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TRUSS 1-5-19
Lumber design:values are in accordance with ANSI/TPI 1 section 6.3 These truss designs "rely on lumber values established by others. MiTek' RE: M11392 - 71 Carlton ith 8 ext garage , MiTek USA, Inc. I�ECEIVE?(<� 6904 Parke East Blvd. Site Information: Tam a�FL 33 0 4115 Customer Info: Wynne Dev Corp Project Name: M11392 Model: 70 Carlton 3 Bed too Rear Porch Lot/Block: Subdivision:'�'U?f��-nrnent fit. Luc•ir: < n�;nty 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: FBC2014,1fP12007 Design Program: MiTek 20/20 7.6 Wind Code: ASCE 7-10 [All HeighIl Wind Speed: 165 mph Roof Load: 37.0 psf Floor Load: N/A psf This package includes 15 individual, Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. �No. Seal# Truss Name I Date 1 T12151408 1 A 9/29/17 12 _ � T12151409 Al 9/29/17 13 1 T12151410 1 A2 19/29/17 1 4 T12151411 A3 9/29/17 5 T12151412 A4 9/29/17 �'6 ( T12151413 1 A5 9/29/17 �7 T12151414 A_TA _ 9/29/17 8 I T12151415 1 B 19/29/17 1 19 1 T12151416 1 BHA 9/29/17 10 I T12151417 1 GRA 9/29/17 11 1 T12151418 1 J1 19/29/17 1 12 I T12151419 J3 9/29/17 13 T12151420 � J5 19/29/17 1 14 I T12151421 j J7 9/29/17 _J 15 J T12151422 1 KJ7 19/29/17 1 (-712,-01571 ST. LUCIE COUNTY BUILB.lN^ DINTISION REVIEWED FOR COW4, IANCE r n REVIEWED BY j ��C1 DATE PLANS AND P.10MT ARJ OR NO INSPECTION Wn The truss drawing(s) referenced above have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Chambers Truss. Truss Design Engineer's Name: Albani, Thomas My license renewal date for the state of Florida is February 28, 2019. IMPORTANT NOTE: The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdiction(s) identified and that the .designs comply with ANSI/TPI 1. These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes), which were given to MiTek. Any project specific information included is for MiTek's customers file reference purpose only, and was not taken into account in the preparation of these designs. MiTek has not independently verified the applicability of the design parameters or the designs for any particular building. Before use, the building designer should verify applicability of design parameters and properly incorporate these designs into the overall building design per ANSI/TPI 1, Chapter 2. J r • 380 . - _ -0' cc 13 S TA E OF : 4U ,,Fs ,0R� Thomas A. Albani PE No.39360 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 29,2017 File COPYAlbani, Thomas 1 of 1 Job Truss Truss Type Qty Ply 71 Carkon ith 8 aid garage T12151408 M11392 A HIP ' i 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL 7.640 a Aug 16 2017 Walk Industries, Inc. Fri Sep 29 09:54A7 2017 Page 1 1D:_kfi(3CA6bx7j2Syl HDXFw7ye3KX-eMn24rwiIJ2MXlicnckyfu,-rxnliZOdPRb6h4lyYptM r1-0-Q 6.10-14 9-0-0 14-Y1-0 20-2.13 26-0-0 28.1-2 , 35-0.0 36.0-Q 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 4.00 12 4X8 2x3 I I 3X6 = 2x3 11 2X3 \\ 4 24 5 6 7 25 4x8 = 2x3 // Scale = 1:61.9 N 16 1 L2 tctr O 3x4 = ro 3x4 = 3x4 = ra 3x4 = 3x5 = 3x6 = 4x6 = 3x6 = 9-0-0 LOADING (pst) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2014ITP12007 CSI. TC 0.49 BC 0.75 W B 0.26 (Matrix-M) DEFL. in (loc) Well Ud Vert(LL) 0.58 12-14 >416 240 Vert(TL) -0.92 12-14 >262 180 HOrZ(f L) 0.11 10 n/a n1a PLATES GRIP MT20 244/190 Weight: 152 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-2-5 oc purfins. 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. CompJMax. 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, T25= 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=-302/283, 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=15f1; B=7011; L=35ft; eave=5ft: Cat. II; Exp C; Encl., GCpl=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding: 4) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=631, 15=333, 10=685. 7) "Semi -rigid pitchbreaks Including heels" Member end fixity model was used In the analysis and design of this truss. ® WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MO-7473 rev. 10/03/2015 BEFORE USE ors. This design Is based only upon pameters shown, and Is for an Individual building component, not Design valid for use only with Wake connectparameters a truss system. Before use, the building designer must verify the applicablilty of design parameters and property Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of individual Buss web and/or chord members only. Addilional temporary and permanent bracing MiTek" Is always required for slablllty and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, dOlvery, erection and bracing of trusses and inrss systems, seeANSI/TPI1 Quality Criteria, DSB49 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 �IlTruss 'IIITruss Type Qty TII�iy=ptional) garage 11 T12151409 Mi 1392 1 IAt (SPECIAL I Chambers Truss.' Fort Pierce, FL 7.640 s Aug 16 2017 MiTek Industries, Inc. Fri Sep 29 09:54:48 2017 Page 1 ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-6YKRHBxK3cADBBHoLKFBC5W?XBcelLsZgFrFclyYptL 1-0• 8-6.0 11-0-0 14-9-0 19-8-i4 24-0-0 27.4.7 35.0.0 -0-0 8-6-0 2-6-D 3•g-0 4.11-14 4-3.2 3-4.7 7-7.9 -0-0 6 3x8 = 4.00 12 ws \\ 5x6 = 2x3 II 5x6 = 3x4 = 4 20 5 6 21 7 13 12 US = 5x8 MT1BHS= 2.00 12 Scale = 1:62.9 3x12 zZ 10.0-0 14-9-0 24.6-8 36.0-0 10.0-0 4.9-0 9.9.8 10.5.8 Plate Offsets (X,Y)-- (2:0-0-2,Edgel, f9:0-1-15,Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (loc) I/dell Ud PLATES GRiP TOLL 20.0 Plate Grip DOL 1.25 TIC 0.57 Vert(LL) 0.72 11-12 >579 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.89 Ven(TL) -1.5111-12 >279 180 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.77 Horz(TL) 0.42 9 n/a n/a BCDL 10.0 Code FBC2014ITP12007 (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 puffins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 4-2-8 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1366/0-8-0, 9=1332/0-8-0 Max Harz 2=-1 17(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— 291611774, 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 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 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 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=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. .A WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MR-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 brlbding component, not a Inns system. Before use, the building designer muss verity the applicabilityof design parameters and'properly Incorporate Oils 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 iN p� Tek° is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabdcallon, storage. delivery, erection and bracing o1 irusses 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. Alexandrla. VA 22314. Tampa, FL 33610 Job Truss Truss Type ty Ply Canton ith 8 ext garage , T12151410 MI1392 A2 SPECIAL I F 1 171 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:_MiGCA6bx7j2Sy1 HDXFw7ye3KX-6YKRHBxK3cAD8BHoLKFBC5WzKBb?IKkZgFrFclyYptL ri-O-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 4.00 12 4x5 = 3x4 = 5x6 = 3x4 = 4 20 5 12 5x8 = 2.00 f 12 5x6 = 21 6 3x12 Scale = 1:62.9 _ 10-0-0 I 14.9-0 F 22.0-0 24-6-8 F— 35-0-0 10-0.0 4-9.0 7.3.0 2-6-8 10-5-8 Plate Offsets (X,Y)-- f2:0-2-14,Edge], (8:0-1-15,Edgel LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TC 0.64 Vert(LL) 0.70 10 >600 240 MT26 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.94 Vert(TL) -1.14 10-19 >369 180 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.84 Horz(TL) 0.40 8 n/a n/a BCDL 10.0 Code FBC2014frP12007 (Matdx-M) Weight: 160 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-7-10 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1366/0-8-0, 8=1332/0-8-0 Max Horz 2=136(LC 7) Max Upiift2=-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_ i527/2783, 12-13=-118312322, 11-12= 131412540, 10-11= 1708/3355, 8-10= 3001/5355 WEBS 3-13=-346/350, 4-13— 308/539, 4-12= 296/568, 5-12= 767/515, 5-11= 418/924, 6-11=-392/253, 6-10=-1159/2216, 7-10=-495/499 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; 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) 8 considers parallel to grain value using ANSUTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=834, 8=816. 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ® WARNING - Ilerlly design parameters end READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 10/012015 BEFORE USE Design valid for use only with Mliekb connectors. This design is based oNy upon parameters shown, Grid Is for an Individual balding component. not a truss system. Before use. the building designer must verify the applicability of design parameters and properly Incorporate ihh 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 ���� k' Is always required for stability and to prevent collapse with possible personal Injury and property dnr aage. 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 available from Truss Plate Ind lute. 218 N. Lee .Treel, Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Truss cuss ype Qty B ext garage T12151411 �o_b 11392 A3 SPECIAL 1 �P71y7larhonilh Reference (optional) Chambers Truss, For[ Pierce, FL 7.6405Aug — Zvi ,i-"^"'""S; ",`.,""'�" "". ,..y... I D:_kfiGCA6bx7j2SyI HDXFw7ye3KX-3xSBityabEQxOV RBSkHfH' WcL17HcmG9r8ZKMhdyYpti 1-0• 15-0.0 20.0.0 24-6-8 27-4.7 35.0.0 6-0- •0-0 8-6-0 6-6.0 5.0.0 4-6-8 2.9-15 7-7-9 •0-0 Scale: 3/16"=1' 4.00 12 5x6 = 04 = I2 6 ,h Of 0 r Ich _ 6 14 13 - 2x3 li 5x6 = 3x12 3x6 = 2.00 f 12 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.56 Vert(LL) 0.72 11 >586 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.93 Vert(TL) -1.18 11-20 >357 180 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.72 Horz(TL) 0.43 9 Fria n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight: 160 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-7-7 oc 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: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; 13=7011; 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 five loads. 