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TRUSS
Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. MiTek RE: M11392 - 71 Carlton ith 8 ext garage MiTek USA, Inc. Site Information: T904 Parke East Blvd. Tam a�FL 336i 0-4115 Customer Info: Wynne Dev Corp Project Name: M11392 Model: 70 Carlton 3 Bedroor>�i Hear Porch Lot/Block: Subdivision: Address: unknown City: St. Lucie County State: FL Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: License #: Address: City: State: General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings. Show Special Loading Conditions): Design Code: FBC2014/TP12007 Design Program: MiTek 20/20 7.6 Wind Code: ASCE 7-10 [All HeighII 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.I Seal# Truss Name_ Date 1 1 T12151408 1 A 9/29/17 12 1 T12151409 1 Al 9/29/17 13 I T12151410 I A2 19/29/17 1 4 T12151411 I A3 19/29/17 1 5 T12151412 A4 19/29/17 1 6 T12151413 A5 9/29/17 17 T12151414 ATA 19/29/17 8 T12151415 B 9/29/17 9 T12151416 1 BHA 9/29/17 1 10 T12151417 16RA 9/29117 11 I T1215141 S 1 J 1 9/29/17 1 112 I T12151419]J3 19/29/17 J 113 I T12151420 1 J5 19/29/17 114 I T12151421 I J7 19/29/17 115 1 T12151422 1 KJ7 19/29/17 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 Wek's customers file reference purpose only, and was not taken into account in the preparation of these designs. MiTek has not independently verified the applicability of the design parameters or the designs for any particular building. Before use, the building designer should verify applicability of design parameters and properly incorporate these designs into the overall building design per ANSI/TPI 1, Chapter 2. 4,9 i 0 39380 :� • ST TE OF A1- E����• �I�Illtlllll�� Thomas A. Albanl PE ND.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 A4 Qty Ply 71 Carhon hh 8 ext garage T12151408 M11392 A HIP 1 1 Job Reference (optional) Gnamaers I russ, ron r'rer8e, t-L r.ovv s rug ' o z i r I— nn muusums, ma. ni oeP — u.ay cu i r V. , I D:_kfiGCA6bx7j2Syl HDXFw7ye3KX-eMn24rwiIJ2MX1 icnckyfu_rxnliZOdPRb6h4lyYptM 1-0- 6.10-14 14-11-0 20-2-13 26-0-0 28-1-2 35-0-0 36.0- -0.0 6-10-14 2-1-2 5-11-0 53-13 5-9-3 2.1-2 6-10.14 �1-0.0 4.00 12 4x8 = 2x3 11 3x6 = 2x3 11 2x3 \\ 4 24 5 6 7 25 4x8 = 2x3 8 9 Scale = 1:61.9 t2 1� O 17 16 15 14 13 12 3x4 = 3x4 = 3x4 = 3x4 3x5 = 3x6 = 4xG = 3x6 = LOADING(pst) SPACING- 2-0-0 CSI. DEFL. In (loc) I/defl 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 W B 0.26 Horz(TL) 0.11 10 n/a n/a BCDL 10.0 Code FBC2014ITP12007 (Matrix-M) Weight:152 lb FT =20% LUMBER- BRACING - TOP CHORD 20 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— 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=-1046/2067, 10-12=1186/2175 WEBS 3-17— 302/283, 4-17=-112/324, 4-15-2921681, 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--4.2pst; BCDL=3.Opsf; h=151t; B=70f1; L=35fh 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 for a 10.0 psf bottom chord live load nonconcunent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 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 - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGEM -7473 rev. 1010312015 BEFORE USE. Design valid for use only with MileW connectors. this design Is based only upon parameters shown, and Is for an Individual building component, not ' a truss system. Before use. the building designer must verify the applicability of design parameters and property Incorporate this design into the overall Lxullding design. Bracing Indicated Is to prevent buckling of Individual huss web and/or chord members only. Additional temporary and permanent bracing MiTek' isalways required for stabIllty and to prevent collapse with possible personal In)uny and property dounage. For general guidance regarding the fabrication. storage, delivery, erection and bracing of trusses and truss systems, seeANSi/1PI l Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information ovallable front ituss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job fuss Truss Type Ply 71 T12151409 11 M11392 Al �Qty SPECIAL 1 1 Job Rleference(optionap Chambers Truss, Fort Pierce. FL 7.640 s Aug 16 2017 MiTek Industries, Inc. Fri Sep 29 09:54:48 2017 Page 1 I D:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-6YKRHBxK3cADBBHoLKFBC5W 7XBcelLsZgFrFclyYptL r1.0-Q 8.6.0 11-0-0 14-9-0 19.8-14 24-0-0 27-4-7 35-0-0 �6-0-0 1120 8-6-0 2-6-0 3-9-0 4. I'll 4-3.2 - 3.4.7 7-7-9 1-0 0 4.00 12 3x8 = 9xa A 5x6 = 2x3 II 5x6 = 3x4 = 4 20 5 6 21 7 13 12 3x5 = 5x8MT18HS= 2.00 12 Scale = 1:62.9 3x12 = r7 01 . n 0 10-0-0 14-9-0 24.6.8 35-0-0 i 10.0-0 4.9.0 —` 9.9.8 �— 10-5.8 !� Plate Offsets (X,Y)— [2:0-0-2,Edrte], f9:0-1-15,Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.57 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 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.77 Horz(TL) 0.42 9 n/a n/a BCDL 10.0 Code FBC2014fTP12007 (Matrix-M) Weight: 155 lb FT = 20% LUMBER- BRACING- TOPCHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-7-15 oc puffins. 