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705 Amberjack Ln truss revision CITY OF ATLANTIC BEACH 800 Seminole Road .J Atlantic Beach, Florida 32233 REVISION REQUEST /CORRECTIONS TO PLAN REVIEW COMMENTS Date Revision to Issued Permit V Corrections to Comments Permit# U 2-0 Project Address --05 BMUX i00AL Late Contractor/Contact Name l�r1rlPr t(�fXXI l'aaSs�c �tome.� / ►ca Misr Phone Qc.)Ul- 1-030S Email Ckl �,• r1ef Description of Proposed Revision/Corrections: Permit Feeue $ J 0- 00 TrL155 V-(WI5tcu (SQlfdIed i-rU55 CLMVax-\ie51 Additional Increase in Building Value $ N 121\ Additional S.F. By signing below,I affirm the Revision is inclusive of the proposed changes. (printed name) Signature of Contractor/Agent(Contractor must sign if increase in valuation) Date (Office Use Only) Approved-eA Denied Not Applicable to Department Revision/Plan Review Comments L/,04 ? r.,/ '/0 p� —-1p �c�� C-0 Q! .0&C ok De artment Review Required: Buildings anning &Zoning Meviewed By Tree Administrator Public Works Public Utilities Public Safety Date Fire Services F 1 Il_ ® Lumber design values are in accordance with ANSI/TPI 1 section 6.3 OFFICEI�E C Yee§e_truss designs rely on lumber values established by others. MiTek RE: 1249934 - MiTek USA, Inc. Site Information: 6904 Parke East Blvd. Tampa,FL 33610-4115 Customer Info: American Classic Homes Project Name: 1249934 Model: 1762 Lot/Block: NA Subdivision: NA Address: 705 Amberjack City: Duval County State: Florida Name Address and License #of Structural Engineer of Record, If there is one, for the building. Name: Unknown at time of seals License #: Unknown at time of seals Address: Unknown at time of seals City: Unknown at time of seals State: Unknown at time of seals General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2014ITP12007 Design Program: MiTek 20/20 7.6 Wind Code: ASCE 7-10 Wind Speed: 130 mph Roof Load: 32.0 psf Floor Load: N/A psf This package includes 27 individual, Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. - Truss Name Date�o. 'Seal# us Name Date . R EVI S I O N 1 T1 6 - 8 s 2 1 712386618 !CJ02 I 10/30/"71.9__LT12386635T15 ___Ll OMWII 7 BP# 13 1 T12386619 i CJ03 110/30/17120 J T12386636 716 10/30/17 14 1 T12386620 EJ01 10/30/17121 T12386637 717 10/30/17 DATE 15 1 T12386621 HJ01 10/30/17122 !T12386638 I T18 110/30/17 SIGNED Ir 17 7 T12386623 I T02 L1-0/30/17.124 _J12386640 T20 10/30/17 18 i T12386624 j T03 10/30/17 125 T12386641 T21 10/30/17to ` 19 J T12386625 704 1 10/30/17 126 T12386642 722 10/30/17 , 110 I T12386626 I T05 10/30/17 127 I T12386643 I T23 ; 10/30/17 ! 11 I T12386627 I T06 10/30/17 11212386628T07 1_ 10/30/17 f T09 110/30/17 ' 113 �712386629 I 14 T12386630',710 10/30/17 115 I T12386631 I T11 1 10/30/17 %ilk 16 T12386632IT12 10/30/17 ', .b 117 T12386633 713 10/30/17 The truss drawing(s) referenced above have been prepared by it fit,i� MiTek USA. Inc. under my direct supervision based on the parameters ��`� provided by Builders FirstSource-Jacksonville. ��`�� ••'�, .NS�'�'Li�,i Truss Design Engineer's Name: Albani, Thomas 39380 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 �•' ATE O F .'44/that the engineer named is licensed in the jurisdiction(s)identified and that the . O (V designs comply with ANSI/TPI 1. These designs are based upon parameters T'•.Ac P .� shown(e.g.,loads,supports,dimensions,shapes and design codes),which were �i, s' .R �• ��,�� given to MiTek. Any project specific information included is for MiTek's customers i S/ONAL�C.��, file reference purpose only,and was not taken into account in the preparation of �i� liltit%%�� 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 Thomas A.Albani PE No.39380 should verify applicability of design parameters and properly incorporate these designs Walk USA,Inc.FL Cert 6634 into the overall building design per ANSI/TPI 1,Chapter 2. 6904 Parke East Blvd.Tampa FL 33610 Date: October 30,2017 Albani,Thomas 1 of 1 R' Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. MiTek RE: 1249934 - MiTek USA, Inc. Site Information: 6904 Parke East Blvd. Customer Info: American Classic Homes Project Name: 1249934 Model: 1762 Tampa, FL 33610-4115 Lot/Block: NA Subdivision: NA Address: 705 Amberjack City: Duval County State: Florida Name Address and License#of Structural Engineer of Record, If there is one,for the building. Name: Unknown at time of seals License#: Unknown at time of seals Address: Unknown at time of seals City: Unknown at time of seals State: Unknown at time of seals General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2014ITP12007 Design Program: MiTek 20/20 7.6 Wind Code: ASCE 7-10 Wind Speed: 130 mph Roof Load: 32.0 psf Floor Load: N/A psf This package includes 27 individual, Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Seal# I Truss Name Date INo. Seal# Truss Name Date 1 IT12386617 ICJ01 10/30/17 118 IT12386634 IT14 10/30/17 12 I T12386618 I CJ02 110/30/17 119 I T12386635 I T15 1 10/30/17 1 13 I T12386619 I CJ03 110/30/17 120 I T12386636 I T16 1 10/30/17 I 14 I T12386620 I EJ01 110/30/17 121 I T12386637 I T17 110/30/17 1 15 I T12386621 I HJ01 110/30/17 122 I T12386638 I T18 110/30/17 1 16 I T12386622 I T01 110/30/17 123 I T12386639 I T19 110/30/171 17 I T12386623 I T02 110/30/17 124 I T12386640 I T20 110/30/171 18 I T12386624 I T03 110/30/17 125 I T12386641 I T21 110/30/17 1 19 I T12386625 I T04 110/30/17 126 I T12386642 I T22 110/30/17 I 110 I T12386626 I T05 110/30/17 127 I T12386643 I T23 110/30/17 1 111 I T12386627 I T06 110/30/17 112 I T12386628 I T07 110/30/17 113 I T12386629 I T09 110/30/17 1 114 I T12386630 I T10 110/30/17 115 I T12386631 I T11 110/30/171 116 I T12386632 I T12 110/30/171 117 I T12386633 I T13 110/30/17 1 The truss drawing(s)referenced above have been prepared by ,`` 11111 t 111111lt, MiTek USA, Inc.under my direct supervision based on the parameters �.``G�PS provided by Builders FirstSource-Jacksonville. ``�`2`,.��G E Truss Design Engineer's Name: Albani, Thomas No 39384 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 SS'; STATE OF :. that the engineer named is licensed in the jurisdiction(s)identified and that the , designs comply with ANSI/TPI 1. These designs are based upon parameters ��.(�'• A` Q•,� S'1 shown(e.g.,loads,supports,dimensions,shapes and design codes),which were �i�Fs,• R �•' Cj�44 givfileen to referenice purpose pnly anect d was not ecific information into account infor thelpreparation customers i,�,Si0NA these designs. MiTek has not independently verified the applicability of the design 11111111101 parameters or the designs for any particular building. Before use,the building designer Thomas Aani PE No.39380 should verify applicability of design parameters and properly incorporate these designs MiTek USA,Inc.FL Cert 6634 into the overall building design per ANSI/TPI 1,Chapter 2. 6904 Parke East Blvd.Tampa FL 33610 Date: October 30,2017 Albani,Thomas l of 1 a Job Truss Truss Type Oty Ply T12386617 1249934 cJ01 Jack-Open 4 1 Reference i Builders FirstSource, Lake City,FL 7.640 s Aug 16 2017 MiTek Industries,Inc. Mon Oct 30 11:16:43 2017 Page 1 ID:iZ63XLbsXieEZHRuOkDJOiyXpzq-KDpzks2KHe3w7OPs6SGcP?EhU8ZYhwgNflUEPMyOFgY -1-4-0 1-0-0 1-40 1-0-0 Scale=1:6.8 3 5.00 12 2 d d o_ 1 4 3x6= 1-40 1_0_0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.14 Vert(LL) 0.00 5 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.02 Vert(TL) 0.00 5 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix-M) Weight:5 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 3=0/Mechanical,2=148/0-3-8,4=10/Mechanical Max Horz 2=44(LC 12) Max Uplift3=-6(LC 9),2=-113(LC 8),4=10(1_C 1) Max Grav 3=5(LC 3),2=148(LC 1),4=11(LC 16) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- (7) 1)Wind:ASCE 7-10;VuR=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=18ft;Cat.ll;Exp C;Encl.,GCpi=0.18; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;porch left and right exposed,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 Ib uplift at joint(s)3,4 except(jt=1b) 2=113. 6)"Semi-rigid pitchbreaks including 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. A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED INITEK REFERENCE PAGE 011II.7473—.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 fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSVTPII Dually Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 Job r Truss Truss Type Qty Ply 712386618 1249934 CJ02 Jaek-Open 4 1 nl Builders FirstSource, Lake City,FL 7.640 s Aug 16 2017 MiTek Industries,Inc. Mon Oct 30 11:16:44 2017 Page 1 ID:iZ63XLbsXieEZHRuOkDJ0iyXpzq-oQNLyB3y2yCnUa_3gAnryCnsEXuuQ NwWuPEnxoy0FgX -14-0 3-0-0 _ 1-40 3-0-0 Scale=1:11.1 3 5.00 12 n' 0 N 2 1 4 34= i 3-0-0 3-0.0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.14 Vert(LL) 0.01 4-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.08 Vert(TL) 0.01 4-7 >999 180 BCLL 0.0 ' Rep Stress Incr YES WE 0.00 Horz(TL) -O.DO 2 n/a n/a BCDL 5.0 Code FBC2014(TPI2007 (Matrix-M) Weight:12 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 3=55/Mechanical,2=192/0-3-8,4=16/Mechanical Max Horz 2=84(LC 12) Max Uplift3=-48(LC 12),2=-133(LC 8),4=-23(LC 9) Max Grav 3=55(LC 1),2=192(LC 1),4=33(LC 3) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- (7) 1)Wind:ASCE 7-10;Vuit=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=18ft;Cat.ll;Exp C,Encl.,GCpi=0.18; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;porch left and right exposed,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 Ib uplift at joint(s)3,4 except(jt=lb) 2=133. 6)"Semi-rigid pitchbreaks including 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. AWARNING-Verify design Parameters and READ NOTES ON TMS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev.10/0312015 BEFORE USE. senes 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 wt building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSVTP11 Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 Job Truss Truss Type Qty Ply r 712386619 1249934 CJ03 Jaek-Open 4 1 Lb Refe(ence(optional) I , I Builders FirstSource, Lake City,FL 7.640 s Aug 16 2017 MiTek Industries,Inc. Mon Oct 30 11:16:44 2017 Page 1 ID:iZ63XLbsXieEZHRuOkDJOiyXpzq-oQNLyB3y2yCnIA_3gAnryCng7XsRQNwwuPEnxoy0FgX L -1-40 i 5-0.0 i 1-40 5-0-0 Scale=1:15.3 3 5.00 12 c N � N 2 1 4 3x6= i 5-0.0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.27 Vert(LL) 0.05 4-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.24 Vert(TL) 0.04 4-7 >999 180 BCLL 0.0 Rep Stress Ina YES WE 0.00 Horz(TL) -0.00 2 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix-M) Weight:18 It, 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. (Ib/size) 3=98/Mechanical,2=267/0-3-8,4=26/Mechanical Max Horz 2=85(LC 12) Max Uplift3=-55(LC 12),2=-137(LC 8),4=-35(LC 9) Max Grav 3=98(LC 1),2=267(LC 1),4=57(LC 3) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- (7) 1)Wind:ASCE 7-10,Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=18ft;Cat.II;Exp C;Encl.,GCpi=0.18; MWFRS(envelope)and C-C Exterior(2)zone;porch left and right exposed;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 Ib uplift at joint(s)3,4 except(jt=lb) 2=137. 6)"Semi-rigid pitchbreaks including 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 TNS AND INCLUDED MITEK REFERENCE 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 y� building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing M I 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,see ANSUTP11 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314, Tampa,FL 36610 Job Truss Truss Type Qty Ply T12386620 1249934 EJ01 Jack-Partial 35 1 Lb Reference(optional) Builders FirstSource, Lake City,FL 7.640 s Aug 16 2017 MiTek Industries,Inc. Mon Oct 30 11:16:45 2017 Page 1 ID:iZ63XLbsXieEZHRuOkDJOiyXpzq-Gcxj9X4apGKeMJZFDtl4VOJxSx879g9f73zKTFyOFgW 7-0-0 _ 1_4-1 7-0-0 Scale=1:19.3 3 5.00 12 o_ 05 N 2 1 4 3x6= 7-0-0 7-0-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.55 Vert(LL) 0.17 4-7 >487 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.46 Vert(TL) 0.14 4-7 >610 180 BCLL 0.0 Rep Stress Incr YES WE 0.00 Horz(TL) -0.01 2 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix-M) Weight:24 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 3=139/Mechanical,2=346/0-3-8,4=35/Mechanical Max Horz 2=165(LC 12) Max Uplift3=-123(LC 12),2=-228(LC 8),4=49(LC 8) Max Grav 3=139(LC 1),2=346(LC 1),4=79(LC 3) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- (7) 1)Wind:ASCE 7-10;Vu@=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=18ft,Cat.Il;Exp C,Encl.,GCpi=0.18; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;porch left and right exposed;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 Ib uplift at joint(s)4 except(jt=lb)3=123 ,2=228. 6)"Semi-rigid pitchbreaks including 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. A WARNING-Verify design parameters and READ NOTES ON TNIS AND INCLUDED IWTEK REFERENCE PAGE 1011-7473 re,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 fabrication,storage,delivery,erection and bracing of trusses and truss systems,we ANSVTPII Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 Job Truss Truss Type Qty Ply 712386621 1249934 HJ01 Diagonal Hip Giber 2 1 , Builders FirstSource, Lake City,FL 7.640 s Aug 16 2017 MiTek Industries,Inc. Mon Oct 30 11:16:45 2017 Page 1 ID:iZ63XLbsXieEZHRuOkDJOiyXpzq-Gcxj9X4apGKeMJZFDtl4VQJ_mxAE9m4f73zKTFyOFgW 1 -1-10-10 5-3-5 9-10-13 1-10-10 5-3-5 4-7-8 Scale=1:23.0 4 Ib 3.54 12 13 3x4 3 12co N n N d N 11 2 Li 1 14 15 7 16 6 3x6= 2x4 11 5 3x4 = 535 9-10-13 535 4-7-6 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.34 Vert(LL) 0.06 6-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.33 Vert(TL) -0.06 6-7 >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.26 Horz(TL) -0.01 5 n/a n/a BCDL 5.0 Code FBC2014ITP12007 (Matrix-M) Weight:42 Ib FT=20% LUMBER- BRACI NG- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 7-9-6 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 4=117/Mechanical,2=329/0-4-15,5=220/Mechanical Max Horz 2=178(LC 22) Max Uplift4=-83(LC 8),2=-415(LC 4),5=-223(LC 4) Max Grav4=117(LC 1),2=399(LC 19),5=220(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-11=-584/455,11-12=-604/458,3-12=-553/464 BOT CHORD 2-14=-540/556,14-15=-540/556,7-15=-540/556,7-16=-540/556,6-16=-540/556 WEBS 3-6=591/574 NOTES- (9) 1)Wind:ASCE 7-10;VuK=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=18ft;Cat.11;Exp C;Encl.,GCpi=0.18; MWFRS(envelope)gable end zone;porch left and right exposed;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 Ib uplift at joint(s)4 except(jt=1b)2=415 ,5=223. 