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HomeMy WebLinkAboutTrussLumber design values ate in accordance with ANSI/TPI 1 section 6.3 These truss designs'rely on lumber values established by others. MiTek �tioq RE: M11392 - 71 Carlton ith 8 ext garage Site Information: Customer Info: Wynne Dev Corp Lot/Block: Address: unknown City: St. Lucie County Project Name: M11392 Model Subdivision: State: FL File COPY MiTek USA, Inc. 6904 Parke East Blvd. Tam a FL 33 0-4115 70 Carlton 3 Bed Rear Porch 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, dated Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61 G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Seal# Truss Name Date 1 T9680939 A 10/17/16 2 T9680940 Al 10/17/16 13 1 T9680941 A2 1 10/17/16 1 4 T9680942 J A3 1 10/17/16 1 i 5 I T9680943 A4 1 10/17/161 6 IT9680944 A5 10/17/16 7 IT9680945 ATA 10/17/16 18 I T9680946 1 B 1 10/17/16 1 19 I T9680947 I BHA 10/17/16 1 10 T9680948 I GRA 1 10/17/16 1 11 T9680949 J 1 1 10/17/16 1 12 IT9680950 JJ3 10/17/16 13 IT9680951 J5 10/17/16 114 I T9680952 JJ7 10/1 In ti 115 I T9680953 J KJ7 1 10/17/16 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: Velez, Joaquin My license renewal date for the state of Florida is February 28, 2017. 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. OWN 1 VF�''i�o •C�c� ' • 68182 cc = .013 STATE OF :4U� 1*<[/�c i �/111111111�� Joaquin Velez PE No.68182 Mfrek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 17,2016 Velez, Joaquin 1 of 1 russ Truss Type Qty Ply 71 Carlton hh 8 ext garage T9680939 rM0151 392 A HIP 1 1 Job Reference (optional) r.�:r..� i.,,. t . r1n11] 1n•Aa•RR 9n1R pan. 1 • Chambers I NSs. Fort Tierce, FL -"" "' T'- ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-txlui?BjSnNdGJeBrbuHBd1 URUSBDMzfaLBU1CySYRJ 1-0-0 6-10-14 9-0-0 14-11-0 I 204.13 26-0-0 28-1-2 35-0-0 1-0-0 6.10-14 2-1-2 6.11-0 5-3.13 5-9-3 2-1-2 6-10-14 1-0-0-0 Scale = 1:61.9 4.00 12 4x8 = 2x3 11 3x6 = 2x3 11 9Yn 4 24 5 6 7 25 4x8 = 2x3 a 9 17 16 15 14 t3 1G 3x5 3x4 = 3x6 3x4 — 3x4 = 4x6 3x4 = 3x6 = = = = LOADING (psf) SPACING- 2-0-0 CSI. i DEFL. in (loc) Udell L/d PLATES GRiP TCLL 20.0 Plate Grip DOL 1.25 TC 0.49 I 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 BOLL 0.0 Rep Stress Incr YES WB 0.26 Horz(TL) 0.11 10 Na Na BCDL 10.0 Code FBC20141TP12007 (Matrix-M) Weight: 152 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 BOT CHORD WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1015/0-8-0, 15=575/0-8-0, 10=1108/0-B-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 16) FORCES. (lb) - Max. Comp./Max- Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2097/1237, 3-4-11356/1112, 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— 2172/1265, 9-10= 2353/1375 BOT CHORD 2-17-1062/1941, 16-17= 865/1738, 15-16-865/1738, 14-15= 1124/2176, 13-14=-1046/2067, 12-13— 1046/2067, 10-12-1188/2175 WEBS 3-17=-302/283, 4-17-112/324, 4-15-292/681, 5-15= 498/392, 8-12=-142/358 Structural wood sheathing directly applied or 4-2-5 oc purlins. Rigid ceiling directly applied or 6-6-14 oc bracing. 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., GCpf=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all'areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing. plate capable of withstanding 100 lb uplift at joint(s) except 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 - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MO.7473 rev. 1010312015 BEFORE USE. Design valid for use only with MITekGG connectors, fits design Is based only upon paramelers shown, and Is tot an Individual building component not a truss system. Before use. the building designer must verity the applicability of design parameeers and properly Incorporate this design Into the overall �/� p�p building design. Bracing indicated Is to prevent buckling of IndiVldLral truss web and/or chord members only. Additional temporary and permaneni bracing IYII GIC Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPIi Quality Criteria, DSE-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street Suite 312, Alexandria. VA 22.114, Tampa, FL 33610 ob Truss Truss Type " Ply 71 Carhon ilh 8 ext garage T9680940 M11392 Al SPECIAL L1. 1 - Job Reference (optional) Chambers Truss, Fort Pierce, FL r.nvv s npr .1 ,.. y.. , I D:_kfiGCA6bx7j2Sy1 H DXFw7ye3KX-L7JGwL9MD4VUtTDN PJQWjgaei um7yhBop?x1 BeySYRI r1.0:(•___ 8-6-0 11-D•0 1f 4-9.019.8.14 24-0-0-27.4.7___ 357- -0- 'I 0-0 8.6-0 2-6.0 3-9.0 4-11-14 4.3-2-3-4-7 7.7.9 -0-0 4.00 12 3x8 = LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 — %1, SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2014lrP12007 5x6 = 2x3 11 = 35x6 = x4 4 20 5 6 21 7 13 12 36 = 5x8 MT18HS= REACTIONS. (lb/size) 2=1366/0-8-0, 9=1332/0-8-0 Max Horz2= 117(LC 6) Max Uplift2=-834(LC 8), 9=-815(LC 8) 2.00 FIT Scale = 1:62.9 3x12 zz N 1C0 0 - r 16 6 CSI. DEFL. in (toe) Vdefl Ud PLATES GRIP TC 0.57 Vert(LL) 0.7211-12 >579 240 MT20 244/190 BC 0.89 Vert(TL)-1.5111-12 >279 180 MT18HS 2441190 W B 0.77 Horz(TL) 0.42 9 n/a n/a (Matrix-M) Weight: 155 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-7-15 oc purlins. BOT CHORD Rigid ceiling directly applied or 4-2-8 oc bracing. FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 Qb) or less except when shown. TOP CHORD 2-3=-2989/1742, 3-4=-2796/1682, 4-20=-2916/1774, 5-20=-2916/1774, 5-6=-2916/1774, 6-21 =4530/2576, 7-21=-4530/2576, 7-8=-5193/2889, 8-9=-5612/3215 BOT CHORD 2-13=-1521/2769, 12-13— 1301/2515, 11-12= 2065/3799, 9-11= 2966/5344 WEBS 3-13=-317/323, 4-13= 238/414, 4-12=-330/649, 5-12_ 262/236, 6-12=-10311619, 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=3.0psf; h=15fh B=70ft; L=35ft; eave=5ft Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 9 considers parallel to grain value using ANSIfrPI 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 Gt=lb) 2=834, 9=815. 