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N SCANNED BY St Lucie County Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. RE: M11392 - 71 Carlton ith 8 ext garage MITek USA, Inc. 6904 Parke East Blvd. �. Site Information: Tama L 33 0-4115 �. Customer Info: Wynne Dev Corp Project Name: M11392 Model: 70 Carlton 3 Bedroor>Pi 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/TPi2007 Design Program: MITek 20/20 7.6 Wind Code: ASCE 7-10 [All Heigh1l 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. I Seal# I Truss Name Date 1 1 __ T12151408 -A-- 9/29/17 i2 1 T12151409 1 Al 9/29/17 13 1 T12151410 1 A2 1 9/29/17 1 4 1 T12151411 A3 9/29/17 5 T12151412 1 A4 19/29/17 6 T12151413 A5 9/29/17 7 T12151414 ATA 9/29/17 18 1 T12151415 1 B 9/29/17 19 1 T12151416 1 BHA 1 9/29/17 1 10 I T12151417 GRA 1 9/29/17 11 I T12151418 J1 9/29/17 12 I T12151419 1 J3 9/29/17 13 i T12151420 I J5 9/29/17 14 I T12151421 I J7 1 9129/17 15 I T12151422 1 KJ7 1 9/29/17 1 The truss drawing(s) referenced above have been prepared by MITek USA, Inc. under my direct supervision based on the parameters provided by Chambers Truss. Truss Design Engineer's Name: 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. a `N %%%% 111'lei i •' F •� • 39380 _ S TAT E OF �t4/ 4 OR /0NA1-S0;!'. Thomas A. Albani PE No.39380 MITek 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 ? Qty Ply Cartion ith 8 ext garage T12151406 Mii392 A HIP i t 1 I 171 Job Reference (optional) Chambers Truss, Foil Pierce, FL 7.640 s Aug 16 2017 MiTek Industries, Inc. Fri Sep 29 09:54:47 2017 Page 1 ID_kfiGCA6bx7j2Sy1HDXFw7ye3KX-eMn24rwiIJ2MX1icnckyfu_rxnliZOdPRb6h4lyYptM r1-0-q 6-12-14 9-0-0 14-11-0 20.2.13 1 26-0-0 28-1-2 , 35.0-0 36.0-q 6-10-14 2-1-2 5-11-0 5-3-13 5-9-3 2-1-2 6-10-14 1-0-0 1 Scale = 1:61.9 i r� 4,00 12 48 2x3 I1 3x6 = 2x3 11 2x3 \\ 4 24 5 6 7 25 4x8 = 2x3 // 17 16 15 14 13 12 3x5 = 3x4 = 3xG - 3x4 = 3x4 = 4x6 = 1►, 3x4 = 3x6 = 1, r 9-0-0 14-11-0 20-2-13 26-0-0 , -' 35-" 9-0.0I-- 5-11-0 53-13 '• 5-9-3 ' 9-0.0 1 Plate Offsets (XY)-- (2:0-2-8,Edgel, 14:0-5-4,0-2-01, (8:0-5.4,0-2-01, f10:0-1-6,Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (toc) I/dell 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 WB 0.26 HoTz(TL) 0.11 10 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight: 152 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directlKapplied or 4-2-5 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-CY14 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) A Max Uplift2= 631(LC 8), 15=-333(LC 8), 10— 685(LC 8) a Max Grav2=1015(LC 1), 15=596(LC 17), 10=1114(LC 18) M1 FORCES. (lb) - Max. Comp./Max. 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=-2172/1285, 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— 104612067, 10-12=-1188/2175 a WEBS 3-17-3021283, 4-17=-112/324, 4-15— 292/681, 5-15=-498/392, 8-12=-142/358 NOTES- t� 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=151t; B=70ft; L=351t; eave=5ft; Cat. 11; a Exp C; Encl., GCpf=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of miss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=631, t1 15=333, 10=685. 1, 7) "Semi -rigid pitchbreaks Including heels" Member end fixity model was used In the analysis and design of this truss. P, '1 'A i ® WARNING - Verify deslgn parameters and READ NOTES ON THIS AND INCLUDED Mn-EK REFERANCE PAGEMM-7473 rev. 10/03/2015 BEFORE USE Design vatic[ for use only with Milek® 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 mist verify the applicability of design parameters 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 temporary and permanent bracing MiT�"k° Is always required for stability and to prevent collapse with possible