6)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 9 considers parallel to grain value using 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 Qt=lb) 2=834, 9=816. 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev. 101031201E BEFORE USE , Design valid for use only with MIfek0 connectors. This design Is txased only upon parameters shown, and Is for ara Individual bullding component, not a truss system. Before use. the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall building design. Bracing Indicated is to prevent txrckllrly of Individual truss web anti/or chord members only. Additional temporary and permanent bracing MOW Is always required for slatAily 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, seeANSUiP1I 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 ruSS cussType Qty Ply 71 Carlton ith 8 exi garage ' MI1392 A4 SPECIAL 1 � 1 7 ��j Reference (optional) Chambers Truss, Fort Pierce, FL 7.640 s Aug 16 2017 MiTek Industries, Inc. Fri Sep 29 09:54:51 2017 Page 1 I D:_kfiGCA6bx7j2Syl HDXFw7ye3KX-X7OZvDzDMXYo?eONOSoupk8W oPcvVfi?MD4vD3yYptl 1-0- 8-6.0 14-9-0 17.0-0 8-0-0 24.6.8. 27-4-7 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 5x6 = 4x6 = 16 15 1 US = 3x6 _ 2x3 II 5x8 = 3x12 = 2.00 12 LOADING (pst) TCLL 20.0 TCDL 7.0 BCLL 0.0 " BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2014/fP12007 CSI. TC 0.56 BC 0.92 W B 0.96 (Matrix-M) DEFL. in (loc) Well Ud Vert(LL) 0.78 13 >542 240 Ven(TL) -1.26 13-22 >333 180 Horz(CL) 0.46 11 n/a n/a PLATES GRIP MT20 244/190 MT18HS 244/190 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 micipt 8-14 REACTIONS. (Ib/size) 2=1365/0-8-0, 11=1333/0-8-0 Max Horz2=-175(LC 6) Max Uplift2= 834(LC 8), 11=-815(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-3042/1732, 3-4=-2359/1412, 4-5=-2303/1426, 5-6=-2334/1509, 6-7=-2154/1376, 7-8=-2314/1391, 8-9— 5195/2958, 9-10= 5237/2955, 10-11= 5582/3192 BOT CHORD 2-16=-1513/2819, 15-16=-1513/2819, 14-15= 991/2102, 13-14= 2654/5036, 11-13=-2944/5310 WEBS 3-16=0/288, 3-15= 724/464, 5-15= 272/266, 7-14=-136/409, 6-14=-292/605, 6-15= 293/403, 8-14= 3088/1750, 8-13=-937/1901, 10-13=-330/293 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASIDE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=701t; L=35ft; eave=51t; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 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 (jt=lb) 2=834, 11=815. 9) "Semi -rigid pitchbreaks Including heels" Member end fixity model was used In the analysis and design of this truss. ® WARNING- Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MO-7473 rev. 10I03/2016 BEFORE USE Design volld for use only with Milek@) connectors. This design Is based only upon parameters shown, and Is for an IntliNdual building component, not �• a truss syslem. BeIM use, the building designer must vedty The applicability of design parameters and property incorporole this design Into the overall bulking design. Bracing Indicated Is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MOW prevent is always required for stability and to prevent collapse with possible personal Injury and properly damage. For general gufdance regarding The 6904 Parke East Blvd. fabrication, storage, dellvery, erection and bracing of trusses and buss systems, W. eANSI/TPII Quality Criteria, DSB-69 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Streel. Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Job Type city Ply 71 Carkon A 8 ext garageT12151413 M11392 JTruss AS AL - T 16 1 Job Reference o tional Uharabere IMae, I -on Ylerce. rL ISy1,..,..F . ye3KX...._.....___...-_,..._. ..__, ID:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-?Jax7Z_rfirgidobZa9J7Mxhd4oyXEBci8bipSlWyYptH' (� 8-6-0 14-9.0 17.6.0 24.6.8 27.4.7 35.0-0 1-0.0 8-6-0 6-3.0 2-9-0 7-0-8 2.9-15 7-7.9 r1.0-0 �1 6 Scale = 1:61.8 4.00 12 5x8 II 3x12 3x6 = 2x3 It 5x10 = 2.00 f 12 lid n 0 LOADING (psi) 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 FBC2014ITPI2007 CSI. TC 0.79 BC 0.90 W B 0.61 (Matrix-M) DEFL. in (loc) Well Ud Vert(LL) 0.78 12 >540 240 Vert(TL) -1.59 12-13 >265 180 Horz(TL) 0.43 10 n/a n/a PLATES MT20 MT18HS Weight: 159 lb GRIP 2441190 244/190 FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 31 'Except" TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puffins. 