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W MiTek' SGANNF,d Lumber design.values a're in accordance with ANSI/TPI 1 section 6.3 BY These truss designs -'rely on lumber values established by others. St Lucie Couii>Y RE: M11392 - 71 Carlton ith 8 ext garage MiTek USA, Inc. Site Information: Tam Parke East Blvd. Tam agl- 33 0-4115 Customer Info: Wynne Dev Corp Project Name: M11392 Model: 70 Carlton 3 BedroortP Rear orch 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 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Seal# Truss Name _ Date 1 T12151408 A 9/29/17 I2 I T12151409 I Ai — 9/29/17 3 I T12151410 I A2 19/29/17 I 4 T12151411 A3 9/29/17 15 1 T12151412 I A4 19/29/17 I 16 I T12151413 I A5 9/29/17 17 1 T12151414 I ATA 19/29/17 I 18 I T12151415 I B 19/29/17 19 I T12151416 I BHA 19/29/17 110 I T12151417 I GRA 19/29/17 I Ill I T12151418 I'J 1 19/29/17 I 112 I T12151419 I J3 9/29/17 13 I T12151420 I J5 19/29/17 I 14 I T12151421 I J7 19/29/17 f 115 I T12151422 I KJ7 19/29/17 I 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. M J Abe "-*.IV 380 C 411 O N A``,000 Thomas A. Albani 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 Job Truss Truss Type sty Ply Carkon ith 8 eM garage T12151406 M11392 A HIP 1 1 171 Job Reference (optional) �,namuers truss, ion nerca, rr. "' �; � "ate I D:_kiiGCA6bx7j2Sy1 H DXFw7ye3KX-eMn24rwiIJ2MX1 icnckyfu_rxnliZ0d PRb6h4lyYptM r1-0-q 6-10-14 9-0-0 14.11-0 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 4.00 12 4x8 = 2x3 I I 3x6 = 2x3 11 2x3 4 24 5 6 7 25 4x8 = 2x3 8 9 Scale = 1:61.9 17 76 15 14 13 12 3x4 = 3x4 = 3x4 = 3x4 = 3x5 = 3xG = 4xG = 3x6 = 9-0.0 LOADING (pst) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Pate Grip DOL 1.25 TC 0.49 Vert(LL) 0.58 12-14 - 6 240 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 WB 0.26 HOrz(TL) 0.11 10 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight: 152lb 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. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3= 2097/1237, 3-4= 185611112, 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=-2172/1285, 9-1 O= 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=-112/324, 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; B0DL=3.0psf; h=15ft; B=70ft; 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) 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 fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift at joint(s) except Qt=1b) 2=631, 15=333, 10=685. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ® WARNING- verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev. 10103y2015 BEFORE USE. Design valid for use only with MilekO connectors. This design Is based only upon parameters shown, and Is for an individual building component, not � a truss system. Before use. the building designer must verify the applicability of design p oiarneters and property Incorporate this design Into the overall building deslgn. Bracing truncated 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/1P11 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 russ r'� uss Type Qty Ply 71 Carkon ilh 8 ext garage1392 �� rob I T12151409 At SPECIAL 1 1 1 Job Rate(optional) chambers Truss, Fort Pierce, FL 7.640 s Aug 16 2017 MiTek Industries, Inc. Fri Sep 29 09:54A8 2017 Page 1 ID:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-6YKRHBxK3cADBBHoLKFBC5W?XBcelLsZgFrFclyYptL 1-0• B•6-0 11-0-0 14.9-0 19-6-14 24-0.0 27.1-7 35-0-0 36-0-0 1-0-0 8-6-0 2.6-0 3.9-0 4-11-14 4.3.2 3-4-7 7.7.9 0-0 M 3x8 = 4.00 12 2x3 \\ 5x6 = 2x3 11 5x6 = 30= 4 20 5 6 21 7 13 12 3x5 ,= 5x8 MT18HS= 2.00 F12 10-0-0 14-9.0 24.6-8 35-0.0 10-0-0 —� 4-9-0 9.9.8 T 10.5.8 Scale = 1:62.9 3x12 = LOADING (pst) SPACING- 2-0-0 CSI. DEFL. in (loc) Well L/d 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 n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weicht: 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=1366/0-8-0, 9=1332/0-8-0 Max Harz 2=-1 17(LC 6) Max Upiift2— 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= 5163/2889, B-9— 5612/3215 BOT CHORD 2-13=-152112769, 12-13=-130112515, 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=4.2pst; BCDL=3.Opsf; h=15ft; 6=70ft; L=35ft; eave=5ft; Cat. 11; 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 tail 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 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 atjoint(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 - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 114I1-7473 rev. 1OM312015 BEFORE USE. Design valld for use only wlih MITekV connectors. This