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HomeMy WebLinkAboutTRUSS® Lumber design valtaes are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. MiTek® RE: 1088869 - 1088869 - Pearson Res. MiTek USA, Inc. Site Information: 6904 Parke East Blvd. Tampa, FL 33610-4115 Customer Info: Keith Pearson Project Name: Pearson Residence Model: Custom Lot/Block: .. Subdivision: .. Address: Jorgensen 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 46 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 No. I Seal# I Truss Name I Date 1 T12582730 1 CJ01 11/27/17 118 IT12582747IT08 111/27/17 12 I T12582731 1 CJ02 1 11/27/17 119 I T12582748 I T09 1 11/27/17 1 13 J T12582732 J CJ03 111127117120 J T12582749 J T10 J 11/27/17 14 J T12582733 1 EJ01 J 11/27/17 J 21 J T12582750 J T11 1 11/27/17 15 I T12582734 J EJ02 1 11/27/17 122 I T12582751 I T12 11/27/17 16 I T12582735 J EJ03 1 11/27/17 123 I T12582752 I T13 11/27/17 17 I T12582736 J EJ04 1 11/27/17 124 I T12582753 I T14 11/27/17 18 1 T12582737 1 HJ01 1 11/27/17 125 I T12582754 I T15 1 11/27/17 19 1 T12582738 1 HJ04 1 11/27/17 126 I T12582755 I T16 1 11 /27/17 110 1 T12582739 1 PO 1 11/27/17 127 I T12582756 I T17 1 11/27/17 J ill I T12582740 I T01 1 11/27/17 128 I T12582757 I T18 1 11/27/17 112 I T12582741 I T02 1 11/27/17129 I T12582758 I T19 1 11/27/17 113 I T12582742 I T03 1 11/27/17 130 I T12582759 I T20 1 11 /27/17 1 114 I T12582743 I T04 1 11/27/17131 I T12582760 I T21 1 11/27/171 15 IT12582744IT05 1 11/27/17 132 IT12582761IT22 11 /27/17 16 IT12582745IT06 1 11/27/17 133 I T12582762 I T23 1 11/27/17 1 117 I T12582746 I T07 1 11/27/17 134 I T12582763 I T24 1 11/27/17 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: Finn, Walter 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 jurisdictiop(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. T 9-r oc ca ❑RN c�oo�Zmc 0;0 0 cm8M� ;t 70 O Zmmzz o v • D m� 00�0 � o A n D MM000ZMQ c 0 0 -4TO m mmDS z 1 Z CD 09n r��11 =H-4m0 001 8 0n ZHMM-rp m Av C r * n. — n-4NCO�0m o=OZ—� LA o o c 3 �mnmy�zz�n0 0� m�Z, z 1 t Z-ichDDuaoo; A (r o $oo MOOri _ ---_ o?z MOO P. • 39 • 10 STATE OF 00 ow X/ - ONA�''''',,,� WalterP. inn PE No.22839 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: November 27,2017 Finn, Walter 1 of 2 RE: 1088869 - 1088869 - Pearson Res. Site Information: Customer Info: Keith Pearson Project Name: Pearson Residence Model: Custom Lot/Block: .. Subdivision: .. Address: Jorgensen Road City: Fort Pierce State: FL No. Seal# I Truss Name I Date 135 IT12582764IT25 11/27/17 136 IT12582765IT26 111/27/171 137 IT12582766IT27 111/27/171 138 IT12582767IT28 111/27/171 139 IT12582768IT29 111/27/171 140 IT12582769IT30 111/27/171 141 T12582770 1 T31 1 11/27/17 142 T12582771 1 T32 1 11 /27/17 143 1 T12582772 1 V01 111/27/171 144 1 T12582773 1 V02 111/27/171 145 1 T12582774 1 V03 111/27/171 146 1 T12582775 1 VO4 1 11/27/17 1 2of2 Job Truss Truss Type Qty Ply 1088869 - Pearson Res. T12582730 1088869 CJ01 Jack -Open 14 1 Job Reference (optional) Builders FirstSource, Plant City, FL 33566 7.640 s Aug 16 2017 Mirek Industries, Inc. Mon Nov 27 10:25:45 2017 Page 1 1 D:SX?YZ74tOvt7sggNRddzll zCsvy-6r3HXboXeS3k_UNwXW24ygdKogOW KUyD UgsMARyFOw4 2-0-0 1-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.42 Vert(LL) 0.00 7 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.08 Vert(TL) 0.00 7 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=-19/Mechanical, 2=237/0-8-0, 4=-34/Mechanical Max Horz2=53(LC 12) Max Uplift3=-19(LC 1), 2=-104(LC 12), 4= 34(LC 1) Max Grav3=19(LC 8), 2=237(LC 1), 4=27(LC 8) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. scale = 1:9.7 PLATES GRIP MT20 244/190 Weight: 7 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (7) 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; Cat. II; Exp B; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) zone;C-C for members and forces & MW FRS for reactions shown; 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 100 lb uplift at joint(s) 3, 4 except (jt=lb) 2=104. 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." Q WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGEMII-7473 rev. 101032015 BEFORE USE. Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and is for an Individual building component, not � a 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 10 prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandria VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 1088869 -Pearson Res. T72582731 1088869 CJ02 Jack -Open 14 1 Job Reference (optional) Builders FirstSource, Plant City, FL 33566 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Nov 27 10:25.,462017 Page 1 ID:SX?YZ74tOvUsggNRddzl1 zCsvy-bl cflxo9PmBacex65DZJVtATh EMr3xCMiUbvityFOw3 3-0-0 2-0-0 3-0-0 Scale = 1:14.8 3-0-0 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.54 Vert(LL) -0.00 2-4 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.08 Vert(TL) -0.01 2-4 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code FBC2014ITP12007 (Matrix) Weight: 13lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=1 1 /Mechanical, 2=286/0-8-0, 4=26/M ech anical Max Horz 2=94(LC 12) Max Uplift3=-27(LC 12), 2= 106(LC 12) Max Grav3=21(LC 8), 2=286(LC 1), 4=52(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 3-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (7) 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; Cat. II; Exp B; 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 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 100 lb uplift at joint(s) 3 except Ot=lb) 2=106. 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." 0 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11111-7473 rev. 101012016 BEFORE USE. " Design valid for use only with MITek6 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 buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek prevent Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabricatlom storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information avaliable from Truss Plate Institute, 218 N. Lee Street Suite 312. Alexandria VA 22314. Tampa, FL 33610 Job Truss Truss Type ty Ply 1088869 - Pearson Res. U T12582732 1088869 CJ03 Jack -Open 8 1 Job Reference (optional) Builders FirstSource, Plant City, FL 33566 7.640 s Aug 16 2017 Mi rek Industries, Inc. Mon Nov 27 10:25:46 2017 Page 1 I D:SX?YZ74tOvt7sggN Rddzll zCsvy-b 1 cflxo9Pm Bacex65DZJVtAVYELN3xCMiUbvityFOw3 -2-0.0 5-0-0 2-0-0 5-0-0 Scale = 1:19.8 5-0-0 5-0-0 Plate Offsets (X,Y)-- f2:0-4-0,0-0-41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.42 Vert(LL) -0.01 4-7 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.17 Vert(TL) -0.04 4-7 >999 240 BCLL 0.0 ' Rep Stress Incr YES W B 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014fFP12007 (Matrix-M) Weight: 19lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=98/Mechanical, 2=337/0-8-0, 4=42/Mechanical Max Harz 2=134(LC 12) Max Uplift3= 75(LC 12), 2=-11O(LC 12) Max Grav3=98(LC 1), 2=337(LC 1), 4=75(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (7) 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; Cat. II; Exp B; Encl., GCpl=0.18; MW FRS (envelope) and C-C Exterior(2) zone;C-C for members and forces & MW FRS for reactions shown; 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 100 lb uplift at joint(s) 3 except Qt=lb) 2=110. 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." Q WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGEMII-7473 rev. 10/03,2015 BEFORE USE. Design valid for use orgy with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not � a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek` B always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 1088869 -Pearson Res. T72582733 1088869 EJ01 Jack -Partial 23 1 Job Reference (optional) Builders FirstSource, Plant City, FL 33566 7.640 s Aug 16 2017 M7ek Industries, Inc. Mon Nov 27 10:25:47 2017 Page 1 I D:SX?YZ74tOvt7sggN Rddzl 1 zCsvy-3EA1 yHpnA4JREoW Jfx4Y151cheejoOSWx8LSEKyFOw2 2-0-0 7.0-0 I LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.65 Vert(LL) -0.06 4-7 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.35 Vert(TL) -0.15 4-7 >540 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014lTPI2007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=140/Mechanical, 2=426/0-8-0, 4=59/Mechanical Max Horz2=175(LC 12) Max Uplift3= 108(LC 12), 2=-134(LC 12) Max Grav3=140(LC 1), 2=426(LC 1), 4=105(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Scale = 1:24.6 PLATES GRIP MT20 244/190 Weight: 26 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 5-8-1 oc puriins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (7) 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft Cat. 11; Exp B; Encl., GCpl=0.18; MW FRS (envelope) and C-C Exterlor(2) zone;C-C for members and forces & MW FRS for reactions shown; 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 100 lb uplift at joint(s) except Qt=lb) 3=108, 2=134. 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." Q WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE M11-7473 rev. 10/OZ2015 BEFORE USE ° Design valid for use only with MITekO connectors. This design is based only upon parameters shown, and Is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MITe 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 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 33610 Job Truss Truss Type ty Ply 108Bes9 - Pearson Res. T12582734 1088869 EJ02 Monopilch Girder 1 2 Job Reference O tlona Builders FirstBource, Plant Gay, FL 33565 r.— s —9 io .... mi ren n uusr i , mc. mui 1 14— a 1v.ay.vr cv 11 ayo 1 I D:SX?YZ74tOvt7sggNRddzl l zCsvy-3EA1 yHpnA4JREoW Jfx4Y15ieXeZdoOSW x8LSEKyFO WL -2-0-0 7-0-0 2-0-0 7-0-0 Scale = 1:24.9 7-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.53 Vert(LL) -0.07 2-4 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.68 Vett(TL) -0.17 2-4 >462 240 BCLL 0.0 Rep Stress Incr NO W B 0.00 Horz(TL) 0.00 4 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix) Weight: 72 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x6 SP No.2, end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=942/Mechanical, 2=980/0-8-0 Max Horz2=173(LC 8) Max Uplift4=-319(LC 8), 2=-292(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (10) 1) 2-ply truss to be connected together as follows: Top chords connected with 1 Od (0.131 "x3") nails as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords connected with 1 Od (0.131 'x3") nails as follows: 2x6 - 2 rows staggered at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASES) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; Cat. 11; Exp B; Encl., GCpi=0.18; MW FRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 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) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at Joint(s) except Qt=lb) 4=319, 2=292. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 437 lb down and 141 lb up at 1-11-4, and 437lb down and 141 lb up at 3-11-4, and 437lb down and 140 lb up at 5-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 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." LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3= 54, 2-4=-20 Concentrated Loads (lb) Vert: 5=-437(F) 6= 437(F) 7=-437(F) Q WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MWEKREFERANCE PAGE 11,1II-7473 rev. 1010312015 BEFORE USE. ' Design valid for use only with MITek9 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 MoTek' is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street Suite 3 1 Z Alexandria VA 22314. Tampa, FL 33610 Job Truss Truss Type 11ty Ply 1088869 - Pearson Res. T12562735 1088869 EJ03 Jack -Partial 7 1 Job Reference (optional) Builders FirstSource, Plant City, FL 33566 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Nov 27 10:25:48 2017 Page 1 I D:SX?YZ74tOvt7sggN Rddz11 zCsvy-XQkPAdgQxN RI ry5VCebnal Frw2z2XrifAo4ommyFOwl -2-0-0 i 2-10-0 7-0-0 2-0-0 2-10-0 4-2-0 Scale = 1:24.6 7-0-0 , 2-10-0 4-2-0 Plate Offsets MY)— f3:0-4-0,0-1-31 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TC 0.43 Vert(LL) 0.12 3-5 >709 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.41 Vert(TL) -0.16 3-5 >525 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.07 5 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight: 28 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-5-6 oc puriins. BOT CHORD 2x4 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 3-6: 2x6 SP No.2 REACTIONS. (lb/size) 4=1 26/Mechani cal, 2=434/0-8-0, 5=71/Mechanical Max Harz 2=175(LC 12) Max Uplift4=-89(LC 12), 2= 134(LC 12), 5= 7(LC 12) Max Grav4=126(LC 1), 2=434(LC 1), 5=97(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (7) 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft Cat. II; Exp B; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) zone;C-C for members and forces & MW FRS for reactions shown; 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 100lb uplift atjoint(s) 4, 5 except (jt=lb) 2=134. 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." ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/032015 BEFORE USE. ' Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing Indicated Is to prevent bucking 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 fabricallon, storage, delivery, erection and bracing of trusses and truss systems, seeANSi/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information avallabte from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 1088869 -Pearson Res. T12582736 1088869 EJ04 Jack -Partial 12 1 Job Reference o tlonal Builders FirstSource, Plant City, FL 33566 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Nov 27 10:25:48 2017 Page 1 I D:SX?YZ74tOvt7sggN Rddzl1 zCsvy-XQkPAdgQxNRiry5VCebnal Fr121 rXrifAo40m myFOwl 2-0-0 5-0-0 Scale = 1:19.8 5-0-0 LOADING (psf) SPACING- 2-0-0 CSL DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.42 Vert(LL) -0.01 4-7 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.17 Vert(TL) -0.04 4-7 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight: 19lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc pudins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=98/Mechanical, 2=337/0-8-0, 4=42/Mechanical Max Horz 2=134(LC 12) Max Uplift3= 75(LC 12), 2= 11 O(LC 12) Max Grav3=98(LC 1), 2=337(LC 1), 4=75(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown NOTES- (7) 1) Wind: ASIDE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; Cat. II; Exp B; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) zone;C-C for members and forces & MW FRS for reactions shown; 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 100 lb uplift atjoint(s) 3 except Qt=lb) 2=110. 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." 0 WARNING. Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and is for an Individual building component, not � a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication. storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate institute, 218 N. Lee street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 1088869 -Pearson Has. T12582737 1088869 HJ01 Diagonal Hip Girder 4 1 Job Reference (optional) Builders FirsiSource, Plant City, FL 33566 7.640a AUg 16 ZUI I MI I eK InOUSUISS, Inc. Mon NOV V I VZb V CV11 rage 1 ID:SX?YZ74tOvt7sggN Rddzl l zCsvy-?clnNzr2hhZ9T6ghmM606W nyOSBgGH?pOSgZJCyFOwv -2-9-15 4-7-0 9-10-1 2-9-15 4-7-0 5-3-0 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.66 TCDL 7.0 Lumber DOL 1.25 BC 0.90 BCLL 0.0 ' Rep Stress Incr NO WB 0.13 BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.1 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=160/Mechanical, 2=477/0-10-15, 5=202/Mechanical Max Horz2=202(LC 4) Max Uplift4=-113(LC 4), 2=-221(LC 4), 5=-59(LC 8) Max Grav4=160(LC 1), 2=493(LC 35), 5=209(LC 35) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-11=-602/115, 11-12=-535/155, 3-12= 503/154 BOT CHORD 2-14=-241/491, 14-15=-241/491, 7-15=-241/491, 6-7= 241/491 WEBS 3-7=-35/304, 3-6=-587/287 Scale = 1:24.7 0 DEFL. in (loc) I/dell Ud PLATES GRIP Vert(LL) 0.19 6-7 >630 360 MT20 244/190 Vert(TL) -0.41 6-7 >284 240 Horz(TL) 0.01 2 n/a n/a Weight: 41 lb Fi- = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 5-2-6 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (9) 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; Cat. II; Exp B; Encl., GCpi=0.18; MW FRS (envelope); 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 100 lb uplift at joint(s) 5 except Qt=lb) 4=113 , 2=221. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 72 lb down and 95 lb up at 1-4-15, 72 lb down and 95 lb up at 1-4-15, 106 lb down and 27 lb up at 4-2-15, 106 lb down and 27 lb up at 4-2-15, and 47 lb down and 78 lb up at 7-0-14, and 47 lb down and 78 lb up at 7-0-14 on top chord, and 23 lb down and 62 lb up at 1-4-15, 23 lb down and 62 lb up at 1-4-15, 18 lb down at 4-2-15, 18 lb down at 4-2-15, and 33 lb down at 7-0-14, and 33 lb down at 7-0-14 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 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." LOAD CASES) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pif) Vert: 1-4=-54, 5-8=-20 Concentrated Loads (lb) Vert: 6=-27(F— 14, B— 14) 11=45(F=23, B=23) 13=-43(F=-22, B=-22) 14=64(F=32, B=32) 0 WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED mrTEKREFERANCE PAGE Mll--7473 rev. 10/03,2015 BEFORE USE Design valid for use only with MITekO connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing Welk' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabilcatlom storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Buliding 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 aty Ply 1088869 -Pearson Res. T12582738 1088869 HJ04 Diagonal Hip Girder 3 1 Job Reference (optional) Builders FirstSource, Plant filly, FL 33566 /.54U S AUg 1b LU1 / MI I eK Incustrres, Inc. Mon NOV L f 1 U:L5:4u "LU1 / rage 1 ID:SX?YZ74tOvt7sggN Rddzll zCsvy-?cl nNzr2hhZ9T6ghmM606W n_NSKBGIypOSgZJCyFOwO -2-9-15 7-0-2 2-9-15 7-0-2 Scale = 1:19.3 7-0-2 7-0-2 Plate Offsets (),Y)-- 12:0-0-12,0-1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.58 Vert(LL) -0.07 4-7 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.35 Vert(TL) -0.13 4-7 >665 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.00 Horz(TL) 0.01 2 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight: 26lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-11-6 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=134/Mechanical, 2=373/0-10-15, 4=54/Mechanical Max Horz 2=161(LC 4) Max Uplift3=-91(LC 8), 2=-187(LC 4) Max Grav3=137(LC 35), 2=399(LC 35), 4=100(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (9) 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.opsf; h=18ft; Cat. II; Exp B; Encl., GCpl=0.18; MW FRS (envelope); 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 100 lb uplift at joint(s) 3 except Qt=lb) 2=187. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 72 lb down and 95 lb up at 1-4-15, 72 Ito down and 95 lb up at 1-4-15, and 106 lb down and 27 lb up at 4-2-15, and 106 lb down and 27 lb up at 4-2-15 on top chord, and 23 lb down and 62 lb up at 1-4-15, 23 lb down and 62 lb up at 1-4-15, and 18 lb down at 4-2-15, and 18 lb down at 4-2-15 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 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." LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-3=-54, 4-5=-20 Concentrated Loads (lb) Vert: 8=45(F=23, B=23) 10=64(F=32, B=32) ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE M11-7473 rev. 10103,2015 BEFORE USE Design valid for use only with MITek® connectors. This design is based only upon parameters shown, and Is for an Indivduai 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 bu ldfng design. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing Mire 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/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East BNd. Safety information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply 1088869 -Pearson Res. T12562739 1088869 Pot Piggyback 8 1 Job Reference (optional) Builders FirstSource, Plant City, FL 33566 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Nov 27 10:25:50 2017 Page 1 I D:SX?YZ74tOvt7sggN Rddz11 zCsvy-TpsAbJsgS?hO5GFtK3dFfjKFyreT?ICyd6Z7rfyFOw? 3-4-0 6-8-0 3-4-0 3-4-0 3x4 = 2x4 = 2x4 = Scale = 1:13.2 6-8-0 Plate Offsets (),Y)— f3:0-2-0,Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.14 Vert(LL) 0.00 5 n/r 120 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.48 Vert(TL) 0.00 5 n/r 120 BCLL 0.0 ' Rep Stress Incr YES W B 0.00 Horz(TL) 0.00 4 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix) Weight: 18lb 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. REACTIONS. (lb/size) 2=209/4-8-14, 4=209/4-8-14 Max Harz2=24(LC 11) Max Uplift2=-67(LC 12), 4=-67(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=18ft; Cat. II; Exp B; Encl., GCpl=0.18; MW FRS (envelope) and C-C Exterior(2) zone;C-C for members and forces & MW FRS 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 at joint(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." Q WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MITek® connectors. This design is based only upon parameters shown. and Is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MOW Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312, Alexandria VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 1088869 - Pearson Res. T12582740 1088869 Tot Hip Girder 1 1 Job Reference (optional) Builders FirstSource, Plant City, FL 33566 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Nov 27 10:25:51 2017 Page 1 ID:SX?YZ74tOvt7sggN Rddzl l zCsvy-x?QYofslDlptiPg4um9UCxtlwFyGkBR6smJgN5yFOw_ i -2-0-0 7-0-0 10-8-0 i 14-4-0 i 21-4-0 _ 23-4-0 2-0-0 7-0-0 3.8-0 3-8-0 7-0-0 2-0-0 Scale = 1:42.8 4x6 = 1E 3x4 = 4x6 = 4 12 5 3x4 = :ix4 = Plate Offsets (X,Y)— f2:0-2-10,0-1-81, 16:0-2-10,0-1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.70 Vert(LL) 0.09 8-10 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.57 Vert(TL) -0.23 8-10 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.26 Horz(TL) 0.06 6 n/a rVa BCDL 10.0 Code FBC2014/TPI2007 (Matrix) Weight: 114lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-11-10 oc purlins. BOT CHORD 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 7-7-10 oc bracing. WEBS 2x4 SP ND.3 REACTIONS. (lb/size) 2=1463/0-8-0, 6=1463/0-8-0 Max Horz2=-74(LC 6) Max Uplift2=-600(LC 8), 6=-600(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2457/986, 3-11=-2124/932, 4-11=-2124/932, 4-12=-2124/932, 5-12= 2124/932, 5-6=-2457/987 BOT CHORD 2-10=-819/2098, 10-13= 937/2315, 9-13=-937/2315, 9-14=-937/2315, 14-15=-937/2315, 8-15=-937/2315, 6-8=-783/2098 WEBS 3-10— 155/672, 4-10= 329/255, 4-8= 329/255, 5-8= 155/672 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=18ft Cat. II; Exp B; Encl., GCpi=0.18; MW FRS (envelope); 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 psi 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 100lb uplift atjoint(s) except (jt=lb) 2=600, 6=600. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 217 lb down and 233 lb up at 7-0-0, 86 lb down and 113 lb up at 9-0-12, 86 lb down and 113 lb up at 10-8-0, and 86 lb down and 113 lb up at 12-3-4, and 217 lb down and 233 lb up at 14-4-0 on top chord, and 2121b down and 87 lb up at 7-0-0, 65 lb down at 9-0-12, 65 lb down at 10-8-0, and 65 lb down at 12-3-4, and 212 lb down and 87 lb up at 14-3-4 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). 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." LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3= 54, 3-5=-54, 5-7=-54, 2-6=-20 Continued on Daae 2 Q WARNING- Verily design parameters and READ NOTES ON THIS AND INCLUDED WEKREFERANCE PAGE M11-7473 rev. 10N3/2015 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 in=web and/or chord members only. Additional temporary and permanent bracing Mirek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street Suite 3 1 Z Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 1088869 -Pearson Res. T12562740 1088869 Tot Hip Girder 1 1 Job Reference (optional) Builders FirslSource, Plant City, FL 33566 f."vs Aug toeuv MlleK IouMlHa5, InG. MOn INOV Z/ iv;Z D LU i r aeG I D:SX?YZ74tOvt7sggNRddzl l zCsvy-x?QYofsl DlptiPg4um9UCxtlwFyGk8R6smJgN5yFOw_ LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 3=-170(B) 5= 170(B) 10_ 212(B) 4= 86(B) 8=-212(B) 11=-86(B) 12=-86(B) 13— 39(B) 14= 39(B) 15= 39(B) Q WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGEMR-7473 rev, 10103,2015 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 10 prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing M iTe 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 buss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 1088869 -Pearson Res. T12582741 1088869 T02 Hip 1 1 Job Reference (optional) Builders FirstSource, Plant City, FL 33566 7.64U s Aug 16 201 / MI I ek Inauslries, Inc. Mon Nov Zt 1 O25:52 ZU17 Page! ID:SX?YZ74tOvt7sggNRddzi 1 zCsvy-PB_w??tw_cxkKZPGRUgjk8PTDfCW TcBF5Q2DvXyFOvz -2-0-0 6-7-8 9-0-0 12-4.0 14-8S1 21.4-0 23-4-0 2-0-0 6-7-8 2-4-8 3-4-D 2-4-8 6-7-8 2-0-0 Scale = 1:42.8 GX8 � 6x8 2x4 II 2x4 II 6.00 FIT 3 6 m 0 v 7 �r'}} 2 I m d1 v 0 8 0 1 11 1012 13 9 3x8 4x6 = 3x8 2.4 I I 2x4 11 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/TP12007 CSI. TC 0.67 BC 0.95 WB 0.22 (Matrix) DEFL. in Vert(LL) 0.46 Vert(TL) -0.82 Horz(TL) 0.04 (loc) I/dell Ud 9-11 >542 360 9-11 >301 240 7 n/a n/a PLATES GRIP MT20 244/190 Weight: 109lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 31 `Except- TOP CHORD Structural wood sheathing directly applied or 4-8-9 oc purlins. 4-5: 2x8 SP 240OF 2.0E BOT CHORD Rigid ceiling directly applied or 8-0-6 oc bracing. BOT CHORD 2x6 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1145/0-8-0, 7=1145/0-8-0 Max Horz2=-88(LC 10) Max Uplift2=-360(LC 12), 7=-360(LC 13) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1698/1030, 3-4=-1334/971, 4-5=-1379/1034, 5-6= 1334/971, 6-7_ 1698/1031 BOT CHORD 2-11= 695/1379, 10-11= 695/1379, 10-12=-695/1379, 12-13=-695/1379, 9-13=-695/1379, 7-9— 695/1379 WEBS 3-11=-I61/591, 6-9= 161/591 NOTES- (8) 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=18ft Cat. 11; Exp B; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) zone;C-C for members and forces & MW FRS for reactions shown; 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, with BCDL = 1 O.OpsL 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=360, 7=360. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) "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: 1-4= 54, 4-5=-54, 5-8— 54, 2-11=-20, 9-11— 80, 7-9= 20 Q INARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 10M3,2015 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 buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing Mel( k' prevent 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 SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 1088869 -Pearson Res. T12582742 1088869 T03 Common 5 1 Job Reference (optional) Builders FlrstSource, Plant City, FL 33566 7.640 S Aug 16 2017 MI I ek Industries, Inc. Mon Nov zr 10:25:52 2017 rage 1 I D:SX?YZ74tovt7sggN Rddz11 zCsvy-PB_w??tw_cxkKZPGRUgjk8PS9fChTW IF5Q2DvXyFOvz -2-0-0 6-7-8 10-8-0 14-8-8 21-4-0 23.4-0 2-0-0 6-7-8 4-0-8 4-0-8 6-7-8 2-0-0 3x6 = 3x4 = 3x4 = 4 6 6.00 F12 2x4 II 2x4 II 7 Of 12 1113 14 10 3x8 i 2x4 II 4x6 = 2x4 II 3x8 Scale = 1:42.1 Plate Offsets (KY)-- (2:0-2-10 0-1-81 (5:0-3-0 Edgel f8:0-2-10 0-1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.73 Vert(LL) 0.43 10-12 >573 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.94 Vert(TL) -0.78 10-12 >317 240 BCLL 0.0 Rep Stress Incr NO WB 0.64 Horz(TL) 0.04 8 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix) Weight: 107lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 31 TOP CHORD Structural wood sheathing directly applied or 4-9-13 oc purlins. BOT CHORD 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 7-10-14 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 2=1145/0-8-0, 8=1145/0-8-0 Max Horz2= 104(LC 10) Max Uplift2= 373(LC 12), 8=-373(LC 13) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3= 1711/1060, 3-4=-1348/1000, 4-5=-417/734, 5-6= 416/734, 6-7=-1348/1000, 7-8=-1711/1060 BOT CHORD 2-12=-723/1432, 11-12= 723/1432, 11-13=-723/1432, 13-14=-723/1432, 10-14=-723/1432, 8-10=-723/1432 WEBS 3-12=-161/596, 7-10=-161/596, 4-6=-2178/1582 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=4.2psf; BCDL=3.opsf; h=18ft; Cat. 11; Exp B; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) zone;C-C for members and forces & MW FRS 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.Opsf. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at jolnt(s) except (jt=lb) 2=373, 8=373. 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 (pit) Vert: 1-5= 54, 5-9=-54, 2-12=-20, 10-12=-80, 8-10=-20 Q WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MlIL7473 rev. 10/03,2015 BEFORE USE Design valid for use oNy 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 buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' prevent Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply 1088869 -Pearson Res. T72582743 1068869 T04 Common Girder 1 2 Job Reference o tional Builders First8ource, Plant Orly, FL 33566 7-0-4 7.640 s Aug 16 2U17 Mil ex Industries, Inc. Mon Nov 2(1 U:25:S3 2017 Paget ID:SX?YZ74tOvt7sggNRddzl l zCsvy-tOXIDKuYlw4byj_S? BByHMyZm3bFCwgOJ4onRyFOvy 3.7-12 4-0-7 4x6 II 6-7-9 Scale = 1:39.0 IT 0 ' 7-0-4 3-7-12 10-8-0 ' Plate Offsets MY)— f2:0-3-11,Edgel,f6:0-4-0,0-1-151,f7:0-6-0,0-6-01,f8:0-5-12,0-1-81 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 1.00 Vert(LL) -0.17 7-8 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.73 Vert(TL) -0.37 7-8 >677 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.78 Horz(TL) 0.06 6 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix) Weight:261 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x8 SP 240OF 2.0E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 *Except* 4-7: 2x4 SP No.2 REACTIONS. (lb/size) 6=3684/0-8-0, 2=5495/0-8-0 Max Horz2=115(LC 12) Max Uplift6=-1294(LC 9), 2=-2001(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-10924/3917, 3-4= 7529/2705, 4-5=-7535/2692, 5-6=-7772/2762 BOT CHORD 2-9=-3486/9660, 8-9= 3486/9660, 8-10=-3486/9660, 7-10_ 3486/9660, 6-7=-2382/6851 WEBS 3-8=-1514/4073, 3-7=-4072/1631, 4-7=-2318/6482, 5-7=-285/283 NOTES- (10) 1) 2-ply truss to be connected together with 10d (0.131 "x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-7-0 oc. Bottom chords connected as follows: 2x8 - 2 rows staggered at 0-2-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; Cat. II; Exp B; Encl., GCpi=0.18; MW FRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 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 100 lb uplift at joint(s) except Qt=lb) 6=1294, 2=2001. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1045 lb down and 468 lb up at 5-0-12, and 702 lb down and 274 lb up at 7-0-12, and 5773 lb down and 2088 lb up at 9-1-11 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 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." LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Continued on Daae 2 0 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MRrEK REFERANCE PAGE M11-7473 rev. 101=015 BEFORE USE. Design valid for use only with MITek6 connectors. This design Is based only upon parameters shown, and is for an Individual building component. not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MOW always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabricatlon, storage, deilvery, erection and bracing of musses and truss systems, seeANSI/TPI1 Quality Cdterlo, 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 Oly Ply 1088865 -Pearson Res. T12582743 1096859 T04 Common Girder 1 2 Job Reference (optional) Builders FirsiSource, Plant City, FL 33566 LOAD CASE(S) Standard Uniform Loads (plf) Vert: 1-4= 54, 4-6=-54, 2-6=-20 Concentrated Loads (Ib) Vert: 8=-702(F)9=-1045(F)10_ 5773(F) 7.640 s Aug 16 2017 M7ek Industries, Inc. Mon Nov 27 10:25:53 2017 Page 2 I D:SX?YZ74tovt7sggN Rddzl1 zCsvy-tOXIDKuYlw4byj_S? BByHMyZm3bFCwgOJ4onR_yFOvy 0 WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE mit-7473 rev. 101032015 BEFORE USE. Design valid for use only with MlTekm 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 tmsses 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, Atexandrla, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 1088869 -Pearson Res. T12562744 1088869 T05 Half Hip Girder 1 1 Job Reference (optional) Builders FirslSource, Plant City, FL 33566 7.640 S AUg 16 201 / mi I eK Inousines, Inc. Mon Nov 2/ 1 u:2b:b4 201 / regal I D:SX?YZ74tOvt7sggN Rddzl 1 zCsvy-Ma5gQgvAW DCSZtZfZviBpZVtcT_XxOdYYkXKzQyFOvx 5-0-0 9-10-4 , 14-10-4 i _ 20-0-0 5-0-0 4-10-4 5-0-0 5-1-12 r 5x6 = 6.00 2x4 I 12 3 3x4 = Scale = 1:34.5 3x8 = 16 5 3x4 = 2x4 11 3x4 = 3x8 = 3x8 = 3x6 11 i 5-0-0 9-10-4 14-10-4 r 20-M 5-M 4-10-4 5-0-0 5-1-12 Plate Offsets (X,Y)-- f2:0-3-0 0-2-01 f7:0-3-8,0-1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.42 Vert(LL) 0.10 8 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.53 Vert(rL) -0.21 7-8 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.68 Horz(TL) 0.05 6 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix) Weight: 97lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No2 TOP CHORD Structural wood sheathing directly applied or 3-8-2 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 7-1-12 oc bracing. REACTIONS. (lb/size) 1=997/0-8-0, 6=1065/Mechanical Max Horz 1=104(LC 8) Max Upliftl= 365(LC 8), 6=-448(LC 5) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-1837/708, 2-11 =-2102/888,11-12=-2102/888, 3-12=-2101/888, 3-13— 2102/888, 13-14=-2102/888, 4-14= 2102/888, 4-15=-1625/684, 15-16=-1625/684, 5-16=1625/684, 5-6=-987/464 BOT CHORD 1-10=-651/1561, 10-17=-653/1551, 9-17— 653/1551, 9-18=-653/1551, 8-18=-653/1551, 8-19= 684/1625, 19-20=-684/1625, 7-20=-684/1625 WEBS 2-10=0/308, 2-8=-291/622, 3-8=-382/278, 4-8=-229/536, 4-7=-648/392, 5-7= 747/1775 NOTES- (10) 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft Cat. II; Exp B; Encl., GCpi=0.18; MW FRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 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. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 1=365, 6=448. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 157 lb down and 178 lb up at 5-0-0, 47 lb down and 80 lb up at 7-0-12, 47 lb down and 80 lb up at 9-0-12, 47 lb down and 80 lb up at 11-0-12, 47 lb down and 80 lb up at 13-0-12, 47 lb down and 80 lb up at 15-0-12, and 47 lb down and 80 lb up at 17-0-12, and 50 lb down and 80 lb up at 19-0-12 on top chord, and 92 lb down at 5-0-0, 35 lb down at 7-0-12, 35 lb down at 9-0-12, 35 lb down at 11-0-12, 35 Ib down at 13-0-12, 35 lb down at 15-0-12, and 35 lb down at 17-0-12, and 39 lb down at 19-0-12 on bottom chord. The desigrVselection 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). 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." LOAD CASE(S) Standard t;ominuea on a e e 0 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE Mll-7473 rev. 1010312015 BEFORE USE. ' Design valid for use only with MITekO connectors. This design Is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MOW Is always required for stabtltiy and to prevent collapse wilh possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and 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 1088869 -Pearson Res. T12582744 1088869 T05 Half Hip Girder 1 1 Job Reference (optional) Builders FirstSource, Plant Chy, FL 33566 7.640 8 AUg 16'LU17 MI I eK Inaustrles, Inc. Mon NOV L f 1 U:L=A ZU1 r rage I D:SX?YZ74tOvt7sggN Rddzl 1 zCsvy-Ma5gQgvAW DCSZtZfZviBpZVtcT_XxOdYYkXKzQyFOvx LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=-54, 2-5=-54, 1-6=-20 Concentrated Loads (lb) Vert: 10=-47(B) 2= 101(B) 4=-44(B) 7=-22(B) 11= 44(B) 12— 44(B) 13= 44(B) 14=-44(B) 15=-44(B) 16= 50(B) 17=-22(B) 18=-22(B) 19= 22(B) 20= 22(B) 21=-22(B) 22= 24(B) Q WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MlrEK REFERANCE PAGE Mll-7473 rev. 1010312016 BEFORE USE. Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not � a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, dellvery, erection and bracing of trusses and truss systems, seeANSI/TPI 19uallty 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 Jab Truss Truss Type Qty Ply 1088869 -Pearson Res. T12562745 1088869 T06 Hall Hip 1 1 Job Reference (optional) Builders FirstSource, Plant City, FL 33566 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Nov 27 10:25:55 2017 Page 1 I D:SX?YZ74tOvt7sggN Rddzi 1 zCsvy-gmf3eOvpHXKJ B 18r7cDQMnl?2sKhggBhnOHtvsyFOvw i 7-0-0 i 13-4-4 20-0-0 7-0-0 6-4-4 6-7-12 5x6 = 2x4 11 Scale = 1:34.4 3x6 = i 3x4 - 2x4 11 3x4 = 3x8 = 3x6 11 7-0-0 13-4-4 20-0-0 7-0-0 6-4-4 6-7-12 ' Plate Offsets (X,Y)-- f1:0-2-10,0-1-81,(2:0-3-0,0-2-01 LOADING (psf) SPACING- 2-0-0 CSi. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.63 Vert(LL) 0.09 1-8 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.54 Vert(TL) -0.18 1-8 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.72 Horz(TL) 0.03 5 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix) Weight: 96 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-10-9 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-2-11 oc bracing. REACTIONS. (lb/size) 1=722/0-8-0, 5=722/Mechanical Max Harz 1=145(LC 12) Max Upiiftl=-185(LC 9), 5=-254(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1172/670, 2-3=-960/636, 3-4= 960/636, 4-5=-660/482 BOT CHORD 1-8=-691/961, 7-8=-690/954, 6-7=-690/954 WEBS 2-8=-7/281, 3-6=-386/365, 4-6=-703/1059 NOTES- (8) 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; Cat. II; Exp B; Encl., GCpi=0.18; MW FRS (envelope) and C-C Extedor(2) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 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. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Gt=1b) 1=185, 5=254. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) "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." 0 WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI67473 rev 1010312015 BEFORE USE. Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an individual building component, not � a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTeW is always recidred for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSi/TPI I Quality Criteria, DSB-89 and 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 1088869 - Pearson Res. T12582746 1088869 T07 Half Hip Girder 1 3 Job Reference (optional) Builders FirstSource, Plant City, FL 33566 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Nov 27 10:25:56 2017 Page 1 I D:SX?YZ74tOvt7sggN Rddzl1 zCsvy-IzDRrMwR2rSApBi 1 gKkfv_a5_GdhPFJrO2OR21yFOvv 5-9-9 8-11-6 14-3-15 20-0.0 5-9-9 3.1-13 5-4-9 "A Sx6 = 4x6 = Scale = 1:34.2 2x4 II 3x8 7x10 W B = 7x10 = 6x8 = 6x8 = 8-11-6 i 14-3-15 20-0-0 8-11-6 5-4-9 5-8-1 Plate Offsets () ,Y)-- (1:0-2-10,0-1-81, (3:0-2-12,0-1-121, f6:Edge,0-4-01. 17:0-3-8,0-3-121, f9:0-3-8,0-4-121 LOADING (psf) SPACING- 2-0-0 CSI, DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.94 Vert(LL) -0.23 1-9 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.75 Vert(TL) -0.53 1-9 >442 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.86 Horz(TL) 0.05 6 n/a tl/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix) Weight: 371lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.1 `Except` TOP CHORD Structural wood sheathing directly applied or 4-6-8 oc puriins, except 3-5: 2x4 SP No.2 end verticals. BOT CHORD 2x6 SP M 26 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 1=7938/0-8-0, 6=5793/Mechanical Max Horz 1=181(LC 23) Max Uplift1=-2319(LC 8), 6=-2068(LC 5) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2= 10942/3404, 2-3=-10683/3370, 3-4=-6703/2383 BOT CHORD 1 - 1 0=-3150/9734, 10-11=-3150/9734, 11-12— 3150/9734, 12-13=-3150/9734, 9-13= 3150/9734, 8-9= 2959/9250, 8-14= 2959/9250, 14-15=-2959/9250, 7-15=-2959/9250, 7-16=-2383/6702, 16-17= 2383/6702, 6-17=-2383/6702 WEBS 2-9=-351/201, 3-9= 1946/6742, 3-7=-3303/810, 4-7= 1750/5040, 4-6=-8552/3039 NOTES- (12) 1) 3-ply truss to be connected together with 10d (0.131 "x3") nails as follows: Top chords connected as follows: 2x4 -1 row at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 3 rows staggered at 0-5-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASIDE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=181t; Cat. II; Exp B; Encl., GCpi=0.18; MW FRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 4) Provide adequate drainage to prevent water ponding. 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) Refer to girder(s) for truss to truss connections. 8) Provide metal plate or equivalent at bearing(s) 6 to support reaction shown. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 1=2319, 6=2068. 10) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1414 lb down and 393 lb up at 0-11-4, 1414 lb down and 377 lb up at 2-11-4, 1414 lb down and 358 lb up at 4-11-4, 1414 lb down and 389 lb up at 6-11-4, 1414 lb down and 427 lb up at 8-11-4, 1414 lb down and 525 Ib up at 10-11-4, 2602 lb down and 1036 lb up at 12-10-7, 401 lb down and 193 lb up at 14-0-12, and 401 lb down and 193 lb up at 16-0-12, and 401 lb down and 193 lb up at 18-0-12 on bottom chord. The designtselection of such connection device(s) is the responsibility of others. L;ominuea on Daae 2 0 WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI67473 rev. iW OX2015 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!Tek° Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety information available from Truss Plate Institute, 218 N. Lee Street. Suite 312. Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type uty Ply 1088869 -Pearson Res. T12582746 1088869 T07 Half Hip Girder 1 3 Job Reference (optional) Builders FirstSource, Plant City, FL 33566 f.b4U S AUg 16 LUl l MI I eK maustrles, Inc. Mon N0V LI i u:zb:b6 zu1 t rage C I D:SX?YZ74tovt7sggN Rddzl l zCsvy-IzDRrMwR2rSApBi1 gKkfv_a5_GdhPFJr02OR2lyFOvv 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." LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3— 54, 3-5=-54, 1-6=-20 Concentrated Loads (lb) Vert: 9— 1414(F) 7=-401(F) 10=-1414(F) 11=-1414(F) 12=-1414(F) 13=-1414(F) 14=-1414(F) 15=-2602(F) 16=-401(F) 17=-401(F) ® WARNING - verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. f0/032015 BEFORE USE. ' Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual trtass 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 tabdcatlon, storage, delivery, erection and bracing of trusses and miss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 1088869 - Pearson Res. T12582747 1 OBBB69 T08 Common 3 1 Job Reference (optional) Builders FirstSource, Plant City, FL 33566 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Nov 27 10:25:57 2017 Page 1 ID:SX?YZ74tOvt7sggNRddzllzCsvy-m9np3ix3p8a1QKHEE1 FuRC7Nug3V8g2_Eim_alyFOvu i 6.4-10 + 10-8-0 12-0-0 6-4-10 4-3-6 1-4-0 R 3x4 = Scale = 1:35.0 2x4 11 3x4 = 2x4 11 5x6 = ' 5-7-4 6-4-12 ' Plate Offsets (),Y)-- j3:0-2-0,Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.41 Vert(LL) 0.03 6-9 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.33 Vert(TL) -0.07 6-9 >999 240 BCLL 0.0 ' Rep Stress Incr YES W B 0.38 Horz(TL) 0.01 5 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight: 58lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 8-8-5 oc bracing. REACTIONS. (lb/size) 1=457/Mechanical, 5=421/Mechanical Max Horz 1=202(LC 12) Max Uplift1= 121(LC 12), 5=-173(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2= 560/259 BOT CHORD 1-6=-444/442, 5-6— 444/442 WEBS 2-6=0/255, 2-5=493/495 NOTES- (8) 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=18ft Cat. II; Exp B; Encl., GCpl=0.18; MW FRS (envelope) and C-C Exterior(2) zone;C-C for members and forces & MW FRS 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. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) except Qt=lb) 1=121, 5=173. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) "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 - Vedly design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MD-7473 rev. 10/032015 BEFORE USE Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not � a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabricallom storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply 1088869-Pearson Res. T12582748 1088869 T09 Roof Special Girder 1 2 Job Reference (optional) Builders FirstSoures, Plant City, FL 33566 7.640 s Aug 16 2017 Mi rek Industries, Inc. Mon Nov 27 10:25:59 2017 Page 1 I D:SX?YZ74tOvt7sggN Rddzl l zCsvy-iYvZTOzJLmgkgeRcMSIM W dCiGUiZcbTHiOF5edyFOvs -2-0-0 7-0-0 i 13-8-4 20-6-4 27-4.4 34-4-0 38-0-0 39-4-9 2.0-0 7-0-0 6-8-4 6-10-0 6-f0-0 6-11-12 3-8 0 Scale = 1:74.3 3x6 = 2x4 II a 9 _ 5x6 3x4 = 5x6 = 3x4 = 5x6 = 6.00 12 3 4 5 6 7 18 19 20 22 23 25 26 m o m N O_ � 2 ` LLI 1 27 2816 4x6 = 17 29 30 31 15 32 33 34 13 35 14 12 11 10 2x4 11 5x8 4x6 = 4x6 = 46 = 4x6 = 6x8 = 410 MT20HS = 7-0-0 13-8-4 20-6-4 27-4-4 , 34-4-0 39-40 7-0-0 6-8-4 6.10-0 6-10-0 6-11-12 5-0-0 ' Plate Offsets (X,Y)-- f2:0-3-12 0-1-1) (3:0-3-0 0-2-0) f5:0-3-0,0-3-01f8:0-3-0,Edce) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TO 0.49 Vert(LL) 0.30 14 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.48 Vert(TL) -0.62 14 >754 240 MT20HS 187/143 BOLL 0.0 " Rep Stress Incr NO W B 0.96 Horz(TL) 0.12 10 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix) Weight: 475 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 'Except` TOP CHORD Structural wood sheathing directly applied or 5-0-4 cc purlins, except 3-5,5-7: 2x4 SP M 31 end verticals. BOT CHORD 2x6 SP M 26'Except' BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. 2-16: 2x6 SP No.2 WEBS 2x4 SP No.3 *Except* 3-15,4-14,5-12,6-11: 2x4 SP No.2 REACTIONS. (lb/size) 2=280810-8-0, 10=2622/Mechanical Max Horz2=235(LC 8) Max Uplift2= 1155(LC 8), 10= 1016(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-5376/2196, 3-18— 7458/3113, 18-19= 7458/3113, 19-20=-7458/3113, 4-20= 745813113, 4-21= 8388/3415, 21-22=-8388/3415, 22-23— 8388/3415, 5-23=-8388/3415, 5-24=-7497/2939, 24-25=-7497/2939, 25-26=-7497/2939, 6-26=-7497/2939, 6-7= 3550/1328 BOT CHORD 2-17=-2063/4693, 17-27= 2062/4676, 27-28=-2062/4676, 16-26=-2062/4676, 16-29=-2062/4676, 15-29= 2062/4676, 15-30=-3172/7458, 30-31= 3172/7458, 31-32= 3172/7458, 14-32=-3172/7458, 14-33= 3484/8396, 33-34= 3484/8396, 34-35=-3484/8396, 13-35=-3484/8396, 12-13=-3484/8396, 11-12= 2997/7497, 10-11 =-1 353/3460 WEBS 3-17=-18/570, 3-1 5=-1 309/3133, 4-15=-1170/679, 4-14=-358/1043, 5-12=-1014/548, 6-12=-512/1537, 6-11= 4430/1807, 7-11=-787/2146, 7-10= 4223/1647 NOTES- (13) 1) 2-ply truss to be connected together with 1 Od (0.131 "x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 cc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 5) Provide adequate drainage to prevent water ponding. 6) All plates are MT20 plates unless otherwise indicated. 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) Refer to girder(s) for truss to truss connections. Continued on Dace 2 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mit-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 MeW Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 1088869-Pearson Res. T12582748 1088869 T09 Root Special Girder 1 2 Job Reference (optional) _ Builders FirstSource, Plant City, FL 33566 /.09u 5 Aug 10 Zul I MI I eK industries, Inc. Mon Ivov z I l t/zu.aa ev a ray. c I D:SX?YZ74tOvt7sggN Rddzl 1 zCsvy-iYvZTOzJLmgkgeRcMSI MW dCiGUiZcbTHiOF5edyFOvs NOTES- (13) 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=1155, 10=1016. 11) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 267 lb down and 233 lb up at 7-0-0, 126 lb down and 113 lb up at 9-0-12, 126 lb down and 113 lb up at 11-0-12, 126 lb down and 113 lb up at 13-0-12, 126 lb down and 113 lb up at 15-0-12, 126 lb down and 113 lb up at 17-0-12, 126 lb down and 113 lb up at 19-0-12, 126 lb down and 113 lb up at 21-0-12, and 126 lb down and 113 lb up at 23-0-12, and 126 lb down and 113 lb up at 25-0-12 on top chord, and 212 lb down and 87 lb up at 7-0-0, 65 lb down at 9-0-12, 65 lb down at 11-0-12, 65 lb down at 13-0-12, 65 lb down at 15-0-12, 65 lb down at 17-0-12, 65 lb down at 19-0-12, 65 lb down at 21-0-12, 65 lb down at 23-0-12, and 65 lb down at 25-0-12, and 922 lb down and 339 lb up at 27-2-8 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 13) "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: 1-3= 54, 3-7= 54, 7-8=-54, 8-9=-54, 2-10=-20 Concentrated Loads (lb) Vert: 17=-212(F) 3=-170(F) 12— 922(F) 18=-86(F) 19=-86(F) 20= 86(F) 21=-86(F) 22= 86(F) 23= 86(F) 24= 86(F) 25=-86(F) 26=-86(F) 27=-39(F) 28=-39(F) 29=-39(F) 30— 39(F) 31=-39(F) 32=-39(F) 33= 39(F) 34=-39(F) 35= 39(F) Q WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED M1rEKREFERANCE PAGE M11.7473 rev. 10/03P1015 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 buliding 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 property damage. For general guidance regarding the fabricatlon, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 3 1 Z Alexandda, VA 22314. Tampa, FL 33610 Job Truss Truss Type Ply 1088869 - Pearson Res. Qty T72582749 1088869 T10 Roof Special 1 i Job Reference (optional) Builders FirstSoures, Plant City, FL 33566 7.640 s Aug 16 2017 M7ek Industries, Inc. Mon Nov 27 10:26:00 2017 Page 1 I D:SX7YZ74tOvt7sggN Rddzi 1 zCsvy-AkTyhkzx63yblo0ov9pb3glpCty5L2Zawg_eB4yFOvr 39-0-8 6-1-15 9-0.0 , 15-6-0 , 22-6-4 29-44 36-0.0 ,38-0-0 i 39,4.0 2�0.0 r 6-1-15 2-10=1 6-8-4 6-10-0 6.10-0 6-11-12 1.8-0 -0-8 0-%Bcale = 1:74.3 3x6 = 2x4 II 5x6 = 3x4 = 5x6 = 3x4 = 5x6 = 9 10 3x4 = 3x6 = 3x4V= 3x4 = 4x6 = 3x4 = 29-4-4 3x4 = 6x8 = m m 0 0 N LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2014/TP12007 CSI. TC 0.73 BC 0.84 WB 0.90 (Matrix) DEFL. in (loc) I/dell Ud Vert(LL) 0.25 15-16 >999 360 Vert(TL) -0.56 15-16 >836 240 Horz(TL) 0.15 11 n/a n/a PLATES GRIP MT20 244/190 Weight: 221 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except BOT CHORD 2x4 SP M 31 *Except' end verticals. 2-17: 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 4-7-3 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 6-13, 7-12 REACTIONS. (lb/size) 2=1571/0-8-0, 11=1434/Mechanical Max Horz2=236(LC 12) Max Uplift2=-558(LC 12), 11=-505(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2629/1622, 3-4=-2444/1569, 4-5=-2974/1933, 5-6=-3038/1933, 6-7=-2375/1499, 7-8=-901/551 BOT CHORD 2-18= 1622/2253, 17-18=-1447/2140, 16-17=-1447/2140, 15-16=-1948/2974, 14-15=-1949/3035, 13-14=-1949/3035, 12-13= 1513/2375, 11-12= 547/866 WEBS 3-18= 170/253, 4-1 8=-1 44/363, 4-16=-618/1009, 5-16=-440/383, 6-13=-799/527, 7-13=-254/611, 7-12=-1774/1139, 8-12=-595/1097, 8-11= 1621/1023 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=18ft; Cat. II; Exp B; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) zone;C-C for members and forces & MW FRS for reactions shown; 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) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=558, 11=505. 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." 0 WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE M11-7473 rev. 10/0312015 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. Addiffonal temporary and permanent bracing MiTek' Is always required for stabllBy and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage. delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and 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 1088869 -Pearson Res. T72562750 1088869 T11 Hip 1 1 Job Reference (optional) Builders FirstSource, Plant City, FL 33566 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Nov 27 10:26:01 2017 Page 1 I D:SX?YZ74tOvt7sggNRddz11 zCsvy-ewOKu4_ZtN4Svyb?TtKgc2HxgHKx4Zl a9KkCj WyFOvq -2-0.0 6-0-12 , 11-0-0 , 18-6-1 i 26-1-15 33-8-0 i _ - 39-4-0 2-0.0 6-0-12 4-11-4 7.6-1 7-7-13 7-6-1 5-8-0 5x6 = 2x4 11 46 = 3x4 = Scale =1:71.6 5x6 = 8 m 0 m 2x4 1 3x6 = 3x8 = 3x6 = 3x4 = 4x6 = 3x6 = 3x6 11 6-0-12 11-0-0 18-6-1 26-1-15 33-8-0 39-4-0 , 6-0-12 4-11-4 7-6-1 7-7-13 7-6-1 5-8-0 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.93 Vert(LL) 0.21 14 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.74 Vert(TL) -0.49 14-16 >945 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.68 Horz(TL) 0.13 10 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix) Weight: 220lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 BOT CHORD WEBS 2x4 SP No.3 WEBS REACTIONS. (lb/size) 2=1571/0-8-0, 10=1434/Mechanical Max Harz 2=187(LC 12) Max Uplift2=-420(LC 9), 10= 407(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2667/1665, 3-4=-2325/1535, 4-5= 2555/1756, 5-6=-2555/1756, 6-7=-2555/1756, 7-8=-2298/1584, 8-9= 1455/934, 9-1 0=-1 390/927 BOT CHORD 2-17=-1536/22B6, 16-17=-1536/2286, 15-16=-1255/2016, 15-18— 1255/2016, 14-18= 1255/2016, 14-19=-1405/2298, 13-19— 1405/2298, 12-13— 1405/2298, 12-20— 750/1258, 11-20=-750/1258 WEBS 3-16— 317/329, 4-16— 1441383, 4-14= 404/770, 5-14=-434/411, 7-14=-212/342, 7-12=-635/530, 8-12= 814/1329, 8-11= 488/410, 9-11=-794/1366 Structural wood sheathing directly applied, except end verticals. Rigid ceiling directly applied or 4-9-3 oc bracing. T Row at midpt 8-12 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=18ft; Cat. 11; Exp B; Encl., GCpi=0.18; MW FRS (envelope) and C-C Extedor(2) zone;C-C for members and forces & MW FRS for reactions shown; 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, with BCDL = 10.Opsf. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=420, 10=407. 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." 0 WARNING- Verity design parameters and READ NOTES ON THIS AND INCLUDED MTTEK REFERANCE PAGE MII--7473 rev. 10103/2015 BEFORE USE ' Design valid for use only with MITekO connectors. This design Is based only upon parameters shown, and Is for an Individual bullding component, not a truss system. Before use, the building designer must 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 MiYek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the, fabrication, storage, dellvery, erection and bracing of trusses and truss systems. seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandria VA 22314. Tampa, FL 33610 Job Truss Truss Type City Ply 1088869 -Pearson Res. T12582751 1086669 T12 Hip 1 1 Job Reference (optional) Builders FirslSource, Plant City, FL 33566 7.640 s Aug 16 2017 M7ek Industries, Inc. Mon Nov 27 10:26:02 2017 Page 1 I D:SX?YZ74tOvt7sggN Rddzl 1 zCsvy-76ai6P?CehCJX6AB 1 ar38Fg7YhgKpxojO_TIFyyFOvp -2-0-0 5-5-12 13-0-0 18-3.4 , 26-4-12 i 31-8-0 39-4.0 2-0-0 5-5-12 7-6-4 5-3-4 8-1-8 5-3-4 7-8.0 6.00 12 5x6 = _ 3x4 = 4x6 3x4 = Sx6 = 5 6 7 8 9 2x4 11 4x6 = 3x8 = 3x4 = 4x6 = 5x8 = Scale = 1:72.9 3x6 11 M o' Cb 5-5-12 13-0-0 22-4-0 31-8-0 , 39-4-0 , 5-5-12 7-6-4 9-4-0 9-4-0 Plate Offsets (X,Y)-- (4:0-3-0,Edgel, 15:0-3-0,0-2-01, 17:0-3-0,Edge), 19:0-3-0,0-2-01, 110:0-2-12,0-2-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.87 Vert(LL) -0.23 14-15 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.73 Vert(TL) -0.53 14-15 >875 240 BCLL 0.0 ' Rep Stress incr YES W B 0.98 Horz(TL) 0.13 11 n/a n/a BCDL 10.0 Code FBC2014lTP12007 (Matrix) Weight: 220lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.1 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP No.1 `Except' BOT CHORD Rigid ceiling directly applied or 4-5-4 oc bracing. 2-16: 2x4 SP No.2 WEBS 1 Row at midpt 6-15, 6-12 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1571/0-8-0, 11=1434/Mechanical Max Horz2=202(LC 12) Max Uplift2=-428(LC 12), 11=-369(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2727/1730, 3-4=-2212/1431, 4-5=-2115/1448, 5-6=-1905/1402, 6-7= 2072/1466, 7-8=-2072/1466, 8-9=-1382/1050, 9-10= 1629/1050, 10-11=-1366/944 BOT CHORD 2-17=-1619/2353, 16-17=-1619/2353, 15-16=-1619/2353, 15-18= 1318/2130, 18-19= 1318/2130, 14-19= 1318/2130, 14-20— 1160/1899, 13-20_ 1160/1899, 13-21=-1160/1899, 12-21=-1160/1899 WEBS 3-17=0/253, 3-15=-494/499, 5-15=-329/663, 6-15=-490/263, 8-14= 116/421, 8-12=-900/575, 9-12= 128/476, 10-12=-782/1388 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=18ft; Cat. II; Exp B; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) zone;C-C for members and forces & MW FRS for reactions shown; 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, with BCDL = 10.Opsf. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=1b) 2=428, 11=369. 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." 0 WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MTTEKREFERANCE PAGE Mll--7473 rev. 10103,2015 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 property Incorporate this design into the overall ing oIndividual truss web fchord only. Went bracing Is to nollapse n. stability NI iTe k' property damage.rs and to prevent cicated k allways reqng uired for with personal Injury ndrFor general guidance rregarding he fabrlcatlorL storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSE-89 and BCS1 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 1088869 -Pearson Res. T12582752 1088869 T13 Hip 1 1 Job Reference (optional) Builders FirstSource, Plant City, FL 33566 7.640 s Aug 16 2017 MTek Industries, Inc. Mon Nov 27 10:26:03 2017 Page 1 ID:SX?YZ74tOvt7sggNRddzl lzCsvy-bJ84JIOgC_KA9GINblMlhTNJu51 LYRgtdeDJnOyFOvo i -2-0-0 7-9-4 15-0-0 19.8-0 24-5-12 i _ 29-8-0 35-2-0 39-4-0 i 2-0-0 7-2-12 -9-4 7 4-80 49-12 5-2-4 5-6-0 4-2-0 3x8 6.00 F12 5x6 = 2x4 11 3x6 = 5x6 = 29-8-0 35-2-0 Scale = 1:74.3 3x6 ZZ: 3x6 11 4x6 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.83 Vert(LL) 0.39 16 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.68 Vert(TL) -0.83 17-19 >565 240 BCLL 0.0 Rep Stress Incr YES WB 0.81 Horz(TL) 0.52 11 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight: 223lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 'Except` TOP CHORD Structural wood sheathing directly applied or 1-7-8 oc purlins, except 4-5: 2x4 SP M 31, 1-4: 2x4 SP No.1 end verticals. BOT CHORD 2x4 SP M 31 'Except' BOT CHORD Rigid ceiling directly applied or 4-9-11 oc bracing. 9-12: 2x6 SP No.2, 11-12: 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 11=1447/Mechanical, 2=1564/0-8-0 Max Horz2=217(LC 12) Max Upliftl I =-340(LC 13), 2=-441(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4261/2804, 3-4=-3428/2221, 4-5=-3338/2246, 5-6=-3948/2669, 6-7=-3948/2669, 7-8=-2923/2037, 8-9=-2153/1462, 9-1 0=-1 262/848, 10-11=-1432/971 BOT CHORD 2-19=-2592/3807, 18-19=-2599/3803, 17-18= 2594/3821, 16-17=-1825/3035, 15-16= 1768/2991, 14-1 5=-1 100/1 909,13-14=-852/1320, 12-13=-726/505, 9-13=-958/703 WEBS 3-19=0/258, 3-17= 758/751, 5-17— 241/466, 5-16= 725/1243, 6-16=-251/218, 7-16=-790/1280, 7-15— 10621747, 8-15=-873/1425, 8-14=-299/194, 9-14=-269/677, 10-12=-854/1330 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=18ft Cat. II; Exp B; Encl., GCpi=0.18; MW FRS (envelope) and C-C Extedor(2) zone;C-C for members and forces & MW FRS for reactions shown; 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 psi 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) Refer to girder(s) for truss to truss connections. 7) Bearing at joint(s) 2 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 Ot=lb) 11=340, 2=441. 