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nj f SCAM ED BY t Lucie C®untY MiTek Lumber design values ate in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. �Mo. OND i� RE: M11392 - 71 Carlton ith 8 ext garage MiTek USA, Inc. Site Information: Tam Parke East Blvd. Tam a�FL 33 0-4115 Customer Info: Wynne Dev Corp Project Name: M11392 Model: 70 Carlton 3 Bedroortpi Rear Porch Lot/Biock: Subdivision: Address: unknown City: St. Lucie County State: FL Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: License #: Address: City: State: General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2014/TP12007 Design Program: MiTek 20/20 7.6 Wind Code: ASCE 7-10 [All HeighII Wind Speed: 165 mph Roof Load: 37.0 psf Floor Load: N/A psf This package includes 15 individual, Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61 G1 5-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Seal# Truss Name Date 11 T12151408 A 9/29/17 .I 2 1 T12151409 1 Al 9/29/17 13 1 T12151410 I A2 1 9/29/17 1 4 T12151411 1 A3 1 9/29/17 J 5 T12151412 A4 9/29/17 6 T12151413 A5 9/29/17 7 T12151414 AT_A_ 9/29/17 18 1 T12151415 1 B 1 9/29/17 19 1 T121514161 BHA 1 9/29717 10 1 T12151417 1 GRA 9/29/17 11 I T12151418 1 J 1 9/29/17 12 I T12151419 (J3 1 9/29/17 113 I T12151420 I J5 9/29/17 1 114 IT12151421 I J7 1 9/29117 f 115 1 T12151422 1 KJ7 1 9/29/17 1 Ron �, E cnpv L IF A V I The truss drawing(s) referenced above have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Chambers Truss. Truss Design Engineer's Name: Albani, Thomas My license renewal date for the state of Florida is February 28, 2019. IMPORTANT NOTE: The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdiction(s) identified and that the .designs comply with ANSIITPI 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 hot 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 ANSUTPI 1, Chapter 2. 1111"'r .�` A. q�e ENS' • ,92�'� 39380 :-0 T TE OF 11s/0N A1- ���1111111111. Thomas A. Mani PE No.39380, MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 29,2017 Albani, Thomas 1 of 1 r Truss Truss Type Ply Carlton fth B ext garage T12151408 T1 M392 A HIP 1 1 1 171 Job Reference (optional) Chambers Truss, Fort Pierce, FL 7.640 s Aug 16 2017 MiTek Industries, Inc. Fri Sep 29 09:54A7 2017 Page 1 I D:_kfiGCA6bx7j2Syl HDXFw7ye3KX-eMn24rwiIJ2MX1 icnckyfu_rxnliZOdPRb6h4lyYptM r1-0-Q 6-t2-14 9.0.0 14-11-0 20-2-13 26-0.0 , 21 1-2 , 35-0-0 36.0.0 r 1-0-0 6-10-14 2-1-2 5-11-D 5-3-13 5-9-3 2-1-2 6-10-14 4x8 = 2x3 If 3x6 = 2x3 11 4.00 r12 2x3 \\ 4 24 5 6 7 25 4x8 = 2x3 // Scale = 1:61.9 3x4 = 10 3x4 = 3x4 = 13 3x4 = 3x5 = 3x6 = 4x6 = 3x6 = r 9-0-0 14-11-0 _ 20-2-13 26-" 35.0-0 9-0.0 5-11-0 ^—f 5.3.13 5.9.3 .� 9-0.0 Plate Offsets (X,Y)-- [2:0-2-8,Edge], [4:0-5-4,0-2-01, [8:0-5.4,0-2-01, (10:0-1-6,Edge1 LOADING (pst) SPACING- 2-0-0 CSI. DEFL. In (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.49 Vert(LL) 0.58 12-14 >416 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.75 Vert(TL) -0.92 12-14 >262 180 BCLL , 0.0 ' Rep Stress Incr YES W B 0.26 Horz(TL) 0.11 10 nta n/a BCDL 10.0 Code FBC2014ITP12007 (Matrix-M) Weight: 152lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-2-5 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6.6.14 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1015/0-8-0, 15=575/0-8-0, 10=1108/0-8-0 Max Horz2=97(LC 7) Max Uplift2=-631(LC 8), 15— 333(LC 8), 10= 685(LC 8) Max Grav2=1015(LC 1), 15=596(LC 17), 10=1114(LC 18) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2097/1237, 3-4= 1856/1112, 4-24=-2176/1325, 5-24= 2176/1325, 5-6=-2176/1325, 6-7=-2176/1325, 7-25= 2176/1325, 8-25= 2176/1325, 8-9=-2172/1285, 9-10_ 2353/1375 BOT CHORD 2-17— 1062/1941, 16-17=-865/1738, 15-16=-865/1738, 14-15= 1124/2176, 13-14= 1046/2067, 12-13=-1046/2067, 10-12=-1188/2175 WEBS 3-17= 3021283, 4-17=-112/324, 4-15= 292/681, 5-15=-498/392, 8-12=-142/358 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15fh B=70ft; L=35ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tail by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb 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 - Verfly design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE AN-7473 rev. 1010312015 BEFORE USE Design valid for use only with MilekSD connectors. ihls design Is based only upon parameters shown, and Is for an Individual building component, not a Inns systern. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing Iryiicated Is to prevent buckling of Individual Ituss web and/or chord members only. Additional temporary and permanent bracing p� gld Is always rered for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regrading the IY1!Tek• fobticailon, storage, delivery, erection and bracing of trusses and truss systems. seeANSUTPI I Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Tuns Plate Institute. 