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 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— 519312889, 8-9= 5612/3215 BOT CHORD 2-13=-1521/2769, 12-13=-1301/2515, 11-12-2065/3799, 9-11=-2968/5344 WEBS 3-13=-317/323, 4-13— 238/414, 4-12= 330/649, 5-12= 262/236, 6-12=-1031/619, 6-11=-332/886, 7-11= 763/1479, 8-11= 395/407 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VUlt=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=70ft; L=35ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; 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 lost 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 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 atjoint(s) except at=lb) 2=834, 9=815. 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED M1TEK REFERANCE PAGE MI1.7473 rev, 1010312015 BEFORE USE. Design valid for use only with MITekN conneclors. This design Is based only upon parameters shown, and Is for an Individual NAding component. not a muss system. Before use. the budiding designer must verity the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MOW Is always required for stability and to prevent collapse with possible personal Injury and properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see.ANSi/TPIi Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Insillule, 218 N. Lee Street. Sulte 312 Alexandria. VA 22314. Tampa, FL 33610 Jo b Truss Truss ype Qty Pfy�71on ith aext garage T12151410 Ml1392 A2 SPECIAL 1 ference (optional) /A4u s Hug 1 b zul r mi I ex Inausirles, Inc. Frr Jep 29 U9:S4:4U 2U17 Fogel ID:_ktiGCA6bx7j2Sy1 HDXFw7ye3KX-6YKRHBxK3cADBBHoLKFBC5WzKBb?IKkZgFrFclyYptL 11.0-(� 8-6.0 13-0.0 14.9-0 22-0-0 27-4-7 35.0-0 36-0-0 7.0.0' 8-6-0 4.60 1.9.0 73-0 5-4-7 7-7-9 Scale = 1:62.9 5x6 = 3x4 = 5x6 = 4.00 12 4 20 5 21 6 3x4 = Sx8 = 3x12 = 4x5 = 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 Stressincr YES Code FBC2014lrP12007 CSI. TC 0.64 BC 0.94 WB 0.84 (Matrix-M) DEFL. in (loc) I/defl Ud Vert(LL) 0.70 10 >600 240 Vert(TL) -1:14 10-19 >369 180 HOrz(rL) '0.40 8 n/a n/a PLATES GRIP MT20 244/190 MT18HS 244/190 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 Horz 2=136(LC 7) Max Uplift2=-834(LC 8), 8=-816(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3004/1748, 3-4= 2812/1694, 4-20= 2493/1570, 5-20= 2493/1570, 5-21=-3293/1951, 6-21 —3293/1951, 6-7= 5114/2850, 7-8_ 5625/3250 BOT CHORD 2-13= 1527/2783, 12-13=-1183/2322, 11-12=-1314/2540; 10-11= 1708/3355, 8-10= 3001/5355 WEBS 3-13=-346/350, 4-13— 308/539, 4-12= 296/568, 5-12=-767/515, 5-11= 418/924, 6-11= 392/253, 6-1 0=-1 159/2216, 7-10=-495/499 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=70f1; L=35fh eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) 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 - VeNry design parameters and READ NOTES ON THIS AND INCLUDED M1TEK REFERANCE PAGE M11-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MliekO connectors. Us design Is based only upon parameters shown, and Is for an Individual building component, not � a Inrss system. Before use, the bulding designer must verity the applicability of design parameters and property incorporate this design Into the overall building design. Brackrg Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional ternporary and permarrenf braying ivaiTe k' Is always required for stability and to prevent collapse Willi possible personal Injury and properly damage. For general guidance regarding the fabrication- storage, delivery, erection and bracing of frussesand truss sysferns, seeANSI/TPlI Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available train Truss Plate Institute, 218 N. Lee Slreet, Suite 312. Alexandria. VA 22314, Tampa, FL 33610 Jab Job Tr Truss cuss Type rh 8 exi garage T12151411 SPECIAL 7=J,b ence o tional I F' S 29 0954:50 2017 Pa 81 Chambers Truss, Fort Pierce, FL 7.640 s Aug 16 2017 MiTek Industries, nc. rr ep g ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-3xSBityabEOxOVRBSkHfHWcL1?HcmG9r8ZKMhdyYptJ 1-0- 8-6-0 15.0.0 20-0.0 24-6-8 27-4-7 35-0-0 6-0- -0-0 8.6-0 6-6.0 5.0-0 4-6-8 2-9-15 7-7-9 •0.0 Scale: 3/16"=1' 4.00 12 5x6 = 4x4 = 14 13 20 I1 5X6 = 3x12 — 3x6 = 2.00 12 LOADING(psf) SPACING- 2.0-0 CSI. DEFL. In (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.56 Ven(LL) 0.72 11 >586 240 MT20 244/190 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(rL) 0.43 9 n/a n/a BCDL 10.0 Code FBC2014(rP12007 (Matrix-M) Weight: 160 lb FT = 20°b LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-7-7 oc puffins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 7-12 REACTIONS. (lb/size) 2=1364/0-8-0, 9=1334/0-8-0 Max Horz2=155(LC 7) Max Uplift2— 834(LC 8), 9=-816(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3052/1733, 3-4=-2934/1743, 4-5= 2349/1415, 5-6— 2610/1602, 6-7= 2757/1637, 7-8=-5200/2923, 8-9— 5590/3202 BOT CHORD 2-14— 1525/2830, 13-14=-1525/2830, 12-13= 1091/2205, 11-12=-2608/49BB, l 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=151t; B=70f1; L=35ft; eave=51t; 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 for a 10.0 psf bottom chord live load nonconcurrent with any other five 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 Ql=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- Verifydeslgn parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE M11-7473 rev, 10/03/2015 BEFORE USE ' Design valid tonne only wlfh MITekD connectors. This design is based only upon parameters shown, and Is for an IndlVdual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to provent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" ' Is always required fa stability and to prevent collapse with possible personal injury and property damage. For general guldance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandra. VA22314, Tempe, FL 33610 fuss fuss Type lh a ext garoge T12151412 ro—b- 13924 SPECIAL 7ty-PT771,arlton Reference (optional) Chambers Truss, Fort Pierce, FL 7.640 s Aug 16 2017 MITek Inclusfnes, Inc. Fri Sep 29 09:54:51 2017 Page 1 I D:_kf iGCA6bx7j2Syl HDXFw7ye3KX-X7OZvDzDMXYo4eONOSoupk8W oPcvVfi7MD4vD3yYptl 1.0- 8.6.0 14-9-0 17,0-0 8.0.0 24.6.8 27.4.7 35.0.0 6-D• -0.0 8.6.0 6-3-0 2.3-0 1.0.0 6.6-8 2.9.15 7.7.9 •0-0 3x6 = 4.00 12 5x6 = US = 2x3 11 6 7 16 15 48 = 2x3 1! 5x8 = 2.00 12 Scale: 3/16"=1' 3x12 = 8-6-0 14-9.0 18-0-0 24.6-8 35-0-0 l— _ 8.6.0 6.3-0 33-0 6.6-8 10S-8 --- ' Plate Offsets (X,Y)-- f2:0-0-1QEgge 19:0-3-0,Edgel, ll'1:0-1-15,Edge1 LOADING (pst) SPACING- 2-0-0 CSI. DEFL. in (loc) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.56 Vert(ILL) 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(TL) 0.46 11 n/a n/a BCDL 10.0 Code FBC2014ITP12007 (Matrix-M) Weight: 172lb FT=20°b 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=1365/0-8-0, 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=-99112102, 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 Toads 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., GCpl=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6.0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 11 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 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 - Verity design parameters and READ NOTES ON THIS AND INCLUDED M7EK REFERANCE PAGE MM-7473 rev, 101039015 BEFORE USE Design valid for use only with MiTeMD connectors. This design Is based only upon parameters shown. and Is for an IncDAdual building component. not � a truss system. Before use, the building designer must verify the appiicablity of design parameters and property Incorporate this design info the overall buildrng design. Bracing indicated Is fo prevent buckling of individual truss web and/or chord members only. Additional fernporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guldfmce regarding the fabrication, storage, dellvery, ereclion and bracing of trusses and truss systems, se.eANSI/TPl1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Sfreol. Suite 312, Alexandria. VA 22314. Tampa, FL 33610 JobTTruss Truss Type Qty Ply 71 Carhon hh 8 ext garage I I T12151413 M11392 1Job A5 SPECIAL 16 1 Reference (optional) cham5ew Truss, I•on Fierce. rL ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-?Jax7Z-r6rgfdobZa9J7Mxhd4oyXEBQBbtpSlWyYptH 1 0-Q 8-6-0 14.9-0 17.6.0 24-6-8 27-42 35-0.0 36.0.0 7 0.0 8-6-0 6-3-0 2-9-0 7-0-8 - 2.9-15 7-7.9 Scale = 1:61.8 4.00 F12 5x8 11 tt�rl� 0 3x6 = 2x3 II 5x10 = 3x12 = 2.00 12 LOADING (psi) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.79 TCDL 7.0 Lumber DOL 1.25 BC 0.90 BCLL 0.0 ' Rep Stress Incr YES WB 0.61 BCDL 10.0 Code FBC2014lrP12007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP M 31 *Except' 1-4,8-11: 2X4 SP M 30 BOT CHORD 2x4 SP M 30 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) DEFL. in (loc) Udefl Ud PLATES GRIP Vert(LL) 0.78 12 >540 240 MT20 244/190 Vert(TL)-1.5912-13 >265 180 MT18HS 244/190 Horz(TL) 0.43 10 n/a n/a Weight: 159 lb FT = 20% BRACING - TOP CHORD . Structural wood sheathing directly applied or 2-2-0 oc purfins. BOT CHORD Rigid ceiling directly applied or 4-2-9 oc bracing. WEBS 1 Row at midpl 6-12 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=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: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.opsf; h=16ft; B=70f ; L=3511t; 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 at Joints) except (Jt=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. Q WARNING - Vedry design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MII-7473 rev. 1010312015 BEFORE USE. Design valid for use only vA1h MI IekO connectors. This design is based only upon parameters shown, and is for an Individual building component. nor a iruss system. Before use. the building designer must verify the applicabhlly of design parameters and properly Incorporate this design into the overall building design. Bracing Indicated Is to prevent buckling of Individual Imes web and/or chord members only. Additional lemporary and permanent bracing MiTeW Is always regUired for slat -Ally and to prevent collapse with possible personal Injury and properly damage. For general guidance regarding the fabrlcatlon, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TP1I 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 p Truss rT uss Type Oty Piy 71 Carlton ith a ext garage T12151414 M11392 ATA COMMON 5 i Job Reference o tional Chambers Truss, Fort Pierce, FL 7.640 s Aug 16 2017 MiTek Industries, Inc. Fri Sep 29 09:54:53 2D17 Page 1 I D:_ktiGCA6bx7j2Syl HDXFw7ye3KX-TV8KKv?TtgoW FyAm7tgMugDvDCODzgclgXZOlyyYptC 1.0• B-4.0 12-11.0 17-6-0 22-1-0 26-8.0 ao•u-u 11. 