personal Injury and properly m y damage. For general guidance regarding the fatxlcatlon, storage, dellvery, erection and bracing of trusses and tnrss systems, seeANSI/iPI I Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Nexanddo. VA 22314. Tampa, FL 33610 Job cuss Truss Type i' Qty 71 Carlton ith 8 exl garage T12151409 M11392 At SPECIAL 1 �Py 1 .i Job Reference (optional) Chambers Truss, Foil Pierce. FL 17.640 s Aug 16 2017 MiTek Industries, Inc. Fri Sep 29 09:54A8 2017 Page 1 JD:_kfiGCA6bx7j2Sy1 H DXFw7ye3KX-6YKRHBxK3cADBBHoLKFBC5W 7XBcelLsZgFrFclyYptL 1-0- 8.6.0 11-0.0 14.9-0 19.8.14 ! 24-0-0 27-4-7 35-0-0 6.0- -0-0 B-6.0 2•b•0 3-9-D 4.11-14 4.T-2 3-4.7 7-7-9 -0-o 5x6 = 2x3 11 4.0o 12 3x4 = 5x6 = Scale = 1:62.9 13 12 5x8 MT18HS = 3x8 = 3x5 = 2-04 F12 3x12 = 1 A t ! Plate Offsets (X,Y)-- 12:0-0-2,Edge1, (9:0-1-15,Edgel LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Wall Lid TCLL 20.0 Plate Grip DOL 1.25 TC 0.57 Vert(LL) 0.72 11-12 >579 240 TCDL 7.0 Lumber-DOL 1.25 BC 0.89 Verl(TL) ,1.5111-12 >279 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.77 Horz(TL) �.42 9 n/a n/a BCDL 10.0 Code FBC2014/fP12007 (Matrix-M) r LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 PLATES GRIP MT20 244/190 MT18HS 244/190 Weight: 155 lb FT = 20% BRACING- 1 TOP CHORD 1 Structural wood sheathing directly applied or 2-7-15 oc purlins. BOT CHORD Rigid ceiling directly applied or 4-2-8 oc bracing. REACTIONS. (lb/size) 2=1366/0-8-0, 9=1332/0-8-0 Max Horz 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= 152112769, 12-13=-1301/2615, 11-12— 2065/3799, 9-11=-2968/5344 WEBS 3-13= 317/323, 4-13=-236/414, 4-12=-330/649, 5-12= 262/236, 6-12=-1031/619, 6-11� 3321886, 7-11=-763/1479, 8-11= 395/407 i NOTES- j 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=70ff; 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, 1 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 3-8�t 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 designe 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(• ) except (jt=1b) 2=834, 9=815. 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truk. ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev. rrV0312015 BEFORJ USE Design valid for use only with MITekS connectors. Rft design Is based only upon Is for Individual parameters sho", and an bulldfng coMponent, not a tans system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Irbto the overall building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary peimonent tracing fs cdways required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regard the p� ' 1 Itl9T ��° fabrication, storage, delivery, erection and bracing o1 trusses and truss systems, seeANSI/1P1l Quality Criteria, DSB-69 and BCSI Building CTnponenf 69D4 Parke East Blvd. Safety Information ovallable from Truss Plate Institute, 218 N. Lee Street. Suite 312. Alexandria. VA 22314. , Tampa, FL 33610 Truss Truss Type Qty Ply 71 Carlton ith 8 ext garage Fob T12151410 392 A2 SPECIAL 1 1 Job Reference (optional) ruri rinrca, FL 7.640 s Aug 16 2017 MiTek Industries, Inc. Fri Sep 29 09:54:48 2017 Page 1 I D:_kfiGCA6bx7i2Syl H DXFw7ye3KX-6YKR HBxK3cAD8BHoLKFBCSW zKBb?IKkZgFrFclyYptL r1.0-Q 8-6.0 13.0-0 14-9-0 22-0.0 27-4-7 35.0-0 36.0.0 1-0 00 B-6-0 4-6-0 1-9-0 7-3-0 j 5-4-7 7-7-9 1-0-0 Scale = 1:62.9 5x6 = 3x4 5x6 = 4.00 12 4 20 5 21 6 12 4x5 3x4 = 5x8 = 3x12 ZZ = 2.00 F12 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.64 V'ert(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 MT18HS 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/TP12007 (Matrix-M) Weight: 160 lb FT = 20% 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=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, 