design Is based only upon parameters shown- and Is for an Individual building comrxment, not a truss system. Before use, the building designer must verity the applicatAlly of design porarneters and properly Incorporate IM design Into the overall building design. Bracing indicated Is to prevent ixickling of IndIVldLral (russ web and/or chord members only. Additional temporary and permanent bracing �/� INCiTek° Is always required for stability and to prevent collapse uAfh possible personal kilury and property damage. For general guidance regarding the fabrication, storage, delivery. erection and bracing of trusses and truss syslems, seeANSI/TPI I Quality Crfterfa, DSB-39 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Sireel. Suite 312. Alexandria. VA 22314. Tampa, FL 33610 Truss Truss Type —' Qty Ply 71 Carlton ith 8 exi garageT12151410 5ob ��� 92 A2 SPECIAL Job Reference (optional) tihambers I russ, Port Pierce, FL 7.640 s Aug 16 2017 MiTek Industries, Inc. Fri Sep 29 09:54:48 2017 Page 1 ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-6YKRHBxK3cAD8BHoLKFBC5WzKBb?IKkZgFrFclyYplL r1.0-Q 8.6.0 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 Scale = 1:62.9 5x6 = 3x4 = 5x6 = 4.0012 4 20 5 21 6 t�1�1 0 12 3x4 = 5x8 = 3x12 4x5 = 2.00 1z LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.64 Vert(LL) 0.70 10 >600 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.94 Vert(TL) -1.14 10-19 >369 180 MTI8HS 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.84 Horz(TL) 0.40 8 n/a n/a BCDL 10.0 Code FBC2014/fP12007 (Matrix-M) Weight: 160lb FT=20,b LUMBER- BRACING -- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-7-10 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=1366/0-8-0, 8=133210-8-0 Max Horz2=136(LC 7) Max Uplift2=-834(LC 8), 8=-B16(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=-1163/2322, 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: ASIDE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=1511; 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 Qt=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 and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11.7473 rev. 1010312015 BEFORE USE. Design valid for use only with MlrekID connecfors. Rrls 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 Incorpoiale this design Into the overall building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing A M;'i'��� 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 at trusses and truss systerns, seeANSI/TPI I Quality Criteria, DSB-89 and BCSf Building Component 6904 Parke East Blvd, Safety Information available from Truss Plate Insfifuto, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss cuss Type Oty Ply 71 Carlton lh 6 ext garage •1 AT121 M11392 A3 SPECIAL 1 Job Reference (optional) I,... C.: C,... .JO n(1CA•Ga 7(117 Pnno t Ulrambers truss, i-on lIM%hL " -."a'-`-' '-"'i" __.__ I D:_kfiGCAGbx7j2Sy1 H DXFw7ye3KX-3xSBityabEOxOV RBSkHf H WcL1?HcmG9r8ZKMhdyYptJ 1-0- 8-6-0 15-0.0 20-0-0 24.6-8 27-4-7 35-0.0 6-0- -0- 8-6.0 6-6.0 5-0-0 4-G-8 2-9.15 7-7-9 1.0-0 4.00 F12 5x6 = 4x4 = Scale: 3/16"=1' 2x3 II 5x6 = 3x12' 3x6 = 2.00 12 Plate Offsets (X Y)-- LOADING(psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 [2:0-0-14 Edgei 18'0-3-0 0-3-01 19:0-1-1 SPACING- 2-0.0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2014(rP12007 b tagel-- CSI. TC 0.56 BC 0.93 WB 0.72 (Matrix-M) DEFL. in (loc) Well Ud Vert(LL) 0.72 11 >586 240 Vert(TL) -1.18 11-20 >357 180 Horz(TL) 0.43 9 n/a n/a PLATES MT20 MT18HS Weight: 160lb GRIP 244/190 2441190 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 2x4SPNo.3 WEBS 1 Row atmidpt 7-12 REACTIONS. (lb/size) 2=1364/0-8-0, 9=1334/0-8-0 Max Horz 2=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=-2608/4988, 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=3.0psf; h=151t; B=70ft; L=35ft; eave=5lt; 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) 9 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 6t=lb) 2=834, 9=816. 9) "Semi -rigid pltchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 1010312015 BEFORE USE Design valid for use only with Mliekfrl 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 applicabplty of design paramelers 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 pnnnanent 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, seeANSt/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 2113 N. Lee Sfreef, Suite 312, Alexandria. VA 22314. Tampa, FL 33610 �"�T�Iruss -] Truss Type -�Qty Ply Carlton ilh 8 exl garage •1 712151412 rob 1392 A4 SPECIAL 1 171 Job Reference (optional) Cpambers Truss, Fort Pierce, FL 7.640 s Aug 16 2017 MiTek Industries, Inc. Fri Sep 29 09:54:51 2017 Page 1 I D:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-X7OZvDzDMXYo?eONOSoupk8W oPcvVf i?