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mm W1 0 MiTek' Lumber design values'are in accordance with ANSI/TPl 1 section 6.3 These truss designs rely on lumber values established by others. A� RE: M11392 - 71 Carlton ith 8 ext garage MiTek USA, Inc. 6904 Parke East Blvd. Site Information: Tam a FL 3r%4115 Customer Info: Wynne Dev Corp Project Name: M11392 Model: 70 Carlton 3 Bedrog Rear Porch Lot/Block: Subdivision: File Copy 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, 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 G1 5-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. I Seal# Truss Natku. (1--I T9680939 I A L2 I T9680940 1 Al 10/17/16 13 I T9680941 A2 1 10/17/16 14 I T9680942 I A3 1 10/17/16 1 15 T9680943 A4 1 10/17/16 6 T9680944 A5 10/17/16 7 I T9680945 ATA 10/17/16 1 8 I T9680946 I B 1 10/17/16 19 I T9680947 J BHA 1 10/17/16 1 110 I T9680948 I GRA 1 10/17/16 11 I T9680949 1 J1 10/17/16 12 I T9680950 J J3 10/17/16 13 1 T9680951 J J5 10/17/16 1 14 I T9680952 1 J7 10/17/16 1 115 I T9680953 1 KJ7 10/17/16 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 jurisdictions) 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. � QUIN gyp• .... lF 4 68182 _o s : ; cc Z : 3 STATE OF :�IJJ i -4S,O N A` O% 1106 Joaquin Velez PE No.68182 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 17,2016 Velez, Joaquin 1 of 1 lob Truss Truss ype Qty Ply �7on Ih 8 ext garageT9680939A11392 A HIP 1 erence (optionall dhambers Truss, Fort Pierce, FL 7.640 s Apr 19 2016 MiTek Industries, Inc. Mon Oct 17 10:39:38 2016 Page 1 ID: kfiGCA6bx7i2Sy1HDXFw7ye3KX-brlui?8jSnNdGJeBrbuHBd1URUSBDMzfaLBUfCySYF �1 6 10-0 61014 9-0-0 14-11-0 20-2-13 26-0-0 28-1-2 i— 35-0-0 5-0.0 1-0-0 6-10-14 2-1-2 5-11-0 5-3-13 5-9-3 2-1-2 6.10-14 1-0.0 Scale = 1:61.9 4.00 12 4x8 = 2x3 I I 3x6 = 2x3 11 4 24 5 6 7 25 4x8 = 2x3 8 9 17 16 1b 14 13 3x5 3x4 = 3x6 3x4 = 3x4 = 4x6 _ 3x4 = 3x6 = = = 9-0-0 14-11-0 20-2-13 26-M 35-0-0 9-0-0 LOADING (psf) SPACING- 2-0-Q CSI. DEFL. in (loc) Vdefl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.49 Vert(LL) 0.58 12-14 >416 240 TCDL 7.0 Lumber DOL 1.25 BC 0.75 Vert(TL) -0.92 12-14 >262 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.26 Horz(TL) 0.11 10 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) 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=1108/0-8-0 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=-86511738, 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 PLATES GRIP MT20 244/190 Weight: 152 lb FT = 20% Structural wood sheathing directly applied or 4-2-5 oc pudins. 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. 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 100 lb uplift atjoint(s) except (jt=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. A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MITek® 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 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 p� 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/1PI1 duality 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 Qty Ply 71 Carkon ith 8 ext garage T9680940 M11392 Al SPECIAL 1 1 Job Reference (optional) D 7h1onn 1 Chambers Truss, Fort Pierce, FL t" " `" ""•"'^ """'" 03, ' " ' " ' "'" " ' ID:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-L7JGWL9MD4VUtTDNPJQWjgael um7yhBop?xi BeySYRI 1-0- 8-6-0 11-0-0 14-9-0 19.8-14 24-0-0 27-4.7 35.0-0 6-0- -0-0 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 F 1 5x6 = 2x3 II 3x4 = 5x6 = 20 5 6 21 7 Scale = 1:62.9 I� 0 1ch 13 12 3x8 = US 5x8 MT18HS = 3x12 = 2.00 12 10-0-0 14-9-0 24-6-8 35-" 10-0-0 4-9-0 9-9.8 103-8 Plate Offsets (X Y) f2'0 0 2 Edge1 f9.0-1-15 Edgel LOADING (pst) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.57 Vert(LL) 0.72 11-12 >579 240 MT20 244/190 TCDL 7.0 Lumber DO 1.25 BC 0.89 Vert(Q -1.51 11-12 >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 - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-7-15 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 4-2-8 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1366/0-8-0, 9=1332/0-8-0 Max Horz 2= 117(LC 6) Max Uplift2= 834(LC 8), 9=-815(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2989/1742, 3-4=-2796/1682, 4-20— 2916/1774, 5-20=-2916/1774, 5-6=-2916/1774, 6-21= 4530/2576, 7-21=-4530/2576, 7-8=-5193/2889, 8-9=-5612/3215 BOT CHORD 2-13=-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=-1031/619, 6-11=-332/886, 7-11=-763/1479, 8-11=-395/407 NOTES- 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=70ft L=35ft; eave=5ft Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 9 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=834, 9=815. 