10-11-1708/33515, 8-10=-3001/5355 WEBS 3-13-3461350, 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=4.2ps1; BCDL=3Opsf; h=151t; B=70ft; L=35ft; eave=5ft; 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. i 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 anir 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 ANSI/fPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of mass 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. r ® WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1.7473 rev. 1010312015 BEFORE USE Design valld for use only with MllekO connectors. this design Is based only upon parameters shown, Grid Is for an individual building component, not a truss system. Before use, the building designer must verily the applicability of design parameters and properly incorporate this design Into The overall + building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permarieni bracing Is MOW always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and hrtss systerns, 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. VA22314. Tempe. Fl. 33610 t— P 71 Carlton ith 8 ext arage --- Truss Fs"U's's, ype — h gT12151411 Job Tr AL 1 1 Job Reference o Clonal Chambers Truss, For[ Pierce, FL 7.640 s Aug 16 2D17 MI I ek Industries, Inc. Fri Sep 29 09:54:50 2011 Page 1 ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-3xSBityabEQxOVRBSkHfHWcL1?HcmG9r8ZKMhdyYpL 1-0- 8-6-0 15.0-0 20-0.0 24-6-8 27-4-7 35.0.0 " 5-u- -0- 8.6-0 6.6-0 5-0-0 4-fi-8 2-9.15 7-7.9 1-0-0 Scale: 3/16"=1' 4.00 12 5x6 = 44 = 14 13 3x6 _ 2x3 li 5x6 = 3x12 = 2.00 12 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.56 Vert(LL) 0.72 11 >566 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.93 Veri(TL) -1.18 11-20 >357 180 MT18HS 2441190 BCLL 0.0 ' Rep Stress Incr YES WB 0.72 Horz(TL) 0.43 9 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight: 160 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-7-7 oc puriins. 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 mldpt 7-12 REACTIONS. (lb/size) 2=1364/0-8-0, 9=1334/0-8-0 Max Harz 2=155(LC 7) Max Uplitt2=-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=4.2pst; BCDL=3.Opsf; h=15ft; B=70it; L=35ft; eave=51t; 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.Opst 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 ANSUTPI 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- 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 Mlfek9 connectors. Ills design Is based only upon parameters shown, and Is for an Individual building component, not a IRr55 system. Before use, the building designer muss verify the applicabRIfy of design parameters and properly Incorporate this design Into the overall r� /� building design. Nacing indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional lernpormy rod permanent bracing MiTQk` Is always required for stability and to prevent collapse with possible personal Injury and property darnage. For general guidance rogarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANS1171I Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Instifute. 210 N. Lee Street, Sufte 312, Alexandria. VA 22314. Tampn, FL 3361 D Job ��j firuss ype Q�P�Job F i 1 Refer nce (optional)AL Chambers Truss, Fort Pierce, FL . 