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Lumber design Values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. MiTeko RE: M11392 - 71 Carlton ith 8 ext garage MiTek USA, Inc. Site Information: T904 Parke East Blvd. Tam agi- 33 0-4115 Customer Info: Wynne Dev Corp Project Name: M11392 Model: 70 Carlton 3 Bedroom Rear Porch Lot/Block: Subdivision: Address: unknown City: St. Lucie County State: FL Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: License #: Address: City: State: General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2014/TP12007 Design Program: MiTek 20/20 7.6 Wind Code: ASCE 7-10 [All HeighIl Wind Speed: 165 mph Roof Load: 37.0 psf Floor Load: N/A psf This package includes 15 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 61 G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Seal# Truss Name Date 1 T12151408 I A 9/29/17 12 I T12151409 I Al 9/29/17 13 1 T12151410 I A2 1 9/29117 14 1 T12151411 I A3 9/29/17 15 I T12151412 1 A4 19/29/17 1 6 T12151413 A5 19/29/17 7 T12151414 ATA 19/29/17 1 18 I T12151415 1 B 19/29/17 1 19 1 T12151416 1 BHA 19/29/17 10 1 T12151417 1 GRA 9/29/17 Ill I T12151418 I J1 19/29/17 112 [T12151419 1 J3 9/29/17_] 113 I T12151420 I J5 19/29/17 14 I T12151421 I J7 19/29/17 115 1 T12151422 1 KJ7 1 9/29/17 FI-� {1 7 �r The truss drawing(s) referenced above have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Chambers Truss. Truss Design Engineer's Name: Albani, Thomas My license renewal date for the state of Florida is February 28, 2019. IMPORTANT NOTE: The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdiction(s) identified and that the .designs comply with ANSI/TPI 1. These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes), which were given to MiTek. Any project specific information included is for MiTek's customers file reference purpose only, and was not taken into account in the preparation of these designs. MiTek has not independently verified the applicability of the design parameters or the designs for any particular building. Before use, the building designer should verify applicability of design parameters and properly incorporate these designs into the overall building design per ANSI/TPI 1, Chapter 2. 4-.%`Y,uilf'ri qNA. A 0, EN39380 cc TE OF : 4U �4 O R , O p, �`��U ON A�?%%% ' ' Thomas A. Alban) PE No.39380 Mrrek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 29,2017 Albani, Thomas 1 of 1 rIJob Truss Truss Type aty Ply Corflon eh B ext garage T12151406 A HIP 1 1 171 IMi1392 Job Reference (optional) Chambers Truss, Fort Pierce, FL 7.640 a Aug 16 2017 MiTek Industries, Inc. Fri Sep 29 09:54A7 2017 Page 1 II - ID:_kfiGCA6bx7j2Sy1HDXFw7ye3KX-eMn24rwiIJ2MX1icnckyfu_rxnIIZ0dPRb6h41yYptM r1-0.4 6-10-14 9.0.0 14-11-0 l 20-2.13 26-0-0 28-1-2 35-0-0 36.0.0 1-0-0 6-10-14 2-1-2 5-11.0 5-3-13 5-9-3 + 2-1-2 6-10-14 1-0.0 Scale = 1:61.9 4x8 = 2x3 I I 3x6 = 2x3 I I 4x8 = 4.00 12 2x3 2x3 \\ = 24 5 6 7 25 6 17 t6 15 14 13 12 3x4 = 3x4 = 3x4 = 3x4 = 3x5 = 3x6 = 4x6 = 3x6 = LOADiNG(psf) SPACING- 2-0-0 CS1. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.49 Vert(LL) 0.58 12-14 >416 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.75 Vert(TL) -0.92 12-14 >262 180 BCLL 0.0 ' Rep Stress Incr YES WS 0.26 Horz(TL) 0.11 10 n/a n/a BCDL 10.0 Code FBC2014/iP12007 (Matrix-M) Weight: 152 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-2-5 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-6-14 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1015/0-8-0, 15=575/0-8-0, 10=1108/0-8-0 Max Horz2=97(LC 7) Max Uplift2=-631(LC 8), 15=-333(LC 8), 10— 685(LC 8) Max Grav2=1015(LC 1), 15=596(LC 17), 10=1114(LC 18) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2097/1237, 3-4_ 1856/1112, 4-24= 2176/1325, 5-24-2176/1325, 5-6=-2176/1325, . 6-7= 2176/1325, 7-25= 2176/1325, 8-25=-2176/1325, 8-9=-217211285, 9-10= 2353/1375 BOT CHORD 2-17— 1062/1941, 16-17=-865/1738, 15-16=-865/1738, 14-15= 1124/2176, 13-14= 1046/2067, 12-13= 1046/2067, 10-12=-1188/2175 WEBS 3-17= 302/283, 4-17=-1121324, 4-15— 292/681, 5-15= 498/392, 8-12= 142/358 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Ops1; h=15ft; B=70ft; L=3511; eave=5ft; 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 100 lb uplift at joint(s) except (jt=lb) 2=631, 15=333, 10=685. 7) "Semf-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 01.7473 rev. 1010312015 BEFORE USE. Design valld for use only with Mllekg 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 file applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicaled Is to prevent buckling of Individual liuss web and/or chord members only. Additlonal ternporlry and permanent bracing MOW Is always required for statdlity and io prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabilcation, storage, dellvery, 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 frorrr Truss Plate Institute- 218 N. Lee Street, Suite 312, Alexandda. VA 22314. Tampa, FL 33610 Job Truss ype Qty Ply Carlton hh B ext garage F.PECIAL T12t 51409 Mi1392 Al 1 1 171 l Job Reference (optional) Chambers Truss, Fort Pierce, FL 7.640 s Aug 16 2017 M1Tek Industries, Inc. Fri Sep 29 09:54AS 2017 Page 1 ID _kfiGCA6bx7j2Syl HDXFw7ye3KX-6YKRHBxK3cADBBHoLKFBC5W?XBcelLsZgFrFclyYptL r 1-0- 8-6-0 11-D-0 14-9-0 9- -1 24-0-0 27-4-7 35-0-0 6.0-0 -0-0 8-6-0 2-6-0 3-9-0 4.11-14 4.3.2 3-4.7 7-7-9 -0-0 4.00 F12 3x8 = 5x6 = 2x3 II 3x4 5x6 = = 4 20 5 6 21 7 13 12 3x5 = 5x8 MT18HS = 2.00 12 Scale = 1:62.9 3x12 zz 10.0.0 14-9-0 f — --f i- --., 24-6-8 36-0-0 r 10 0.0 4-9-0 9-9-8 10-5-8 Plate Offsets (X,Y)-- 12:0-0-2,Edgel, 19:0-1-15,Ednel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.57 Vert(LL) 0.72 11-12 >579 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.89 Vert(TL)-1.5111-12 >279 180 MT18HS 2441190 BCLL 0.0 ' Rep Stress Incr YES WB 0.77 Horz(TL) 0.42 9 n/a rVa BCDL 10.0 Code FBC2014ITP12007 (Matrix-M) Weight: 155 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-7-15 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 4-2-8 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=136610-8-0, 9=1332/0-8-0 Max Harz 2= 117(LC 6) Max Uplift2=-834(LC 8), 9= 815(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2989/1742, 3-4=-2796/1682, 4-20= 2916/1774, 5-20— 2916/1774, 5-6=-2916/1774, 6-21=-4530/2576, 7-21=-4530/2576, 7-8= 5193/2889, 8-9— 5612/3215 BOT CHORD 2-13= 1521/2769, 12-13=-1301/2515, 11-12=-2065/3799, 9-11=-2968/5344 WEBS 3-13= 317/323, 4-13=-238/414, 4-12_ 330/649, 5-12= 262/236, 6-12=-1031/619, 6-11=-332/886, 7-11=-763/1479, 8-11=' 395/407 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=70ft; L=35ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.1 B; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 9 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verity capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=834, 9=815. 