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HomeMy WebLinkAboutTRUSS® 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: 1115665 - 1115665 - Coney Res. MiTek USA, Inc. Site Information: 6904 Parke East Blvd. Customer Info: Coney Project Name: Coney Residence Model: Custom Tampa, FL 33610 4115 Lot/Block: 6 Subdivision: Orange Avenue AV Park Address: 980 Trowbridge Road City: Fort Pierce 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 Wind Speed: 160 mph Roof Load: 37.0 psf Floor Load: N/A psf This package includes 16 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 G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Seal# Truss Name Date 1 IT12321127 P01 10/20/17 12 IT12321128 I P02 110/20/17 I 13 I T12321129 I P03 110/20/17 I 14 I T12321130 I PO4 110/20/17 I 15 I T12321131 I T01 110/20/17 6 IT12321132 I T02 110/20/17 7 1 T12321133 1 T03 10/20/17 8 1 T12321134 1 T04 10/20/17 9 IT12321135 I T05 10/20/17 10 IT12321136 I T06 10/20/17 111 I T12321137 I T07 110/20/17 112 I T12321138 I T08 110/20/17 113 I T12321139 I T09 110/20/17 114 I T12321140 I T10 110/20/17 115 I T12321141 I T12 110/20/17 116 I T 12321142 I T13 110/20/17 The truss drawing(s) referenced above have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Builders FirstSource - Plant City. Truss Design Engineer's Name: Lee, Julius 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/rPI 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 ANSUTPI 1, Chapter 2. • 3 69 • .. ff - -p r . :cc Z QC): ATE OF . IJJ W Julius Lee PE No.34869 MiTek USA, Inc. FL Cert 6634 Date: Parke Ea T� COPY Date: ��'± October 20,2017 Lee, Julius 1 of 1 Job Truss Truss Type Qty Ply 1115665 - Coney Res. T12321127 1115665 P01 Piggyback 1 1 Job Reference (optional) Builders FirstSource, Plant City, FL 33566 7.640 s Aug 162017 MiTek Industries, Inc. Fri Oct 2012:58:27 2017 Page 1 ID:9hbYVyVz?R77fEF3HaaDVz2KPD-D7OuARnH?3DNUn87Wz2gS4n0r2uXDQEan3V91JyRX7A 6-0-10 46 = Scale = 1:12.2 0 2x4 = 2x4 11 2x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.11 Vert(LL) 0.00 4 n!r 120 TCDL 7.0 Lumber DOL 1.25 BC 0.04 Vert(TL) 0.00 5 n/r 120 BCLL 0.0 Rep Stress Incr YES WB 0,02 Horz(TL) 0.00 4 n1a n/a BCDL 10.0 Code FBC2014ITP12007 (Matrix) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 REACTIONS. (lb/size) 2=114/4-1-7, 4=114/4-1-7, 6=143/4-1-7 Max Horz 2=42(LC 16) Max Uplift2=104(LC 12), 4=112(LC 13), 6=58(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. PLATES GRIP MT20 244/190 Weight: 17 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. NOTES- (9) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf, h=16ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Extedor(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonooncurrent 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 joints) 6 except Qt=1b) 2=104 , 4=112. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. 9) "This manufactured product is designed as an individual building component The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." A WARNING - Verffy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PACE Mll-7473 rev. 1010312015 BEFORE USE Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and Is for an individual building component, not �s 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 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, see ANSUTPII Quality Criteria, DSB-89 and SCSI Building Component 69D4 Parke Fast Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply 1115ss5-Coney Res. ' T12321128 1115665 P02 Piggyback 13 1 Job Reference o tiorial Builders FustSource, Plant City, FL 33566 7.649 s Aug 16 2017 MITeK Industries, Inc. Fn Oct 2012:55:27 2017 Page 1 ID:9hbYVyViz?R77fEF3HaaDVz2KPD-D7OuARnH?3DNUn87Wz2gS4nNU2peDQban3V91JyRX7A 6-0-10 _ 3-0-5 3-M Scale: V=1' 3x4 = 2x4 = 2x4 = i 6010 6-0-10 Plate Offsets (X.Y)— T3:0-2-O,Edael LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefi Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.13 Vert(LL) 0.00 5 n/r 120 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.36 Vert(TL) 0.00 5 n/r 120 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 4 n/a n/a BCDL 10.0 Code FBC2014ITP12007 (Matrix) Weight: 16 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 2=186/4-1-7, 4=186/4-1-7 Max Horz 2=27(LC 11) Max Uplift2=82(LC 12), 4=82(LC 13) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- (9) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf, BCDL=3.Opsf; h=16ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) : This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 100 lb uplift atjoint(s) 2, 4. 7) Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. 9) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." AWARN/NC - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M!/-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not �e a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web andlor 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, see ANSIITPII Duality Criteria, DSB-89 and BCSI Building Component 6904 Parke Fast Blvd. SafetyInformatlon available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply 1115665 -Coney Res. T12321129 1115665 P03 GABLE 2 1 Job Reference (optional) d Builders FIrstSOUroe, Plant City, FL 33566 r.bw s Aug ib eui i mi i eK mausmes, mc. rn vct zu i e:oo:za zu i r rage -i ID:9hbYVyViz?R77fEF3HaaDVz2KPD-hJyGOnovmNLE6xjJ4gZ3? HJYgSDOysBkOjFiHIyRX79 6-2-5 12-4-10 6-25 6.2-5 4x6 = 3x4 = 3x4 = Scale=1:21.3 i 1217-10 12-4-10 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.09 Vert(LL) 0.00 8 n/r 120 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.07 Vert(TL) 0.00 9 n/r 120 BCLL 0.0 ' Rep Stress Incr YES WB 0.04 Horz(TL) 0.00 8 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix) Weight: 48 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.2 REACTIONS. All bearings 10-5-7. (lb) - Max Horz 2=91(LC 12) Max Uplift All uplift 100.lb or less at joint(s) 2, 8, 13, 11 except 14=188(LC 12), 10=188(LC 13) Max Grav All reactions 250 lb or less at joint(s) 2, 8, 12, 13, 14, 11, 10 FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- (12) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf,, BCDL=3.Opsf; h=16ft; Cat. II; Exp C; Encl., GCpj=0.18;- MWFRS (envelope) gable end zone and C-C Exterior(2) zone;C-C for members and forces R MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) All plates are 2x4 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 1-4-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) . 