218 N. Lee Street, Sulle 312, Alexandria. VA 22314. Tampa, FL 33610 Job Qty Ply 71 Corhonrlh B ext garage �Truss TrusssType T12151409 M11392 Al SPECIAL 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL 7.640 is Aug 16 2017 MiTek Industries, Inc. Fri Sep 29 09:54AB 2017 Page 1 ID_kfiGCA6bx7j2Sy1HDXFw7ye3KX-6YKRHBxK3cAD8BHoLKFBC5W7XBceILsZgFrFclyYptL 7-0• 8-6.0 11.0-0 14.9-0 19-8-14 24.0-0 27-4-7 35-0-0 6.0.0 1-0-0 8.6-0 2-8-0 3.0-0 4-11-14 4-3-2 3.4.7 7-7-9 -0-0 �1 6 3x8 = 4.00 12 2x3 \\ 5x6 = 2x3 II Sx6 = 3x4 = 4 20 5 6 21 7 13 12 3x5 = 5x8 MT18HS = 2.00 12 Scale = 1:62.9 3x12 ZZ 10.0-0 14-9-0 24-6-8 35-0-0 r 10.0.0 r 4-9-0 9.9-8 r 10-5-8 Plate Olfsels (X,Y)-- f2:0-0-2,Edgel, f9:0-1-15,Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.57 Vert(ILL) 0.72 11-12 >579 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.89 Vert(TL) -1.51 11-12 >279 180 MT18HS 244/190 BCLL 0.0 Rep Stress Iner YES W B 0.77 Horz(TL) 0.42 9 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (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=136610-8-0, 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=-2796/16B2, 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=-2968/5344 WEBS 3-13_ 317/323, 4-13=-238/414, 4-12=-330/649, 5-12= 262/236, 6-12— 1031/619, 6-11=-332/886, 7-11=-763/1479, 8-11� 395/407 NOTES- 1) Unbalanced 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; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live toads. 6) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6.0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 9 considers parallel to grain value using ANSI/fPI 1 angle to grain formula. Building designer should verity capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift atjoint(s) except Ut=1b) 2=834, 9=815. 9) "Semi-rlgid 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 MTTEK REFERANCE PAGE MI1•7473 rev. 10T7/2015 BEFORE USE Design valld for use only with MITeb8 connectors. this design Is based only upon parameters shown, and Is for an fndMdual building component, not a Inns system. Before use, the building designer roust verify the applicability of design parameters and property Incorporate It its 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 ��°f °e�° Is always required for stability and to prevent collapse wllh possible personal Injury and property damage. For general guidance regarding the fabrication. storage, delivery, erection and bracing of trusses and truss systems, 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 Slreel, Sulte 312. Alexandria VA 22314. Tampa, FL 33610 Qty Ply 71 Carbon irh a ext garage � �T_russ ' 7t2151410 MS1392 A2TTr—uss A2 PECI L PECIAL 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL 7.640 s Aug 16 2017 MiTek Industries, Inc. Fri Sep 29 09:54:48 2017 Page 1 ID:_MiGCA6bx7j2Syl HDXFw7ye3KX-6YKRHBxK3cADBBHoLKFBC5WzKBb?IKkzgFrFciyYptL r1-0-Q 8-6.0 13-0-0 14-9-0 22-0-0 27-4-7 35.0-0 36-0-0 i-0-0' 8.6.0 4.6-0 1-9-0 7-3-0 5.4.7 + 7-7-9 1-0 0 4x5 = 4.00 12 3x4 = 5x6 = 3x4 = 4 20 5 12 Sx8 = 2.00 Ft 2 5x6 = 21 6 10-0.0 r— 14-9-0 22-0-0 _ 24.6-8 35-0-0 10-0.0 4.9-0 7-3-0 2-6-8 —' 10 5 8 3x12 Scale = 1:62.9 LOADING(psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2014lrP12007 CSI. TC 0.64 BC 0.94 WB . 0.84 (Matrix-M) DEFL. in (loc) Well Ud Vert(LL) 0.70 10 >600 240 Vert(TL) -1.14 10-19 >369 180 Horz(TL) 0.40 8 n/a n/a PLATES GRIP MT20 244/190 MT18HS 244/190 Weight: 160 lb Fi = 20 % LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-7-10 oc purfins. 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 Upllft2=-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= 249311570, 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=-131412540, 10-11 =-1 708/3355, 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, 6-1O= 1159/2216, 7-10— 495/499 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=70ft; L=35fh 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 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 ANSYTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=834, 8=816. 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. WARNING • Vedly design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MlIelob connectors. this design Is based only upon parameters shown, and Is for an Individual building component• not o trUM system. Before rrse, 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 Wckifng 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 Nuty and property damage. For general guidance reganting Hie fabrication, storage, delivery, erection and bracing of trusses and huss systems, seeANSi/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information ovaltabte from Truss Plate Institute. 