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 1-0-0' 6•G•8 2.9.15 7.7-9 -0-0 Scale: 3/16"=1' 4.00112 5x6 = 46 = 2x3 11 6 7 16 15 4x8 = 3x6 = 2x3 11 5x6 = 3x12 = 2.00 12 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress incr YES Code FBC2014/TPI2007 CSI. TC 0.56 BC 0.92 WB 0.96 (Matrix-M) DEFL. in (loc) Well Ud Vert(LL) 0.78 13 >542 240 Vert(TL) -1.26 13-22 >333 180 Horz(TL) 0.46 11 n/a n/a PLATES MT20 MT18HS Weight: 172 lb GRIP 244/190 2441190 FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-7-7 cc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 2-2-0 cc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 8-14 REACTIONS. (lb/size) 2=1365/0-8-0, 11=1333/0-8-0 Max Horz 2=-1 75(LC 6) Max Upiift2=-834(LC 8), 11=-815(LC 8) FORCES. (lb) - 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=-151312819, 15-16=-1513/2819, 14-15=-991/2102, 13-14= 2654/5036, 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: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2pst; BCDL=3.Opsf; h=15ft; B=70ft; L=35ft; eave=sit; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) 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 ANSIIfPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=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 MI1-7473 rev. 1010312015 BEFORE USE. Design valid for use only with fAleW connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a urns system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall bulldng design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek* is alwrrys required for stability and to prevent collapse with possible personal Inlury and properly damage. For general guidance regarding The fabrication, storage, delivery, ereclion and bracing of trusses and Truss syslerns, se.eANSi/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from truss Plate Institute. 21814. Lee Slreel. Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty P y 71 Carlion Bh 8 ext garage T12161413 M11392 A5 SPECIAL 16 1 Job Reference (optional) Ch-embers Tmss, Fort Pierce. FL a 16 40 i i i- i — muu- v ID:_kfiGCA6bx7i2Sy1 HDXFw7ye3KX-?Jax7Z,-r6rgfdobZa9J7Mxhd4oyXEBQSbtpSIWyYplH r1 0 q 8-6-0 14-9-0 17.6-0 24-6-8 27.4-7 35.0-0 36-0.0 1-0-0 8-6.0 6-3-0 2-9-0 7.0-8 2.9-15 7-7.9 1-0-0 �1 0 Scale = 1:61.8 4.00 F12 5x8 11 14 13 2x3 11 5x10 = 3x12 = 3x6 = 2.0o 12 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud I PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.79 Vert(LL) 0.78 12 >540 240 MT20 244/190 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 FBC2014/TPI2007 (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=136510-8-0, 10=1333/0-8-0 Max Horz2=179(LC 7) Max Uplift2=-834(LC 8), 10=-815(LC 8) FORCES. (lb) - 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_ 1924/3461, 7-12=-327/336, 9-12=308/278 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=4.2psf; 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) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.Opsf on the bottom Chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 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 atJoint(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. ��11� � 0 ® WARNING. Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev. 1010312015 BEFORE USE. Design valid for use only with Mrrek® connectors. This design is based only upon parameters shown. and Is for an Individual building component- not �' a In= system. Before use, the building designer must verify the applicability of design parameters and properly incorporale this design into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional lemporary and permanent bradng M!Tel( is always required for statAity and to prevent collapse wilh possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSVTPIi Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information avdiable from Truss Plate Institute, 218 N. Lee Street. Suite 312. Alexandria, VA 22314. Tampa. FL 33610 Jo st Truss Truss Type t]ly Ply Carlton ith 8 ext garage , T12151414 M11392 ATA COMMON 5 i 171 Job Reference optional k i d ' Inc Fri Se 29 09.54.53 a017 Pa1 Chambers Truss, Fort Pierce, FL 7.640 s Aug 16 2017 MT r e n u rres, n . r p ge I D:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-TV8KKv?Tt9oW FyAin7tgMu9DvDCODzgcl gXZOlyyYptG 1-0- 6-4-0 12.11-0 17-6-0 22-1-0. 