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 MITEK REFERANCE PAGE MO-7473 rev. 1010312015 BEFORE USE Design valid for use only Wlh MITek0connectors. This design Is based only upon parameters shown, and Is for an Individual brliding component, not a frum syslem. Before use, the bttllding designer must verify The applicatAlly of design parameters and properly Incorporate this design Into the overall building design. Bracing indicated Is to prevent buckling of individual truss aieb and/or Chord members only. Additional temporary and permanent bracing 61�gTek° Is always required for stability and to prevent collapse with possible personal Injury and property darnage. 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. Safely Information available from Truss Plate Institute. 218 N. Lee Street. Sulte 312. Alexandria. VA22314. Tempe, FL 33610 Job Truss TrussType Qty Ply 71 Carlton ith B ext garage T12151410 Mf1392 A2 SPECIAL 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL 7.64D s Aug 16 2017 MiTek Industries. Inc. Fri Sep 29 09:54:48 2017 Page 1 ID:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-6YKRHBxK3cAD8BHoLKFB05WzKBb?IKkZgFrFclyYptL r1.0-Q 6-6-0 13-0-0 , 14-9-0 22-0-0 27-4-7 35.0.0 36-0-0 8-6-0 4.6-0 1-9.0 7-3-0 5.4.7 7-7-9 1-0-0, 5x6 = 3x4 = 5x6 = 4.00 12 4 20 5 21 6 3x4 = 4x5 = Plate Offsets 12 5x8 = 2.00 r72 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.64 Vert(LL) 0.70 10 >600 240 TCDL 7.0 Lumber DOL 1.25 BC 0.94 Vert(TL) -1.14 10-19 >369 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.84 Horz(TL) 0.40 8 n/a tVa BCDL 10.0 Code FBC2014lrP12007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 Scale = 1:62.9 3x12 zz PLATES GRIP MT20 244/190 MT18HS 244/190 Weight: 160 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-7-10 oc puffins. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. REACTIONS. (lb/size) 2=1366/0-8-0, 8=1332/0-8-0 Max Horz2=136(LC 7) Max Uplift2= 834(LC 8), 8=-816(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3004/1748, 3-4= 2812/1694, 4-20= 2493/1570, 5-20— 2493/1570, 5-21— 3293/1951, 6-21 =3293/1951, 6-7= 5114/2850, 7-8=-5625/3250 BOT CHORD 2-13_ 1527/2783, 12-13=-1183/2322, 11-12=-1314/2540, 10-11=-1708/3355, 8-10=-3001/5355 WEBS 3-13=-346/350, 4-13= 308/539, 4-12= 296/568, 5-12=-767/515, 5-11=-418/924, 6-11=-392/253, 6-10=-1159/2216, 7-10=-495/499 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=70ft; L=35ft; eave=5ft; Cat. 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) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 8 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except et=lb) 2=834, 8=816. 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ® WARNING - Verify design parameters end READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 1010312015 BEFORE USE. Design valid for use only with Mllekl) 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 ar4lNcability of design parameters and properly Incorporale 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 permaneni bracing Mffek` Is always required for stability and io prevent collapse with possible personal Injury and property drrnage. for general guidance regarding the fabrication, storage, delivery, erection and bracing of Misses and truss systerns, seeANSI/TPI I Quality Crlfeda, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute- 218 N. Lee Street. Sulle 312. Alexandria, VA22314. Tampa, FL 33610 Jab�A3 cuss cuss Type — Oty Ply 71 CarNon A 8 exl garage 77� M11392 SPECIAL 1 1 Job Reference (optional) ., ! C.i - ou nn•ce•cn OM 7 Pn i Chambers Truss, Foil Pierce. FL .,..y ... ............. ...___...I ..._. ... _-, __ __._ ___ __ .. ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-3xSBityabEOxOVRBSkH1HWcL1?HcmG9rBZKMhdyYptJ 1-D- B-6-0 15.0-0 20-0-0 24-6-8 27.4-7 35.0-0 6-0• -0- 8-6-0 G•6-0 5-0-0 4-fi-8 2-9.15 7-7-9 -0.0 Scale: 3/16"=V 4.00 F12 5x6 = 04 = m �CP 0 u r 6 2x3 li 5x6 = 3x12 — 3x6 = 2A0 F12 8-6-0 LOADING (psf) SPACING- 2-0-0 CSI. I DEFL. in (foe) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.56 Ven(LL) 0.72 11 >566 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.93 Vert(TL) -1.18 11-20 >357 180 MT18HS 2441190 BCLL 0.0 ' Rep Stress Incr YES W B 0.72 Horz(TL) 0.43 9 n/a n/a BCDL 10.0 Code FBC2014JTP12007 (Matrix-M) Weight: 160 lb FT = 209b LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-7-7 oc puffins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at micipt 7-12 REACTIONS. (lb/size) 2=1364/0-8-0, 9=1334/0-8-0 Max Horz2=155(LC 7) Max Uplift2= 834(LC 8), 9=-816(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3052/1733, 3-4— 2934/1743, 4-5=-2349/1415, 5-6_ 2610/1602, 6-7=-2757/1637, 7-8=5200/2923, 8-9— 5590/3202 BOT CHORD 2-14=-1525/2830, 13-14= 1525/2830, 12-13— 1091/2205, 11-12= 2606/4988, 9-11=-2954/5319 WEBS 4-14=0/283, 4-13=-746/496, 5-12= 282/657, 6-12=-285/598, 7-12=-2676/1489, 7-11— 956/1895, 8-11=-377/352 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=70ft; L=35ft; eave=511; Cat. II; Exp C; Encl., GCpl=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 9 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=834, 9=816. 