/10861, 6-18= 6115/10861, 6-19= 6115/10861, 19-20=-6115/10861, 5-20— 6115/10861 WEBS 3-7=-3940/6894, 4-7=-4432/2629, 4-6=-2153/3878, 2-7=-4117/2472, 2-8=-2009/3593 NOTES- 1) 2-ply truss to be connected together with 10d (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 0-9-0 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=160mph (3-second gust) Vasd=124mph; TCDL=4.2ps1; BCDL=3.Opsf; h=18ft; B=82ft; L=62ft; eave=Oft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 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 4271 lb uplift at joint 1 and 4363 lb uplift at joint 5. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1821 lb down and 1213 lb up at 1-0-12, 1073 lb down and 618 lb up at 3-0-12, 1073 lb down and 619 lb up at 5-0-12, 1076 lb down and 622 lb up at 7-0-12, 1075 lb down and 621 lb up at 9-0-12, 1074 lb down and 620 lb up at 11-0-12, 1074 lb down and 620 lb up at 13-0-12, 1084 lb down and 635 lb up at 15-0-12, 1178 lb down and 691 lb up at 17-0-12, and 1178 lb down and 691 lb up at 19-0-12, and 1637 lb down and 956 lb up at 20-5-8 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 - Verity 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 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 Info the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse wifh possible personal Injury and property damage. For general guidance regarding the MiTeke fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type Qty Ply Huddleston T11452071 74319 GRB COMMON 1 2 Job Reference (optional) ke: k ! d,.sldec Inn kirn .L,n 9. no.nA-nR 9m 7 Pan. 2 cnamoers truss, ron rrerce, — 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, 1-5=-20 Concentrated Loads (lb) Vert: 6=-1084(B) 10= 1808(B) 12= 1637(B) 13=-1073(B) 14=-1073(B) I D:apHnZW G7gb9Fy9GPf6MGQPzHxug-FXAWvd82KdP EmOaKH4_3ALcVxTB3LW GJTf_ZA2z2TZ5 15= 1076(B)16= 1075(B) 17= 1074(B)18=-1074(B) 19= 1178(B)20= 1178(B) ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MtTEK REFERANCE PAGE MII-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MOW 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, seeANSt/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 Huddleston T11452072 74319 GRC MONO HIP 1 1 Job Reference (optional) 0908092017 P 1 Chg mbers Truss, Fort Pierce, FL 7.640 s Apr 19 2016 Mrrek Industries, Inc. Mon Jun 26 age I D:apHnZW G79b9Fy9GPf6MGQPzHxug-jjku6z9g5xX5OY9XrnVIiZ8ihsd84OKSiJk6iUz2TZ4 5.0-0 10-10-0 16-8-0 5-0-0 5-10-0 5-10-0 4x5 = 3x4 = Scale = 1:28.7 3x4 = 4x4 = 12 13 3 14 15 16 4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.52 Vert(LL) 0.12 6-8 >999 240 TCDL 7.0 Lumber DOL 1.25 BC 0.35 Vert(TL) -0.13 6-8 >999 240 BCLL 0.0 Rep Stress Incr NO W B 0.56 HOrz(rL) 0.02 5 n/a n/a BCDL 10.0 Code FBC2014lrP12007 (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 WEBS REACTIONS. (lb/size) 1=808/0-8-0, 5=906/0-8-0 Max Horz 1=140(LC 8) Max Upliftl=-821(LC 8), 5=-913(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2= 1399/1338, 2-12= 1213/1263, 12-13=-1213/1263, 3-13=-1213/1263, 3-14=-1390/1415, 14-15= 1390/1415, 15-16=-1390/1415, 4-16=-1390/1415, 4-5=-811/832 BOT CHORD 1-8=-1249/1199, 8-17=-1415/1390, 7-17= 1415/1390, 7-18=1415/1390, 6-18= 1415/1390 WEBS 2-8= 260/345, 3-8= 269/249, 3-6=-416/429, 4-6=-1494/1467 3X6 11 PLATES GRIP MT20 244/190 Weight: 78 lb FT = 20% Structural wood sheathing directly applied or 5-11-2 oc purlins, except end verticals. Rigid ceiling directly applied or 6-1-13 oc bracing. 1 Row at micipt 4-6 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; B=82ft; L=62ft; eave=7ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional); 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 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 821 lb uplift at joint 1 and 913 lb uplift at joint 5. 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) 80 lb down and 247 lb up at 5-0-0, 42 lb down and 119 lb up at 7-0-12, 42 lb down and 119 lb up at 9-0-12, 42 lb down and 119 lb up at 11-0-12, 42 lb down and 119 lb up at 13-0-12, and 42 Ib down and l l9 Ib up at 15-0-12, and 42 Ib down and l l9 Ib up at 15-11-4 on top chord, and 58 lb down and 26 Ib up at 5-0-0, 33 Ib down and 8 Ib up at 7-0-12, 33 Ib down and 8 Ib up at 9-0-12, 33 Ib down and 8 Ib up at 11-0-12, 33 Ib down and 8 Ib up at 13-0-12, and 33 Ib down and 8 Ib up at 15-0-12, and 331b down and 8 Ib up at 15-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pif) Vert: 1-2=-54, 2-4=-54, 5-9=-20 Gontlnuea On Daqe z ® WARNING- Verily design parameters and READ NOTES ON THIS AND INCLUDED M/TEK 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 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 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 Criterla, 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 T11452072 74319 J GRC I MONO HIP Inc. Mon Truss, LOAD CASE(S) Standard Concentrated Loads (ib) Vert: 2= 80(B) 8= 35(B) 3=-42(B) 6— 21(B) 12= 42(B) 13= 42(B) 14=-42(B) 15= 42(B) 16= 42(B) 17=-21(B) 1 8=-21 (B) 19=-21 (B) 20=-21(B) 21= 21(B) ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED WEI( REFERANCE PAGE M11-7473 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 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 lVliTek' 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 Pry Huddleston T11452073 74319 GRD HIP i 1 Job Reference (optional) c A11— Indusines Inc Men Jun 98 r(MR70 2017 Paae 1 CtpmbersTruss, Fort Pierce, FL ....�.,.,,.r.......................___...__,..._...._.__.__ I D:apHnZW G79b9Fy9GPf6MGQPzHxug-Cvl HKIAlsEfyOikj PVOXFmhghGthpNjcwzTgFwz2TZ3 -2-0-0 2-4-0 7.0-0 13-0-9 18-11-7 25-0-0 32-0-0 2-0-0 2-4-0 4-8-0 6-0-9 5-10-13 6.0.9 7-0-0 4x10 = 2x3 11 4x6 = 3x4 = 6 00 12 4 22 23 5 24 6 25 26 7 27 28 4x10 = Scale = 1:58.7 4x6 i 3 2 EE 01 15 14 29 30 13 31 12 32 11 33 34 10 3x4 = 3x6 II 5x6 = 4x10 = 5x8 MT18HS— 3x5 = 2x3 11 13-0-9 4x5 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.76 Vert(LL) -0.22 11-13 >999 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.71 Vert(TL) -0.51 11-13 >692 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr NO WB 0.93 Horz(TL) 0.12 9 n/a n/a BCDL 10.0 Code FBC2014/fP12007 (Matrix-M) Wind(LL) 0.3411-13 >999 240 Weight: 158lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-10-4 oc pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 4-6-1 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 4-13 REACTIONS. (lb/size) 9=1828/Mechanical, 15=2070/0-8-0 Max Horz 15=187(LC 7) Max Uplift9=-1193(LC 8), 15— 1603(LC 8) Max Grav9=1991(LC 37), 15=2362(LC 36) FORCES. (lb) - Max. Comp./Mau. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3= 538/434, 3-4=-2808/1572, 4-22=-4205/2621, 22-23=-4205/2621, 5-23_ 4205/2621, 5-24=-4205/2621, 6-24=-4205/2621, 6-25= 4205/2621, 25-26— 4205/2621, 7-26=-4205/2621, 7-27=-4490/2840, 27-28=-4490/2840, B-28=-4490/2840, 8-9= 3745/2276 BOT CHORD 2-15=-357/587, 14-15= 357/499, 14-29=-1354/2524, 29-30=-1354/2524, 13-30=-1354/2524, 13-31=-2662/4511, 12-31— 2662/4511, 12-32=-2662/4511, 11-32=-2662/4511, 11-33— 1914/3276, 33-34=-1914/3276, 10-34=-1914/3276, 9-10=-1910/3257 WEBS 3-15= 2319/1572, 3-14=-1813/2822, 4-14=-511/505, 4-13=-1376/2087, 5-13=-638/635, 7-13= 406/256, 7-11=-485/516, 8-11=-898/1432, 8-10=-94/542 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; B=82ft; 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 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) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1193 lb uplift at joint 9 and 1603 lb uplift at joint 15. 9) "Semi -rigid pitchbreaks Including heels" Member end fixity model was used in the analysis and design of this truss. Continued on paqe 2 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11111-7473 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 only. Additional temporary and permanent bracing Mew building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, dellvery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job • Truss Truss Type Qty Ply Huddleston T71452073 74319 GRD HIP 1 1 Job Reference (optional) G A.ITn4 InduMriae Inr AAnn Jun Pr n9'nfl7 n 2n17 Paae 2 Chambers Truss, F-on Fierce, FL I D:apHnZW G79b9Fy9GPf6MGQPzHxug-Cvl HKIAlsEfyOikj PVOXFmhghGthpNjcwzTg Fwz2TZ3 NOTES- 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 360 lb down and 334 lb up at 7-0-0, 165 lb down and 169 lb up at 9-0-12, 165 lb down and 169 lb up at 11-0-12, 165 lb down and 169 lb up at 13-0-12, 165 lb down and 169 lb up at 15-0-12, 165 lb down and 169 lb up at 16-11-4, 165 lb down and 169 lb up at 18-11-4, 165 lb down and 169 lb up at 20-11-4, and 165 lb down and 169 lb up at 22-11-4, and 289 lb down and 321 lb up at 25-0-0 on top chord, and 414 Ib down and 252 lb up at 7-0-0, 63 lb down and 4 lb up at 9-0-12, 63 lb down and 4 lb up at 11-0-12, 63 lb down and 4 lb up at 13-0-12, 63 lb down and 4 lb up at 15-0-12, 63 lb down and 4 lb up at 16-11-4, 63 lb down and 4 lb up at 18-11-4, 63 lb down and 4 lb up at 20-11-4, and 63 lb down and 4 lb up at 22-11-4, and 325 lb down and 180 lb up at 24-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11) 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, 4-8=-54, 8-9=-54, 16-19=-20 Concentrated Loads (lb) Vert: 4=-127(F) 6=-86(F) 8=99(F) 14=52(F) 13=-37(F) 5— 86(F) 7=-86(F) 11=-37(F) 10=-261(F) 22=-86(F) 23=-86(F) 26=-86(F) 27=-86(F) 28=-86(F) 29— 37(F) 30=-37(F) 31=-37(F) 32=-37(F) 33=-37(F) 34=-37(F) WARNING -verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MO-7473 rev. 10/03/2015 BEFORE USE �' Design valid for use only with M1Tek6 connectors. This design Is based only upon parameters shown, and Is for an Indlvidual building component not a truss system. Before use, the bullding designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MOW Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabricaflon, 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 Jo Truss Truss Type Qty Ply Huddleston T11452074 74319 GRF MONO TRUSS 1 n 2 Job Reference o tional Chambers Truss, Fort Pierce, FL !. v a F. cv , v n,,, o,. ,,,..,.�,,,o�, �.,.,�. .,,... _.. ............ __ .. _a_ . I D:apHnZW G79bgFygGPf6MGQPzHxug-g6rfXeBwdYnpdsJvyCXmo_E5_gAjY2X19dDDnNz2TZ2 5-0-0 4X6 = 0 3x4 Scale = 1:17.3 Plate Offsets (X Y)-- (1.0-8-0 Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TO 0.28 Vert(LL) -0.06 3-5 >937 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.85 Vert(TL) -0.14 3-5 >416 240 BOLL 0.0 Rep Stress Incr NO W B 0.00 HOrz(f L) 0.00 3 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Wind(LL) 0.09 3-5 >660 240 Weight: 47 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins, except BOT CHORD 2x6 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=1187/0-8-0, 3=1473/Mechanical Max Horz 1=135(LC 8) Max Upliftl=-642(LC 8), 3=-873(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) 2-ply truss to be connected together as follows: Top chords connected with 1 Od (0.131 "x3") nails as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords connected with 1Od (0.131"x3") nails as follows: 2x6 - 2 rows staggered at 0-9-0 oc. 2) All loads are considered equally applied to all piles, 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) Wind: ASCE 7-10; Vu1t=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=181t B=82ft; L=62ft; eave=7ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 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 642 lb uplift at joint 1 and 873 lb uplift at joint 3. 