9) "Semi -rigid pitchbreaks Including heels" Member end fixity model was used in the analysis and design of this truss. ® WARNING. Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MI1-7473 rev. 1010312015 BEFORE USE Design valid for use only with MiioW connectors. this design Is based only upon parameters shown, and Is for an Individual bW thing component, not a truss system. Before use, the building designer must verity the applicability of design parameters and properly Incorporale this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MOW Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabricalion, storage, dellvery, erection and bracing of busses and truss systerns, seeANSi/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty P y Ah 8ext garage�IiT9680941M11392 A2 SPECIAL 1 1Reference T71arkon o tional) Chambers Truss, Fort Pierce. FL 1­ s Apr ra Mon v- ,. 0..Ogg ID:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-pKse7gA_OdLVdoZyOxlG17naH5jh7Jy2fhbk4ySYRH 1.0-0 8-6-0 13-0-0 14-9.0 22.0.0 27-4-7 35-2-0 36-0•(� -0-01 8.6.0 r 4.6.0 1-9-0 ~ 7 3 0'�----I—�5-4-7 — 7-7-9 r1-0-0 4x5 = LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 20 SP No.3 5x6 = 3x4 = 5x6 = 4.00 ;12 4 20 5 21 6 3x4 = SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2014fTP12007 REACTIONS. (lb/size) 2=1366/0-8-0, 8=1332/0-8-0 Max Holz 2=136(LC 7) Max Upljft2= 834(LC 8), 8=-816(LC 8) 12 5x8 = 2,00 12 3x12 Scale = 1:62.9 CSI. DEFL. in (loc) Ildefl Ud PLATES GRIP TC 0.64 Vert(LL) 0.70 10 >600 240 MT20 244/190 BC 0.94 Vert(TL)-1.1410-19 >369 180 MT18HS 244/190 WB 0.84 Horz(TL) 0.40 8 n/a n/a (Matrix-M) Weight: 160 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-7-10 oc purlins. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3= 3004/1748, 3-4=-2812/1694, 4-20"= 2493/1570, 5-20= 2493/1570, 5-21=-3293/1951, 6-21=-3293/1951, 6-7— 5114/2850, 7-8=-5625/3250- BOT CHORD 2-13=-1527/2783, 12-13=-1183/2322, 11-12= 1314/2540, 10-11= 1708/3355, 8-10= 3001/5355 WEBS 3-13=-346/350, 4-13= 308/539, 4-12— 296/568, 5-12= 767/515, 5-11=-418/924, 6-11=-392/253, 6-10= 1159/2216, 7-10=-495/499 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-110; Vuit=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., 66p1=018; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at Joint(s) 8 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ito uplift at joint(s) except Qt=lb) 2=834, 8=816. 9) "Semi -rigid pitchbreaks Including heels" Member end fixity model was used in the analysis and design of this truss. © WARNING. Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11.7473 rev. 1010212015 BEFORE USE. Design valid for use only with MITekG connectors. This design Is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use. the building designer must verify The applicability of design prnameleis 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 feniporary and permanent bracing MOW is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabricalfon, storage, delivery, erection and bracing of trusses and fnrss systems, seeANSI/TPI1 Quality Criteria, DSE-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Sulle 312, Alexandria, VA 22314. Tampa. FL 33610 Job russ Truss Type ty Ply 71 Carlton 4h 6 ext garage T9680942 M11392 A3 (SPECIAL 1 1 Job Reference• o tional) Chambers Truss, Fort Pierce, FL 7.640 s Apr 19 2016 MiTek Industries, Inc. Mon Oct 1710:39:40 2016 Page 1 ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-pKse7gA_OdLVdoZyOxiG17poH5sh9Ey2fhbk4ySYRF 1-0- 8-6.0 15.0-0 20-0.0 24.6.8 27-4-7 _j 35-0-0 7.7-9 ti •-u-�+ 0-0 8 6-0 6 6-0 5-0-0 4-6.8 2-9-15 0-0 Scale: 3/16"=l' 4.00112 5x6 = 4x4 = 14 13 2x3 11 Sx6 = 3x12 = 3x6 = 2-00 F12 LOADING(psf) SPACING- 2-0-0 CSL DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.56 Vert(LL) 0.72 11 >586 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.93 Veri(TL)-1.1811-20 >357 1BO MT18HS 244/190 BCLL 0.0 ' Rep Stress incr YES WB 0.72 Horz(TL) 0.43 9 n/a n/a BCDL 10.0 Code FBC20141TP12007 (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 pudins. 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 rriidpt 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 25=-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= 2608/4968, 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=-956/1695, 8-11=-377/352 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASIDE 7-10; VUlt=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=70ft; L=35f1; eave=5ft; Cat. II; Exp C; Encl., GCpi=O.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 joints) 9 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Ut=lb) 2=834, 9=816. 