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job T'russ Truss Type Ply lton th 8 exl garageT12151411 FJb A3 SPECIAL T17 1 eference (optional) �54'50 2017 P 1 Chambers Truss, Fort Pierce, FL 7.640 s Aug 16 2017 MiTek industries, Inc. Fn Sep 29 09. . age ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX•3xSBityabEQxOVRBSkHfHWcLl7HcmG9rBZKMhdyYptJ _ 1-0• 8-6-0 15.0-0 20-0-0 24-6-8 27-4-7 35.0.0 6-0- -0.0' 8.6-0 G•6-0 5-0-0 4.6-8 2-9-15 7.7-9 •0- Scale: 3/16"=V 4.00 12 5x6 = 4x4 = 14 13 -... _ 3x6 = 2x3 II 5x6 = 3x12 = 2.00 12 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.56 Vert(LL) 0.72 11 >586 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.93 Vert(TL) -1.18 11-20 >357 180 MT18HS 2441190 BCLL 0.0 ' Rep Stress Incr YES WB 0.72 Horz(TL) 0.43 9 n/a n/a BCDL 10.0 Code FBC2014ITP12007 (Mack-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 2x4SPNo.3 WEBS 1 Row atmidpt 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: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=1511; B=70ft; L=35ft; eave=5f1; Cat. II; Exp C; Encl., GCpf=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) 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 100lb uplift at joint(s) except Qt=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 paramerers and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11.7473 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 budding component, not a truss system. Before Ilse, 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 lemporary and permanent braclrrg M!Tek" is always required for stability and to prevent collapse wilh possible personal injury and property damage. For general guidance regrading the fobdcatiom storage• delivery. erection and bracing of trusses and truss systerns, seeANSVTPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa. FL 33610 Job I fuss TypeT1215141ty P y 71 Carlton ith 8 exi garage F"Is"Al. 2 M11392 A4 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL, 7.64U s AUg 16 2U17 MI I eK Inauslrles, Inc, Fri Sep 29 M54:51 21.111 Page 1 1 D:_kfiGCA6bx7j2Syl H DXFw7ye3KX-X7OZvDzDMXYo?eONOSoupkBW oPevVii?MD4vD3yYptl _ 1-0- e•6-0 14-9.0 17.0.0 8.0.0 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 Scale: 3/16"=1' 4.00 12 Sx6 = 4x6 = 2x3 II 6 7 4x8 = 3x6 = 2x3 11 5x8 = 12 3x12 = 2.00 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d 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 Ven(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 FBC2014frP12007 (Matrix-M) Weiahl: 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=1333/0-8-0 Max Harz2=-175(LC 6) Max Uplift2=-834(LC 8), 11=-815(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3042/1732, 3-4=-2359/1412, 4-5=-2303/1426, 5-6=-2334/1509, 6-7= 2154/1376, 7-8= 2314/1391, 8-9— 5195/2958, 9-10= 5237/2955, 10-11=-5582/3192 BOT CHORD 2-16=-1513/2819, 15-16=-1513/2819, 14-15=-991/2102, 13-14= 2654/5036, 11-13= 2944/5310 WEBS 3-16=0/288, 3-15= 724/464, 5-15= 272/266, 7-14=-136/409, 6-14� 292/605, 6-15=-293/403, 8-14=-3088/1750, 8-13=-937/1901, 10-13= 330/293 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2pst; BCDL=3.Opsf; h=151t; B=7011; L=3511; 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 psi bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a -live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will tit between the bottom chord and any other members. 7) Bearing at joint(s) 11 considers parallel to grain value using 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=1b) 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 - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE h41F7473 rev. 1010312015 BEFORE USE. Design valid lot use only with MlrekMD connectors. This design is based only upon parameters shown, and Is for at Individual Wilding component, not a ifuss system. Before use, the buildirq designer must verify the opplicabllity, of design parameters and propertyincorporale this design Into the overall building design. Bracing indicated Is 10 prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTetc is always required for stability and io prevent collapse with possible personal injury and properly damage. For general guldcnce regarding the fabrication, storage- delivery, erection and bracing of trusses and truss systems• se.eANSi/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safely Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tarnpa, FL 33610 Job Truss Truss Type aty Ply 71 Carlton ith 8 exi garage T12151413 M11392 AS SPECIAL 16 1 Job Reference o floral eetTetr i,.,r„�r,ro� r"� Ga cam �a na•sns� �ni � Paoe 1 Chambers Truss, Fort Pierce. FLAug '" ""' ""' "" """""'"""""' ID:_kfiGCA6bx7j2SylHDXFw7ye3KX-?Jax7Z_r6rgfd ZZa9J7Mxhd4oyXEBQBbtpSIWyYpiH �0 Q 8-6-0 14-9-0 17-6.0 24-6-8 27-4-7 35.0-0 36-0.0 1-0-0 8-6-0 6-3-0 2-9-0 7-0-8 2.9.15 7.7-8 1 0 0 a' 0 3x6 = 4.00 Fl2 5x8 II 14 13 2x3 II Sx10 = 2.00 12 Scale = 1:61.8 3x12 zz tip I. 0 LOADING (pst) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdetl 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 W B 0.61 Horz(TL) 0.43 10 n/a n/a BCDL 10.0 Code FBC2014frP12007 (Matrix-M) Weight: 159 lb FT = 20% LUMBER - TOP CHORD 20 SP M 31 'Except' 1-4,8-11: 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3'Except* 6-12: 2x4 SP M 30 REACTIONS. (lb/size) '2=1365/0-8-0, 10=1333/0-8-0 Max Horz2=179(LC 7) Max Upiift2=-834(LC 8), 10= B15(LC 8) BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puriins. BOT CHORD Rigid ceiling directly applied or 4-2-9 oc bracing. WEBS 1 Row at midpt 6-12 FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3035/1734, 3-4=-2371/1407, 4-5= 2314/1421, 5-6= 2329/1492, 6-7=; 5329/3094, 7-8— 5231/2969, 8-9_ 5273/2968, 9-10=-5598/3190 BOT CHORD 2-14=-1515/2812, 13-14=-1515/2812, 13-21=-997/2050, 21-22=-993/2058, 12-22=-989/2072, 10-12=-2942/5328 WEBS 3-14=01256, 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=12Bmph; 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 = 10.00sf. 6) Bearing at Joint(s) 10 considers parallel to grain value using ANSlfrPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=834, 10=815. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 1010312015 BEFORE USE Design valid for use only with MifeW connectors. This design Is based only upon parameters shown. and is for an Individual bullding component not a truss system. Before use, the building designer must verity the applicability of design parameters and properly Incorporate this design Into the ovetail building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing �y T iYlf e[( I,, always required for stability and to prevent collapse wilh possible personal injury and property damage. For general guidance regarding the fabrlcation, storage, delivery. erection and bracing of trusses and irusssystems, seeANSi/TPII Quality Criteria, DSB-89 and SCSI 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 �— fuss ruses' s Type Oty Ply 71 Carlton ith 8 ext garage T12151414 M11392 'TA COMMON 5 1 Job Reference o tional 7 640 A 16 2017 MiTek Industries Inc Fit Sep 29 09.64.53 ev17 Page 1 Chambers Truss, Fort Pierce, Fl. s AU I D:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-TV8KKv9Tt9oW FyAm7tgMu9DvDCODzgcl gXZOlyyYptG q 8-4-0 12-11.0 17.6-0 22-1-0 26.8-0 _ 35-0•0 y3_,_ 1-0-0 . 8-4-0 - 4-7.0 4-7-0 4-7-0 4-7-0 8-4 0 1 0 0 4.00 j 12 4x4 = Scale = 1:60.8 4x5 4x5 2x3 11 4x6 = 3x8 = 2x3 II = = 3x8 = 4x6 = LOADING (psf) TOLL 20.0 TCDL 7.0 BOLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress incr YES Code FBC2014ITP12007 CSi. TO 0.38 BC 0.55 WB 0.48 (Matrix-M) DEFL. in ([cc) Weil Ud Veit(LL) 0.29 14-15 >999 240 Vert(TL) -0.76 14-15 >550 180 Horz(TL) 0.15. 10 n/a n/a PLATES GRIP MT20 244/190 Weight: 166 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-9-2 cc puffins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-3-9 cc bracing, Except: WEBS 2x4 SP No.3 8-6-0 cc 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=-136612936, 12-13=-136612936, 10-12=-1366/2936 WEBS 6-14=-459/928, 7-14=-264/197, 9-14= 531/397, 6-15=-459/928, 5-15=264/197, 3-15= 531/397 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDI_3.0psf; h=15ft; B=70ft; L=351t; eave=60; Cat. II; Exp C; Enci:, GCpl=0.18; MWFRS (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 (jt=1b) 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 MITEKREFERANCE PAGE MII--7473 M. 101031201E BEFORE USE: ' Design valid for use only with MllekID connectors. BVs design is based oNy upon parameters shown, and [slot an Individual Wilding component, not a IIUSS syslern. Before use, the brtlldtng designer must verity the applicability of design parameters and properly incorporate This design info the overall building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and 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 Bh�d. Safety Information avallable from Truss Plate Insidute. 218 N. Lee Sheet. Suite 312, Alexandria, VA 22314. Tampa, FL 33610 oT b ---- TrUss Truss Type Qly Ply 171 Carlton ilh 8 exl garage T12151415 M11392 B COMMON 2 1 rbers Truss, For[ Pierce. FL 7.640 s Aug 16 2017 MTek Industries, Inc. Fri Sep 29 09:54:54 2017 Page ID:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-xiiiYF?5eSwMs6lyhaMbRMm5gcogi6vR2AIZgO 1 0 Q 8-3-6 14-0.0 17-6-0 21-0-0 26-8-11 35-0-0 36-0.0 (1.0 8-3-5 5.8-11 3-6-0 3-6-0 5.8-11 8-3-5 1 0 6 �1 0 Scale = 1:60.8 4.00 12 3x6 17 1b ry is 2x3 11 3x6 = 3x4 = 3x4 = 3x6 = 2x3 11 3x4 = 3x4 = i 8-3-5 14-0-0 21-u-u za-o-ri r- 8.3.5 5-8-11 7-0.0 5.8-17 8.3-5^� Plate Offsets (X Y)16-0-3-0 Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.26 Vett(LL) -0.11 14-15 >768 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.27 Vert(TL) -0.18 12-23 >938 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.54 Horz(TL) 0.03 10 n1a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight- 149lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6.0-0 oc puffins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. 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=-4401:LC 8), 14=-440(LC 8), 10=-385(LC 8) Max Grav All reactions 250 lb or less at joint(s) except 2=625(LC 1), 15=822(LC 13), 14=817(LC 14), 10=625(LC 1) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3= 854/407, 9-10=-854/407 BOT CHORD 2-17= 262/771, 16-17=-262/771, 15-16= 262/771, 13-14=-262f751, 12-13=-262/751, 10-12= 262/751 WEBS 3-17=0/269, 3-15= 708/485, 5-15= 291/268, 7-14=-291/268, 9-14— 708/485, 9-12=0/269 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=70ft; L=3511; eave=5lt; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 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 - Verlry design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MR-7473 rev. 10103/2015 BEFORE USE. ' Design valid for use only with MITeWD connectots. This design Is based only upon parameters shown. and Is for an Individual building component, not a truss system. Before use, the brdld[ng designer musl verify the applicability of design pammgteis 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 MiTeW Is always recluked for stability and to prevent collapse wllh possible personal Injury and property damage. for general grddance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSf/TPl1 61ua[Ily Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Tnm Plate Institute. 