2) 'Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1150 lb down and 672 lb up at 1-8-12, and 1150 Ib.down and 672 lb up at 3-8-12 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 (plf) Vert: 1-3=-20, 1-2=-54 Concentrated Loads (lb) Vert: 6=-1150(F) 7=-1150(F) ® WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MTTEKREFERANCE PAGE MU-7473 rev. f0/03/2015 BEFORE USE. Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing M!Tek" 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/TPI I Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job• Truss Truss Type Qty Ply Huddlesfon T11452075 74319 GRG ]SPECIAL 1 2 Job Referenc�(or)tional)�� a 1ATe4 Indumnes Inc ivon .I„n 9R u LT1R:19 9017 Pagel Chambers Truss, Fort Pierce, FL ,...�.. a „r� �.., .... Inc __.. __ _ _._ _.._ I D:apHnZW G79b9Fy9GPf6MGQPzHxug-BIP 1l_BYOsvg F?u6Wv2?KBm E74ZVHG6vOHymJpz2TZ1 -2-0-0 5-0-0 6.8.0 11-0-0 15-2-0 22-0-0 ,23-8-0 29-11-9 38-0-0 2-0-0 5-0-0 4-4-0 4-2-0 6-10-0 1-8-0 6-3-9 8-0-7 5x6 = 3x4 Scale = 1:70.6 4x5 = 3x8 II 6x8 = 3.00 12 5x8 = 3x4 II oxo 1-0-0 1 15.2-0 1 22-" 23-8-0, 29-11-9 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.45 Vert(LL) -0.52 15-16 >882 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.69 Vert(TL) -1.17 15-16 >391 240 MT18HS 244/190 BCLL 0.0 Rep Stress Incr NO WB 1.00 Horz(TL) 0.35 11 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Wind(LL) 0.7215-16 >633 240 Weight: 430lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-4-3 oc puffins. BOT CHORD 2x4 SP M 31 'Except' BOT CHORD Rigid ceiling directly applied or 6-5-11 oc bracing. 2-17: 2x6 SP No.2, 11-13: 2x4 SP M 30 WEBS 1 Row at midpt 6-14 WEBS 2x4 SP No.3 "Except' 4-16: 2X4 SP M 30 REACTIONS. (lb/size) 2=2835/0-8-0, 11=1657/Mechanical Max Horz2=385(LC 7) Max Uplift2=-1760(LC 8), 11=-936(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-5738/3314, 3-4=-5988/3537, 4-5=-11188/6415, 5-6— 8125/4598, 6-7=-2542/1537, 7-8=-2468/1594, 8-9= 2444/1534, 9-10=-2527/1513, 1 0-1 1 =-3029/1692 BOT CHORD 2-18— 2866/5089, 18-24= 2922/5197, 17-24= 2877/5121, 16-17=-3419/6038, 15-16=-6669/11883, 14-15=-4061/7496, 13-14=-1076/2266, 12-13= 1379/2622, 11-12=-1379/2622 WEBS 3-18=-560/1101, 3-17=-912/1524, 4-17=-2102/1231, 4-16=-3121/5631, 5-16=-3320/1921, 5-15=-4266/2536, 6-15=-2846/5267, 6-14=-5944/3436, 7-14=-1179/1932, 8-14=-386/290, 8-13— 297/210, 10-13=-670/400, 10-12=0/281 NOTES- 1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 -1 row at 0-7-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-7-0 oc, 2x4 - 1 row at 0-9-0 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=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft B=82ft; L=62ft; eave=7ft; Cat. Il; Exp C; Encl., GCpi=O.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) Refer to girder(s) for truss to truss connections. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1760 lb uplift at joint 2 and 936 lb uplift at joint 11. 11) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Continued on page 2 A 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 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 MiiTek' 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 Informallon available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Huddleston T11452075 74319 GRG SPECIAL 1 2 Job Reference (optional) _I„n 9a n0•na•17 9M 7 Pana 9 urwmbers I runs, 1-0n YlMe, FL I D:apHnZW G79b9Fy9GPf6MGQPzHxug-BI P 11_BYOsvg F?u6W v2?KBmE74ZVHG6vOHymJpz2TZ1 NOTES- 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 177 lb down and 247 lb up at 5-0-0 on top chord, and 58 lb down and 26 lb up at 5-0-0, and 1453 lb down and 893 lb up at 5-10-8 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 (plf) Vert: 1-3= 54, 3-5=-54, 5-7= 54, 7-11=-54, 2-17=-20, 15-17=-20, 13-15=-20, 13-21=-20 Concentrated Loads (lb) Vert: 3= 80(F) 18=-35(F) 24=-1453(F) 0 WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev. 10103/2015 BEFORE USE. � Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek` Is always required for stalJillty 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, Alexandrla, VA 22314. Tampa, FL 33610 Job • Truss Truss Type Qty Ply Huddleston T71452076 74319 GRK HIP 1 1 Job Reference (optional) c Ajme b.ducbie? i�� nn„a .u�a 9A no MIR 9017 Page 1 Chambers Truss, tort tierce, rL _ • G '- H •- -c -" ...---_._--, - -. ID:apH nZW G79b9Fy9GPf6MGQPzHxug-cUzPyKCA991 Xt9T14dZEtPJQeU?vOwC2cxiKrFz2TZ0 -2-0-0 7-0-0 7-8-0 14.8-0 16-8-0 2-0-0 7-0-0 0-8-0 7-0-0 2-0-0 Scale = 1:31.6 4x5 = 4x5 = 2x3 7-0-0 0.8-0 7-" Plate Offsets (X,Y) (2'0 2 0 Edqel (5'0-2-0 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 0.33 Vert(LL) 0.06 7-14 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.30 Vert(TL) -0.11 7-14 >999 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.18 HOrz(TL) 0.03 5 n/a n/a BCDL 10.0 Code FBC2014ITP12007 (Matrix-M) Weight: 63lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-7-4 oc puriins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 8-1-8 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1013/0-8-0, 5=1015/0-8-0 Max Horz2=-202(LC 6) Max Uplift2=-743(LC 8), 5=-746(LC 8) Max Grav2=1109(LC 29), 5=1087(LC 30) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1545/936, 3-4=-1356/913, 4-5=-1589/939 BOT CHORD 2-8=-775/1420, 7-8=-776/1431, 5-7=-769/1410 WEBS 3-8=-367/561, 4-7=-1711505 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.opsf; h=18ft; B=82ft; L=62ft; eave=7ft; Cat. II; Exp C; Enci., GCpj=0.18; MW FRS (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 743 lb uplift at joint 2 and 746 lb uplift at joint 5. 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) 413 lb down and 441 lb up at 7-8-0, and 165 lb down and 169 lb up at 7-0-0 on top chord, and 325 lb down and 180 lb up at 7-0-0, and 325 lb down and 180 lb up at 7-7-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-54, 3-4= 54, 4-6= 54, 9-12= 20 Concentrated Loads (lb) Vert: 3= 86(F) 4=-111(F) 8— 261(F) 7= 261(F) A WARNING. Verity design parameters and READ NOTES ON THIS AND INCLUDED MrrEK 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 only. Additional temporary and permanent bracing MiTek* building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members 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 P GRL HIP 1 1ob [Huddl,.,slonT1145207774319 Rference (optional) C LA— Ie,r 1-- — 5—M, on no-na-ta 9017 Paae t L;VMDerS ITUSS, rcn rlame, rl I D:apH nZW G79b9Fy9GPf6MGQPzHxug-4hXn9g DpwT9N UJ 1 UeK5TPcsSjtH PIA9CrbRtOiz2 -2-0-0 7-0-0 13.8-14 20-4-0 26-11-2 33-8.0 40-8-0 2-0-0 7-0-0 6.8-14 6-7-2 6-7.2 6.8-14 7-0-0 Scale = 1:73.5 7x8 MT18HS = 7x8 MT1 BHS = 3x8 = 5x12 MT18HS = 3x8 = 6.00 F12 3 18 19 204 21 22 23 24 5 25 26 27 28 6 29 30 31 7 .- 32 33 34 3b 30 Jr ua — — I — — 5x10 G 4x6 = 7x8 MT18HS= 3x4 II 7x8 MT18HS= 4x6 5x10 13-8-1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.95 Vert(LL) 1.15 11 >424 240 TCDL 7.0 Lumber DOL 1.25 BC 0.53 VertCTL) -1.26 11 >386 240 BCLL 0.0 Rep Stress Incr NO W B 0.97 Horz(TL) 0.27 8 n/a n/a BCDL 10.0 Code FBC2014ITP12007 (Matrix-M) LUMBER- BRACING - TOP CHORD 2x4 SP M 30 `Except' TOP CHORD 3-5,5-7: 2x4 SP M 31 BOT CHORD BOT CHORD 2x6 SP 240OF 2.0E WEBS WEBS 2x4 SP No.3 REACTIONS. (lb/size) 8=2660/0-8-0, 2=2777/0-8-0 Max Horz2=187(LC 7) Max Upl1ft8=-2497(LC 8), 2=-2666(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3= 5547/5062, 3-18= 4975/4673, 18-19=-4975/4673, 19-20=-4975/4673, 4-20=-4975/4673, 4-21=-7658/7205, 21-22=-7658/7205, 22-23=-7658/7205, 23-24=-7658/7205, 5-24=-7658/7205, 5-25=-7666/7220, 25-26=-7666/7220, 26-27_ 7666/7220, 27-28— 7666/7220, 6-28=-7666/7220, 6-29= 5004/4727, 29-30= 5004/4727, 30-31=-5004/4727, 7-31 =5004/4727, 7-8=-5578/5118 BOT CHORD 2-13=-4403/4893, 13-32=-6981/7628, 32-33=-6981/7628, 33-34=-698117628, 12-34= 6981/7628, 12-35=-7873/8568, 35-36= 7873/8568, 36-37=-7873/8568, 11-37=-7873/8568, 11-38= 7873/8568, 38-39=-7873/8568, 39-40=-7873/8568, 10-40— 7873/8568, 10-41= 6998/7637, 41-42=-6998/7637, 42-43=-6998/7637, 9-43=-6998/7637, 8-9=-4456/4922 WEBS 3-13=-1732/1939, 4-13=-3078/2832, 4-12= 609/813, 5-12=-1071/984, 5-11=-212/513, 5-10=-1064/966, 6-10=-590/811, 6-9= 3068/2790, 7-9=-1752/1950 PLATES MT20 MT18HS Weight: 226 lb Structural wood sheathing directly applied. Rigid ceiling directly applied or 3-7-10 oc bracing. 1 Row at midpt 4-13, 5-12, 5-10, 6-9 NOTES- '1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.opsf; h=18ft; B=82ft; L=62f; eave=7ft Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional); porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 2497 lb uplift at joint 8 and 2666 lb uplift at joint 2. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. GRIP 244/190 244/190 FT = 20% Continued on paqe 2 ® WARNING - verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/08/2015 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 Hits design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Addllional temporary and permanent bracing WOW 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 Huddisston T11462077 74319 GRL HIP 1 1 Job Reference o tional -r„fc i.,a,.....