1-4,8-11: 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 4-2-9 oc bracing. BOT CHORD 2x4 SP M 30 WEBS 1 Row at midpl 6-12 WEBS 2x4 SP No.3 *Except* 6-12: 2x4 SP M 30 REACTIONS. (lb/size) 2=1365/0-8-0, 10=1333/0-8-0 Max Horz 2=179(LC 7) Max Uplift2=-834(LC 8), 10=-815(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3035/1734, 3-4=-2371/1407, 4-5=-2314/1421, 5-6=-2329/1492, 6-7=; 5329/3094, 7-8=-5231/2969, 8-9= 5273/2968, 9-10=-5598/3190 BOT CHORD 2-14=-1515/2812, 13-14= 1515/2812, 13-21=-997/2050, 21-22=-993/2058, 12-22=-989/2072, 10-12=-2942/5328 WEBS 3-14=0/256, 3-13=-704/472, 6-13=-235/512, 6-12= 1924/3461, 7-12=-327/336, 9-12=-308/278 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.opsf; h=15ft; B=70ft L=3511t; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 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/fP1 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 (jt=lb) 2=834, 10=815. 8) "Semi -rigid pitchbreaks Including heels" Member end fixity model was used in the analysis and design of this truss. Q WARNING -verify design parameters and READ NOTES ON THIS AND INCLUDED MITSKREFERANCE PAGE MI1-7473 rev. 10/03)2015 BEFORE USE. Design valid for use only with M fekm conneclois. Iris 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 destgn;parameiers and property Incorporate ]his design Info the overall building design. tracing indicated Is to prevent buckling of Individual truss web and/or chord mernbets only. Additional temporary and permanent bracing MiTeW Is always required for stability and to prevent collapse wifh 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 BCSt Building Component 6904 Padce East Blvd. Safety Information available from Truss Plate institute. 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Tampa, FL'33610 Jo Truss Truss Type Oly Ply 71 Carlton ilh a en garage T721514Y4 11�ATA 170, COMMON �5 jj 1 Job Reference (optional) ,. r.... o., ce.. oa no•ee sa om 7 Pane � Chambers Truss, . Fort Pierce. FL 7.640 s Aug , ,, .,,.r __ _,.--•-• •__ __ .. . _a_ . I D:_kfiGCA6bx7j2Syl H DXFw7ye3KX-TV8KKv?TtgoW FyAm7tgMu9DvDCODzgcIgXZ01yyYptG 1 0 Q 8-4-0 12-11.0 17-6-0 22-1-0 26-6.0 - _ 35-0.0 $6-0.0 1-oo 8.4.0 4-7.0 4-7-0 4-7-0 4-7-11 8-4-0 1 0 0 4.00 12 4x4 = Scale = 1:60.8 17 -- 15 14 1. 2x3 ll 4x6 = 318 = 2x3 11 4x5 = 05 = 3x8 = 4x6 = LOADING (psi) 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 FBC2014/TP12007 CSI. TC 0.38 BC 0.55 WB 0.46 (Matrix-M) DEFL. in (loc) I/deft Ud Vert(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 purlins. 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 Horz 2=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, B-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= 531/387 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=60; Cat. II; Exp C; Encl., GCpl=0.18; MW FRS'(directional); Lumber DOL=1.66 plate grip DOL=1.60 3) 100.0lb AC unit load placed on the top chord, 17-6-0 from left end, supported at two points, 5-0-0 apart. 4) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=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 PAGEMII-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MOekl) connectors.lhis design is based only upon parameters shown, and Is for an Individual building component, not a Ifa55 system. Before use, the building designer rnlrSI 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. Addilional temporary and permanent bracing MOW Is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI t 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 • russ Truss ype aty Ply 71 Carlton ith B ext garage T12151415 M11392 B COMMON 2 i Job Reference o tional 7 640 s Aug 16 2017 MiTek Industries Inc. Fti Sep 29 09:54:54 2077 Page 1 Chambers Truss, Fort Pierce. FL ID:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-xiiiYF?5eSwMs6lyhaMbRMm5gcogi6vR2AIZqOyYptF 1.0- 8-3-5 14-0.0 17-6.0 21-0-0 26-8-11 35-0-0 6-0-0 1-0-0 8-3-5 5.8-11 3.6.0 3-6-0' 5-8-11 8.3.5 Scale = 1:60.8 �1 0 3x4 = 4.00 12 3x6 = 24 11 3x6 = 3x4 = 3x4 = 3x6 = 2x3 11 :1X4 = 8-3-5 14-0.0 21-0-0 26-8.11 35.0.0 g 3-5 5 8.11 7-0-0 5-8-11 8�-5 Plate Offsels X Y - 6:0-3-0 Ede -- LOADING (psf) SPACING- 2-0.0 CSI. DEFL. in (loc) Ildefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.26 Vert(LL) -0.11 14-15 >768 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.27 Vert(TL) -0.18 12-23 >938 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.54 Horz(TL) 0.03 10 n/a n/a BCDL 10.0 Code FBC2014/rP12007 (Matrix-M) Weight: 149lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. All bearings 0-8-0. (lb) - Max Horz 2=-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 jolnt(s) except 2=625(LC 1), 15=822(LC 13), 14=817(LC 14), 10=625(LC 1) FORCES. (Ib) - 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, 16-17.262n71, 15-16=-262/771, 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=0/269 NOTES- 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.0psf; h=15ft; B=70ft; L=35ft; 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 = 10.0psf. 