6)"Semi-rigid pitchbreaks including 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)75 Ib down and 57 Ib up at 1-5-12, 75 Ib down and 57 Ib up at 1-5-12,22 Ib down and 38 Ib up at 4-3-11,22 Ib down and 38 Ib up at 4-3-11,and 40 Ib down and 52 Ib up at 7-1-10,and 40 Ib down and 52 Ib up at 7-1-10 on top chord,and 35 Ib down and 24 Ib up at 1-5-12,35 Ib down and 24 Ib up at 1-5-12,5 Ib down and 30 Ib up at 4-3-11,5 Ib down and 30 Ib up at 4-3-11,and 14 Ib down and 47 Ib up at 7-1-10,and 14 Ib down and 47 Ib up at 7-1-10 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(plf) Vert:1-4=54,5-8=-10 Concentrated Loads(lb) Vert:11=115(F=57,B=57)13=-43(F=-21,B=-21)14=29(F=14,B=14)15=-9(F=-4,B=-4)16=-25(F=-12,B=-12) ,&WARNING-verify design parameters and READ NOTES ON TIPS AND INCLUDED IWTEK REFERENCE PAGE 111II.7473 rev.1010312015 BEFORE USE. Design valid for use only with MiTelc®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verity the applicability of design parameters and properly incorporate this design into the overall ; building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the MITek' fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSVTPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 Job Truss Truss Type Oty Ply 712386622 1249934 T01 GABLE 1 1 �Job Reference i Builders FirstSource, Lake City,FL 7.640 s Aug 16 2017 MiTek Industries,Inc. Mon Oct 30 11:16:47 2017 Page 1 ID:iZ63XLbsXieEZHRuOkDJOiyXpzq-C?2UaD5gLtaMcdjeLl LYarONSlwRdkoyaMSRY7yOFgU i -1-4-0l9-5-8 18-11-0 L ,40 9-5-8 9-5-8 1-40 Scale=137.0 4x6= 2x4 11 2x4 7 8 9 5.00 12 2x4 II 2x4 II 2.4 II 6 10 2x4 11 2x4 II 5 11 2x4 11 4 12 3 13 2 14 ,5 ii 4x8 11 24 23 22 21 20 19 18 17 16 4x8 II 3x4 = 3x4= 2x4 11 2x4 11 2x4 11 2x4 11 5x6— 2x4 11 2x4 11 2x4 11 2x4 11 18-11-0 18-11-0 Plate Offsets(X Y)— [2:0-3-8 Edael [2:0-3-13 Edgel,[14:0-3-8 Edge],114:0-3-13 Edge],120:0-3-0.0-3-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.14 Vert(LL) 0.00 15 n/r 120 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.09 Vert(TL) 0.00 15 n/r 120 BCLL 0.0 ' Rep Stress Ina YES WB 0.06 Horz(TL) 0.00 14 n/a n/a BCDL 5.0 Code FBC2014(TPI2007 (Matrix) Weight:95 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 10-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. All bearings 18-11-0. (lb)- Max Horz 2=88(LC 16) Max Uplift All uplift 100 Ib or less at joint(s)2,14,21,22,23,19,18,17 except 24=-142(LC 12),16=-147(LC 13) Max Grav All reactions 250 Ib or less at joint(s)2,14,20,21,22,23,24,19,18,17,16 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- (10) 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;VuR=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=18ft;Cat.ll;Exp C;Encl.,GCpi=0.18; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 4)Gable requires continuous bottom chord bearing. 5)Gable studs spaced at 1-4-0 oc. 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 100 Ib uplift at joint(s)2,14,21,22,23,19, 18,17 except 0=1b)24=142,16=147. 9)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 10)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. ,&WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED UITEK REFERENCE PAGE Ulf-7473 rev.lav3/2015 BEFORE USE. Design valid for use only On 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,see ANSVTPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 Job Truss Truss Type Qty71 Ply 2386623 1249934 T02 Common 3 1 �Job Reference i Builders FirstSource, Lake City,FL 7.640 s Aug 16 2017 MiTek Industries,Inc. Mon Oct 30 11:16:47 2017 Page 1 ID iZ63XLbsXieEZHRuOkDJOiyXpzq-C?2UaD5gLtaMcdjeLILYarOMilpPdiAyaMSRY7yOFgU -1-4-0 5-0-10 9-5-8 13-10-6 18-11-0 2 1-4-0 5-0-10 4-414 4-414 5-0-10 1-4-0 Scale=135.8 4x6= 4 5.00 F12 2x4 2x4 3 5 2 6 $I1 ' I$ 8 34 = 34= 5x8= 9-5-8 18-11-0 9-5-8 9-5-8 Plate Offsets(X,Y)— f2:0-3-0 Edgel,f6:0-3-0 Edgel [8:0-4-0,0-3-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.25 Vert(LL) -0.10 8-11 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.54 Vert(TL) -0.19 8-11 >999 180 BCLL 0.0 ' Rep Stress Incr YES WE 0.16 Horz(TL) 0.03 6 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix-M) Weight:83 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-6-3 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 7-9-6 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 2=680/0-3-8,6=680/0-3-8 Max Horz 2=-56(LC 13) Max Uplift2=-177(LC 12),6=-177(LC 13) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=1107/722,34=806/523,4-5=-806/523,5-6=-1107/722 BOT CHORD 2-8=569/983,6-8=-572/983 WEBS 48=198/355,5-8=-329/313,3-8=-329/313 NOTES- (7) 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;VuK=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=18ft;Cat.11;Exp C;Encl.,GCpi=0.18; MWFRS(envelope)and C-C Exterior(2)zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except Gt=1b)2=177, 6=177. 6)"Semi-rigid pitchbreaks including 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. AWARNING-verify design parameters and READ NOTES ON THIS AND INCLUDED MTEK REFERENCE PAGE 11111-7473 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 property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek` is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSVTPII Quality Criteria,DSB-89 and BCS]Building Component 6904 Parke Fast Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 Job Truss Truss Type Oty Ply 712386624 1249934 T03 COMMONGIRDER 1 3 FJob Reference I Builders FirstSource, Lake City,FL 7.640 s Aug 16 2017 MiTek Industries,Inc. Mon Oct 30 11:16:48 2017 Page 1 ID:iZ63XLbsXieEZHRuOkDJ0iyXpzq-gBcsoZ6S6BiDDnlgv?sn62xRh99GM?z6pOC-4Zy0FgT -1-0-0 F 5-3-1 F 35-8 137-15 16-11-0 1-40 5-31 4-2-7 42-7 5-31 Scale=1:33.5 4x6 4 5.00 12 34% 3)6-- 3 5 6 2 9 14 15 8 16 17 7 18 19 54— 3x8 7x8= 3x8 15x6 5-3-1 35-8 13-7-15 18-11-0 5-3-1 42-7 4-2-7 5-3-1 Plate Offsets(X Y)— [2:0-3-0.0-2-111,[6:0-3-0,0-2-111,18:0-4-0,G-4-81 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.62 Vert(LL) -0.16 8-9 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.50 Vert(TL) -0.30 8-9 >751 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.83 Horz(TL) 0.07 6 n/a n/a BCDL 5.0 Code FBC2014/TP12007 (Matrix-M) Weight:302 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-5-3 oc purlins. BOT CHORD 2x6 SP M 26 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 6=6021/0-3-8,2=4238/0-3-8 Max Horz 2=65(LC 8) Max Uplift 6=-1 741(LC 9),2=-1539(LC 8) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=10726/3984,3-4=-8839/3049,4-5=-8856/3051,5-6=12824/3850 BOT CHORD 2-9=3673/9853,9-14=3673/9853,14-15=-3673/9853,B-15=-3673/9853, 8-16=-3512/11836,16-17=-3512/11836,7-17=-3512/11836,7-18=3512/11836, 18-19=-3512/11836,6-19=-3512/11836 WEBS 4-8=2247/6522,5-8=-4162/913,5-7=-595/3118,3-8=1936/1040,3-9=-743/1411 NOTES- (10) 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)Unbalanced roof live loads have been considered for this design. 4)Wind:ASCE 7-10;VuR=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.Opsf;h=18ft,Cat.11;Exp C,Encl.,GCpi=0.18; MWFRS(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 Ib uplift at joint(s)except 0=1b)6=1741, 2=1539. 8)"Semi-rigid pitchbreaks including 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)2480 Ib down and 1346 Ib up at 7-1-9,1298 Ib down and 405 Ib up at 9-0-12,1299 Ib down and 331 Ib up at 11-0-12,1299 Ib down and 311 Ib up at 13-0-12,and 1299 Ib down and 292 Ib up at 15-0-12,and 1299 Ib down and 294 Ib up at 17-0-12 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 Continued on Dade 2 a ,&WARNING-VerHy dealgn parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE M11-7473—f 0/03/'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 x, building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing M176 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,we ANSIITPI1 Oualtty Crtteria,DSB-89 and BCSI Building Component 6904 Parke East BIW. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria.VA 22314, Tampa,FL 36610 Job Truss Truss Type pty Ply 712386624 1249534 703 COMMON GIRDER 1 3 Lb Reference(opt6onah Bwiders Firstso.rce. Lake City,FL 7.640 s Aug 16 2017 MTek Industries,Inc. Mon Oct 30 11:16:49 2017 Page 2 ID:iZ63XLbsXieEZHRuOkDJOiyXpzgANAE?v74tUg4rxtOSjNOfGUcRYW5SDF2gxYdOyOFgS LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-4=54,4-6=54,2-6=10 Concentrated Loads(lb) Vert:14=2480(6)15=1298(B)16=1299(8)17=-1299(B)18=1299(6)19=1299(6) A WARNING-Verify design parameters and READ NOTES ON TIaS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev.1010312015 BEFORE USE. Design valid for use only with MiTekO connectors.This design is based only upon parameters shown,and is for an individual 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 In' building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek- is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITP11 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety IMorrnatlon available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 Job Truss Truss Type Oty Ply 712386625 1249934 T04 Common Structural Gable 1 1 �Job Reference(optional) Builders FirstSource, Lake City,FL 7.640 s Aug 16 2017 MiTek Industries,Inc. Mon Oct 30 11:16:49 2017 Page 1 ID:iZ63XLbsXieEZHRuOkDJOiyXpzq-BNAE?v74tUg4rxtOSjNOfGUjmYaE5ewF2gxYdOyOFgS -1-4-0 2-10-0 `5-8-0 7-0-0 i 1-4-0 2-10-0 2-1 D-0 1-40 Scale=1:17.0 44= 5.00 12 4 5 6 2 � Li7 I$ axe= 6 2x4 I 4x8= 10.0 2- 2-8-0 2-8-0 2- LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in floc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.15 Vert(LL) 0.01 8 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.13 Vert(TL) -0.01 8 >999 180 BCLL 0.0 ' Rep Stress Incr YES WE 0.02 Horz(TL) -0.00 6 n/a n/a BCDL 5.0 Code FBC2014ITP12007 (Matrix-M) Weight:25 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-8-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 2=256/0-3-8,6=256/0-3-8 Max Horz 2=-30(LC 17) Max Uplift2=-190(LC 8),6=-190(LC 9) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 3-4=112/261,4-5=-119/261 BOT CHORD 2-8=276/143,6-8=-276/143 NOTES- (9) 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph,TCDL=4.2psf;BCDL=3.Opsf;h=18ft;Cat.Il;Exp C;Encl.,GCpi=0.18; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;porch left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 4)Gable studs spaced at 1-4-0 oc. 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 Ib uplift at joint(s)except(jt=1b)2=190, 6=190. 8)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 9)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. AWARNING-Verify design parameters and READ NOTES ON TIOS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev.111103/2015 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 building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSVTPN Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke Fast Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 Job Truss Truss Type Qty Ply 712386626 1249934 T05 GABLE 1 1 Job Reference Builders FirstSource, Lake City,FL 7.640 s Aug 16 2017 MiTek Industries,Inc. Mon Oct 30 11:16:50 2017 Page 1 ID:iZ63XLbsXieEZHRuOkDJ0iyXpzq-dakcCF8jdoyxT5SDOQuFCTOtLyvAg4wPGKh59Sy0FgR 1 -1-405-2-6 9-8-14 12-0.8 17-1-0 18-5-0 1-4-0 5-2-6 469 2-3-10 5-0-8 140 Scale=1:40.3 3x6= 4x6= 2x4 II 5 2.4 11 2x4 II 5.00 12 6 2x4 II 2x4 II 2x4 II 2x4 II 2x4 \\ 3x4 7 2x0- 14 2x4 11 xq I 2,4 II e 9 'T 2 x4 I 2x4 I 21 1 2x4 0 2x4 d q11 2x4 2x4 = I� 0 2x4 6x8= 4x8 I 2x4 11 2x4 11 3x6=2x4 I I 2x4 11 2x4 I 2x4 I 3x4 = 18 17 18 15 14 13 12 11 3x4= 1 - 161 - 17 1 0 642 5-8.6 4-10.8 0- '0 - Plate Offsets(X Y)— 12 0-3-8 Edael 12 0-3-13 Edgel [5:0-3-0.0-0-81,f8 0-3-2 Edael LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.22 Vert(LL) 0.03 10-42 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.21 Vert(TL) -0.02 10-42 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.10 Horz(TL) 0.00 8 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix-M) Weight:107 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2`Except` BOT CHORD Rigid ceiling directly applied or 1D-0-0 oc bracing, Except: 6-11:2x4 SP No.3 6-0-0 oc bracing:10-11. WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. All bearings 12-0-8 except(jt=length)8=0-3-8. (lb)- Max Horz 2=118(LC 12) Max Uplift All uplift 100 Ib or less at joint(s)17,18,12 except 2=104(LC 8),16=-265(LC 12),11=-124(LC 9), 8=-197(LC 9) Max Grav All reactions 250 Ib or less at joint(s)2,13,14,15,17,18,12,8,2 except 16=375(LC 1),11=286(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. BOT CHORD 10-11=-230/347 WEBS 4-16=-252/252 NOTES- (9) 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vuft=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=18ft;Cat.11;Exp C;Encl.,GCpi=0.18; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever right exposed;porch right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 4)Gable studs spaced at 1-4-0 oc. 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 Ib uplift at joint(s)17,18,12 except (It=1b)2=104,16=265,11=124,8=197,2=104. 8)"Semi-rigid pltchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 9)This manufactured product is designed as an individual building Component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. AWARNING-Verify design parameters and READ NOTES ON THS AND INCLUDED MTEK REFERENCE PAGE MO-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 property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek` is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSUTP11 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke Fast Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandna,VA 22314. Tampa,FL 36610 Job Truss Truss Type Qty Ply 712386627 1249934 TO6 Roof Special 2 1 Builders FirstSource, Lake City,FL 7.640 s Aug 16 2017 MiTek Industries,Inc. Mon Oct 30 11:16:512017 Page 1 ID:iZ63XLbsXieEZHRuOkDJOiyXpzq-5ml?Qb8LO64o4EOPa8P UkhZ25MFoZWOYV_QfhuyOFgQ -1-4-0 5-2-6 9-8-14 12-0-8 17-1-0 1 1-4-0 5.2-6 4S9 2-3-10 5-0.8 1-4-0 Scale=1:33.9 4x6= 4 2x4 5 5.00 F12 2x4 \\ 3 8 7 �$ 2x4 2 = l¢ d 3x4 11 = 10 34= 9 3x4= 6x8= 6-42 11-1 1-0 12 8 16-11-017 6-42 5-6-14 rO 0.1-8 4-10.8 0.