�e� i.,.. ne..., .i,,.. �a no-na-ta m 7 aanw 2 oUamoers I russ, ron MMB, M ID:apHnZWG79b9Fy9GPf6MGQPzHxug-4hXn9gDpwT9NUJ1 UeK5TPcsSjtHPIA9CrbRtOiz2TZ4 NOTES- 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 99 lb down and 289 lb up at 7-0-0, 86 lb down and 169 lb up at 9-0-12, 86 lb down and 169 lb up at 11-0-12, 86 lb down and 169 lb up at 13-0-12, 86 lb down and 169 lb up at 15-0-12, 86 lb down and 169 lb up at 17-0-12, 86 lb down and 169 lb up at 19-0-12, 86 Ib down and 169 lb up at 20-4-0, 86 lb down and 169 lb up at 21-7-4, 86 lb down and 169 lb up at 23-7-4, 86 lb down and 169 lb up at 25-7-4, 86 lb down and 169 lb up at 27-7-4, 86 lb down and 169 lb up at 29-7-4, and 86 lb down and 169 lb up at 31-7-4, and 99 lb down and 289 lb up at 33-8-0 on top chord, and 261 lb down and 123 lb up at 7-0-0, 63 lb down and 4 lb up at 9-0-12, 63 lb down and 4 lb up at 11-0-12, 63 lb down and 4 lb up at 13-0-12, 63 lb down and 4 lb up at 15-0-12, 63 lb down and 4 lb up at 17-0-12, 63 lb down and 4 lb up at 19-0-12, 63 lb down and 4 lb up at 20-4-0, 63 lb down and 4 lb up at 21-7-4, 63 lb down and 4 lb up at 23-7-4, 63 lb down and 4 lb up at 25-7-4, 63 lb down and 4 lb up at 27-7-4, 63 lb down and 4 lb up at 29-7-4, and 63 lb down and 4 lb up at 31-7-4, and 261 lb down and 123 lb up at 33-7-4 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, 3-7=-54, 7-8=-54, 2-8= 20 Concentrated Loads (lb) Vert: 3=-99(F) 7=-99(F) 13= 261(F) 5= 86(F) 11=-37(F) 9=-261(F) 18=-86(F) 19=-86(F) 20=-86(F) 21=-86(F) 23=-86(F) 24=-86(F) 25=-86(F) 27= 86(F) 28=-86(F) 29=-86(F) 30= 86(F) 31=-86(F) 32=-37(F) 33=-37(F) 34=-37(F) 35= 37(F) 36= 37(F) 37=-37(F) 38=-37(F) 39=-37(F) 40= 37(F) 41= 37(F) 42=-37(F) 43=-37(F) ® 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 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 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 MiiTek` 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 Informallon available from Truss Plate Institute. 218 N. Lee Street. Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss russ Type Qty Pty, Huddleston T11452078 74319 HVB GABLE 1 1 Job Reference (optional) ,. i.... r.n.....i— oa no•na-to PM7 Pane 1 ChambersY Truss, Fort Pierce, FL i.�v 5 AR 16 �v iv.o� ,__.. -- --.--•. _ -- .. . _o_ . I D:apH nZW G79bgFy9GPf6MGQPzHxug-ReKg DN Hxk?ngb4wSQtge6gZU7u42Qfbx?tge2vz2TYw 2-7-0 5-3-0 7-10-0 2-7-0 2-8-0 2-7-0 3x6 = 2X3 11 6.00 F12 2 3 4 3x4 i 2X3 11 3X6 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.21 Vert(LL) n/a n/a 999 TCDL 7.0 Lumber DOL 1.25 BC 0.18 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.06 HOfz(TL) 0.00 5 n/a n/a BCDL 10.0 Code FBC20141FPI2007 (Matrix) LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 1=141/7-10-0, 5=141/7-10-0, 6=205/7-10-0 Max Horz 1= 44(LC 10) Max Upliftl=-94(LC 12), 5=-94(LC 12), 6=-84(LC 12) Max Gravl=144(LC 17), 5=146(LC 18), 6=205(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-160/252, 2-3= 133/270, 3-4= 133/270, 4-5= 160/252 Scale = 1:14.9 3x4 PLATES GRIP MT20 244/190 Weight: 23 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. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; B=82ft; L=62ft; eave=7ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 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 100 lb uplift at joint(s) 1, 5, 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 MITEK REFERANCE PAGE MII-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Atl�/T iT ek* Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSVTP1i 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 �HuddlestonT114520774319 HV12 GABLE 1 erence o tional M J 26 09:0u:14 2017 Pa e t Chambers Truss, Fort Pierce, FL 7.640 s Apr 19 2016 Mrrek Industries, Inc.s, on un 9 ID:apHnZWG79b9Fy9GPf6MGQPzHxug-4hXn9gDpwT9NUJ1 t $eK5TPCSdnt0610nCrbRt0iz2TZ? 3-0-0 6-0-0 9-0-0 12-0-0 3.0-0 3-0-0 3-0-0 3-0-0 Scale=1:21.9 4x4 = g 7 6 3x4 i 2x3 11 2x3 11 2x3 11 3x4 3-0-0 6-0.0 3-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (loc) I/defl Lid PLATES GRIP ' TCLL 20.0 Plate Grip DOL 1.25 TC 0.24 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.11 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.10 Horz(TL) 0.00 5 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix) Weight: 42lb FT=20% LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. All bearings 12-0-0. (lb) - Max Horz 1= 119(LC 10) Max Uplift All uplift 100 lb or less atjoint(s) 1, 5, 7 except 8=-176(LC 12), 6=-176(LC 12) Max Grav All reactions 250 lb or less at joint(s) 1, 5, 7 except 8=278(LC 17), 6=278(LC 18) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-8=-216/326, 4-6= 215/326 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; B=82ft; L=62ft; eave=7ft; Cat. II; Exp C; Encl., GCpl=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 1 OD lb uplift at joint(s) 1, 5, 7 except (jt=lb) 8=176, 6=176. 7) "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 M11-7473 rev. 10/0"015 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 only. Additional temporary and permanent bracing MiTek' building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members 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 Huddleston 060 74319 HV16 GABLE 1 1 Job Reference o tional 7 .. I, �.. 2 o nC 1 C 7ni 7 Pnnn 1 Clambers Truss, Fort Pierce, FL ,.o.V ,,Pr 1 a N.;1 a� �nw�,no.,_ _.. _...--..- --.. . _a_ . I D:apHnZW G79b9Fy9GPf6MGQPzHxug-Yt5ANOERgnH E6TcgB2c'IygOnOH12Ur3L4FBQw8z2TZ_ 5-9-8 10-0-8 15-10-0 5-9-8 4-3-0 5-9-8 Scale = 1:26.0 3x6 = 2x3 II 3x6 = 3x4 10 9 8 3x4 2>3 11 2x3 11 2x3 I 15-10-0 Plate Offsets (X,Y) 13:0 3 0 0-2-0) 15:0-3-0 0-2-0) LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.28 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.06 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES W B 0.09 Horz(TL) 0.00 7 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix) I Weight: 55 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD 20 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. All bearings 15-10-0. (Ib) - Max Horz 1=-115(LC 10) Max Uplift All uplift 100lb or less atjoint(s) 1, 7 except 9— 106(LC 9), 10=-186(LC 12), 8= 186(LC 12) Max Grav All reactions 250 lb or less atjoint(s) 1, 7, 9 except 10=328(LC 17), 8=325(LC 18) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-10= 239/316, 6-8= 236/316 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; B=82ft; 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 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 100 lb uplift at joint(s) 1, 7 except Qt=lb) 9=106, 10=186, 8=186. 18) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 0 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MR-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. Addilional temporary and permanent bracing �p e W MiT 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 T11452081 74319 5.9-8 GABLE 3x6 = 3 12 I1 I 1 IJob 7.640 s I D:apH nZW G79b9 Fy9 G Pf6t 8-3-0 2x3 II 4 13 3x6 = 5 5-9.8 Scale = 1:32.6 3x4 i 11 10 9 8 3x4 2x3 II 3x6 = 2x3 11 2x3 II 0 N LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.42 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.47 Vert(TL) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.10 Horz(TL) 0.01 7 n/a nta BCDL 10.0 Code FBC2014IFP12007 (Matrix) Weight: 67 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. All bearings 19-10-0. (lb) - Max Horz 1=-115(LC 10) Max Uplift All uplift 100 lb or less at joint(s) except 1=-107(LC 12), 7= 107(LC 12), 9= 201(LC 9), 11=-178(LC 12), 8= 178(LC 12) Max Grav All reactions 250 lb or less at joint(s) 1, 7 except 9=403(LC 1), 11=353(LC 17), 8=349(LC 16) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-260/164, 2-3— 265/305, 3-12=-203/287, 4-12=-203/287, 4-13=-203/287, 5-13=-203/287, 5-6=-265/305, 6-7=-260/158 WEBS 4-9=-278/329, 2-11=-243/319, 6-8=-239/319 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; B=82ft; L=62ft; eave=7ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) 0-7-7 to 11-11-14, Interior(1) 11-11-14 to 14-0-8, Exterior(2) 14-0-8 to 19-2-9 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 107 lb uplift at joint 1, 107 lb uplift at joint 7, 201 lb uplift at joint 9, 178 lb uplift at joint 11 and 178 lb uplift at joint 8. 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 MfTEK REFERANCE PAGE MO-7473 rev. 10/032015 BEFORE USE. � Design valid for use only wilh MITek® connectors. This design Is based only upon parameters shown, and Is for an IntlI dual building component, Welt 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 miss 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 �(.pfi-nal� 74319 HV24 GABLE 1 �jy�HuddlestonT11452082 C AITeL IndoNrioc Inr r,Ann . tun — n9•— — ­11 Paoe 1 C4ambers Truss, Fort Pierce, FL 5-9-8 5-9.8 4x5 = 6.00 F1 2 2 I D:apHnZW G79b9Fy9GPf6MGQPzHxug-03fYaME3R4P5kdBtll7xV 1 xzch33D IvUJvw_Raz2TYz 18-0.8 i 23-10-0 12-3-0 5-9-8 2x3 11 4x5 = Scale = 1:39.2 3x4 � 9 8 7 6 3x4 2x3 11 3x6 = 2x3 11 2x3 11 23-10-0 Plate Offsets (X Y)-- (2:0-2-8 0-2-41 (4:0-2-8 0-2-41 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.22 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.14 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.12 Horz(TL) 0.00 5 n/a n/a BCDL 10.0 Code FBC2014ITP12007 (Matrix) Weight: 81lb 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 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. All bearings 23-10-0. (lb)- Max Harz l_115(LC10) Max Uplift All uplift 100lb or less atjoint(s) except 1= 110(LC 12), 5— 110(LC 12), 7=-293(LC 9), 9= 219(LC 12), 6= 219(LC 12) Max Grav All reactions 250 lb or less at joint(s) 1, 5 except 7=493(LC 22), 9=443(LC 17), 6=425(LC 18) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 3-7— 378/406, 2-9=-304/363, 4-6=-285/363 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.0psf; h=18ft B=82ft; L=62ft eave=7ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-7-7 to 11-11-0, Interior(1) 11-11-0 to 18-0-8, Extedor(2) 18-0-8 to 23-2-9 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 110 lb uplift at joint 1, 110 lb uplift at joint 5, 293 lb uplift at Joint 7, 219 lb uplift at joint 9 and 219 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 - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 1010320i5 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 Hit a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MOW is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Sheet, Suite 312. Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Huddleston T11452083 74319 HV28 GABLE 1 1 Job Reference o tional Chambers Truss, Fort Pierce, FL 7.640 s Apr 192016 MiTek Industries, Inc. Mon Jun 26 09:08:17 2017 Pagel ID:apHnZWG79b9Fy9GPf6MGQPzHxug-VGDwoiFhCOXyLnm3JTeA1 FU9z5OlylJeXZgXzOz2TY1 2-11-0 5-9-8 22-0-8 24-11-U [i-IU-u 2-11-0 2-10-8 16-3-0 2-10.8 2-11-0 3x6 = 6.00 12 Sx6 = 3x6 = 15 16 5 17 18 6 7 Scale = 1:45.9 8 2 9 1 3x4 14 13 12 11 10 3x4 5x6 = 2-11-0 24-11-0 27-10-0 , � -n 22-M 2-11-0 N 6 N Plate Offsets (X Y)-- 13:0-3-0 0-2-0) 15:0-3-0 0-3-01 1T0-3-0 U-2-UI ITru-s-u u-s-ul LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL) n/a n/a 999 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.14 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.11 Horz(TL) 0.00 9 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix) Weight: 96 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 10-0-0 oc bracing. WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. All bearings 27-10-0. (lb) - Max Horz 1=-115(LC 10) Max Uplift All uplift 100 lb or less at joint(s) 1, 9 except 12= 265(LC 8), 13=-200(LC 12), 11= 200(LC 12), 14=-178(LC 12), 10=-178(LC 12) Max Grav All reactions 250 lb or less at joint(s) 1, 9 except 12=466(LC 21), 13=400(LC 21), 11=400(LC 22), 14=327(LC 17), 10=323(LC 18) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 5-12=-343/367, 4-13= 286/333, 6-11= 286/333, 2-14=-245/305, 8-10=-241/305 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; B=82ft; L=6211; eave=7ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) 0-7-7 to 11-11-14, Intefior(1) 11-11-14 to 22-0-8, Exterior(2) 22-0-8 to 27-2-9 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are 2x3 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. '7) ` 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. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 9 except Qt=lb) 12=265, 13=200, 11=200, 14=178, 10=178. 9) "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 MIh7473 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. ]he building designer must verify the applicability of design parameters and properly incorporate Oils 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 sfabliify 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 muss systems, seeANSi/TPI t 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 74319 HV32 GABLE 1 FP1,1-HuddlestonT11452084 Job Reference (optional) ., n....n on�a AIiTn4 l�rl,icl.foc Inr Mnn 1— 9fi OQ— 18 2017 Pace 1 Chambers Truss, Fort Pierce, FL ' •Pf6MG xug-z nl?2G -"if-- -" - I D:apHnZW G79b9Fy9GPf6MGCPzHxug-zSnl?2GJzifpzwLFtA9 PaSOJ4VkXh8?nmD P5VVTz2TYx 3-0-0 8-0.0 10-1.8 26-1-8 32.0.0 3-0-0 5-0-0 2-1-8 16-0-0 5-10-8 4x4 = 6.00 F12 .M-._, Scale = 1:53.0 3x4 G 14 13 12 11 10 9 3x4 3x6 = 3-0-0 i 29-0-0 Plate Offsets (X Y) (7:0 2 8 0-2-41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.22 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.14 Vert(TL) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.15 Horz(TL) 0.01 8 n/a n/a BCDL 10.0 Code FBC2014ITP12007 (Matrix) Weight: 1131b 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 6-0-0 oc bracing. WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. All bearings 32-0-0. (lb) - Max Horz 1=-163(LC 10) Max Uplift All uplift 100 lb or less at joint(s) 1, 8 except 13=-286(LC 12), 12= 244(LC 8), 10=-283(LC 9), 9=-328(LC 12), 14=-257(LC 12) Max Grav All reactions 250 lb or less at joint(s) 1, 8 except 13=491(LC 1), 12=429(LC 22), 10=465(LC 1), 9=529(LC 18), 14=398(LC 17) FORCES. (lb)- Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-15=-369/204, 2-15=-362/228, 7-8=-270/244 BOT CHORD 1-14=-211/359, 13-14= 211/359, 12-13= 211/359, 11-12= 211/359, 10-11=-211/359, 9-10=-211/359, 8-9=-192/336 WEBS 3-13=-377/426, 5-12=-306/328, 6-10=-349/391, 7-9=-389/489, 2-14=-320/427 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; B=82ft; L=62ft; eave=7ft; Cat. 11; 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 8-0-0, Exterior(2) 8-0-0 to 31-4-9 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. '4) All plates are 2x3 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' 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. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift atJoint(s) 1, 8 except Qt=lb) 13=266, 12=244, 10=283, 9=328, 14=257. 9) "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. 10/08/2015 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 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/TPlI 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 Huddleston T11452085 74319 HV36 GABLE 1 1 Job Reference (optional) nn4ne, k 1..du trics !no Mon jun 26 09:08:1 a 2nn Pane 1 Cbambers Truss, Fort Pierce, FL , .�-.� s .,p �.. .. .o� --.. -- --•-- - -- .. . I D:apHnZW G79b9Fy9GPf6MGQPzHxug-zSni?2GJzifpzwLFtA9PaSOJwVkahB_nmDP5W Tz2TYx 10-0-0 14-1-8 30-1-8 33-0-0 36-0-0 10-0-0 4.1-8 16-0-0 2-10-8 3-0-0 Scale = 1:59.8 4x5 = 3x4 i 18 17 16 15 14 13 12 11 3x4 3x6 = 3x6 = Plate Offsets (X Y)-- (8:0-3-0 0-2-01 33-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.23 Vert(LL) n/a n/a 999 TCDL 7.0 Lumber DOL 1.25 BC 0.14 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.15 Horz(TL) 0.01 10 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix) PLATES GRIP MT20 2441190 Weight: 129 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. All bearings 36-0-0. (lb) - Max Horz 1=-208(LC 10) Max Uplift All uplift 100 lb or less atjoint(s) 1, 10 except 17=-208(LC 12), 18=-317(LC 12), 15=-282(LC 12), 14=-261(LC 9), 12=-259(LC 12), 11= 231(LC 12) Max Grav All reactions 250 lb or less at joint(s) 1, 10 except 17=452(LC 1), 18=499(LC 17), 15=454(LC 22), 14=440(LC 1), 12=443(LC 22), 11=374(LC 18) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 9-10= 275/158 BOT CHORD 1-18= 120/264, 17-18=-120/264, 16-17=-120/264, 15-16= 120/264, 14-15= 120/264, 13-14=-120/264, 12-13=-120/264, 11-12— 120/264, 10-11=-120/264 WEBS 3-17=-328/324, 2-18= 395/491, 5-15=-335/404, 6-14=-318/333, 7-12=-329/403, 9-11=-295/396 .NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; B=82ft; 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 10-0-0, Exterior(2) 10-0-0 to 35-4-9 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 '3) Provide adequate drainage to prevent water ponding. 4) All plates are 2x3 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ` 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. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 10 except 011=1b) 17=208, 18=317, 15=282, 14=261, 12=259, 11=231. 9) "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 MII-7473 rev. 10/03,2015 BEFORE USE Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not �� a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Addifional temporary and permanent bracing �/� T 9!f!i eW Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guldance 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 J1 MONO TRUSS 18 1�(oprt�ion�alt)� �Hudddlaston74319 .UT k 1.,a„st.ics inn Mon jun 26 09:08:20 2017 Pana 1 Chambers Truss, Fort Pierce, FL ID:apHnZW G79b9Fy9GPf6MGQPzHxug-vru3QjHZVJvXCEVe_bBtft6UsIQS96m4DXuBaLz2TYv -2-0.0 1-0-0 2-0-0 1-0-0 Scale = 1:9.7 1, :,2 1-0-0 Plate Offsets (X Y)-- f2:0-4-4 0-0-41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.91 Vert(LL) 0.00 7 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.17 Vert(TL) 0.00 7 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a 11/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Wind(LL) -0.00 7 >999 240 Weight:7lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc purtins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=-20/Mechanical, 2=238/0-8-0, 4=-35/Mechanical Max Horz2=115(LC 12) Max Uplift3=-20(LC 1), 2— 322(LC 12), 4= 35(LC 1) Max Grav3=48(LC 12), 2=245(LC 17), 4=75(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; B=82ft; 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, 4 except Qt=lb) 2=322. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ® WARNING. Verlry design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev. 101012015 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 Wilding design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek` Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, dellvery, erection and bracing of trusses and truss systems, 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 Huddleston T11452087 74319 J3 MONO TRUSS 19 1 Job Reference o tional T k l d I M J 26 09 08�20 2017 Pa e t C4ambers Truss, Fort Pierce, FL 7.640 s Apr 19 2016 Mi e n usiries, nc. on un 9 I D:apH nZW G79b9Fy9GPf6MGQPzHxug-vru3Qj HZVJvXCEVe_bBtft6UsIQ196m4DXuBaLz2TYv -2-0.0 3-0-0 2-0-0 3-0-0 Scale = 1:14.8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.91 Vert(LL) -0.00 4-7 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.15 Vert(TL) -0.00 4-7 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a rt/a BCDL 10.0 Code FBC2014rrP12007 (Matrix-M) Wind(LL) -0.00 4-7 >999 240 Weight: 13lb FT=20% LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 3=50/Mechanical, 2=252/0-8-0, 4=20/Mechanical Max Horz2=168(LC 12) Max Upiift3= 49(LC 12), 2= 240(LC 12) Max Grav3=64(LC 17), 2=263(LC 17), 4=42(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 2-2-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; VUlt=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; B=82ft; L=6211; 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 except (jt=lb) 2=240. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. A WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI-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 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 ' Truss pe Qty Ply Huddleston T11452088 F7431 J3A FMONSITTYRUSS 1 1 Job Reference (optional) 7 640 s Apr 19 2016 M7ek Industries Inc. Mon Jun 26 09:08:20 2017 Pagel Chambers Truss, Fort Pierce, FL I D:apHnZW G79b9Fy9GPf6MGQPzHxug-vru3Qj HZVJvXC EVe_bBtft6US IMu93p4DXuBaLz2TYv 2-0-0 ' 3-0-0 2-8-0 3-0-0 2-8-0 0-4-0 Plate Offsets (X,Y) f2:0-0-8 Edael LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid TCLL 20.0 Plate Grip DOL 1.25 TC 0.91 Vert(LL) 0.00 6 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.40 Vert(TL) 0.00 6 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.25 Horz(TL) 0.04 4 n/a n/a BCDL 10.0 Code FBC2014/fP12007 (Matrix-M) Wind(LL) -0.00 5-6 >999 240 LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=-215/Mechanical, 5— 346/Mechanical, 6=884/0-8-0 Max Horz 6=168(LC 12) Max Uplift4=-215(LC 1), 5=-346(LC 1), 6=-1062(LC 12) Max Grav4=261(LC 12), 5=431(LC 12), 6=884(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BOT CHORD 2-6= 88/292 WEBS 3-6= 371/851 Scale = 1:14.8 PLATES GRIP MT20 244/190 Weight: 14 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; B=82ft; L=62ft eave=7ft; Cat. II; Exp C; Encl., GCpl=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 (jt=lb) 4=215, 5=346, 6=1062. 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 MITEKREFERANCE PAGE 114I1-7473 rev. 1010312015 BEFORE USE � Design valid for use only \Ain 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. Addilional temporary and permanent bracing M!Tek7 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 Quality Criteria, DSB-89 and BCSI Building Component 6904 ParkeEast e East Blvd.fabrication, storage, Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, Job russ Truss Type Qty Ply Huddlesfon T11462089 74319 JS MONO TRUSS 22 1 Job Reference o tional 7 640 s e... 19 2016 M!! eK Indu-etrres. Ina Mon Jun 26 09:08:21 2017 Page 1 Cbambers Truss, Fort Pierce, FL ID:apHnZW G79b9Fy9GPf6MGQPzHxug-N 1 SRd3lCGdl OgO4gYlj6C5efcik6uZODSAel6oz2TYu 2 0-0 5-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.91 Vert(LL) -0.01 4-7 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.27 Vert(TL) -0.04 4-7 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014lTPI2007 (Matrix-M) Wind(LL) 0.02 4-7 >999 240 LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 3=96/Mechanical, 2=334/0-8-0, 4=41/Mechanical Max Horz2=223(LC 12) Max Uplift3=-103(LC 12), 2=-263(LC 12) Max Grav3=120(LC 17), 2=351(LC 17), 4=73(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Scale = 1:19.8 PLATES GRIP MT20 244/190 Weight: 19 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; B=8211; L=62ft; eave=7ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2)-2-0-13 to 4-1-10, Interior(1) 4-1-10 to 4-10-4 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 at joint(s) except Qt=lb) 3=103, 2=263. 