9) "Semi -rigid pitchbreaks Including heels" Member end fixity model was used in the analysis and design of this truss. 0 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI67473 rev. 10/012015 BEFORE USE Design valid for use only with MITek® connectors. 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 Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek` Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the 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 Truss Plate Institute. 218 N. Lee Street, Suite 312 Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 71 Carhon th 8 ext garage T96e0941 M11392 A2 SPECIAL 1 1 Job Reference (optional) 8hambsrsTruss, Fort Pierce, FL ,;iY H,..N,,_ ,,X"',�,.-_...._..._..___._._�_. ID:_kfiGCA6bx7j2Sy1 DXFw7ye3K-pKse7gA_OdLVdoZy0xlG17naH5jh7Jy2fhbk4ySYRH 1-0- 8-6.0 13-0-0 14-9-0 22-0.0 27-4-7 35-0-0 6-0- -o-0 8-6-0 4-6-0 1-9-0 7-3-0 5-4-7 7-7-9 •0-0 5x6 = 3x4 = 5x6 = 4.00 F12 4 20 5 21 6 12 3x4 = 5x8 = 4x5 = 2.00 12 Scale = 1:62.9 3x12 zz Plate Offsets (X Y) f2:0 2 14 Edgel f8.0-1-15 Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.64 Vert(LL) 0.70 10 >600 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.94 Vert(TL) -1.14 10-19 >369 180 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.84 Horz(TL) 0.40 8 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight: 160 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-7-10 oc pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1366/0-8-0, 8=1332/0-8-0 Max Horz2=136(LC 7) Max Uplift2= 834(LC 8), 8= 816(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3004/1748, 3-4=-2812/1694, 4-20=-2493/1570, 5-20— 2493/1570, 5-21=-3293/1951, 6-21— 3293/1951, 6-7= 5114/2850, 7-8=-5625/3250 BOT CHORD 2-13= 1527/2783, 12-13=-1183/2322, 11-12=-1314/2540, 10-11=-1708/3355, 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=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 for a 10.0 psf bottom chord live toad 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 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 (jt=1b) 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. 101032015 BEFORE USE. Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component not a muss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional tergporary and permanent bracing MOW Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPII Qualify 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 Qty Ply 1 Carhon hh 8 ext garage T9660942 M11392 A3 SPECIAL 1 1 [job Reference (optional) Chambers Truss, Fort Pierce, FL r.bau s Apr i s 20i b MiT ek mausiries, in, rviun „ui 17 1 G:3v:4v 4v r 6 rage r ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-pKse7gA_OdLVdoZyOxlG17poH5sh9Ey2fhbk4ySYRH 8-6-0 15-0-0 20-0-0 24-6-8 27-4-7 35-0-0 6.0- -0- B-6-0 6-6-0 5-0-0 4-6-8 2-9.15 7-7-9 -0-0 ail 6 3x6 = 14 2x3 11 4.00 12 5x6 = 13 5x6 = 4X4 = 2.00 12 Scale: 3/16°=l' 3x12 = 1 rn 0I r 6 8-6-0 14-9-0 20-0-0 24.6-8 35-" 8-6-0 6-3-0 5-31 4-6-8 10-5-8 Plate Offsets (X Y)-- (2:0-0-14 Edge) f8:0-3-0 0-3-0) (9:0-1-15 Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl 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 Vert(rL) -1.18 11-20 >357 180 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 FBC2014/TP12007 (Matrix-M) Weight: 160lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-7-7 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 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=-2608/4988, 9-11 _ 2954/5319 WEBS 4-14=0/283, 4-13=-746/496, 5-12=-282/657, 6-12= 285/598, 7-12=-2676/1489, 7-11=-956/1895, 8-11=-377/352 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASIDE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=70ft; L=35ft; eave=511; Cat. II; Exp C; Encl., 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 20.0psf 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) 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 Qt=lb) 2=834, 9=816. 