-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.22 Vert(LL) -0.03 9-10 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.25 Vert(TL) -0.05 9-10 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.15 Horz(TL) 0.01 9 n/a n/a BCDL 5.0 Code FBC2014lrP12007 (Matrix-M) Weight:79 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2'Except' BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing- 5-9:2x4 SP No.3 WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 2=456/0-3-8,9=548/0-3-0,6=239/0-3-8 Max Horz 2=79(LC 12) Max Uplift2=-134(LC 12),9=-137(LC 8),6=150(LC 9) Max Grav 2=456(LC 1),9=548(LC 1),6=250(LC 24) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=577/373,3-4=-466/371 BOT CHORD 2-10=-286/493,8-9=239/343 WEBS 3-10=-252/255,4-10=-257/382,4-9=330/159 NOTES- (7) 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;VuK=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=18ft;Cat.II;Exp C;Encl.,GCpi=0.18; MWFRS(envelope)and C-C Exterior(2)zone;cantilever right exposed;porch right exposed,C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except(jt=lb)2=134, 9=137,6=150. 6)"Semi-rigid pitchbreaks including 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 TNIS AND INCLUDED WTEK REFERENCE PAGE Ulf-7473 rev.10,103/2015 BEFORE USE. aaaaaa 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,see ANSUTPN Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 Job Truss Truss Type Qty Ply 712386628 1249934 T07 Common Girder 1 n G �J Ob Reference Builders FirstSource, Lake City,FL 7.640 s Aug 16 2017 MiTek Industries,Inc. Mon Oct 30 11:16:52 2017 Page 1 ID:iZ63XLbsXieEZHRuOkDJOiyXpzq-ZysNdw9z9PCfiObbBrwj Hu6DTm WslgMhkeACDLyOFgP -1� 5-2-6 9-8-14 12-0.8 1-4-0 5-2.6 4-6-9 2-310 4x6= Scale=1:28.0 4 5x6 5 5.00 12 34 3 J 2 1 8 11 12 7 13 3x6 3x8 I 7x8= 6 3x8 I r 5-2-6 9-8-14 I 12-0.8 5-2-6 489 2-310 Plate Offsets(X Y)— [7:0-4-0,0-4-81 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.25 Vert(LL) 0.09 7-8 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.52 Vert(TL) -0.15 7-8 >959 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.67 Horz(TL) 0.02 6 n/a n/a BCDL 5.0 Code FBC2014/TP12007 (Matrix-M) Weight:148 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-11-3 oc purlins, except BOT CHORD 2x6 SP M 26 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 2=1800/0-3-8,6=3940/0-3-0 Max Horz 2=134(LC 27) Max Uplift2=-747(LC 8),6=-1465(LC 8) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=4497/1961,3-4=-2249/907,4-5=-2220/924,5-6=3803/1571 BOT CHORD 2-8=1876/4106,8-11=-1876/4106,11-12=-1676/4106,7-12=-1876/4106 WEBS 3-8=781/1610,3-7=2286/1139,4-7=-634/1524,5-7=1475/3542 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 0-9-0 oc. Bottom chords connected as follows:2x6-2 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)Unbalanced roof live loads have been considered for this design. 4)Wind:ASCE 7-10;VuR=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=18ft;Cat.Il;Exp C;Encl.,GCpi=0.1B; MWFRS(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 Ib uplift at joint(s)except Gt=lb)2=747, 6=1465. 8)"Semi-rigid pitchbreaks including 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)2369 Ib down and 1271 Ib up at 7-1-9,and 1266 Ib down and 395 Ib up at 9-0-12,and 1268 Ib down and 327 Ib up at 11-0-12 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:1-4=54,4-5=-54,2-6=-10 Continued on Daqe 2 ,&WARNING-Verify design parameters and READ NOTES ON TINS AND INCLUDED WTEK REFERENCE PAGE 111111-7473 rev.1010312015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not . a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual buss web and/or chord members only.Additional temporary and permanent bracing WOW always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPII Quality Criteria,OSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria.VA 22314. Tampa,FL 36610 Job Truss Truss Type Ory Ply 712386628 1249934 T07 Common Girder 1 2 Builders FirstSource, Lake City,FL 7.640 s Aug 16 2017 MiTek Intlustries,Inc. Mon Oct 30 11:16:52 2017 Page 2 ID:iZ63XLbsXieEZHRuOkDJOiyXpzq-ZysNdw9z9PCfiObb8rwj Hu6DTm WslgMhkeACDLyOFgP LOAD CASE(S) Standard Concentrated Loads(Ib) Vert:11=2369(F)12=-1266(F)13=1268(F) AwARNING-Verity design p.m.(.and READ NOTES ON THIS AND INCLUDED MTEK REFERENCE PAGE M11-7473—.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 verity the applicability of design parameters and property incorporate this design into the overall ;�ek' building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the WOW fabrication,storage,delivery,erection and bracing of trusses and truss systems,we ANSVTPIt Quality Criteria,DSB-89 and BCS]Building Component 6904 Parke Fast Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 Job Truss Truss Type Qty Ply T12386629 1249934 T09 Half Hip Girder 1 L Job ReferenceI Builders FirstSource, Lake City,FL 7.640 s Aug 16 2017 MiTek Industries,Inc. Mon Oct 30 11:16:57 2017 Page 1 ID:iZ63XLbSXieEZHRuOkDJOiyXpzq-vwfGgeD6ygxo9UZwO WvypxanEuz5MQtwtzvYyOFgK r1-4-01 7-0-0 13-11-7 20-9-2 27-6-14 34-4-9 41-4-0 1-4-0 7-0.0 6-11-7 6-9-11 6-9-11 6-9-11 6-11-7 Scale=1:73.9 = 5.o0 12 8x8 2x4 I I 4x8=3x8= 2.4 I 14x6= 5x8= 2.6 I I 3 22 23 24 4 25 26 5 627 28 29 730 8 31 32 9 33 34 35 36 10 2 �11 18 37 38 39 17 40 16 41 42 15 43 44 14 13 45 46 47 48 12 49 50 51 52 11 34 = 2x4 4x10 MT20HS= 2x4 4x8 2x4 11 6x8 = 5x8= 4x10 MT20HS= 7-0-0 13-117 20-9-2 27-6-14 3a-4-s a1-4-o , 7-0-0 611-7 6-9-11 6-9-11 6-9-11 6-11-7 Plate Offsets(X Y)— [2:0-1-6,0-0-41,[3:0-5-12.0-2-81,f5 0-3-0 Edael f8 0-3-0 Edael 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 0.80 Vert(LL) 0.87 13-15 >570 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.47 Vert(TL) -0.99 13-15 >500 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr NO WB 0.69 Horz(TL) 0.18 11 n/a n/a BCDL 5.0 Code FBC2014/TP12007 (Matrix-M) Weight:405 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2'Except* TOP CHORD Structural wood sheathing directly applied or 3-6-14 oc purlins, except 3-5,8-10:2x4 SP M 31 end verticals. BOT CHORD 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 6-4-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 9-11 REACTIONS. (Ib/size) 11=2494/Mechanical,2=2434/0-3-8 Max Horz 2=115(LC 8) Max Uplift 11=2050([-C 5),2=-1791(LC 4) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=5364/4282,3-22=-7820/6376,22-23=-7820/6376,23-24=-7820/6376, 4-24=-7820/6376,4-25=-7820/6376,25-26=-7820/6376,5-26=-7820/6376, 5-6=7820/6376,6-27=-7685/6259,27-28=7685/6259,28-29=-7685/6259, 29-30=-7685/6259,7-30=-7685/6259,7-8=-7685/6259,8-31=-7685/6259, 31-32=-7685/6259,9-32=-7685/6259,10-11=312/248 BOT CHORD 2-18=-3965/4875,18-37=-3978/4889,37-38=3978/4889,38-39=-3978/4889, 17-39=-3978/4889,17-40=-7054/8668,16-40=-7054/8668,16-41=7054/8668, 41-42=-7054/8668,15-42=-7054/8668,15-43=-7054/8668,43-44=7054/8668, 14-44=-7054/8668,14-45=-7054/8668,13-45=-7054/8668,13-46=4017/4909, 4647=-4017/4909,4748=-4017/4909,1248=-401714909,1249=4017/4909, 49-50=4017/4909,50-51=-4017/4909,51-52=4017/4909,11-52=4017/4909 WEBS 3-18=271/442,3-17=-2609/3246,4-17=723/554,6-17=-947/739,6-15=-143/368, 6-13=-1071/867,7-13=-634/485,9-13=-2445/3027,9-12=167/410,9-11=5256/4295 NOTES- (13) 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 0-9-0 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. 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;VuK=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.Opsf;h=18ft;Cat.II;Exp C;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 paqe 2 QWARNING-Verify design parameters and READ NOTES ON THS AND INCLUDED MITEK REFERENCE PAGE 1111I rev.1010312015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not . a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSVTPI1 Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke Fast Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandna,VA 22314. Tampa,FL 36610 Job Truss Truss Type Qty Ply 712386629 1249934 T09 Half Hip Girder 1 n ljob Reference(options,) Builders FirstSource, Lake City,FL 7.640 a Aug 16 2017 MiTek Industries,Inc. Mon Oct 30 11:16:57 2017 Page 2 ID:iZ63XLbsXieEZH RuOkDJOiyXpzq-vwfGgeD6ygxo9UZwO WvypxanEuz5MQtwtzvYyOFgK NOTES- (13) 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except(jt=lb)11=2050,2=1791. 11)"Semi-rigid phchbreaks including 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)172 Ib down and 225 Ib up at 7-0-0,85 Ib down and 130 Ib up at 9-0-12,85 Ib down and 130 Ib up at 11-0-12,85 Ib down and 130 Ib up at 13-0-12,85 Ib down and 130 Ib up at 15-0-12,85 Ib down and 130 Ib up at 17-0-12,85 Ib down and 130 Ib up at 19-0-12,85 Ib down and 130 Ib up at 21-0-12,85 Ib down and 130 Ib up at 23-0-12,85 Ib down and 130 Ib up at 25-0-12,85 Ib down and 130 Ib up at 27-0-12,85 Ib down and 130 Ib up at 29-0-12,85 Ib down and 130 Ib up at 31-0-12,85 Ib down and 130 Ib up at 33-0-12,85 Ib down and 130 Ib up at 35-0-12,85 Ib down and 130 Ib up at 37-0-12,and 85 Ib down and 130 Ib up at 39-0-12,and 85 Ib down and 130 Ib up at 39-6-5 on top chord,and 231 Ib down and 299 Ib up at 7-0-0,49 Ib down and 60 Ib up at 9-0-12,49 Ib down and 60 Ib up at 11-0-12,49 Ib down and 6O Ib up at 13-0-12,49 Ib down and 60 Ib up at 15-0-12,491b down and 60 Ib up at 17-0-12,49 Ib down and 601b up at 19-0-12,49 Ib down and 60 Ib up at 21-0-12,49 Ib down and 60 Ib up at 23-0-12,49 Ib down and 60 Ib up at 25-0-12,49 Ib down and 60 Ib up at 27-0-12,49 Ib down and 60 Ib up at 29-0-12,49 Ib down and 60 Ib up at 31-0-12,49 Ib down and 6O Ib up at 33-0-12,49 Ib down and 60 Ib up at 35-0-12,49 Ib down and 60 Ib up at 37-0-12,and 49 Ib down and 60 Ib up at 39-0-12,and 49 Ib down and 60 Ib up at 39-6-5 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=54,3-10=-54,11-19=10 Concentrated Loads(Ib) Vert:3=125(F)5=-85(F)18=231(F)8=-85(F)14=-25(F)22=85(F)23=-85(F)24=-85(F)25=85(F)26=-85(F)27=-85(F)28=-85(F)29=-85(F)30=-85(F)31=-85(F) 32=85(F)33=-85(F)34=-85(F)35=85(F)36=-85(F)37=-25(F)38=25(F)39=-25(F)40=-25(F)41=-25(F)42=-25(F)43=-25(F)44=-25(F)45=-25(F)46=-25(F) 47=25(F)48=-25(F)49=-25(F)50=25(F)51=-25(F)52=-25(F) ,&WARNING-verify design parameters and READ NOTES ON THIS AND INCLUDED MTEK REFERENCE 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 verity 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 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,we ANSVTPI1 Quality Criteria,DSB89 and BCSI Building Component 6904 Parke Fast Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314, Tampa,FL 36610 Job Truss Truss Type Qty Ply T12386630 1249934 T10 Half Hip 1 1 lJob Reference(optional) Builders FirstSource, Lake City,FL 7.640 s Aug 16 2017 MTek Industries,Inc. Mon Oct 30 11:16:58 2017 Page 1 ID:iZ63XLbsXieEZHRuOkDJOiyXpzq-06Deu_EkIFyoQJ31U618W9M5tBVgiVVva6adWRyOFgJ r1i 4-9-1 9.0.0 15$10 21-11-9 28-4-7 349-6 41-4-0 1-4-0 49-14 4-2-2 6$10 6-4-14 6-414 6-414 6-6-10 Scale=173.9 5x8 2x4 11 3x6= 3x8= 2x4 11 3x8= 3x10= 2x4 11 5.00 12 4 5 6 7 8 g 10 11 2x4 3 $I 1 2 17 16 15 14 13 12 3x6 15� 3x4= 5x8= 2x4 1 5x8= 2x4 6x8 = 9-0-0 F 15-8-10 21-11-9 z6.4-7 34s-8 41-4-o 9-0.0 6-6-10 6-414 6-414 6.4-14 6-610 Plate Offsets IX Y)— [2:0-3-0.0-1-81,[4:0-5-12,0-2-81,[14:0-4-0.0-3-01,[16:0-4-0.0-3-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.83 Vert(LL) -0.43 15-16 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.81 Vert(TL) -0.82 15-16 >600 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.80 Horz(TL) 0.21 12 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix-M) Weight:217 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 4-1-13 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 10-12 REACTIONS. (lb/size) 12=1308/Mechanical,2=140310-3-8 Max Horz 2=143(LC 12) Max Uplift 12=395(1_C 9),2=370(LC 8) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=2840/1646,3-4=-2614/1495,4-5=-3354/1951,5-6=-3354/1951,6-7=-3354/1951, 7-8=3082/1752,8-9=-3082/1752,9-10=-3082/1752 BOT CHORD 2-17=1644/2564,16-17=-1427/2390,15-16=2038/3559,14-15=-2038/3559, 13-14=-1088/1924,12-13=-1088/1924 WEBS 4-16=-606/1192,5-16=-375/284,7-16=-310/102,7-14=-555/333,8-14=-340/260, 10-14=-772/1346,10-12=-2206/1247 NOTES- (9) 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;VuH=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=18ft;Cat.11;Exp C;Encl.,GCpi=0.18; MWFRS(envelope)and C-C Exterior(2)zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)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 Ib uplift at joint(s)except(it=1b)12=395, 2=370. 8)"Semi-rigid pitchbreaks including 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. ACL WARNING-Vw-fy design parameters and READ NOTES ON THS AND INCLUDED MITEK REFERENCE 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 MiTek- is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPII Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 Job Truss Truss Type Qty Ply 712386631 • 1249934 Tll Hip 1 1 Reference Builders FlrstSource, Lake City,FL 7.640 s Aug 16 2017 MiTek Industries,Inc. Mon Oct 30 11:16:59 2017 Page 1 ID:iZ63XLbsXieEZHRuOkDJOiyXpzq-slnO5KFM WZ4f2Tex2pYN3NuHwaozR3c jLEM4zRyOFgI r1-4-0 5-914 11-0.0 18-2-15 255-14 32-8-13 36-10.10 41-4-0 1-4-0 5914 52-2 7-2-15 7-2-15 7-2-15 4-1-14 4-56 Scale=1:73.9 5x6 = __ 3x4 = 3x6 3x4= 5x6 5.00 12 4 5 6 7 8 4x6 2x4 9 3 24 �l 10 4 3I1 2 1� d 16 15 14 13 12 11 3x8 = 3x8 = 44= 3x4= 4x6= 3x8= 6x8 = 11-0.0 + 21-10-6 32-8-13 41-4-0 11-0.0 10.10.6 10.10.6 Plate Offsets(X,Y)— 12:0-3-10,Edael.f4:0-3-0.0-2-41.f8:0-3-0,0-2-41 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.75 Vert(LL) -0.32 14-16 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 1.00 Vert(TL) -0.72 14-16 >690 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.44 Horz(TL) 0.20 11 n/a n/a BCDL 5.0 Code FBC20141TP12007 (Matrix-M) Weight:206 Ib 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 No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 1-4-12 oc bracing. WEBS 1 Row at midpt 5-16,7-12,9-11 REACTIONS. (Ib/size) 2=1402/0-3-8,11=1309/Mechanical Max Horz 2=96(LC 12) Max Uplift2=-352(LC 8),11=-321(LC 8) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=2843/1698,3-4=-2515/1474,4-5=-2291/1422,5-6=-2880/1729,6-7=2880/1729, 7-8=1953/1218,8-9=-2141/1266 BOT CHORD 2-16=-1542/2568,15-16=1597/2893,14-15=1597/2893,13-14=-1530/2781, 12-13=-1530/2781,11-12=-1008/1743 WEBS 3-16=-326/348,4-16=-308/622,5-16=-829/437,7-14=14/267,7-12=-1056/600, 8-12=-256/513,9-12=-31/357,9-11=-1986/1167 NOTES- (9) 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;VuK=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.Opsf;h=18ft;Cat.II;Exp C;Encl.,GCpi=0.18; MWFRS(envelope)and C-C Exterior(2)zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)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 M 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 Ib uplift at joint(s)except 0=11b)2=352, 11=321. 