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1764 MARITIME OAK DR - TRUSSES gm mg mit Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. Milek® a-- RE: 16156T0 - MiTek USA, Inc. 6904 Parke East Blvd. Site Information: Tampa,FL 33610-4115 Customer Info: Toll Brother's Project Name: . Model: The Captiva - Caribbean Lot/Block: 111 Subdivision: Atlantic Beach CC Address: 1746 Maritime Oak Drive, . City: Jacksonville State: FL Name Address and License#of Structural Engineer of Record, If there is one,for the building. Name: Lou Pontigo License #: 53311 Address: 420 Osceola Ave., . City: Jacksonville Beach State: FL General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC20171TP12014 Design Program: MiTek 20/20 8.2 Wind Code: ASCE 7-10 Wind Speed: 130 mph Roof Load: 40.0 psf Floor Load: N/A psf This package includes 59 individual, Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Seal# Truss Name `Date No.sS x695181 Truss Name Date 1 T14695164 HJ04 PB03 17/30/18 '2 j T14695165 I HJ14 _ 17/30/18 119 1114695182 PB04 7/30/18 3 1T14695166 j HJ24 1 7/30/18 120 1114695183 PB05 7/30/18 4 1714695167 J01 1 7/30/18 121 1114695184 PB06 7/30/18 5 1714695168 j J02 1 7/30/18 122 1114695185 T01 7/30/18 6 I Ti 46951691 J04 17/30/18 23 j T14695186 T02 7/30/18 7 T146951701J06 j 7/30/18 24 1714695187 T03 7/30/18 8 T14695171 1 J11 7/30/18 25 1714695188 T04 7/30/18 9 714695172 1 J12 7/30/18 26 (T14695189 T05 7/30/18 10 714695173 j J14 7/30/18 27 1T14695190 T06 7/30/18 11 T146951741 J16 7/30/18 28 j T14695191 T07 7/30/18 12 j T14695175 J21 1 7/30/18 29 1114695192 T08 7/30/18 13 I T14695176 J22 7/30/18 30. 1714695193 T09 7/30/18 14 T14695177J24 7/30/18 31 1714695194T10 7/30/18 15 T146951781 J26 7/30/18 32 1T14695195 T11 7/30/18 16 i 114695179 PB01 7/30/18 33 .1114695196 T12 7/30/18 17 1114695180 PB02 7/30/18 34 1T14695197 T13 7/30/18 oittimilit The truss drawing(s) referenced above have been prepared by MiTek `.." 0UIN VF<i,,' USA, Inc. under my direct supervision based on the parameters :�� J••� .0 E•N S�.•c''•,' provided by Building Component Supply. • Truss Design Engineer's Name: Velez, Joaquin ;* • No 68182 ;••* My license renewal date for the state of Florida is February 28, 2019. _ : * i/�� =ID: ,,III :cc-F, IMPORTANT NOTE: The seal on these truss component designs is a certification O'.•• STATE OF •:,LZi that the engineer named is licensed in the jurisdiction(s)identified and that the designs comply with ANSUTPI 1. These designs are based upon parameters i�,'��•:.L 0 R \O•. ` •• shown(e.g.,loads,supports,dimensions,shapes and design codes),which were iii SS' •....... •••• ••• ,&NI. given to MiTek. Any project specific information included is for MiTek's customers tI,,�O N A' \-`' file reference purpose only,and was not taken into account in the preparation of these designs. MiTek has not independently verified the applicability of the design Joaquin Velez PE No.68182 parameters or the designs for any particular building. Before use,the building designer Mrrek USA,Inc.FL Cert 6634 should verify applicability of design parameters and properly incorporate these designs 6904 Parke East Blvd.Tampa FL 33610 into the overall building design per ANSI/TPI 1,Chapter 2. Date: July 30,2018 Velez,Joaquin 1 of 2 RE: 16156T0 - Site Information: Customer Info: Toll Brother's Project Name: . Model: The Captiva - Caribbean Lot/Block: 111 Subdivision: Atlantic Beach CC Address: 1746 Maritime Oak Drive, . City: Jacksonville State: FL No. Seal# Truss Name Date 35 T14695198 T14 ' 7/30/18 36 T14695199 T15 7/30/18 37 7146952001 T16 7/30/18 38 T14695201 1 T17 7/30/18 39 714695202 I T18 7/30/18 40 7146952031 T19 7/30/18 41 Ti4695204 I T20 7/30/18 42 114695205 I T21 7/30/18 43 T146952061122 7/30/18 44 Ti4695207 I T23 7/30/18 45 Ti4695208 1 T24 7/30/18 46 T14695209 I T25 7/30/18 47 T146952101126 7/30/18 48 1146952111127 7/30/18 49 T14695212 T28 7/30/18 50 T146952131129 7/30/18 51 T146952141130 7/30/18 52 7146952151 V01 7/30/18 53 714695216 j V02 7/30/18 54 Ti4695217 I V03 7/30/18 55 7146952181 VO4 7/30/18 56 714695219 I V05 7/30/18 57 Ti4695220 I V06 7/30/18 58 T14695221 j V07 7/30/18 59 714695222 I V08 7/30/18 OFFICE COPY 2 of 2 Job Truss Truss Type Oty Ply T14695164 1615610 HJO4 Diagonal Hip Girder 1 1 Job Reference(optional) Building Component Supply, Jacksonville,FL-32256, 8.220 s May 24 2018 MiTek Industries,Inc. Mon Jul 30 10:55:09 2018 Page 1 I D:IxfZFgfmgC3xoYuk4ltAW Czj DJe-ppZtGige4giM R3yr8?21 Jo4BQmJ94QEfW wi8Q4ysugW 5-7-2 5-7-2 "Special"indicates special hanger(s)or other connection device(s)required at location(s) Scale=1:15.6 shown.The design/selection of such special connection device(s)is the responsibility of 2 others.This applies to all applicable truss designs in this job. 4.24 NY i NAILED Special 7 N 0 N N N 1 Y1 i� 8 3 3x6 I NAILED NAILED 4x5= 5-7-2 5-7-2 Plate Offsets(X,Y)-- (1:0-0-0,0-1-141,(1:0-1-13.0-5-111 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.36 Vert(LL) 0.09 3-6 >703 