9) "Semi -rigid pitchbreaks Including heels" Member end fixity model was used in the analysis and design of this truss. WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE Mf1.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MITekO 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 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 p� Y V Tek' 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/TPI1 Quality Criteria, DSB-89 and BCSf Building Component 6904 Parke East Blvd. Safety Information avallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 71 Carlton ith 8 ext garage T9680943 M11392 A4 SPECIAL 1 1 Job Reference o tional a Mi -- Ind„ 11— ion Mon nm 17 10-R9-41 9016 pane 1 CshambersTruss, Fort fierce, FL 'r "' '- - -- I D:_kfiGCA6bx7j2Syl H DXFw7ye3KX-HW QOKOBclilC7nNmW kS_oFf_ZhR9QZn5GJQ8GXySYRG 1-0- 8-6-0 14.9-0 17-0.0 8-0- 24-6-8 27-4-7 35-0-0 6-0- -0-0 8-6-0 6-3-0 2-3-0 -0-0 6-6-8 2-9-15 7-7-9 -0-0 3x6 = 4.00 12 5x6 = 4x6 = 2x3 11 6 7 16 15 4x8 = 2x3 11 5x8 = 2.00 F12 Scale: 3/16"=l' 3x12 Zz 8-6-0 14-9-0 18-0-0 24-6-8 35-0-0 8-6-0 63-0 r 3-" 6-6.8 10-5-8 Plate Offsets (X,Y) f2'0 0 10 Edge1 f9'0 3 0 Edgel f11.0-1-15 Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.56 Vert(LL) 0.78 13 >542 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.92 Vert(TL) -1.26 13-22 >333 180 MT18HS 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.96 Horz(TL) 0.46 11 n/a n/a BCDL 10.0 Code FBC2014[TP]2007 (Matrix-M) Weight: 172 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-7-7 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 8-14 REACTIONS. (lb/size) 2=1365/0-8-0, 11=1333/0-8-0 Max Horz 2=-1 75(LC 6) Max Upljft2=-834(LC 8), 11=-815(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3042/1732, 3-4=-2359/1412, 4-5=-2303/1426, 5-6_ 2334/1509, 6-7=-2154/1376, 7-8= 2314/1391, 8-9=-5195/2958, 9-10=-5237/2955, 10-11=-5582/3192 BOT CHORD 2-16=-1513/2819, 15-16=-1513/2819, 14-15=-991/2102, 13-14=-2654/5036, 11-13=-2944/5310 WEBS 3-16=0/288, 3-15=-724/464, 5-15=-272/266, 7-14=-136/409, 6-14= 292/605, 6-15=-293/403, 8-14=-3068/1750, 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; Vuit=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=70ft; L=35ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 11 considers parallel to grain value using ANSIITPI 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. A WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11111-7473 rev. 1010312015 BEFORE USE. � Design valid for use only with MITek0 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 properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek` Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and muss 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 Truss Truss Type Qty Ply 71 Carhon Rh 8 ext garage T9680944 rob 1392 AS SPECIAL 16 1 Job Reference o a ptional) oma os,.o � Chambers Truss, Fort Pierce, FL 7.640 & Apri a c� i v i.�1 � o� �� �,.us I ,..,, .,.,. , , ,....._.,_ __ . _ . _,_ . ID:_kfiGCA6bx7j2SylHDXFw7ye3KX-mi_PYMCEW?u3k W4RzDLSC5r5nn95WFVyAhozySYRF 111 1-0-0 14-9-0 17.6-0 24.6-8 1 27-4-7 35.0.0 36-0-0 8-6-0 6-3-0 2-9-0 7-0-8 2-9-15 7-7-9 �1-0-0' �1 6 3x6 = 4.00 12 5x8 II 14 13 2x3 5x10 = 2.00 12 Scale = 1:61.8 3x12 = IT1 � r 0 Plate Offsets (XY) f2:0 0 14 Edgel f8:0 3-0 Edgel f10:0-1-15 Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.79 Vert(LL) 0.78 12 >540 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.90 Vert(TL) -1.59 12-13 >265 180 MT18HS 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.61 Horz(TL) 0.43 10 n/a n/a BCDL 10.0 Code FBC2014fFP12007 (Matrix-M) Weight: 159lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 31 `Except` TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. 