9) "Semi -rigid pltchbreaks Including heels" Member end fixity model was used in the analysis and design of this truss. ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MREK REFERANCE PAGE MII.7473 rev. f 010312015 BEFORE USE ' Design valid for use only with MITek0 connectors. This design is based only upon parameters shown, and Is for an Individual building cornponenl, not a truss system. Before use, the building designer must verify the applicability of design paometers and property incorporate this design Into the overall Additional temporary and permanent bracing MOW building design. Bracing indicated into prevent buckling of Individual truss web and/or chord members only. is always required for stability and to prevent collapse wilh possible petsonal Injury and property damage. For general guidance tegarding the East e East Blvd. 6904 Parke fabrication, storage, delivery, erection and bracing of trusses and muss systems, see.ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandria, VA 22314.33610 Tampa, Job Truss russ ype Qty Ply 71 Carhon lih 6 ext garage T9680943 M11392 A4 SPECIAL 1 1 Job Reference Loptional)_ Chambers Truss, Fort Pierce, FL 7.640 s Apr 19 2016 MiTek Industries. Inc. Mon Oct 17 10:39:41 2016 Page 1 I D:_kfiGCA6bx7j2Syl H DXFw7ye3KX-HW OOKOBcliIC7nNm W kS_oFt_ZhR9QZn5GJQ8GXySYRC g.6.p14-9.0 17-0-0_ 8-0-Q __24.6-8 27.4-7o-v- 0.0 6-3-0 3 0 �1.0-0^ 6-6.8 ~ 2-9.15 7-7.9 -0-0 Scale: 3/16°=1' 3x6 = 4.00 12 5x6 = 4x6 = 2x3 11 6 7 16 15 4x8 2x3 11 5x8 = 2.00 F12 3x12 = Plate Offsets �XyYl f2:0-0-10,Edge [L%:'o-3-O,EdUel, 111:0-1-15.Edael LOADING (pst) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.56 Vert(LL) 0.78 13 >542 240 MT20 244/190 MT18HS 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.92 Vert(TL) -1.26 13-22 >333 180 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: 172 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 midpt 8-14 REACTIONS. (lb/size) 2=1365/0-8-0, 11 =1 333/0-8-0 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, 9-1O 5237/2955, 10-11=-5582/3192 BOT CHORD 2-16=-1513/2819, 15-16— 151312819, 14-15=-991/2102, 13-14=-2654/5036, 11-13=-2944/5310 WEBS 3-16=0/288, 3-15=-724/464, 5-15= 272/266, 7-14= 136/409, 6-14= 292/605, 6-15_ 293/403, 8-14=-3088/1750, 8-13=-937/1901, 10-13= 330/293 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=1511; B=70ft; L=35ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0-18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 11 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 gt=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. Q WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MR-7473 rev. 101OW015 BEFORE USE. ° Design valid for use only with Milek9 canneclors. Ills design Is based only upon parameters shown, and Is far an Individual building component, not a truss system. Before use, the building designer must veitfy the applicability of design paramelers and properly incorporate this design Into the overall building design. Bracing Indicaled Isla prevent buckling of individual buss web and/or chord members only. Addilional temporary and permanent bracing MOW Is always required for stability and to prevent collapsewith possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPII Quality Criteria, DSB•89 and SCSI Building Component 6904 Parke East Blvd. Safety Information avallahle from Truss Plate Institute, 218 N. Lee Street, Sulie 312. Alexandria. VA 22314. Tampa, FL 33610 T9680944 M11392 IA5 ISPECIAL I16 ID:_kfiGCA6 x jy w ye -mI_ 8-6.0 ' - -- 14-9-0 _ 11- 7 6 0 24-6-8 I 27-4-7 ; - 35.0.0 6.0- 1-0-0 8.6-0 ---- 6-3-0 2-9-0 7-0-8 2-9-15 7-7-9 -0-0 Scale=1:61.8 4.00 12 5x8 11 m 1 � r iM 0 14 14 2x3 11 5x10 = 3x12 3x6 = 2.00 F12 LOADING (pst) TCLL 20.0 TCDL 7.0 BCLL 0.0 " BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2014fTP12007 CSI, TC 0.79 BC 0.90 WB 0.61 (Matrix-M) DEFL. in (loc) I/dell Ud Vert(LL) 0.78 12 >540 240 Vert(TL) -1.59 12-13 >265 180 I Horz(TL) 0.43 10 n/a� n/a — PLATES GRIP MT20 244/190 MT18HS 2441190 Weight: 159lb FT=20% LUMBER- BRACING- 'Except' TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. TOPCHORD 2x4 SP M 31 1-4,8-11: 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 4-2-9 oc bracing. BOT CHORD 2x4 SP M 30 WEBS 1 Row at midpt 6-12 WEBS 2x4 SP No.3 "Except' 6-12: 2x4 SP M 30 REACTIONS. (lb/size) 2=1365/0-8-0, 10=1333/0-8-0 Max Horz2=179(LC 7) Max Uplift2=-834(LC 8), 10-815(11-13 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3035/1734, 3-4-2371/1407, 4-5=-2314/1421, 5-6-2329/1492, 6-7=-5329/3094, 7-8-5231/2969, 8-9= 5273/2968, 9-10=-5598/3190 BOT CHORD 2-14=-1515/2812, 13-14=-1515/2812, 13-21— 997/2050, 21-22=-993/2058, 12-22— 989/2072, 10-12=-2942/5328 WEBS 3-14=0/256, 3-13= 704/472, 6-13-235/512, 6-12— 1924/3461, 7-12-327/336, 9-12=-308/278 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=70ft; L=35tt; 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 ANSIIrPI 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=(b) 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. Verily design parameters and READ NOTES ON THIS AND INCLUDED MrrEK REFERANCE PAGE Mll-7473 rev. 1010312015 BEFORE USE. Design valld for use only with tvllTek6 connectois. This design Is based only upon parameters shown, and