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. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 8, 13, 11 except (jt=1b) 14=188, 10=188. 10) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 11) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. 12) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE Mll-7473 rev. 10/0312015 BEFORE USE. Design valid for use only with WekO connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing M iTek° 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, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke Fast Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply 1115665 - Coney Res, T12321130 1115665 PO4 Piggyback 21 1 Jab Reference o tional Builders FlrstSource, Plant City, FL 33566 7.640 s Aug 16 2017 MTek Industries. Inc. Fri Oct 20 12:56:26 2017 Page 1 1 D:9hbYVyvz?R77fEF3HaaDVz2KPD-hJyGOnovmNLE6xjJ4gZ3?HJT1 S61yrKk0jFiHIyRX79 6-2-5 12-1-10 6-2-5 -- - — — 6-2-5 Scale=1:21.3 4x6 = Id ICS 6 3x4 = 2x4 11 3x4 = LOADING (psf) SPACING- 2-0-0 CSI, DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.40 Vert(LL) 0.01 5 n/r 120 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.56 Vert(TL) 0.02 5 n/r 120 BCLL 0.0 * Rep Stress Incr YES WB 0.10 Horz(TL) 0.00 4 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix) Weight: 39 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 2=209/10-5-7, 4=209/10-5-7, 6=423/10-5-7 Max Horz 2=58(LC 10) Max Uplift2=108(LC 12), 4=119(LC 13), 6=135(LC 12) Max Grav 2=212(LC 23), 4=212(LC 24), 6=423(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 3-6=259/328 NOTES- (9) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=16ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonooncurrent 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 at=lb) 2=108, 4=119, 6=135. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. 9) "This manufactured product is designed as an individual building component The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." AWARNINC -Ved(y design Parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE M11-7473 rev. 70/0312075 BEFORE USE. Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not �+ a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iTek° 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, see ANSUTPII Quality Criterta, DSB-99 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 36610 Job Truss Truss Type Qty Ply 1115665 - Coney Res. T12321131 1115665 Tot GABLE 1 1 Job Reference o tianal Builders FirstSource, Plant City, FL 33566 7.640 s Aug 16 2017 Mffek Industries, Inc. Fri Oct 20 12:58:32 2017 Page 1 ID:9hbYVyVz?R77fEF3HaaDVz2KPD-a4BnE9rPpergaY14JWe797U713S7uV1 JwKDvQWyRX75 -2-0-0 7-5-6 13-7-14 20.7-11 241-0 26-8-5 47-4-0 49-4-0 2-0-0 7-5� 6243 611-13 355 2-7-5 20-7-11 2-0-0 Scale=1:89.4 6X8 = 6.00 12 3x4 11 4X6 = 7 8 910 1 51 5X6 n vi ao - or - - - - uc of - - co cr - ��- 7x10 = 7x10 = i 7-5-6 13-7-14 20-7-11 i 24-1-0 i 47-4-0 Plate Offsets (X,Y)- [2:0-6-14,0-1-1], [4:0-5-0,0-4-81, [18:0-5-0,0-4-8], [32:0-5-0,0-4-8], [41:0-5-0,0-5-0], [44:0-2-0,0-0-3], [44:0-5-0,0-4-8], [57:0-1-12,0-1-0], [60:0-1-12,0-1-0], [63:0-1-12.0-1-01, r71:0-1-9.0-1-01. [73:0-1-9,0-1-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.57 Vert(LL) -0.01 25 n/r 120 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.59 Vert(TL) -0.01 25 n/r 120 BCLL 0.0 * Rep Stress Incr YES WB 0.76 Horz(TL) 0.04 24 n/a n/a BCDL 10.0 Code FBC20141TP12007 (Matrix) Weight: 607 lb FT = 20% LUMBER - TOP CHORD 2x6 SP No.2 BOT CHORD 2x6 SP No.2 *Except* 7-41,41-80,2-80: 2x4 SP No.2 WEBS 2x4 SP No.2 *Except* 5-43: 2x4 SP No.1 OTHERS 2x4 SP No.2 BRACING - TOP CHORD BOT CHORD WEBS JOINTS REACTIONS. All bearings 47-4-0. (lb) - Max Horz 2=355(LC 17) Max Uplift All uplift 100 lb or less atjoint(s) 27, 28, 30, 31, 34 except 24=306(1_C 13), 2=-829(LC 12), 41=519(LC 12), 26=-177(LC 13), 29=-103(LC 13), 32=104(LC 13), 33=100(LC 13), 35=-102(LC 13), 36=115(LC 13), 37=104(LC 13), 40=-123(LC 9) Max Grav All reactions 250 lb or less at joint(s) 26, 27, 28, 29, 30, 31, 32, 33, 34, 35, 36, 37, 38, 39, 40 except 24=264(LC 24), 2=1004(LC 23), 41=848(LC 23) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=2316/2585, 3-4=1535/1989, 4-5=1439/2010, 5-6=-076/1195, 6-7=281/918, 7-8=284/924, 8-9=284/924, 9-10=284/924, 10-11=290/945, 11-12=-299/969, 12-13=278/908, 13-14=255/842, 14-15=2347782, 15-16=213/724, 16-17=193/665, 17-18=172/604, 18-19=152/546, 19-20=132/488, 20-21=111/429, 21-22=90/370, 22-23=81 /318 BOT CHORD 2-45=2052/2025, 44-45=2050/2025, 43-44=1270/1343, 42-43=290/441, 41-42=894/620 WEBS 3-45=0/272, 3-44=6691771, 5-44=264/463, 543=930/1082, 6-43=550/628, 6-42=811/549 Structural wood sheathing directly applied or 4-5-14 cc purlins. Rigid ceiling directly applied or 6-0-0 oc bracing. Except 5-1-0 oc bracing: 2-45 5-2-0 cc bracing: 4445 1 -0-0 cc bracing: 4142 6-7-0 cc bracing: 4344 10-0-0 cc bracing: 4243 1 Row at midpt 13-36, 12-37, 11-38, 9-39, 840 1 Bface at Jt(s): 42, 45, 44, 43 NOTES- (12) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=16ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as perANSI/TPI 1. 4) Provide adequate drainage to prevent water ponding. 5) All plates are 2x4 MT20 unless otherwise indicated. .%rg�AVAf@glWAR,pgntinuous bottom chord bearing. AWARWNG - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev 10/03/2015 BEFORE USE. • Design valid for use only with WNW connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek` is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIRPI1 Quality Criteria, OSB-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 36610 Job Truss Truss Type my Ply tlt5ss5-coney Res. T72321131eference 1115665 Tot GABLE 1 1 Job Ro banal Builders Firstsource, mant Gay, FL J=btl I D:9hbYVyViz7R77fEF3HaaDVz2KPD-2Hl9RVs2avzWCicGtE9Ei L112ToMdyHT9yTyzyRX74 NOTES- (12) 7) Gable studs spaced at 1-4-0 oc. 8) This truss has been designed for a 10.0 psf bottom chord live load nonooncurrent with any other live loads. 9) : 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. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) 27, 28, 30, 31, 34 except Qt=1b) 24=306, 2=829, 41=519, 26=177, 29=103, 32=104, 33=100, 35=102, 36=115, 37=104, 40=123. 11) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 12) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." AWARN/NO -Verify design pammeten and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGEMII-7473 rev. 10/03/2015 BEFORE USE Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and Is for an individual building component, not �o a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design Into the overall i 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, see ANSI17PII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke Fast Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qiy Ply 1115665 - Coney Res. T12321132 1115665 T02 Piggyback Base 11 1 Job Reference (optional) Builders FirstSource, Plant City, FL 33566 7.640 s Aug 16 2017 MTek Industries, Inc. Fri Oct 20 12:58:33 2017 Page 1 ID:9hbYVyViz?R77fEF3HaaDVz2KPD-2Hl9RVs2avzWCicGtE9EiL1 FNTpsdyDT9yTyzyRX74 -2-0-0 7-55 13-7-14 20.7-11 24-1-0 26-8-5 31-9-13 38-11-d 47-4-0 49-0-0 2-0-0 7-5-6 6-2-9 6-11-13 3-55 2-7-5 5-18 7-1-8 8-4-12 6.00 12 0 a 6x8 = 6x8 = 17 16 15 13 3x4 II 2x4 II 6x8 = 4x6 2x4 II oxo — Scale = 1:89.4 i 7-55 i 13-7-14 i 20.7-11 i 24-1-0 i 26-85 i 31-9-13 i 36-114 47-4-0 i 7-55 6-2-9 6-11-13 355 2-7-5 5-1-8 7-1-8 8-412 Plate Offsets (X,Y)— 12:0-5-6,0-1-21. 111:0-3-O.Edgel. f15:0-2-12.0-3-01, r18:0-2-4,0-4-01. 121:0-5-0,0-4-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (lop) I/defi Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.74 Vert(LL) 0.39 19 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.56 Vert(TL) -0.72 17 >781 240 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.76 Horz(TL) 0.48 11 n/a n/a BCDL 10.0 Code FBC2014/rP12007 (Matrix) Weight: 367 lb FT = 20% LUMBER - TOP CHORD 2x6 SP M 26 *Except* 1-4,9-12: 2x6 SP No.2 BOT CHORD 2x6 SP M 26 *Except' 17-19: 2x4 SP No.3, 14-17,11-14: 2x6 SP No.2 WEBS 2x4 SP No.3 *Except* 5-20,15-18: 2x4 SP No.2 REACTIONS. (lb/size) 2=1858/0-8-0, 11=1858/0-8-0 Max Horz 2=-228(LC 10) Max Uplift 2=751 (LC 12), 11=751(LC 13) BRACING - TOP CHORD Structural wood sheathing directly applied or 2-114 oc pudins. BOT CHORD Rigid ceiling directly applied or 4-11-5 oc bracing. WEBS 1 Row at midpt 8-15, 10-15, 15-18 JOINTS 1 Brace at Jt(s): 18 FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=5027/4096, 3-4=4499/3710, 4-5=4431/3723, 5-6=3681/3023, 6-7=3898/3223, 7-8=4318/3435,8-9=-2539/2395,9-10=2634/2371,10-11=3205/2706 BOT CHORD 2-22=-3396/4441, 21-22=3406/4450, 20-21=2899/4059, 19-20=-1953/3258, 18-19=1942/3251, 14-15=2145/2750, 13-14=2145/2750, 11-13=2145/2750 WEBS 3-21=-451/562, 5-21=185/383, 5-20=822/991, 6-20=556/645, 6-18=552/983, 7-18=1203/1633, 8-15=1783/1220, 10-15=570/667, 1 b-13=0/319, 15-18=2190/3159, 8-18=750/1675 NOTES- (10) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf,, BCDL=3.Opsf; h=16ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; 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 nonooncurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing atjoint(s) 2 considers parallel to grain value using ANSI/rPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) except (jt=lb) 2=751, 11=751. 9) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED M/rEIC REFERENCE PAGE 1171I-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for. an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design Into the overall 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 properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSOTPI1 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke Fast Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply 1115665 - Coney Res. T72321133 1115665 T03 Piggyback Base 2 1 Job Reference o tional Builders FirstSource, Plant City, FL 33566 7.640 s Aug 16 2017 MTek Industries, Inc. Fri Oct 20 12:58:34 2017 Page 1 ID:9hbYVyViz?R77fEF3HaaDVz2KPD-WrJXertgLD5NgsBTQxgTEYZQ7s94MPTcOeiOVPyRX73 1-2 i 7-5$ 13-7-14 20.7-11 i 2d-1-m i 28-8-5 i 31-9-13 38-11-0 47-4-0 i49-0-n i 2-0.0 7-5-6 E2-9 6-11-13 3-5-5 2-7-5 5-1-8 7-i-8 8-4-12 2-0-0 :.7 6x8 = 6.00 12 6x8 = ono - It to to 1J anv 3x4 11 3.00 12 6x8 = 46 Scale = 1:89.4 21 7-5-6 0.2-9 2-4-2 4.2-4 0. 35.5 2-7.5 5-1-8 7-1-8 84 4-4-12 Plate Offsets (X.Y)— r2:0-5-6.0-1-21. r11:0.3-0.Edcje1. f15:0-2-12.0-3-01, f18:0-24.0-4-01. 121:0-5-0.0-4-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defi Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.74 Vert(LL) 0.39 19 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.56 Vert(TL) -0.72 17 >781 240 MT20HS 187/143 BCLL 0.0 * Rep Stress Incr YES WB 0.76 Horz(TL) 0.48 11 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix) Weight: 395lb FT=20% LUMBER- BRACING - TOP CHORD 2x6 SP M 26 *Except* TOP CHORD Structural wood sheathing directly applied or 2-11-4 oc puffins. 1-4,9-12: 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 4-11-5 oc bracing. Except •BOT CHORD 2x6 SP No.2 *Except* 5-11-0 oc bracing: 20-21 18-21,2-21: 2x6 SP M 26, 17-19: 2x4 SP No.3 7-2-0 oc bracing: 19-20 WEBS 2x4 SP No.3 *Except* WEBS 1 Row at midpt 8-15, 10-15, 15-18 5-20,15-18: 2x4 SP No.2 JOINTS 1 Brace at Jt(s): 18, 19, 20 REACTIONS. (lb/size) 2=1858/0-8-0, 11=1858/0-8-0 Max Horz 2=228(LC 10) Max Uplift2=751(LC 12), 11=751(LC 13) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=5027/4096, 3-4=-4499/3710, 4-5=-4431/3723, 5-6=3681/3023, 6-7=3898/3223, 7-8=4318/3435, 8-9=2539/2395, 9-10=-2634/2371, 10-11=-3205/2706 BOT CHORD 2-22=3396/4441, 21-22=-3406/4450, 20-21=2899/4059, 19-20=-1953/3258; 18-1 9=-1 942/3251, 14-15=-2145/2750, 13-14=-2145/2750, 11-13=2145/2750 WEBS 3-21=451/562, 5-21 =1 85/383, 5-20=822/991, 6-20=556/645, 6-18=552/983, 7-18=-1203/1633, 8-15=-178311220, 10-15=570/667, 10-13=0/319, 15-18=-2190/3159, 8-18=750/1675 NOTES- (11) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=16ft; Cat II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; 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) All plates are 2x4 MT20 unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * 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. 8) Bearing atjoint(s) 2 considers parallel to grain value using ANSlfrPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) except (jt=1b) 2=751, 11=751. 10) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 11) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." 