1-0-0 8.4.0 4-7-0 4.7-0 4-7-0 4-7-1 8-4-0 1.0-d Scale = 1:60.8 �1 0 4x5 = 4.00 12 4x4 = 17 ro _ 4x5 2x3 II 4x6 = 3x8 = 2x3 II = LOADING (psi) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 7.0 Lumber DOL 1.25 BCLL 0.0 ' Rep Stress incr YES BCDL 10.0 Code FBC2014ITP12007 3x8 = 06 = CSI. DEFL. in (lac) I/deli Ud PLATES GRIP TC 0.38 Vett(LL) 0.2914-15 >999 240 MT20 244/190 BC 0.55 Vert(TL) -0.7614-15 >550 180 WB 0.46 Horz(TL) 0.15 10 nla n/a (Matrix-M) Weight: 166 lb FT = 0% LUMBER- BRACING - TOP CHORD 2z4 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. CompJMax. 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=35fh eave=61j; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) 100.0I15 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.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 at=lb) 2=775, 10=775. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ® WARNING. Verity design parameters and READ NOTES ON THIS AND INCLUDED AI[TEK REFERANCE PAGEMII.7473 rev. 10103)2015 BEFORE USE. Design valid for use only with MllekO connectors. TNsdesign is based oNy upon parameters shown. and Is for an Individual building component, not a Inrss system. Before use, the buIlding designer must verify the applicability of design parameters and properly Incorporate If& design Into the overall MOW building design. Bracing Indicated Is to prevent buckling of Individual huss web m and/or chord members only. Additional lepotary and permanent bracing . Is always required for stability and 10 prevent collapse with possible personal Injury and property damage. For general guidance regarding the Blvd.fabrlcaltom storage, delivery, erection and bracing of trusses and Imss systems, seeANSI/TPI I Quality Criteria, DSB-69 and BCSI Build6904 Perke East Building Component Tampa, FL East Safety Information availab a train Truss Plate 1ns111ufe. 218 N. Lee Street, Suite 312. Alexandria, VA 22314. cuss Truss Ty e — Oly Ply 171 Carlton ith 8 exttggarage T12151415 U0F_ T M11392 B COMMON 2 1 Job Reference (optional) Chambers Truss, Fort Pierce. FL 7.640 s Aug 16 2017 M7ek Industries. Inc. Fri Sep 29 09:54:54 2017 Page 1 ID: ktiGGA6bx7j2SyIH DXFw7ye3KX-xiiiYF?5eSwMs6lyhaMbRMm5gcogi6vR2AIZgOyYptF 1-0- B-3-5 14.0-0 17-6-0 21.0-0 26.8.11 35.0-0 - o•u• 1.0-0 8-3-5 5.8.11 3-6-0 3-6.0 5.8-11 8-3-5 Scale = 1:60.8 4.00 12 3x6 = 2a3 1( 3x6= 3x4 = 3x4 = 3x6 = 2x3 11 3x4 = 3x4 = Plate Offsets (X,Y) 16.0 3 0 Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.26 Ved(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 FBC2014lrP12007 (Matrix-M) Weight:1491b 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 Horz2=-179(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 joint(s) 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 (lb) or less except when shown. TOP CHORD 2-3= 854/407, 9-10=-854/407 BOT CHORD 2-17=-262/771,16-17=-262l771, 15-16=-262/771,13-14= 262/751,12-13=-262/751, 10-12= 262/751 WEBS 3-17=0/269, 3-15= 708/485, 5-15= 291/268, 7-14=-291/268, 9-14=-708/485, 9-12=0/269 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.0psf; h=15ft; B=701t; L=35ft; eave=5ft; Cat. II; Exp C; Encl., GCpl=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ` This truss has been designed for a live load of 20.0psf 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. 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. vertty design parameters and READ NOTES ON THIS AND INCLUDED M1rEK REFERANCE PAGE M11-7473 rev. 10/03/2015 BEFORE USE. Design vatld for use only with MITekD connectors. this design Is based only upon parameters shown. and Is for an Individual bxIDding component, not a Inrss system. Before use, the building destgner must verify the applicability of design parameters and property incorporate 11%design Into the overall Additional temporary and permanent bracing MIiTeW building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or ctxad members only. Is always requited for stability and to prevent collapse wlih possible personal Injury and property damage. For general guidance regarding the e East Blvd. 6904 ParkeEast fabricafton, slarage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPll Quality Criteria, DSB-89 and BCSI Building Component ovallable, from Truss Plate Institute. 218 N. Lee Street. Suite 312. Alexandria. VA 22314.33610 Tampa, Safety information Job fuss Truss Type Qty Ply 71 Corhon hh 8 ext garage T12151416 M11392 BHA BO6TON HIP 1 'I Job Reference o tional n. � nn�Teo- r„dtrio� Inc Fri Ran 29 09t54�55 2017 Paae 1 Chambers Truss, Fort Pierce, FL , ...,.. .. ,,..y ... _.,....... _.. ...___...__...._. ... _ -,- ID_kfiGCA6bx7j2Syl HDXFw7ye3KX-PuG41a0jPm2DUGK8Fitq-aJCb04rRYxaHg2iMryYptE 15.6.0 21-6-0 11 4q 7 a0 B•6.0 11-fr0 13-6-0 1 •0 0 17-6.0 19.6.0 21-0-0 2&6-0 i 25.6-0 i 28-0-0 35.0.0 36-0-Q 1-0-0-0 7-0•o z•s-o 2•ao 2.0•0 a t•s o z-o-o 2.0•0 t-6 0 •s- 2-0-o r 2-s•a 7.0 0 10 0 Scale: 3/16"=1' 4.00 12 4x4 = 12 57 15 5B 17 56 i 3x6 % 55 9 54g 5xl2 % 53 4 6 5x6 3 0 = 16 — —5 514 2 TOP CHORD MUST BE BRACED BY END JACKS, ROOF DIAPHRAGM, OR PROPERLY CONNECTED PURLINS AS SPECIFIED. 