8)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 9)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. A WARNING-Verify design parameters and READ NOTES ON TINS AND INCLUDED 1WTEK REFERENCE PAGE MR-7473 rev.100312015 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 verily the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek` is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,we ANSVTPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314, Tampa,FL 36610 Job Truss Truss Type Qty Ply 712386632 1249934 712 Hip 1 1 , Fjob Reference(oplionah Builders FirstSource, Lake City,FL 7.640 s Aug 16 2017 MiTek Industries,Inc. Mon Oct 30 11:17:00 2017 Page 1 ID:iZ63XLbsXieEZHRuOkDJOiyXpzq-KVLOJgF_HtDWFdCBcX4cbaRV_9AAPBtZu6dVtyOFgH til 6 9 14 1&0.0 21-10.6 30.8-13 3510.10 41-4 0 1-0-0 8-9-14 6-2-2 8-10-6 8-10.6 5-1-14 5-5-6 Scale=1:73.9 2x4 5x8 = 4x6= 5x8= 4 5 6 7 5.00 12 3x4 4x6 8 3 2x6 II 16 9 ¢I1 2 I 0 16 15 14 20 13 1221 11 10 3x6- 2x4 II 3x6= 3x8= 3x6 3x4 = 6x8 = 3x4= 6-9-14 13-0.0 21-10.6 30.8-13 41-4-0 69-14 6-2-2 8-10.6 8-10.6 10-7-3 Plate Offsets(X,Y)- 14:0-5-4.0-2-41.[6:0-3-O.Edael.f7:0-5-12.0-2-81 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.53 Vert(LL) -0.34 10-11 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.88 Vert(TL) -0.64 10-11 >767 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.88 Horz(TL) 0.17 10 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix-M) Weight:214 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2'Except' TOP CHORD Structural wood sheathing directly applied or 3-1-14 oc purlins, except 4-6,6-7:2x4 SP M 31 end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 4-10-3 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 8-10 REACTIONS. (Ib/size) 2=1402/0-3-8,10=1309/Mechanical Max Horz 2=106(LC 12) Max Uplift2=-336(LC 8),10=-301(LC 8) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=2821/1638,3-4=-2374/1420,4-5=-2534/1596,5-6=-2534/1596,6-7=2534/1596, 7-8=2117/1274 BOT CHORD 2-16=1476/2541,15-16=-1476/2541,14-15=1136/2138,14-20=-1136/2138, 13-20=-1136/2138,12-13=-989/1904,12-21=989/1904,11-21=-989/1904, 10-11=-1076/1836 WEBS 3-15=-456/377,4-15=-115/365,4-13=-265/625,5-13=557/420,7-13=438/847, 8-11=0/256,8-10=-2005/1216 NOTES- (9) 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10,Vut=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf,BCDL=3.Opsf;h=18ft;Cat.II;Exp C;Encl.,GCpi=0.18; MWFRS(envelope)and C-C Exterior(2)zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)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 ft between the bottom chord and any other members,with BCDL=5.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 Ib uplift at joint(s)except(jt=lb)2=336, 10=301. 8)"Semi-rigid p tchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 9)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. A WARNING-Vwlly design parameters and READ NOTES ON THS AND INCLUDEDWTEK REFERENCE PAGE N11.7473 rev.1010312015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not �� a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek` is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIfTPI1 Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 Job Truss Truss Type Qty Ply 712386633 • 1249934 T13 Hip 1 1 �Job Reference i Builders FirstSource, Lake City,FL 7.640 s Aug 16 2017 MiTek Industries,Inc. Mon Oct 30 11:17:01 2017 Page 1 ID:iZ63XLbsXieEZHRuOkDJOiyXpzgohvnVV Gc2ALN HnnK9Ebr8o_gMOYDvrvOoYrA2JyOFgG 1-0 7-1-0 6-51 -572 1-9-12 5-11_8 5-11-8 &1-14 65F Scale=1:76.6 5.00 12 5x6= 2x4 I I 2x4 13x8= 5x6= 5 6 7 8 9 3x6 3x4 3x4 4 10 3 n 4)6-- rrb 11 2 9 18 I Id 6x,2 = 21 20 8x12 12 17 16 25 15 14 13 12 3x6 7x8= 2x6 I 2x4 6x8= 3x6= 5x8= 2x6 3x8 = 7-1-0 13£-0 16-9-12 22-9-4 28-8-13 34-10-10 41-4-0 7-1-0 6-5-4 33-8 5-11-8 5-11-8 6-1-14 6-5-6 Plate offsets(X Y)— f2:0-3-0 0-1-81 16:0-30 o-2-4t f9 0-3-0 0-2-41 r16 0-3-8 0-3-Ot.f21 0-3-8 Edoet LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.56 Vert(LL) -0.27 18-19 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.70 Vert(TL) -0.52 18-19 >951 180 BCLL 0.0 Rep Stress Incr YES WB 0.91 Horz(TL) 0.18 12 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix-M) Weight:259 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-1-4 oc purlins, except BOT CHORD 2x4 SP No.2`Except` end verticals. 5-20,7-17:2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 4-10-2 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at mid pt 19-21,8-14 REACTIONS. (Ib/size) 2=1403/0-3-8,12=1309/Mechanical Max Horz 2=116(LC 12) Max Uplift2=-320(LC 8),12=-282(LC 8) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=2809/1639,3-4=-2811/1679,4-5=-2745/1691,5-6=-2801/1804,6-7=2451/1571, 7-8=2443/1568,8-9=-1828/1227,9-10=-2041/1268,10-11=-2152/1271,11-12=-1272/787 BOT CHORD 2-21=-1473/2527,5-19=295/287,18-19=1217/2317,16-25=-1122/2135, 15-25=-1122/2135,14-15=-1122/2135,13-14=-1101/1931 WEBS 3-21=-340/280,19-21=-140912390,6-19=538/757,6-18=215/491,16-18=-1086/2048, 8-18=-224/458,B-16=-296/227,B-14=-567/257,9-14=252/467,1D-13=-256/225, 11-13=-1026/1827 NOTES- (9) 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10,Vuft=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=18ft;Cat.Il;Exp C;Encl.,GCpi=0.18; MWFRS(envelope)and C-C Exterior(2)zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)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=5.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 Ib uplift at joint(s)except(jt=1b)2=320, 12=282. 8)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 9)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.1010312015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and 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 is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the MiTek' fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPH Quality Crtteria,DSB-89 and BCSI Building Component 6904 Parke East BIW. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 Job Truss Truss Type Qty Ply T12386634 1249934 T14 Hip 1 1 lJob Reference ti Builders FirstSource, Lake City,FL 7.640 s Aug 16 2017 MiTek Industries,Inc. Mon Oct 30 11:17:02 2017 Page 1 ID:iZ63XLbsXieEZHRuOkDJOiyXpzq-GtS9kLHEpUTEvxM WIy64h?WpRotGeluA1 CbkalyOFgF T1� 7-1-0 13-6-4 17-0-0 21-10-6 26-8-13 33-10-10 41-4-0 1-4-0 7-1-0 6-54 3512 4-1 D-6 4-10-6 7-1-14 7-56 Scale=1:76.6 5.00 12 5x6— 3x4 5x6 = = 6 7 8 4x6 i 4x6% 5 3x4 3x4% 4 9 3 n' 5x8 n' 10 1 2 17 16 8x12= 13 19 186x8= 15 14 12 11 3x6 7x8= 2x6 II 4x6 II 3x6= 5x6= 3x6 II 6x12 MT20HS= 7-1-0 13-6-4 16-9-12 26-8-13 3310-10 I 41-4-0 7-1-0 6--4 3-38 9-11-1 7-1-14 7-56 Plate Offsets(X Y)— [2:0-3-0,0-1-81,I4:0-30 Edgel [6:0.30,0-2-41 [8:0-3-0.0-2-41,[17:0-6-4,0-4-41,[19:0-3-8 Edgel LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.66 Vert(LL) -0.32 14-15 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.71 Vert(TL) -0.67 14-15 >733 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress Ina YES WB 0.93 Horz(TL) 0.18 11 n/a n/a BCDL 5.0 Code FBC2014rrP12007 (Matrix-M) Weight:255 Ib 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 No.2'Except' end verticals. 5-18,6-15:2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 4-9-12 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 17-19,14-16,7-14,9-14,10-12 REACTIONS. (Ib/size) 2=1403/0-38,11=1309/Mechanical Max Horz 2=127(LC 12) Max Uplift 2=-333(LC 12),11=-284(LC 13) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=2809/1658,34=-2914/1759,4-5=-2848/1771,5-6=-2339/1505,6-7=2101/1408, 7-8=1745/1209,8-9=-1963/1239,9-10=-2202/1317,10-11=-1268/799 BOT CHORD 2-19=-1490/2528,5-117=-3211/595,16-17=11453/2640,6-16=-424/688,13-14=-1132/1970, 12-13=-1132/1970 WEBS 319=-408/323,17-19=-1448/2434,5-16=-846/585,14-16=-1009/1852,7-14=-576/302, 8-14=-235/431,9-14=-315/291,10-12=-1032/1828 NOTES- (10) 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;VuR=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=18ft;Cat.ll;Exp C;Encl.,GCpi=0.18; MWFRS(envelope)and C-C Exterior(2)zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)All plates are MT20 plates unless otherwise indicated. 5)This truss has been designed for a 10.0 psf bottom chord live load 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 36-0 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 100 Ib uplift at joint(s)except(jt=lb)2=333, 11=284. 9)"Semi-rigid pitchbreaks including 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. AWARNING-Verity design parameters and READ NOTES ON TMS AND INCLUDED MITEK REFERENCE PAGE MI1.7473 rev.laV3/2015 BEFORE USE. Design valid for use only with MiTeke 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'always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSUTPIII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 Job Truss Truss Type Qty Ply 712386635 1249934 T15 HIP 2 1 1ob_Refernce(optional) Builders FirstSource, Lake City,FL 7.640 s Aug 16 2017 MiTek Industries,Inc. Mon Oct 30 11:17:03 2017 Page 1 ID:iZ63XLbsXieEZH RuOkDJOiyXpzq-k40Xxhlsaob5W5xiHfdJDD3y1 CAjNpOJGsKH6CyOFgE 11-401 438 11-7-12130-0 28-13 [ 32-8-8 41-4-0 4Ti 1.4-0 43-8 7-4-4 7-44 5-8-13 7-11-11 &7-8 1- Scale=1:77.8 5x8= 5.00 12 545 — 6 7 3x6 3x6 3x4 5 9 % 8 3x4 4 3x6 i 4x6 3 10 111 2 jO 1 18 17 16 15 25 14 13 12 7x14 MT20HS= 4x6 = 4x6— 3x4= 3x8= 4x6— 2x4 3x6 4x6 3.00 12 43-8 11-7-12 130.0 248-13 32-8-8 41-4-0 43-8 7-44 7-44 5-8-13 7-11-11 8-7-8 Plate Offsets(X,Y)— [2:2-2-3.0-2-41,[2:0-3-2,0-0-121.[6:0-5-12,0-2-81 1`7:0-3-0.0-2-41 [10:0-3-0.0-1-81 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.80 Vert(LL) -0.45 17-18 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.95 Vert(TL) -0.88 17-18 >564 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr YES WB 0.68 Horz(TL) 0.34 10 n/a n/a BCDL 5.0 Code FBC20141TPI2007 (Matrix-M) Weight:215 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2'Except* TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. 7-8,8-11:2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 4-2-0 DC bracing. BOT CHORD 2x4 SP M 31'Except' WEBS 1 Row at midpt 3-17,5-15,6-14,9-14 2-18:2x6 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 2=1405/0-3-8,10=1391/0-3-8 Max Horz 2=127(LC 12) Max Uplift2=-346(LC 12),10=-327(LC 13) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=5564/3350,3-4=-3050/1830,4-5=-2930/1843,5-6=-2112/1343,6-7=1831/1276, 7-8=1976/1304,8-9=-2067/1280,9-10=2717/1617 BOT CHORD 2-18=-3104/5224,17-18=-2962/4955,16-17=1549/2776,15-16=-1549/2776, 15-25=-907/1878,14-25=-907/1878,13-14=-1353/2432,12-13=-1353/2432, 10-12=-1353/2432 WEBS 3-18=-542/1037,3-17=-2196/1429,5-17=143/448,5-15=1023!731,6-15=-294/520, 6-14=-257/149,7-14=-218/432,9-14=-681/527 NOTES- (10) 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10,VuR=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf,BCDL=3.Opsf;h=18ft;Cat.II;Exp C;Encl.,GCpi=0.18; MWFRS(envelope)and C-C Exterior(2)zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)All plates are MT20 plates unless otherwise indicated. 5)This truss has been designed for a 10.0 psf bottom chord live load 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,with BCDL=5.Opsf. 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 Ib uplift at joint(s)except(Jt=1b)2=346, 10=327. 9)"Semi-rigid pitchbreaks including 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. a AWARNING-verify ciasi0n parameters and READ NOTES ON TMS AND INCLUDED MTEK REFERENCE PAGE MII.7473 r 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 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,we ANSVTPII Quality Crt eria,DSB-89 and BCSI Building Component 6904 Parke Fast Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 Job Truss Truss Type Qty Ply �23-- 1249934 T16 HIP 2 1 Lb Reference Builders FirstSource, Lake City,FL 7.640 s Aug 16 2017 MiTek Industries,Inc. Mon Oct 30 11:17:03 2017 Page 1 ID:iZ63XLbsXieEZHRuOkDJOiyXpzq-k4OXxhlsaob5W5xiHfdJDD3GfCAJNIoJGsKH6CyOFgE )1-4-Oi 4-3-8 9-145 155-3 21-0.0 22 28-8-10 348-6 41-4-0 42-8-Q 1-40 43-8 5$13 5-&13 5-6-13 1-8-13 5-11-13 5-11-13 6-7-10 1-40 Scale=177.8 5x8= 5x6= 5.00 12 6 7 3x4 3x4 5 8 7x8% 3x6 C 9 2x4 41 4 10 b d, 2x4 II 4x6 3 11 12I� yy�� 2 iii d1 19 16 15 18 26 1727 28 14 29 13 7x14 MT20HS= 3x4 = 44= 3x4= 4x6— 3x4— 3x6 4x6% 3x6= 3.00 12 438 12-7-12 21--0 22-8-13 31-8-8 41-4-0 4� 8-44 8-44 1-8-13 8-11-11 i 9-7-6 Plate Offsets(X.Y)— f2:0-2-140-0-1zt r2:2-2-3 0-2-4t r6:0-5-1z 0-2-8t n:0-3-0 0-2-41 [11:D-3-o 0-1-8t 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 0.57 Vert(LL) -0.44 18-19 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.91 Vert(TL) -0.92 18-19 >541 180 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.95 Horz(TL) 0.36 11 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix-M) Weight:232 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2`Except* TOP CHORD Structural wood sheathing directly applied or 2-11-6 oc purlins. 7-9,1-4:2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 4-3-0 oc bracing. BOT CHORD 2x4 SP No.2`Except` WEBS 1 Row at midpt 4-19 2-19:2x6 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 2=1407/0-3-8,11=1388/0-3-8 Max Horz 2=138(LC 12) Max Uplift2=-358(LC 12),11=-338(LC 13) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=5429/3267,3-4=-5399/3353,4-5=-2824/1786,5.6=-1881/1275,6-7=1681/1226, 7-8=1882/1268,8-9=2466/1594,9-10=-2524/1576,10-11=-2775/1710 BOT CHORD 2-19=-3008/5072,18-19=-1753/3013,18-26=1211/2246,17-26=-1211/2246, 17-27=-1211/2246,16-27=-1211/2246,15-16=-787/1686,15-28=-1146/2121, 14-28=-1146/2121,14-29=-1146/2121,13-29=-1146/2121,11-13=1458/2499 WEBS 4-19=-1403/2251,4-18=-669/532,5-18=381/666,5-16=-789/598,6-16=-370/551, 7-15=-329/507,8-15=-601/489,8-13=-161/368,10-13=-307/310 NOTES- (10) 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vuk=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=18ft;Cat.II;Exp C;Encl.,GCpi=0.18; MWFRS(envelope)and C-C Exterior(2)zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)All plates are MT20 plates unless otherwise indicated. 