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 - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M1!R-7473 rev. 10/03/2015 BEFORE USE ' Design valid for use only with MITekg connectors. This design Is based only upon parameters shown, and Is for an Individual building component. not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate [his design into the overall Additional temporary and permanent bracing �����, g of Individual truss web and/or chord embers only. building design. Bracing Indicated Is to prevent buckling m Is always requlred for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the e East Blvd. 6904 Parkik East fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSi/TPiI Quality Criteria, DSB-89 and BCSI Building Component Safety Information available Vorn truss Plate Institute. 218 N. Lee S1reel, Suite 312. Alexandria, VA 22314, Tampa, 0 russ cuss Type Qty Ply 71 Carhon ith 8 ext garage - T12151416 rMob 1392 BHA BOSTON HIP 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL r.ovv s rug i o 20171A. eM1 F , • e� I D:_kfiGCAGbx7j2Sy1 H DXFw7ye3KX-PuG41aOj Pm2DUGK6Fitq_aJCbO4rRYxaHg27MryYptE 15-6.0 21.6-0 7.0.0 9-6.0 11-6.0 13-6.0 1 -0 0 17-6.0 19-6-0 21-0-0 23- -0 25.6.0 28.0.0 35-0-0 6-0- 1.0-0 7-0-0 2-0.0 6- 1-6.0 2.0.0 2.0-0 1-6-00.6- 2-0.0 2-0-0 2-6-0 7.0-0 Scale: 3/16"-1' TOP CHORD MUST BE BRACED BY END JACKS, 4.00 F12 4x4 — ROOF DIAPHRAGM, OR PROPERLY CONNECTED PURLINS AS SPECIFIED. 12 57 15 58 17 56 59 3x6 55 9 3x6548 Ik 5x12 %53 4 6 x6 = 2461 5x12 3 11Y6® 63 52 .29 � N 2 ' 6 : 42 43�3444�45�46 48 32 49 �3150 51 3D - i� 35 3x6 = Gx8 = 6x8 = 3x6 = 3x4 = 3x4 = 7-0.0 14-0-0 _ _ 21-0-0 28-0.0 r 35-0.0 I-- 7-0-0 7-0.0 7.0.0 7-0-0 7.0-0 Plate Offsets (X Y) (32:0 3 8 0-3-01 - LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell 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 11/a BCDL 10.0 Code FBC2014fFP12007 (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 do puffins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 3-33, 27-32 JOINTS 1 Brace at Jt(s): 11, 19, 16, 7, 23 REACTIONS. All bearings 0-8-0. (lb) - Max Horz2=179(LC 7) Max Uplift All uplift 100 lb or less atjoint(s) except 2=-579(LC 8), 33=-1255(LC 8), 32— 1005(LC 8), 28=-446(LC 8) Max Grav All reactions 250 lb or less at joint(s) except 2=833(LC 17), 33=1803(LC 1). 32=151 O(LC 1), 28=646(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-52=-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= 433/524, 13-14=-433/524, 14-16=-433/524, i6-18=-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, 4243=-855/1390, 34-43=-855/1390, 34-44=-855/1390, 33-44=-855/1390, 33-45— 386/402, 45-46=-386/402, 46-47=-386/402, 47-48— 386/402, 32-48= 386/402, 32-49=-525/923, 31-49= 525/923, 31-50=-525/923, 50-51=-525/923, 30-51= 525/923, 28-30=-514/952 WEBS 3-35=-168(626, 27-30=0/430, 3-33=-1994/1462, 11-33=-815l786, 19-32_ 777f748, 27-32_ 1400/992, 9-10=-465/455, 20-21=-464/455 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=70fh 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) Provide adequate drainage to prevent water ponding. 4) All plates are 2x3 MT20 unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 579 lb uplift at joint 2, 1255 lb uplift at joint 33, 1005 lb uplift atjoint 32 and 446 lb uplift at Joint 28. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 9) Graphical puffin representation does not depict the size or the orientation of the puffin along the top and/or bottom chord. Continued on pacte 2 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MR-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MITeMID connectors. ihIs design is based orgy upon parameters shown, and is for an Individual h. uIlding component, not a truss system. Before use, the building designer must verity the applicability of design parameters and property Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Indivkival (russ web and/or chord members only. Additional temporary Und permanent bracing MOW Is always required for stability and 10 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 avallable from Truss Plate Institute. 218 N. Lee Sireet. Suite 312. Alexandria, VA 22314. Tampa, FL 33610 M11392 I BHA I BOSTON HIP 7,6405 ID:_kfiGCA6bx7j2Sy1 HD: garage . T12151416 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 ib down and 206 lb up at 9-0 158 Ib down and 206 Ib Llp 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, 158lb down and 206 lb up at 19-11-4, 158lb 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 156 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 - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIP7473 rev. 1010312015 BEFORE USE Design valid for use only with M11ekO connectors. This design Is based only upon parameters shown, and Is for an individual building component, not a truss syslern. Before use, the building designer must verify fire applicability of design parameters and properly Incorporate this design into the overall �����, building design. Bracing Indicated Is to prevent buckling of Individual puss web and/or Chord members only. Additional temporary and permanent bracing 1s always required for slabillty and to prevent collapse vAlh possible personal Injury and property damage. for general guidance regarding the 6904 Parke East Blvd. Safety Iniformation available from Tiruss Plare InMitule, 218 N. Lee Street. SSui Suite 312, Alexandria, VA 2231q�terla, DSB-89 and BCSI Building Component Tampa, FL 33610 oJ russ Truss Type Qty Ply 71 Carlton ith a exi garage T12151417 M11392 GRA HIP 1 1 Job Reference o tional Inamoers i russ, run ....