1-4,8-11: 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 4-2-9 oc bracing. BOT CHORD 2x4 SP M 30 WEBS 1 Row at midpt 6-12 WEBS 2x4 SP No.3 `Except` 6-12: 2x4 SP M 30 REACTIONS. (lb/size) 2=1365/0-8-0, 10=133310-8-0 Max Horz2=179(LC 7) Max Uplift2=-834(LC 8), 10— 815(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3035/1734, 3-4= 2371/1407, 4-5=-2314/1421, 5-6=-2329/1492, 6-7= 5329/3094, 7-8=-5231/2969, 8-9=-5273/2968, 9-10= 5598/3190 BOT CHORD 2-14=-1515/2812, 13-14=-1515/2812, 13-21=-997/2050, 21-22=-993/2058, 12-22=989/2072, 10-12=-2942/5328 WEBS 3-14=0/256, 3-13= 704/472, 6-13= 235/512, 6-12= 1924/3461, 7-12=-327/336, 9-12� 308/278 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=126mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=70ft; L=35ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Bearing at joint(s) 10 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Ot=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. A WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MrrEK REFERANCE PAGE MII-7473 rev. 10/032015 BEFORE USE. �� Design valid for use only with MITek® 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 properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek* Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality;Cdterla, 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 Truss ----JCOMMON Truss Type Qty Ply 71 CarNon Nh a ext garage T9680945 FJob 2 ATA 5 1 Job Reference (optional) �' in•ao-e9 vma Pater, � Chambers Truss, Fort Pierce, FL ,.. — . —1. — -- I- ,.,, , o� .,,���.,,�-. ,..-..-..... _-.... -.--..- -- . _ . I D:_kfiGCA6bx7j2Syl H DXFw7ye3KX-mi_PYMCEW?u3kwyy4RzDLSCCE5tE97SFVyAhozySYRF F1 0 q 8 4-0 12-11-0 17-6-0 22-1.0 26-8-0 _ 36.0-0 16-0-0 1-0-0 8-4-0 4-7-0 4-7-0 4-7-0 4-7-0 8-4-0 1 0 0 �1 O 4x5 = 4.00 FIT 4x4 = Scale = 1:60.8 17 15 14 " 2x3 11 4x6 = 3X8 = 2x3 11 4x5 = 3x8 = 4x6 = B-4-0 12-11-0 22-1-0 26-8-0 35-0-0 8-4-0 4-7-0 9-2-0 4-7-0 8-4-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.38 Vert(LL) 0.29 14-15 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.55 Vert(TL) -0.76 14-15 >550 180 BCLL 0.0 Rep Stress Incr YES WB 0.48 Horz(TL) 0.15 10 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight: 166 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-9-2 oc puffins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-3-9 oc bracing, Except: WEBS 2x4 SP No.3 8-6-0 oc bracing: 14-15. REACTIONS. (lb/size) 2=1399/0-8-0, 10=1399/0-8-0 Max Horz2=179(LC 7) Max Uplift2=-775(LC 8), 10=-775(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3164/1575, 3-4= 2677/1331, 4-5=-2606/1342, 5-24=-2680/1409, 6-24=-2629/1432, 6-25=-2629/1432, 7-25=-2680/1409, 7-8=-2606/1342, 8-9=-2677/1331, 9-10=-3164/1575 BOT CHORD 2-17— 1366/2936, 16-17� 1366/2936, 15-16=-1366/2936, 15-26=-745/1961, 26-27=-745/1961, 14-27=-745/1961, 13-14=-1366/2936, 12-13=-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 = 10.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=775, 10=775. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 1010312015 BEFORE USE. � Design valid for use only with MITekO 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 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 Wek` 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/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 71 Carton kh 8 ext garage T96SD946 M11392 B COMMON 2 1 Job Reference (optional) .. i..., KA,.., n.., » 1 o•Az m A Pon. 1 Chambers Truss, Fort Pierce, FL , ., .. z r, ,.. ID:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-EvinliCsHJOvM4XBe9USugkOrVGsu.._...._.. __... .. ZlO-kcvFLPySYRE 1 0 Q 8-3-5 14.0-0 17-6-0 21-0-0 26-8-11 35-0-0 $6-0-0 1-0-0 B-3-5 5-8-11 3-6-0 3-6-0 5-8-11 8-3-5 1-0-0' �1 O Scale=1:60.8 4.00 12 3x6 = 2x3 II 3x6 = 3x4 = 3x4 = 3x6 = 2x3 II 3x4 = 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl 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 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 FBC2014ITP12007 (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 pudins. 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. (Ib) - 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= 262/771, 15-16=-262l771, 13-14=-262/751, 12-13— 262f751, 10-12=-262/751 WEBS 3-17=0/269, 3-15=-708/485, 5-15=-291/268, 7-14=-291/268, 9-14=-708/485, 9-12=01269 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; 6=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) 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 = I O.Opsf. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 385 lb uplift at joint 2, 440 lb uplift at joint 15 , 440 lb uplift at joint 14 and 385 lb uplift at joint 10. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ® WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED bfITEK REFERANCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE. �� Design valid for use only with MITekO 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 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. Addilional temporary and permanent bracing Mii'ek` 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 system% weANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Informallon available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 71 Canton ith 8 ext garage T9680947 M11392 BHA BOSTON HIP 1 1 Job Reference (optional) I M O 117 10'39'44 2016 Pa e t Chambers Truss, Fort Pierce, FL 7.640 s Apr 19 2016 MiTek Industries, nc. on c g ID:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-i569z2DU1 d8m_E5LBs?hQtHVcuYtd?nYyGfotrySYRD 15-6-0 21-6-0 1-a 7.0-0 9-6-0 11-6-0 13-6-0 1 - 0 17-6-0 19-6-0 21-0-0 23.6-0 25-6.0 28-0-0 35-0-0 36-0- 1-0-0 7-0-0 2-s-o z-ao 2-0-0 -6 1-s o 2-0-o z-ao 1•s o o-s- z-ao z•o-o z-s o 7-0-0 1-0-0 Scale: 3/16"=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 OF PURLINS AS SPECIFIED. 4.00 12 4x4 = TRANSFERRING ROOF LOADS TO THE GROUND WITH NEGLIGIBLE LATERAL DEFLECTIONS. 3x6 5xl2 %53 4 6 3 52 �1 2 O 35 42 3x4 = 12 57 15 58 17 56 59 55 9 20 548 60 22 x6 = 3x4 11 16 19 1 23 d is 14 43 34 44 33 45 46 47 48 32 49 31 50 3x6 = 6x8 = 6x8 = 3x6 = 3x6 2�1 5x12 26 51 30 7-0-0 14-0-0 21-0-0 28-0-0 35-" 7-0-0 7-0-0 7-0-0 7-0-0 7-M Plate Offsets (X Y) f32:0 3 8 0-3-01 LOADING(psf) SPACING- 2-0-0 CS1. DEFL, in (loc) I/defl Ud 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 WB 0.62 Horz(TL) 0.04 28 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight: 208 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-6-13 oc 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. (Ib) - Max Horz2=179(LC 7) Max Uplift All uplift 100 lb or less at joints) except 2=-579(LC 8), 33=-1255(LC 8), 32=-1005(LC 8), 28= 446(LC 8) Max Grav All reactions 250lb or less at joint(s) 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 less except when shown. TOP CHORD 2-52=-1607/1042, 3-52=-1441/984, 3-53=-108/258, 27-63=-906/619, 28-63_ 1056/658, 3-5=-439/531, 5-7=-433/524, 7-10=-433/524, 10-11=433/524, 11-13=433/5241 13-14=-433/524, 14-16=-433/524, 16-18=-433/524, 18-19=-433/524, 19-21=-378/423, 21-23= 378/423, 23-25= 378/423, 25-27= 383/429 BOT CHORD 2-35=-880/1473, 35-42=-855/1390, 42-43= 855/1390, 34-43=-855/1390, 34-44=-855/1390, 33-44=-855/1390, 33-45=-386/402, 45-46=-386/402, 46-47=386/402, 47-48=-386/402, 32-48= 386/402, 32-49=-525/923, 31-49=-525/923, 31-50= 525/923, 50-51=-525/923, 30-51= 525/923, 28-30=-514/952 WEBS 3-35= 1681626, 27-30=0/430, 3-33- 1994/1462, 11-33_ 815l786, 19-32- 777/748, 27-32=-1400/992, 9-10=-465/455, 20-21=-464/455 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuit=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=70ft; L=35ft; eave=6ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 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 20.0psf 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 purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MTTEK REFERANCE PAGE M11-7473 rev. 10/03/201S BEFORE USE building component, not Design valid for use only with MITek® connectors. fits design Is based only upon parameters shown, and Is for an Individual overall a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing 11Ag p,, Is always required for 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/TPII 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 Qty Piy 71 Carlton ilh 8 ext garage T968D947 M11392 BHA BHIP OSTON 1 1 Job Reference o tional Chambers Truss, Fort Pierce, FL ri._.__... __.- . I D:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-i569z2DU 1 d8m_E5LBs?hQtHVcuYtd?nYyGfotrySYRD 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 Ib 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 Ib 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 373 lb down and 236 lb up at 7-0-0, 69 lb down at 9-0-12, 69 lb 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 - Verity design parameters and READ NOTES ON THIS AND INCLUDED MrTEK REFERANCE PAGE 11411-7473 rev. 10/032015 BEFORE USE �' Design valid for use only with MITek® 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 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 r�p A, IYi !Tell' Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, dellvery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 71 Carlton ith 8 ext garage T9680948 M11392 GRA HIP 1 1 Job Reference (optional) — �° om R �diTnL IndnMriee Inc Mon net 11 1n'39A5 2n16 Page 1 Chambers Truss, Fort Pierce, FL . -1. ,.. �..._ .