26-8.0 35.0-0 46-0-0 11_10 8-4.0 4-7-0 4-7-0 4-7-0 4-7-T) 8-4-0 1-0-0 4.00 f 12 4x4 = Scale = 1:60.8 17 -- 1b - — 2x3 II 4x6 = 3x8 = 2x3 11 US 4x5 = 3x8 = 46 = 4-7-0 —T-- ' 9-2.0 4-7-0 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 BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight: 166 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-9-2 oc puffins. 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. (lb/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=-136612936, 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=15ft; B=70ft; L=35ft; eave=60; 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 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=775, 10=775. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. A WARNING -verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE M0-7473 rev. 1010312015 BEFORE USE. � Design valid for use only with IJIIlek19 connectors. Ills design Is based only upon parameters shown, and is for on individual bxrilding component, not use, the building designer must ver,ty the applicability of design parameters and properly incorporate fhLs design into fhe overall a rues sysfern. Before building design. Bracing indicated Is 10 prevent buckling of individual truss web and/or chord members only. Additional lemporoly 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 fabrlcailon, storage, delivery• erection and bracing of Ines and fnrss systems, seeANSi/TPI1 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Bk�d. Safety Information available from Truss Plate Instiluie. 21811. Lee Streel, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 JobTruss Truss ype Qly Ply Carlton lh B ext garage T12151415 M11392 B COMMON 2 1 171 Job Reference (optional) . nle 2D17 ki ffsk rnductri— Inc FFi Run 9g 09:54:54 2017 Pace 1 Chambers Truss, FortPierce. FL - 0:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-xiiiYF?5eSwMs6lyhaMbRMm5gcogi6vR2AIZgOyYptF 1 0 Q 8 3 5 14-0-0 17-6.0 21-0-0 26-6.11 r_ 35-0-0 46-0.0 r0-0 8-3-5 5-8-11 3-6-0 3-6-0 5-8-11 8-3-5 1-0-0 �1 0 3x4 = Scale = 1:60.8 4.00F12 3x6 = 11 ro „ ` 2x3 II 3x6 = 3x4 = 3x4 = 3x6 = 2x3 II 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.26 Vert(LL) -0.11 14-15 >768 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.27 Vert(TL) -0.18 12-23 >938 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.54 Horz(TL) 0.03 10 n/a n/a BCDL 10.0 Code FB02014frPI2007 (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 purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. All bearings 0-8-0. (lb) - Max Harz 2=-1 79(LC 6) Max Uplift All uplift 100 lb or less at joint(s) 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 joints) except 2=625(LC 1), 15=822(LC 13), 14=817(LC 14), 10=625(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-854/407, 9-10=-854/407 BOT CHORD 2-17=-262/771, 16-17=-262/771, 15-16=-262/771, 13-14=-262/751, 12-13=-262l751, 10-12=-262l751 WEBS 3-17=W269, 3-15= 708/485, 5-15=-291/268, 7-14=-291/268, 9-14=-708/485, 9-12=01269 NOTES- 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASIDE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=70ft; L=35ft; eave=5lt Cat. II; Exp C; Encl., GCpi=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 - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 101031201E BEFORE USE. Design valid for use only with MITekD connectors, Thls design Is based only upon parameters shown, and Is form Individual building component, not a miss system. Before use, the building designer must verity the applicability of design parameters and properly Incorporate this design into the overall lxtliding design. gracing indicated Is to prevent buckling of Individual truss web and/or chord members only. Addillonal temporary and permanent ixacing MiTek" Is always required for stability and to prevent collapse with possible personal Inlury and properly damage. For general guidance regarding the e East Blvd. fabxicatlon, 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. 1 � 16 6 Job Truss Truss Type Qty Ply 71 Carhon A 8 ext garage III • T12151416 M11392 � BHA BOSTON HIP 1 1 I Job Reference (optional) Unamnels puss, FOn YIer09, FL I.o,vor,.,y,ow„,.,,,o,. ,1............... ...... ... ....y _....... ...._.._.. _a_. I D:_kfiGCA6bx7j2Syl H DXFw7ye3KX-PuG41aOj Pm2 DU GK8F Itq_aJCbO4rRYxaHg27MryYptE 15.6-0 21.6-0 1 7-D-0 6-0 11-6o 13-014.00 17-6-0 23-6.0 28-0-0 375.0.0 316 r10.2-6-02.6-0 2-0-0 2-0-0 -6- 1.6-o 2-o-0 2.0-D - Scale: 3/16°-V TOP CHORD MUST BE BRACED BY END JACKS, 4.00 F12 4X4 = ROOF DIAPHRAGM. OR PROPERLY CONNECTED PI IRI INR AR RPFr:IFIFn 3x6 = 6x8 = 6x8 = 3x6 = 3x4 = 3x4 = LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (foe) Weil Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.51 Vert(LL) 0.09 35-38 >999 240 MT2D 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.54 Vert(TL) -0.18 33-35 >953 180 BCLL 0.0 ' Rep Stress Iner NO WB 0.62 Horz(TL) 0.04 28 n/a n/a BCDL 10.0 Code FBC2014ITP12007 (Matrix-M) Weight: 208lb FT=0% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-6-13 oc purfins. 