218 N. Lee Street. Sullo 312, Alexandria, VA 22314. Tampa, FL 33610 ob'^� russ�1111-N ype Qty Ply 71 Carlton irh 8 ext garageT12151416 BHA HIP 1 1 Job Reference (optional) ..a., i" oa co., oa na•�e•ts gn17 Pa a 1 Chambers Truss, Fort Pierce, FL ...-.... __ __._ ID:_kfiGCA6bx7j2Sy1HDXFw7ye3KX-PuG4laOjPm2DUGK8Fltq aJCb04rRYxaHg27MryYptE 15-6-0 21-6-0 7-D-0 9-6.0 11-6-0 13-6-0 1 -0 0 17-6-0 19-6-0 21.0-0 23.6-0 25.6.0 28-0-0 35.0.0 1-0-0 7-0-0 2•fi•0 2-0-0 2.0-0 -6- 1-60 2-0.0 2.40 1-fi•0 -6- 2-0-0 2-0.0 2-6.0 7-0.0 Scale: 3/16"=l' 52 3x4 = 4.0D 12 4x4 = 12 57 15 58 17 56 3x6 % 555 9 48 5x12 % 6 53 4 x6 = 3 11 —5 7 �10 Lj 14 TOP CHORD MUST BE BRACED BY END JACKS, ROOF DIAPHRAGM, OR PROPERLY CONNECTED PURLINS AS SPECIFIED. 20 60 P2 3x6 -- t 216' 5x12 �1 26 23 35 42 43 34 44 � 45 46 47 48 ' 2' 49 31 50 51 30 3x6 = 6x8 — 6x8 = 3xG = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well 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 WS 0.62 Horz(TL) 0.04 28 n/a rda 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 beatings 0-8-0. (lb) - Max Horz2=179(LC 7) Max Uplift All uplift 100 lb or less at joint(s) except 2=-579(LC 8), 33=-1255(LC 8), 32_ 1005(LC 8), 28=-446(LC 8) Max Grav All reactions 250 lb or less at joint(s) except 2=833(LC 17), 33=1803(LC 1), 32=151 O(LC 1), 28=646(LC 1) FORCES. (Ib) - Max. 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, 7-1 O 433/524, 10-1 1=-433/524,11-13= 433/524, 13-14=-433/524,14-16=-433/524,16-18= 433/524,18-19=-433/524,19-21= 378/423, 21-23=-378/423, 23-25=-378/423, 25-27— 363/429 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— 366/402, 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= 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=42psf; BCDL=3.Opsf; h=15fh B=70fh L=35ft eave=6ft; 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 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) "Seml-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 9) Graphical pudin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. Continued on Paae 2 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MO.7473 rev. 1010312016 BEFORE USE. Et valid for use only with MllelaD conneclors. Itds design Is based only upon paramelers shown. and is for an Individual building component, not a irtm system. Before rue, the building designer rnust vedly the applicability of design rxtrameteis and property incorporate this design Into the overall building design. Bracing Indicated is to prevent txickling of individual buss web and/or chord members only. Additional lernporaly and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal Injury and properly damage. For general guidance regarding the fabrication, storage, delivery. erection and bracing of trusses and taus 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 ob Truss Truss Type Qty Ply 71 Cariron Rh 8 ext garage T12151416 Mi1392 BHA BOSTON HIP 1 1 Job Reference o tional Chambers Truss, Fort Pierce, FL 7.640 s Aug 16 2017 Mi I A Industries, Inc, Fri Sep 29 09:54:55 2017 Page 2 ID:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-PuG4laOjPm2DUGKBFltq_aJCb04rRYxaHg27MryYpIE NO-TES- 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 265 Ib down and 381 Ib up at 7-0-0, 158 Ib down and 206 Ib up at 9.0-12, 158 Ib down and 206 Ib up at 11-0.12, 15B Ib down and 206 Ib up at 13-0-12, 158 Ib down and 206 Ib up at 15-0-12, 158 Ib down and 206 Ib up at 17-0-12, 158 Ib down and 2061b up at 17-11-4, 158 Ib down and 206 Ib up at 19-11-4, 158 Ib down and 206 Ib up at 21-11-4, 158 Ib down and 206 Ib up at 23-11-4, and 158 Ib down and 206 Ib up at 25-11-4, and 15B Ib down and 206 ib Llp at 27-11-4 on top chord, and 373 Ib down and 2361b up at 7-0-0, 69 Ib down at 9-0-12, 69 Ib down at 11-0-12, 69 Ib down at 13-0-12, 69 Ib down at 15-0-12, 69 Ib down at 17-0-12, 69 Ib down at 17-11-4, 69 Ib down at 19-11-4, 69 Ib down at• 21-11-4, 69 Ib down at 23-11-4, and 69 Ib down at 25-11-4, and 69 Ib down at 27-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + 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 (Ib) 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=-1 18(F) 55=-1 18(F) 56=-118(F) 57=-118(F) 56=-118(F) 59_ 118(F) 60= 118(F)61=-116(F)62_ 118(F) 63_ 118(F) ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGEMII.7473 rev. 10/03/2015 BEFORE USE.