5)This truss has been designed for a 10.0 psf bottom chord live load 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,with BCDL=5.Opsf. 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 Ib uplift at joint(s)except(jt=lb)2=358, 11=338. 9)"Semi-rigid pitchbreaks including 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. QWARNING•Vsrf/y designparameters and READ NOTES ON THS AND INCLUDED MITEK REFERENCE 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,seeANSIITPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke Fast Blvd. Safety Information available from Truss Plate InstRute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 Job Truss Truss Type Qty Ply 712386637 1249934 T17 ROOF SPECIAL 3I Job Ref 1 n,(optional) Builders FirstSource, Lake City,FL 7.640 s Aug 16 2017 MiTek Industries,Inc. Mon Oct 30 11:17:04 2017 Page 1 ID.iZ63XLbsXieEZHRuOkDJ0iyXpzq-CGav81 JVK5jy8EVW rN8YmQcABbWE6CrSUW4reey0FgD r1-0-0 438 9-1411 16-0.2 21-10.6 28-1-11 34-4-15 41-4-0 A2-B-Q 1-40 43-8 67-3 8-1-7 5-10.5 634 63-4 6-11-1 Scale=1:75.1 5x6 = 5.00 12 6 3x4% 3x4 5 7 34-- 7x8 i 8 2x4 4 9 2x4 II 4x6 3 10 11 I z 1 Ib ¢I1 1 00 17 18 24 15 25 14 26 13 27 12 7x14 MT20HS= 3x4= 4x6= 3x8 = 44 = 3x4= 3x6 4x6 3.00 12 I 438 13-411 21-10.6 31-7-0 F 41-4-0 438 9-1-3 65-12 9-8-10 9-9-0 Plate Offsets(X,Y)- 12:0-2-14.0-0-121.[2:2-2-3,0-2-41.[10:0-3-0.0-1-81 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.58 Vert(LL) -0.46 16-17 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.93 Vert(TL) -0.99 16-17 >502 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr YES WB 0.90 Horz(TL) 0.36 10 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix-M) Weight:213 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2'Except' TOP CHORD Structural wood sheathing directly applied or 2-11-5 oc purlins. 1-4:2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. BOT CHORD 2x4 SP No.2'Except* WEBS 1 Row at mid pt 4-17,5-14,7-14 2-17:2x6 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 2=1407/0-3-8,10=1388/0-3-8 Max Horz 2=142(LC 12) Max Uplift2=-362(LC 12),10=-343(LC 13) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=5442/3272,3-4=-5401/3353,4-5=-2723/1730,5-6=-1819/1250,6-7=1826/1247, 7-8=2457/1605,8-9=2519/1593,9-10=-2769/1712 BOT CHORD 2-17=-3012/5079,16-17=-1771/3010,16-24=1177/2189,15-24=-1177/2189, 15-25=-1177/2189,14-25=-1177/2189,1426=-1123/2079,13-26=1123/2079, 13-27=-1123/2079,12-27=-1123/2079,10-12=-1457/2492 WEBS 417=-1384/2258,4-16=-727/580,5-16=-355/626,5-14=-795/607,6-14=-706/1051, 7-14=-626/507,7-12=-191/399,9-12=-320/325 NOTES- (9) 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=18ft,Cat.ll;Exp C;Encl.,GCpi=0.18; MWFRS(envelope)and C-C Exterior(2)zone,C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)All plates are MT20 plates unless otherwise indicated. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=5.Opsf. 6)Bearing at joint(s)2 considers parallel to grain value using ANSI1TPI 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 Ib uplift at joint(s)except(jt=1b)2=362, 10=343. 8)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 9)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. AWARNING-Verify design paremefers and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE NII.7473 rev.1003/2015 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 Ml lek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSVTPII Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke Fast Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314, Tampa,FL 36610 Job Truss Truss Type r Ply 712386638 1249934 T18 HALF HIP GIRDER n L Job Reference Builders FirstSounw, Lake City,FL 7.640 s Aug 16 2017 MiTek Industries,Inc. Mon Oct 30 11:17:09 2017 Page 1 ID:iZ63XLbsXieEZHRuOkDJOiyXpzq-ZENoCkMd9eLEF00sdwkjTUJ?WcL2nYCCenncKry0Fg8 11=4 7-0.0 13-9-1 20-4-8 26-11-10 33-8-15 bo-4-O 1-4-0 7-0.0 6-9-1 6-7-5 6-7-5 6-7-s 6-9-1 Scale=1:72.2 _ 3x8 = 4x6 5.00 12 = 5x8 2x411 4x6= 2x4 II 4x8 = 24 II 3 22 23 24 4 25 28 5 6 27 28 29 7 8 30 31 932 33 34 35 10 2 �I1 18 36 37 38 17 39 16 40 41 1542 43 14 44 13 45 46 12 47 48 49 5081= 3x6= 2x4 I 4x10 MT20HS= 2x4 11 4x8 — 2x4 I 4x8 = 4x10 MT20HS= 13-9-1 20.4-6 25-11-1033-&15 40-0-0 7-0.0 6-91 6-7-5 6-7-5 Plate Offsets(X,Y)— 12:0-0-2 Edgel.13:0-6-4 0-2-121 f5:0-3-0 Edgel f8:0-3-0 Edgel LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.74 Vert(LL) 0.78 13-15 >617 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.44 Vert(TL) -0.89 13-15 >541 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress Ina NO WB 0.63 Horz(TL) 0.17 11 n/a n/a BCDL 5.0 Code FBC2014/TP12007 (Matrix-M) Weight:396 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2'Except* TOP CHORD Structural wood sheathing directly applied or 3-10-7 oc purlins, except 3-5,8-10:2x4 SP M 31 end verticals. BOT CHORD 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 6-6-1 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 9-11 REACTIONS. (Ib/size) 11=2383/Mechanical,2=2371/0-3-8 Max Horz 2=115(LC 27) Max Uplift 11=1930(1-C 5),2=1738(LC 4) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=5210/4152,3-22=-7471/6086,22-23=-7471/6086,23-24=-7471/6086, 4-24=7471/6086,4-25=-7471/6086,25-26=-7471/6086,5-26=-7471/6086, 5-6=7471/6086,6-27=-7271/5906,27-28=-7271/5906,28-29=-7271/5906, 7-29=-7271/5906,7-8=-7271/5906,8-30=7271/5906,30-31=-7271/5906, 31-32=-7271/5906,9-32=-7271/5906,10-11=278/213 BOT CHORD 2-18=-3846/4733,18-36=-3859/4747,36-37=3859/4747,37-38=-3859/4747, 17-38=-3859/4747,17-39=-6692/8234,16-39=-6692/8234,16-40=6692/8234, 40-41=-6692/8234,15-41=-6692/8234,15-42=-6692/8234,42-43=6692/8234, 14-43=-6692/8234,14-44=-6692/8234,13-44=-6692/8234,13-45=3735/4601, 45-46=-3735/4601,46-47=-3735/4601,12-47=-3735/4601,12-48=3735/4601, 48-49=-3735/4601,49-50=-3735/4601,11-50=-3735/4601 WEBS 3-18=-270/438,3-17=-2435/3036,4-17=-702/538,6-17=-859/664,6-15=-141/359, 6-13=1056/862,7-13=-623/480,9-13=-2379/2926,9.12=148/386,9-11=4960/4026 NOTES- (13) 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 0-9-0 oc. Bottom chords connected as follows:2x4-1 row at D-9-0 oc. Webs connected as follows:2x4-1 row at D-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;Vuh=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=18ft;Cat.11;Exp C;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 Daae 2 ,&WARNING-Verily design parameters and READ NOTES ON THS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev.1"3/2015 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,we ANSI/TPI1 Quality Criteria,DSB89 and SCSI Building Component 8904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 Job Truss Truss Type Qty Ply 712386638 1249934 T18 HHLF HIP GIRDER 1 n �Jgb Reference(optional) Builders FirstSource, Lake City,FL 7.640 s Aug 16 2017 MiTek Industries,Inc. Mon Oct 30 11:17:09 2017 Page 2 ID:iZ63XLbsXieEZHRuOkDJOiyXpzq-ZE NoCkMd9eLEF00sdwkjTUJ?WcL2nYCCenncKryOFgB NOTES- (13) 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except(jt=1b)11=1930,2=1738. 11)"Semi-rigid pftchbreaks including 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)172 Ib down and 225 Ib up at 7-0-0,85 Ib down and 130 Ib up at 9-0-12,85 Ib down and 130 Ib up at 11-0-12,85 Ib down and 130 Ib up at 13-0-12,85 Ib down and 130 Ib up at 15-0-12,85 Ib down and 130 Ib up at 17-0-12,85 Ib down and 130 Ib up at 19-0-12,85 Ib down and 130 Ib up at 21-0-12,85 Ib down and 130 Ib up at 23-0-12,85 Ib down and 130 Ib up at 25-0-12,85 Ib down and 130 Ib up at 27-0-12,85 Ib down and 130 Ib up at 29-0-12,85 Ib down and 130 Ib up at 31-0-12,85 Ib down and 130 Ib up at 33-0-12,85 Ib down and 130 Ib up at 35-0-12,and 85 Ib down and 130 Ib up at 37-0-12,and 85 Ib down and 130 Ib up at 39-0-12 on top chord,and 231 Ib down and 299 Ib up at 7-0-0,49 Ib down and 60 Ib up at 9-0-12,49 Ib down and 60 Ib up at 11-0-12,49 Ib down and 60 Ib up at 13-0-12,49 Ib down and 60 Ib up at 15-0-12,49 Ib down and 60 Ib up at 17-0-12,49 Ib down and 60 Ib up at 19-0-12,49 lb down and 60 Ib up at 21-0-12,49 Ib down and 60 Ib up at 23-0-12,49 Ib down and 60 Ib up at 25-0-12,49 Ib down and 60 Ib up at 27-0-12,49 Ib down and 60 Ib up at 29-0-12,49 Ib down and 60 Ib up at 31-0-12,49 Ib down and 60 Ib up at 33-0-12,49 Ib down and 60 Ib up at 35-0-12,and 49 Ib down and 60 Ib up at 37-0-12,and 49 Ib down and 60 Ib up at 39-0-12 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(ptf) Vert:1-3=54,3-10=-54,11-19=-10 Concentrated Loads(lb) Vert:3=-125(B)5=-85(B)18=231(B)7=-85(B)13=-25(B)22=-85(B)23=85(13)24=-85(B)25=-85(B)26=85(13)27=85(B)28=-85(B)29=85(13)30=-85(B)31=-85(B) 32=85(B)33=-85(B)34=-85(B)35=85(13)36=-25(B)37=-25(B)38=-25(B)39=25(B)40=-25(B)41=-25(B)42=25(B)43=-25(B)44=-25(B)45=-25(B)46=-25(B) 47=25(13)48=-25(B)49=25(B)50=25(13) N Q WARNING-Verify design parameters and READ NOTES ON T KS AND INCLUDED WTEK REFERENCE PAGE MY-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 property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSUTPII Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke Fast Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 Job Truss Truss Type Qry ply Lb R 712386639 1249934 T19 Half Hip 1 1 Builders FirstSource, Lake City,FL 7.640 s Aug 162017 MiTek Industries,Inc. Mon Oct 30 11:17:10 2017 Page 1 ID:iZ63XLbsXieEZHRuOkDJOiyXpzq-1 QxAP4NFwxT5s9z3BdFy?hr610bfWulLtRX9slyOFg7 11-401 4-9-14 9-0-0 1s-10-ta 24-8-0 32-5-2 a0-4-o 1-4-0 4-9-14 4-2-2 7-10-14 7-9-2 7-9-2 7-10-14 Scale=1:72.2 5x6 3x8= 3x6= 2x4 11 3x6= 3x10= 3x4 11 5.D0 12 4 5 6 7 8 9 10 2x4 3 2 �It 17 16 15 14 13 12 11 3x6 3x8= 4x6— 2x4 11 3x10=3x= 2x4 II 6x8 = L. i 16-1414 248-0 32-5-2 40-4-0 9-0.0 7-10.14 7-9-2 7-9-2 7-1114 Plate Offsets(X.Y)— 12:0-3-0,0-1-81.14:0-3-0.0.2-41 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.99 Vert(LL) -0.41 14-15 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.80 Vert(TL) -0.81 14-15 >597 180 BCLL 0.0 ' Rep Stress Ina YES WB 0.96 Horz(TL) 0.21 11 n/a n/a BCDL 5.0 Code FBC2014/TP12007 (Matrix-M) Weight:205 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 4-2-6 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 5-17,5-14,9-11 REACTIONS. (Ib/size) 11=1276/Mechanical,2=1371/0-3-8 Max Horz 2=143(LC 12) Max Uplift 11=-385(LC 9),2=-361(LC 8) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=2761/1598,3-4=-2543/1454,4-5=-2347/1401,5-6=-3258/1859,6-7=3258/1859, 7-8=3258/1859,8-9=-3258/1859 BOT CHORD 2-17=-1600/2490,16.17=-1942/3349,15-16=1942/3349,14-15=1942/3349, 13-14=-1243/2193,12-13=-1243/2193,11-12=-1243/2193 WEBS 4-17=-300/634,5-17=-1205/603,7-14=-400/307,9-14=-686/1186,9-11=-2400/1360 NOTES- (9) 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;VuR=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf,h=18ft;Cat.Il;Exp C;Encl.,GCpi=0.18; MWFRS(envelope)and C-C Exterior(2)zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)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 Ib uplift at joint(s)except(jt=lb)11=385, 2=361. 8)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 9)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED Alli REFERENCE PAGE MI1.7473 rev.f0A1312015 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,see ANSVTPIt Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East BIW, Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 Job Truss Truss Type Qty Ply 712386640 1249934 T20 Hip 1 1 �Job Reference I Builders FirstSource, Lake City,FL 7.640 s Aug 16 2017 MiTek Industries,Inc. Mon Oct 30 11:17:11 2017 Page 1 ID:iZ63XLbsXieEZHRuOkDJOiyXpzq-VcVZcQOuhFbyUJYFILmBYvOLMQu2FMdU55GiOkyOFg6 11-401 59-14 1 -1 18-2-15 + 25-5-14 32-B-13 40.4-0 1-0-0 5-9-14 5-2-2 7-2-15 7-2-15 7-2-15 7-7-3 Scale=1:72.2 5x8= 3x4= 3x6- 30= 5x6= 5.00 F12 4 5 6 7 8 2x4 8x10 3 9 4 2 I;11 d 15 14 13 12 11 10 3x8= 3x8= 4x6= 3x4 = 4x6= 5x8= 2x8 I 11-0.0 21-10.6 32-8.13 40.40 r 11-0.0 10-10.6 10-10-6 7-7-3 Plate Offsets(X Y)- 12:0-3-10,Edge],[4:0-3-0,0-2-41,f8:0-3-0,0-2-41,19:0-2-5 Edael LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.72 Vert(LL) -0.30 11-13 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.99 Vert(TL) -0.67 13-15 >723 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.96 Horz(TL) 0.17 10 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix-M) Weight:200 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2'Except' TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except 8-9:2x4 SP M 31 end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 5-15,7-11 REACTIONS. (Ib/size) 2=1370/0-3-8,10=1277/Mechanical Max Horz 2=104(LC 12) Max Uplift2=-344(LC 8),10=-318(LC 8) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=2765/1651,3-4=-2435/1426,4-5=-2216/1376,5-6=2731/1638,6-7=2731/1638, 7-8=1756/1104,8-9=1959/1111,9-10=-1242/757 BOT CHORD 2-15=-1521/2497,14-15=-1546/2770,13-14=1546/2770,12-13=-1445/2604, 11-12=-1445/2604 WEBS 3-15=-328/350,4-15=-291/592,5-15=-774/403,7-13=-42/296,7-11=-1087/610, 8-11=-114/408,9-11=-844/1640 NOTES- (9) 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;VuK=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf,BCDL=3.Opsf;h=18ft;Cat.II;Exp C;Encl.,GCpi=0.18; MWFRS(envelope)and C-C Exterior(2)zone,C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)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 Ib uplift at joint(s)except(jt=lb)2=344, 10=318. 