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 Horz2=179(LC 7) Max Uplift All uplift 100 lb or less at joint(s) except 2=-579(LC 8), 33=-1255(LC 8), 32= 1005(LC 8), 28=-446(LC 8 Max Grav 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- 14411984, 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, 47-48=-386/402, 32-48=-386/402, 32-49=-525/923, 31-49= 525/923, 31-50- 525/923, 50-51=-525/923, 30-51= 525/923, 28-30=-514/952 WEBS 3-35=-16W626, 27-30=0/430, 3-33=-1994/1462, 11-33=-815l786, 19-32�777/748, 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=15fh B=70ft; L=35ft; eave=6ft Cat. I Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 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 lb uplift at joint 33, 1005 lb uplift at Joint 32 and 446 lb uplift atjoint 28. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 9) Graphical purfin representation does not depict the size or the orientation of the puriin along the top and/or bottom chord. Continued on Daae 2 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGEMll-7473 rev. 10/03/2015 BEFORE USE Design valid for use only wiftl Milek9 connectors. ihis 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 applicaL-Ality of design porameters and property Incorporate this design into the overall design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional lenlporaty and permanent bracing @�A�building elk Welk' is always required for stability and to prevent collapse with possible personal hyrny and properly damage. For general guidance regarding the fabrication, storage, delivery. erection and bracing of trusses and fnrss 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, Sidle 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Fuss Type Qty Ply Carlton ilh 8 ext garage T12151416 M11392 BHA BOSTON HIP 1• 1 171 Job Reference (optional) 7 640 s Aug 16 2017 MiTek Industries, Inc. Fri Sep 29 09:54:55 2017 Page 2 Chambers truss, Fort Fierce, rL ID:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-PuG41aOjPm2DUGKBFltq_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, .156 Ib down and 206 Ib Llp at 11.0-12, 158 lb down and 206 lb up at 13-0-12, 158 lb down and 206 lb tip at 15-0-12, 158 lb down and 206 lb Lip 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 lb up at 21-11-4, 156 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 Llp at 27-11-4 on top chord, and 373 lb down and 236 Ib tip at 7-0.0, 69 Ib down at 9-0-12, 69lb down at 11-0-12, 69 lb down at 13-0-12, 691b 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 691b 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=-118(F) 62= 118(F)63=-118(F) ® wARNING - verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rov. 1010312015 BEFORE USE. Design valid for use only with MllekD connectors. This design lv based only upon parameters shown, and Is for an Individual building component. not a truss system. Before rue, the building designer must verily 111e oppiicoWlty, of design parameters and properly Incorporate this design Into the overall truss web and/or chord members only. Additional temporary and permanent bracing EYI' 1�'k, building design. Bracing Indicated Is to prevent buckling of individual 6 always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the bracing of trusses and truss sr. terns, sec-ANSI/TPlt Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. fabrication, storage, delivery, erection and Safety Information avallable from Truss Plate Institute, 218 N. Lee Street. Sulte 312. Alexandria, VA 22314. Tampa, FL 33610 Truss Truss Type Rty Ply7Job lton Rh 8 ext garage T12151417 ro1b GRA HIP i eference (optional)1392 cgamoersiruss, t-onrierce,rL "a''"',��,�,o�,,uu��� ���. - vim_ �, ,"ate ID:_kfiGCA6bx7j2SylHDXFw7ye3KX-t4pSzw1LA4A4 6Q p?03WnrHf6'6 AX &UnguHyYptD 1•o-q 7.0-0 14-11-0 21.5.2 28.0.0 35.0-0 �s•o•o ri-o-o 7•0-0 7-11-0 6.6-2 6-6-14 7-0-0 4.00 12 Sx8 = 3 22 23 2x3 II 3x6 = 3x6 = 4x8 = 24 25 4 26 27 5 28 629 30 31 32 7 Scale = 1:61.8 15 33 34 14 35 6x 3 _ 36 37 38 1239 11 40 41 10 3x4 = 2x3 II 3x6 = 3x4 = 4x6 = 2x3 II 3x5 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deff Ud TOLL 20.0 Plate Grip DOL 1.25 TC 0.94 