is for an Individual building component, not a truss sysfem. Before use, the building designer must verify file applicability of design prnameiers and property incorporate this design Into the overall pA T building design. (racing indicated Is prevent buckling of individual trussweb and/or chord members only. Additional temporary and permanent bracing LVIf eW Is always required for stability and to prevent collapse with possible personal Injury and properly damage. For general guidance regarding the e East Blvd. fabrication, storage, delivery. erection and bracing of trusses and Irtm systems, see.ANSI/TPI I Quality Criteria, DSB-89 and SCSI Building Component Tampa, 6904 Parke 33s Safety Information available from Truss Plate Instifule, 218 N. Lee Street. Wle 312. Alexandria, VA 22314. _ Jo russ Truss Type Qty Ply 71 Carhon ilh a ext garage !COMMON T9680945 M11392 7ATA j 5 1 Job Reference optional) nn°n nor n 1rea97a2 2oi6 Pace 1 Chambers Truss, Fort Pierce, FL ., �.r, ,.. _..... ......... ...___...__, ..._. _._.. _ _ -- - ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-mr_PYMCEW7u3kwyy4RzDLSCCE5tE97SFVyAhozySYRF 1-0-pp 6-4-0 12-11-0 17-6-0 22-1.0 26-8-0 35.0-0 �A 1 0-0~ B-4.0 4-7-0 �� 4-7-0 4-7-0 4-7-0 8-4-0 1.0.0 Scale = 1:60.8 �1 6 4.00 12 4x4 = 17 U ,Y 4x5 2x3 1! 4x8 = 3x8 = 2x3 AI = 05 = 3x8 = 06 = LOADING(psf) VSPACING- 2-0-0 CS1. DEFL in (loc) Udell 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 W B 0.48 Horz(TL) 0.15 10 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight:l6Glb FT=O% 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=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) 100.0Ib AC unit load placed on the top chord,17-6-0 from left end, supported at two points, 5.0-0 apart. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 1 O.Opsf. 6) Provide mechanical connection (by others) of trLISS to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=775, 10=775. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Q WARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED MlTEK REFERANCE PAGE 111I1-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MlleW conneclors. 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 applicablilty, of design parameters and properly Incorporate Hs design into the overall building design. Bracing Indicated Is 10 prevent buckling of individual truss web and/or chord members only. Addlflonal temporary and permanent bracing MiTek" Is always required for stabllily and to prevent collapse vAlh possible personal hijury and property damage. For general guidonce 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 frorn Truss Plate Insiltule, 218 N. Lee Street. Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job cuss Truss Type Qty Ply 71 or on ith 8 ext garage T9680946 M11392 B COMMON 2 t Job Reference optional) 7 640 s Apr 10 2016 MiTek industries. Inc. Mon Oct 17 10:39:43 2016 Page 1 Chambers Truss, Fort Pierce, FL P - Q ID:_ktiGCA6bx7j2Sy1 HDXFw7ye3KX-EvYnIiCsHJOvM4X8e9USugkOrVGsuZlOkcvgFgL�PpySYRE �1-�- Y--- 8-3-5 -i' 14-0-0 I 17-6-0 _ 2� 1-0-� 26-8.11 353-5 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 4.00 12 3x6 = 3x6 = 3x4 = 3x4 = 3x6 = 2x3 II 3x4 = 2x3 11 3x4 = LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.26 Vert(LL) -0.11 14-15 >768 240 TCDL 7.0 Lumber DOL 1.25 BC 0.27 Veri(TL) -0.18 12-23 >938 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.54 I Horz(TL) 0.03 10 n/a n/a BCDL 10.0 Code FBC20141rP12007 (Matrix-M) PLATES GRIP MT20 244/190 Weight: 149 lb 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 (ib) or less except when shown. TOP CHORD 2-3= 854/407, 9-10=-854/407 BOT CHORD 2-17=-262/771, 16-17=-262/771, 15-16=-2627771, 13-14=-262/751, 12-13= 262f751, 10-12=-262/751 WEBS 3-17=0/269, 3-15= 708/485, 5-15=-291/268, 7-14= 291/266, 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; Vu1t=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=7011; L=35ft; eave=5tt Cat. it; Exp C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads- 4)' This truss has been designed for a live load of 20.0psf 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 capablet 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) "Seml-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev. 10103/2015 BEFORE USE. This design Is based only upon parametersshown, and Is for an Individual building component. not Design valid for use only vAth MITek0 connector. a irus's systern. Before use, the building designer must verily the applicability of design parometers and properly Incorporate this design Into the overall building design. Biacing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional leinpoiary and permanent bracing ���®�, Is always required for stability and to prevent collapse vAlh possible personal Injury and property damage. for general guidance regarding the (Ind truss systems, SeeANSI/1PI1 Quality Criteria, DSO.89 and SCSI Building Component fabrication, storage, delivery, erection and bracing of tmSSBS a 6904 Parka East Blvd. Tampa, FL East Safety Information available from Truss Plate InOluife, 218 N. Lee Street. Suite 312. Alexandria. VA 22314.33610 ob Truss---�7russ Type Qty Ply 71 Carlton i1h 8 exi garage T9680947 111392 BHA i BOSTON HIP 1 1 Job Reference o tional) Chambers Truss, Fort Pierce, FL 7.640 s Apr 19 2016 Mi I ek Industries, Inc. Mon Oct 17 I 39 4 24 2016 Page i I D:_kfiGCA6bx7j2Syl HDXFw7ye3KX-i569z2DU1 d8m_E5LBs?hQtHVcuYtd?nYyGfotrySYF 15-60 21-6.0 1-0- 7-0-0 i 9.6-0 __. 