7.640 s Aug 16 2017 MiTek Industries, Inc. Fri Sep 29 09:54:51 2017 Page 1 I D:_kfiGCA6bx7j2Syl HDXFw7ye3KX-X7OZvDzDMXYo?eONOSoupk8W oPcvVfi?MD4vD3yYptl 1-0- 8-6-0 14-9-0 17.0.0 8-0-0 24-6-8 27.41 35-0-0 6.0- -0- 8.6.0 6.3-0 2-3-0 1-0-0 6-6.8 2-9-15 7-7-9 1-0-0 i 6 3x6 = 4.00 f 12 5x6 = 4x6 = 2x3 11 6 7 16 15 4x8 = , 2x3 11 5x8 = 2.00 12 Scale: 3/16"0' 3x12 = lm2 m O ' 8-6-0 6-3-0 3-" 6-6-6 10.5.8 ' Plate Offsets (X,Y)-- (2:0-0-10,Edgei,19:0-3-O,Edgel,111:0-1-15,Edge] ' LOADING (pst) SPACING- 2-0-0 CSI. DEFL. , in (loc) I/deft 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 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.96 Horz(Tt!) 0.46 11 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight: 172lb 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 midpt 8-14 REACTIONS. (lb/size) 2=136510-8-0, 11=1333/0-8-0 Max Horz2= 175(LC 6) Max Uplift2=-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=-1513/2819, 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: ASIDE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15it; B=701t; L=35ft; save=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)11 considers parallel to grain value using ANSI/PPI 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 pltchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ® WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE MII-7473 rev. 1010312015 BEFORE USE. ' Design valid for use only with Mllek® connectors. This design is based only upon parameters shown. and is for an individual building component. not a truss system. Before use, the building designer musl verify the applicabUlty, of design parameters and pioperly Incorporate Ihls design into the overall building design. Bracing Indicated Is to prevent buckling of Individual inns web and/or chord members only. Additional temporary and permanent bracing MOW is always requited for stability and io prevent collapse with possible personal injury and properly damage. For general guidance regarding the fobrla3tion, storage, delivery, erection and bracing of trusses and itusssystems. seeANSI/TPIi QuaBty Crifedo, DSE-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plale Institute, 218 N. Lee Street. Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Job ruse Truss Type — T ty Ply 71 Carkon ilh 8 ext garage T12151413 M11392 15 SPECIAL 16 1 Job Reference o tional Chafters Truss, Fort Pierce. FL a '" ""' '•" ""' "'"""�"' " "' ' ID:_kfiGCA6bx7j2SylHDXFw7ye3KX-?Jax7Z_r6rgfdobZa9J7Mxh lioyiEBQBbtpSlWyYpIH )1 0 Q 8-6-0 14-9-0 17.6.0 24.6.8 27.4.7 35-0-0 �6-0-0 1150 8-6-0 6-3-0 2.9-0 7-0-8 2-9-15 7-7-9 1.0-0 Scale = 1:61.8 4.00 12 5x8 II 14 13 3x6 = 2x3 11 5x10 = 2.00 ,2 _ 3x12 -= LOADING (psf) SPACING- 2-0-0 CSI. DEFL. ' in (loc) Vdefl 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 244/190 BCLL 0.0 ' Rep Stress Incr YES W B 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 puriins. 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 midpl 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 Horz 2=179(LC 7) Max Uplift2=-834(LC 8), 10— 815(LC 8) FORCES. (lb) - Max. CompJMax. 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=01256, 3-13=-704/472, 6-13=-235/512, 6-12=-1924/3461, 7-12=-327/336, 9-12=3081278 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; 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.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 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 -Verity design parameters and READ NOTES ON TIRS AND INCLUDED MITEK REFERANCE PAGE MO-7473 rev. 10/0312015 BEFORE USE. Design valid for use only vAth MiiekO connectors. this design is based only upon parameters shown. and Is for an Individual building component. rat a 1nIZ system. Before use, the building designer must verify the applicability of design parameters and property incarporate 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 WOW Is always required for stability and to prevent collapse vAih possible personal Inlury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and tnrSS systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Jo Truss puss Type i Qly Ply n ilh B ext garpge T12151414 M11392 ATA COMMON 5 �Jberence o tional .7eje A,,.. j a om v !m!! ek lodo .Inc Fri Sep 29 0954:53 2017 Panel Chambers Truss, FOn Pierce, FL ' ID:_kfiGCA6bx7j2Sy1HDXFw7ye3KX-TVBKKv?Tt9oWFyAm7tgMu9DvDCODzgcIgXZ0lyyYptG 1 p q 8-4-0 12-11-0 17.6-0 22-1-0 26-8-0 __ 35-0-0 36-0-0 1-0-0 8.4.0 4-7.0 4.7.0 4.7-0 4-7-1) 8 4 0 4.00 j 12 4x4 = Scale = 1:60.8 17 .