Vert(LL) 0.21 10-12 >999 240 TCDL 7.0 Lumber DOL 1.25 BC 0.67 Vert(TL) -0.39 10-12 >623 180 BCLL 0.0 ' Rep Stress Incr NO WB 1.00 Horz(TL) 0.11 8 n/a n/a BCDL 10.0 Code FBC2014ITP12007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 *Except` 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 Horz 2=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) PLATES GRIP MT20 2441190 Weight: 153lb FT=20% BRACING - TOP CHORD Structural wood sheathing directly applied or 4-1-10 oc puriills. BOT CHORD Rigid ceiling directly applied or 5-11-6 oc bracing. WEBS 1 Row at midpt 3-13, 6-13 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1467/855, 3-22— 747/1316, 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, 5-28= 747/1318, 28-29=-747/1318, 6-29= 747/1318, 6-30=-1920/1225, 30-31=-1920/1225, 31-32=-1920/1226, 7-32=-192011225, 7-6=-2869/1716 BOT CHORD 2-15=-723/1342, 15733=-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 =-1 524/2706, 10-41 =- 1524/2706, 8-1 0=-1 513/2668 WEBS 3-15=-1551711, 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; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=70ft; L=35ft; eave=5ft Cat. 11; 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 tail by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of tniss 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 Dacie 2 ® WARNING - Verify design pnrameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 1010212019 BEFORE USE Design valld for use only wNh MITek8 connectors. Tuts 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 porometets and properly incorporate this dc-Aln Into the overall building design. Bracing Indicated Is to prevent buckling of individual (russ web and/or chord members only. Addilional temporary and peunaneni bracing /1 MiTek' Ls always regrtfred for stability and 10 prevent collapse Win possllsle personal injury and properly damage. For general guidance regarding the fabrication, storage, delivery, ereclion 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 T— —�-Qty Ply 71 Carlton ith a ext garage T12151417 M11392 GRA HIP 1 1 Job Reference o tional 7 640 s Au 16 2D17 NE Industries Inc. Fri Sep 29 09:54:56 2017 Page 2 UNIMDers truss, ron —1-1 r� I D:_kfiGCA6bx7j2Sy 1 H DXFw7ye3KX-t4pSzw1 LA4A46QuLp?03W nrHfQO_AvEkW UnguHyYptD NOTES- 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 203 Ib down and 329 Ib up at 7-0-0, 90 lb down and 155 Ib up at 9-0-12, 90 Ib down and 155 Ib up at 11-0-12, 90 Ib down and 155 lb Lip at 13-0-12, 90 Ib down and 155 Ib up at 15-0-12, 90 Ib down and 155 Ib up at 17-0-12, 90 Ib down and 155 Ib up at '17-11-4, 90 Ib down and 155 Ib up at 19-11-4, 90 Ib down and 155 Ib up at 21-11-4, 90 Ib down and 155 lb up at 23-11-4, and 90 Ib down and 155 Ib up at 25-11-4, and 203 Ib down and 329 Ib up at 28-0-0 on top chord, and 452 Ib down and 263 lb Lip at 7-0-0, 63 Ib down and 3 Ib up at 9-0-12, 63 Ib down and 3 Ib up at 11-0-12, 63 Ib down and 3 Ib up at 13-0-12, 63 Ib down and 3 Ib up at 15-0-12, 63 Ib down and 3 Ib up at 17-0-12, 63 Ib down and 3 Ib up at 17-11-4, 63 Ib down and 3 lb up at 19-11-4, 63 Ib down and 3 Ib up at 21-11-4, 63 Ib down and 3 Ib up at 23-11-4, and 63 Ib down and 3 Ib up at 25-11-4, and 452 Ib down and 263 Ib 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 (plf) 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(S) 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 - Verify design parameters and READ NOTES ON THIS AND INCLUDED MTEKREFERANCE PAGE MIJ-7473 rev. 1010312019 BEFORE USE Design valid for use only vAth MiTekG 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 rust verity the applicability of design parameters and properly Incoiporole this design into the overall �A building design. Bracing Indicated Is to prevent buckling of individual miss web and/or chord members only. Additional temporary and permanent bracing IYiiTeW is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the Parke East Blvd.fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI i Quality Criteria, DSB-89 and SCSI Building Component Taupe, 6904 Park 3ast Safety information available from Truss Wale institute, 21811. Lee Street, Sulle 312, Alexandria, VA 22314. Job Truss r� uss Type Qty P y 71 Carlton eh a ext garage T12151416 M11392 .11 MONO TRUSS 8 1 Job Reference (optional) e 7l117 Perin 1 Chambers Truss, Fort Pierce. FL I D:_kfiGCA6bx7j2Syl H DXFw7ye3KX-t4pSzwl LA,IA46QuLp?03 W IirUbQYHABvkW UnguHyYpID -1-0.0 1.0.0 i 1.0-0 1-0-0 r 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 0.01 BCLL 0.0 Rep Stress Incr YES WB 0.00 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=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. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. 3x4 = 1-0-0 Scale = 1:6.2 DEFL. in (loc) I/defl Lid PLATES GRIP Vert(LL) -0.00 5 >999 240 MT20 244/190 Vert(TL) -0.00 5 >999 180 Horz(TL) 0.00 2 n/a n/a Weight: 5 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15fh B=70ft; L=35ft; eave=6ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other 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 Ib 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 - Verify design parameters and READ NOTES ON THIS AND INCLUDED Mr7EX REFERANCE PAGE MR-7473 rev. 10/03/2015 BEFORE USE Design valid for use only with ivilrek9 connectors. This design Is based only upon parameters shown, and is for an Individual buBtling component, not a Irms 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 falxtcaiton, storage. delivery, erection and bracing of lnisses and truss syslems, seeANSI/TPI I Quality Criteria, DS8-89 and BCSI Building Component 6964 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Nexandfla, VA 22314. Tampa, FL 33610 o Truss rush s Type Qty Ply 71 Carlton ith 8 eM garage T12151419 113 170, J3 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 I D:_kfiGCA6bx7j2Syl HDXFw7ye3KX-MHNgAG2zxNixkZTXMivl3?OtKps Ivb9t18XD RjyYptC -1-0-0 3-0.0 1-0-0 3.0.0 Scale = 1:9.6 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.11 Vert(LL) -0.00 7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.09 Verl(TL) -0.01 4-7 >999 180 BCLL 0.0 " Rep Stressincr YES WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014frP12007 (Matrix-M) Weight: 11 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 3=58/Mechanical, 2=1B4/0-B-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. BRACING - TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purfins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vuit=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft 13=70ft; L=35ft; eave=6f; 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. ® WARNING - VerW design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE. Design valid for use only wiBu I,417ek0 connectors. this design Is based only upon parametets shown, and Is for an Individual building1 component. not a truss system. Before use, the building designer must verify the applicability of desion parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual buss web and/or chord members only. Addllional temporary and permanent bracing MiTek` Is always required tot slabiilty and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANS1/1PII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Inslltube, 218 N. Lee Street- Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Jo Truss Truss Type Qly Ply Carlton ah 8 ext garage , T121 114 M11392 J5 MONO TRUSS 8 1 171 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-MHNgAG2zxNlxkZTXMivi3?ObOppHvb9tl8XDRjyYp1C r •1.0-0 5-0-0 1.0-0 ` 5-0.0 Scale = 1:12.9 3x4 = 5-0.0 -- --- -- LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.36 Vert(LL) -0.02 4-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.28 Vert(TL) -0.04 4-7 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014frP12007 (Matrix-M) Weight: 17 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc puffins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=100/Mechanical, 2=274/0-8-0, 4=47/Mechanical Max Horz2=123(LC 8) Max Upitft3— 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. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; 13=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. 46efer 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 - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11111.7473 rev. 10=12015 BEFORE USE Design valid for use only with MITebD connectors. This design Is based only upon parameters shown, and Is for an Individual buliding component, not a miss system. Before use, the buiiding designer mtAl verify the applicability of design Ixuameters and property incorporate this design into the overall building design. Bracing Indicated Is to prevent buckling of Individual Iruss web and/or chord members only, Additional fernponny 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, seeANSVTPII 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, Alexondfia, VA 22314. Tampa, FL 33610 off'— fuss -7 Truss Type ply arlton kh 8 exi garage I . T72151421 M11392 J7 MONO TRUSS 24 1 115y7job Reference(optional) Chambers Truss, Fart Pierce, FL 7.640 s Aug i o zvi a MiT ek muusuiee, n,o. p 29 09;u . „ , , eo