11-6-0 13-6-0 1 -0 0 17.6 0 19-6.0 i21-0.0 23-6-0 25-6-0 28-0.0 r 35-0-0 36-0-0 1-0-0 7-0-0 2-6-0 �2.0-o i-2.00-tl6-�1.6-0' 2.0-0 2-a 1so o s• 2-0-0 2.0.0 2-s-o ' 7.0.0 1.0-0 Scale: 3116"=1' THIS COMPONENT IS TO BE USED IN TOP CHORD MUST BE BRACED BY END JACKS, CONJUNCTION WITH A RIGID DIAPHRAGM. ROOF DIAPHRAGM, OR PROPERLY CONNECTED THIS DIAPHRAGM MUST BE CAPABLE 4.00 r12 4x4 G = TRANSFERRING ROOF LOADS TO THE GROUND PURLINS AS SPECIFIED. WITH NEGLIGIBLE LATERAL DEFLECTIONS. 52 3x4 = 12 57�15 5`8 56 3x6 % 55 9 548 Sx12 i 53 4 6 I x6 — 3 11 14 17 59 20 3x6 60 P2 3x4 g 2`¢1 5x12 z� 26 19 1 23I 1� @27 35 42 43 34 44 b 3 45 46 47 48 32 49 31 50 51 30 3x6 = 6xB = 6x8 = 3x6 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 11defl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.51 Vert(LL) 0.09 35-38 >999 240 TCDL 7.0 Lumber DOL 1.25 BC 0.54 Vert(TL) -0.18 33-35 >953 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.62 Horz(TL) 0.04 28 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) LUMBER �' BRACWG- .2 2829 N 10 3x4 = PLATES GRIP MT20 2441190 Weight: 203 lb FT = 0% 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 joints) except 2=833(LC 17), 33=1803(LC 1), 32=1510(LC 1), 28=646(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or lessexcept when shown. TOP CHORD 2-52=-160711042, 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, 16-19=-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— 85511390, 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= 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=611; 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) Al 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 20.0psf 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. 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. ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIi-7473 rev. 10103/2015 BEFORE USE. _ Design valid for use only with IdITeWD connectors. This design is based orgy upon ryarameters shown. and Is tar an Individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters a id properly Incorporate ]his design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" Is always required for stability and 10 prevent collapse with possible personal Inlury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of fn15SeS and truss systems, seeANSi/TPI1 Quality Cdteda, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa. FL 33610 Jo ----� Truss Truss- ype Qty Ply 71 Carlton th 8 ext garage T9660947 M11392 BHA I BOSTON HIP. 1 1 Job Reference (optional) — 7 aen s Aar 19 Ima MiTak Industries. Inc. Mon Oct 17 10:39:44 2016 Page 2 Chambers Truss, Fort Pierce, FL • I D:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-i569z2D Ui d8in_E5LBs?hQtHVcuYtd?nYyGfotrySYR D 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, 15B lb down and 206 lb up at 9-0-12, 158 lb down and 206 lb up at 11-0-12, 158 lb down and 206 lb up at 13-0-12, 158 lb down and 206 lb up at 15-0-12, 158 lb down and 206 lb up at 17-0-12, 158 lb down and 206 lb 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 lb up at 25-11-4, and 158 lb down and 206 lb up at 27-11-4 on top chord, and 373lb down and 236lb up at 7-0-0, 69 Ito down at 9-0-12, 69 Ito down at 11-0-12, 69 lb down at 13-0-12, 69 lb 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 lb down at 27-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11) in the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 36-39=-20, 1-3= 54, 3-15=-54, 15-27= 54, 27-29=-54 Concentrated Loads (lb) Vert: 35=-373(F) 30=-23(F) 42=-23(F) 43= 23(F) 44=-23(F) 45=-23(F) 46=-23(F) 47— 23(F) 48=-23(F) 49— 23(F) 50=-23(F) 51=-23(F) 52=-169(F) 53= 118(F) 54=-118(F) 55= 118(F) 56=-118(F) 57= 118(F) 58=-118(F) 59_ 118(F) 60— 118(F) 61= 118(F) 62= 118(F) 63= 118(F) ® WARNING . Vodfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M I-7473 rev. 1010312015 BEFORE USE. � Design valid for use only with MI1ek6 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 hicorporale this design Into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTeW Is always required for stability and 10 prevent collapse with possible personal Inluiy and property damage. For general guidance regarding the e East Blvd. fabrlcatlon, storage, delivery. erection and bracing of trusses and truss systems, se.eANSIJTPti Quality Criteria, DSB-89 and BCSI Building Component Tampa, 6904 Parke East Safety Information available from truss Plate Institute. 