� Design valid for use only with MI7ek6 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 appllcab0lty, of design paramelers and property Incogtorale this design into the overall n'Yek, building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only, Additional temporary and permanent bracing LY1 Is always reclu ffed for stability and to prevent collapse will possible personal Injury and property damage. for general guidance regarding the e East Blvd. fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/IPI I Quality Criteria, DSB-89 and BCSI Building Component Tampa, 6904 Parke 33610st Safety Information avoilable from it ss Plate Insllhtte, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. p russ i Truss Type Qty Ply Carlton ilh 8 ext garage T12151417 M11'392 JGRA HIP i 1 171 Job Reference (optional) cnamoersrruss• ran rierce,rL •DXFw ye3.K--•• ••zwi..A4A46Q.'L ID:_ktiGCA6bx7j2Sy1 HDXFw7ye3KX-t4pSzw1 LA4A460uLp?03W nrH100_Av EkW UnguHyYptD r1 0-Q 7-0-0 i 14-11-0 21-5-2 i 28.0-0 35.0-0 - 36-0-0 1.0 0 7-0-0 7.11.0 6-6-2 6-6-14 7-0-0 1-0.0 Scale = 1:61.8 4.00 12 5x8 = 2x3 11 30 = 3x6 = 48 = 3 22 23 24 25 4 26 27 5 28 629 30 31 32 7 15 13 33 34 14 35 6x10 = 36 37 38 1239 11 40 41 10 3x4 = 2x3 II 3x6 = 3x4 = 4x6 = 2x3 li 3x5 = 1-0 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (]or) I/dell Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TO 0.94 Vert(LL) 0.21 10-12 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.67 Vert(TL) -0.39 10-12 >623 180 BCLL 0.0 ' Rep Stress Incr NO W B 1.00 Horz(TL) 0.11 8 n/a . n/a BCDL 10.0 Code FBC2014fT P12007 (Matrix-M) Weight: 153 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-1-10 oc puffins. 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 midpl 3-13, 6-13 4-13: 2x6 SP No.2 REACTIONS. (lb/size) 2=774/0-8-0, 13=3177/0-8-0, 8=1246/0-8-0 Max Horz 2=78(LC 7) Max Uplift2=-516(LC 8), 13=-1909(LC 8), 8=-799(LC 8) Max Grav2=778(LC 17), 13=3177(LC 1), 8=1246(LC 18) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-14671855, 3-22=-747/1316, 22-23=-747/1318, 23-24=-747/1318, 24-25=-747/1318, 4-25— 747/1318, 4-26— 747/1318, 26-27=-747/1318, 5-27=-747/1318, 5-28=-747/1318, 28-29=-747/1318, 6-29= 747/1318, 6-30=-1920/1225, 30-31-1920/1225, 31-32-1920/1225, 7-32=192011225, 7-8= 2869/1716 SOT 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= Y 107/1920, 12-38=-1107/1920, 12-39=-1524/2706, 11-39=-1524/2706, 1)-40=-1524/2706, 40-41=-1524/2706, 10-41-1524/2706, 8-10_ 1513/2668 WEBS 3-15=-155f711, 3-13=-2806/1663, 4-13=-848/795, 6-13=-3446/2082, 6-12=-87/648, 7-12=-835/507, 7-10_ 177/660 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.0psf; h=15ft; B=70f1; L=35ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 516 lb uplift at joint 2, 1909 lb uplift at joint 13 and 799 lb uplift at joint 8. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Continued on page 2 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED M)TEK REFERANCE PAGE MI1-7473 rev. 1010312015 BEFORE USE. r wig , Design valid for use only with MlTeW connectors. This design Is txlsed only upon parameters shown, and Is tot an Individual building component, not a truss system. Before rise, the: building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bradng indicated Is to prevent buckling of individual truss web and/or chord membets only. Addilional temporary and permanent bracing MiTek` Is always required for staNilly and to prevent collapse with possNe personal Injury and property damage. rot general guidance regardling the fabrication, storage, delivery, erection and bracing of James and truss systems, seeANSI/TPI I 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 22314. Tampa, FL 33610 ob TrPuss Type Qty y 71 Carlton ilh B exl garage T12151417 M1192 GRA 1 Job Reference o toialrus5 7 640 s Au 16 2MiTek Industries Inc. Fri Sep 29 09:54:56 2017 Page 2 unimoers truss, Von mica, - ID: kfiGCA6bx7j2Sy1HDXFw7ye3Kx017-t4pSzw1LA4A46QuLp?03WnrHfQO_AvEkWUnguHyYptD NOTES- 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s)'203 Ib down and 329 Ib up at 7-0-0, 90 Ib down and 155 Ib up at 9-0-12, 90 Ib down and 155 Ib up at 11-0-12, 90 Ib down and 155 Ib 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, Ib down and 155 Ib up at 17-11-4, 90 Ib down and 155 Ib up at 19-11-4, 901b down and 155 Ib up at 21-11-4, 90 Ib down and 155 Ib up at, 23-11-4, and 901b down and 155 Ib up at 25-11-4, and 203 Ib down and 3291b up at 28-0-0 on top chord, and 452 Ib down and 263 Ib up at 7-0-0, 631b down and 3Ib Upat 9-0-12, 63Ib down and 3Ib 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, 631b down and 3 Ib up at 17-0-12, 63 Ib down and 3 lb up at 17-11-4, 63 Ib down and 3 Ib up at 19-11-4, 63 Ib down ancI 3 Ib up at 21-11-4, 63 Ib down and 3 Ib up at 23-11-4, and 63 Ib dowel and 3 Ib up at 25-11-4, and 452 Ib down and 263 Ib up at 27-1 T-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(6) 13=-40(B) 4=-90(6) 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(121)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. varlfy design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGEMR-7473 rev. 1010312015 BEFORE USE. DesIgn valid for use only with Mllek® connectors. this design is based only upon parameters shown, and Mot 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 lemporaty and permanent bracing MiTeW building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Is always required for stability and to prevent collapse with possible petsonal injury and property damage. For general guidance regarafing the Blvd. fabrication, storage. delivery, erection and bracing of trusses and truss systems, sec-ANSI/TPl1 Quality Criteria, DSB-89 and BCSI. Building Component e East Tampa, 6904 ParkeEast Safety Information available from Truss Plate Institute. 