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ® WARNING - Veritydeslgn pan, meters end READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE M11.7473 rev. 1010312019 BEFORE USE - Design valld for use only wllh NIITek0 connectors. This dosign is based only upon parameters shown, and Is for an Nidlvldual building component, not a buss system. Befare use, the balding designer must verify the aI)pllcabNity of design parameters and properly incorporole this design Into the overall Lmrllding 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 tegaiding the fabrication. storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI l Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Inslifule, 218 N. Lee Sireel, Suite 312, Alexandria VA22314. Tampa. FL 33610 rMii pe Q� P y T12151412 M11392 11russ � A4 SPECIAL P2CIAL 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL 7.640 s Aug 16 zui 7 Mi i ex mausrnes, inc. rn Sep zu 09:54:61 201 r rage r I D:_ktiGCA6bx7j2Syl HDXFw7ye3KX-X7OZv DzDMXYo?eONOSoupk8W oPcvVii?MD4vD3yYptl 1-0- B-6-0 14-9-0 17.0-0 8-0-0 24.6.8 27.4.7 35-0-0 6.0- ' -0- 8-6-0 6-3-0 '2-3-0 -0-0' 6.6-8 2.9-15 7-7-9 -0-0 �1 Scale: 3/16"=1' 4.00 f12 5x6 = 4x6 = 2x3 II 6 7 16 15 48 = 2x3 II 5x8 = 3x12 z 3x6 = 2.00 12 2 � r: t� 0 LOADING (psf) SPACING- 2-0-0 CST. DEFL. in (loc) I/detl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.56 Vert(LL) 0.78 13 >542 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.92 Vert(TL) -1.26 13-22 >333 180 MT18HS 2441190 BCLL 0.0 Rep Stress Incr YES WB 0.96 Horz(TL) 0.46 11 n/a n/a BCDL 10.0 Code FBC2014lrPI2007 (Matrix-M) Weight: 172 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-7-7 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 WEBS 1 Row at micipt 8-14 REACTIONS. (lb/size) 2=1365/0-8-0, 11=1333/0-8-0 Max Horz2=175(LC 6) Max Upiift2— 834(LC 8), 11=-815(LC 8) FORCES. Qb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3042/1732, 3-4— 2359/1412, 4-5— 2303/1426, 5-6=-2334/1509, 6-7=-2154/1376, 7-8= 2314/1391, 8-9— 5195/2958, 9-10— 5237/2955, 10-11=-5582/3192 BOT CHORD 2-16= 1513/2819, 15-16=-1513/2819, 14-15=-991/2102, 13-14= 2654i5036, 11-13= 2944/5310 WEBS 3-16=0/288, 3-15= 724/464, 5-15= 272/266, 7-14— 136/409, 6-14=-292/605, 6-15=-293/403, 8-14=-3088/1750, 8-13=-937/1901, 10-13= 330/293 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASIDE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2pst; BCDL=3.Opsf; h=151t; B=701t; L=35ft; eave=51t; Cat. II; Exp C; Encl., GCpl=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed fora 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 tit between the bottom chord and any other members. 7) Bearing at joint(s) 11 considers parallel to grain value using ANSI1TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=834, 11=815. 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 MITEK REFERANCE PAGE M I-7473 rev. 1010312015 BEFORE USE. ' Design valid for use only wllh Milek0 connectors. fits design Is based only uponparameters shown, and is tot an Individual txrllding component, not a buss syslern. Before rise, the building designer must verify the appilcabillty of design parametersand properly incofporate Ihls design Info the overall building design. Bracing Indicated Is to Lurckling individual muss web and/or chord members only. Additional temporary and permanent bracing MTN prevent of Is always required for stabtllty and to proven] collapse with possible personal injury and properly damage. For general guidance regarding the kilxicatlon, storage, dellvery, erection and bracing of trusses and Truss systems, seeANSVTPl I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke Easi Blvd. Safety Informalion available from truss Plate Institute. 2181J. Lee Street. Suite 312, Alexandria, VA22314. Tampa, FL 33610 Job Truss Truss ype Carhon hh 8 ext garage T12151413M11392 A5 SPECIAL 7tyPly71 11 Job Reference (optional) c.I C,... o° no 5d:E2 2017 Pa 1 Chambers Truss, Fort Pierce. FIL e '"`"" ""'"" """""'"". ` ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-?Jax7Z_r6rgfdobZa6J7Mxhd4oyXEBQ8btpSIWyYptH 1 0 Q 8-6-0 14-9-0 17-6-0 24-6.6 27.4.7 35-0-0 $--0.0 1.0.0 B-6.0 6-3-0 2-9-0 7-0-8 2-9.15 7.7-9 �1-0-0 a' 4.00 12 5x8 II Scale = 1:61.8 14 13 3x6 = 2x3 11 5x10 = 2.00 12 3xt2 = 35-0-0 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.79 Vert(LL) 0.78 12 >540 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.90 Vert(TL) -1.59 12-13 >265 180 MT18HS 2441190 BCLL 0.0 " Rep Stress Incr YES WB 0.61 Horz(TL) 0.43 10 n/a n/a BCDL 10.0 Code FBC20141TP12007 (Matrix-M) Weight: 159 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 31 'Except' TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. 1-4,8-11: 2x4 SP M 30 BOT CHORD Rigid ceiling, directly applied or 4-2-9 oc bracing. BOT CHORD 2x4 SP M 30 WEBS 1 Row at midpt 6-12 WEBS 2x4 SP No.3 `Except' 6-12: 2x4 SP M 30 REACTIONS. (lb/size) 2=1365/0-8-0, 10=1333/0-8-0 Max Horz2=179(LC 7) Max Uplift2=-834(LC 8), 10= 815(LC 8) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3035/1734, 3-4=-2371/1407, 4-5= 2314/1421, 5-6=-2329/1492, 6-7= 5329/3094, 7-8= 5231/2969,8-9=-5273/2968,9-10=-5598/3190 BOT CHORD 2-14=-1515/2812, 13-14= 1515/2812, 13-21= 997/2050, 21-22=-993/2058, 12-22=-989/2072, 10-12= 2942/5328 WEBS 3-14=0/256, 3-13=-704/472, 6-13=-235/512, 6-12=-1924/346117-12=-327/336, 9-12=-308/278 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.opsf; h=15ft; B=70ft; L=35ft; eave=5ft; Cat. II; Exp C; Encl., GCpt=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 6) Bearing at joint(s) 10 considers parallel to grain value using ANSI/ TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=834, 10=815. 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 M117473 rev. 1010312015 BEFORE USE. gyp m� Design valid for use only with Milek0 connectors. Us design is based only upon parameters shown, and Is for an individual building component. not ■.