20 3x6 C 60 � � 2�1 Sx12 21 9A 2G 35 42 - 43 34 44 � 45 46 47 48 32 49 31 50 51 30 3x6 = 6x8 = 6x8 = 3xG = 3x4 = r` 28 29 n N LO 3x4 = ~� 7.0-0 7.0.0 7-0.0 r 7.0.0 7.0.0 Plate Offsets (X Y) 132:0 3 8 0-3-01 LOADING (psf) SPACING- 2.0-0 CSL DEFL. In (foe) Well Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.51 Vert(LL) 0.09 35-38 >999 240 MT20 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 Incr NO W B 0.62 Horz(TL) 0.04 28 n/a n/a BCDL 10.0 Code FBC2014irP12007 (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 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. (lb) - Max. Comp./Max- Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-52— 160711042, 3-52=-1441/984, 3-53-108/258, 27-63=-906/619, 28-63— 1056/658, 3-5= 439/531, 5-7=-433/524, 7-10= 433/524, 10-11=-433/524, 11-13=-433/524, 13-14= 433/524, 14-16=A33/524, 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=-366/402, 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=-815/786, 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=15ft; B=70fh L=35ft eave=6fh 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) "Semi -rigid pitchbreaks Including heels" Member end fixity model was used in the analysis and design of this truss. 9) Graphical puffin representation does not depict the size or the orientation of the puffin along the top and/or bottom chord. Continued on Pace 2 ® WARNING - verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGEM17-7473 row. 1010312015 BEFORE USE Design valid for use only with MIleM9 connectors. ihis design is based only upon parameters shown, and Is for un Individual building component not a iniss system. Before use, the building designer must verify file oppllcablilfy of design parameters and property Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling or individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for slublilly and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication• storage, delivery. ereclion and bracing of trusses and trusssystems. seeANSI/TPI I Quality Criteria, DSB-69 and Best Building Component 6404 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street. Sulle 312. Alexandria. VA 22314. Tampa, FL 33610 M11392 I BHA I BOSTON HIP 7.64U s ID:_ktiGCA6bx7j2Syl HD; garage 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, 156 Ib down and 206 lb Lip at 11-0-12, 158 lb down and 206 lbup at 13-0-12, 158 lb down and 206 lb LIP at 15-0-12, 158 Ib down and 206 lb Up at 17-0-12, 158 lb down and 206 Ib up at 17-11-4, 15B lb down and 206 lb up at 19-11-4, 158 lb down and 2061b up at 21-11-4, 158 lb down and 206 lb up at 23-11-4, and 158 Ib down and 206 Ib up at 25-11-4, and 158 Ib down and 206 Ib LIp at 27-11-4 on top chord, and 373 Ib down and 236 Ib up at 7-0-0, 69 Ib down at 9-0-12, 69 Ib down at 11-0-12, 69 lb down at 13-0-12, 69 Ib down at 15-0-12, 69 lb down at 17-0-12, 69 lb down at 17-11-4, 69 lb down at 19-11-4, 69 lb down at 21-11-4, 69 lb down at 23-11-4, and 69 lb down at 25-11-4, and 69 Ib down at 27-11-4 on bottom chord. The design/selection of such connection device(s) Is the responsibility of others. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + 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=-118(F) 57=-118(F) 58=-118(F) 59=-118(F) 60= 118(F) 61=-11B(F) 62= 118(F) 63= 118(F) A WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED M7rEK REFERANCE PAGEMU-7473 rev. 1010312015 BEFORE USE Design valid for use only with MilekB connectors. This deslgn Is based only upon parameters shown, and Is for an Individual building component, not a InrSS system. Betore use. the building designer must verify file applicabliltyof design parameters and property Incorporate ails design Into nnlv. overall MiTek` building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing B always required for slaullly and to prevent collapus with possible personal Injury and property damage. For general guidance re the 6904 Parke East Blvd. fabrication, storage, delivery, erecllon and bracing of trusses and truss systerns, seeANSUIPtl Quality Criteria, DSB-89 and BCSI Building Component Tampa, FL 33610 Safety Information avallaue from Truss Plate institute, 218 N. lee Street. Suite 312. Alexandria, VA 22314. Truss Truss Type T Carbon fth 8 ex1 garage712151417 M113fl2 GRA HIP JQty ]7Ply71 1 Job Reference (optional) cnamaers puss, ron rrerce. rL .........e ..._................___...__...._.... --, -- --.