8)"Semi-rigid pitchbreaks including 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. QWARNING-Verify design parameters and READ NOTES ON TPES AND INCLUDED IWTEK REFERENCE 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 property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSVTPII Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 Job Truss Truss Type Qty Ply 712386641 1249934 T21 HIP 1 1 Lb Reference(optional) Builders FirstSource, Lake City,FL 7.640 s Aug 16 2017 MiTek Industries,Inc. Mon Oct 30 11:17:11 2017 Page 1 ID:iZ63XLbsXieEZHRuOkDJOiyXpzq-VCVZcQOuhFbyUJYFILmBYvOLwQwnFM IU55GiOkyOFg6 4-38 130.0 I 21-10.6 30.8-13 35-4-10 4� 1-40 438 8-10-6 8-10-6 4-7-14 4-11-6 Scale=1:74.8 2x4 I 5x12= 4x6= 5x8 = 4 5 6 7 5.00F1_2 2x4 i 8 3x6% 3x6 d, 4x6 3 9 d % 10 2 b L ; a. I1 16 15 14 13 12 11 6x12 MT20HS= 4x6= 3x6- 3x8= 3x6= 3x4= 4x8 11 4x6 3.00 F12 iii 130.0 21-10.6 30.013 40-4-0 4-38 8-8-8 8-10-6 8-10-6 9-7-3 Plate Offsets(X,Y)- [2:2-2-3.0-2-41,[2:0-3-2.0-0-121,[4:0-8-8,0-2-01,[6:0-3-0 Edgel [7:0-5-4.0-241,[10:0-5-0.0-0-31 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.74 Vert(LL) -0.47 15-16 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.87 Vert(TL) -0.95 15-16 >509 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr YES WB 0.95 Horz(TL) 0.36 10 n/a n/a BCDL 5.0 Code FBC2014/TP12007 (Matrix-M) Weight:200 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP M 31 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD 2x4 SP M 31'Except* BOT CHORD Rigid ceiling directly applied or 4-1-10 oc bracing. 2-16:2x6 SP No.2 WEBS 2 Rows at 1/3 pts 3-15 WEBS 2x4 SP No.3 SLIDER Right 2x4 SP No.3 1-6-0 REACTIONS. (Ib/size) 10=1270/0-3-8,2=1386/0-3-8 Max Horz 2=114(LC 12) Max Uplift 10=295(1_C 8),2=333(LC 8) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=5508/3321,3-4=-2780/1597,4-5=-2915/1791,5-6=-2915/1791,6-7=2915/1791, 7-8=2307/1372,8-9=-2423/1454,9-10=-553/36 BOT CHORD 2-16=-3151/5179,15-16=-3026/4929,14-15=1 345/2499,13-14=-1345/2499, 12-13=-1108/2112,11-12=-1108/2112,10-11=-1243/2151 WEBS 3-16=-493/988,3-15=-2454/1694,4-15=-133/464,4-13=-260/668,5-13=-546/404, 7-13=523/1005 NOTES- (10) 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vu@=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=18ft;Cat.11;Exp C;Encl.,GCpi=0.18; MWFRS(envelope)and C-C Exterior(2)zone;C-C for members and forces&MWFRS for reactions shown,Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)All plates are MT20 plates unless otherwise indicated. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)Bearing at joint(s)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 Ib uplift at joint(s)except(jt=lb)10=295, 2=333. 9)"Semi-rigid pitchbreaks including 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. A WARNING-VrHy design parameters and READ NOTES ON THS AND INCLUDED MITEK REFERENCE PAGE M114473 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 always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSVTPl1 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 Job Truss Truss Type Qty Ply 712386642 1249934 T22 HIP 1 1 �Job Reference i Builders FirstSource, Lake City,FL 7.640 s Aug 16 2017 MiTek Industries,Inc. Mon Oct 30 11:17:12 2017 Page 1 ID:iZ63XLbsXieEZHRuOkDJOiyXpzq-zo3xgm P WS4p6T 7RJ2HQ56xYJgGg_gKeKIOGxAyOFg5 rte 438 &10-4 150-0 21-10.6 28-8-13 i 34-0-10 40-4-0 1-4-0 438 56-12 51-12 610-6 6-10.6 57-14 511-6 Scale=1:76.1 5.00 12 5x8= 2.4 5x8= 5 6 7 7x8 2x4 4 8 r 2 I 3x6 x4 u� d 3 9 10 2 d it 1 16 15 14 13 12 11 4x6 7x14 MT20HS= 4x6- 3xB 3x4 = 5x8 11 4x6 3x4= 4x6 = 3.00 12 4-3-B 150.0 21-10-6 26613 40-4-0 4-38 10.68 610-6 610-6 11-7-3 Plate Offsets(X Y)- f2:0-2-100-0-121 [5:0-5-12.0-2-81,f7:0-5-12,0-2-81 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.64 Vert(LL) -0.47 15-16 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.90 Vert(TL) -1.04 15-16 >464 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr YES WB 0.87 Horz(TL) 0.32 10 n/a n/a BCDL 5.0 Code FBC2014/TP12007 (Matrix-M) Weight:207 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2*Except* TOP CHORD Structural wood sheathing directly applied or 2-10-12 oc purlins. 7-10.1-4:2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 4-3-2 oc bracing. BOT CHORD 2x4 SP M 31'Except* WEBS 1 Row at midpt 4-16 2-16:2x6 SP No.2 WEBS 2x4 SP No.3 SLIDER Right 2x4 SP No.3 1-6-0 REACTIONS. (Ib/size) 10=1271/0-3-8,2=1385/0-3-8 Max Horz 2=124(LC 12) Max Uplift 10=277(LC 8),2=-317(LC 12) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=5364/3154,3-4=-5327/3243,4-5=-2481/1503,5-6=-2423/1555,6-7=2423/1555, 7-8=2202/1334,8-9=-2454/1500,9-10=-813/0 BOT CHORD 2-16=-2960/5008,15-16=-1725/2930,14-15=1 177/2243,13-14=-1177/2243, 12-13=-1031/1998,11-12=-1031/1998,10-11=-1281/2189 WEBS 4-16=-1376/2271,4-15=-804/636,5-15=-260/537,5-13=-149/406,6-13=-423/316, 7-13=-333/652,7-11=-40/309,8-11=241/278 NOTES- (10) 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vuit=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=18ft;Cat.11;Exp C;Encl.,GCpi=0.18; MWFRS(envelope)and C-C Exterior(2)zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)All plates are MT20 plates unless otherwise indicated. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)Bearing at joint(s)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 Ib uplift at joint(s)except(lt=1b)10=277, 2=317. 9)"Semi-rigid pitchbreaks including 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-Varity design parameters and READ NOTES ON TNS AND INCLUDED M1TEK REFERENCE 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 MiTek` I s always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSVTPl1 Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke Fast Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tamps,FL 36810 Job Truss Truss Type Qty Ply 712386643 1249934 T23 HIP 1 1 lJob Reference I Builders FirstSource, Lake City,FL 7.640 s Aug 16 2017 MiTek Industries,Inc. Mon Oct 30 11:17:13 2017 Page 1 ID:iZ63XLbsXieEZHRuOkDJOiyXpzq-R?dJ 16Q8DsrgjdidsmpfdKThr-EayjFmnZPlpTdyOFg4 1 01 438 10-7-12 17-0.0 21-10-6 26-8-13 33.8-8 41-4-0 140 438 6-4-4 4-10$ 4-10-6 6-11-11 7-7-8 Scale=177.5 5.00 12 5x6 3x4= 5x6 6 7 8 3x4 3x8 3x4 4 5 9 n 3x6% b 4x6 3 10 I�2 icy 1 17 18 11 15 14 24 25 13 12 7x14 MT20HS= 4x6= 4x6= 3x6 =4x:6 — 2x4 I 3x6 4x63x8= 3.00 12 4-3-8 10.7-12 17-0.0 26-8-13 33&8 41-4-0 644 644 9-8-13 &11-11 7-7-8 Plate Offsets(X Y)— 12:2-2-3 0-2-41 12:0-3-2 0-0-121.[6:0-3-0 0-2-41 180-3-0 0-2-41 f10:0-3-0 0-1-81 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.73 Vert(LL) -0.42 13-14 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.96 Vert(TL) -0.83 13-14 >597 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr YES WB 0.98 Horz(TL) 0.33 10 n/a n/a BCDL 5.0 Code FBC2014/TP12007 (Matrix-M) Weight:213 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD 2x4 SP M 31'Except' BOT CHORD Rigid ceiling directly applied or 4-1-10 oc bracing. 2-17:2x6 SP No.2 WEBS 1 Row at midpt 3-16 WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 10=131510-3-8,2=1406/0-3-8 Max Horz 2=125(LC 12) Max Uplift 10=288(LC 13),2=-334(LC 12) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=5556/3349,3-4=-3188/1908,4-5=-3085/1920,5-6=-2321/1439,6-7=2085/1388, 7-8=1986/1327,8-9=-2219/1366,9-10=-2761/1635 BOT CHORD 2-17=-3134/5212,16.17=-2981/4938,15-16=1660/2911,14-15=-1660/2911, 14-24=-1106/2140,24-25=-1106/2140,13-25=-1106/2140,12-13=1408/2481, 11-12=-1406/2481,10-11=-1408/2481 WEBS 3-17=-570/1047,3-16=-2047/1334,5-16=172/406,5-14=953/689,6-14=-330/597, 7-14=-271/77,7-13=396/176,8-13=279/526,9-13=-571/456 NOTES- (10) 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;VuR=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=18ft;Cat.II;Exp C,Encl.,GCpi=0.18; MWFRS(envelope)and C-C Exterior(2)zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)All plates are MT20 plates unless otherwise indicated. 5)This truss has been designed for a 10.0 psf bottom chord live load 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,with BCDL=5.Opsf. 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 Ib uplift at joint(s)except(jt=lb)10=288, 2=334. 9)"Semi-rigid pitchbreaks including 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. A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE 110111-7173 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTeke connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSVTPII Quality Criteria,DSB-89 and BCS,Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 Symbols Numbering System General Safety Notes PLATE LOCATION AND ORIENTATION 3 " Center plate on joint unless x, 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property 1 /4 offsets are indicated. y (Drawings not to scale) Damage or Personal Injury Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. diagonal or X-bracing,TOP CHORDS 9 g,is always required. See SCSI. 0'1 � c1-2 c2-3 2. Truss bracing must be designed by an engineer.For 16, 4 wide truss spacing,individual lateral braces themselves WEBS �a, may require bracing,or altemative Tor I Om �, w p bracing should be considered. _ �''� O U 3. Never exceed the design loading shown and never ds° U stack materials on inadequately braced trusses. p4. Provide copies of this truss design to the building For 4 X 2 orientation,locate c-6 6-� c5-6 F designer,erection supervisor,property owner and plates 0- 'h4'from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. 'Plate location details available in MiTek 20/20 NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted,moisture content lumber shall not exceed 19%at time of fabrication.. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for ICC-ES Reports: use with fire retardant,preservative treated,or green lumber. The first dimension is the plate 10.Camber is a non-structural consideration and is the width measured perpendicular ESR-1311,ESR-1352,ESR1988 responsibility of truss fabricator.General practice is to 4 x 4 to slots.Second dimension is ER-3907,ESR-2362,ESR-1397,ESR-3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and in all respects,equal to or better than that Indicated by symbol shown and/or Trusses are designed for wind loads in the plane of the specified. by text in the bracing section of the truss unless Otherwise shown. 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing spacing indicated on design. if indicated. Lumber design values are in accordance with ANSI/TPI 1 14.Bottom chords require lateral bracing at 10 ft.spacing, section 6.3 These truss designs rely on lumber values or less,if no ceiling is installed,unless otherwise noted. BEARING established by others. 15.Connections not shown are the responsibility of others. Indicates location where bearings 16.Do not cut or atter truss member or plate without prior (supports)occur. Icons vary but ©2012 MiTek®All Rights Reserved approval of an engineer. reaction section indicates joint number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. 111111101111111111 �b 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with Industry Standards: project engineer before use. ANSI/TPI1: National Design Specification for Metal 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. W1 is not sufficient. MiTek �,BCSI: Buildin Com onent Safet Information, 20.Desi n assumes manufacture in accordance with Guide o Good Practice for Handling, ANS RPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev. 10/03/2015 • . August 10, 2010 T-BRACE / I-BRACE DETAIL WITH 2X BRACE ONLY ST - T-BRACE 2 MiTek USA,inc. Page 1 of 1 Note:T-Bracing/I-Bracing to be used when continuous lateral bracing 0 00 is impractical. T-Brace/I-Brace must cover 90%of web length. E=D Note:This detail NOT to be used to convert T-Brace/I-Brace MiTek USA,Inc. webs to continuous lateral braced webs. Nailing Pattern Brace Size T-Brace size Nail Size Nail Spacing for One-Ply Truss 2x4 or 2x6 or 2x8 10d 6"O.C. Specified Continuous Rows of Lateral Bracing Note: Nail along entire length of T-Brace/I-Brace Web Size 1 2 (On Two-Ply's Nail to Both Plies) 2x3 or 2x4 2x4 T-Brace 2x4 I-Brace 2x6 2x6 T-Brace 2x6 I-Brace 2x8 2x8 T-Brace 2x8 I-Brace Nails Brace Size for Two-Ply Truss k Specified Continuous } Rows of Lateral Bracing SPACING Web Size 1 2 k 2x3 or 2x4 2x4 T-Brace !2x4 I-Brace WEB Jr 2x6 2x6 T-Brace IMI-Brace --A 2x8 2x8 T-Brace 2x8 I-Brace k —A T-Brace/I-Brace must be same species } T-BRACE and grade(or better) as web member. Nails / Section Detail T-Brace Web Nails Web I-Brace Nails FEBRUARY 14, 2012 TRUSSED VALLEY SET DETAIL ST-VALLEY HIGH WIND1 MiTek USA,Inc. Page 1 of 1 QQ QQ GENERAL SPECIFICATIONS a 00 �o� 1.NAIL SIZE=3"X 0.131"=10d 2.WOOD SCREW=3"WS3 USP OR EQUIVALENT DO NOT USE DRYWALL OR DECKING TYPE SCREW MiTek USA, Inc. 3.INSTALL VALLEY TRUSSES(24"O.C.MAXIMUM)AND SECURE PER DETAIL A GABLE END,COMMON TRUSS 4.BRACE VALLEY WEBS IN ACCORDANCE WITH THE OR GIRDER TRUSS INDIVIDUAL DESIGN DRAWINGS. 5.BASE TRUSS SHALL BE DESIGNED WITH A PURLIN SPACING EQUILIVANT TO THE RAKE DIMENSION OF THE VALLEY TRUSS SPACING. 6.NAILING DONE PER NDS-01 7.VALLEY STUD SPACING NOT TO EXCEED 48"O.C. II I II 11 II it I �I II II II II II II II II II II II 11 II II I� I� II II II II 11 II II II I II 11 II I I I II II II II 11 II I II II II II it 11 II Ij Ij II 11 II II I I II I I I II II I �I II II it I II �I �I II I I BASE TRUSSES VALLEY TRUSS TYPICAL VALLEY TRUSS TYPICAL GABLE END,COMMON TRUSS P ip OR GIRDER TRUSS SEE DETAIL A BELOW(TYP.) SECURE VALLEY TRUSS W/ONE ROW OF 10d WIND DESIGN PER ASCE 7-98,ASCE 7-02,ASCE 7-05 146 MPH NAILS 6"O.C. WIND DESIGN PER ASCE 7-10 160 MPH MAX MEAN ROOF HEIGHT=30 FEET ROOF PITCH=MINIMUM 3/12 MAXIMUM 6/12 ATTACH 2x4 CONTINUOUS NO.2 SYP CATEGORY II BUILDING TO THE ROOF W/TWO USP WS3(1/4"X 3") EXPOSURE C WOOD SCREWS INTO EACH BASE TRUSS. WIND DURATION OF LOAD INCREASE:1.60 MAX TOP CHORD TOTAL LOAD=50 PSF MAX SPACING=24"O.C.