�Y�j a Ines system. Before use. lhe building designer must verify the applicability of design parameters and property Incotporate this design into the overall building design. Bracing indicated is to prevent buckling of individual puss web and/or chord members only. Additional temporary anti permanent bracing MiTek Ls always required for stability and to prevent collapse wtth possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSf/TPI i Quality Criteria, DSB-89 and BCSI Building Component 6904 Padce East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee street. Suite 312, Alexandria, VA 22314. Tampa, FL 33610 d� Job T Truss cuss Type T7ty Ply 71 Carlton ith s ext garageT12151414 ATA COMMON 1 Job Reference o tiollal 7 640 s Aug 16 2017 MiTek Industries Inc. Fri Sep 29 09:54:53 2017 Page 1 Chambers Truss, Fort Pierce, FL ID:_ktiGCA6bx7j2Sy1 HDXFw7ye3KX-TV8KKv7Tt9oW FyAm7tgMu9DvDCODzgcIgXZ0lyyYptG 1 0 0 8-4-0 12-11-0 17.6-0 22-1.0 26.8.0 35-0-0 y36-0-0 1-0-0 8-4-0 4-7.0 4-7-0 4-7-0 4-7-p 8-4-0 1 0 0 Scale = 1:60.8 4.00 rl2 4x4 = 17 15 4x5 _ 2x3 11 Us = 3x8 = 2x3 11 = 4x5 4X6 = 3x8 = LOADING (psi) ^ SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.38 Vert(LL) 0.29 14-15 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.55 Vert(TL) -0.76 14-15 >550 180 BCLL 0.0 Rep Stress incr YES WB 0.46 Horz(TL) 0.15 10 n/a n/a Weight: 1661b FT = 0% BCDL 10.0 Code FBC20141rPI2007 (Matrix-M) LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-9-2 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-3-9 oc bracing, Except: WEBS 2x4 SP No.3 8-6-0 oc bracing: 14-15. REACTIONS. (Ib/size) 2=1399/0-8-0, 10=1399/0-8-0 Max Horz2=179(LC 7) Max Uplift2=775(LC 8), 10= 775(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3164/1575, 3-4=-2677/1331, 4-5= 2606/1342, 5-24=-2680/1409, 6-24=-2629/1432, 6-25=-2629/1432, 7-25=-2680/1409, 7-8=-2606/1342, 8-9=-2677/1331, 9-10— 3164/1575 BOT CHORD 2-17=-1366/2936, 16-17=-1366/2936, 15-16=-1366/2936, 15-26=-745/1961, 26-27=-745/1961, 14-27= 745/1961, 13-14=-1366/2936, 12-13=-1366/2936, 10-12= 1366/2936 WEBS 6-14= 459/928, 7-14=-264/197, 9-14= 531/397, 6-15� 459/928, 5-15=-264/197, 3-15=-531/397 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15fl; B=70f1; L=351t; eave=6f1; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) 100.01b AC unit load placed on the top chord, 17-6-0 from left end, supported at two points, 5-0-0 apart. 4) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 5) ` This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (it=lb) 2=775, 10=775. 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. 1010312015 BEFORE USE. � Design valid for use only with MilekID conneciors. This design is based only upon Iarameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must veilfy the appllcabitity of design purameters and properly incorporate IhLs design Into the overall MOW buiiding design. Bracing indicated Is to prevent buckling of individual truss web arld/or chord members only. Additional temporary11PY and permanent bracing i W Is always required for stabllily and to prevent collapse with possible personal Injury and properly damage. For general guidance regarding the e East Blvd. fabilcallon, storage, delivery, erection and bracing of trusses and truss systems, seeANSi/TPII Quality Criteria, DSB-89 and BCSI Building Component Tampa, 6904 Parke East 0 Safety Information available from Truss Plate Institute. 218 N. Lee Street Suite 312. Alexandria, VA 22314. Job russ Truss ype Oly exi garage T12151415 =Job'Reference M11392 B COMMON 2 o tional 7 640 S Aug 16 2017 MIek Industries Inc. Fri Sep 29 09:54:54 2017 Page i Chambers Tmss, Foil Pierce, FL ID:_kiiGCA6bx7j2Sy1 HDXFw7ye3KX-xiiiYF?5eSwMs6lyhaMbRMm5gcogi6vR2AIZqOyYpiF 1.0- B-3-5 14.0-0 17.6-0 21-0-0 26-8-11 35-0-0 6-0.0 ll0-0 8-3-5 5-8.11 3-6-0 3-6-0 5-8-11 8-3-5 Scale = 1:60.8 4.00 12 3x6 = 17 to „ 2x3 II 3x6 = 3x4 = 3x4 = 3x6 = 2x3 II 3x4 = 3x4 = LOADING (psi) SPACING- 2.0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.26 Vert(LL) -0.11 14-15 >768 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.27 Verl(TL) -0.18 12-23 >938 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.54 Horz(fL) 0.03 10 n/a n/a BCDL 10.0 Code FBC2014ITP12007 (Matrix-M) Weight: 149lb 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 REACTIONS. All bearings 0-8-0. (lb) - Max Horz2=-179(LC 6) Max Uplift All uplift 100 lb or less at joints) except 2=-385(LC 8), 15=-440(LC 8),14=-440(LC 8), 10=-385(LC 8) Max Grav All reactions 250 lb or less at joint(s) except 2=625(LC 1), 15=822(LC 13), 14=817(LC 14), 10=625(LC 1) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3= 654/407, 9-10=-854/407 BOT CHORD 2-17=-262/771, 16-17=-262/771, 15-16=-262/771, 13-14=-262/751, 12-13=-262f751, 10-12= 262/751 WEBS 3-17=0/269, 3-15= 708/485, 5-15= 291/268, 7-14=-291/268, 9-14=-708/485, 9-12=0/269 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VUIt=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=70fh L=35ft; eave=5ft; Cat. II; Exp C; Encl., GCpl=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL=10.Opsf. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 385 lb uplift at joint 2, 440 lb uplift at joint 15 , 440 lb uplift at joint 14 and 385 lb uplift at joint 10. 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 MI-7473 rev. 1010312015 BEFORE USE. � Design valid for use only with MITek0 connectors. Tids design Is based only upon parameters shown, and Is for an Individual building component, not a truss syslem. before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall pA T building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing IVAd el( 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/1PI I Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information avalloble frorn Truss Plate Institute. 218 N. Lee Street, State 312, Alexandria, VA 22.114. Tampa. FL 33610 Job russ fuss Type Oty Ply 71 Carhon ith 8 exi garage T12151416 M11392 BHA BOSTON HIP 1 1 Job Reference optional) 7 — I X =!VS1!!eS rnn ca c"„ 2a na•Aa•SF V., Papa 1 Chambers Truss, Forl Pierce, Fl- ,.. Ug ,.....,. ,.,.,-.....---...__,..._.... __ _ ID:_kfiGCA6bx7j2Sy1HDXFw7ye3KX-PuG4laOjPm2DUGK8Fltq aJCbO4rRYxaHg27MryYptE 15.6-0 21-6-0 7-0-0 8-6-0 11-60 1&6-0 1 •0 0 17-6.0 19-6.0 21-0-0 2&6-0 25.6-0 28.0-0 35.0-0 6-0- 'I.0-0 7-0.6 2.6-0 2.0-0 2-0.0 -6- 1.6-0 2-0-0 2-0.0 1-fi-0 •6- 2-0.0 2-0.0 2-fi-0 7-0 0 1-0.0 Scale: 3/16"=l' TOP CHORD MUST BE BRACED BY END JACKS, 4.00 12 4X4 = ROOF DIAPHRAGM, OR PROPERLY CONNECTED PURLINS AS SPECIFIED. 