'A WARNING - Vedry des/tin parameters and READ NOTES ON THIS AND INCLUDED MD'EK REFERENCE PAGE 11111-7473 rev. 10/03/2015 BEFORE USE Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and Is for an individual building component, not �• a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTei(° is always required for stability and to prevent collapse with possible personal Injury and properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIRPII Duality Criteria, DSB-89 and SCSI Building Component 6904 Parke Fast Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply 1115665 - Coney Res. T12321134 1115665 T04 GABLE I Gable I Gable COMMON I I Gable 1 1 1 Job Reference (optional) Builders FirslSource, Plant City, FL 33566 7.640 s Aug 16 2017 Mrrek Industries, Inc. Fri Oct 20 12:58:36 2017 Page 1 ID:9hbYVyViz?R77fEF3HaaDVz2KPD-SsRl3 Wuwtq L53AKrYMixJzfrrgu cgG"B7ZIyRX71 2-0-0 ti•8� 16-0-0 217-11 26-8-5 31-9-13 3 38-10-0 38- 1.4 47-0-0 53�-0 -8-0 2-0-07313 4-7-11 6-0-10 5-1-8 -2" 5-9-11 0. -4 8-0-12 6-8-0 2-0-0 n d 6x8 = 6.00 12 6x8 - 4x6 = 6 7 8 10 1315 17 18 vno 55 54 oxv 60 .49 - 47 46 45 44 43 vxo - 7x10 = 46 x4 11 5x8 = 4x6 = 6xB = 3.00 12 Scale=1:102.3 - -0 4 8-83 6-7-13 4-7-11 355 2-7-5 5-1-8 1-2 5-10.15 6-0-12 6-8-0 Plate Offsets (X.Y)- f2:0-3-10.0-2-01 16:0-5-4.0-3-01, f12:0-6-0.0-3-01, f25:0-6-0.0-3-01, f46:0-3-12.0-4-01, f51:0-2-8.0-3-01. [54:0-6-0.0-4-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.41 Vert(LL) 0.06 4749 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.36 Vert(TL) -0.14 49-50 >999 240 BCLL 0.0 " Rep Stress Incr YES WB 0.91 Horz(TL) 0.06 41 n/a n/a BCDL 10.0 Code FBC20141TPI2007 (Matrix) Weight: 525 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x6 SP No.2 "Except` BOT CHORD Rigid ceiling directly applied or 10-0-0 Do bracing, Except: 50-52: 2x4 SP No.3 6-0-0 oc bracing: 53-54 WEBS 2x4 SP No.2'Excep? 7-11-0 oc bracing: 4749 7-114 oc bracing: 46-47. 3-55,354,5-53,6-53,6-51,7-56,2547,2549,1249,49-51,12-51: 2x4 SP No.3 WEBS 1 Row at midpt 3-54, 653, 2549 5-54: 2x4 SP M 31 JOINTS 1 Brace at Jt(s): 51, 25, 12, 9, 19, 29, 33 REACTIONS. , All bearings 0-8-0. (lb) - Max Horz 2=354(1-C 17) Max Uplift All uplift 100 lb or less at joint(s) except 2=460(LC 12), 54=1100(LC 12), 46=1107(LC 13), 41=159(LC 13) Max Grav All reactions 250 lb or less at joints) except 2=555(LC 23), 54=2019(LC 1), 46=1190(LC 1), 41=462(LC 24) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-418/564, 3-4=73/448, 4-5=58/575, 5-6=348/7b6, 6-7=802/987, 7-8=318/386, B-10=318/386, 10-13=-318/386, 13-15=327/414, 15-17=304/356, 17-18=-337/388, 18-20=331/345, 20-22=334/323, 22-24=-339/274, 24-26=-328/146, 26-28=-332/90, 28-30=336/67, 30-32=334/38, 32-34=341/36, 34-35=340/10, 35-37=-349/0, 37-38=327/0, 38-39=307/0, 39-40=-328/0, 40-41=-400/0, 7-9=632/726, 9-11=-653/749, 11-12=-676f782, 12-14=785/968, 14-16=785/968, 16-19=776/942, 19-21=797/980, 21-23=811/1000, 23-25=834/1049, 25-27=1242/1470, 27-29=1269/1527, 29-31=-1282/1547, 31-33=1298/1573, 33-36=-1318/1601, 36-46=1366/1695 BOT CHORD 2-55=366/292, 54-55=566/292, 53-54=432/501, 52-53=171/387, 51-52=143/375, 48-49=868/1387, 47-48=868/1387, 46-47=-868/1387, 45-46=0/554, 44-45=0/554, 43-44=0/554, 41-43=0/554 WEBS 3-55=0/359, 3-54=674f760, 5-54=1479/1000, 5-53=418/1058, 6-53=856/445, 6-51=493/882, 37-46=188/311, 25-47=0/278, 25-49=494/580, 12-49=1821336, 49-51=474/1033, 12-51=266/425, 24-25=1781281 NOTES- (12) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf, h=16ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Extedor(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) Provide adequate drainage to prevent water ponding. bMrRlhoWy Y$ 74JMT20 unless otherwise indicated. ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111II-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not• a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iTek, is always required for stability and to prevent collapse with possible personal Injury and properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/1PI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke Fast Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty, Ply 1115665 - Coney Res. T12321134 1115665 T04 GABLE I Gable I Gable COMMON I I Gable I 1 1 Jab Reference (optional) Builders FlrstSource, Plant City, FL =bb r.ovu s-9 io cuir. —inuuau�ra, u,u. rn—cu cuir rq.c I D:9hbYVyVlz?R77fEF3HaaDVz2KPD-SsR13WuwtgL53AKrYM ixJzffrgucq GfvryB7ZJyRX71 NOTES- (12) 6) Gable studs spaced at 1-4-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) . 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. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 460 lb uplift at joint 2, 1100 lb uplift at joint 54, 1107 lb uplift at joint 46 and 159 It uplift at joint 41. 10) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 12) 'This manufactured product is designed as an individual building component The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." AWARNING-Ver/fy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PACE Mll-7473 rev. 1010312015 BEFORE USE Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall ■■C�e 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, erectionand bracing of trusses and truss systems, see ANSIlTPN 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, Alexandda, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply 1115665 - Coney Res. T12321135 1115665 T05 Piggyback Base 14 1 Job Reference (optional) Builders FlrstSource, Plant City, FL 33566 7.640 s Aug 16 2017 MTek Industries, Inc. Fri Oct 20 12:58:37 2017 Page 1 ID:9hbYVyViz?R77fEF3HaaDVz2KPD-w2?gHsvYe8TyhKv263DAsBBOT4CCZkA34cwg5kyRX70 r2-0.01 8$-3 16-0-0 i 20.7-11 i 26-3-8 i 33-7 38-9.3 468-0 53$-0 65-8-0 i 2 8 8 3 7-3-13 4 7-11 5-7-13 6� 13 M-14 7-10-13 7-l}-0 2-0-0 d 6x8 = 6.00 12 6x8 = 19 18 "�� -- 14 2x4 II 7x10 = 3.00 12 7x10 = Scale = 1:100.4 6 67-13 M11 10-85 -4-0 5 8-8-3 7-63 7-10.13 0-0-0 6-8-0 Plate Offsets (X.Y)— 12:0-3-O.Edgej, f14:0-6-0,0-4-81, f16:04-0.0-3-81, 118:0-7-0,0-4-121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.42 Vert(LL) -0.11 16-17 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.40 Vert(TL) -0.29 16-17 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.89 Horz(TL) 0.06 14 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix) Weight: 402 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except: WEBS 2x4 SP No.3 10-0-0 cc bracing: 16-17,15-16. WEBS 1 Row at midpt 3-18, 5-18, 6-17, 7-17, 9-16 REACTIONS. All bearings 0-8-0. (Ib) - Max Horz 2=228(LC 10) Max Uplift All uplift 100 lb or less at joint(s) except 2=236(LC 12), 1 B=-765(LC 12), 14=580(1_C 13), 12=161(LC 13) Max Grav All reactions 250 lb or less at joints) 12 except 2=489(LC 23), 18=2091(LC 1), 14=1477(LC 24) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=279/217, 3-4=203/513, 4-5=189/669, 5-6=198/442, 6-7=-185/463, 7-8=-902/901, 8-9=1049/902, 9-10=986/943, 10-11 =1 087/925, 11-12=164/426 BOT CHORD 2-19=-163/273, 18-19=-163/273, 17-18=593/833, 16-17=141/631, 15-16=329/926, 14-15=373/418, 12-14=291/351 WEBS 3-19=0/363, 3-18=6831768, 5-18=-1517/1158, 5-17=547/1089, 7-17=921/681, 7-16=-161/516, 9-16=-160/373, 9-15=372/358, 11-15=700/1232, 11-14=1247/1159 NOTES- (9) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.0psf; h=16ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are 4x6 MT20 unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonooncurrent 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 236 lb uplift at joint 2, 765 lb uplift at joint 18 , 580 lb uplift at joint 14 and 161 lb uplift at joint 12. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." ® WARNING -VerNy design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PACE MI-7473 rev. 10/022015 BEFORE USE Design valid for use only with MTek® connectors. This design Is based only upon parameters shown, and Is for an individual building component, not �s 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 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, see ANSUTPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke Fast Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply 1115665 - Coney Res. T12321136 1115665 TOG Piggyback Base 1 1 Job Reference o tional Builders FirstSource, Plant City, FL 33566 7.640 s Aug 16 2017 MTek Industries, Inc. Fri Oct 20 12:58:38 2017 Page 1 ID:9hbYVyViz?R77fEF3HaaDVz2KPD-OEZ2UCwAPSbplTUEfnkPPOkBTUYLIDeCJGgEeAyRX7? r2-0-01 fi-8-3 i 16-0-0 i 20.7-11 26-3-8 33-0-5 , 36-9.3 46-B-0 47-10.1 53-B-0 65-8-0, 2-0-0 8-8-3 7-3-13 4-7-11 5-7-13 6$-13 5-8-14 7-10-13 1-2-1 5.9-15 2-0-0 C 6x8 = 6.00 12 6x8 = 21 20 °1O ' "' 15 2x4 II 7x10 = 3.00 12 6x8 = Scale = 1:100.4 8-8-3 6-7-13 0. 47-11 10.iz 753 7-10.13 -2-1 1.15 Plate Offsets (X.Y)— [2:0-3-O.Edge], I15:0-3-8.0-4-81, f18:0-4-0,0-3-81. I20:0-7-0.0-4-121 LOADING (psfj SPACING- 2-0-0 CSI. DEFL. in (loc) I/defi Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.40 Vert(LL) -0.11 18-19 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.41 Vert(TL) -0.29 18-19 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.75 Horz(TL) 0.07 15 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix) Weight: 406lb FT=20% LUMBER- BRACING - TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except: WEBS 2x4 SP No.3 10-0-0 oc bracing: 18-19,17-18. WEBS 1 Row at midpt 3-20, 5-20, 6-19, 7-19, 9-18 REACTIONS. All bearings 0-8-0 except (jt=length) 15=0-11-5. (lb) - Max Horz 2=228(LC 10) Max Uplift All uplift 100 lb or less at joint(s) except 2=233(LC 12), 20=776(LC 12), 13=131(LC 17), 15=625(1_C 13) Max Grav All reactions 250 lb or less atjoint(s) 13 except 2=482(LC 23), 20=2144(LC 1), 15=1547(LC 24) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=263/242, 3-0=225/538, 4-5=211/694, 5-6=200/442, 6-7=188/463, 7-8=-970/949, 8-9=-1116/950, 9-10=1142/1064, 10-11=1238/1046, 11-12=279/526, 12-13=381/562 BOT CHORD 2-21=-185/281; 20-21=-185/281, 19-20=612/854, 18-19=-146/662, 17-18=-431/1070, 13-15=-431/514 WEBS 3-21=0/363, 3-20=684/769, 5-20=1564/1193, 5-19=580/1132, 7-19=978/723, 7-18=207/578, 8-18=-61/250, 9-18=228/439, 9-17=2981304, 11-17=560/1052, 11-15=1306/1206 NOTES- (9) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=16ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are 4x6 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 233 lb uplift at joint 2, 776 lb uplift at joint 20 , 131 lb uplift atjoint 13 and 625 lb uplift at joint 15. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING -Vedry design parameters and READ NOTES ON THIS AND INCLUDED MlTElC REFERENCE PAGE M11-7473 rev. 10/03/2015 BEFORE USE Design valid for use only with MiTekO connectors. This design is based only upon parameters shown, and is for an individual building component, not Nit a truss system Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek° Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabdcetion, storage, delivery, erection and bracing of trusses and thus systems, see ANSg1P11 Duality Criteria, DSB.89 and BCSI Building Component 6904 Parke Fast Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply 1115665 - Coney Res. T12321137 1115665 T07 Piggyback Base 4 1 Job Reference (optional) Builders FirstSource, Plant City, FL 33566 7.640 s Aug 16 2017 MiTek Industries, Inc. Fri Oct 20 12:58:39 2017 Page 1 ID:9hbYVyvz?R77fEF3HaaDVz2KPD-tR6QiYxoAljgwd3QDUGexcGMVtua1 euLXwPnAcyRX7_ r2-0-0 8$-3 16-0-0 20-7-11 26-3-8 i 33-05 3&9� 46-8-0 , 4M 0 i 53$-0 65-8-0 i 2-0-0 8$3 7-3-13 4-7-11 5-7-13 6�-13 5-8-14 7-10-13 3-0-0 4-0-0 2-0-0 6118 = 6.00 12 6x8 = 21 20 """ 16 15 2x4 II 7x10 = 3.00 12 6x8 = 3x8 II 6-7-13 rr r rr �� LOADING (pst) SPACING- 2-0-0 CS1. DEFL. in (loc) Vdefi Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.45 Vert(LL) -0.11 18-19 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.41 Vert(TL) -0.31 18-19 >999 240 BCLL 0.0 " Rep Stress Incr YES WB 0.88 Horz(TL) 0.08 15 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix) LUMBER - TOP CHORD 2x6 SP No.2 BOT CHORD 2x6 SP No:2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=36610-8-0, 20=2299/0-8-0, 13=31/0-&O, 15=1551/0-8-0 Max Horz 2=228(LC 10) Max Uplift2=220(LC 12), 20=814(LC 12), 13=172(LC 17), 15=610(LC 13) Max Grav 2=447(LC 23), 20=2299(LC 1), 15=1556(LC 24) Scale=1:100.4 PLATES GRIP MT20 244/190 Weight: 409 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 5-8-1 oc puffins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 3-20, 5-20, 6-19, 7-19, 9-18 FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=189/362, 34=327/660, 4-5=313/816, 5-6=-159/402, 6-7=151/427, 7-8=1065/1038, 8-9=1212/1039, 9-1 0=1 419/1296, 10-11 =1 516/1278, 11-12=670/755, 12-13=-414/652 BOT CHORD 2-21=291/316, 20-21=-291/316, 19-20=-719/949, 18-19=148/679, 17-18=665/1326, 16-17=-381/596, 15-16=536/552, 13-15=535/552 WEBS 3-21=0/364, 3-20=687[772, 5-20=1688/1301, 5-19=678/1245, 7-19=1097/829, 7-18=322f707, 8-18=-105/277, 9=18=373/596, 11-17=279/724, 11-16=8231780, 12-15=-1449/1250, 12-16=1123/1353 NOTES- (9) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf,, h=16ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are 4x6 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 220 lb uplift at joint 2, 814 lb uplift at joint 20 , 172 lb uplift at joint 13 and 610 lb uplift at joint 15. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." ®WARNING-Verffy design parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PACE 111II-7473 rev. 1010312015 BEFORE USE Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an individual building component, not• a truss system. Before use, the building designer must verify the applicability of design parameters and 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 fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSITPI'I Quality Criterla, 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 36610 Job Truss Truss Type City Ply 1115665 - Coney Res. T12321138 1115665 T08 Piggyback Base 1 1 Job Reference (optional) Builders FirslSource, Plant City, FL 33566 7.640 s Aug 16 2017 MTek Industries, Inc. Fri Oct 2012:58:40 2017 Page 1 ID:9hbYVyViz?R77fEF3HaaDVz2KPD-LdgovuxRx3sXYnecnCntUppXsHEsm63Vma9Lh3yRX6z 2-0 0 8 B 3 16-0-0 20.7-11 2Y_8 33 0 5 38 9— 46 B-0 47-5 9 53-8-0 5 8-0 2-0-0 8-8-3 7-3-13 47-11 5-7-13 6-8-13 5-8-14 7-10-13 0.9- 6.2-7 2-0-0 0 d 6x8 6x8 = 6.00 12 21 20 """ - "' 15 2l4 II 7x10 = 3.00 12 6x8 = Scale = 1:100.4 6- 5 8-8-3 -,1 1 3 0 fo 4-7-11 10.85 7ar-3 7-10.13 0.9- 6-2-7 Plate Offsets (X Y)— I2:0-3-O.Edgel. 115:0-4-0.0-4-81, f18:0-4-0.0-3-81, f20:0-7-0.0-4-121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.41 Vert(LL) -0.11 18-19 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.41 Vert(TL) -0.29 18-19 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.82 Horz(TL) 0.07 15 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix) Weight: 406 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except: WEBS 2x4 SP No.3 10-0-0 oc bracing: 18-19,17-18. WEBS 1 Row at midpt 3-20, 5-20, 6-19, 7-19, 9-18 REACTIONS. All bearings 0-8-0 except at --length) 15=0-11-5. (lb) - Max Horz 2=228(LC 10) Max Uplift All uplift 100 lb or less at joint(s) except 2=235(1_C 12), 20=-771(LC 12), 13=138(LC 17), 15=603(LC 13) Max Grav All reactions 250 lb or less at joint(s) 13 except 2=485(LC 23), 20=2117(LC 1), 15=1526(LC 24) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=271/229, 34=214/525, 4-5=199/681, 5-6=199/443, 6-7=187/463, 7-8=-936/927, 8-9=-1083/929, 9-10=1065/1011, 10-11 =-1 164/994, 11-12=196/456, 12-13=274/503 BOT CHORD 2-21=-174/276, 20-21=-174/276, 19-20= 602/844, 18-19=144/647, 17-18=-386/1000, 16-17=231/279, 15-16=207/264, 13-15=370/430 WEBS 3-21=0/363, 3-20=683/769, 5-20=-1541/1176, 5-19=-564/1110, 7-19=-949/704, 7-18=186/546, 9-18=192/412, 9-17=338/332, 11-17=643/1166, 11-15=1182/1154 NOTES- (9) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf, BCDL=3.Opsf, h=16ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are 4x6 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 235 lb uplift at joint 2, 771 lb uplift at joint 20 , 138 lb uplift at joint 13 and 603 lb uplift at joint 15. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) "This manufactured product is designed as an individual building component The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." A WARNING -Verify design paramefers and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 151II-7473 rev. 1010MO15 BEFORE USE Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and Is for an individual building component, not �' a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design into the overall 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, see ANSVTPI1 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke Fast Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Ply 1115665 - Coney Res. �,iy, T12321139 1115665 T09 Piggyback Base 1 1 Job Reference (optional) Builders FirstSource, Plant City, FL 33566 7.640 s Aug 16 2017 MTek Industries, Inc. Fri Oct 20 12:58:41 2017 Page 1 ID:9hbYVyViiz?R77fEF3HaaDVz2KPD-ppEB6Ey3iN_09xDpLv1601Mj8ha7Vape?EuuEWRX6y r2-0-0 8-8-3 16-0-0 20.7-11 26310 33-05 i 36-1-0 i 41-7-1 47-0-0 , 53.8-0 65-B-Oi 2-0-0 8-8-3 7-3-13 17-11 5-7-14 6-9-11 3�11 5-0-1 5-0-15 6-8-0 2�0-0-0 Scale = 1:100.4 6x8 = 6.00 12 6x8 = 23 22 "^" - 18 16 15 2x4 II 7x10 = 3.00 12 3x4 II 5xB = 3x8 II 8 8 3 6 7-13 0. 47-11 10.85 49 0 6 6 1 5-0 15 6 B 0 Plate Offsets (X.Y)— r2:0-3-O.Edgel, f19:0-5-0.0-3-01. r20:0-4-0.0-3-81. f22:0-7-00-4-121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.37 Vert(LL) -0.11 20-21 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.41 Vert(TL) -0.29 20-21 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.72 Horz(TL) 0.07 15 n/a n/a BCDL 10.0 Code FBC20141TP12007 (Matrix) Weight: 427 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD 2x6 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 9-18: 2x4 SP No.3 WEBS 1 Row at midpt 3-22, 5-22, 6-21, 7-21 WEBS 2x4 SP No.3 REACTIONS. All bearings 0-8-0. (Ib) - Max Horz 2=228(LC 10) Max Uplift All uplift 100 lb or less at joint(s) except 2=236(LC 12), 22=770(LC 12). 15=568(LC 13), 13=165(1_C 13) Max Grav All reactions 250 lb or less at joint(s) 13 except 2=492(LC 23), 22=2098(LC 1), 15=1500(LC 24) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-285/214, 34=203/510, 4-5=189/665, 5-6=206/450, 6-7=1931470, 7-8=-925/928, 8-9=-1019/944, 9-10=-1126/1055, 10-11=-5681799, 11-12=685/781, 12-13=-185/479 BOT CHORD 2-23=160/272, 22-23=160/272, 21-22=589/833, 20-21=145/647, 19-20=277/988, 15-16=348/378, 13-15=-348/378 WEBS 3-23=0/363, 3-22=683/768, 5-22=-152511170, 5-21=558/1096, 7-21=-936f702, 7-20=178/530, 9-20=-1951388, 16-19=244/597, 10-19=76/473, 10-16=-731/529, 12-16=684/1043, 12-15=1348/1214 NOTES- (9) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf,, BCDL=3.Opsf; h=16ft; Cat. ll; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are 4x6 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 236 lb uplift at joint 2, 770 Ib uplift at joint 22 , 568 lb uplift at joint 15 and 165 lb uplift at joint 13. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) "This manufactured product is designed as an individual building component The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." AWARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MirEK REFERENCE PAGE Mll-7473 rev. 10103/2075 BEFORE USE. Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and Is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall 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, see ANSVTPII 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 36610 Job Truss Truss Type Qty Ply 1115665 - Coney Res. T12321140 1115665 T10 GABLE I Gable I Gable COMMON I I Gable I 1 1 Job Reference a tianal Builders FirslSource, Plant City, FL 33566 7.640 s Aug 16 2017 MTek Industries, Inc. Fri Oct 20 12:58:45 2017 Page 1 I D:9hbYVyViz?R77fEF3HaaDVz2KPD-hbUhyb?7J bUgeY WaaIN2BtWN WIw6QTZEwss5NGyRX6u 2-0-0 9-4-0 15-6-0 1935 2 -7- 1 2&2-0 33-0-5 37-0-11 47-0-0 53-8-0 2-0-0 9-4-0 64-0 3-75 -4- 7-0.5 4-105 4-0-0 9-11-5 6-0-0 Scale=1:104.3 4x6 = 6.00 12 10x12 i 4x6 = 23 25 2729 30 32 34 36 38 41 43 4546 48 50 90 89 88 87 86 85 - . 