(BASE AND VALLEY) MINIMUM REDUCED DEAD LOAD OF 6 PSF ON THE TRUSSES DETAIL A (NO SHEATHING) N.T.S. M A JANUARY 28, 2015 LATERAL TOE-NAIL DETAIL ST-TOENAIL SP MiTek USA,Inc. Page 1 of 1 NOTES:TOE-NAILS SHALL BE DRIVEN AT AN ANGLE OF 45 DEGREES WITH THE MEMBER 0 0o AND MUST HAVE FULL WOOD SUPPORT. (NAIL MUST BE DRIVEN THROUGH AND a oo EXIT AT THE BACK CORNER OF THE MEMBER END AS SHOWN. Fn 2.THE END DISTANCE,EDGE DISTANCE,AND SPACING OF NAILS SHALL BE SUCH ] AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. MiTek USA,Inc. 3. ALLOWABLE VALUE SHALL BE THE LESSER VALUE OF THE TWO SPECIES FOR MEMBERS OF DIFFERENT SPECIES. OE-NAIL SINGLE SHEAR VALUES PER NDS 2001 (Ib/nail) THIS DETAIL APPLICABLE TO THE THREE END DETAILS SHOWN BELOW DIAM. SP DF HF SPF SPF-S (5 .131 88.0 80.6 69.9 68.4 59.7 Z O .135 93.5 85.6 74.2 72.6 63.4 VIEWS SHOWN ARE FOR 162 108.8 99.6 86.4 84.5 73.8 ILLUSTRATION PURPOSES ONLY 6 Z 128 74.2 67.9 58.9 57.6 50.3 SIDE VIEW 9 .131 75.9 69.5 60.3 59.0 51.1 (20) N 148 81.4 74.5 64.6 63.2 52.5 2 NAILS NEAR SIDE VALUES SHOWN ARE CAPACITY PER TOE-NAIL. NEAR SIDE APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED. EXAMPLE: (3)-16d NAILS(.162"diam.x3.5")WITH SPF SPECIES BOTTOM CHORD For load duration increase of 1.15: SIDE VIEW SIDE VIEW 3(nails)X 84.5(Ib/nail)X 1.15(DOL)=291.5 Ib Maximum Capacity (2x4) (2x6) 3 NAILS 4 NAILS NEAR SIDE NEARSIDE NEAR SIDE NEAR SIDE NEAR SIDE NEAR SIDE NEAR SIDE ANGLE MAY ANGLE MAY ANGLE MAY VARY FROM VARY FROM 301 TO 601 VARY FROM 30°TO 60° 301 TO 601 45.000 45.000 45.00* a FEBRUARY 8, 2008 LATERAL BRACING RECOMMENDATIONS ST-STRGBCK i 00 ® MiTek USA,Inc. Page 1 of 1 0 00 TO MINIMIZE VIBRATION COMMON TO ALL SHALLOW FRAMING SYSTEMS, u I 2x6 "STRONGBACK" IS RECOMMENDED, LOCATED EVERY 8 TO 10 FEET MiTek USA, Inc. ALONG A FLOOR TRUSS. NOTE 1:2X6 STRONGBACK ORIENTED VERTICALLY MAY BE POSITIONED DIRECTLY UNDER THE TOP CHORD OR DIRECTLY ABOVE THE BOTTOM CHORD. SECURELY FASTENED TO THE TRUSS USING ANY OF THE METHODS ILLUSTRATED BELOW. NOTE 2:STRONGBACK BRACING ALSO SATISFIES THE LATERAL BRACING REQUIREMENTS FOR THE BOTTOM CHORD OF THE TRUSS WHEN IT IS PLACED ON TOP OF THE BOTTOM CHORD, IS CONTINUOUS FROM END TO END, CONNECTED WITH A METHOD OTHER THAN METAL FRAMING ANCHOR,AND PROPERLY CONNECTED, BY OTHERS, AT THE ENDS. ATTACH TO VERTICAL INSERT WOOD SCREW THROUGH OUTSIDE USE METAL FRAMING ATTACH TO VERTICAL SCAB WITH(3)-10d NAILS FACE OF CHORD INTO EDGE OF STRONGBACK ANCHOR TO ATTACH WEB WITH(3)-10d NAILS (0.131"x 3") (DO NOT USE DRYWALL TYPE SCREWS) TO TOP CHORD (0.131"x 3") ATTACH TO VERTICAL WEB WITH(3)-10d NAILS (0.131"x 3") BLOCKING BEHIND THE ATTACH 2x4 VERTICAL TO FACE ATTACH TO CHORD VERTICAL WEB IS OF TRUSS. FASTEN TO TOP AND WITH TWO#12 x 3" RECOMMENDED WHILE BOTTOM CHORD WITH(2)-10d WOOD SCREWS(.216"DIAM.) NAILING THE STRONGBACK NAILS(0.131"x 3")IN EACH CHORD USE METAL FRAMING ATTACH TO VERTICAL INSERT SCREW THROUGH OUTSIDE ANCHOR TO ATTACH ATTACH TO VERTICAL SCAB WITH(3)-10d NAILS FACE OF CHORD INTO EDGE OF TO BOTTOM CHORD WEB WITH(3)-10d NAILS (0.131"x 3") STRONGBACK(DO NOT USE (0.131"x 3") DRYWALL TYPE SCREWS) 4-0-0 WALL BLOCKING TRUSS 2x6 -4 STRONGBACK (TYPICAL SPLICE) (BY OTHERS) (BY OTHERS) THE STRONGBACKS SHALL BE SECURED AT THEIR ENDS TO ADEQUATE SUPPORT, DESIGNED BY OTHERS. IF SPLICING IS NECESSARY, USE A 4'-0"LONG SCAB CENTERED ON THE SPLICE AND JOINED WITH(12)- 10d NAILS (0.131"x 3")EQUALLY SPACED. ALTERNATE METHOD OF SPLICING: OVERLAP STRONGBACK MEMBERS A MINIMUM OF 4'-0"AND FASTEN WITH(12)-10d NAILS(0.131"x 3")STAGGERED AND EQUALLY SPACED. (TO BE USED ONLY WHEN STRONGBACK IS NOT ALIGNED WITH A VERTICAL) FEBRUARY 14, 2012STANDARD PIGGYBACK ST-PIGGY-7-10 TRUSS CONNECTION DETAIL MiTek USA,Inc. MAXIMUM WIND SPEED=REFER TO NOTES D AND OR E MAX MEAN ROOF HEIGHT=30 FEET MAX TRUSS SPACING=24"O.C. 0 0o CATEGORY II BUILDING 0 0o EXPOSURE B or C ASCE 7-10 DURATION OF LOAD INCREASE:1.60 DETAIL IS NOT APPLICABLE FOR TRUSSES MiTek USA,Inc. TRANSFERING DRAG LOADS(SHEAR TRUSSES). ADDITIONAL CONSIDERATIONS BY BUILDING ENGINEER/DESIGNER ARE REQUIRED. A-PIGGBACK TRUSS,REFER TO MITEK TRUSS DESIGN DRAWING. SHALL BE CONNECTED TO EACH PURLIN E WITH(2)0.131"X 3.5"TOE NAILED. B-BASE TRUSS,REFER TO MITEK TRUSS DESIGN DRAWING. C-PURLINS AT EACH BASE TRUSS JOINT AND A MAXIMUM 24"O.C. A UNLESS SPECIFIED CLOSER ON MITEK TRUSS DESIGN DRAWING. CONNECT TO BASE TRUSS WITH(2) 0.131"X 3.5"NAILS EACH. D-2 X X 4'-0"SCAB,SIZE AND GRADE TO MATCH TOP CHORD OF PIGGYBACK TRUSS,ATTACHED TO ONE FACE,CENTERED ON INTERSECTION,WITH(2)ROWS OF 0.131"X 3"NAILS @ 4"O.C. SCAB MAY BE OMITTED PROVIDED THE TOP CHORD SHEATHING IS CONTINUOUS OVER INTERSECTION AT LEAST 1 FT.IN BOTH DIRECTIONS AND: ps Li 1.WIND SPEED OF 115 MPH OR LESS FOR ANY PIGGYBACK SPAN,OR 2.WIND SPEED OF 116 MPH TO 160 MPH WITH A MAXIMUM PIGGYBACK SPAN OF 12 ft. E-FOR WIND SPEEDS BETWEEN 126 AND 160 MPH,ATTACH MITEK 3X8 20 GA Nail-On PLATES TO EACH FACE OF TRUSSES AT C 72"O.C.W/(4)0.131"X 1.5"PER MEMBER.STAGGER NAILS FROM OPPOSING FACES.ENSURE 0.5"EDGE DISTANCE. 7 N (MIN.2 PAIRS OF PLATES REQ.REGARDLESS OF SPAN) B D WHEN NO GAP BETWEEN PIGGYBACK AND BASE TRUSS EXISTS: REPLACE TOE NAILING OF PIGGYBACK TRUSS TO PURLINS WITH Nail-On PLATES AS SHOWN,AND INSTALL PURLINS TO BOTTOM EDGE OF BASE TRUSS TOP CHORD AT SPECIFIED SPACING SHOWN ON BASE TRUSS MITEK DESIGN DRAWING. SCAB CONNECTION PER NOTE D ABOVE This sheet is provided as a Piggyback connection FOR ALL WIND SPEEDS,ATTACH MITEK 3X6 20 GA Nail-On PLATES TO detail only.Building Designer is responsible for all EACH FACE OF TRUSSES AT 48"O.C.W/(4)0.131"X 1.5"PER MEMBER. permanent bracing per standard engineering practices or STAGGER NAILS FROM OPPOSING FACES ENSURE 0.5"EDGE DISTANCE. refer to BCSI for general guidance on lateral restraint and diagonal bracing requirements. VERTICAL WEB FOR LARGE CONCENTRATED LOADS APPLIED EXTEND THROUGH BOTTOM CHORD TO CAP TRUSS REQUIRING A VERTICAL WEB: OF PIGGYBACK 1) VERTICAL WEBS OF PIGGYBACK AND BASE TRUSS MUST MATCH IN SIZE,GRADE,AND MUST LINE UP AS SHOWN IN DETAIL. 2) ATTACH 2 x_x 4'-0"SCAB TO EACH FACE OF TRUSS ASSEMBLY WITH 2 ROWS OF 10d(0.131"X 3")NAILS SPACED 4"O.C.FROM EACH FACE. (SIZE AND GRADE TO MATCH VERTICAL WEBS OF PIGGYBACK AND BASE TRUSS.) (MINIMUM 2X4) 3) THIS CONNECTION IS ONLY VALID FOR A MAXIMUM CONCENTRATED LOAD OF 4000 LBS(@1.15). REVIEW BY A QUALIFIED ENGINEER IS REQUIRED FOR LOADS GREATER THAN 4000 LBS. 4) FOR PIGGYBACK TRUSSES CARRYING GIRDER LOADS, NUMBER OF PLYS OF PIGGYBACK TRUSS TO MATCH BASE TRUSS. 5) CONCENTRATED LOAD MUST BE APPLIED TO BOTH THE PIGGYBACK AND THE BASE TRUSS DESIGN. FEBRUARY 14, 2012 Standard Gable End Detail ST-GE130-001 Typical x4 L Brace Nailed To MiTek USA,Inc. Page 1 of 2 2x Verticals W/10d Nails,6"o.c. Vertical Stud 0 0o Vertical Stud (4)-16d Common DIAGONAL Wire Nails BRACE MiTek USA, Inc. 16d Common SECTION B-B Wire Nails DIAGONAL BRACE Spaced 6"o.c. 4'-0"O.C.MAX 2 10d Common ( )- 2x6 Stud or Wire Nails into 2x6 2x4 No.2 of better TRUSS GEOMETRY AND CONDITIONS SHOWN ARE FOR ILLUSTRATION ONLY. Typical Horizontal Brace Nail To 2x cals 12 w/(4)-d10d Common Nails SECTION A-A 2xa Wd Q Varies to Common Truss SEE INDIVIDUAL MITEK ENGINEERING PROVIDE 2x4 BLOCKING BETWEEN THE FIRST eF DRAWINGS FOR DESIGN CRITERIA TWO TRUSSES AS NOTED. TOENAIL BLOCKING A TO TRUSSES WITH(2)-10d NAILS AT EACH END. ** ATTACH DIAGONAL BRACE TO BLOCKING WITH 3x4= (5) 10d COMMON WIRE NAILS. B B (4)-8d NAILS MINIMUM,PLYWOOD SHEATHING TO 2x4 STD SPF BLOCK Diagonal Bracing ** -L-Bracing Refer Refer to Section A-A to Section B-B 2a"Max Roof Sheathing--�\ NOTE: 1.MINIMUM GRADE OF#2 MATERIAL IN THE TOP AND BOTTOM CHORDS. 2.CONNECTION BETWEEN BOTTOM CHORD OF GABLE END TRUSS AND 1'-3" WALL TO BE PROVIDED BY PROJECT ENGINEER OR ARCHITECT. (2)-1 3.BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY.CONSULT BLDG. Max. // (2)-10d NAILS ARCHITECT OR ENGINEER FOR TEMPORARY AND PERMANENT BRACING OF ROOF SYSTEM. 4."L"BRACES SPECIFIED ARE TO BE FULL LENGTH. GRADES:1 x4 SRB OR 2x4 STUD OR BETTER WITH ONE ROW OF 10d NAILS SPACED 6"O.C. 5.DIAGONAL BRACE TO BE APPROXIMATELY 45 DEGREES TO ROOF �rUS S 24" O.C. DIAPHRAM AT 4'-0"O.C. 6.CONSTRUCT HORIZONTAL BRACE CONNECTING A 2x6 STUD AND A / 2x4 STUD AS SHOWN WITH 16d NAILS SPACED 6"O.C.HORIZONTAL BRACE TO BE LOCATED AT THE MIDSPAN OF THE LONGEST STUD. ATTACH TO VERTICAL STUDS WITH(4)10d NAILS THROUGH 2x4. 2 6 DIAGONAL BRACE SPACED 48"O.C. (REFER TO SECTION A-A) Diag. Brace /ATTACHED TO VERTICAL WITH(4)-16d 7. GABLE STUD DEFLECTION MEETS OR EXCEEDS 0240. at �3 point /COMMON WIRE NAILS AND ATTACHED 8. THIS DETAIL DOES NOT APPLY TO STRUCTURAL GABLES. TO BLOCKING WITH S - D COMMONS. 9. DO NOT USE FLAT BOTTOM CHORD GABLES NEXT TO SCISSOR if needed TYPE TRUSSES. End Wall HORIZONTAL BRACE (SEE SECTION A-A) 2 DIAGONAL Minimum Stud Without 1x4 2x4 I DIAGONAL BRACES AT Stud Size Spacing Brace L-Brace I L-Brace BRACE 1/3 POINTS Species, and Grade Maximum Stud Length 2x4 SPF Std/Stud 12"O.C. 1 4-0-7 4-3-2 6-0-4 8-0-15 12-1-6 2x4 SPF Std/Stud 16"O.C. 3-7-0 3-8-4 5-2-10 7-1-15 10-8-15 2x4 SPF Std/Stud 24"O.C. 2-11-1 1 3-0-2 4-3-2 5-10-3 8-9-4 Diagonal braces over 6'-3"require a 2x4 T-Brace attached to one edge. Diagonal braces over 12'-6"require 2x4 I-braces attached to both edges. Fasten T and I braces to narrow edge of web with 10d common wire nails 8in o.c.,with 3in minimum end distance. Brace must cover 90%of diagonal length. MAX MEAN ROOF HEIGHT=30 FEET CATEGORY II BUILDING EXPOSURE B or C ASCE 7-98,ASCE 7-02,ASCE 7-05 130 MPH ASCE 7-10 160 MPH STUD DESIGN IS BASED ON COMPONENTS AND CLADDING. DURATION OF LOAD INCREASE:1.60 CONNECTION OF BRACING IS BASED ON MW FRS. = FEBRUARY 14, 2012 Standard Gable End Detail SHEET 2 MiTek USA,Inc. Page 2 of 2 S \u/ I alar ALTERNATE DIAGONAL BRACING TO THE BOTTOM CHORD 00o Trusses @ 24" ox. 0 00 HORIZONTAL BRACE 2x6 DIAGONAL BRACE SPACED 48"O.C. (SEE SECTION A-A) ATTACHED TO VERTICAL WITH(4)-16d COMMON WIRE NAILS AND ATTACHED MiTek USA,Inc. Roof Sheathing TO BLOCKING WITH(5)-10d COMMONS. Max. rr IS THE RESPONSIBILITY OF THE BLDG DESIGNER OR THE PROJECT ENGINEER/ARCHTECT TO DESIGN THE NAIL DIAGONAL BRACE TO ,CEILING DIAPHRAGM AND ITS ATTACHMENT TO THE .-PURLIN WITH TWO 16d NAILS 'TRUSSES TO RESIST ALL OUT OF PLANE LOADS THAT MAY RESULT FROM THE BRACING OF THE GABLE ENDS \ 2X 4 PURLIN FASTENED TO FOUR TRUSSES WITH TWO 16d NAILS EACH.FASTEN PURLIN \ TO BLOCKING W/TWO 16d NAILS(MIN) Diag. Brace \ PROVIDE 2x4 BLOCKING BETWEEN THE TRUSSES at 1/3 points x, SUPPORTING THE BRACE AND THE TWO TRUSSES if needed \ ON EITHER SIDE AS NOTED, TOENAIL BLOCKING TO TRUSSES WITH(2)-10d NAILS AT EACH END. ATTACH DIAGONAL BRACE TO BLOCKING WITH (5) 10d COMMON WIRE NAILS. End Wall CEILING SHEATHING BRACING REQUIREMENTS FOR STRUCTURAL GABLE TRUSSES STRUCTURAL GABLE TRUSSES MAY BE BRACED AS NOTED: STRUCTURAL METHOD 1 :ATTACH A MATCHING GABLE TRUSS TO THE INSIDE GABLE TRUSS FACE OF THE STRUCTURAL GABLE AND FASTEN PER THE FOLLOWING NAILING SCHEDULE. METHOD 2:ATTACH 2X_SCABS TO THE FACE OF EACH VERTICAL SCAB ALONG MEMBER ON THE STRUCTURAL GABLE PER THE FOLLOWING VERTICAL NAILING SCHEDULE.SCABS ARE TO BE OF THE SAME SIZE,GRADE AND SPECIES AS THE TRUSS VERTICALS NAILING SCHEDULE: FOR WIND SPEEDS 120 MPH(ASCE 7-98,02,05),150 MPH(ASCE 7-10)OR LESS,NAIL ALL MEMBERS WITH ONE ROW OF 10d(.131"X 3")NAILS SPACED 6"O.C. FOR WIND SPEEDS GREATER 120 MPH(ASCE 7-98,02,05),150 MPH(ASCE 7-10)NAIL ALL MEMBERS WITH TWO ROWS OF 10d(.131"X 3")NAILS SPACED 6"O.C.(2X 4 STUDS MINIMUM) MAXIMUM STUD LENGTHS ARE LISTED ON PAGE 1. ALL BRACING METHODS SHOWN ON PAGE 1 ARE JL VALID AND ARE TO BE FASTENED TO THE SCABS OR INLAYED STUD VERTICAL STUDS OF THE STANDARD GABLE TRUSS ON THE INTERIOR SIDE OF THE STRUCTURE. STRUCTURAN ADEQUATE DIAPHRAGM OR OTHER METHOD OF BRACING MUST GABLE TRUBE PRESENT TO PROVIDE FULL LATERAL SUPPORT OF THE BOTTOM CHORD TO RESIST ALL OUT OF PLANE LOADS.THE BRACING SHOWN IN THIS DETAIL IS FOR THE VERTICAUSTUDS ONLY. NOTE:THIS DETAIL IS TO BE USED ONLY FOR / STRUCTURAL GABLES WITH INLAYED STUDS.TRUSSES WITHOUT INLAYED STUDS ARE NOT ADDRESSED HERE. / STANDARD / GABLE TRUSS ■ I _ _ TECHNICAL BULLETIN April 2010 Ly Weyorhd6u46r Bulletin TB-300 Multiple-Member Connections for Side-Loaded Beams with Concentrated Loads Table 1: Maximum Concentrated Load Applied to Beam - Bolt or Nail Connection (lbs)t') Hanger '/z"o or'/,"o Bolts(3)(4) 16d(0.148"x 3%") Nails Beam Configuration Bolt #Bolts #Nails Type Diameter(2) 2 4 6 8 6 12 18 24 fie; 0.5 2,100 4,200 6,300 8,400 $ S> 5) (5) 3-ply V/4" FACE 2,125 4,250 6,370 8,495 (51/4"Beam) 0.75 3,060 6,120 9,180 12,240 0.5 760 1,525 2,285 3,050 z TOP 1,060(6) 2,125(6) 3,185(6) 4,25015> 0.75 930 1,860 1 2,790 3,720 -- -- -- --- -- ; FACE --- --- --- --- 3'/2"+1'/4" $:` - --- --- (51/4"Beam) 0-5 1,050 2,100 3,150 4,200 TOP 1,060 2,125 3.185 4,250 0.75 1,530 3,060 4,590 6,120 0.5 2,100 4,200 6,300 8,400 3'/2"+1'/<" FACE/ 15' ") (5) (') (5'/<" Beam) r TOP 2,125 4,250 6,370 8,495 0.75 3,060 6,120 9,180 12,240 FACE 0-5 1,400 2,800 4,200 5,600 4-ply 1'/a" 0.75 2,040 4.080 6,120 8,160 (7"Beam) 0.5 675 1,355 2,030 2,710 TOP 0.75 825 1,655 2,480 3,305 0.5 2,800 5,600 8,40011,200 FACE 2,830(5) 5,665(5) 8,495(5) 11,330(5) 2-ply 1%"+31/2" k 0.75 5,025 10,050 15,070 20,095 (7" Beam) 0.5 935 1,865 2,800 3,735 TOP 945(6) 1,890") 2,83016) 3,775(6) 0.75 1,360 2,720 4,080 5,440 „ 2-ply 3'12" FACE/ 0.5 1,720 3,440 5,160 6,880 --- --- --- --- (7"Beam) TOP f 0.75 2,480 4,960 7,440 9,920 0 2-ply 1'/a"+3'/2" FACE t .5 1,015 2,030 3,050 4,065 (7"Beam) TOP ` 0.75 1,240 2,480 3,720 4,960 FACE 0.5 1,720 3,440 5,160 6,880 --- -- --- --- 2-ply 11/4"+31/2" 0.75 2,480 4.960 7,440 9,920 (7" Beam) TOP 0.5 675 1,355 2,030 2,710 --- --- --- --- 1 0.75 825 1,655 1 2,480 3,305 51/."+1'/s" FACE 0.5 2,800 5,600 8,400 11,200 / (5) c5) (e) (7"Beam) TOP 2,830 5,665 8,495 11,330(5) 0.75 5,025 10,050 15,070 20,095 1. See page 4 for table General Notes,connection details and beam depth limitations. 2. Washers required.Bolt holes to be 9/16"maximum for 1/2"bolts, 13/16"maximum for'/:'bolts. 3. Minimum end distance for bolts is 6". 4. Drilling bolt holes reduces the section of the beam and thus the load capacity of the supporting member.Shear and moment capacity of the beam must be checked at the location of each row of bolts. 5. Number of required nails shown must be installed from side opposite hanger. 6. Number of required nails shown must be installed from hanger side.Additionally,install half the number of required nails from side opposite hanger. Page 1 of 8 CONTACT US - 1.888.iLevel8(1.888.453.8358) -www.iLevel.com AWeyerhaeuser,iLevel,Microllam,Parallam,TimberStrand and Trus Joist are registered trademarks and Forte is a trademark of Weyerhaeuser NR.0 2010 Weyerhaeuser NR Company.All rights reserved. TECHNICAL BULLETIN LMJ April 2010 by Weyerhaeuser Bulletin TB-300 Table 2A: Maximum Concentrated Load Applied to Beam-Wood Screw Connection (lbs)1'1 Fastener Type Hanger Wood USP WS Simpson SDS Beam Configuration Screw Type Length #Screws #Screws 2 4 6 8 2 4 6 8 FACE 13) 3'/" 1,435 2,870 4,305 5,740 2,040 4,080 6,120 8,160 3-ply 15/4" Beam) TOP(21 31/" 720 1,435 2,155 2,870 1,020 2,040 3,060 4,080 �i FACE 3%" --- (51/4"Beam) TOP 141 3'G" 720 1,435 2,155 2,870 1.020 2,040 3,060 4,080 3'/z"+1'/s" FACE 1 3/' 1,435 2,870 4,305 5,740 2,040 4,080 6,120 8,160 (51/4"Beam) TOP 131 { i ; FACE 121 6"(5) 1,055 2,110 3,165 4,220 1,360 2,720 4,080 5,440 4-ply 1%". (7"Beam) TOP 121 6"(5) 705 1,405 2,110 2,810 905 1,815 2,720 3,625 FACE 131 3'/2 1,915 3,825 5,740 7,655 2,720 5,440 8,160 10,880 2-ply 1%"+31/2" 6"(5) 2,110 4,220 6,325 8,435 2,720 5,440 8,160 10,880 (7"Beam) TOP 121 3'/=" 640 1,275 1 1,915 2,550 905 1,815 2,720 3,625 - - 6"l5i 705 1,405 2,110 2,810 905 1.815 2,720 3,625 2-ply 31/2" FACE/ 6 1,055 2,110 3,165 4.220 930 1.860 2,785 3,715 (7' Beam) TOP 12) 2-ply 1%"+3'/2" FACE 1 (7"Beam) TOP 131 6"" 1,055 2,110 3,165 4,220 1,360 2,720 4,080 5,440 "i FACE") 6'151 1,055 2,110 3.165 4.220 930 1,860 2,785 3,715 2-ply 13/4"+3'/2" (7" Beam) TO p(4) 6'(5) 705 1,405 2.110 2.810 905 1.815 2,720 3,625 51/4"+13/4 FACE/ 3% 1,915 3,825 5,740 7,655 2,720 5,440 8,160 10,880 (7"Beam) TOP 131 " 1. See page 4 for table General Notes, connection details and beam depth limitations. 