218 N. Lee Street. Suite 312. Alexandria. VA 22314. Jp Truss Type oty Ply 71 Carhon hh B ext garage T9"0948 M11392 �GRA1HIP 1 1 Job Reference (otional n�. o �nAa nA4Tek InAuatriwc Inc Mnn Ocl 17 10:39,45 2016 Pace 1 Chambers I russ, ton coerce, I-L - - I D:_kfiGCA6bx7j2Sy1 H DXFw7ye3KX-AHgXAOEGowGdbOgXlZWwrz5gaflsOMM3hBwgOMPIySYRC 7-0.0 14.11-0 21.5.2 28.0-0 I 35.0-0 i-- o 1-D-0 7-0-0 7-11-0 6-6-2 6-6.14 7.0-0 1.0. Scale = 1 V.8 4.00 F12 5x8 = 2x3 II 3x6 = 3x6 = 3 22 23 24 25 4 26 27 5 28 629 30 31 32 4x8 = 7 15 33 34 14 35 6x10 _ 3x4 = 4x6 = 36 37 38 "39 11 40 41 3x4 3x6 = '- 2x3 1I 2x3 11 3x5 = = LOADING (psf) SPACING- 2-0-0 CS1. I DEFL. In (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.94 Vert(LL) 0.21 10-12 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.67 Vert(TL) -0.39 10-12 >623 180 BCLL 0.0 ' Rep Stress Incr NO WB 1.00 Horz(TL) 0.11 8 n/a n/a BCDL 10.0 Code FBC2014/TPI2607 (Matrix-M) Weight: 153 lb FT = 2096 LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-1-10 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 5-11-6 oc bracing. WEBS 2x4 SP No.3 *Except* WEBS 1 Row at midpt 3-13, 6-13 4-13: 2x6 SP No.2 REACTIONS. (lb/size) 2=774/0-8-0, 13=3177/0-8-0, 8=1246/0-8-0 Max Horz2=78(LC 7) Max Uplift2= 516(LC 8), 13=-1909(LC 8), 8=-799(LC 8) Max Grav2=778(LC 17), 13=3177(LC 1), 8=1246(LC 16) 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, 6-30-1920/1225, 30-31 =-1 920/1225, 31-32= 1920/1225, 7-32— 192011225, 7-8=-2869/1716 BOT CHORD 2-15= 723/1342, 15-33=-732/1382, 33-34=-732/1362, 14-34— 732/1382, 14-35=-732/1382, 13-35=-732/13B2, 13-36=-1107/1920, 36-37= 1107/1920, 37-3B=-1107/1920, 12-38=-1107/1920, 12-39= 1524/2706, 11-39=-1524/2706, 11-40� 1524/2706, 40-41= 1524/2706, 10-41— 1524/2706, B-10= 1513/2668 WEBS 3-15=165/711, 3-13= 280611663, 4-13= 848/795, 6-13=-3446/2082, 6-12=-87/648, 7-12=-835/507, 7-10— 177/660 NOTES- 1) Unbalanced roof live loads have been considered for this design.. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.0psf; h=15ft; B=70ft; L=35ft; 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) 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 ib 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. WARNING. Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 1111I.7473 rev. 1010312015 BEFORE USE � Design valid for use only with Mllek® connectors. TlAs design 6 based only upon parameters shown, and Is for an individual building component, not a truss system. Before use the building designer must verify file appflcaNilly of design Txlrarneters 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 Mi tr ®k' Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the l Blvd.e Eas fabrication. storage, delivery, erection and bracing of trusses and truss systems, see.ANSI/TPI1 Quality Criteria, DSB-89 and SCSI Building Component Tampa, 6904 Parke East 0 Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312. Alexandria VA 22314. Job Truss Truss Type Qiy P y 71 Carlton fth 8 ext garage T9680948 M11392 GRA HIP 1' 1 Job Reference o tional) Chombers Truss, Fort Pierce, FL 7.640 s Apr 19 2016 MiTek i'nduslries, Inc. Mon Ocf 17 10:39:45 2016 Page 2 ID: _ktiGCA6bx7j2Sy1 HDXFw7ye3KX-AHgXAOE6owGdbOgXIZWwz5gaflsOMM3hBwOMPIySYRC 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 Lip 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 LIP at 23-11-4, and 90 lb down and 155 Ito up at 25-11-4, and 203 lb down and 329 lb up at 28-0-0 on top chord, and 452 lb down and 263 lb up at 7-0-0, 63 lb down and 3 lb up at 9-0-12, 63 lb down and 3 lb up at 11-0-12, 63 lb down and 3 lb up at 13-0-12, 63 lb down and 3 lb up at 15-0-12, 63 lb down and 3 lb up at 17-0-12, 63 lb down and 3 lb up at 17-11-4, 63 lb down and 3 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 Lip at 25-11-4, and 452 lb down and 263 lb up at 27-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-3=-54, 3-7=-54, 7-9=-54, 16-19= 20 Concentrated Loads (lb) Vert: 3=-147(B) 7=-147(B) 15=-452(B) 13= 40(B)4=-90(B)10= 452(B) 22=-90(B)23=-90(B)24— 90(B) 26=-90(B) 27=-90(B)28= 90(B) 30=-90(B) 31= 90(B)32= 90(B} 33=-40(B)34=40(13) 35=-40(B) 36=-40(B) 37=-40(B) 38=-40(B) 39= 40(B)40=-40(B) 41=-40(B) ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED AIITEK REFERANCE PAGE MO-7473 rev. 1010312015 BEFORE USE. � Design valid for use only with MITek8 connectors, this design Is based only upon rMWarnelers 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 hie to this design Into the overall b �OT®k' brdiding design. Bracing Indicated Is to prevent budding of Individual IMrss Web and/or chordmembers only. Additional ternporaiy and permanent bracing Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guldcmce regarding the 6904 Padre East Blvd. fabrication, storage, delivery, erection and bracing of trusses and Muss systems, seeANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component Tampa. FL 33610 Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312, mexandda, VA 22314. Truss Type Qty Ply171:bR kon kh a ext garage T9680949 rJo,b7___]TWGjj_�� 1 MONO TRUSS 8 eference optional 10:29 AC 201e Pnno 1 Chambers Truss. Fort Pierce, FL 1-0-0 3x4 = ID_kfiGCA6bx7j2Syl HDXFw7ye3KX-eTEvOkFIZEOUDYFjJH29VIMyLiMY52_gQa8vxkySYRB Scale = 1:6.2 LOADING (psi) SPACING- 2-0-0 CSL DEFL. in (loc) Well Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TO 0.11 Vert(LL) -0.00 5 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.01 Vert(TL) -0.00 5 >999 180 BOLL 0.0 ' Rep Stress Incr YES W B 0.00 Horz(TL) 0.00 2 n1a n1a BCDL 10.0 Code FBC20141TP12007 (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,purlins. 