• . _'....___...__, ..._...._.. __... . _._ _.- ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-AHgXAOE6owGdbOgXlzwwz5gaflsOMM3hBwOMPIySYRC 1 0 q 7 0 0 14.11-0 21.5-2 28-0-0 35-0-0 $6-0-0 i115.04. 15.0 7-0-0 7-11-0 6-6-2 6-6.14 7-0-0 1 0 0 4.00 12 5x8 = 2x3 11 3x6 = 3x6 = 22 23 24 25 4 26 27 28 629 30 31 32 48 = Scale = 1:61.8 15 33 34 14 35 6z10 __ 36 37 38 1439 11 40 41 r� 3x4 2x3 11 3x6 = 3x4 = 4x6 = 2x3 11 3x5 = = 7-0-0 14-11-0 21-5.2 28-" 35-0-0 7-0-0 7-11-0 6-6-2 6-6-14 7-0-0 Plate Offsets (X Y) f3:G-5 4 0 2 8j f7.0-5-4 0-2-01 LOADING (psf) SPACING- 2-0-0 CSi. 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/TPI2007 (Matrix-M) Weight: 1531b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-1-10 oc pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 5-11-6 oc bracing. WEBS 2x4 SP No.3 `Except` WEBS 1 Row at midpt 3-13, 6-13 4-13: 2x6 SP No.2 REACTIONS. (lb/size) 2=774/0-8-0, 13=3177/0-8-0, 8=1246/0-8-0 Max Horz2=78(LC 7) Max Uplift2=-516(LC 8), 13=-1909(LC 8), 8=-799(LC 8) Max Grav2=778(LC 17), 13=3177(LC 1), 8=1246(LC 18) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1467/855, 3-22=-747/1318, 22-23_ 747/1318, 23-24= 747/1318, 24-25— 747/1318, 4-25=-747/1318, 4-26— 747/1318, 26-27= 747/1318, 5-27=-747/1318, 5-28=-747/1318, 28-29=-747/1318, 6-29— 747/1318, 6-30=-1920/1225, 30-31— 1920/1225, 31-32=-1920/1225, 7-32=-1920/1225, 7-8= 2869/1716 BOT CHORD 2-15— 723/1342, 15-33= 732/1382, 33-34=-732/1382, 14-34= 732/1382, 14-35= 732/1382, 13-35=-732/1382, 13-36= 1107/1920, 36-37=1107/1920, 37-38= 1107/1920, 12-38=-1107/1920, 12-39=-1524/2706, 11-39= 152412706, 11-40= 1524/2706, 40-41=-1524/2706, 10-41 =-1 524/2706, 8-10=-1513/2668 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, 7-1 0=-1 771660 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuit=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=70ft; L=35ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 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. ® WARNING- Verity design parameters and READ NOTES ON THIS AND INCLUDED M/TEKREFERANCE PAGE Mll-7473 rev. 1010312015 BEFORE USE �' Design valid for use only with MITek® 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 properly Incorporate this design Into the overall Additional temporary and bracing Mi building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. permanent ig ek` 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/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, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type City Ply 71 Carhon th 8 ext garage T9680946 M11392 GRA HIP 1 1 Job Reference (optional) Chambers Truss, Fort Fierce, FL ID:_kfiGCA6bx7i2Sy1 HDXFw7ye3KX-AHgXAOE6owGdbOgXIZWwz5gaflsOMM3hBwOMPlySYRC 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 Ib down and 155 Ib up at 11-0-12, 90 lb down and 155 lb up at 13-0-12, 90 Ib down and 155 Ib up at 15-0-12, 90 Ib down and 155 Ib up at 17-0-12, 90 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 21r11-4, 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 Ib up at 28-0-0 on top chord, and 452 lb down and 263 lb up at 7-0-0, 63 Ib down and 3. Ib up at 9-0-12, 63 Ib down and 3 Ib up at 11-0-12, 63 Ib down and 3 ib up at 13-0-12, 63 Ib down and 3 Ib up at 15-0-12, 63 Ib down and 3 Ib up at 17-0-12, 63 Ib down and 3 Ib up at 17-11-4, 63 lb down and 3 lb up at 19-11-4, 63 Ib down and 3 Ib up at 21-11-4, 63 Ib down and 3 Ib up at 23-11-4, and 63 Ib down and 3 Ib up at 25-11-4, and 452 Ib down and 263 Ib up at 27-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Root Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-54, 3-7=-54, 7-9= 54, 16-19=-20 Concentrated Loads (lb) Vert: 3= 147(B) 7=-147(B) 15=-452(B) 13=-40(B) 4= 90(B) 10=-452(B) 22=-90(B) 23=-90(B) 24= 90(B) 26=-90(B) 27=-90(B) 28=-90(B) 30=-90(B) 31=-90(B) 32= 90(B) 33=-40(B) 34= 