218 N. fee Street, Suite 312. Alexatldda. VA 22314. Truss Truss Type Qty Ply 71 Carhon Bh B ext garage1$92 rob712151416 J1 MONO TRUSS 8 1 Job Reference (optional) CA -GC 7a17 P-n e 1 Chambers Truss, Fort Pierce, FL ,.— . -..y " I , , . � o .., _.,,--...,".... `""r -- --•- ••-- -- .. I D:_kfiGCA6bx7j2Syl H DXFw7ye3KX-t4pSzwl LA4A46QuLp?03W t1rUbQYHABvkW UnguHyYplD -1-0-0 1-0-0 _ 1.0-0 1-0.0 Scale = 1:6.2 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.11 Vert(LL) -0.00 5 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.01 Vert(TL) -0.00 5 >999 180 BCLL 0.0 " Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight: 5 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (Ib/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. BRACING - TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc purlins. BOT CHORD Rigid cefiIng directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=42psf; BCDL=3.Opsf; h=15ft; B=70ft; L=35i1; 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 V411 fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 5 lb uplift at joint 3, 127 lb uplift at joint 2 and 2 lb uplift at joint 4. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ® WARNING. Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10,1732015 BEFORE USE Design valid for use only wllh MlekB 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 vedfy the applicability of design parameters and property Incorporato this design Into the overall building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional ternporary and permanent bracing MOW is always rectulred for sfablllty and to prevent collapse with possible personal injury and property damage. For general guidance regarding tho 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 available from Truss Plate Insltiuie. 218 N. Lee Street- Suite 312. Alexandria, VA 22314. Tampa, PL 33610 Truss Truss Type Oly ly 71 Carkon Bh 8 ext garage lf T1215192 7M0,1 J3 . MONO TRUSS 1 I8 Job Reference (optional)_ _ Chambers Truss, Fort Pierce, FL 3x4 = 7.640 s Aug 16 2017 MiTek Industries, Inc. Fri Sep 29 09:54:57 2017 Page 1 ID:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-MHNgAG2zxNIxkZTXMivl3?OtKpslvb9t18XDRjyYptC 3-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/detl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.11 Vert(LL) -0.00 7 >999 240 TCDL 7.0 Lumber DOL 1.25 BC 0.09 Vert(TL) -0.01 4-7 >999 180 BCLL 0.0 " Rep Stress Incr YES W B 0.00 Horz(TL) 0.00 2 n/a 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=58/Mechanical, 2=184/0-8-0, 4=31/Mechanical Max Horz2=85(LC 8) Max Upiift3— 53(LC 8), 2=149(LC 8), 4= 3(LC 8) Max Grav3=58(LC 1), 2=184(LC 1), 4=44(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Scale = 1:9.6 PLATES GRIP MT20 244/190 Weight: 11 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc puffins. BOT CHORD Rigid 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=7011; L=35f; eave=6ft; Cat. 11; Exp C; End., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 53 lb uplift at joint 3, 149 lb uplift at joint 2 and 3 lb uplift at joint 4. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MO-7473 rev. 10103ROIS BEFORE USE. Design voild for use only with MiTekio connectors. This design Is based only upon parameters shown. and Is for an individual building component not � a truss system. Before use, the bulding 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 MUM' 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. seeANSVTPI 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 ilh 6 ext garage T12151420 M11392 J5 MONO TRUSS 1 I8 Job Reference (optional) Chambers Truss, Fort Pierce, FL 7.640 s Aug 16 2017 MiTek Industries, Inc. Fri Sep 29 09:54:57 2017 Page 1 ID:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-MHNgAG2zxNlxkZTXMivl3?ObOppHvb9tlBXDRjyYptC 3x4 = / Scale = 1:12.9 LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (loc) I/deil Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.36 Vert(LL) -0.02 4-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.28 Vert(TL) -0.04 4-7 >999 180 BCLL 0.0 " Rep Stress incr YES WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014fFPI2007 (Matrix-M) Weight: 17lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purfins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=100/Mechanical, 2=274/0-8-0, 4=47/Mechanical Max Horz2=123(LC 8) Max 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. 