�.. ......a ... X...... ......... ...___...__. ..._. ... ID:_kfiGCA6bx7j2Sy1HDXFw7ye3K-l4pSzw1LA046QuLp?03WnrHfQO AvEkWUnguHyYptD r1-0-Q 7-0-0 14.11-0 21-5-2 28-0-0 35-0-0 7-0-0 7-11-0 6-6-2 6-6.14 7-0-0 Scale = 1:61.8 4.00 12 5x8 = 2x3 11 3x6 = 3x6 = 4x8 = 3 22 23 24 25 4 26 27 5 28 629 30 31 32 7 15 33 34 14 35 613 x10 =3G 37 38 1239 11 40 41 10 3x4 = 2x3 II 3xG = 3x4 = 4x6 = 2x3 1� 3x5 = LOADING (psf) SPACING- 2-0-0 CSI, DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.94 Vert(LL) 0.21 10-12 >999 24dO 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 FBC20141TP12007 (Matrix-M) Weight: 153 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-1-10 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 5-11-6 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 Horz 2=78(LC 7) Max Uplif12=-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=-74711318, 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=-732/1362, 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= 1524/2706, 11-40=-1524/2706, 40-41-1 52412706, 10-41 =- 1524/2706, 8-10=-1513/2668 WEBS 3-15=-1551711, 3-13=-2806/1663, 4-13=-848/795, 6-13=-3446/2082, 6-12=-871648, 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.Opsf; h=15ft B=70ft; L=35ft; eave=511; Cat. it; 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 MfTEK REFERANCE PAGE MH-7473 rev. 1010312015 BEFORE USE Design valid for use only with Mlrekb) 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 deslgn Into the overall building design. Bracing Indicated Is 10 prevent budding of individual truss web and/or chord members only. Additional temporary and permanent bracing �y/� �• Mi le k' 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 &CSI Building Component 6904 Parke East Blvd. Safety Information avallaMe from Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandria. VA22314. Tampa, FL 33610 Job ' buss Truss ' ype Qty Ply 71 Carhon iih a ext garage T12151417 M11392 GRA HIP ' 1 1 Job Reference o tional 7 640 s Aug 16 2017 MiTek Industries, Inc. Fri Sep 29 09:54:56 2017 Page 2 unamDers muss, —, --, r� ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-t4pSzwl LA4A46QuLp?03WnrHtQO_AvEkW UnguHyYptO NOTES- 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 203 lb down and 329 lb up at 7-0-0, 90 lb down and 155 lb up at 9-0-12, 90 lb down and 155 lb up at 11-0-12, 90 lb down and 155 lb up at 13-0-12, 90 lb down and 155 lb up at 15-0-12, 90 lb down and 155 lb up at 17-0.12, 90 lb down and 155 lb up at 17-11-4, 90 lb down and 155 lb up at 19-11-4, 90 Ib down and 155 lb up at 21-11-4, 90 lb down and 155 lb up at 23-11-4, and 90 lb down and 155 lb up at 25-11-4, and 203 lb down and 329 lb up at 28-0-0 on top chord, and 452 lb down and 263 lb up at 7-0-0, 63 lb down and 3 lb up at 9-0-12, 63 lb down and 3 Ito up at 11-0-12, 63 lb down and 3 lb up at 13-0-12, 63 Ib down and 3 lb up at 15-0-12, 63 lb down and 3 lb up at 17-0-12, 63 lb down and 3 lb up at 17-11-4, 63 lb down and 3 lb up at 19-11-4, 63 lb down and 3 lb up at 21-11-4, 63 lb down, and 3lb up at 23-11-4, and 63 lb down and 3 lb up at 25-11-4, and 452 lb down and 2631b up at 27-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Root Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-3=-54, 3-7- 54, 7-9— 54, 16-19=-20 Concentrated Loads (lb) Vert:3=-147(B) 7=-147(B) 15=-452(B) 13=-40(B)4=-90(6)10=-452(6) 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(6)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 MITEKREFERANCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE. � Design valid for use only with Mllek0 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 Ihis design Into the overall yeoTek` building design. Bracing Indicated Is to prevent buckling of Individual 1rusS web and/or chord members only. Addilionat lemporary and petrnanent txacing Is always required for stability and to prevent collapse with possible personal Infury and property damage. For general guidance regardng the 6904 Parke East Blvd. fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSi/TPI I Auallly Cdteda, DSB-89 and SCSI Building Component Tampa, FL 33670 Safety Information available from Truss Plate Instilule, 218 N. Lee Street, Suite 312, "Alexandria, VA 22314. ussTruss f ype Qiy Ply 71 Carlton eh 6 ext garageT12151418392 71-l rMo MONO TRUSS ` 6 1 Job Reference optional n,,.. �a onn AATe4 Indmirms Fri Ran 9n n9.5456 2017 Pace 1 Chambers Truss, Fort Pierce, FL ....,........e ... __ ....... _.....