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 AfITEK REFERANCE PAGE M11-7473 rev. 1010312DIS BEFORE USE. tot Design valid for use only with MITek® connectors. This design is based only upon parameters shown, and Is for an IntllNdual 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/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Salety Information avallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty, Pry Huddleston T11452090 74319 J5A MONO TRUSS 1 1 Job Reference (optional) —6 MT k I d Ines nes Inc Mon Jun 26 09:08:21 2017 Page 1 Cbambers Truss, Fort Pierce, FL 7.640 s Apr 19 2 e n us ID:apHnZW G79b9Fy9GPf6MGQPzHxug-N 1 SRd31CGd 1 OgO4gYlj6C5efciiRuUODSAeI6oz2TYu -2-0-0 5-0-0 2.0-0 5-0.0 Scale = 1:19.8 2-0-0 2-4-0 5-0-0 2-0-0 0-4-0 2-8-0 Plate Offsets (X Y) (2.0-5-0 0-0-41 - LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (for.) I/deft Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.91 Vert(LL) 0.00 5-6 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.45 Vert(TL) -0.00 5-6 >999 240 BOLL 0.0 Rep Stress Incr YES WB 0.32 HOrz(TL) 0.01 4 n/a n/a BCDL 10.0 Code FBC2014/7P12007 (Matrix-M) Wind(LL) -0.00 5-6 >999 240 Weight: 24lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc pudins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=50/Mechanical, 5=-162/Mechanical, 6=580/0-8-0 Max Horz6=223(LC 12) Max Uplift4=-56(LC 12), 5=-162(LC 1), 6=-607(LC 12) Max Grav4=65(LC 17), 5=21O(LC 12), 6=580(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3= 996/414 BOT CHORD 2-6=-341/1077, 5-6= 341/691 WEBS 3-5=-775/382, 3-6=-503/1077 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; B=82ft; L=62ft; eave=7ft Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2)-2-0-13 to 4-1-10, Interior(1) 4-1-10 to 4-10-4 zone; cantilever left exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) 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) 5=162 , 6=607. '6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. A WARNING- Verity design parameters and READ NOTES ON THIS AND INCLUDED MIfEK REFERANCE PAGE MII-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 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 IOW 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 74319 1J5B MONO TRUSS 11 1 1 s T11452091 2017 B 5-0-0 2 3 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.68 Vert(LL) -0.01 3-6 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.34 Vert(TL) -0.04 3-6 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 HOrz(TL) -0.00 2 n/a n/a BCDL 10.0 Code FBC2014ITP12007 (Matrix-M) Wind(LL) 0.03 3-6 >999 240 LUMBER- BRACING - Scale = 1:18.7 PLATES GRIP MT20 244/190 Weight: 16 lb FT = 20% TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=215/0-8-0, 2=99/Mechanical, 3=45/Mechanical Max Horzl=135(LC 12) Max Uplifts_ 92(LC 12), 2=-109(LC 12) Max Gravl=231(LC 17), 2=123(LC 17), 3=74(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; B=82ft; L=62ft; eave=7ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 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 tit 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) 1 except (jt=lb) 2=109. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Q WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERANCE PAGE 111I1-7473 rev- 1010312015 BEFORE USE. Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an individual building component 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 MOW OW i 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 BCSf Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 I ob Truss Truss Type Qty Ply Huddleston T11452092 4319 J7 MONO TRUSS 32 1 Job Reference o [ional Chambers Truss, Fort Pierce, FL 7.640 s Apr 19 2016 MiTek Industries, Inc. Mon Jun 26 09:0822 2017 Page 1 I D:apHnZWG79b9Fy9GPf6MGQPzHxug-rDOprPJg1 w9FSYf 160ELkl Byu6?adOGNhgNlf Ez2T 2 1 .21-0 7-0-0 2-0-0 7-0-0 3 Scale = 1:24.6 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.43 Vert(LL) -0.06 4-7 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.58 Vert(TL) -0.15 4-7 >537 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a rl/a BCDL 10.0 Code FBC2014ITP12007 (Matrix-M) Wind(LL) 0.06 4-7 >999 240 Weight: 26 lb Fl- = 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 No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=140/Mechanical, 2=422/0-8-0, 4=57/Mechanical Max Horz2=279(LC 12) Max Uplift3=-153(LC 12), 2=-298(LC 12) Max Grav3=174(LC 17), 2=446(LC 17), 4=103(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASIDE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=181t; 13=82ft; L=62ft; eave=7ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2)-2-0-13 to 4-1-10, Interior(1) 4-1-10 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 last bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 3=153, 2=298. 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 M/TEK REFERANCE PAGE MII-7473 rev. l aW2015 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 property incorporate this design Into the overdi MOW building design. Bracing indicated is to prevent truckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing @tlAI I Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the 6904 Parke East Blvd.fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and 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 ype Oty Ply n T11452093 74319 Jut MONO TRUSS 2 1 FLio"bReference(Loptional) c MTak inducave — —,.hm gr no-992017 Pagel Cpambers Truss, Fort Pierce. FL ,...,..3..r' QPzH,ug-r..............._...._...._.. ID:apHnZW G79b9Fy9GPf6MGQPzHxug-rDOprPJg1 w9FSYf160ELkIBgM6zfdOGNhgN IfEz2TYt -2-0.0 1-0-0 2-0-0 1-0-0 Scale = 1:9.7 ;IST 1-0-0 1-0-0 Plate Offsets (XY) f2.0-1 0 Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (log) I/dell! Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.91 Vert(LL) 0.00 7 n/r 120 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.77 Vert(TL) -0.00 7 n/r 120 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-M) Weight: 7lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 3=-0/Mechanical, 4=183/Mechanical Max Horz3= 532(LC 12), 4=647(LC 12) Max Uplift4=-238(LC 12) Max Grav4=183(LC-1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-791/327 BOT CHORD 2-4=-375/1071 NOTES- 1) Wind: ASCE 7-10; Vult=160Mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; B=8211; 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 & 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 at Joint(s) except at=lb) 4=238. 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 MB-7473 rev. 1010312015 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 nn T building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing IY�s e W Is always required for stabllity 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 Type Qty Ply Huddleston T11452094 74319 K COMMON 2 1 Job Reference (optional) Cjrambers Truss, Fort Pierce, FL 7.640 s Apr 19 2016 M1 rek Industries, Inc. Mon Jun 26 09:08:23 2017 Page 1 ID:apH nZW G79b9Fy9GPf6MGQPzHxug-JQaB21KSoE163iDDtjlaH W k8V W Q5MSI WwU7sBgz2TY: E%7-4-0 14-6-u 7-4-0 7-4-0 46 = 3 Scale-1:28.3 Plate Offsets (X,Y) f2:0 1 8 0 0 41 (4:0-1-8 0-0-41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.37 Vert(LL) -0.03 5-8 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.24 Ven(TL) -0.09 5-8 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.11 Horz(TL) 0.01 4 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Wind(LL) 0.05 5-8 >999 240 Weight: 55lb FT=20% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=540/0-8-0, 2=656/0-8-0 Max Horz2=193(LC 11) Max Uplift4=-300(LC 12), 2=-465(LC 12) Max Grav4=544(LC 18), 2=660(LC 17) BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-12=-661/501, 12-13=-646/514, 3-13= 574/526, 3-14=-523/540, 14-15=-646/528, 4-15=-660/515 BOT CHORD 2-5=-296/515, 4-5=-296/515 WEBS 3-5=-6/294 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; B=82ft; L=62ft; eave=7ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Extedor(2)-2-0-13 to 4-1-10, Interior(1) 4-1-10 to 7-4-0, Exterior(2) 7-4-0 to 13-6-6 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 4=300, ' 2=465. 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 M1rEK REFERANCE PAGE Mll-7473 rev. 10/03/2015 BEFORE USE ' Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an individual bullding component, not a truss system. Before use, the building designer must verify the applicabDity, of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual taus 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, Nexandda. VA 22314. Tampa, FL 33610 74319 SPECIAL s Apr 19 2016 T11452095 -2-0.0 2-8-0 7-4.0 12-0-0 14-8.0 2-0-0 2-8.0 4-8.0 4-8-0 2-8-0 4x4 = Scale = 1:29.2 2 8-0 7 4-0 12-0-0 14-8-0 24i-0 4.8-0 4-8.0 2-8-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.29 Vert(LL) -0.06 8-9 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.36 Vert(TL) -0.14 8-9 >999 240 BCLL 0.0 ' Rep Stress Incr YES W B 0.36 Horz(TL) 0.09 6 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Wind(LL) 0.08 8-9 >999 240 Weight: 71lb 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) 6=538/0-8-0, 2=658/0-8-0 Max Harz 2=193(LC 11) Max Uplift6=-296(LC 12), 2— 468(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-18=-664/612, 3-18— 621/619, 3-19=-720/614, 4-19=-666/626, 4-20_ 630/640, 5-20=-719/631, 5-21= 663/677, 6-21=-706/670 BOT CHORD 2-11=-457/580, 9-10= 1122/1360, 8-9=-1164/1264, 6-7=-498/558 WEBS 4-9= 214/358, 5-9� 793/830, 3-9=-770/773 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; V01t=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; B=82ft; L=62fF eave=7ft Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2)-2-0-13 to 4-1-10, Interior(1) 4-1-10 to 7-4-0, Exterior(2) 7-4-0 to 13-6-6 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Gt=lb) 6=296, 2=468. 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 M I-7473 rev 1010=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 truss system. Before use, the building designer must verity the appiicab➢Ity 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 russ Type Qty Pty Huddleston T11452096 74319 K2 PECIAL I,[ 1 1 Job Reference o tionai A I,.n 1„n oa no-nQ-0A 9A17 Pnnn 1 Gflambers Truss, Fort Pierce, FL ..................-..._....._.....___...