- 15 -- 14 r< 4x5 2x3 If US = 3x8 = 2x3 It = 4x5 = 3x8 = 4x6 = LOADING(psf) SPACING- `2-0-0 CSI. DEFL. ' in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.38 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 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. (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=-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=15ft; B=70ft; L=35ft; eave=6f1; Cat. 11; 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 Qt=ib) 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 M/TEKREFERANCE PAGE M11.7473 rev, 1010312015 BEFORE USE. � Design valid for use only with Milek6 connectors. This design is based only upon parameters shown, and Is for an Individual building component. not a Irt15s system. Before use, the brAiding designer must verify the applicability of design parameters and properly Incorporate fhicdeslgn Into the overall building design. Bracing Indicaled Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MATek` Is always required for stablllfy and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and miss systems, soeANSf/TPI1 Quality Criteria, DSB-89 and BCSI.Building Component 6904 Parke East Blvd. Safety Information avoitable from Truss Plate Institute. 218 IJ. Lee Street, Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Job cuss Truss ype ty Ply 71 Carlton Rh a ext garage T12151415 M11392 B COMMON 2 1 Job Reference o tional 7 aen s e��,. , s inn Mink Industries. Inc. Fri Seo 29 09:54:54 2017 Pagel m CharObers Truss, Fort Ptee. FL - ID:_kiiGCA6bx7j2Sy1 HDXFw7ye3KX-xiiiYF?5eSwMs6lyhaMbRMm5gcogi6vR2AIZq0yYpl � 0 Q 8 3 5 14.0-0 17-6.0 121.0-0 26-8-11 , 35-0-0 �6-0-0 1-0-0 8-3-5 5.8.11 3-6-0 3-6-0 5-8.11 8-3-5 1 0 0 Scale = 1:60.8 �1 O 3x4 = 4.00 fl2 3x6 = 6 17 1b 1 w 2x3 11 3x6 = 3x4 = 3x4 = 3x6 = 2x3 0 3x4 = 8-3.5 14.0-0 21-0-0 26-8.11 3"-0 8-3-5 . 5-8.11 7-0-0 "All B-3-5 Plate Offsets (X Y) (6.0 3 0 Edgel LOADING (psi) SPACING- 2-0-0 CSL DEFL. In (toe) I/dell 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 W B 0.54 Horz(TL) 0.03 10 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (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 Harz2=-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=-854/407, 9-10=-854/407 BOT CHORD 2-17=-262/771, 16-17=-262/771, 15-16=-262/771, 13-14=-262l751, 12-13= 2627751, 10-12= 262l751 WEBS 3-17=0/269, 3-15= 708/485, 5-15=-291/268, 7-14= 291/268, 9-14— 7081485, 9-12=0/269 NOTES- 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.0ps1; h=15ft; B=70ft; L=35ft; eave=5lt; 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 psi bottom chord live load nonconcurrent with any other live toads. 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. Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7073 rev. 1610312015 BEFORE USE. ' Design valid for use oNy with hAllekw connectors. IMs design Is based only upon parameters shown, and is for an individual building component not a truss system. Before use. the brdldinq designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Mel( is always required for stability and to prevent collapse with possible personal Injury and property damage. for general guidance regarding the fabrication, slorage. delivery, erection and bracing of fmsses and truss systems, seeANSI/rPbl Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria. VA 