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 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 paramefars and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE Design valld for use only with MllekT) connectors. This design is based only upon parameters shown, and Is for an Individual buRding component, not a irurss system. Before use, the building designer must verify the, applicability of design parameters and property Incoiporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Addlltonaf femporaiy and permanent bracing MiTek" Is always required for stability and to prevent collapse with possible personal Inf ury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of misses and truss systems, seeANSi/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information ova lable from Truss Plate Institute, 218 N. Lee Street. Sate 312, Alexandria. VA 22314. Tampa, FL 33610 b russ russl hype Oty Ply 71 Carlton th 8 ext garageT12151421 Pot1392 J7 MONOTRUSS 24 i Job Reference (optional) Chambers Truss, Fort Pierce, FL 7.640 s Aug 16 2017 MT es uwusures, mc. i P .. oo.��.:,, ... ao 1 ID:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-MHNgAG2zxNIxkZTXMivl3?Od6pkbvb9tIBXDRjyYptC .1.p.p 7-0-0 t.p-0 7.0.0 Scale = 1:16.5 3x4 = LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.25 Vert(LL) -0.06 4-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 SC 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 n/a n/a BCDL 10-0 Code FBC2014ITP12007 (Matrix-M) Weight: 23lb FT = O% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP N0.3 REACTIONS. (lb/size) 3=144/Mechanical, 2=365/0-8-0, 4=60/Mechanical Max Harz 2=161(LC 8) Max Uplitt3=-140(LC 8), 2= 240(LC 8) Max Grav3=144(LC 1), 2=365(LC 1), 4=103(LC 3) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BUT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; 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 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 - Verify design parameters and READ NOTES ON TRISAND INCLUDED MITEK REFERANCE PAGEMII-7473 rev. 1010312015 BEFORE USE Design valid rot use only with MllelvID connectors, This design Is based only upon parameters shown, and is for an Individual building component,.not a IfUSS system. Before use, the building designer must vedfy the applicability of design parameters aril property Incorporate this design Into the overall building design. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabflecilon, stomfle• 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 (russ Plate Institute, 218 N. Lee Street, suite 312. Alexandria, VA 22314. Tampa, FL 33610 b Yruss Truss Type Qty— II' y --- 71 Carlton eh a wd garage T72t51422 192 r", KJ7 MONO TRUSS 4 1 Job Reference (optional) Chambers Truss. Furl Pierce, FL r ug 16 cv i , i— o��, i "", r'" �•• • • u ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-gTxDNc3cihOoLj2jwQQXbCxp4DAAe?ulzoGnz9yYptB -1-5-0 6-8-12 9-10-1 1-5-0 "-12 3-1.5 3x4 = 6 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 FBC2014/rP12007 (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 Horz2=192(LC 8) Max Uplift4=-133(LC 8), 2— 266(LC 8), 5— 232(LC 8) Max Grav4=161(LC 13), 2=392(LC 1), 5=442(LC 13) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-789/349 BOT CHORD 2-7=-469/746, 6-7=-469/746 WEBS 3-7=0/285, 3-6=-860/541 Scale = 1:21.1 a 3x4 = DEFL. in (loc) I/defl 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°6 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;'VUIt=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=70ft; L=35ft; eave=6fh Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 133lb uplift atjoint 4, 266lb uplift at joint 2 and 232 lb uplift at joint 5. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-2=-54 Trapezoidal Loads (pif) Vert: 2=0(F=27, B=27)-to-4=-133(F=-39, B=-39), 8=0(F=10, B=10)-to-5=-49(F=-15, B=-15) ® WARNING - Verily design parameters and READ NOTES ON 7111S AND INCLUDED MITEK REFERANCE PAGEMII.7473 rev. 10/03/2015 BEFORE USE ' Design vaild for use only with M11ek@) connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. BefOFO use, the building designer must verify the applicability of design parameters and properly incorporate 111%design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual tnrssweb and/or"chord members ody. Additional temporary and permanent bracing MiTek* Is always required for stability and to prevent collapse wilh possible personal fnlury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DS8-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 IV. Lee Street. Suite 312. Alexandria. 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 ff-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. 0-1/11, - -I- For 4 x 2 orientation, locate plates 0-"O from outside edge of truss, This symbol indicates the required direction of slots in connector plates. ° Plate location details available in 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, 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/TPII : 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 ft-in-sixteenths (Drawings not to scale) 2 TOP CHORDS 5 JOINTS ARE GENERALLY NUMBEREDAETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS, PRODUCT CODE APPROVALS ICC-ES Reports: ESR-1311, ESR-1352, ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 0 c O 2 U a O Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. © 2012 MiTek® All Rights Reserved MiTek Engineering Reference Sheet: Mll-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 s¢e, 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.