__. ... _. ..._.. _______--_ - I D:apHnZW G79b9Fy9G Pf6MGQ PzHxug-nc8ZG5L4ZYQzhroP DRGppjGJLvid5gVg88sPj6z2TYr -2-0-0 1-7.4 2-8.0 9-0-0 12-0-0 14-8-0 2.0-0 1-7-4 1-0-12 6-0-0 3-0-0 2-8-0 4x8 = Scale: 3/8'=T 3x4 11 3x4 = I9 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 0.37 BC 0.48 WB 0.40 (Matrix-M) DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in (loc) I/defi Ud -0.08 11-12 >999 360 -0.22 11-12 >796 240 0.09 8 n/a n/a 0.1411-12 >999 240 PLATES MT20 Weight: 97lb GRIP 244/190 FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-8-8 oc purlins, 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 10-0-0 oc bracing, Except: WEBS 2x4 SP No.3 5-3-5 oc bracing: 11-12. WEBS 1 Row at midpt 4-11 REACTIONS. (lb/size) 8=498/0-8-0, 2=688/0-8-0 Max Horz2=340(LC 12) Max Uplift8=-308(LC 12), 2=-451(LC 12) Max Grav8=49B(LC 1), 2=726(LC 17) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-273/0, 3-4=-1368/1165, 4-18=-597/407, 5-18=-518/426, 5-6=-251/263, 6-7=-249/261, 7-8=A62/505 BOT CHORD 4-12=-25/286, 11-12= 1844/1725, 10-11=-506/502 WEBS 3-14=-326/283, 3-12= 1257/1146, 4-11=-1237/1346, 5-11=-84/313, 5-10=-402/387, 7-10-495/471 NOTES- 1) Unbalanced roof live loads have been considered for this design. .2) Wind: ASCE 7-10; VUlt=160Mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; B=82fh L=62fh eave=7ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2)-2-0-13 to 4-1-10, Interior(1) 4-1-10 to 9-0-0, Exterior(2) 9-0-0 to 14-6-4 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. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 8=308, 2=451. 7) "Semi -rigid pitchbreaks Including heels" Member end fixity model was used in the analysis and design of this truss. Q WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED mrrEK REFERANCE PAGE MI1-7473 rev. 10/032015 BEFORE USE. � Design valid for use only with MITeM 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 vedty the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss ype Qty Pty Huddleston T11452007 74319 K3 SPECIAL 1 1 Job Reference o tional .. i.,,. na... jLn 2A n9:m:?5 9n77 Pane i Ghambers Truss, Fort Pierce, FL•...-.��..r,,.....••-•••••-•••••---•••__...._...._..__..____.____-- I D:apH nZW G79b9Fy9GPf6MGQPzHxug-GoiyTRLiKrYgJ?NbnBn2MxpQ1 JwfgB6pNocyFZz2TYq 11 _6" 1. 1 0 i 9-2-0 i 13-5-0 17.8-0 20-0-0 21-0-0 25-2-9 29.4-0 80-4.1 32-0-0 �, 34-0-0 1-0-0 41-0 4 1 0 4-3-0 4-3.0 2-4-0 1.0 0 4-2-9 4.1-7 t.0-12 1-7-4 2-0-0 6.00 FIT 4x4 = 3x5 = 5x6 = 3x4 = 3x4 = 3x4 II 4x4 3x4 = 2 3 28 4 5 6 29 30 7 31 8 9 24 3x10 3.00 FIT 3x8 = 5x8 = 3x4 11 29-4-0 3x4 11 4x5 = 6x8 = 5x8 = Scale - 1:59.9 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.63 Vert(LL) -0.22 21-22 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 1.00 Vert(TL)-0.6221-22 >615 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.83 Horz(TL) 0.25 13 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Wind(LL) 0.20 19 >999 240 Weight: 219lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-9-5 oc puffins, except BOT CHORD 2x4 SP M 30 `Except` end verticals. 8-20,11-16: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 1-4-12 oc bracing. WEBS 2x4SPNo.3 WEBS 1 Row atmidpt 3-23 REACTIONS. (lb/size) 24=1148/0-8-0, 13=1321/0-8-0 Max Horz 24=-371(LC 12) Max Uplift24— 665(LC 12), 13=-81 O(LC 12) Max Grav24=1148(LC 1), 13=1330(LC 18) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2= 258/164, 3-28=-2176/1417, 4-28=-2176/1417, 4-5=-2176/1417, 5-6=-2176/1417, 6-29= 1597/1284, 29-30=-1597/1284, 7-30=-1597/1284, 7-31 =-1 671/1331, B-31= 1671/1331, 8-9= 1679/1334, 9-1 0=-1 787/1327,10-32= 2282/1664, 32-33=-2298/1654, 11-33=-2327/1653, 11-12=-3296/2261, 12-13=-992/702, 1-24=1199/735 BOT CHORD 23-24= 145/490, 22-23=351/1123, 21-22= 105012015, 18-19= 1315/2071, 17-18=-2179/3289, 11-17=-337/620, 15-16=-280/408, 13-15=-454/735 WEBS 3-23— 1448/1032, 3-22=-838/1442, 6-22=-10/353, 6-21=-577/279, 7-21=-381/316, 19-21=-799/1590, 9-19= 382/606, 10-19= 676/567, 10-18=-44/296, 11-18= 1287/872, 15-17— 235/440, 12-17=-1442/2166, 12-15= 936/616, 1-23=-661/1087 NOTES- 1) Unbalanced roof live loads have been considered for this design. '2) Wind: ASCE 7-10; Vuit=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.opsf; h=18ft; B=82ft; L=62ft; eave=7ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) 0-1-12 to 7-2-6, Interior(1) 7-2-6 to 21-0-0, Exterior(2) 21-0-0 to 27-2-6 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) Bearing at joint(s) 24 considers parallel to grain value using ANSUTPI 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) 24=665, 13=810. 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 REPERANCE PAGE M0.7473 rev. 10/03)2015 BEFORE USE. � Design valid for use only with MITek® connectors. This design Is based only upon parameters shown. and Is for an Individual building component• not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage• delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I 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 Qty Ply Huddlesion T11452098 74319 K4 SPECIAL 1 1 Job Reference (optional) 19 2016 MT k I duslries Inc Mon Jun 26 09:08.26 2017 Page 1 Cpambers Truss, Fort Pierce, FL ID:apHnZW G79b9Fy9GPf6MGQPzHxug-k-FKhnMK59ghw9yoLsIHu8MdijGSZbgzcSLW o?z2TYp 3�-r 9-2-0 13.7-8 t7-8-0 19-a0 2aa0 24-8-0 211 4-0 3a4-12�32-a0 �341 30-0 52.0 4S8 4a6 7-4-0 1-0-0 4-8-0 4a0 i•a12 1 7 4 2 a0 6.00 12 4x8 = 2x3 I 3x4 = 2x3 11 5x6 = 3x4 I 2 3 27 4 28 529 6 7 3x4 23 3.00 12 3x8 = 7x8 zz 3x4 11 3x4 11 45 = 67r8 = 5x8 = Scale = 1:60.9 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.50 Vert(LL) -0.21 20-21 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.99 Vert(TL) -0.60 20-21 >639 240 BCLL 0.0 Rep Stresslncr YES WB 1.00 Horz(TL) 0.22 12 rVa n/a BCDL 10.0 Code FBC2014fTP12007 (Matrix-M) Wind(LL) 0.20 16-17 >999 240 Weight: 225lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-9-12 oc puffins, except BOT CHORD 2x4 SP M 30'Except' end verticals. 7-19,10-15: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 23=1147/0-8-0, 12=1322/0-8-0 Max Harz 23= 371(LC 12) Max Uplift23=-664(LC 12), 12=-811(LC 12) Max Grav23=1147(LC 1), 12=1345(LC 18) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-630/472, 2-3=-170311247, 3-27=-1703/1247, 4-27= 1703/1247, 4-28=-1351/1183, 5-28= 1351/1183, 5-29= 1354/1187, 6-29= 1354/1187, 6-7=-168111474, 7-8= 1765/1352, 8-30=-2177/1624, 9-30=-2179/1622, 9-31= 2243/1612, 10-31� 2270/1612, 10-11= 3267/2203, 11-12=-958/667, 1-23=-1130/839 BOT CHORD 22-23-214/455, 21-22=0/638, 20-21-820/1635, 7-18=-147/293, 17-18=-1275/2014, 16-17=-2123/3274, 10-16=-301/587, 14-15=-273/404, 12-14=-421/694 WEBS 2-22=-831/668, 2-21=-955/1457, 3-21=-320/372, 4-21= 26/270, 4-20_ 457/201, 18-20= 622/1327, 6-18= 753/883, B-18=-673/527, 8-17— 43/294, 10-17— 1342/855, 14-16= 200/395, 11-16_ 1426/2173, 11-14=-917/595, 1-22=-659/966 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=1 Bft; B=82ft; L=62ft; eave=7ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) 0-1-12 to 9-2-0, Interior(1) 9-2-0 to 19-0-0, Exterior(2) 19-0-0 to 25-2-6 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) Bearing at joint(s) 23 considers parallel to grain value using ANSI/fPI 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) 23=664, 12=811. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 0 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev. 10/03&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 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 Mffek' 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, VA22314. Tampa, FL 33610 Job Truss Truss Type city Py Huddleston T11452099 74319 K5 SPECIAL 1 1 Job Reference (optional) 1.A I,,.. 26 09:08:27 2017 Pane i Chambers Truss, Fort Pierce, FL 7.640 s Apr 19 2016 ,.�„ oa ,nus. .. . _,_ . I D:apHnZW G79b9Fy9GPf6MGQPzHxug-CBpiu6NysToXYJX_uZpW RMulh7kN I7m6g653KRz2TYo 11-0-0 17-0-0 23-6-5 32-0-0 34-0-0 NN5.0-02 6-0.0 6-0-0 6-fi-5 8-5-11 4x6 6.00 F12 48 = 2x3 // 5x6 = 3 17 4 18 13 5x6 = 2X3 11 4x4 = WO3.00 12 = Scale = 1:61.5 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) -0.19 10-11 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.48 Vert(TL) -0.52 10-11 >735 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.69 Horz(TL) 0.09 7 n/a n/a BCDL 10.0 Code FBC2014lrP12007 (Matrix-M) Wind(LL) 0.09 9-10 >999 240 Weight: 188lb 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) 13=1164/0-8-0, 7=1304/0-8-0 Max Harz 13=-371(LC 12) Max Upliftl3=-672(1_C 12), 7=-803(LC 12) Max Grav13=1164(LC 1), 7=1337(LC 18) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-921/709, 2-3= 1380/1104, 3-17= 1505/1240, 4-17=-1505/1240, 4-18=-1494/1213, 5-18=-1502/1188, 5-6=-1832/1427, 6-19=-1916/1425, 7-19=-2012/1411, 1-13= 1120/894 BOT CHORD 12-13=-266/422, 11-12=-168/881, 10-11= 648/1306, 9-10=-108911714, 7-9= 1089/1714 WEBS 2-12=-707/569, 2-11= 635/1027, 3-11=-389/425, 4-11= 92/428, 4-1 0=-1 37/292, 5-10=-674/563, 5-9=0/276, 1-12=-663/976 Structural wood sheathing directly applied or 4-9-13 oc pudins, except end verticals. Rigid ceiling directly applied or 7-0-10 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; B=82ft; L=62ft; eave=7ft; Cat. 11; _ Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) 0-1-12 to 11-0-10, Interior(1) 11-0-10 to 17-0-0, Exterior(2) 17-0-0 to 23-2-6 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. '6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 13 considers parallel to grain value using ANSIfTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at Joint(s) except Qt=lb) 13=672, 7=803. 9) "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 M1rEK REFERANCE PAGE MR-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 verify the appllcabillty of design parameters and properly incorporate this design Into the overall Additional temporary and permanent bracing NOW 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 wish 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 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 Huddleston T11452100 74319 K6 SPECIAL 1 1 Job Reference (optional) a017 on..e 1 4ambers Truss, Fort Pierce, FL �— s npr . � �o .6 .0 � sk industnes. �•�o � gun -� �- � • . -n- . I D:apHnZW G79b9Fy9GPf6MGQPzHxug-gNN45SObdmwOAT6ASGLLZRyLX6Q1 YaF3mgdsuz2TYn 7-0-0 15.0-0 171-0 23-11-9 32-0-0 34-0-0 7-0-0 8-0-0 2 8-0 8-0-7 2-0-0 6x8 6x10 MT18HS 4x8 = 6.00 12 19 2 22 23 3 14 Sx8 = 2x3 11 3x5 = 3x10 = 3.00 12 Scale: 3/16'=l' LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.49 Vert(LL) -0.08 9-10 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.36 Vert(TL) -0.21 9-10 >999 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.78 HOrz(TL) 0.08 7 n/a n/a BCDL 10.0 Code FBC2014/fP12007 (Matrix-M) Wind(LL) 0.10 9-10 >999 240 Weight: 202lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-10-1 oc pudins, except BOT CHORD 2x4 SP M 30 end verticals. WEBS 2x4 SP No.3 `Except` BOT CHORD Rigid ceiling directly applied or 7-1-0 oc bracing. 