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." Q WARNING - Verify design parameters end READ NOTES ON THIS AND INCLUDED MrrEK REFERANCE 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 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 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 available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 1088869 -Pearson Res. T12582753 1088869 T14 Hip 1 1 Job Reference (optional) Builders FirsiSource, Plant City, FL 33566 7.640 s Aug 16 2017 MTek Industries, Inc. Mon Nov 27 10:26:03 2017 Page 1 I D:SX?YZ74tOvt7sggNRddzl1 zCsvy-bJ84JI0g0_KA9GINbIMIhTNI05OeYSgtdeDJnOyFOvo 2-0-0 6-0-13 11-4-0 17-0-0 19 8-0 27-8-0 35-2-0 39-4-0 2-0-05.3-3 211 8-0-0 7-6-0 5x6 = 2x4 11 5x6 = 6.00 ,� Scale = 1:74.5 m m 6 M m 3x6 ::z 3x6 11 3x8 = 4x6 = 8-5-5 35-2-0 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) Weil L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.88 Vert(LL) 0.36 16-18 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.73 Vert(TL) -0.81 16-18 >582 240 BCLL 0.0 Rep Stress Incr YES W B 0.75 Horz(TL) 0.44 11 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight: 223 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 31 *Except* TOP CHORD Structural wood sheathing directly applied, except end verticals. 8-10: 2x4 SP No.2, 1-4: 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 4-8-0 oc bracing. BOT CHORD 2x4 SP M 31 *Except* 9-12: 2x6 SP No.2, 11-12: 2x4 SP No.2 WEBS 2x4 SP No.3 *Except* 8-15: 2x4 SP M 31 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 11=1447/Mechanical, 2=1564/0-8-0 Max Harz 2=232(LC 12) Max Upllftl 1=-359(LC 13), 2= 456(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4292/2897, 3-4=-4026/2707, 4-5=-3976/2719, 5-6=-3149/2127, 6-7— 3137/2209, 7-8=-3137/2209, B-9=-2252/1516, 9-10=-1265/862, 10-11=-1432/981 BOT CHORD 2-18=-2693/3841, 17-18=-2274/3423, 16-17=-2270/3444, 15-16=-1621/2782, 14-15= 1114/1975,13-14= 910/1365,12-13=-733/522,9-13=-952/731 WEBS 3-18=-218/344, 5-18— 199/485, 5-16=-669/674, 6-16=-380/548, 6-15=-496/860, 7-15=-397/343, 8-15= 866/1429, 9-14=-205/687, 10-12=-882/1343 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=18ft; Cat. 11; Exp B; Encl., GCpi=0.18; MW FRS (envelope) and C-C Extehor(2) zone;C-C for members and forces & MW FRS for reactions shown; 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) Refer to girder(s) for truss to truss connections. 7) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 11=359, 2=456. 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." 0 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIP7473 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 buliding designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek` prevent Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and 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 108BB69 -Pearson Res. T72582754 1088869 T15 Hip 1 1 Job Reference (optional) Builders FirslSource, Plant City, FL 33566 7.640 s Aug 16 2017 Milek Industries, Inc. Mon Nov 27 10:26:04 2017 Page 1 I D:SX?YZ74tOvt7sggNRddzl l zCsvy-3ViSX5OS91S1 m PKaB?tXDgvROV I_HtNOrlysKryFOvn -2-0-0 i 6-10-8 12-11-9 19-0-0 i 25-8-0 32-4-11 35-2-0 39.41 2-0-0 6-12N 6-1-1 6-0-7 6-8-0 6-S-it 5x6 = 5x6 = 6.00 52 Scale = 1:74.5 3x8 = 4x12 ZZ 3x6 I I 4x6 = 6-10-8 12-11-9 19-8-0 25-8-0 35-2-0 39-4.0 6-10-8 6-1-1 s 9-6-0 4-2-0 Plate Offsets (X,Y)-- f2:0-0-9 Edged f4:0-3-0,Edge1, f6:0-3-0,0-2-01, i7:0-3-0,0-2-01 LOADING (psf) SPACING- 2-0=0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 1.00 Vert(LL) 0.39 16-18 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.91 Vert(TL) -0.78 16-18 >606 240 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.85 Horz(TL) 0.48 11 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight: 224 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP M 31 `Except` BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. 9-12: 2x6 SP No.2, 11-12: 2x4 SP No.2, 2-17: 2x4 SP No.1 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 11=1447/Mechanical, 2=156410-8-0 Max Horz2=247(LC 12) Max Upliftl 1 =-376(LC 13), 2=-469(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4263/2863, 3-4=-3678/2479, 4-5=-3613/2496, 5-6=-2794/1924, 6-7=-2532/1863, 7-8=-2223/1557, 8-9— 1430/1049, 9-10= 1259/862, 10-11 =-1 435/995 BOT CHORD 2-18=-2653/3807, 17-18=-2661/3807, 16-17=-2655/3825, 15-16=-2133/3309, 14-15=-1073/1959, 13-14=-112211737, 12-13— 715/504 WEBS 3-16= 525/520, 5-16=-159/431, 5-15=-864/775, 6-15=-544/899, 7-15— 518/890, 10-12= 856/1318, 8-14= 85/382, 8-13=-868/624 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=18ft Cat. II; Exp B; Encl., GCpl=0.18; MW FRS (envelope) and C-C Exterior(2) zone;C-C for members and forces & MW FRS 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 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) Refer to girder(s) for truss to truss connections. 8) Bearing at joint(s) 2 considers parailei to grain value using ANSVTPI 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 at joint(s) except Qt=lb) 11=376, 2=469. 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." 0 WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE M11-7473 rev. 1070372015 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 miss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality 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 1088869 - Pearson Res. T12582755 1088869 T16 Hip 1 t Job Reference (optional) Builders Flrsisource, Plant cay, FL 33566 7.640 S Aug 16 2017 Mil ek Industries, Inc. Mon NOV 27 10:26:05 2017 Page 1 I D:SX?YZ74tOvt7sggNRddzl l zCsvy-XhGrkRl4wcauOZum ij Pmm uSeW uhW OJG94yiPsHyFOvm 12.11-9 19-8-0 21-0-p 23-8-0 31-2-12 38-58-0 44-8-0 6-10-8 6-1-1 6-8-7 1-4-0 82 -0 7.6-12 7-.4 6.0-0 3x8 i6x8 Sx6 = 6.00 F1 2 6 7 8 3x8 5x6 = 3x6 = Scale = 1:84.6 6-10-8 12-11-9 19-8-0 23-8-0 31-2-12 38-8-0 39r0-0 44-8-0 fi-10.8 fi-1-1 fi-8-7 4.0-0 7-fi-12 7-51 0-4-0 5-8-0 Plate Offsets (X,Y)-- f2:0-0-9,Edgel, (7:0-2-11,Edgel, 16:0-3-0,0-2-71, 114:0-3-12,0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.88 Vert(LL) 0.30 19-21 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.76 Vert(TL) -0.66 18-19 >699 240 BCLL 0.0 Rep Stress Incr YES WB 0.94 Horz(TL) 0.35 14 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight: 243lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 `Except* TOP CHORD Structural wood sheathing directly applied or 2-3-2 oc pudins. 4-7: 2x4 SP M 31, 7-8: 2x6 SP M 26 BOT CHORD Rigid ceiling directly applied or 4-4-9 oc bracing. BOT CHORD 2x4 SP No.2 *Except* 18-20: 2x4 SP M 31, 2-20,14-16: 2x4 SP No.1 WEBS 2x4 SP No.3 *Except* 6-17,11-15: 2x4 SP M 31 REACTIONS. (lb/size) 14=2695/0-8-0, 12= 566/0-8-0, 2=1400/0-8-0 Max Horz 2=188(LC 11) Max Upliftl4= 656(LC 12), 12= 621(LC 23), 2= 436(LC 12) Max Grav14=2695(LC 1), 12=205(LC 12), 2=1400(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3693/2364, 3-4=-3089/1962, 4-5=-2957/1978, 5-6=-2163/1381, 6-7— 1301/1034, 7-8=-1314/1064, 8-9= 1579/1090, 9-10=-877/731, 10-11=-I041/713, 11-12= 1201/2022 BOT CHORD 2-21 =-1 916/3290, 20-21=-1924/3288, 19-20=-1918/3305, 18-19= 1425/2776, 17-18=-642/1892, 16-17=-271/885, 15-16=-276/871, 14-15=-1898/1320, 12-14=-1737/1213 WEBS 3-19=-543/535, 5-19_ 158/434, 5-18=-923/827, 6-18=-682/1363, 6-17=-1044/573, 8-17— 346/563, 9-17=-115/594, 9-15=-907/667, 11-15=-1578/2743, 11-14= 2177/1518 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=18ft; Cat. II; Exp B; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) zone;C-C for members and forces & MW FRS for reactions shown; 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) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb) 14=656, 12=621, 2=436. 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." Q WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MII-7473 rev. 1010312016 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. Addilionai 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, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety information available from Truss Plate Institute, 218 N. Lee Street. Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 1088869 - Pearson Res. T12582756 1088869 T17 Piggyback Base 2 1 Job Reference (optional) bulltlers FIr516Ource, F'lant LAY, FL U6bbb r—V 5 Hug IU —1 r MI I eR IIIUU5u—, III.. —.— — 1 V. ge 1 I D:SX?YZ74tOvt7sggN Rddzl 1 zCsvy-? uq Dyn2 ihvilOj TyGQw?J5?pC I OQIIoJJbRzOjyFOvl -2-0-0 6-10-8 12-11-9 19-0-0 1 25-8-0 32-10-12 1 38.8-0 I 44-8-0 46-8-0 2-0-0 6-10-8 6-0-7 6-8-0 7-2-12 5-9-4 6-0-0 2-0-0 1 6.00 12 3x8 LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 7.0 Lumber DOL 1.25 BCLL 0.0 ' Rep Stress Incr YES BCDL 10.0 Code FBC2014/TPI2007 LUMBER - TOP CHORD 2x4 SP N0.2 *Except* 4-6,7-9: 2x4 SP M 31 BOT CHORD 2x4 SP No.2 *Except* 17-19: 2x4 SP M 31, 2-19,13-15: 2x4 SP No.1 WEBS 2x4 SP No.3 5x6 = 5x6 = 32-10-12 38-8-0 3x6 = Sx6 = Scale = 1:84.6 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TC 0.89 Vert(LL) 0.2918-20 >999 360 MT20 244/190 BC 0.79 Vert(TL)-0.6418-20 >730 240 W B 0.98 Horz(TL) 0.33 13 n/a n/a (Matrix-M) Weight: 235lb Ff-=20% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 4-4-4 oc bracing. REACTIONS. (lb/size) 13=2567/0-8-0, ll=-455/0-8-0, 2=1417/0-8-0 Max Harz 2=-172(LC 10) Max Upliftl3=-570(LC 12), 11=-569(LC 23), 2=-435(LC 12) Max Gravl3=2567(LC 1), 11=145(LC 12), 2=1417(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3754/2398, 3-4=-3136/1984, 4-5=-3070/2001, 5-6=-2248/1433, 6-7=-2015/1397, 7-8=-1592/1099, 8-9=-701/637, 9-10=-829/617, 10-11= 988/1809 BOT CHORD 2-20=-1948/3347, 19-20= 1957/3345, 18-19=-1951/3362, 17-18=-1441/2817, 16-17=-420/1387, 15-16=-208/711, 14-15=-216/697, 13-14=-1704/1130, 11-13=-1554/1033 WEBS 3-18=-553/551, 5-18=-166/433, 5-17=-865/780, 6-17=-323/652, 7-17— 433/947, 7-16=-343/171,8-16=-217/800,8-14=-1040/710,10-14=-1364/2405,10-13=-2103/1407 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=18ft; Cat. 11; Exp B; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) zone;C-C for members and forces & MW FRS for reactions shown; 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) Bearing at Joint(s) 2 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at Joint(s) except Ot=lb) 13=570, 11=569, 2=435. 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." 0 WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIF7473 rev. 101012015 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 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/TPI I Quality Cdterla, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Mexandrla. VA 22314. Tanpa, FL 33610 Job Truss Truss Type City Pty 1088869 -Pearson Res. T12582757 1088869 T18 Piggyback Base 4 1 Job Reference (optional) Builders FirstSource, Plant City, FL 33566 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Nov 27 10:26:07 2017 Page 1 ID:SX?YZ74tOvt7sggNRddzllzCsvy-T4Ob973KSDgcdt29g7RErJX1 WiQXUC8SXFBWwAyFOvk i-2-0-0 6-0-12 10-6-0 14-6-13 , 19-0-0 25-8-0 32-10-12 i 38-8-0 44-8-0 ,46-8-0, 2-0-0 6-0-12 4-5-4 4-0-13 4-5-3 6-8-0 7-2-12 5-9-4 6-0-0 2-0-0 6.00 12 2x4 6x8 = 6-0-12 1 10-M 10-6-0 LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 7.0 Lumber DOL 1.25 BCLL 0.0 ' Rep Stress Incr YES BCDL 10.0 Code FBC2014ITP12007 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 *Except` 5-20: 2x4 SP No.3, 18-19: 2x4 SP M 31 WEBS 2x4 SP No.3 "Except' 6-19: 2x4 SP No.2 5x6 = 5x6 = 5x6 = Scale = 1:86.0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TC 0.66 Vert(LL)-0.2018-19 >999 360 MT20 244/190 BC 0.54 Vert(TL)-0.5118-19 >672 240 WB 0.98 Horz(TL) 0.05 14 n/a n/a (Matrix) Weight: 245 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 4-3-10 oc puriins. BOT CHORD Rigid ceiling directly applied or 4-8-2 oc bracing. REACTIONS. All bearings 0-8-0 except Qt=length) 20=0-6-0. (lb) - Max Horz2=172(LC 11) Max Uplift All uplift 100 lb or less at joint(s) except 2= 199(LC 13), 14=-436(LC 13), 12=-107(LC 13), 20= 387(LC 12) Max Grav All reactions 250 lb or less at joint(s) 12 except 2=482(LC 23), 14=1504(LC 1), 20=1405(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-380/517, 3-4=-78/377, 4-5=-65/391, 5-6=-128/512, 6-7=-1204/902, 7-8= 1057/883, 8-9=-1184/905, 9-10= 873/793, 10-11=-1001/781, 11-12=-194/503 BOT CHORD 2-21=-241/269, 20-21=-241/269, 19-20= 1150/604, 5-19= 231/289, 18-19= 278/752, 17-18=-234/1008, 16-17=-353/870, 15-16= 361/855, 14-15=-463/392, 12-14=-379/335 WEBS 3-20=-394/335, 6-19=-1239/508, 6-18=0/412, 7-1 8=-1 19/292, 9-15=-514/404, 11 -1 5=-740/1335, 11-14=-1305/941 NOTES- (8) 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=18ft; Cat. II; Exp B; Encl., GCpi=0.18; MW FRS (envelope) and C-C Extedor(2) zone;C-C for members and forces & MW FRS for reactions shown; 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 199 lb uplift at joint 2, 436 lb uplift at joint 14 , 107 lb uplift at joint 12 and 387 lb uplift at joint 20. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) "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 MITEKREFERANCE PAGE MII-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!Tek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabricatlorl, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street Suite 312. Alexandria VA 22314. Tampa, FL 33610 Job Truss Truss Type City Ply 1088869 -Pearson Res. T12582758 1088869 T19 Piggyback Base 1 1 Job Reference (optional) Builders FirsiSource, Plant City, FL 33566 7.640 s Aug 16 2017 M7ek Industries, Inc. Mon Nov 27 10:26:08 2017 Page 1 I D:SX?YZ74tOvt7sggN Rddzl1 zCsvy-xGxzMT3yDXzTF1 dLNryTOW 4Cb6mbDg_cmvw3TcyFOvj 1-2-0-0 6-0-12 , 10-6-0 14-6-13 19.0-0 25-8-0 33-3-7 1 35-6-0 , 39-0-0 i 44-8 0 _ 46-8-0 2-0-0 6-0-12 4-5.4 4-0-13 4,-5-3 6-5-0 7-7-7 2-2-9 3-0-0 5-8-0 2-0-0 5x6 = 6.o0 F12 Scale = 1:84.6 5x6 = m m m 4I4 6 2X4 11 6XB = 6x8 = 2X4 11 5x6 zz 25-8-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.70 Vert(LL) -0.20 20-21 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.55 Vert(TL) -0.51 20-21 >593 240 BCLL 0.0 Rep Stress Incr YES WB 0.94 Horz(TL) 0.04 16 n/a n/a BCDL 10.0 Code FBC2014/fP12007 (Matrix) Weight: 250lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-7-12 oc purlins. BOT CHORD 2x4 SP No.2 `Except` BOT CHORD Rigid ceiling directly applied or 4-8-1 oc bracing. 5-22,10-16: 2x4 SP No.3, 20-21,17-19: 2x4 SP M 31 WEBS 2x4 SP No.3 REACTIONS. All bearings 0-8-0 except Qt=length) 16=0-6-0, 22=0-6-0. (lb) - Max Horz2=-172(LC 10) Max Uplift All uplift 100 lb or less at joint(s) except 2=-200(LC 13), 16=-253(LC 13), 13=-166(LC 13). 22= 378(LC 12), 15=-139(LC 13) Max Grav All reactions 250 lb or less at joint(s) 15 except 2=485(LC 23), 16=1274(LC 1), 13=299(LC 24), 22=1297(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3= 387/524, 3-4— 83/384, 4-5= 69/399, 5-6=-140/522, 6-7— 1032/837, 7-8=-894/821, 8-9=-949/797, 9-10=0/339, 10-11=0/300, 11-12=0/262 BOT CHORD 2-23= 247/276, 22-23=-247/276, 21-22=-1040/556, 5-21= 231/289, 20-21=-244/664, 19-20= 135/789, 18-19— 138/767, 17-18=-154/304, 16-17=-1128/623 WEBS 3-22= 393/335, 6-21= 1076/439, 6-20=0/335, 9-18= 41/521, 9-17=-11931767 NOTES- (8) 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=18ft; Cat. 11; Exp B; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) zone;C-C for members and forces & MW FRS for reactions shown; 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 200 lb uplift at joint 2, 253 lb uplift at joint 16 , 166 lb uplift at joint 13, 378 lb uplift at joint 22 and 139 lb uplift at joint 15. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) "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" Q WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE. ' Design valid for use only with MITek® connectors. This design Is based only upon parameters shown- and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabricatiom storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandila. VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 1088869 - Pearson Res. T12582759 1088869 T20 Piggyback Base 1 1 Job Reference (optional) Builders FirstSource, Plant City, FL 33566 7.640 s Aug 16 2017 Mflek industries, Inc. Mon Nov 27 10:26:09 201 / Page 1 I D:SX?YZ74tOvt7sggN Rddzi 1 zCsvy-PTVLap4b_g5Kti3CXxYTiwkcNM W43y7_I?Zgd?2yFOvi 1 -2-0.0 6-0-12 10-6-0 14-6-13 19-0-0 25.8.0 i 33-3-7 35-6.0 38-4-14 44-8-0 46.8.0 2-0.0 6.0-12 4-5-4 4-0.13 4-5-3 6 8-0 7-7-7 2-2-9 2-10-14 ' 6 3-2 2 Sx6 = 6.00 12 2x4 I) 6x8 = 5x6 = 6x8 = 5x6 Scale = 1:84.6 T m m 414 6 -0-12 '2-2-0 1 Q-G-0 19-8-0 25-8-0 35-6-0 35r9-0 44-8-0 6-0.12 3-11-4 0-6-0 9-2-0 6-0-0 9-10-0 0- -0 8 NO-1 Plate Offsets (X Y)-- (7:0-3-0 0-2-01 f8:0-3-0 0-2-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TO 0.70 Vert(LL) -0.20 19-20 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.66 Vert(TL) -0.51 19-20 >592 240 BCLL 0.0 ' Rep Stress Incr YES W B 0.96 Horz(TL) 0.03 13 n/a n1a BCDL 10.0 Code FBC2014/TP12007 (Matrix) Weight: 246lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-6-12 oc purlins. BOT CHORD 2x4 SP N0.2 *Except* BOT CHORD Rigid ceiling directly applied or 4-7-7 oc bracing. 5-21,10-15. 2x4 SP No.3, 19-20,16-18. 2x4 SP M 31 WEBS 2x4 SP No.3 REACTIONS. All bearings 0-8-0 except Qt=length) 15=0-6-0, 21=0-6-0. (lb) - Max Horz2=-172(LC 10) Max Uplift All uplift 100 lb or less at joint(s) except 2=-200(LC 13), 15=-350(LC 13), 13=-21 O(LC 13), 21= 375(LC 12) Max Grav All reactions 250 lb or less at joint(s) except 2=485(LC 23), 15=1329(LC 1), 13=402(LC 24), 21=1310(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3— 387/524, 3-4=-83/384, 4-5=-69/399, 5-6=-140/522, 6-7— 1054/827, 7-8=-914/812, 8-9= 979/783, 9-10=0/252, 12-13=-152/278 BOT CHORD 2-22=-247/276, 21-22= 247/276, 20-21=-1053/553, 5-20=-231/289, 19-20=-241/675, 18-19= 130/817, 17-18=-1321794, 16-17=-142/367, 15-16=-1034/602 WEBS 3-21=-393/335, 6-20— 1094/435, 6-19=0/344, 9-17= 53/484, 9-16=-1163/787, 12-15=-287/342 NOTES- (8) 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=18ft; Cat. II; Exp B; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) zone;C-C for members and forces & MW FRS for reactions shown; 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 200 lb uplift at joint 2, 350 lb uplift at joint 15 , 210 lb uplift at joint 13 and 375 lb uplift at joint 21. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) "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 -Verity design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE M11-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MITek® connectors. This design is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use. the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing WeW Is always required for stability and to prevent collapse with posslbie personal injury and property damage. For general guidance regarding the fabricatlon, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312 Alexandria VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Pty 1088869 -Pearson Res. T12582760 1088869 T21 Hip 1 1 Job Reference (optional) Builders FirslSource, Plant CRy, FL 33566 7.640 s Aug 16 2017 Mi l ek Industries, Inc. Mon Nov 27 10:26:10 2017 rage 1 I D:SX?YZ74tOvt7sggNRddz11 zCsvy-uf3kn95D18DBUKnjVG_xTx9YLvQ_ha6vEDPAXUyFOvh -2-0-0, 6-0-12 10.6-0 14-6-13 19-8-0 21.0•p 23-B-0 31-2-12 35-6-0 , 38-4-14 44-8.0 2-0-0 6-0-12 4-5-4 45-1-3 1-4-0 2.8-0 7-6-12 4-3-4 2-10-14 6-3-2 m ai 0 2x4 11 5x8 6x8 = 6.00 12 7 8 2x4 16x8 = 6x8 = 2x4 = 35-6-0 Scale = 1:84.7 6 m 5Iv 6 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2014/TP12007 CSI. TC 0.69 BC 0.62 WB 0.90 (Matrix) DEFL. in (loc) Well Ud Vert(LL) -0.20 20-21 >999 360 Vert(TL) -0.52 20-21 >587 240 HOrz(fL) 0.02 14 n/a n/a PLATES GRIP MT20 244/190 Weight: 257lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 'Except` TOP CHORD Structural wood sheathing directly applied or 4-7-5 oc purlins. 8-9: 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 4-7-14 oc bracing. BOT CHORD 2x4 SP No.2 `Except` 5-22,11-16: 2x4 SP No.3, 20-21: 2x4 SP M 31 WEBS 2x4 SP No.3 `Except' 6-21: 2x4 SP No.2 REACTIONS. All bearings 0-8-0 except Qt=length) 16=0-6-0, 22=0-6-0. (lb) - Max Horz2=188(LC 11) Max Uplift All uplift 100 lb or less at joint(s) except 2= 204(LC 13), 16=-399(LC 13), 14=-183(LC 13),22=-393(LC 12) Max Grav All reactions 250 lb or less at joint(s) except 2=481(LC 23), 16=1333(LC 1), 14=409(LC 24), 22=1318(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-385/509, 3-4= 91/366, 4-5= 78/380, 5-6=-107/481, 6-7= 1025f790, 7-8=-849/774, 8-9=-849/806, 9-10=-934/752, 10-11=-678/620 BOT CHORD 2-23=-234/268, 22-23=-234/268, 21-22=-1060/557, 5-21= 206/261, 20-21=-235/676, 19-20— 36/772, 18-19= 150/619, 17-18— 178/304, 16-17=-1049/679, 11-17=-973/614 WEBS 3-22=-398/340, 6-21=-1139/472, 6-20=0/269, 10-18=-551/421, 11-18=-497/915, 13-16=-275/328, 9-20=-91/275 NOTES- (8) 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; BCD L=3.Opsf; h=18ft; Cat. II; Exp B; Encl., GCpi=0.18; MW FRS (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) 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 204 lb uplift at joint 2, 399 lb uplift at joint 16 , 183 lb uplift at joint 14 and 393 lb uplift at joint 22. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) "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." Q WARNING - VerW design parameters and READ NOTES ON THIS AND INCLUDED MrrEK REFERANCE PAGE MM-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MRek® connectors. This design Is based ody 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 bullding design. Bracing Indicated Is to prevent buckling of IndMdual truss web and/or chord members only. Additional temporary and permanent bracing Welk' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and 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 City Ply 1088869 -Pearson Res. T12582761 1088869 T22 Hip 1 1 Job Reference (optional) Builders FirstSource, Plant City, FL 33566 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Nov 27 10:26:12 2017 Page 1 ID:SX?YZ74tOvt7sggNRddzllzCsvy-g2BUCg7THITukex6ch1 PYMEucj5m9UjBhXuHcNyFovf -2-0-D 6-0-12 10-6-0 14-6-13 i 19-0-0 i 25-8-0 33-3-7 35-6.0 38-4-14 _ 44-8-0 2-0-0 6-0-12 4-5-4 4-0-13 4-5-3 6-8-0 7-7-7 2-2-9 2-10-14 6-3.2 5x6 = 5x6 = 6.00 12 m 0 2x4 11 6x8 = 6-0-12 10-0-0 10-6-0 19-8-0 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.70 TCDL 7.0 Lumber DOL 1.25 BC 0.66 BCLL 0.0 ' Rep Stress Incr YES WB 0.96 BCDL 10.0 Code FBC2014fTP12007 (Matrix) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 *Except* 5-21,10-15: 2x4 SP No.3, 19-20,16-18: 2x4 SP M 31 WEBS 2x4 SP No.3 6x8 = 5x6 = 25-8-0 Scale=1:84.6 DEFL. in (loc) I/dell Ud PLATES GRIP Vert(LL) -0.2019-20 >999 360 MT20 244/190 Vert(TL) -0.51 19-20 >592 240 Horz(TL) 0.03 13 n/a n/a Weight: 246 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 4-6-12 oc puffins. BOT CHORD Rigid ceiling directly applied or 4-7-7 oc bracing. REACTIONS. All bearings 0-8-0 except Qt=length) 15=0-6-0, 21=0-6-0. (Ib) - Max Horz2= 172(LC 10) Max Uplift All uplift 100 lb or less at joints) except 2= 200(LC 13), 15=-350(LC 13), 13=-210(LC 13), 21_ 375(LC 12) Max Grav All reactions 250 lb or less at joint(s) except 2=485(LC 23), 15=1329(LC 1). 13=402(LC 24), 21=1310(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-387/524, 3-4=-83/384, 4-5=-69/399, 5-6=-140/522, 6-7= 1054/827, 7-8= 914/812, 8-9— 979/783, 9-10=0/252, 12-13=-152/278 BOT CHORD 2-22= 247/276, 21-22= 247/276, 20-21 =-1 053/553, 5-20=-231/289, 19-20=-241/675, 18-19— 130/817, 17-18=-132/794, 16-17=-142/367, 15-16=-1034/602 WEBS 3-21=-393/335, 6-20=-1094/435, 6-19=0/344, 9-17=53/484, 9-16=-1163/787, 12-15=-287/342 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=l6omph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; Cat. 11; Exp B; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) zone;C-C for members and forces & MW FRS for reactions shown; 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 pst 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 200 Ib uplift at joint 2, 350 lb uplift at joint 15 , 210 lb uplift at joint 13 and 375 lb uplift at joint 21. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) "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 - Verity design parameters and READ NOTES ON THIS AND INCLUDED MTTEKREFERANCE PAGE Mll-7473 rev. 10/032015 BEFORE USE ' Design valid for use only with MITek® connectors. This design is based only upon parameters shown. and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TP11 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 1088669 - Pearson Res. T12582762 1088869 T23 Hip 1 1 Job Reference (optional) Builders FirstSource, Plant City, FL 33566 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Nov 27 10:26:13 2017 Page 1 I D:SX?YZ74tOvt7sggN Rddzl l zCsvy-I EIsQA7523bILoW IAOYe5an 1 R7Sbu0oLw8eg8pyF0ve 6-0-12 2-0-0 6-0-12 17-0-098 27-8-0 56-0 4-144-8-0 6 16 8-04-5-4 -08-0-0 Scale = 1:84.6 5X6 = 6.00 12 2x4 11 5x6 = M 0 co w M M w4 0 3X0 — GI 4u '- 14 JX0 — 2x4 II 6x8 = 6x8 = 3x4 10-0-0 1 -0 -0o-12 19-8-0 27-8-0 35-6-0 35 -0 448-0 N6-12 3-11-4 0-6-0 9-2-0 8-0-0 7-10-0 0- -0 8-11-0 Plate Offsets_(),Y)-- 16:0-3-0,0-2-01,(8:0-4-0,0-2-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.76 Vert(LL) -0.19 18-19 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.62 Vert(TL) -0.49 18-19 >617 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.52 Horz(f-L) 0.04 12 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix) Weight: 239lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-2-10 oc purlins. BOT CHORD 2x4 SP No.2 'Except` BOT CHORD Rigid ceiling directly applied or 4-10-5 oc bracing. 5-20,9-14: 2x4 SP No.3, 18-19: 2x4 SP M 31 WEBS 1 Row at midpt 6-19 WEBS 2x4 SP No.3 REACTIONS. All bearings 0-8-0 except Qt=length) 14=0-6-0, 20=0-6-0. (lb) - Max Horz 2=-155(LC 10) Max Uplift All uplift 100 lb or less at joint(s) except 2=-189(LC 13). 14=-325(LC 13), 12=-215(LC 13), 20=-355(LC 12) Max Grav All reactions 250 lb or less at joint(s) except 2=482(LC 23), 14=1312(LC 1), 12=410(LC 24), 20=1317(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-376/501, 3-4=-83/375, 4-5=-59/390, 5-6=-199/624, 6-7=-1176/941, 7-8=-1176/942, 8-9— 972/757, 11-12=-160/281 BOT CHORD 2-21=-224/265, 20-21=-224/265, 19-20=-1074/577, 5-19= 351/455, 18-19=-194/843, 17-18=-174/815, 16-17= 180/798, 14-15= 1084/670, 9-15= 1000/669 WEBS 3-20= 369/302, 6-19= 1133/266, 6-18= 293/773, 7-18_ 391/323, 8-18=-186/510, 9-16= 238/864 NOTES- (8) 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=18ft; Cat. II; Exp B; Encl., GCpi=0.18; MW FRS (envelope) and C-C Extedor(2) zone;C-C for members and forces & MW FRS for reactions shown; 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 189 lb uplift at joint 2, 325 lb uplift at joint 14 , 215 lb uplift at joint 12 and 355 lb uplift at joint 20. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) "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." Q WARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/032015 BEFORE USE. Design valid for use only with MITek® connectors. This design is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicablity 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 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/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type city Ply 1088869 -Pearson Res. T72582763 1088869 T24 Hip 1 1 Job Reference (optional) Builders FirstSource, Plant City, FL 33566 f.cau s Aug ib zui i MI I ex mausrnes, inc. Mon Nov Gr Io:Gb: Iv 20I i rage I I D:SX?YZ74tOvt7sggN Rddzl l zCsvy-mQJ Ed W 8jpNjczy4Vk63tdnKFcXpEdM W U8rNOgGyFOvd 2.0-D 6-0-12 10-6-0 15-0-0 19-8-0 24.4-0 29-8.0 35 6-0 38-4-14 44-8-0 2-0-0 6-0-12 4-5-4 4-6-0 4�-0 4-8.0 5-4-0 5-10-0 2-10-14 6-3-2 M 0 6.00 12 5x6 = 2x4 11 3x4 5x6 = = 6 7 8 9 3Xa — GI Gv 2x4 I I 6x8 = 6x8 = 2x4 zz Scale = 1:83.6 6-0-12 10-0-0 19 -0 19-8-0 29-8-0 35-6-0 35ry-0 44-8-0 6.0-12 3-11 4 0-610 9-2-0 10-0-0 5-10-0 0- -0 8-11-0 Plate Offsets (X,Y)-- f6:0-3-0 0-2-01 f9:0-3-0 0-2-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.54 Vert(LL) -0.19 16-18 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.53 Vert(TL) -0.51 16-18 >591 240 BCLL 0.0 ' Rep Stress Incr YES WB 1.00 Horz(TL) 0.03 14 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix) Weight: 234lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-8-3 oc puriins. BOT CHORD 2x4 SP M 31 *Except' BOT CHORD Rigid ceiling directly applied or 4-6-8 oc bracing. 2-20: 2x4 SP No.2, 5-20,10-14: 2x4 SP No.3, 13-14: 2x4 SP No.1 WEBS 2x4 SP No.3 *Except* 6-19: 2x4 SP No.2 REACTIONS. All bearings 0-8-0 except Ot=length) 14=0-6-0, 20=0-6-0. (lb) - Max Horz 2=145(LC 16) Max Uplift All uplift 100 lb or less at joint(s) except 2=-186(LC 12), 14= 363(LC 8), 13=-119(LC 13), 20= 350(LC 9) Max Grav All reactions 250 lb or less at joint(s) 13 except 2=477(LC 23), 14=1359(LC 1), 20=1317(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-368/40113-4=-58/262, 4-5=-40/277, 5-6= 124/431, 6-7=-1432/1033, 7-8=-1432/1033, 8-9= 687/648, 9-10= 844/635 BOT CHORD 2-21=-240/259, 20-21=-240/259, 19-20= 1064/567, 5-19— 255/336, 18-19=-221/694, 17-18= 471/1191, 16-17=-478/1172, 14-15=-1075/673, 10-15=-996/640 WEBS 3-20=-390/332, 6-19=-1114/396, 6-18=-421/985, 7-18=-257/238, 8-18=-106/370, 8-16=-707/446, 10-16— 359/900, 12-14=-260/302 NOTES- (8) 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=18ft; Cat. II; Exp B; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) zone;C-C for members and forces & MW FRS for reactions shown; 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 186 lb uplift at joint 2, 363 lb uplift at joint 14 , 119 lb uplift at joint 13 and 350 lb uplift at joint 20. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) "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." Q WARNING. Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MIP7473 rev. 10/032015 BEFORE USE " Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and 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 MiTeW is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fobricatiom storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 31Z Mexancida, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 1088869 -Pearson Res. T72562764 1088869 T25 Hip 1 1 Job Reference (optional) Builders FitstSource, Plant City, FL 33566 7.640 s Aug 16 2017 Mi rek Industries, Inc. Mon Nov 27 10:26:15 2017 Page 1 I D:SX?YZ74tOvt7sggN Rddzll zCsvy-Edtcgs9LagrTb6fhlpa6A?sQMw8m Mr1 eNV7xDiyFOvc i -2-0-0 6-0-12 10-4-0 , 13-0-0 , 19-2-1 _ 25-5-15 i 31-8-0 36-0-0 , 2-0-0 6-0-12 4 3 4 2-8-0 6-2-1 6-3-13 6-2-1 4-41 Scale = 1:67.0 6.00 12 5x6 = 2x4 3x6 = 3x4 = 5x6 = a 7 a 9 10 2x4 11 6x8 = 3x6 = 3x8 = 3x6 = 3x4 = 3x4 = 3x6 II 13-0-0 , 19-2-1 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2014/fPI2007 CSI. TC 0.54 BC 0.58 WB 0.86 (Matrix) DEFL. in (loc) I/dell Ud Vert(LL) -0.16 16-18 >999 360 Vert(TL) -0.36 16-18 >849 240 Horz(TL) 0.02 12 n/a n/a PLATES GRIP MT20 244/190 Weight: 224lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-11-12 oc puriins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 'Except` BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 6-18: 2x4 SP No.1 WEBS 1 Row at midpt 9-16 REACTIONS. (lb/size) 2=316/0-8-0, 18=1576/0-8-0, 12=866/Mechanical Max Horz2=245(LC 12) Max Uplift2=-96(LC 12), 18=-487(LC 9), 12=-269(LC 8) Max Grav2=320(LC 23), 18=1576(LC 1), 12=877(LC 24) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-4=-316/343, 4-5=-306/436, 5-6=-198/428, 6-7= 706/519, 7-8= 706/520, 8-9= 706/520, 9-10=-824/607, 10-11 =-576/374,11-12=-847/553 BOT CHORD 16-21=-471/824, 15-21=-471/824, 14-15=-471/824, 14-22=-271/489, 13-22=-271/489 WEBS 3-18=-377/375, 6-16= 528/883, 7-16=-358/342, 10-14=-290/502, 10-13=-395/318, 11-13= 379/707, 6-18=-1127/740 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=18ft; Cat. II; Exp B; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) zone;C-C for members and forces & MW FRS for reactions shown; 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, with BCDL = 10.Opsf. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 96 lb uplift at joint 2, 487lb uplift at joint 18 and 269 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." Q WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MD'EK REFERANCE 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 properly incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members oNy. Additional temporary and permanent bracing MiTek° Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSi/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. Mexandtla, VA 22314. Tampa, FL 33610 Job russ Truss Type Qty Ply 1088869 -Pearson Res. T125S27s5 1088869 �T26 Hip 1 1 Job Reference o tiona Builders FirstSource, Plant City, FL 33566 7.640 S Aug 16 2017 MI I eK Industries, Inc. Mon NOV 2/ 10:26:16 2u1 / vage 1 I D:SX?YZ74tOvt7sggN Rddzll zCsvy-ipQ?2CA_L_zKCFEtrW5LiCPavKRa5G?nc9sV18yFOvb 12-10-0 -2-0-0 6-0-12 10-0-0 11.0 16-s-0 26-6-0 33-e-o 3G-0.0 2-0-0 6-0-12 43-0 -e 1.10-0 6-11-0 7.9-0 7-2-0 2-0-0 5x6 3x4 = 3x6 = 2x4 11 2x4 11 5x6 = 4 5 6 7 8 9 4x6 2x4 II 5x8I1 2x4 II V^V 6x8 = 2x4 11 Scale = 1:67.0 5x8 = 3x6 It 12-10-0 6-0-12 10.4-0 11-0 1e-9-0 26.6-0 33-8-0 36-0-0 ..12 4- 1-10-0 5-11-0 7-e-0 7-2-0 2-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.62 Vert(LL) 0.16 15-17 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.80 Vert(TL) -0.41 15-17 >742 240 BCLL 0.0 Rep Stress Incr YES WB 1.00 Horz(TL) 0.01 11 n/a n/a BCDL I Code FBC2014frPI2007 (Matrix) LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 `Except` 18-21,8-13: 2x4 SP No.3 BOT CHORD WEBS 2x4 SP No.3 "Except* 5-15,6-14: 2x4 SP No.1 REACTIONS. (lb/size) 2=456/0-8-0, 11=924/Mechanical, 19=1428/0-8-0 Max Horz2=230(LC 12) Max Uplift2— 139(LC 12), 11=-307(LC 8), 19= 441(LC 9) Max Grav2=457(LC 23), 11=927(LC 24), 19=1428(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-320/68, 5-6=-1204/785, 6-7=-1250/840, 7-8=-1250/840, 8-9=-1242/838, 9-10=-375/234, 10-11=-949/561 BOT CHORD 14-15= 714/1204, 8-14=-423/403 WEBS 3-19= 368/355, 17-19=-1116/745, 5-15=-796/1336, 6-15=-481/462, 12-14=-191/310, 9-14= 661/1048, 9-12=-668/504, 10-12= 462/829, 5-17=-1023/649 PLATES GRIP MT20 244/190 Weight: 226 lb FT = 20% Structural wood sheathing directly applied or 4-3-8 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-11-6 oc bracing: 14-15 6-0-0 oc bracing: 11-12. 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=18ft; Cat. 11; Exp B; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) zone;C-C for members and forces & MW FRS for reactions shown; 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 psi 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 tit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 139 lb uplift at joint 2, 307 Ito uplift at joint 11 and 441 lb uplift at joint 19. 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." 0 WARNING- Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE Ml1-7473 rev. 1010=015 BEFORE USE. Design valid for use only with MITek® connectors. This design is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the 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 iTe k' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, dellvery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 1088869 -Pearson Res. T12562766 1088869 T27 Hip 1 1 Job Reference (optional) Builders FirsiSource, Plant City, FL 33566 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Nov 27 10:26:17 2017 Page 1 ID:SX?YZ74tOvUsggNRddzl1zCsvy-A?_NFYAc515BgPp4PEcaFQykCkmRgkswrpc2HayFOva 36-0-0 i -2-0-0 6-0-12 9-0.0 10.4-0 12.10-0 , 18-5-14 26-6.0 , 30-2-11 358-0 36-,B46 2 M, 2-111 1-4-0 2-6-0 5-7-14 8-0.2 3-8-11 5.5.5 0. - 0-3-8 Scale = 1:67.0 3x6 = 2x4 II 3x8 = 2x4 = 2x4 11 6x8 = 2x4 11 3x4 = 3x6 = 3x4 11 2x4 11 3x4 = 5x8 = 4x6 = 10 3x6 11 6-0-12 , 10-4-0 , 12-10-0 18-5-14 26-" 30-2- 11 2til0 6-0-12 4-3-4 2-6-0 5-7-14 8-0-2 3-8-11 5-9-5 Plate Offsets (X,Y)-- f4:0-3-0,0-2-01,f5:0-3-8,0-1-81,(15:0-3-8,0-1-81,(19:0-3-8,0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.65 Vert(LL) -0.14 15-17 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.82 Vert(TL) -0.38 15-17 >814 240 BCLL 0.0 Rep Stress Incr YES WB 0.90 Horz(TL) -0.01 11 n/a n/a BCDL 10.0 Code FBC2014/fP12007 (Matrix) Weight: 206lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-11-13 oc pudins, BOT CHORD 2x4 SP No.2 `Except` except end verticals. 18-21,8-13: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 *Except` 5-15,6-14: 2x4 SP M 31 REACTIONS. (lb/size) 2=417/0-8-0, 11=908/Mechanical, 19=1483/0-8-0 Max Horz 2=218(1_C 12) Max Uplift2=-137(LC 12), 11=-321(LC 8), 19=-490(LC 9) Max Grav2=417(LC 1), 11=908(LC 24), 19=1483(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3= 262/48, 5-6=-1430/857, 6-7=-1544/952, 7-8— 1544/952, 8-9=-1496/916, 9-10= 899/547, 10-11=-855/567 BOT CHORD 14-15=-857/1430, 8-14=-311/297 WEBS 3-19= 353/330, 17-19=-1160/794, 5-17=-1116/812, 5-15=-1065/1769, 6-15=513/485, 12-14= 468/875, 9-14= 520/842, 9-12=-846/608, 10-12= 689/1133 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=1 Sit; Cat. 11; Exp B; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 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) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 137 lb uplift at joint 2, 321 lb uplift at joint 11 and 490 lb uplift at joint 19. 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." 0 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MI1-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MOW Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Atexandda, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 1088869 - Pearson Res. T12582767 1088869 T28 Hatt Hip Girder 1 2 Job Reference (optional) Builders FirstSoures, Plant City, FL 33566 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Nov 27 10:26:20 2017 Page 1 1 D:SX?YZ74tOvt7sggN Rddzl l zCsvy-bagVuZDUODTm htYe4MAHt2aGBxsJ 16FNXngiuvyFOvX 7-0-0 , 10.4-0 12-10-0 18-6-6 26-6-0 _ _ 30-7-8 36-0-0 -02 0 7.0.0 3-4-0 2-6-0 5-8-6 7-11-10 4-1-8 Sx6 = 4x12 = 3x4 = 3x6 = 6.00 F12 3 20 4 21 22 23 24 5 25 6 26 Scale = 1:67.0 3x4 I I 3x4 = 46 = 27 728 29 830 31 32 9 I9 I -- - 33 34 -- "^" — "^"- — - 43 44 46 46 4/2x4 ll 2x4 I I 3x6 = 2x4 11 2x4 11 5x8 = 4x6 = 2x4 I I 7-" 10-4-0 , 12-10-0 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/fP12007 CSI. TC 0.60 BC 0.55 WB 0.86 (Matrix) DEFL. Vert(LL) Vert(TL) Horz(TL) in (loc) I/deft Ud 0.19 13-14 >999 360 -0.43 13-14 >718 240 0.02 10 n/a n/a PLATES GRIP MT20 244/190 Weight: 397lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-8-9 oc puriins, except BOT CHORD 2x4 SP No.2 *Except* end verticals. 16-19,7-12: 2x4 SP No.3, 13-15: 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 *Except* 4-17: 2x6 SP No.2 REACTIONS. (lb/size) 10=1611/Mechanical, 2=289/0-8-0, 17=3031/0-8-0 Max Horz2=177(LC 8) Max Uplift10=-707(LC 4), 2= 159(LC 23), 17=-1317(LC 5) Max Grav 10=1611(LC 1), 2=321(LC 15), 17=3031(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1 84/271, 3-20=-377/859, 4-20=-377/859, 4-21 =-3097/1382, 21-22=-3097/1382, 22-23=-3097/1382, 23-24=-3097/1382, 5-24— 3097/1382, 5-25=-3655/1637, 6-25=-3655/1637, 6-26=-3655/1637, 26-27= 3655/1637, 7-27=-3655/1637, 7-28=-3506/1562, 28-29— 3506/1562, 8-29=-3506/1562, 8-30= 1891/829, 30-31= 1891/829, 31-32= 1891/829, 9-32= 1891/829, 9-1 0=-1 5061728 BOT CHORD 15-35= 1194/524, 35-36=-1194/524, 36-37=-1194/524, 37-38=-1194/524, 14-38=-1194/524, 14-39= 1382/3097, 39-40=-1382/3097, 40-41 =-1 382/3097, 41-42=-1382/3097, 13-42=-1382/3097, 7-13=-547/380 WEBS 3-18=-34/377, 3-17=-985/458, 15-17=-2067/1041, 4-15=-1987/1055, 4-14=-1994/4495, 5-14=-934/599, 5-13=-268/586, 11-13=-747/1787, 8-13=-871/1920, 8-11=-1501/808, 9-11=-979/2235 NOTES- (11) 1) 2-ply truss to be connected together with 1 Od (0.131 "x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 4) Provide adequate drainage to prevent water ponding. 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) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 707 lb uplift at joint 10, 159 lb uplift at joint 2 and 1317 lb uplift at joint 17. %��rgijrjg} Mpreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 0 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERAMCE PAGE MII.7473 rev. 1010=015 BEFORE USE. Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MOW Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSO-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312 Alexandria. VA 22314, Tampa, FL 33610 Job Truss Truss Type Oty ply 1088869 - Pearson Res. T12582767 1088869 T28 Hall Hip Girder 1 of 2 Job Reference (optional) tfunders rnstaource, viam cny, rL artbbb /.OYu S Aug 10 - if MI! I UK 11uuiul-, !11- M.I. im- <l .co W. c I D:SX?YZ74tOvt7sggN Rddzl l zCsvy-bagVuZDUODTmhtYe4MAHt2aGBxsJ 16FNXngiuvyFOVX NOTES- (11) 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 170 lb down and 233 ib up at 7-0-0, 86 lb down and 113 (b up at 9-0-12, 86 lb down and 113 lb up at 11-0-12, 72 lb down and 95 lb up at 13-0-12, 72 lb down and 95 lb up at 15-0-12, 72 lb down and 95 lb up at 17-0-12, 72 lb down and 95 lb up at 19-0-12, 72 lb down and 95 lb up at 21-0-12, 72 lb down and 95 lb up at 23-0-12, 72 lb down and 95 lb up at 25-0-12, 86 lb down and 113 lb up at 27-0-12, 86 lb down and 113 lb up at 29-0-12, 86 lb down and 113 lb up at 31-0-12, and 86 lb down and 113 lb up at 33-0-12, and 92 lb down and 112 lb up at 35-0-12 on top chord, and 212 lb down and 87 lb up at 7-0-0, 65 lb down at 9-0-12, 65 lb down at 11-0-12, 57 lb down and 25 lb up at 12-10-0, 57 lb down and 25 lb up at 15-0-12, 57 lb down and 25 Ib up at 17-0-12, 57 lb down and 25 lb up at 19-0-12, 57 lb down and 25 lb up at 21-0-12, 57 lb down and 25 lb up at 23-0-12, 57 lb down and 25 lb up at 25-0-12, 65 lb down at 27-0-12, 65 lb down at 29-0-12, 65 lb down at 31-0-12, and 65 lb down at 33-0-12, and 69 lb down at 35-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 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." LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3= 54, 3-9=-54, 2-16=-20, 13-15- 20, 10-12=-20 Concentrated Loads (lb) Vert: 6=-72(B) 16= 51(B) 18= 212(B) 3=-170(B) 20=-86(B) 21=-86(B) 22=-72(B)23=-72(B) 24=-72(B) 25= 72(B) 26=-72(B) 27=-72(B) 28=-86(B) 29- 86(B) 30=-86(B) 31=-86(B) 32=-92(B) 33=-39(B) 34=-39(B) 37=-51(B) 38=-51(B) 39= 51(B)40=-51(B) 41= 51(B) 42=-51(B) 43= 39(B) 44=-39(B) 45_ 39(B) 46=-39(B) 47=-41(B) Q WARNING - Verily design parameters end READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MII-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 iTe k' Is always required for stability and to prevent collapse wilh 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 BCS1 Building Component 6904 Parke East Blvd. Safety information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandda, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 1088869 - Pearson Res. T12582768 1088869 T29 Hall Hip Girder 1 2 Job Reference (optional) Builders FlrstSource, Flan Gay, FL:13b66 r.— s Aug ,o av I r rvn"un uruuaul—, niv. rvm nv a v- , Vc i I D:SX?YZ74tOvt7sggNRddzl I zCsvy-3m Eu5vE69WbdJ 17re4hW PG6PxLE9mZbW IRaGQMyFOvW -2-0-0 8-4-15 i 14-8-0 1 2-0-0 8-4-15 6-3-1 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.73 TCDL 7.0 Lumber DOL 1.25 BC 0.39 BCLL 0.0 ' Rep Stress Incr NO WB 0.85 BCDL 10.0 Code FBC2014lfP12007 (Matrix-M) 5x6 = Scale = 1:29.5 2x4 11 DEFL. in (loc) I/defl Ud PLATES GRIP Vert(LL) -0.07 5-6 >999 360 MT20 244/190 Vert(TL) -0.15 5-6 >999 240 Horz(TL) 0.02 5 n/a n/a LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x6 SP M 26 WEBS 2x4 SP No.3 *Except' BOT CHORD 4-5: 2x6 SP No.2 REACTIONS. (lb/size) 2=2083/0-8-0, 5=3339/0-8-0 Max Horz2=205(LC 27) Max Uplift2=-782(LC 8), 5= 1223(LC 5) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3817/1389 BOT CHORD 2-9=-1300/3326, 6-9=-1300/3326, 6-10_ 1255/3206, 10-11=-1255/3206, 11-12=-1255/3206, 5-12= 1255/3206 WEBS 3-6=-1288/3436, 3-5=-3723/1478 Weight: 172 lb FT = 20% Structural wood sheathing directly applied or 5-0-8 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (11) 1) 2-ply truss to be connected together with 1 Od (0.131 "x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-7-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise Indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsh h=18ft; Cat. 11; Exp B; Encl., GCpi=0.18; MW FRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 5) Provide adequate drainage to prevent water ponding. 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 782 lb uplift at joint 2 and 1223 lb uplift at joint 5. 9) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1591 lb down and 727 lb up at 7-1-9, 888 lb down and 341 lb up at 9-0-12, and 907 lb down and 327 lb up at 11-0-12, and 857 lb down and 289 lb up at 13-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 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." LOAD CASE(S) Standard Continued on Daoe 2 Q WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE M11-7473 rev. 1010312016 BEFORE USE. " Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for on Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MOW Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I QuaBty 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 city ply 1oa6as9 - Pearson Res. T125e2768 1088869 T29 Half Hip Girder 1 nn G Job Reference (optional) eunaers rustsource, rianr cny, M aa000 LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-3= 54, 3-4=-54, 2-5=-20 Concentrated Loads (lb) Vert: 9= 1591(F) 10=-888(F) 11= 907(F) 12= 857(F) I D:SX?YZ74tOvt7sggNRddzl l zCsvy-3m Eu5vE69W bdJ 17re4hW PG6PxLE9mZbW IRaGQMyFOVW A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 10/032015 BEFORE USE. ' Design valid for use only with MOO 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 verlfy the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing M!Tek' prevent Is always required for stability and to prevent collapse with possible personal InJruy and property damage. for general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Cdterlo, 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 1088869 -Pearson Res. T72582769 1088869 T30 Common 2 1 Job Reference (optional) Builders FirstSource, Plant City, FL 33566 r.e4u s Aug re zur r mi i eK mausrnes, mc, man rvov zi i v:eo:z i zv i i rage i I D:SX?YZ74tOvt7sggNRddzl l zCsvy-3m Eu5vE69W bdJ 17re4hW PG6RILC5mlwW IRaGQMyFOv W -2-0-0 7-4-0 14-8-0 2-0-0 7-4-0 7-4-0 4x6 = 3 Scale = 1:28.4 I� 0 7-4-0 7-4-0 Plate Offsets (X,Y)-- f2:0-2-12 0-1-81 i4:0-2-12 0-1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.64 Vert(LL) 0.10 4-5 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.52 Vert(TL) -0.18 4-5 >908 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.13 Horz(TL) 0.02 4 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix) Weight: 55 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-1-3 oc pudins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 9-5-12 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=507/0-8-0, 2=65910-8-0 Max Horz2=88(LC 16) Max Uplift4=-148(LC 13), 2=-214(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3_ 711/471, 3-4= 706/466 BOT CHORD 2-5=-271/548, 4-5= 271/548 WEBS 3-5=-26/329 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=4.2psf; BCDL=3.Opsf; h=18ft Cat. 11; Exp B; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) zone;C-C for members and forces & MW FRS 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. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 148 Ito uplift at joint 4 and 214 lb uplift at joint 2. 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." Q WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED M1rEKREFERANCE PAGE 114I1-7473 rev. 10103,2016 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 MiTe 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/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 1088869-Pearson Res. T12582770 1088869 T31 Hip 1 1 Job Reference (optional) Builders FirstSource, Plant City, FL 33566 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Nov 27 10:26:22 2017 Page 1 I D:SX?YZ74tOvt7sggN Rddzl l zCsvy-XzoGl FEkwgjUwAi1 CnClyTfc21YKVCAg_5JpyoyFOvV 7-8-0 -2-0-0 7.0.0 -4• 14-0.0 2-0-0 7-0-0 4- 7.0-0 0-4-0 Scale = 1:28.9 5x8 = 3 7-4-0 7-4-0 Plate Offsets (X,Y)-- f2-0-2-12 0-1-81 j4.0-2-12 0-1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.64 Vert(LL) 0.10 4-5 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.52 Vert(TL) -0.18 4-5 >908 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.13 Horz(TL) 0.02 4 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix) Weight: 55 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-1-3 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 9-5-12 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=507/0-8-0, 2=659/0-8-0 Max Horz2=88(LC 12) Max Uplift4= 148(LC 13), 2=-214(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-711/471, 3-4=-706/466 BOT CHORD 2-5=-271/548, 4-5=-271/548 WEBS 3-5=-26/329 NOTES- (7) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASIDE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; Cat. II; Exp B; 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 20.0psf 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. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 148 lb uplift at joint 4 and 214 lb uplift at joint 2. 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." Q WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE 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 properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTeW Is always 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/TPl I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 1088869 -Pearson Res. T12582771 1088869 732 Hip Girder 1 1 Job Reference (optional) Builders FirstSource, Nlant Udy, FL 33bH6 1­1.....,.y ,_ ID:SX?YZ74tOvt7sggN Rddzl l zCsvy-?9LeW bFNh8rKYKH DmVj_VhCoW 9vOEfwpDl3MV EyFOvU -2-0-0 5.0-0 9-8-0 14-8-0 2-0-0 5-" 4-8-0 5-0-0 4x6 = 8 9 4x6 = Scale = 1:28.7 Ir' 0 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 Stresslncr NO Code FBC2014/TPI2007 CSI. TC 0.53 BC 0.43 WB 0.12 (Matrix) DEFL. in Vert(LL) 0.07 Vert(TL) -0.11 Horz(TL) 0.03 (loc) I/dell Ud 5-6 >999 360 5-6 >999 240 5 n/a n/a PLATES GRIP MT20 244/190 Weight: 56 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-10-10 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 9-5-3 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 5=721/0-8-0, 2=873/0-8-0 Max Horz2=70(LC 8) Max Uplift5=-284(LC 9), 2=-350(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1247/500, 3-8=-1049/462, 8-9=-1049/462, 4-9=-1049/462, 4-5=-1241/486 BOT CHORD 2-7= 388/1039, 7-10=-385/1049, 10-11=-385/1049, 6-11 =-385/1 049, 5-6=-387/1039 WEBS 3-7=0/310, 4-6=0/308 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=18ft; Cat. Ii; Exp B; Encl., GCpi=0.18; MW FRS (envelope); 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 284 lb uplift at joint 5 and 350 lb uplift at joint 2. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 157 lb down and 178 lb up at 5-0-0, 47 lb down and 80 lb up at 7-0-12, and 47 lb down and 60 lb up at 7-7-4, and 157 lb down and 178 lb up at 9-8-0 on top chord, and 92 lb down at 5-0-0, 35 lb down at 7-0-12, and 35 lb down at 7-7-4, and 92 lb down at 9-7-4 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). 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." LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-54, 3-4= 54, 4-5— 54, 2-5=-20 , Concentrated Loads (lb) Vert: 3=-101(B) 4=-101(B) 7=-47(B) 6=-47(B) 8=-44(B) 9=-44(B) 10= 22(B) 11=-22(B) Q WARNING - Verf/y desfgn parameter: and READ NOTES ON THIS AND INCLUDED mrTEKREFERANCE PAGE MY--7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MITek® connectors. This design Is based only upon parameters shoum, 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. Addiflonal temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. for general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI 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 33610 Job Truss Truss Type Qty Ply 1088869 -Pearson Res. T12582772 1088869 Vol Valley 4 1 Job Reference (optional) Builders FirstSource, Plant City, FL 33566 7.640 s Aug 16 2017 MTek Industries, Inc. Mon Nov 27 10:26:23 2017 Nage 1 I D:SX?YZ74tOvt7sggN Rddzl 1 zCsvy-?9LeW bFNherKYKHDmVj_VhCwD9?BEgMpD13MV EyFOvU 2.0-0 2-" Scale = 1:7.9 2x4 i LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 7C 0.04 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.03 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a n/a BCDL 10.0 Code FB02014/TP12007 (Matrix) Weight: 5 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directlyapplied or 2-0-0 oc pudins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=51/1-11-8, 2=37/1-11-8, 3=14/1-11-8 Max Horz 1=28(LC 12) Max Upliftl=-11(LC 12), 2= 29(LC 12) Max Grav1=51(LC 1), 2=37(LC 1), 3=27(LC 3) FORCES. (ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (8) 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft Cat. II; Exp B; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 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. 5) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 11 lb uplift at joint 1 and 29 lb uplift at joint 2. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) '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." 0 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev. 10/032015 BEFORE USE. Design valid for use only with MITekO connectors. This design Is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTe 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/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 1088869 -Pearson Res. T12562773 1088869 V02 Valley 4 1 Job Reference (optional) Builders FirstSource, Plant City, FL 33566 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Nov 27 10:26:24 2017 Page 1 I D:SX?YZ74tOvt7sggNRddzl 1 zCsvy-TLvOjxG?SR_BAUrQJCEDi uk4LZKrz6VySPow1 hyFOvT 3-1-2 10-10-14 Scale = 1:13.0 2x4 i 2x4 II LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.08 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.07 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.07 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code FBC2014ITP12007 (Matrix) Weight: 13lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. All bearings 3-11-8. (lb) - Max Horz 1=69(LC 12) Max Uplift All uplift 100 lb or less at joint(s) 3, 5 Max Grav All reactions 250 lb or less at joint(s) 1, 3, 4, 5 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (8) 1) Wind: ASIDE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; Cat. 11; Exp B; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 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 tit between the bottom chord and any other members. 5) Bearing at joint(s) 3 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 5. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) "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." Q WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MII--7473 rev. 10103/2015 BEFORE USE. ' Design valid for use only with MITek® connectors. This design is based ody 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 buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing M iTek' prevent is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabilcatlon, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 3 1 Z Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Ply 1088869 - Pearson Res. �Qty T12582774 1088869 V03 Valley 1 1 Job Reference (optional) Builders FirstSoures, Plant City, FL 33566 a a 0 7.640 s Aug 16 2017 M7ek Industries, Inc. Mon Nov 27 10:26:24 2017 Page 1 I D:SX?YZ74tOvt7sggN Rddz11 zCsvy-TLvojxG?SR_BAUrQJCED 1 uk48ZKez6KySPowl hyFOvT 3-1-2 5-0-0 3-1-2 1-10-14 2x4 G 2x4 11 Scale = 1:16.5 LOADING (pst) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.09 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.08 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.08 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code FBC20141TP12007 (Matrix) Weight: 16lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. All bearings 4-11-8. (lb) - Max Horz 1=89(LC 12) Max Uplift All uplift 100 lb or less at joint(s) 3, 5 Max Grav All reactions 250 lb or less at joint(s) 1, 3, 4, 5 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-5=-147/278 NOTES- (8) 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft Cat. II; Exp B; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 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. 5) Bearing at joint(s) 3 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 5. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) "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/TEKREFERANCE PAGE M11-7473 rev. 1010312016 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 verity the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' prevent Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and 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 Pty 1088869 -Pearson Res. T12582775 1088869 VO4 Valley 2 1 Job Reference (optional) Builders FirstSource, Plant City, FL 33566 r.64u s Aug re zui r ro rek inausmes, inc. Mon Nov zr m:zo:24 20 i r Faye i ID:SX?YZ74tOvt7sggNRddzl l zCsvy-TLvOjxG?SR_BAUrQJCED 1 ukl6Zlxz5NySPowl hyFOvT 5-1-2 6-0-0 5-1-2 0-10-14 Scale = 1:18.0 5 4 2x4' i 3x6 11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.28 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.25 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.14 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code FBC2014ITP12007 (Matrix) Weight: 21 lb FT =20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 1=127/5-11-8, 3=-66/5-11-8, 4=-25/5-11-8, 5=360/5-11-8 Max Horz 1=110(LC 12) Max Upliftl= B(LC 12), 3=-66(LC 1), 4= 51(LC 3). 5=-177(LC 12) Max Gravl=127(LC 1), 3=52(LC 12), 5=360(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-5=-262/483 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (8) 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; Cat. II; Exp B; Encl., GCpl=0.18; MW FRS (envelope) and C-C Exterior(2) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 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. 5) Bearing at joint(s) 3 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atJoint(s) 1, 3, 4 except Qt=lb) 5=177. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) "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." Q WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MITeW 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 buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' prevent 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 avatlabfe from Truss Plate Institute. 218 N. Lee Street Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Symbols � Numbering System � A General Safety Notes PLATE LOCATION AND ORIENTATION 3/4 Center plate on joint unless x, y offsets are indicated. Dimensions are in ff-in-sixteenths, Apply plates to both sides of truss and fully embed teeth. 0-'/19, For 4 x 2 orientation, locate plates 0-110 from outside edge of truss. This symbol indicates the required direction of slots in connector plates. Plate location details available in MTek 20/20 software or upon request. PLATE SIZE The first dimension is the plate 4 x 4 width measured perpendicular to slots, Second dimension is the length parallel to slots. LATERAL BRACING LOCATION Indicated by symbol shown and/or by text in the bracing section of the output, Use T or I bracing if indicated. 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/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 ff-in-sixteenths (Drawings not to scale) 1 2 3 TOP CHORDS • H i JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. PRODUCT CODE APPROVALS ICC-ES Reports: ESR-1311, ESR-1352, ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. © 2012 MiTek® All Rights Reserved MITek Engineering Reference Sheet: Mll-7473 rev. 10/03/2015 Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, ag. 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 1990 at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice Is to camber for dead load deflection. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 13. Top chords must be sheathed or purlins provided at spacing indicated on design, 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. 17. Install and load verfically 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.