12 57 15 58 17 58 59 3x6 55 a 20 3x6 60 548 22 5x12 %53 6 x6 = x4 2�1 5x12 4 26 3 11 18 fl 21 23 —5 7 —'f0 -�-18ti -L . 'P --2 Lt 63 r 14 ur 2 n 5 N 2 28 29 N � K%1 lAh o O 42 43 34 44 33 45 46 47 48 32 49 31 50 51 30 _ 35 3x6 = 6x8 = 6x8 = 3x6 = 3x4 = 3x4 = LOADING (psf) SPACING- 2.0-0 CSI. DEFL. in (loc) I/dell Ltd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.51 Vert(LL) 0.09 35-38 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.54 Vert(TL) -0.18 33-35 >953 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.62 Horz(TL) 0.04 28 n/a n/a BCDL 10.0 Code FBC2014lrP12007 (Matrix-M) Weight: 208 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-6-13 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 3-33, 27-32 JOINTS 1 Brace at Jt(s): 11, 19, 16, 7, 23 REACTIONS. All bearings 0-8-0. (lb) - Max Horz 2=179(LC 7) Max Uplift All uplift 100 lb or less atjoint(s) except 2=-579(LC 8), 33-1255(LC 8), 32=-1005(LC 8), 28=-446(LC 8) Max Gram All reactions 250 lb or less at joint(s) except 2=833(LC 17), 33=1803(LC 1), 32=151 O(LC 1), 28=646(LC 1) FORCES. (lb) - Max Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-52=-1607/1042, 3-52=-1441/984, 3-53=-108/258, 27-63=-906/619, 28-63=-1056/658, 3-5=439/531, 5-7=-433/524, 7-10=-433/524, 10-11=-433/524, 11-13= 433/524, 13-14-433/524, 14-16=-433/524, 16-18= 433/524, 18-19= 433/524, 19-21=-378/423, 21-23=-378/423, 23-25=-378/423, 25-27-383/429 BOT CHORD 2-35-880/1473, 35-42= 855/1390, 42-43= 855/1390, 34-43=-855/1390, 34-44-855/1390, 33-44=-855/1390, 33-45=-386/402, 45-46=-386/402, 46-47= 386/402, 47-46=-386/402, 32-48=-386/402, 32-49=-525/923, 31-49= 525/923, 31-50-5251923, 50-51=-525/923, 30-51=-525/923,28-30=-514/952 WEBS 3-35-1681626, 27-30=01430, 3-33=-1994/1462, 11-33=-815/786, 19-32-7771748, 27-32— 1400/992, 9-10=-465/455, 20-21— 464/455 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VUlt=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15tt B=70ft; L=35ft; eave=611; Cat. Il; 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) All plates are 2x3 MT20 unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 579 lb uplift at joint 2, 1255 Ib uplift at joint 33, 1005 lb uplift atjoint 32 and 446lb uplift at joint 28. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 9) Graphical puffin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. Continued on a e 2 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGEMH-7473 rev. 1010312015 BEFORE USE. Design valid for use only with fvIITekD conneclois. Ttils design Is based only upon parameters shown, and is for an Individual NjUdIng component, not a truss system. Before use, the building designer must verify the applicability of design rxrranleters and ptoperiy Incogxarate this design Into the overall building design. Bracing Indicated Is to prevent buckling of individual (russ web and/or chord members only. Additional temporary and permanent bracing MOW Is always required for stability and 10 preveni collapse with possible personal InImy and properly damage. For general guldonce regarding the fabrication, storage• delivery, erection and bracing of 11LIZes and tniss systems. seeANSI/TPII Quality Criteria, DSB-S9 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Inslifute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 p Truss Truss Type ��QJFFIy771 Coriton ilh 6 ext garageT12151416 M11392 BHA BOSTON HIP ob Reference (optional) 7.640 s Aug 16 2017 MiTek Industries, Inc. Fri Sep 29 09:54:55 2017 Page 2 Chambers Truss, Fort Pie -ice, rL— ID:_kfiGCA6bx7j2Sy1HDXFw7ye3KX-PuG4taOjPm2DUGKBFltq aJCb04rRYxaHg27MryYptE NOTES- 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 265 lb down and 381 lb up at 7-0-0, 158 lb down and 206 lb Lip at 9.0-12, 158 lb down and 206 Ib Lip at 11-0.12, 158 lb down and 206 ib up at 13-0-12, 158 Ib down and 206 lb Lip at 15-0-12, 158 lb down and 206 lb up at 17-0-12, 158 lb down and 2061b up at 17-11-4, 158 lb down and 206 lb up at 19-11-4, 158 lb down and 206 Ib up at 21-11-4, 158 lb down and 206 lb up at 23-11-4, and 158 Ib down and 206 Ib up at 25-11-4, and 158 Ib down and 206 Ib Lip at 27-11-4 on top chord, and 373 lb down and 236 lb up at 7-0-0, 69 Ib down at 9-0-12, 69 Ib down at 11-0-12, 69 lb down at 13-0-12, 69 Ib down at 15-0-12, 69 lb down at 17-0-12, 69 lb down at 17-11-4, 69 lb down at 19-11-4, 69 lb down at 21-11-4, 69 lb down at 23-11.4, and 69 lb down at 25-11-4, and 69 Ib down at 27-11-4 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: 36-39=-20, 1-3=-54, 3-15— 54, 15-27=-54, 27-29=-54 Concentrated Loads (lb) Vert: 35=-373(F) 30=-23(F) 42=-23(F) 43= 23(F) 44=-23(F) 45=-23(F) 46= 23(F) 47= 23(F) 48=-23(F) 49=-23(F) 50= 23(F) 51=-23(F) 52= 169(F) 53=-118(F) 54=-118(F) 55=-118(F) 56— 118(F) 57=-118(F) 58=-118(F) 59=-118(F) 60— 118(F) 61=-11B(F) 62=-118(F) 63= 118(F) ® WARNING -verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11.7473 rev. 1010312015 BEFORE USE Dt-sign 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 syslarn. Before use, the btilldino designer must verify the appllcatA ty of design parameters and property Incorporate this design into the overall BYIilek, building design. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent tracing is always required for stability and to prevent collapse w Ilh possible personal Injury and property damage. For general gig danco regarding B1e 6904 Parke East Blvd. fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSVTPiI Quality Criteria, DSB-89 and BCSi Building Component Tampa, FL 33610 Safety Information available from Truss Plate Institute, 218 N. Lee S1reel. Suite 312, Alexandria, VA 22.314. b russ T Truss Type Oty Ply Carlton lh 6 ext garage T12151417 1392 rMl GRA HIP 1 1 171 Job Reference (optional) I— r,i Son 9a na.SG-SA 9n17 Pnnn 1 chambers I russ, con rierce, rL - _-U - - - - - I D:_kTiGCA6bx7j2Sy1 H DXFw7ye3KX-t4pSzw1 LA4A460uLp?03W nrHtQO_Av EkW UnguHyYptD �0 q 7 0 0 14-11-0 21-5.2 28-0.0 35.0.0 86.0.0 1-D-0 7-0-0 7-11-0 6-6-2 6-6-14 7-0-0 1 0 0 Scale = 1:61.8 4.00 12 5x8 2x3 11 3x6 = 3x6 = 4x8 — 3 22 23 24 25 4 26 27 5 28 629 30 31 32 7 1533 34 14 35 73 36 37 38 1339 11 40 41 1V 2x3 I. 6x10 = 3x4 = 3x6 = 3x4 = 4x6 = 2x3 II 3x5 = LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.94 Vert(LL) 0.21 10-12 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.67 Vert(TL) -0.39 10-12 >623 180 BCLL 0.0 ' Rep Stress Iner NO W B 1.00 Horz(TL) 0.11 8 n/a n/a BCDL 10.0 Code FBC2014/TP12007 I (Matrix-M) Weight: 153lb FT=2096 LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-1-10 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 5-11-6 oc bracing. WEBS 2x4 SP No.3 `Except* WEBS 1 Row at midpt 3-13, 6-13 4-13: 2x6 SP No.2 REACTIONS. (lb/size) 2=774/0-8-0, 13=3177/0-8-0, 8=1246/0-8-0 Max Horz2=78(LC 7) Max Uplift2= 516(LC 8), 13=-1909(LC 8), 8= 799(LC 8) Max Grav2=778(LC 17), 13=3177(LC 1), 8=1246(LC 18) FORCES. (lb) - Max. Comp./Max- Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1467/855, 3-22= 747/1318, 22-23— 747/1318, 23-24_ 747/1318, 24-25= 747/1318, 4-25— 747/1318, 4-26— 747/1318, 26-27=-747/1318, 5-27= 747/1318, 5-2B=-747/1318, 28-29=-747/1318, 6-29=-747/1318, 6-30=-1920/1225, 30-31 =-1 920/1225, 31-32=-1920/1225, 7-32-1920/1225,7-8=-2869/1716 BOT CHORD 2-15= 723/1342, 15-33=-732/1382, 33-34=-732/1382, 14-34= 732/1382, 14-35=-732/1382, 13-35= 732/1382, 13-36=-1107/1920, 36-37=-1107/1920, 37-38=-1107/1920, 12-38=-1107/1920, 12-39=-1524/2706, 11-39=-1524/2706, 11-40= 1524/2706, 40-41= 1524/2706, 10-41=-1524/2706, 8-10= 1513/2668 WEBS 3-15=-1561711, 3-13=-2806/1663, 4-13=-848/795, 6-13=-3446/2082, 6-12=-87/648, 7-12=-835/507, 7-10= 177/660 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuit=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; 6=70f1; L=35ft; eave=5ft; 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 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0.0 wide will tit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 516 lb uplift at joint 2, 1909 lb uplift at joint 13 and 799 lb uplift at joint 8. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Continued on page 2 ® WARNING - verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M1I.7473 rev. 1010312015 BEFORE USE Design valid for use only with MiTekS connectors. This design Is based only upon parameters shovrtt, and is for an Individual building component, not a truss system. Before use., the building designer must verify the appiicabillly of design parameters and properly incorporate this design Into the overall building design. Bracing indicated Is to prevent trickling 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. rat general guldonce regarding the fabrication, storage, delivery, erection and bracing of trumesand truss systems, seeANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component 6904 Parka East Blvd. Safety information available from Truss Plate Institute. 218 N. Lee Street, Su to 312, Alexandria. VA 22314. Tampa, FL 33610 Mt 1392 IGRA Pierce, ID:_kfiGCA6bx7j2Sy1 1 Job 7.64o s garage T12151417 NOTES 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 203 lb down and 329 lb up at 7-0-0, 90 lb down and 155 lb up at 9-0-12, 90 lb down and 155 lb up at 11-0-12, 90 lb down and 155 lb Lip at 13-0-12, 90 lb down and 155 lb up at 15.0-12, 90 lb down and 155 lb up at 17-0-12, 90 lb down and 155 lb up at 17-11-4, 90 lb down and 155 lb up at 19-11-4, 90 lb down and 155 lb up at 21-11-4, 90 lb down and 155 lb up at 23-11-4, and 90 lb down and 155 lb up at 25-11-4, and 203 lb down and 329 lb up at 28-0-0 on top chord, and 452 lb down and 263 lb up at 7-0-0, 63 lb down and 3 lb up at 9-0-12, 63 lb down and 3 lb up at 11-0-12, 63 lb down and 3 lb up at 13-0-12, 63 lb down and 3 lb up at 15-0-12, 63 lb down and 3 lb up at 17-0-12, 63 lb down and 3 lb up at 17-11-4, 63 lb down and 3 Ib up at 19-11-4, 63 lb down and 3 lb up at 21-11-4, 63 lb down and 3 lb up at 23-11-4, and 63 lb down and 3 lb up at 25-11-4, and 452 lb down and 263 lb up at 27-11-4 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 (pit) Vert: 1-3= 54, 3-7=-54, 7-9= 54, 16-19= 20 Concentrated Loads (lb) Vert:3=-147(B) 7=-147(B) 15=-452(B) 13=-40(B)4=-90(B) 10=-452(B) 22=-90(B) 23=-90(B) 24=-90(B)26= 90(B)27=-90(B) 28=-90(B) 30=-90(B) 31=-90(B)32= 90(B) 33=-40(B)34= 40(B) 35= 40(B) 36= 40(B)37= 40(B) 38=-40(B)39= 40(B)40=-40(B)41= 40(B) ® WARNING- Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE 111II-7473 rev. 1010312019 BEFORE USE Design valid for use only with MIIek0 connectors. this design is based only upon parameters shown. and Is for an Individual building component, not a truss syslem. Before use. the building designer must verify the appllcab9lty, of design parameters and properly incorporate this design into the overall MiTek� building design. Bracing Indk:aled 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 Infury and property damage. For general guidance regarding the . 6904 Parke East Blvd. fabrication, staiage, delivery, erection and bracing of trusses and truss systems, seeANSf/TPI I Quality Criteria, DSB-69 and BCSI Building Component Tampa, FL 33610 Safety Information available from Truss Plate Institute, 218 14. Lee Street, Suite 312, Alexandria, VA 22314. Job r" — r-�' Ugs `type Qiy Ply Carlton hh B ext garage�,71 T12151418 M11392 J1 MONO TRUSS 8 1 Job Reference o tional O RAT,.L L.d••e�de� Inn ea ce.. 9a nn-se�es inn anne 1 Chambers Truss. For[ Pierce. FL ^"a �.. `... . ......... ....._"..."... ..._. ... --� -_ --.- ..