___...__• Inc..._.... _ _- ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-t4pSzwl LA4A46QuLpPO3W ilrUbOYHA8vkW UnguHyYplD 1-0-0 1-0.0 1-0-0 Scale = 1:6.2 3x4 = LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TO 0.11 Vert(LL) -0.00 5 >999 240 MT20 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 W B 0.00 Horz(TL) 0.00 2 Ma nla BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight: 5 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc puffins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=10/Mechanical, 2=113/0-8-0, 4=4/Mechanical Max Horz2=48(LC 8) Max 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; VUit=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=701t; L=35ft; eave=6f; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 5 lb uplift at joint 3, 127 lb uplift at joint 2 and 2 lb uplift at joint 4. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 1WO312015 BEFORE USE Design valid for use only with MI1ek9 connectors. lids design is based only upon parameters shown. and is for an Individual building component, not a trrrss systern. Before use.. the building designer must verify the applicabilly of design parameters and property incorporate this design kNo the overall building design. Bracing indicated is to prevent buckling of individual Truss web and/or chord members only. Additional temporary and permanent bracing M!Tek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, deilvery, erection and bracing of trusses and truss systems, seeANSi/TFIl 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 Canton ith 8 ext garage • 712151419 M11392 J3 MONO TRUSS 6 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL 7.640 s Aug 16 2017 MiTek Industries, Inc. Fri Sep 29 09:54:57 2017 Page 1 ID :kfiGCA6bx7j2Syl HDXFw7ye3KX-MHNgAG2zxNlxkZTXMivl3?OfKpslvb9tIBXDRjyYptC 1-0.0 3-0-0 1.0-0 3.0-0 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.11 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 FBC2014fTP12007 (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- I 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 20.0psf 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 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 MrTEK REFERANCE PAGE M11-7473 rev- 1010312015 BEFORE USE. ' Design valid for use only wilh MITek9 connectors. Thtsdesign Is based only upon parameters shown, and Is for art individual building component, AM a truss systern. Before use, the bulding designer must vedfy the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing Indicated is To prevent bucMing of individual hum 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 huss systems, seeANSI/rPlt Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety information available from Truss Plate Institute. 210 N. Lee Street, Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Job Truss Type Oty Ply 71 CarkonBh 8 ext garage T12151420 M11392 Truss S MONO TRUSS 8 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL 7.640 s Aug 16 2017 MiTek Industries, Inc. Fri Sep 29 09:54:57 2017 Page 1 ID:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-MHNgAG2zxNlxkZTXMivl3?ObOppHvb9tl8XDRjyYptC 1-0-0 5.0-0 Scale=1:12.9 3x4 = 5.0.0 LOADING (psf) SPACING- 2-0-0 CSi. DEFL in (toe) Mail 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 W B 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014frP12007 (Matrix-M) Weight: 17lb Fr = 0% 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 Upltft3=-96(LC 8), 2=-194(LC 8) Max Grav3=100(LC 1), 2=274(LC 1), 4=75(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 5-0-0 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=7011; 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 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 M11-7473 rev. 1010312015 BEFORE USE Design valld for use only with Mllek0 connectors. This design is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this deslgn into the overall building design. Bracing Indicated is to buckling of Individual truss web and/or chord members orgy. Additional temporary and permanent bracing MiTeiz prevent Is always required for stability and to prevent collapse with possible personal Injury and properly darnage. For general guidance regarding the, fabrication, storage, delivery, erection and bracing of musses and buss systems. seeANSI/TP1I Quality Cdberia, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information avaliabte from Truss Plate Institute. 