40(B) 35� 40(B) 36=-40(B) 37=-40(B) 38= 40(B) 39=-40(B) 40=-40(B) 41=-40(B) ® WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MlTek® 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 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 py '{ IYII ele 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/TPI1 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 •Job Truss Truss Type Qty Ply Carhon ith 8 ext garage T9680949 M11392 J1 MONO TRUSS 8 1 171 b JoRef ence (optional) er .. \I,... n,.t 17 1 n•�IP•AR �J(11 C Pine 1 Chambers Truss, Fort Pierce, FL '•�1—F. "�"'"'•"'_^"'�"""'•'""�"'"""'-"" ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-eTEvOkFIZEOUDYFjJH29VIMyLiMY52_gQaBvxkySYRB 1-0-0 1-0-0 Scale = 1:6.2 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.11 Vert(LL) -0.00 5 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.01 Vert(TL) -0.00 5 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(fL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014fTP12007 (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 Horz 2=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.Opsf; h=15ft; B=70ft; L=35ft; eave=6ft Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed fora 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 - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev. 101=015 BEFORE USE. �� Design valid for use only with MITek® 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 appllcabiilty of design parameters and property Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Addilional temporary and permanent bracing Mew 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/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Qty Ply 71 Carlton ith 8 ext garage T9680950 M11392 �J'3'Diii �=0110TTYRPUSS 6 1 Job Reference (optional) I M O t 17 10'39:46 2016 Pa e 1 mbers chaTruss, Fort Pierce. FL 1.640 s Apr 19 2016 MiTek Industnes, nc. on c g I D:_kfiGCA6bx7j2Sy1 H DXFw7ye3KX-eTEvOkFIZEO U DYFjJH29VI MyLiLK52_gQaBvxkySYRB 1-0-0 3-0-0 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Lid 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 WB 0.00 Horz(TL) 0.00 2 n1a rUa BCDL 10.0 Code FBC2014fTP12007 I (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=31/Mechanical Max Horz2=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. 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 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=0.18; 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 - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MIt-7473 rev. 10103,2015 BEFORE USE. �' Design valid for use only with MiTeM 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 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 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 Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria. VA 22314. Tampa, FL 33610 r Truss TrussType city Ply 71 Canton Rh 8 ext garage T9680951 rJob 392 JS MONO TRUSS 8 1 Job Reference (optional) ..:T— a.:ei., ne. . - Chambers Truss, Fort Pierce, FL ,..s„p ID:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-eTEv,OWiZEOUDYFjJH29VIMuPiIJ52_gQa8vxkyS YRB 1-0-0 1 5-0-0 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft 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 W B 0.00 Horz(TL) 0.00 2 Na n/a BCDL 10.0 Code FBC2014/TPI2007 (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 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 (Ib) or less except when shown. Scale = 1:12.9 PLATES GRIP MT20 244/190 Weight: 17 lb FT = 0 BRACING - TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc puffins. 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; 13=70ft L=35ft; eave=6ft; Cat. il; 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 96 lb uplift at joint 3 and 194 lb uplift at joint 2. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component• not a iruss system. Before use, the building designer must verify the appilcabiiity of design parameters and properly incorporate this design into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information avallable from Truss Plate Institute. 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type aty Ply 71 Carhon ith 8 ext garage T968D952 M11392 J7 MONO TRUSS 24 1 Job Reference (optional) .. AA,... n,a A -A -d7 F Panu 1 .Chambers Truss, Fort Pierce, FL ,. .