- • ID:_kfiGCA6bx7i2Sy1HDXFw7ye3KX-t4pSzw1LA4A46QuLp?O3WW iQO_AvEkWUnguHyYptD r1 0-Q 7-0-0 14-11-0 21-5-2 28.0.0 35.0.0 $6.0-0 1.0 0 7.0.0 7-11-0 6.6-2 6.6-14 7-0.0 1-0.0 Scale = 1:61.8 4.00 F12 5x8 = 2x3 11 3x6 = 36 = 48 = 3 22 23 24 25 4 26 27 5 28 629 30 31 32 7 15 33 34 14 35 6x 3 = 36 37 38 1L39 11 40 41 ry 3x4 = 2x3 11 3x6 = 3x4 = 46 = 2x3 1, 3x5 = LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.94 Vert(LL) 0.21 10-12 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.67 Vert(TL) -0.39 10-12 >623 180 BCLL 0.0 ' Rep Stress Incr NO W B 1.00 Horz(TL) 0.11 8 n/a n/a BCDL 10.0 Code FBC20141TPI2007 (Matrix-M) Weight: 153 lb FT = 20". LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-1-10 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 5-11-6 or, bracing. WEBS 2x4 SP No.3 *Except* WEBS 1 Row at midpt 3-13, 6-13 4-13: 2x6 SP No.2 REACTIONS. (lb/size) 2=774/0-8-0, 13=3177/0-8-0, 8=1246/0-8-0 . Max 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) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1467/855, 3-22=-747/1318, 22-23=-747/1318, 23-24=-747/1318, 24-25=-747/1318, 4-25=-747/1318, 4-26= 747/1318, 26-27=-747/1318, 5-27_ 747/1318, 5-28— 747/1318, 28-29=-747/1318, 6-29= 747/1318, 6-30= 192011225, 30-31= 1920/1225, 31-32— 1920/1226, 7-32=-1920/1225, 7-8= 2869/1716 BOT CHORD 2-15_ 723/1342, 15-33=-732/1382, 33-34= 732/1382, 14-34_ 732/1382, 14-35=-732/1382, 13-35=-732/1382, 13-36— 1107/1920, 36-37=-1107/1920, 37-38=-110711920, 12-38=-1107/1920, 12-39=1524/2706, 11-39=-1524/2706, 11-40=-1524/2706, 40-41-1 524/2706, 1 D-41= 1524/2706, 8-10-1 513/2668 WEBS 3-15=-155/711, 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 root live loads have been considered for this design. 2) Wind: ASCE 7-10; VUIt=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15it; 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) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6.0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 516 lb uplift at joint 2, 1909 lb uplift at joint 13 and 799 lb uplift at joint 8. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Continued on page 2 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7479 rev. 101=015 BEFORE USE. Design valid for use only with MI1ek8 connectors. This design Is based only upon parameters shown, and Is for an individual building component not a truss system. Before me, the buildirrl7 designer must verify the oppilcabillty of design pararneteis and properly Incorporate this design Into the overall � building design. Bracing Indicated is to prevent bucking of individual truss web and/or chord members only. Additional lenrpormy and permanent bracing MiTek• Is always required for stubillty and to prevent collapse wtlh possible personal Injury and property damage. For general guidance regardling the fabrication, slorage, delivery, erection and bracing of Inmes and Truss systems, see-ANSI/TP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Trim Plate Institute. 218 N. Lee Street, Suite 312, Alexandria VA22314. Tampa, FL 33610 FJob Truss Truss ype My Ply 71 Coriton ith 8 err garage T12151417 92 --TA HIP 1 1 Job Reference o tional Chambers Truss, Fort Pierce. FL In: s Aug 16 2017 Mi Industries, Inc. Fri Sep 29 09:54:56 2017 Page 2 In: kfiGCA6bx7i2Sy1HDXFw7ye3KX-t4pSzw1LA4A46QuLp003WnrHfQO_AvEkWUnguHyYptE NOTES- 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 203 lb down and 329 lb up at 7-0-0, 90 lb down and 155 lb up at 9-0-12, 90 lb down and 155 lb up at 11.0-12, 90 lb down and 155 lb Lip at 13-0-12, 90 lb down and 155 lb up at 15.0-12, 90 lb down and 155 lb up at 17-0-12, 90 lb down and 155 lb up at 17-11-4, 90 lb down and 155 lb up at 19-11-4, 90 lb down and 155 lb up at 21-11-4, 90 lb down and 155 lb up at 23-11-4, and 90 lb down and 155 lb up at 25-11-4, and 203 lb down and 329 lb up at 28-0-0 on top chord, and 452 ib down and 263 lb up at 7-0-0, 63 lb down and 3 lb up at 9-0-12, 63 lb down and 3 lb up at 11-0-12, 63 lb down and 3 lb up at 13-0-12, 63 lb down and 3 lb up at 15-0-12, 63 lb down and 3 lb up at 17-0-12, 63 lb down and 3 lb up at 17-11-4, 63 lb down and 3 lb up at 19-11-4, 63 lb down and 3 lb up at 21-11-4, 63 lb down and 3 lb up at 23-11-4, and 63 lb down and 3 lb up at 25-11-4, and 452 lb down and 263 lb up at 27-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + 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 (Ib) Vert: 3— 147(B) 7=-147(B) 15= 452(B) 13=-40(B) 4=-90(B)10— 452(B) 22=-90(B) 23=-90(B) 24=-90(B) 26=-90(B) 27=-90(B)28=-90(B)30=-90(B) 31= 90(B) 32=-90(B) 33= 40(B) 34— 40(B) 35=-40(B) 36=-40(B) 37— 40(B) 38=-40(B) 39= 40(B) 40=-40(B) 41= 40(B) ® WARNING. Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MU-7473 rev. 1010312015 BEFORE USE � Design valid for use only Wirt MITeM connectors. This design Is based only upon parameters shown. and Is for an Individual brpdin© component, not a Inrss system. Before use, the building designer mini verify the appllcabillty of design parameters and property Incorporate this design Into the overall IVIiT�k` building design. Bracing Indicated Is to prevent buckling of Individuairss Ittweb and/or chord members only. Additional temporary and permanent bracing Is always requited for slabillly and to prevent collapse with possible personal injury and properly damage. For general gutdonce regarding the 6904 Parke Et Blvd.fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPII Quality Criteria, DSB-69 and BCSI Building Component Tampa. rkrk 3asast0 Safety Information available from Truss Plate Institute. 21014. Lee Street, Suite 312. Alexandria. VA 22314. o Truss rgss Type Ply 71 Carlton hh B ext garage T12151418 MI1392 it MONO TRUSS Juyt 8 i Job Reference o tional L I...J...,.1... i,.,. C•i Con 7a na•Sd-Sr. °n17 Psnw i Chambers Truss. Fort Pierce. FL I D:_kfiGCA6bx7j2Syl HDXFw7ye3Kx-t4pSzwl LA4A46OuLp?03W t1rUbOYHABvkW UnguHyYptD .1.0.0 _ 1.0-0 1.0.0 1-0.0 3x4 = Scale = 1:6.2 LOADING (pst) SPACING- 2-0-0 CS1. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.11 Vert(LL) -0.00 5 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.01 Vert(TL) -0.00 5 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight: 5 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc puffins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=10/Mechanical, 2=113/0-8-0, 4=4/Mechanical Max Horz2=48(LC 8) Max Upltft3— 5(LC 5), 2� 127(LC 8), 4= 2(LC 5) Max Grav3=11(LC 13), 2=113(LC 1), 4=11(LC 3) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft B=70ft; L=35fF 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 5 lb uplift at joint 3, 127 lb uplift at joint 2 and 2 lb uplift at joint 4. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ® wARNING - verify design parameters and READ NOTES ON THIS AND INCLUDED MI7EK REFERANCE PAGE M0.7473 rev. 10103,2015 BEFORE USE � Design valid for use only with MITekD connecters. This design Is based only upon parameters shown, and is for an individual building component, not a trusssystem. Before use. the building designer must verify the applicability of design parameleis and properly incorporale Ihls design into the overall Additional lempoi uy and permanent bracing MOW building design. &acing Indicated is to prevent buckling of Individual truss web and/or chord members only. Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fal-Acallon, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPII Quality Criteria, D68-89 and BCSI Building Component Safely Information avallable froin Truss Plate Institute, 218 N. Lee Street, Suite 312, Nexandrla, VA 22314. 6904 Parke East Blvd. Tampa, FL 33610 o Truss Truss Type Oty Ply 71 Carlton ith 8 exl garage T12151419 M11392 J3 MONO TRUSS B 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL 7.640 s Aug 16 2017 MITek Industries, Inc. F-n Sep 29 09:54:57 2011 rage 1 ID:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-MHNgAG2zxNlxkZTXMivl3?OfKpslvb9tl8XDRjyYptC 1-0-0 1 3-0-0 3x4 = LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/defl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.11 Vert(LL) -0.00 7 >999 240 TCDL 7.0 Lumber DOL 1.25 BC 0.09 Vert(TL) -0.01 4-7 >999 180 BCLL 0.0 " Rep Stress Incr YES W B 0.00 Horz(TL) 0.00 2 n/a n1a 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=58/Mechanical, 2=184/0-8-0, 4=31fMechanical Max Horz2=85(LC 8) Max Uplift3=-53(LC 8), 2= 149(LC 8), 4=-3(LC 8) Max Grav3=58(1-13 1), 2=184(LC 1), 4=44(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Scale = 1:9.6 PLATES GRIP MT20 244/190 Weight: 11 lb FT =0% BRACING - TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc puffins. BOT CHORD Rigid telling 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=151t; B=70ft; L=35fh eave=6fh 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 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 - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGEMU-7473 rev. 1010312015 BEFORE USE. ' Design valid for use only wlth MITekD connectors, lhls designs based only upon praormeters shown, and Is for an Individual bu0ding component, I-' a truss systern. Before use, the buildinc7 designer must verify the applicablIlty of design parameters and property Incorporate this design into the overall bullding design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Addilional temporary and permanent bracing MiTek° Mie Is always requited for stability and to prevent collapse wllh possible personal Injury and property damage. For general guidance regarding the storage. detivery, erection and bracing of IRJ$SeS and truss systems, seeANSi/TPII Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd.fabrication, Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 33610 Tampa, Job Truss Truss Type . Cty ly 71 Cerkon irh B ext garage T1215142D M11392 J5 MONO TRUSS 8 1 Job Reference (optional) Chambers Truss, Fort Pierce. FL 7.640 s Aug 16 2017 MiTek Industries, Inc. Fri Sep 29 09:54:57 2017 Page 1 I D:_kfiGCA6bx7j2Syl HDXFw7ye3KX-MHNgAG2zxNlxkZTXMiv13?ObOppHvb9tlBXDRjyYptC •1.0.0 5-0-0 1-0-0 5-0-0 Scale = 1:12.9 3x4 = r— 5-0-0 LOADiNG(psf) SPACING- 2-0-0 CSI. DEFL in (loc) Udeil Lid 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 SC 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 FBC2014lrP12007 (Matrix-M) Weight: 17lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (Ib/size) 3=100/Mechanical, 2=274/0-8-0, 4=47/Mechanical Max Horz2=123(LC 8) Max Uplift3=-96(LC 8), 2— 194(LC 8) Max Grav3=100(LC 1), 2=274(LC 1), 4=75(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BRACING- TOPCHORD Structural wood sheathing directly applied or 5-0-0 oc puriins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=7011t; L=35ft; eave=61t; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 96 lb uplift at joint 3 and 194 lb uplift at joint . 2. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGEMII.7473 rev. 10/03/2015 BEFORE USE Design valid for use only with Mtiekfl connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a trLW system. Before use. the building designer must verity the applicability of design parameters and properly Incorporate this design into the overall building design. Braclnrl Indicated Is to buckling of Individual buss web and/or chord members only. Additional temporary and permanent bracing MOW provent Is always required for stability and to prevent collapse with powlbie personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, efecfion and bracing of trusses and truss systems. seeANSI/TPIi Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke Goal Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312 Alexandria, VA 22314. Tampa. FL 33610 Job Truss cuss Type Ply 71 Carlton Rh B ext garage T12151421 M11302 J7 MONO TRUSS !Qty 24 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL 7.640 s Aug l6 2017 m11 ex nwusmus, 1110. " ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-MHNgAG2zxNIxkZTXMivl3?Od6pkbvb9tIBXDRjyYptC 7-0.0 i•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 FBC2014ITP12007 (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 Horz2=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. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Scale= 1:16.5 DEFL. in (loc) I/dell Ud PLATES GRIP Vert(LL) -0.06 4-7 >999 240 MT20 244/190 Vert(TL) -0.16 4-7 >520 180 Horz(TL) 0.01 2 n/a n/a Weight: 23 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BUT 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; B=701t; L=35ft eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 140 lb uplift at joint 3 and 240 lb uplift at joint 2. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used In the analysis and design of this truss. Q WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MDEK REFERANCE PAGE MO-7473 rev. 1010312015 BEFORE USE. Design valid for use only wilh Muck{) conneclors. This design is based only upon parameters shown, and Is for an Individual building component not a trim system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Info the overall building design. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and fxrmanant bracing MiTek Is always required for stability and to prevent collapse with possible personal Inluiy and property damage. For general guidance regarding the fabrication, storage. delivery, erection and bracing of trusses and truss systems, seeANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from iruss Nale institute, 210 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Flyy 71 Carlton hh 8 owl garage 15 T121422 M11392 KJ7 MONO TRUSS Ifty 4 1 - Job Reference (optional) ..... e.: c..., nn nn•en•ea Chambel5l❑ffiS. Fort F9er6e. FL ,...�...,,...y .--. X"-q .'-D"N...-_...__' ..._. ... __ __._ .._ _ _- ID_kfiGCA6bx7j2Sy1HDXFw7ye3KX-gTxDNc3cihCoLj2jwQOXbCxp4DAAe?ulzoGnz9yYpt8 -1-5-0 6-8-12 9-10.1 1-5-0 6-8-12 3-7-5 Scale = 1:21.1 :tx4 = 3X4 = 6.8.12 3-1-5 LOADING (psf) SPACING- 2-0-0 CSI. 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 Vert(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 FBC2014frP12007 (Matrix-M) Weight: 38lb- FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=134/Mechanical, 2=392/0-11-5, 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 (Ib) or less except when shown. TOP CHORD 2-3=-789/349 BOT CHORD 2-7=-469/746, 6-7=-469/746 WEBS 3-7=0/285, 3-6=-860/541 NOTES- 1) Wind: ASCE 7-10; VUIt=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=70ft; L=35fh 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 tit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 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 - Verify design parameters and READ NOTES ON THIS AND INCLUDED'MITEK REFERANCE PAGE 114I1.7473 rev. 1010312015 BEFORE USE Design valid for use only with MiTekel connectors, This design is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verily the applicability of design parameters and properly incorporate this design Into the overall truss only. Additional temporary and permanent bracing �/� Welk" building design. Bracing Indicated Is to prevent buckling of Individual web and/or chord members Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of IRISSCS and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and SCSI 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 Symbols Numbering System ®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. 0-1/1d' - I - For 4 x 2 orientation, locate plates 0-'10from 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) 1 2 3 TOP CHORDS 0 C O U a O JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. PRODUCT CODE APPROVALS ICC-ES Reports: ESR-1311, ESR-1352, ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. © 2012 MiTek® All Rights Reserved MiTek Engineering Reference Sheet: Mll-7473 rev. 10/03/2015 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. S. 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 comber for dead load deflection. 11. Plate type, size, orientation and location dimensions Indicated are minimum plating requirements. 12, Lumber used shall be of the species and size, and In oil 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 Criterio.