22314. ! Tampa, FL 33610 Job fussTruss Type . Qty Pl7job arbon 0h 8 ext garage • T12151416 M11392 BHA BOSTON HIP 1 Reference (optional) I F; S 29 09.64.55 2017 Pa e 1 Chambers Truss, Fort Pierce, FL 7.640 s Aug 16 2017 M. ek Industries, nc. rI op g I D:_kfiGCA6bx7j2Syl H DXFw7ye3KX-PuG41a0jPm2 DU GKBFltq-aJCb04rRYxaHg27MryYptE 15.6-0 21-6-0 r1-0.Q 7.0.0 9-60 i 11.60 13.6-0 14•0 0 17-6-0 19.60 21.0-0 I 2M i 25-G-0 28.0.0 35.0.0 6-0- 1.0.0 7-0.0 2.6.0 2.0.0 2.0-0 6 1-6.0 2-0.0 ;M. 1-6.00.6• 2-0.0 ' 2-0-0 ' 2-6-0 7-u-0 r-u-u Scale: 3/16"_V TOP CHORD MUST BE BRACED BY END JACKS, 4.00 F12 4X4 = ROOF DIAPHRAGM, OR PROPERLY CONNECTED PURLINS AS SPECIFIED. 12 57 15 58 j20 ss 3x6 % 55 9 3x6548 60 5x12 %53 4 6 x6 = 24`'1 5x123 11 16�23— __7M JIO 3 8it6 5 63 / 1 52 4all N N 2 28 29 ,n N 1,h 35 42 43 34 44 45 46 47 48 32 49 31 50 51 30 - o 33 3x6 = 6x8 = 6x8 = 3x6 = 3x4 = 3x4 = 7-0-0 14-0.0 _, 21-0-0 28-0-0 35-0-0 ---7.0 0 --�- 7-0-0' 7-0.6 -- 7-0.0 7.0.0 Plate Offsets (X Y) f 32:0 3 8 0 3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.51 Verl(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 HOfz(TL) 0.04 28 n/a n1a BCDL 10.0 CodeFBC2014IP12007 (Matrix-M) Weight: 208lb FT=O°b LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-6-13 oc puffins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at 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. (Ib) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-52=-1607/1042, 3-52= 1441/984, 3-53=-1081258, 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=-168/626, 27-30=0/430, 3-33— 1994/1462, 11-33=-815l786, 19-32= 777l748, 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=15ft; B=70fh L=35f; eave=6ft 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 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 at joint 28. 8) "Seml-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 pudin along the top and/or bottom chord. Continued on page 2 ® wARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev. 1010312015 BEFORE USE Design valid for use only with M11ekD connectors. Mils design Is based only upon paraneieis`shown, and is for an Individual building component not a muss system. Before use, The building designer must verify the applicability of design parameters and property Incorporate this design Into the overall building design. Biadng Indicated Is 10 prevent buckling of Individual truss web and/or chord members only. Additional temporary curd permanent bracing na T IY7� eV 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 busses and truss systems. seeANSI/TPI I Quality Criteria, DSB-B9 and BCSI Building Component 6904 Parke East Blvd. Safety Information avdiable from Truss Plate Inslilute, 218 N. Lee Sireel. Suite 312. Alexandila• VA 22314. Tampa, FL 33610 o Truss Truss Type f] Ply 71 Carlton dh 8 ext garage T72151416 M11392 BHA BOSTON HIP 1 1 Job Reference o tional Chambers Truss, Fort Pierce, FL ID: s Aug 16 2011 MI Industries, Inc. Fri Sep 29 09:54:55 2017 Page 2 ID: ktiGCA6bx7i2SvlHDXFw7ye3KX-PuG4laOjPm2DUGKBFItq_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 up at 9-0-12, 158 lb down and 206 Ib up at 11-0-12, 158 lb down and 206 lb up at 13-0-12, 158 Ib down and 206 lb up at 15-0-12, 158 Ib down and 206 Ib up at 17-0-12, 158 lb down and 206 Ib 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, 158 lb down and 206 lb up at 23-11-4, and 158 lb down and 206 Ib up at 25-11-4, and 15B Ib down and 206 Ib Lip at 27-11-4 on top chord, and 3731b down and 236 lb up at 7-0-0, 69 Ib down at 9-0-12, 69 Ib down at 11-0-12, 69 Ib 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 + Root 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=-11B(F) 