1-14: 2x4 SP M 30 WEBS 1 Row at midpt 3-12 REACTIONS. (lb/size) 14=1166/0-8-0, 7=1303/0-8-0 Max Harz 14— 371(LC 12) Max Uplift14= 672(LC 12), 7=-803(LC 12) Max Grav 14=1166(LC 1), 7=1339(LC 18) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-18=-11381844, 18-1 9=-1 121/868, 2-19=-972/870, 2-22=-1142/1013, 22-23= 1142/1013, 3-23— 1142/1013, 3-4=-1348/1227, 4-20=-1427/1226, 5-20=-1444/1213, 5-6=-1511/1205, 6-21=-1953/1416,7-21=-2041/1402,1-14=-1108/921 BOT CHORD 13-14= 316/391, 12-13— 293/1052, 11-12=-561/1232, 10-11=-721/1326, 9-10=-108211744, 7-9=-1082/1744 WEBS 2-13=-555/491, 2-12=-368/654, 3-12=-270/215, 3-11— 369/483, 4-11= 375/393, 6-10=-661/458, 6-9=0/298, 1-13=-673/1033 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; B=82f; L=62ft; eave=7111; 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 7-0-0, Exterior(2) 7-0-0 to 21-2-6, Interior(1) 21-2-6 to 34-0-13 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 psi bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing atJolnt(s) 14 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 14=672, 7=803. 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 0 WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev. 10/03/2015 BEFORE USE.� Design valid for use oNy with MITek9 connectors. This design Is based only upon parameters shown. and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing 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 Oty Ply Huddle Icon T11452101 74319 K7 SPECIAL 1 1 Job Reference (optional) An A c -A! L..B,n9•nw— 2ni7 Pao. 1 CihambersTruss, Fort Pierce, FL ,.vw3r,y. o . N . s—__..-- __._-._- -- I D:apHnZW G79b9Fy9GPf6MG0 PzHxug-BZxSJoO DN42FodhNO_s_W nz6KwQxmlj PI OaAOKz2TYm 4-4.11 9-0-0 13-0-0 17-8-0 23-11-9 32-0-0 34.0' 4-4-11 4-7-5 4-0-0 4-8-0 6-3-9 8-0-7 2-0-0 3x4 46 = 6.o0 4x8 = 14 5x8 = 23 I I 3x5 = Sxs 3.00 12 = 1-9 Scale: 3/16'=1' m I'T a O 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/iP12007 CSI. TC 0.54 BC 0.47 WB 0.66 (Matrix-M) DEFL. Vert(LL) Vert(TL) HOrz(TL) Wind(LL) in (loc) Udefl Ud -0.22 13-14 >999 360 -0.56 13-14 >680 240 0.08 8 n/a n/a 0.10 10-11 >999 240 PLATES GRIP MT20 244/190 Weight: 206lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-10-0 oc pudins, except BOT CHORD 2x4 SP M 30 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 7-3-7 oc bracing. WEBS 1 Row at midpt 4-13, 2-14 REACTIONS. (lb/size) 8=130310-8-0, 14=1165/0-8-0 Max Harz 14=-371(LC 12) Max Uplift8=-803(LC 12), 14=-672(LC 12) Max GravS=1337(LC 18), 14=1165(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-19= 1202/970, 3-19— 1140/980, 3-4= 1025/936, 4-5=-1253/1078, 5-20— 1382/1179, 6-20=-1436/1168, 6-7=-1515/1158, 7-21 =-1 945/1348, 8-21=-2037/1334 BOT CHORD 13-14=-162/895, 12-13= 391/1111, 11-12= 694/1337, 10-11=1019/1740, 8-10= 1019/1740 WEBS 2-13— 155/541, 3-13— 199/317, 4-13= 319/249, 4-12=-409/535, 5-12=-505/467, 7-11=-645/442, 7-10=0/294, 2-14=-1308/994 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL--4.2psf; BCDL=3.Opsf; h=18ft B=82ft; L=6211; 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 9-0-0, Exterior(2) 9-0-0 to 13-0-0, Interior(1) 19-2-6 to 34-0-13 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. -3) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in ail 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 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) 8=803, 14=672. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Q WARNING - Vedry design parameters and READ NOTES ON THIS AND INCLUDED MTTEK REFERANCE PAGE M17-7473 rev. f0/03=15 BEFORE USE. F Design valid for use only with MITekO 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 property Incorporate this design Into the overall n� T building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Addilional temporary and permanent bracing Adle e V Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria. VA 22314. Tampa. FL 33610 j Job• s Truss Type Qty Ply Huddlesion T11452102 74319 TK15s MONO TRUSS 2 1 Job Reference o tional .. e... o oma MTn4 Induariuc Inc Mnn N. 26 09:08— 2017 Paae 1 tinamners truss, ron ID:apHnZWG79b9Fy9GPf6MGOPzHxug-BZxSJoODN42FodhNO s_Wnz9gwTom6_PIO z m -P-9-15 3-8-10 7-0-2 2-9-15 3.8-10 3-3-8 Scale = 1:19.3 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (lot) I/deti Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.38 Vert(LL) -0.11 4-7 >758 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.29 Vert(TL) -0.14 4-7 >581 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.00 Horz(TL) 0.01 2 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight:261b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-0-10 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=107/Mechanical, 2=334/0-11-5, 4=43/Mechanical Max Horz2=222(LC 8) Max Uplift3=-107(LC 8), 2=-304(LC 8) Max Grav3=132(LC 28), 2=498(LC 28), 4=81(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASIDE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; B=82ft; L=62ft; eave=7ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 3=107, 2=304. 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) 124 lb down and 96 lb up at 1-6-1, 124 lb down and 96 lb up at 1-6-1, and 112 lb down and 94 ib up at 4-4-0, and 112 lb down and 94 lb up at 4-4-0 on top chord, and 71 lb down and 63 lb up at 1-6-1, 71 lb down and 63 lb up at 1-6-1, and 23 lb down and 22 lb up at 4-4-0, and 23 lb down and 22 lb up at 4-4-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. ,B) 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, 4-5=-20 Concentrated Loads (lb) Vert: 8=46(F=23, 13=23) 9=52(F=26, 13=26) 10=65(F=32, B=32) 11=16(F=6, B=8) j& WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED mim)(REFERANCE PAGE Mg-7473 rev. f0/03/2015 BEFORE USE. ' Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall Id9� 9�'k, building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing 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 Sheet. Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Jo Truss Truss Type Oty Ply Huddleston T11452103 74319 KJ7 MONO TRUSS 7 1 Job Reference o tional .. t— RJR no-na-qn OM7 Pan. 1 V,hamoers -Truss, FOrl r'IerCe, FL......,0PzHxug-cr....-.....___...__,..._...._--__ _ I D:apHnZW G79b9Fy9GPf6MGOPzHxug-cmVrW BPr80A6PmGZahN D3_W KaKp3Vb7YX4Jjxmz2TYl -2-9.15 6-0-0 9-10-1 2-9.15 6-" 3-10-1 Plate Offsets (KY)-- f2:0-2-1 0-0-91 LOADING (psf) SPACING- 2-0-0 CST. TCLL 20.0 Plate Grip DOL 1.25 TC 0.38 TCDL 7.0 Lumber DOL 1.25 BC 0.22 BCLL 0.0 Rep Stress Incr NO WB 0.20 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) 4=89/Mechanical, 2=415/0-11-5, 5=252/Mechanical Max Horz2=278(LC 8) Max Uplift4=-98(LC 8), 2=-343(LC 8), 5=-148(LC 5) Max Grav4=92(LC 28), 2=588(LC 28), 5=311(LC 28) Scale=1:25.0 Jx4 — I 3-7-13 U-224 DEFL. in (loc) I/defl Ud PLATES GRIP Vert(LL) -0.07 6-9 >999 240 MT20 244/190 Vert(TL) -0.07 6-9 >999 180 HOrz(TL) 0.01 5 rda n/a Weight: 44 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 5-6-1 oc puffins BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-10— 662/326, 10-11— 579/305, 3-11= 496/250 BOT CHORD 2-13=-264/473, 13-14=-264/473, 6-14=-264/473, 6-15=-264/473, 5-15=-264/473 WEBS 3-5=-550/307 NOTES- 1) Wind: ASCE 7-10; VUIt=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDt--3.Opsf; h=18ft; B=82ft L=62ft; eave=7ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4 except Qt=lb) 2=343 , 5=148. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 17) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 124 lb down and 96 lb up at 1-6-1, 124 lb down and 96 lb up at 1-6-1, 112 lb down and 94 lb up at 4-4-0, 112 lb down and 94 lb up at 4-4-0, and 148 lb down and 148 lb up at 7-1-15, and 148 lb down and 148 lb up at 7-1-15 on top chord, and 71 lb down and 63 lb up at 1-6-1, 71 lb down and 63 lb up at 1-6-1, 23 lb down and 22 lb up at 4-4-0, 23 lb down and 22 lb up at 4-4-0, and 33 lb down and 17 lb up at 7-1-15, and 33 lb down and 17 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: 1-4=-54, 5-7=-20 Concentrated Loads (lb) Vert: 10=46(F=23, B=23) 11=52(F=26, B=26) 12=-39(F=-20, B=-20) 13=65(F=32, B=32) 14=16(F=B, B=8) 15= 25(F=-13, B=-13) ® WARNING - Verily 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 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 over, building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing 6V 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 misses 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 Jo • Truss Truss Type QtyTPtyTHuddlestonT11452104 74819 KJA7 MONO TRUSS 1b Reference (optional) ., e,., oa nona•an inn a",.o t Cambers Truss, Fort Pierce, FL- ID:apHnZW G7gb9Fy9GPf6MGQPzHxug-cmVrW 8Pr8OA6P mGZahN D3_W IZKjZVQoYX4Jjxmz2TYl -2-9-15 3-2-14 9-10-1 2.9-15 11 3-2-14 6-7-3 Scale = 1:24.5 Plate Offsets (X Y) (2:0-6-5 0-0-91 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TC 0.45 Vert(LL) -0.31 5-6 >253 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.64 Vert(fL) -0.29 5-6 >269 180 BCLL 0.0 Rep Stress Incr NO WB 0.92 Horz(TL) 0.03 4 n/a n/a BCDL 10.0 Code FBC2014ITP12007 (Matrix-M) Weight: 45lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-11-10 oc puffins. 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=118/Mechanical, 6=917/0-11-5, 5— 188/Mechanical Max Horz6=278(LC 8) Max Uplfft4=-144(LC 8), 6=-1364(LC 8), 5=-256(LC 17) Max GraV4=163(LC 28), 6=1429(LC 28), 5=369(LC 24) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3= 1323/1194 BOT CHORD 2-12= 1060/1392, 6-12=-1060/1392, 6-13=-1060/1114, 13-14=-1060/1114, 5-14=-1060/1114 WEBS 3-6=-881/1025, 3-5_ 113211077 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; B=82ft L=62111; 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) except Qt=lb) 4=144, 6=1364, 5=256. 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) 328 lb down and 292 lb up at 4-4-0, 112 lb down and 94lb up at 4-4-0, and 112 lb down and 102 lb up at 7-1-15, and 148 lb down and 148 lb up at 7-1-15 on top chord, and 155 lb down and 266 lb up at 1-6-1, 155 lb down and 266 lb up at 1-6-1, 422 lb down and 374 lb up at 4-4-0, 23 lb down and 22 lb up at 4-4-0, and 204 lb down and 191 lb up at 7-1-15, and 33 lb down and 17lb 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: 1-4= 54, 5-7=-20 Concentrated Loads (lb) Vert: 10=119(F=26, B=93) 11=7(F=-20, B=26) 12=-31O(F= 155, B=-155) 13=156(F=8, B=14B) 14=56(F=-13, B=69) 0 WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE M11.7473 rev. 1010312015 BEFORE USE �� Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use. the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing r�1� e°k` M! iT Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, dellvery, erection and bracing of trusses and inns systems, seeANSI/TPl1 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 Huddleston T11452105 74.319 L HIP 1 1 Job Reference (optional) ­­ -7 Pnnn 1 chambers Truss, Fort Pierce, FL a..r, ,���.