-P, ,��..,.,,.,,, •••..• •.•-••__... ._.__... __._ . ID:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-6golb4FNKYWLrigvt_Z02Wv5t6ZsgVE_fEtSUAySYRA 7-0.0 1-0-0 7-0-0 Scale = 1:16.5 3x4 = 7-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.25 Vert(LL) -0.06 4-7 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.58 Vert(TL) -0.16 4-7 >520 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.01 2 n1a n1a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight:231b FT=O% 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 No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=144/Mechanical, 2=36510-8-0, 4=60/Mechanical Max Harz 2=161(LC 8) Max Uplift3=-140(LC 8), 2=-240(LC 8) Max Grav3=144(LC 1), 2=365(LC 1), 4=103(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.opsf; h=15ft; 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 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. A WARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIT-7473 rev. 10/012015 BEFORE USE. �� Design valid for use only with MITek® 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 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 p� Mire W 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/TPI1 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa; FL 33610 Job Truss Truss Type Oty Ply 71 Carhon hh 8 ext garage T9680953 M11392 KJ7 MONO TRUSS 4 1 Job Reference o tional QhambersTruss, Fort Pierce, FL , 6 Ti ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-6golb4FNKYW Lrigvt_ZO2Wv656fCgSk_fEtSUAySYRA 6-8-12 9-10-1 1-5-0 6-8-12 3-1-5 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 TCDL 7.0 Lumber DOL 1.25 BC 0.24 BCLL 0.0 ' Rep Stress Incr NO WB 0.22 BCDL 10.0 Code FBC2014ITP12007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=134/Mechanical, 2=392/0-11-5, 5=440/Mechanical Max Harz 2=192(LC 8) Max Uplift4=-133(LC 8), 2= 266(LC 8), 5=-232(LC 8) Max Grav4=161(LC 13), 2=392(LC 1), 5=442(LC 13) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-789/349 BOT CHORD 2-7=469/746, 6-7= 469/746 WEBS 3-7=0/285, 3-6=-860/541 Scale = 1:21.1 a 3x4 = DEFL. in (loc) I/deft Ud PLATES GRIP Vert(LL) -0.03 7-10 >999 240 MT20 244/190 Vert(TL) -0.07 7-10 >999 180 Horz(TL) 0.01 5 n/a n/a 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=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 133 lb uplift at joint 4, 266 lb uplift at joint 2 and 232 Ito 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 (pit) 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 MI1-7473 rev. 10/03/2015 BEFORE USE �' Design valid for use only with MITek® 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 properly Incorporate this design into the overall building design. Bracing Indicated Is to prevent buckling of Individual Truss web and/or chord members only. Additional temporary and permanent bracing MiTek* Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of Trusses and truss systems, seeANSVTPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information avallable from Truss plate Institute, 218 N. Lee Street, Suite 312, Alexandrla, VA 22314. Tampa, FL 33610 Symbols PLATE LOCATION AND ORIENTATION 3/4 Center plate on joint unless x, y offsets are indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. 0-'/1 d' For 4 x 2 orientation, locate plates 0-11rb" from outside edge of truss, This symbol indicates the required direction of slots in connector plates, " Plate location details available in MiTek 20/20 software or upon request. PLATE SIZE The first dimension is the plate width measured perpendicular 4 x 4 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. Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint number where bearings occur, Min size shown is for crushing only, Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. Numbering System 6-4-8 dimensions shown in ff in sixteenths 1 (Drawings not to scale) 1 2 3 TOP CHORDS 0 c O 2 U 0_ 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: Mil-7473 rev. 10/03/2015 A General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never 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 ff. 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.