57=-118(F) 58=-118(F) 59=-118(F) 60=-118(F) 61=-118(F) 62=-118(F) 63=-118(F) ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGEMIP7473 rev. 1010312015 BEFORE USE. Design valid for use only with Mllekl)- connectors. This design Is based only upon parameters shown, and Is ter an Individual building component. not a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the. overall M�T�k� building design. Bracing Indicated Is to prevent budding of individual truss web and/or chord members only. Additional temporary and permanent bracing Is always requited for stability and to prevent collapse wilh possible personal Infury and property damage. For general guidance regarding the e East Blvd.fabricatlon, storage, delivery, erection and bracing of trusses and truss systerns, seeANSI/1Pll Quality Criteria, Park leria, DSB-89 and BCSI Building Component Tam a Park East 0 Safety information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria. VA 22314. P Job Truss Truss Type Qty Ply 71 Conlon Ih B ext garage M11392 GRA HIP 1 1 T12151417 Chambers Truss. Fort Me— FI Job Reference o tional 4 s r,ug 10 eui r mu eK mausrnes, inc. Frisep 29 09:54:56 2017 Page 2 NOTES - I D:_kfiGCA6bx7j2Sy t H DXFw7ye3KX-t4pSzwf LA4A46QuLp?O3W nrHfOO_AvEk W UnguHyYptD 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 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 lb down and 155 lb up at 17-0-12, 90 Ib down and 155 Ib Lip at 17-11-4, 90Ib down and 155 Ib up at 19-11-4, 90 Ib down and 155 Ib up at 21-11-4, 90Ib down and 155 Ib 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 lbdown and 263 Ib up at 7-0-0, 63 Ib down and 3 Ib tip al 9-0-12, 63 Ib down and 3 Ib up at 11-0-12, 63 Ib down and 3 lb 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 lb down and 3 Ib up at 17-11-4, 63 Ib down and 3 Ib up at 19-11-4, 63 lb 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 lbdown 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 + Root 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(8) 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 - venry design parameters and READ NOTES ON THIS AND INCLUDED MITErREFERANCE PAGE MR-7473 rev. 1010312015 BEFORE USE ' Design valid for use only with Mfleka connectors. this design Is based only upon paramelers shown, and is for an Individual building component, not a Irclss sySlom. Baforo use, the brtlldin© designer Must velify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is 10 pievenl buckling of Individual Imss web and/or chord members only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible pelsanal inlury and properly damage. For general guidance regarding the �� i� k' fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information avollable from Trtw Plate Institute. 21814. Lee Street, Suite 312, Nexandda. VA 22314. 6904 Parke East Blvd. Tampa, FL 33610 Symbols PLATE LOCATION AND ORIENTATION 3/4 Center plate on joint unless x, y offsets are indicated. Dimensions are in ff-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. For 4 x 2 orientation, locate plates 0-'Ad' 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) 2 TOP CHORDS 5 JOINTS ARE GENERALLY NUMBEREDAETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERSAETTERS. PRODUCT CODE APPROVALS ICC-ES Reports: ESR-1311, ESR-1352, ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 O 2 U a 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 �t MiTek° MiTek Engineering Reference Sheet: MII-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-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 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. IS. 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.