�,.,,, ��,,,--�...� ...-...._.. __••-_--•-_.-. --.. . _o_ . ID:apHnZWG79b9Fy9GPf6MGQPzHxug-4y3DkUQTvhlzlwrl7PuSbC3N7k4eExZilk3HTCz2T lk -2-01 6-0-6 90-0 16-7-4 24-0-12 31-8-D 34-4-10 40-8-0 2-0-02-8-10 7-7-4 7-5-8 7-7-4 2-8-10 6-3-6 r- 5x8 ivIT18HS = 5x8 MT18HS= 3x4 = 5x8 MT18HS W B =3x4 11 4 245 25 6 26 7 8 Scale = 1:73.6 ­ 1 " 3x4 \\ :sx4 i 9 3 23 2 4x8 = 16 15 14 3x4 = 3x6 = 3x4 = 13 12 3x10 = 3x6 = 40-8-0 bRI 4x8 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.84 Vert(LL) -0.25 13-14 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.52 Vert(TL) -0.62 13-14 >785 240 MT18HS 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.70 Horz(TL) -0.16 10 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Wind(LL) 0.67 13-14 >730 240 Weight: 204 lb FT = 20% LUMBER- BRACING - TOP CHORD 20 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-4-13 oc puffins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 2-11-10 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 4-14, 5-13, 8-13 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 10=1504/0-8-0, 2=1617/0-8-0 Max Horz2=231(LC 11) Max Upliftl O=-1654(LC 12), 2= 1816(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-23=-2740/4330, 3-23=-2653/4339, 3-4=-2554/4246, 4-24=-3229/5346, 5-24= 3229/5346, 5-25=-3230/5385, 6-25= 3230/5385, 6-26=-3230/5385, 7-26=-3230/5385, 7-8=-3230/5385, 8-9=-2561/4265, 9-10=-2750/4345 BOT CHORD 2-16= 3756/2377, 15-16_ 3533/2267, 14-15= 3533/2267, 13-14=-5012/3229, 12-13=-3535/2273, 11-12— 3535/2273, 10-11=-3727/2388 WEBS 3-16-247/358, 4-16-733/354, 4-14= 1792/1192, 5-14=-465/488, 7-13=-428/503, 8-13=-1767/1188, 8-11=-743/358, 9-11=-255/365 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; B=82ft L=62ft; eave=7ft Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2)-2-0-13 to 4-1-10, Interior(1) 4-1-10 to 9-0-0, Exterior(2) 9-0-0 to 40-8-0 zone; porch left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psi 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) 10=1654, 2=1816. 8) "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 M/TEK REFERANCE PAGE M0.7473 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 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 MiTeW Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, dellvery, erection and bracing of trusses and truss systems, seeANSI/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 Huddleston T11452106 7*319 L1 MONO TRUSS 9 1 Job Reference (optional) c k—G b. --. Inn KA—.bm 9R no-n R•99 9n17 PAO9 1 Qhambers Truss, Fort fierce, FL "-'- - GQ__.. ' I D:apHnZW G79b9Fy9GPf6MGOPzHxug-YBdbxgR5g?Ogf4Pyh6Ph8PbhH8VhzTLr_Ooq?fz2TYj -2-0-0 6-1-12 10-8-0 2-0-0 6-1-12 4-6.4 6-1-12 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.31 Vert(LL) 0.08 6-9 >999 240 TCDL 7.0 Lumber DOL 1.25 BC 0.21 Vert(TL) -0.05 6-9 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.35 Horz(TL) -0.01 5 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (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) 2=523/0-8-0, 5=367/0-8-0 Max Horz 2=381(LC 12) Max Uplift2=-542(LC 12), 5= 473(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-10= 457/679, 10-11=-391/685, 3-11=-370/696 BOT CHORD 2-6=-957/350, 5-6— 957/350 WEBS 3-6= 524/226, 3-5=-424/1159 Scale = 1:33.0 PLATES GRIP MT20 244/190 Weight: 56 lb FT = 20% Structural wood sheathing directly applied or 6-0-0 oc puriins, except end verticals. Rigid ceiling directly applied or 7-2-3 oc bracing. NOTES- 1) Wind: ASCE 7-10; VUlt=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; B=82ft; L=62ft eave=7ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Extedor(2)-2-0-13 to 4-1-10, Interior(1) 4-1-10 to 10-6-4 zone; 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 20.0psf 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) except (jt=lb) 2=542, 5=473. 5) "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 MII.7473 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 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. Bracingn� T Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing IXA� eW 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/TPl1 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 o TI'Vu2ss Truss ype Qty Ply Huddleston T11452107 74319 VALLEY 3 1 Job Reference o tional Chambers Truss, Fort Pierce, FL 7.640 s Apr 19 2016 MiTek Industries, Inc. Mon Jun 26 09:08:32 2017 Page 1 I D:apHnZW G79b9Fy9GPf6MGQPzHxug-YBdbxgR5g?Qgf4Pyh6Ph8Pbko8YTzYkr_Ooq?fz2T1 2-0-0 3x4 i 2 3 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) I/dell Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.08 Vert(LL) n/a n/a 999 TCDL 7.0 Lumber DOL 1.25 BC 0.03 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a n/a BCDL 10.0 Code FBC2014fTP12007 (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=39(LC 12) Max Upliftl= 19(LC 12), 2=-42(LC 12) Max Grav 1=54(LC 17), 2=47(LC 17), 3=28(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Scale - 1:7.9 PLATES GRIP MT20 244/190 Weight: 5 lb 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; Vuit=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; B=82ft; 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 100 lb uplift at joint(s) 1, 2. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used In the analysis and design of this truss. 0 WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED M1rEK REFERANCE PAGE Mll-7473 rev. 10/03/2015 BEFORE USE ' Design valid for use only with Mllek® connectors. This design Is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and 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 Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the WOW 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. 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 Huddleston T11452108 74319 MV4 VALLEY 2 1 Job Reference (optional) o017 Pa 1 Q.hambers Truss, Fort Pierce, FL I D:apHnZW G79b9Fy9GPf6MGQPzHxug -1 LBz9ASj RJYhGE_BFgwwhdBprYr?i?_?D2YNY5z2TYi 4-0-0 3x4 i 3x4 II 2 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 0.51 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: 14 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 REACTIONS. (lb/size) 1=120/4-0-0, 3=120/4-0-0 Max Harz 1=90(LC 12) Max Upliftl=-44(LC 12), 3= 89(LC 12) Max Grav1=126(LC 17), 3=141(LC 17) FORCES. (lb) - Max Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Structural wood sheathing directly applied or 4-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vuit=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; B=82ft; 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 100 lb uplift at joint(s) 1, 3. .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 MIF7473 rev. 10/0=015 BEFORE USE � Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual 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 MOW 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 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 Huddleston T11452109 74319 MV6 VALLEY 1 1 Job Reference (optional) 9OB332017 P 1 Chambers Truss, Fort Pierce, FL 7.640 s Apr 19 2016 MiTek Industries, Inc. on Jun 26 0 age ID:apHnZWG79bgFy9GPf6MGQPzHxug-1 LBz9ASjRJYhGE_8FgwwhdBsRYtMi_2?D2YNY5z2TYi 6-0-0 6-0-0 5 4 3x4 i 2x3 II 3x4 II LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.28 Vert(LL) n/a n/a 999 TCDL 7.0 Lumber DOL 1.25 BC 0.12 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.12 Horz(TL) 0.00 n/a n/a BCDL 10.0 Code FBC2014/fP12007 (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 Harz 1=146(LC 12) Max Upiift4=-62(LC 12), 5— 182(LC 12) Max Grav1=61(LC 1), 4=98(LC 17), 5=287(LC 17) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2= 270/106 WEBS 2-5=-221/418 Scale = 1:18.1 PLATES GRIP MT20 244/190 Weight: 23 lb FT = 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; V0=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; B=82ft; 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 100 lb uplift at joint(s) 4 except Qt=lb) 5=182. .6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. A WARNING - Verity deslgn parameters and READ NOTES ON THIS AND INCLUDED MTTEK 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 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 Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the MiTek` fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPII Quality Criteria, DS13-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Sulte 312. Alexandria, VA 22314. 6904 Parke East Blvd. Tampa, FL 33610 .1 Symbols PLATE LOCATION AND ORIENTATION 14-1 3/4' Center plate on joint unless x, y offsets are indicated. Dimensions are in ff-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. 0-1/11, - -I- For 4 x 2 orientation, locate plates 0-1/0 from outside edge of truss. This symbol indicates the required direction of slots in connector plates. Plate location details available in AATek 20/20 software or upon request. PLATE SIZE The first dimension is the plate 4 x 4 width measured perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION Indicated by symbol shown and/or by text in the bracing section of the output. Use T or I bracing if indicated. BEARING 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) 2 3 TOP CHORDS o Cl-2 C23 WEBS O = ��� U a- O F.-ci-8 cea c&6 bU I I UM UHURUS 8 7 6 5 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, ESR 1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. © 2012 MiTek@ All Rights Reserved m m W1 0 MiTek 0 MITek Engineering Reference Sheet: Mll-7473 rev. 10/03/2015 ® General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-brocing, is always required. See BCSI, 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other Interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. 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. Comber Is a non-structural consideration and is the responsibility of truss fabricator. General practice Is to comber for dead load deflection. 11. Plate type, size, orientation and location dimensions Indicated are minimum plating requirements. 12. Lumber used shall be of the species and size, and In all respects, equal to or better than that specified. 13. Top chords must be sheathed or purlins provided at spacing Indicated on design. 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. 16, Do not cut or alter truss member or plate without prior approval of an engineer. 17. Install and load vertically unless Indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone Is not sufficient. 20. Design assumes manufacture in accordance with ANSI/TPI 1 Quality Criteria.