ID:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-MHNgAG2zxNlxkZTXMivl3?Od6pkbvbgllBXDRjyYptC 7-0-0 1.0.0 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 WB 0.00 BCDL 10.0 Code FBC2014fFP12007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 3=144/Mechanical, 2=365/0-8-0, 4=60/Mechanical Max Harz 2=161(LC 8) Max Uplift3— 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 (Ib) or less except when shown. Scale = 1:16.5 DEFL. in (loc) Weil Ud PLATES GRIP Vert(LL) -0.06 4-7 >999 240 MT20 2441190 Vert(TL) -0.16 4-7 >520 180 Horz(TL) 0.01 2 n/a Pla Weight: 23 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied Or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; 131=7011; 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. ® WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. IOM312015 BEFORE USE Design valid for use only with Mllekb connectors. This design Is based only upon parameters shown. and Is for an Individual building component• not a Inns system. Before use, ]he butilding designer must veilfy tire appllcWAIly of design parameters and properly Incoiporate this design into the overall Bracing indicated Is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTelc 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/TPll Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Wale Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Tampa, FL 33610 . Job T russ Truss ype Qty P y� 71 Carlton ith 8 errl garage T12151422 M11392 KJ7 MONO TRUSS 4 1 Job Reference (optional) I F' S 29 09'54'58 2017 Pa e i Chambers Truss, Fort Pierce, FL 7.640 s Aug 16 2017 MiTek Industries, nc. n ep g ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-gTxDNc3cihQoLj2jwQQXbCxp4DAAe?ulzoGnz9yYptB 6-8-12 9-10-1 1-5.0 6-8-12 3-1-5 3x4 = 5 3x4 = Scale = 1:21.1 LOADING(psf) SPACING- 2-0-0 CS1. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL) -0.03 7-10 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.24 Verl(TL) -0.07 7-10 >999 180 BCLL 0.0 " Rep Stress incr NO W B 0.22 Horz(TL) 0.01 5 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight: 38 lb FT = 0% LUMBER- BRACiNG- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc 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. (lb/size) 4=134/Mechanical, 2=39210-11-5, 5=440/Mechanical Max Horz2=192(LC 8) 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=-4691746 WEBS 3-7=0/285, 3-6=-860/541 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 beating plate capable of withstanding 133 lb 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 + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-2=-54 Trapezoidal Loads (plf) Vert: 2=0(F=27, B=27)-to-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 THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 10MI2015 BEFORE USE. o� Design valid for use only with MiTek01 connectors. This design Is based only upon parameters shown, and Is for an individual building component, not � a in= system. Before use, the building designer must verify the applicability of design parameters and 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 amid peimanenl bracing MOW Is always required for stablilty 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/TPI l Quality Criteria, DSB•89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institule, 218 N. Lee Street, Suite 312. Alexandria. VA 22314. Tampa, FL 33610 Symbols I Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 3/4 Center plate on joint unless x, y offsets are indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth, 0 1/1 d' - -I- For 4 x 2 orientation, locate plates 0-"O 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. 6-4-8 dimensions shown in ft-in-sixteenths (Drawings not to scale) 2 TOP CHORDS o cr-2 c2a WEBS OLN ~C7-9 C6-7 BOTTOM CHORDS C•7 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 MiTek Engineering Reference Sheet: MII-7473 rev. 10/03/2015 Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, Is always required, See BCSi. 2. Truss bracing must be designed by an engineer. For wide truss spacing, Individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. 12, Lumber used shall be of the species and size, and In all respects, equal to or better than that specified. 13. Top chords must be sheathed or purlins provided at spacing Indicated on design. 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. 17. Install and load vertically unless indicated otherwise, 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone Is not sufficient. 20. Design assumes manufacture in accordance with ANSI/TPI 1 Quality Criteria.