-- -- .. - ID:_kfiGCA6bx7j2Sy1HDXFw7ye3KX-t4pSzwlLA4A46QuL'- ' WnrUbQYHABvkWUnguHyYptD -1-0-0 1-0.0 1.0-0 1-0-0 Scale = 1:6.2 3x4 = T T T LOADING (pst) SPACING- 2-0-0 CSI. DEFL. in (too) I/deff Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.11 Vert(LL) -0.00 5 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.01 Vert(TL) -0.00 5 >999 180 BCLL 0.0 Rep Stress Incr YES W B 0.00 Horz(TL) 0.00 2 n/a r9a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight: 5 lb FT = O% LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 3=10/Mechanical, 2=113/0-8-0, 4=4/Mechanical Max Horz2=48(LC 8) Max Uplift3=-5(LC 5), 2=-127(LC 8), 4= 2(LC 5) Max Grav3=11(LC 13), 2=113(LC 1), 4=11(LC 3) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; 131=7011; L=35ft; eave=6ft; 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 5 lb uplift at joint 3, 127 lb uplift at joint 2 and 2 lb uplift at joint 4. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ® WARNING - Vedry design parameters and READ NOTES ON THIS AND tNCLUDED MITEKREFERANCE PAGE Mll-7473 rev. 10/0=015 BEFORE USE Design valid for use only with 6MekH connectors. itds design Is based only upon parameters shown, and [star an Individual building component, not � a li ss system. Before use, tire. bulding designer must verity the applicability of design paminelers 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 lernpotary and permanent bracing EVBtjW Is always rectulted for stability and to prevent collapse wilh possible personal Injury and property darnage. For general guidance regarding the fabdcallon, storage, delivery, erection and bracing of trusses and trust systems, seeANSI/iPli 9udify Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Sately InformoBon available from inns Plate Institute. 218 N. Lee Street, Suite 312. Nexandria. VA 22314. Tampa, FL 33610 Jo Truss Truss Type Ply Carlton ilh 8 ext garage T12151419 Mti392 �J3 MONO TRUSS �Qty 8 1 171 Job Reference (optional) Chambers Truss, Fort Pierce, FL 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.11 TCDL 7.0 Lumber DOL 1.25 BC 0.09 BCLL 0.0 Rep Stress Incr YES WB 0.00 BCDL 10.0 Code FBC2014lrP12007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 3=58/Mechanical, 2=18410-8-0, 4=31/Mechanical Max Horz2=85(LC 8) Max Upiift3=-53(LC 8), 2=-149(LC 8), 4=-3(LC 8) Max Grav3=58(LC 1), 2=184(LC 1), 4=44(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. /.640 s Aug i 620,/ Wlek ind-hi—,OIL. NGe vw.54:5i ci, aga , ID :kfiGCA6bx7j2Sy1 HDXFw7ye3KX-MHNgAG2zxNlxkZTXMivl37OfKpsivb9tiBXDRjyYpiC 3.0-0 Scale = 1:9.6 DEFL. in (loc) I/dell Ltd PLATES GRIP Vert(LL) -0.00 7 >999 240 MT20 244/190 Vert(TL) -0.01 4-7 >999 180 Horz(TL) 0.00 2 n/a n/a Weight: 11 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2ps1; BCDL=3.Opsf; h=151t B=70ft; L=35ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.1 B; 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 53 lb uplift at joint 3, 149 lb uplift at joint 2 and 3 lb uplift at joint 4. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. A WARNING - Verify design parameter; and READ NOTES ON THIS AND INCLUDED MrTEK REFERANCE PAGE MR-7473 rev. 1010312015 BEFORE USE ' Design valld for use only wltti MlTekO connectors. Th(s design is based only upon parameterss shown, and [star an individual building component, not a truss system. Before use, the btdldirtg designer must verify file applicability of design parameters and properly Incorporate this design into the overall building design. Bracing indicated is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing {�/� 1 M!T prevent is always mqufred for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the ek 6904 Parke East Blvd. fabrication. storage, delivery, erection and bracing of trusses and truss systems, seeANSIJ1Pit Quality Criteria, DSB.89 and BCSI Building Component Safety Information available from Truss Plate institute, 218 N. Lee Street, Sulte 312. Alexandria. VA 22314. Tampa, FL 33610 b Truss Truss Type— Oty Ply 71 Carlton Bh 8 ext garage T12151420 rJoMo 1392 J5 MONO TRUSS 8 1 Job Reference (optional Chambers Truss, Fort Pierce, FL 7.640 s Aug 16 2017 MiTek Industries, Inc. Fri Sep 29 09:54:57 2017 Page 1 ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-MHNgAG2zxNlxkZTXMivl3?ObOppHvbgtIBXDRjyYptC 1.0-0 5-0-0 3x4 = LOADING(psf) SPACING- 2-0.0 CSI. DEFL. in (too) Vdefl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.36 Vert(LL) -0.02 4-7 >999 240 TCDL 7.0 Lumber DOL 1.25 BC 0.28 Vert(TL) -0.04 4-7 >999 180 BCLL 0.0 ' Rep Stress fncr YES W B 0.00 Horz(TL) 0.00 2 n/a nla BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 3=100/Mechanical, 2=274/0-8-0, 4=47/Mechanical Max Horz 2=123(LC 8) Max Uplift3=-96(LC 8), 2= 194(LC 8) Max Grav3=100(LC 1), 2=274(LC 1), 4=75(LC 3) FORCES. (lb) - Max Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Scale = 1:12.9 PLATES GRIP MT20 244/190 Weight: 17lb FT =0% BRACING - TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc puriins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=7011; L=35ft; eave=61t 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 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 96 lb uplift at joint 3 and 194 lb uplift at joint 2. 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 ANDWCLUDED MfTEK REFERANCE PAGE Mil-7473 rev. 1010312015 BEFORE USE ' Design valid for use only with M1Tek0 connectors. This design is based only upon parameters shown, and Is for an indMdual building component, not a Irr55 system. Before use, the building designer must verity the applicability of design 1xrramefers 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 Welk' 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 frorn Truss Plate institute, 218 N. Lee Street. Suite 312. Alexandria, VA 22314. Tampa, FL 33610 o fuss ype Qty P=Reference T12151421 M11392 J7 T"'u-SS, TRUSS 24 l Chambers Truss, Fort Pierce, FL ,..,�� a "a �.. �.. , ,.�� o,. ,...........,,..._ __._ .._. __.. . _.a_ . ID:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-MHNgAG2zxNlxkzTXMivl3?Od6pkbvb9t18XDRiyYptC 7.0.0 1_p.p 7-0-0 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.25 TCDL 7.0 Lumber DOL 1.25 BC 0.58 BCLL 0.0 ' Rep Stress Incr YES W B 0.00 BCDL 10.0 Code FBC2014ITP12007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP No.3 REACTIONS. (ib/size) 3=144/Mechanical, 2=36510-8-0, 4=601Mechanical Max Horz2=161(LC 8) Max Uplitt3— 140(LC 8), 2=-240(LC 8) Max Grav3=144(LC 1), 2=365(LC 1), 4=103(LC 3) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. Scale = 1:16.5 DEFL. in (loc) Well Ud PLATES GRIP Vert(LL) -0.06 4-7 >999 240 MT20 244/190 Vert(TL) -0.16 4-7 >520 180 HOfz(TL) 0.01 2 n/a n/a Weight: 23lb FT = O% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purifns. BUT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCD!=4.2psf; BCDL=3.opsf; h=15ft; B=70ft; L=35ft; eave=6ft; 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 140 lb uplift at joint 3 and 240 lb uplift at joint 2. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Q WARNING - VeNly design paremeters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGEMII-7473 rev. 1010312015 BEFORE USE. Design valid for use only vAlh MnekID connectors. This design Is based only upon parameters shown. and Is for on Individual building cornponenf, not a IIUSS system. Before use, the building designer mtrsl verity the applicablllty, of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual buss web anm and/or chord embers oNy. Additional temporary and permanent bracing nA ek' Mi 1T is always required for stability and to prevent coliapse with possible personal injury and property damage. For general guidance regarding the fabrication, storago, delivery. erection and bracing of trusses and truss systems, seeANSI/TPN Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available frorn Truss Plate Institute. 218 N. Lee Street. Suite 312, Alexandda. VA 22314. Tampa, FL 33610 Job _ cuss Truss Type _ • Qty y 71 Carhon ilh 8 ext garage T12151422 M11392 KJ7 MONO TRUSS 4 1 Job Reference o fional AA;Ter, i Ran 9Q nQ-A4•_rR 9017 Paae 1 Chambers Truss, Fort Pierce, FL -y • _ _- • - •-•.• _.......__...__, .__ . _ _, _- - ID_kfiGCA6bx7j2Syl HDXFw7ye3KX-gTxDNc3cihOoLj2jwQQXbCxp4DAAe?utzoGnzgyYplB -1-5-0 6-8.12 i9-10-1 1.5.0 6-8-12 3.1.5 :1x4 — 3x4 = 6-8-12 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 TCDL 7.0 Lumber DOL 1.25 BC 0.24 BCLL 0.0 " Rep Stress Incr NO WB 0.22 BCDL 10.0 Code FBC2014frPI2007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=134/Mechanical, 2=392/0-11-5, 5=440/Mechanical Max Horz2=192(LC B) Max Uplift4=-133(LC 8), 2=-266(LC 8), 5— 232(LC 8) Max Grav4=161(LC 13), 2=392(LC 1), 5=442(LC 13) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3= 789/349 BOT CHORD 2-7=-469/746, 6-7=-469/746 WEBS 3-7=0/285, 3-6=-860/541 DEFL in (loc) I/dell L/d Vert(LL) -0.03 7-10 >999 240 Ven(TL) -0.07 7-10 >999 180 Horz(TL) 0.01 5 n/a rda Scale = 1:21.1 PLATES GRIP MT20 244/190 Weight: 38 lb FT = 0°6 BRACING - TOP CHORD Structural wood sheathing directly applied or 6.0-0 oc puriins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; VUlt=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=70ft; L=35ft; eave=6ft; 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 133 Ito uplift at joint 4, 266 lb uplift at joint 2 and 232 lb uplift at joint 5. 6) "Semi -rigid pitchbreaks including heels' Member end fixity model was used in the analysis and design of this truss. 7) 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 + Root Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-2— 54 Trapezoidal Loads (pit) Vert: 2=0(F=27, B=27)-10-4=-133(F=-39, B=-39), 8=0(F=10, B=10)-to-5=-49(F=-15, B=-15) ® WARNING -Verily design parameters and READ NOTES ON TMS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE. Design vaild for use only ugh MI1ek6 connectors. Mils design Is based only upon parameters shown, and Is loran individual building component, not a tnrss system. Before use, the building designer must verity the applicahxlity of design parameters and property Incorporate this design info the overall building design. Bracing Indicated Is to prevent budding of Individual farss web and/or chord members only. Addillond temporary and permanent bracing MOW Is always required for stability and to prevent collapse vAh possible personal injury and property damage For general guidance regarding the fabrication, storage, delivery, emotion and bracing of trusses and truss systerns, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Wale Institute, 218 N. Lee Streel, Suite 312. Alexandria. VA 22314. Tampa, FL 33610 Symbols PLATE LOCATION AND ORIENTATION 3/4 Center plate on joint unless x, y offsets are indicated, Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth, 0'1/1 gr For 4 x 2 orientation, locate plates 0-'rib" from outside edge of truss. This symbol indicates the required direction of slots in connector plates, * Plate location details available in MiTek 20/20 software or upon request. PLATE SIZE The first dimension is the plate 4 x 4 width measured perpendicular to slots, Second dimension is the length parallel to slots. LATERAL BRACING LOCATION Indicated by symbol shown and/or by text in the bracing section of the output. Use T or I bracing if indicated. 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 1 dimensions shown in ft-in-sixteenths (Drawings not to scale) 1 2 3 TOP CHORDS 0 O U a- O JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. PRODUCT CODE APPROVALS ICC-ES Reports: ESR-1311, ESR-1352, ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 0 C O 2 U IL O Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. © 2012 MiTek® All Rights Reserved MiTek Engineering Reference Sheet: Mll-7473 rev. 10/03/2015 A General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-brocing, Is always required. See SCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, Individual lateral braces themselves may require bracing, or altemative Tor I bracing should be considered. 3. Never exceed the design loading shown and never stock 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. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. 12, Lumber used shall be of the species and size, and In all respects, equal to or better than that specified. 13. Top chords must be sheathed or purlins provided at spacing Indicated on design. 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 15. Connections not shown ore 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.