218 N. Lee Street. Sulte 312 Alexandria. VA 22314. Tempe, FL 33610 Job----- fuss cuss Type Qty P y 71 Carlton dh s ext garage • T12151421 M11392 J7 MONO TRUSS 24 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL 3x4 = ID:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-MHNgAG2zxNIxkZTXMivl3?Od6pkbvb9tlBXDRjyYptC 7.0-0 7-0-0 Scale = 1:16.5 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Lid 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 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 n/a n/a BCDL 10-0 Code FBC2014lrP12007 (Matrix-M) Weight: 23lb FT=0% 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 BUT 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 Horz2=161(LC 8) Max Upiift3=-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 (ib) 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., GCpj=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 THIS AND INCLUDED MITEK REFERANCE PAGE 11111-7473 rev. 1010312015 BEFORE USE Design valid for use only with Mll(-kfi connectors. This design Is based only upon parameters shown, and Is for an Individual bWlding component, not � a Iruss 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 Iruss web and/or chord members only. Additional temporary and permanent bracing M!Tel( . is always required for stability and to proven] collapse wBh possible petsonal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, SeeANSI/Wl 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 fuss Truss Type ty Ply garage T12151422 M11392 KJ7 MONO TRUSS �4 =)d (optional) Chambers Truss. Foil Pierce, FL 7.640 a nay 16 20 i i �.�� � �� _, � - r �_ �_ • •a= ID:_kfiGCA6bx7j2Sy1 H DXFw7ye3KX-gTxDNc3cih6oLj2jw1]QXbCxp4DAAe?ui zoGnz9yYptB 6-8-12 9-10-1 1.5-0 6.8-12 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/TPI2007 (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 Upi1ft4=-133(LC 8), 2= 266(LC 8), 5— 232(LC 8) Max Grav4=161(LC 13), 2=392(LC 1), 5--142(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 5 3x4 = DEFL. in (loc) I/defl Ud PLATES GRIP Vert(LL) -0.03 7-10 >999 240 MT20 2441190 Vert(TL) -0.07 7-10 >999 180 Horz(TL) 0.01 5 n/a n/a Weight: 38 lb Ff = O% 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=701h 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 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 133 lb uplift at joint 4, 266 lb uplift at joint 2 and 232 lb uplift at joint 5. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-2= 54 Trapezoidal Loads (plf) Vert: 2=0(F=27, B=27)-to-4=-133(F=-39, B=-39), 8=0(F=10, B=10)7to-5=-49(F=-15, B=-15) A WARNING -Verify deslgn parameters and READ NOTES ON TRIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev. 1010312015 BEFORE USE. Design valld for use only with MITekV connectors. Thls design is based only upon parameters shown, and is for an individual building component, not a truss system. Before Lao, the building designer must verily the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing Indicated Is to prevent budding of Individual trus 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/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available horn Russ Plate Institute, 218 N. Lee Street. Suite 3'12. Alexandria. VA 22314. Tampa, FL 33610 Symbols Numbering System ® General Safety Notes PLATE LOCATION AND ORIENTATION 14-1 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. 0'1/1 g' For 4 x 2 orientation, locate plates 0- 'lid' from outside edge of truss. This symbol indicates the required direction of slots in connector plates, " Plate location details available in MiTek 20/20 software or upon request. PLATE SIZE The first dimension is the plate 4 x 4 width measured perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION Indicated by symbol shown and/or by text in the bracing section of the output. Use T or I bracing if indicated. Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Min size shown is for crushing only. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. 6-4-8 1 dimensions shown in ft-in-sixteenths (Drawings not to scale) 1 2 3 TOP CHORDS 0 Qf O U a- O JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. PRODUCT CODE APPROVALS ICC-ES Reports: ESR-1311, ESR-1352, ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. © 2012 MiTek® All Rights Reserved �t MiTek' MiTek Engineering Reference Sheet: Mll-7473 rev. 10/03/2015 Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, Is always required. See SCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, Individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never stock materials on inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI 1, 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19%at time of fabrication, 9. Unless expressly noted. this design is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Camber Is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. 12, Lumber used shall be of the species and size, and In all respects, equal to or better than that specified. 13, Top chords must be sheathed or purlins provided at spacing Indicated on design. 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling Is installed, unless otherwise noted. 15. Connections not shown ore 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.