2. Install screws from both sides of beam. 3. Install screws from side opposite hanger only. 4. Install screws from hanger side only. 5. 6"SDS or WS screws can be used with Parallam PSL and Microllam LVL,but are not recommended for TimberStrand®LSL. Page 2 of 8 /� CONTACT US • 1.888.iLevel8(1.888.453.8358)•www.iLevel.com L1Weyerhaeuser,Level,Microllam,Parallam,TimberStrand and Trus Joist are registered trademarks and Forte is a trademark of Weyerhaeuser NR.0 2010 Weyerhaeuser NR Company.All rights reserved. ■ TECHNICAL BULLETIN April 2010 Ly Weyerhaeuser Bulletin TB-300 Table 2B: Maximum Concentrated Load Applied to Beam -Wood Screw Connection (lbs)11t Connection Name Screw Hanger Wood TrussLok Beam Configuration Type #Screws Length 2 4 6 8 FACE 13) 3%" 1,600 3,205 4,805 6,410 3-ply 1'/V' (51/4'Beam) ' ', ' TOP 121 3%" 800 1,600 2,405 3,205 FACE 3%" --- --- --- --- 3'/2"+1 3/4' (5'/4"Beam) TOP 141 3%" 800 1,600 2,405 3.205 3'/2"+1%" j FACE/ , (51/4"Beam) TOP 131 3/e" 1,600 3,205 4,805 6,410 FACE IZ) 5",63/4" 1,160 2,320 3,480 4.640 4-ply 1%" (7"Beam) TOP 5",6%" 775 1,545 2,320 3.095 FACE 131 3%" 2,135 4,270 6,410 8,545 2-ply 1%"+31/2" 5",63/." 2,320 4,640 6,960 9,280 (7" Beam) TOP 3%" 710 1,425 2,135 2,850 - ' 5",6%" 775 1.545 2,320 3.095 2-ply 3'/2" { FACE/ (7"Beam) ` TOP 121 5",6%" 1,160 2,320 3,480 4,640 2-ply 1%"+31/2' FACE31 5",63/4" 1,160 2,320 3,480 4,640 (7"Beam) TOP FACE(4) 5",6% 1,160 2,320 3,480 4,640 2-ply 13/4"+3'/2" I (7" Beam) 1 i TOP 141 5",6/" 1,160 2.320 3,480 4,640 5'/4"+1%11 FACE (7"Beam) TOP 131 5",6%" 2,320 4,640 6,960 9,280 1. See page 4 for table General Notes,connection details and beam depth limitations. 2. Install screws from both sides of beam. 3. Install screws from side opposite hanger only. 4. Install screws from hanger side only. Page 3 of 8 CONTACT US ■ 1.888.iLevel8 (1.888.453.8358) ■www.iLevel.com AWeyerhaeuser,iLevel,Microllam,Parallam,TimberStrand and Trus Joist are registered trademarks and Forte is a trademark of Weyerhaeuser NR.0 2010 Weyerhaeuser NR Company.All rights reserved. 1 TECHNICAL BULLETIN Laml April 2010 by Weyerhaeuser Bulletin TB-300 Table 1, 2A, 2B General Notes ■ Connections are based on NDS®2005 or manufacturer's code report. ■ All plies must be the same material and grade. ■ Values are for 100%duration of load. Increase 15%for snow load or 25%for non-snow roof load conditions, where code allows. ■ Rotational effects should be considered for 7"wide beams loaded from one side only. ■ Capacities shown for face mount hanger conditions are based on 16d common(0.162"x 3'/")nails installed in the hanger. Other nails used for face mount hanger installations invalidate the capacities in these tables. • Verify adequacy of beam with all loads applied by using iLevel software or other methods. ■ See the iLevel Trus Joist®Beams, Headers, and Columns Specifier's Guide(#TJ-9000)for required connections for uniform side loads. Bolt or Wood Screw Connection Details ■ 1/2"bolts-9/jr,"o maximum holes • s/a"bolts-13/ts"o maximum holes ■ Lead holes not required for wood screws Ji Conc.Load Conc.Load m m° Conc.Load Conc.Load mm 0 0 N co N U • i a s w d zV EQ. EQ. 2' Max (typ) 2 Fastener 4 Fastener 6 Fastener 8 Fastener Pattern Pattern Pattern Pattern Min. Beam Depth: Min.Beam Depth: Min. Beam Depth: d=7%,"for Y:"o bolts d=9'/."for'W'o bolts d= 11'/,"for'/2"o bolts d=9%'for'/,"o bolts d=14"for 3/4"o bolts d= 16"for'/,"o bolts Conc. Load Nailed Connection Detail c a E *STAGGER NAILS TO • PREVENT SPLITTING 1 '/i' 16d Sinker(typ) T/2 LL18 91 „ (0.148"x 3'/;') 6 Nail Pattern]12 Nail Pattern Nail Pattern Page 4 of 8 24 Nail Pattern CONTACT US • 1.888.iLevel8 (1.888.453.8358) •www.iLevel.com /� w Weyerhaeuser,iLevel,Microllam,Parallam,TimberStrand and Trus Joist are registered trademarks and Forte is a trademark of Weyerhaeuser NR.©2010 Weyerhaeuser NR Company.All rights reserved. x TECHNICAL BULLETIN March 2010 Weyerhaeuser Bulletin TB-300 Table 3: Allowable Capacities of 5'/4" Beams with Bolt Connections Bolt Conn. Beam Depth Dia. Loc. 71/4" 91/4" 91/2" 11'/4" 117/4" 14" 16" 181' 20" 24" <5d 6,235 6.545 8,755 9,560 12,345 15,005 Max '/2„ >5d 10,150 10,500 12,950 13.825 16,800 19,600 (n Shear <5d 3.995 4.260 6.210 6.940 9,510 12,015 -j (lbs) �/` >5d 8,750 9,100 11,550 12,425 15,400 18,200 2 10,605 15,295 15,685 23,905 32.760 42,265 ,/2„ 4 9,355 13,470 13,730 20,915 28,725 37,250 6 9,350 13,470 13,730 20,910 28.725 37,245 Max Moment 8 13,510 20,575 28,275 36,685 2 10.600 15,290 15.685 23,900 32.755 42,260 E (ft-1b) 4 1 9,900 14,215 1 14,195 21,490 1 29.020 37,225 6 29.015 37,220 8 36,655 <5d 2,745 4.445 4.665 6,240 6,810 8.795 10,690 12,610 14,545 18,440 Max '/z„ >5d 5,235 7,230 7,480 9.225 9,850 11,970 13,965 15,960 17,955 21,945 Shear <5d 1 455 2,845 3.035 4,425 4,945 6.775 8,560 10.390 12.250 16,040 3 > (s /` >5d 4,240 6,235 6,485 8.230 8,855 10,975 12,970 14,965 16,960 20,950 J 2 9,960 16,220 17.105 23,990 26,730 36,385 46,670 58.130 70,740 99,375 m ,/Z„ 4 9,025 14,305 15,065 21,000 23,385 31,905 41,130 51,535 63,100 89,670 6 14,305 15.060 20,995 23,385 31,905 41,125 51,530 63,100 89.670 o Max 8 20,660 23,010 31,405 40,510 50,795 62,250 88590 Moment 2 9.950 16,210 17.100 23.985 26,725 36,380 46,665 58.125 70.740 99.370 2 (ft-1b) 11 4 15,145 15,895 21.710 24,030 32,235 41,105 51,120 62,285 88.015 3/` 6 32.230 41,100 51,115 62,280 88.010 8 40,475 50,335 61,335 86.745 <5d 4,520 4.745 6,350 6,930 8,950 10.880 12.830 Max '/z„ >5d 7,360 7,615 9,390 10,025 12,180 14,210 16.240 Shear <5d 2.895 3.090 4,505 5,030 6.895 8,710 10,575 J (lbs) 3/4 >5d 6,345 6,600 8,375 9,010 11,165 13,195 15,225 to d 2 18,090 19,080 26.760 29,815 40,740 52,430 65,495 E 4 15,960 16,805 23,420 26,085 35,725 46,205 58,065 6 15,955 16.800 23,420 26,080 35,725 46,205 58,060 Max 8 1 23,045 25,665 35,165 1 45,510 57,235 Moment 2 18,080 19,070 26.755 29.810 40.735 52,425 65,490 3/4" 4 16,890 1 17,730 24,215 26,805 36,095 46,180 57,600 6 36.085 46,170 57,595 8 45,470 56,715 Table 3 General Notes ■ Connection location refers to distance from face of bearing to centerline of connection,where d is the beam depth. Less than 5d refers to connections located less than five times the depth of the beam from the face of bearing. ■ Shear reduction has been taken in accordance with NDS 3.4.3.3. • All values shown are for 5'/4"widths. Multiply by 1.33 for 7"wide beams. ■ 9'/4" and 11'/4'TimberStrand°LSL are 1.3E grade, all other depths are 1.55E grade. Page 5 of 8 CONTACT US • 1.888.iLevel8 (1.888.453.8358) •www.iLevel.com AWeyerhaeuser,iLevel Microllam,Parallam TimberStrand and Trus Joist are registered trademarks and Forte is a trademark of Weyerhaeuser NR C 2010 Weyerhaeuser NR Company.All fights reserved. i • - TECHNICAL BULLETIN March 2010 TB-300 Connection Design Example Given the floor framing shown below, specify the necessary connections for the a 3-ply Microllam®LVL beam supporting a 2-ply Microl lame LVL beam on one side and floor joists from the other side. The floor joists apply a 500 plf load to the side of the beam while the 2-ply beam reaction is 5,000 lbs. See the following page for the solution. Brg• (Typ•) � , r • Additional 3-13/."x 14" Microllam'LVL Beam, Flush L\ Connection -- _----------_----------_- _---------- _----------- Required for Concentrated Face Mount Hanger with 5,000 lbs Reaction Load ----------------------------------------------------------------- 2- 1%"x14" Microllam®LVLT 14" Floor Joists @ 24"o.c., Typ. Beam, Flush ----------------------------------------------------- 4'-0" 15'-0" Partial Framing Plan Page 6 of 8 CONTACT US • 1.888.iLevel8(1.888.453.83581 -www.iLevel.com AWeyerhaeuser,il-evel,Microllam,Parallam,TimberStrand and Trus Joist are registered trademarks and Forte is a trademark of Weyerhaeuser NR.0 2010 Weyerhaeuser NR Company.All rights reserved. ■ TECHNICAL BULLETIN March 2010 by Weyerhaeuser Bulletin TB-300 Solution: ■ Use the Level Trus Joist®Beams, Headers, and Columns Specifier's Guide(#TJ-9000)to select a connection for the uniform loading. Multiple options exist that meets or exceed the 500 plf requirement: — 2 rows of'/2"diameter bolts at 16"on-center(570 plf) — 2 rows of USP WS35 wood screws at 16"on-center(540 plf)on each side of beam — 2 rows of SDS V x 3'/2'at 24"on-center(510 plf)on each side of beam — 2 rows of 5"TrussLok wood screws at 24"on-center(500 plf) ■ Determine what additional connection is needed for the concentrated load using the information in this Technical Bulletin: 1. Using Table 1,2A or 2B of this bulletin, locate the section for a 3-ply 1W member and face mount hanger. Again, multiple options exist that exceed the 5,000 Ib load requirement: — '/2'diameter bolts in a 6-bolt connection (6,300 lbs) — 16d(0.148"x 3'/:')sinker nails in an 18-nail connection (6,370 lbs) — 3Y2'WS wood screws in an 8-screw connection(5,740 lbs) — 3'/z"SDS wood screws in a 6-screw connection(6,120 lbs) — 3%"TrussLok wood screws in an 8-screw connection (6,410 lbs) Note that the allowable applied concentrated load is dependent upon the type of hanger used and 16d common nails must be used for face mount hanger installation to achieve the capacities shown. 2. If the bolted connection option is chosen, the 3-ply beam must be checked for the effect of the bolt holes from the 6-bolt connection. This task may be accomplished by utilizing the location analysis feature in Level software. Per the detail on page 4,the bolt holes will be located approximately V to either side of the concentrated load location. After inputting the span and load information,choose the two locations corresponding to the concentrated load location ('/_) 1'. Upon completion of the analysis, compare the calculated shear and moment for each of the two locations against the reduced allowable shear and moment capacities of the beam for the bolt pattern selected using Table 3 on page 5 of this bulletin. See the Forte®software output on the following page for results of this analysis. The 3-ply Microllam®LVL beam works for the given loading. Refer to the highlighted values for the results at both bolt locations(Von either side of the load). The highest calculated shear at either location is 6035 lbs. The highest calculated moment is 25,215 ft-lbs. The connection is less than 5d(48"< 14"*5=70")from the end of the member. From Table 3 of this bulletin,the reduced allowable shear for the 3-ply 14"Microllam®LVL beam with the 6 bolt pattern located less than 5d from the end of the member is 8,795 lbs while the reduced allowable moment is 31,905 ft-lbs. Therefore,the beam is acceptable with the 6 bolt connection. ■ Select the preferred options for both the uniform load connection along the length of the beam and the concentrated load connection at the hanger location and specify both on the drawings including information on fastener type, size, spacing and installation pattern as appropriate. Page 7 of 8 CONTACT US ■ 1.888.iLevel8(1.888.453.8358) ■www.iLevel.com AWeyerhaeuser,iLevel,Microllam,Parallam,TimberStrand and Trus Joist are registered trademarks and Forte is a trademark of Weyerhaeuser NR.0 2010 Weyerhaeuser NR Company.All rights reserved. -r0f% l-Jkllt% Al Mill 1 C-rlkl Forte MEMBER REPORT Level,Floor Flush Beam 3 PIECE(S) 1 3/4" x 14" 1.9E Microflam®R LVL PASSED t�veral length 15' ................---------------------- ............. ........................................................ ID All Dimensions are Horizontal:Drawing is Conceptual Design Results Actual Cb Location Allowed Result LDF System Floor Member Reaction(1s; 7595 @ 2- 7809 Passed(97%) -- Member Type Flush Beam Shear(lbs) 6837 Q V 5 112" 13965 Passed(49%) 11.0 Building Use Residential Moment(Ft-lbs) 25215 CD 4°11 718` 36387 Passed(69%) 1-0 Building Code:IBC ,Live Load Defl-(in) 4.356 @ 7'1 13(16- 0-489 Passed(U494) Design Methodology:ASD ITotal Load Defl.(in) 0.456 @ T 1 718- 0.733 Passed(Law) • Deflection criteria:LL(0360)and TL(0240). Design results assume a fully braced condition where all compression edges(top and bottom)are property braced to provide lateral stability. Bracing(Lu):All compression edges(top and bottom)must be braced at 13!15f16'o/c unless detailed otherwise-Proper attachment and positioning of lateral bracing is required to achieve member stability- Total Available Required Support Reactions(lbs) Accessories Supports Bearing Bearing Bearing Dead I Floor I Roof 1 Snow 1-Stud wall-Spruce Pine Fir 3,50, ISO' 3.40" 1641!5955 i 0!0 Blocking 2-Stud wall-Spruce Pine Fir 150' 3.50' 2.33' 1164 1 4045/0/0 Blockng - B'or::ipg Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. LoadsLocation Tributary Dead Floor Live Roof Live Snow Comments Width (0.40) (1.00) (non-snow-1.25) (1.15) 1-Unfiomi(PSF) It to 15' 1 100.6 400.0 3') 3 3 1 2-Point(lb) 4' N/A 1000 4090 0 C Shear(lbs) Moment(Ft—lbs) Comments Location Analysis Actual I Allowed I LDF Actual I Allowed I LDF 11-3' 603E,i 1396511.0 191661363871 1 Z BOLTS LEFT OF HANGER 12-5' 3911256910.9 2621513638711.0 BOLTS RIGHT OF HANGER Forte-Software Operator Job Notes 312512010 9:0211 AM iLeveM Forte""0.1 Design Engine:V4.8,0 I Page I of I Page 8 of 8 CONTACT US - 1.888.iLevel8 (1.888.453.8358) -www.iLevel.com 7= AWeyerhaeuser,il-evel,Microilam,Parallam,TimberStrand and Trus Joist are registered trademarks and Forte is a trademark of Weyerhaeuser NR.0 2010 Weyerhaeuser NR Company.All rights reserved.