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 Uplift3= 5(LC 5), 2=-127(LC 8), 4= 2(LC 5) Max Grav3=11(LC 13), 2=113(LC 1), 4=11(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.0psf; h=15tt; B=70ft; L=35ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) " This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girders) 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. Q WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED JWITEK REFERANCE PAGE M11.7473 rev. 1010212015 BEFORE USE. Design valid for use Doty with MifekID connectors. this design Is based only upon parameters shown, and Is for an individual building componenl, not a fruss syslem. Before rise, the bdlding designer must verify the applicability of design paromeleis and properly Incoipoiale this design Into the overnll building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and pennanenl bracing IM!Tel( Is always required for stablilly antl to prevent collapse with possible personal Injury and property damage. For general guldance regarding the fabrication, storage, delivery, erection and bracing of trusses and buss systems, seeANSI/1PI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312. Alexandria, VA 22314. Tampa. FL 33610 Job Truss Truss ype Qty Ply 71 Carlton flh s ex1 garage T9660950 M11392 J3 MOND TRUSS 6 1 Job Reference (optional) Chambers Truss, FortPierce, FL —' 7.640 s Apr 19 2016 Mi fek industries, Inc. Mon Oct 17 10:39.46 2016 Page 1 ID:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-eTEvOkFIZEOUDYFjJH29VIMyLiLK52_gQaBvxkySYRE 3-0-0 3x4 = Scale = 1:9.6 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Ildefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.11 Vert(LL) -0.00 7 >999 240 MT20 2441190 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 WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight: 11lb FT=O% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc puriins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=5B/Mechanical, 2=184/0-8-0, 4=31/Mechanical J Max Horz 2=85(LC 8) Max Uplift3= 53(LC 8), 2=-149(LC 8), 4=-3(LC 8) Max Grav3=58(LC 1), 2=184(LC 1), 4=44(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown NOTES- 1) Wind: ASCE 7-10; Vu1t=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opst; h=15ft; B=70f; L=35ft eave=61t; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been.designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) " This truss has been designed for a live load of 20.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. 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 WTEKREFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE. Design valid for use only with Miletr9 connectors. This design Is based only upon parameters shown, and is for an individual lwlldlng 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 (�A building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional fernporary and permanent bracing MiTeW Is always required for stablilty and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of tlusses and truss systes, seeANSf/TPI I Quality Criteria; 6904 Parke East Blvd. DSB-89 and BCSI Building Component Tampa, Parke 3ast o Safety Information available from Truss Plate Insiltule. 210 N. Lee Street. Suite 312. Alexandria. VA 22314. Job Tru S T rUSS ype f]ty P y 71 Corhon iih 8 exi garage T9680951 M11392 JS MONO TRUSS 8 1 Job Reference o tional —'_�.'�i, i,,,. nn,,., nor i7 1 n-ao•AA qm a aaaa i Chambers Truss, Fort Pierce, FL �.oY.....N,,a�..,.,,.,,,o�,..��— ----...._.__..___._._- . ID:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-eTEvOkFIZEOUDYFjJH29VIMuPiIJ52_gQaBvxkySYRB 1 0 0 r--. - 5-0-0 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.36 Vert(LL) -0.02 4-7 >999 240 TCDL 7.0 Lumber DOL 1.25 BC 0.28 Vert(TL) -0.04 4-7 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014(fP12007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 3=100/Mechanical, 2=274/0-8-0, 4=47/Mechanical Max Harz 2=123(LC 8) Max Uplift3— 96(LC 8), 2=-194(LC 8) Max Grav3=100(LC 1), 2=274(LC 1), 4=75(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Scale = 1:12.9 PLATES GRIP MT20 244/190 Weight: 17 lb FT = 0% BRACING- TOPCHORD Structural wood sheathing directly applied or 5-0-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=70ft; L=35fh eave=6ft Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tail 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 - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 01.7473 rev. 1010312015 BEFORE USE. Design valid for use only with WlekO connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss syslein. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chard members only. Additional temporary and permonenl bracing Miq ele Is always required for stabliily and to prevent collapse Win possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erecllon and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Tampa, FL 33610 ob russ Truss Type Oty Ply 71 Carhon Rh 8 ext garage T9680952 M11392 J7 MONO TRUSS 24 i Job Reference (qRtMiTek 7 640 s Apr 19 2016 MiTek Industries, Inc, Mon Oct 17 1039:47 2016 Page i industries. Chambers Truss, Fort Pierce, FL ' - ID:_ktiGCA6bx7j2Sy1 HDXFw7ye3KX-69oIb4FNKYW Lrigvt_Z02Wv5l6ZsgVE_tEtSUAySYRA __ 7-0.0 `-_ 1=ao �I� 7.0-0 --- 3x4 = LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.25 ( Vert(LL) -0.06 4-7 >999 240 TCDL 7.0 Lumber DOL 1.25 BC 0.58 I Vert(TL) -0.16 4-7 >520 180 BCLL 0.0 Rep Stress Incr YES W B 0.00 I Horz(TL) 0.01 2 n/a n/a BCDL 10.0 Code FBC2014fTP12007 (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 PLATES GRIP MT20 2441190 Weight: 23 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0.0 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASIDE 7-10; VUIt=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.0psf; h=15R; B=70ft; L=35ft; eave=6fh Cat. II; Exp C; Encl., GCpi=0.18; MIN FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 140 lb uplift at joint 3 and 240 lb uplift at joint 2. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. WARNING. verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11.7473 rev. 1010312015 BEFORE USE Design valid for use only with MiTek® connectors. lhls design Is based only upon paramelers shown, and Is for an individual building component, not a truss system. Before use, the bulking designer must verity the applicabllity of design parameters and properly incorporate this design Into the overall M�Tek� building design, Bracing Indicated Is to prevent buckling of Individual fruss web and/or chord members only. Additional lernporary and permanent bracing Is always required for stability and to prevent collapse with pow1ble personal Injury and property dornage, for general guidance regarding the 6904 Parke East Blvd. fabrication. storage, delivery, ereeflon and bracing of trusses and truss systems, seeANSVTPIi Quality Criteria, DSB•89 and BCSI Building Component Tampa, FL 33610 Safety Information available from Truss Plate Instlitrte. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Job Truss cuss Type Qty Ply 71 Carbon ith B ext garage 79680953 M11392 KJ7 MONO TRUSS 4 1 ` Job Reference o-,�Tional) Chambers Truss. Fort Pierce, FL 7.640 s Apr 19 2016 MIek Industries, Inc. Mon Oct 1710:39:47 2016 Page 1 ID:_kfiGCA6bx7i2Syl HDXFw7ye3KX-6golb4FNKY W Lrigvt_ZO2W v656fCgSk_f EtSUAySYR/ -1.5-0 6.8-12 , I 1.5.0 6-8-12 3-1-5 Scale - 1:21.1 3x4 = 3x4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Lid TCLL 20.0 Plate Grip DOL 1.25 TIC 0.18 I Vert(LL) -0.03 7-10 >999 240 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 WB 0.22 i Horz(TL) 0.01 5 n/a n/a BCDL 10.0 Code FBC2014JTP 12007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 REACTIONS. (Ib/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. (Ib) - 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 PLATES GRIP MT20 244/190 Weight: 38 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=70ft; L=35ft; eave=6ft; Cat. II; Exp C; Encl-, GCpi=0.1 B; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 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 (plf) 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 MI1­7473 rev. 1010312016 BEFORE USE � Design valid for use only with MIRAD 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 applleabIIity of design parameters and properly Incorporate this design Into the overall MOW design. Bracing Indicated Is to prevent buckling of IndIVIdLx11 truss web and/or chord members only. Additional temporary and permanent brcrc(n9 Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the i Blvd.fabrication, storage, delivery, erection and bracing of musses and truss systes6904 Parke East , seeANSUM11 Quality Criteria, DSB-89 and SCSI Building Component Tampa, Parke East 0 Safety Information available from Truss Plate Instillrte, 218 N. Lee Street, Suite 312. Alexandria. VA 22314. 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 0-1/0 from outside edge of truss. �m This symbol indicates the ® required direction of slots in connector plates. ` Plate location details available in MTek 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: ANSIITPII : 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, c O U a- O Numbering System 6-4-8 dimensions shown in ft-in-sixteenths (Drawings not to scale) 2 3 TOP CHORDS 8 7 6 5 JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT, CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. PRODUCT CODE APPROVALS ICC-ES Reports: ESR-1311, ESR-1352, ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 0 C O S U o_ 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 MiTek8 All Rights Reserved MiTel( MiTek Engineering Reference Sheet: MII=7473 rev. 10/03/2015 ® General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See SCSI. 2. Truss bracing must be designed by an engineer, For wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 5. Cut members to bear tightly against each other, 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1, 8. Unless otherwise noted moisture content of lumber Shall not exceed 19% at time of fabrication. 9, Unless expressly noted, this design Is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. 12, Lumber used shall be of the species and size, and In all respects, equal to or better than that specified. 13. Top chords must be sheathed or purlins provided at spacing indicated on design. 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. 17. Install and load vertically unless indicated otherwise. 18, Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone is not sufficient. 20. Design assumes manufacture in accordance with ANSI/TPI 1 Quality Criteria,