83 82 - . 80 79 . - 77 76 75 74 6x8 = 4x6 = 4x6 = 4x6 =5xB = 4x6 = 3x6 11 1 -7-1 3 - -8 9-0-0 6-4-0 3J5 -4- 7-6-5 4-105 1 4-0-6 9-115 6.8-0 Plate Offsets (X,Y)- f24:0-6-0.0-2-121, I39:0-2-2.0-2-01. 153:0-6-0.0-2-121. 177:0-3-0,04-01, f83:044,0-1-81 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.41 Vert(LL) 0.11 89 >993 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.47 Vert(TL) -0.15 77-79 >999 240 BCLL 0.0 " Rep Stress Incr YES WB 0.42 Horz(TL) 0.05 72 n/a n/a BCDL 10.0 Code FBC2014ITP12007 (Matrix) Weight: 593 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x6 SP No.2 TOP CHORD BOT CHORD 2x6 SP No.2 BOT CHORD WEBS 2x4 SP No.2 *Except* 18-83,39-80,24-80,24-82,18-82,53-80,53-79: 2x4 SP No.3 38-39: 2x6 SP No.2 WEBS JOINTS REACTIONS. All bearings 0-8-0. (lb) - Max Horz 2=354(LC 17) Max Uplift All uplift 100 lb or less atjoint(s) except 2=237(1_C 12), 85=-707(LC 12), 83=-603(LC 9), 77=-1054(LC 13), 72=-214(LC 13) Max Grav All reactions 250 lb or less atjoint(s) except 2=602(LC 1), 85=503(LC 23), 83=1366(LC 1), 77=1237(LC 1), 72=532(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-593/208, 34=-514/222, 4-5=-484/232, 5-6=4511245, 6-7=-416/257, 7-8=-394/268, 8-9=444/299, 9-11=-421/303, 11-12=-422/356, 12-14=397/380, 14-16=-382/409, 16-19=-391/480, 19-21=-400/562, 21-23=4281616, 23-25=-393/645, 25-27=397/655, 27-29=383/637, 29-30=383/637, 30-32=-383/637, 32-34=3831637, 34-36=383/637, 36-38=-383/637,38-41=363/637,4143=-383/637,43-45=-383/637,4546=-383/637, 46-48=378/625, 48-50=-410/658, 50-52=411/591, 52-54=-451/647, 54-56=-398/463, 56-58=-445/515, 58-60=449/458, 60-62=465/427, 62-63=-457/396, 63-65=-483/394, 65-67=-498/368, 67-68=-494/283, 68-69=-429/207, 69-70=-425/203, 70-71=454/192,. 71-72=524/178, 39-40=741/630, 40-42=743/637, 42-44=764/664, 4447=761/652, 4749=749/622, 49-51=778/684, 51-53=769/623, 53-55=1259/1114, 55-57=1244/1056, 57-59=1269/1108, 59-61=1285/1134, 61-64=1300/1160, 64-66=-1319/1184, 66-77=1370/1285, 10-85=23/435, 10-13=-56/439, 13-15=65/442, 15-17=78/449, 17-18=108/486, 18-20=-430/543, 20-22=-389/466, 22-24=330/417, 24-26=824/674, 26-28=766/662, 28-31=783/681, 31-33=765/657, 33-35=749/638, 35-37=732/619, 37-39=729/611 BOT CHORD 2-90=64/514, 89-90=64/514, 88-89=-64/514, 87-88=64/514, 86-87=64/514, 85-86=64/514, 84-85=-155/281, 83-84=-155/281, 82-83=-1551281, 81-82=325/676, 80-81=325/676, 79-80=833/1539, 78-79=833/1541, 77-78=833/1541, 76-77=81/508, 75-76=-81/508, 74-75=-81/508, 72-74=81/508 WEBS 8-85=-256/363, 18-83=-1286/946, 68-77=-211/362, 39-80=163/428, 24-80=2091409, 24-82=547/395, 18-82=-512/981, 53-80=-619/617, 53-79=0/368, 53-54=311/613, 38-39=292/339 NOTES- (12) 1) Unbalanced roof live loads have been considered for this design. Continued on Dace 2 Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 83-85,82-83 8-1-6 oc bracing: 79-80 8-1-1 oc bracing: 77-79. 1 Row at midpt 53-80 1 Brace at Jt(s): 18, 39, 24, 53, 28, 33, 37, 22, 15, 40, 44, 49, 55, 59, 64 ®WARN- -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and 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 M iTek' 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, see ANSVTPII Quality Criteria, OSB-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 36610 Job Truss Truss Type Qty Ply 1115665 - Coney Res. T12321140 1115665 T10 GABLE I Gable I Gable COMMON I I Gable 1 1 1 Jab Reference (optional) Builders FirstSource, Plant City, FL 33566 7.640 s Aug 16 2017 MiTek Industries, Inc. Fri Oct 20 12:58:45 2017 Page 2 I D:9hbYVyViz?R77fEF3HaaDVz2KPD-hbUhyb?ZlbUgeYWaaIN2BtWNWIw6QTZEwss6NGyRX6u NOTES- (12) 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=42psf, BCDL=3.Opsf, h=16ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as perANSIIrPI 1. 4) Provide adequate drainage to prevent water ponding. 5) All plates are 2x4 MT20 unless otherwise indicated. 6) Gable studs spaced at 1-4-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) ' 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. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 237 lb uplift at joint 2, 707 lb uplift at joint 85, 603 lb uplift at joint 83, 1054 lb uplift at joint 77 and 214 lb uplift at joint 72. 10) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 12) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." AWARNIN6 -Verify des/tin parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE Ml1-7473 rev. 10/0312075 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not �a a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal. injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke Fast Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply 1115665-coney Res. T12321141 1115665 T12 Common 9 1 Job Reference (optional) Builders FirstSource, Plant City, FL 33566 7.640 s Aug 16 2017 Wek Industries, Inc. Fri Oct 20 12:58:46 2017 Page 1 I D:9hbYVyViz?R77fEF3H aaDVz2KPD-9n24AxOBWvcgGi5m7S uHj43Uci6VgtKN8WcfvjyRX6t 2-0.0 7 6 8 15-1-8 19 2-0 23 2 8 30-9-8 38-4-0 40-0 0 2-0-0 7-6-8 7-7-0 40.8 4.0-8 7-7-0 7-0-8 a 5x6 = 6.00 12 --.- 2x4 II 5x8 — 4x6 = 46 = 5XB = 2x4 II Scale = 1:70.2 i 7-6-8 15-1-8 23-241 i 30.9-8 38-4-0 i � Ia 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 NO Code FBC2014/TPI2007 CSI. TC 0.65 BC 0.97 WB 0.64 (Matrix) DEFL. in (loc) I/defi Lid Vert(LL) -0.33 15-17 >999 360 Vert(TL) -0.49 14-15 >915 240 Horz(TL) 0.12 10 n/a n/a PLATES GRIP MT20 244/190 Weight:271 lb FT=20% LUMBER- BRACING - TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-0-6 oc purlins. BOT CHORD 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 4-11-14 or bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 3-15, 9-14 JOINTS 1 Brace at Jt(s): 18 REACTIONS. (lb/size) 2=1776/0-8-0, 10=1776/0-8-0 Max Horz 2=213(LC 11) Max Uplift2=761(LC 12), 10=761(LC 13) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=3040/2605, 3-4=-2540/2301, 4-5=2447/2318, 5-6=-443/434, 6-7=443/435, 7-8=2447/2318, 8-9=2540/2301, 9-10=3040/2604 .BOT CHORD 2-17=2027/2658, 16-17=-2027/2658, 15-16=2027/2658, 14-15=1534/2227, 13-14=-2075/2611, 12-13=2075/2611, 10-12=2075/2611 WEBS 5-15=-4851747, 3-15=638/608, 3-17=0/255, 7-14=-485/747, 9-14=-638/607, 9-12=0/255, 5-18=1851/1930, 7-18=1851/1930 NOTES- (7) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst, BCDL=3.Opsf; h=16ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; 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 761 lb uplift at joint 2 and 761 lb uplift at joint 10. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) 'This manufactured product is designed as an individual building component The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-6=54, 6-11=54, 2-15=20, 14-15=80, 10-14=-20 ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 101032015 BEFORE USE. Design valid for use onlywith MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not �• a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTeiC' 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, see ANSVTPII 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 36610 Job Truss Truss Type Qty Ply 1115665 - Coney Res. T12321142 1115665 T13 GABLE 1 1 Job Reference (optional Builders FlrstSource, Plant City, FL 33566 7.640 s Aug 16 2017 MTek Industries, Inc. Fri Oct 20 12:58:472017 Page 1 • ID:9hbYVyViz?R77fEF3HaaDVz2KPD-ezbSNH1 gHDkXtsgzhAPWGlcm?6hruRxXNALCR9yRX6s -2-0-0 19-2-0 38-" 40--0 2-0-0 19-2-0 19-2-0 2-0-0 a 5x6 = 6.0012 16 17 Scale = 1:70.2 58 57 56 55 54 53 5251 50 49 48 47 46 45 44 43 42 41 40 39 38 37 36 35 34 33 32 5x8 = 5x8 = LOADING (psfl SPACING- 2-0-0 CS1. DEFL. in (loc) 1/defl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.22 Vert(LL) -0.01 31 Nr 120 TCDL 7.0 Lumber DOL 1.25 BC 0.13 Vert(TL) -0.01 31 Nr 120 BCLL 0.0 ' Rep Stress Incr YES WB 0.10 Horz(TL) 0.01 30 Na Na BCDL 10.0 Code FBC2014/TPI2007 (Matrix) LUMBER - TOP CHORD 2x6 SP No.2 BOT CHORD 2x6 SP No.2 OTHERS 2x4 SP No.2 REACTIONS. All bearings 38-4-0 PLATES GRIP MT20 244/190 Weight: 389 lb FT = 20% 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. WEBS 1 Row at midpt 16-45, 15-46, 17-44 (lb) - Max Horz 2=330(LC 16) Max Uplift All uplift 100 lb or less at joints) 46, 56, 44, 40, 34 except 2=166(1_C 8), 47=110(LC 12), 48=108(LC 12), 49=101(LC 12), 50=100(LC 12), 52=101(LC 12), 53=101(LC 12), 54=100(LC 12), 55=102(LC 12), 57=103(LC 12), 58=-134(1_C 12), 43=113(LC 13), 42=110(LC 13), 41=101(1_C 13), 38=101(LC 13), 37=101(LC 13), 36=100(LC 13), 35=102(LC 13), 33=103(LC 13), 32=133(LC 13), 30=143(1_C 13) Max Grav All reactions 250 lb or less at joints) 45, 46, 47, 48, 49, 50, 52, 53, 54, 55, 56, 57, 58, 44, 43, 42, 41, 40, 38, 37, 36, 35, 34, 33, 32 except 2=265(LC 1), 30=265(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=355/156, 3-4=262/170, 7-8=93/263, 8-9=-77/290, 9-10=73/293, 10-11=98/324, 11-12=1 19/354,12-13=139/412, 13-14=161/475, 14-15=184/541, 15-16=188/550, 16-17=188/550, 17-18=184/541, 18-19=161/475, 19-20=139/412, 20-21=119/352, 21-22=98/294 BOT CHORD 2-58=98/340, 57-58=98/340, 56-57=98/340, 55-56=98/340, 54-55=98/340, 53-54=98/340, 52-53=-98/340, 51-52=98/340, 50-51=98/340, 49-50=98/340, 48-49=98/340, 47-48=-98/340, 46-47=98/340, 45-46=-98/340, 44-45=98/340, 43-44=98/340, 42-43=-98/340, 41-42=98/340, 4041=98/340, 39-40=-98/340, 38-39=98/340, 37-38=98/340, 36-37=98/340, 35-36=98/340, 34-35=98/340, 33-34=98/340, 32-33=98/340, 30-32=98/340 WEBS 16-45=253/62 NOTES- (11) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf, BCDL=3.0psf: h=16f ; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as perANSI/TPI 1. 4) All plates are 2x4 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing, 6) Gable studs spaced at 1-4-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) • 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. Continued on Daae 2 I d WARMNG -Verify design Parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MIF7473 rev, 10/03/20f5 BEFORE USE. ' Design valid for use ontywith MTekS connectors. This design is based only upon parameters shown, and Is for an individual building component, not a buss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTeie° 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, see ANSITPII 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 36610 Job Truss Truss Type Qty Ply 1115665 - Coney Res. T12321142 1115665 T13 GABLE 1 1 Job Reference (optional) Builders FirstSource, Plant City, FL 33566 7.640 sAug 16 2017 MiTek Industries, Inc. Fri Oct 20 12:58:48 2017 Page 2 ID:9hbYVyVz?R77fEF3HaaDVz2KPD-699gad2S2WsOVOF9FtvdpV8xlW14duBgcg5mzbyRX6r NOTES- (11) 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 46, 56, 44, 40, 34 except at --lb) 2=166, 47=110, 48=108, 49=101, 50=100, 52=101, 53=101, 54=100, 55=102, 57=103, 58=134, 43=113, 42=110, 41=101, 38=101, 37=101, 36=100, 35=102, 33=103, 32=133, 30=143. 10) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 11) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING -VeA(y design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 10/032015 BEFORE USE Design valid for use only with Mrfek® connectors. This design is based only upon parameters shown, and Is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web andfor chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury end property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIr p11 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 36610 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 314' Center plate on joint unless x, y offsets are indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. 0'T1 fi r I 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 20120 software or upon request. PLATE SIZE The first dimension is the plate 4 x 4 width measured perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION Indicated by symbol shown and/or by text in the bracing section of the output. Use T or I bracing if indicated. BEARING Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Min size shown is for crushing only. Industry Standards: ANSI/TP11: 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) BOTTOM CHORDS 6 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. Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 13. Top chords must be sheathed or purlins provided at spacing indicated on design. Lumber design values are in accordance with ANSI/TPI 1 14. Bottom chords require lateral bracing at 10 ft. spacing, . section 6.3 These truss designs rely on lumber values or less, if no ceiling is installed, unless otherwise noted. established by others. 15. Connections not shown are the responsibility of others. © 2012 MiTek® All Rights Reserved MM W1 0 MiTek a MiTek Engineering Reference Sheet: MII-7473 rev. 10/03/2015 16. Do not cut or after 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 ANSVTPI1 Quality Criteria.