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.31 Vert(CT) -0.10 3-6 >681 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.00 Horz(CT) 0.02 1 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-MP Weight:19 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.1 TOP CHORD Structural wood sheathing directly applied or 5-7-2 oc purlins. BOT CHORD 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEDGE Left:2x4 SP No.3 REACTIONS. (lb/size) 2=147/Mechanical,3=83/Mechanical,1=230/0-4-3 Max Horz 1=80(LC 8) Max Uplift 2=-93(LC 8),3=-64(LC 8),1=-121(LC 8) Max Gray 2=147(LC 1),3=103(LC 3),1=230(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=5.0psf;BCDL=5.0psf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat. II;Exp C;End.,GCpi=0.18;MW FRS(directional);end vertical left exposed;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 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide w4)Refer ot etween the gi der(s)forottom truss to truss connd and ectionsother members. ,```.0011111i/1i."'Ii 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)2,3 except(jt=lb) `•% OP`• 46 �j� 1=121. e �.•••�GE•NS•• '. 6)"NAILED"indicates 3-10d(0.148"x3")or 2-12d(0.148"x3.25")toe-nails per NDS guidlines. V 6'..•• . • 7)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). No 68182 • LOAD CASE(S) Standard *• * • 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) 7.-13 1 �/� CC Vert:1-2=-60,3-4=-20 Concentrated Loads(Ib) • <U: Vert:8=-17(F=-8,B=-10) �iT• ;C 4 / C°•••;••\ ,� iiiiiiiitio- Joaquin Velez PE No.68182 MITek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: July 30,2018 a WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE 111-7473 rev.10,0312015 BEFORE USE. Design valid for use only with MITek®connectors.This design Is based only upon parameters shown,and Is for an individual building component,not . a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Iladng 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,seeANSJ/Pit Quality Climb.05849 and. 11 luldbtg Component 6904 Parke East Blvd. Stylflbrmaflpnrvoilable Corn Truss Plate Institute,218 N.Lee Street.Sulle 312.Alexandria.VA 22314. Tampa.FL 33610 , _ r Job Truss Truss Type iety Ply I T14695165 16156TO HJ14 Diagonal Hip Girder 1 1 I Job Reference(optional) Building Component Supply, Jacksonville,FL-32256, 8.220 s May 24 2018 MiTek Industries,Inc. Mon Jul 30 10:55:10 2018 Page 1 I D:Ix(ZFgfmgC3xoYuk4lfAW CzjDJe-H?7GU2hGrzgD3DX1 ijZGs?cMA9fOpsUolaR iyXysugV 5-7-2 5-7-2 Scale=1:16.5 2 4.24 12 NAILED Special 7 N N d d i / B 3 NAILED NAILED 4x5= 3x6 II 5-7-2 5-7-2 Plate Offsets(X,Y)-- 11:0-0-0,0-1-14),11:0-1-13,0-5-11] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.36 Vert(LL) 0.06 3-6 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.31 Vert(CT) -0.10 3-6 >681 180 BCLL 0.0 • Rep Stress Incr NO WB 0.00 Horz(CT) 0.02 1 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-MP Weight:19 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.1 TOP CHORD Structural wood sheathing directly applied or 5-7-2 oc purlins. BOT CHORD 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEDGE Left:2x4 SP No.3 REACTIONS. (lb/size) 2=147/Mechanical,3=83/Mechanical,1=230/0-7-0 Max Horz 1=80(LC 8) Max Uplift 2=-83(LC 8),3=-8(LC 8),1=-54(LC 8) Max Gray 2=147(LC 1),3=103(LC 3),1=230(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=5.Opsf;BCDL=5.Opsf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat. II;Exp C;End.,GCpi=0.18;MW FRS(directional);end vertical left 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 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4)Refer to girder(s)for truss to truss connections. ,`��% ISgg, 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)2,3,1. `•‘� QU N VF j• 6)"NAILED"indicates 3-10d(0.148"x3")or 2-12d(0.148"x3.25")toe-nails per NDS guidlines. •l Or-•....•... � - 'jam 7)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). �� , .•'�G E N S+'' i. • LOAD CASE(S) Standard NO 68182 0 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-2=-60,3-4=-20 — • •4 • Concentrated Loads(Ib) r :cr Vert:8=-17(F=-8,B=-10) •• STA OF :41 • %D,n�s.c• I R ,Op. $\ Joaquin Velez PE No.68182 MiTek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: July 30,2018 6 t WARNWG-Vestry design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE AM-7473 rev.1GV3/2015 BEFORE USE. Design valid for use only with Mllek®connectors.INs design Is based only upon parameters shown,and Is for an Ir lvldual bulding 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 stabiily and to prevent collapse with possible personal injury and property damage. For general guidance regading the fabrication.storage,delivery,erection and bracing of trusses and truss systems.seeAN31/IPII Ouamy Crhlla,05849 and BCS/Mang Component 6904 Parke East Btad. Satetyrdblma/tonavdlable from truss Plate Institute.218 N.Lee Street.Suite 312,Alexandria.VA 22:114. Tampa.FL 33610 r Job Truss Truss Type 6ty Ply T14695166 16156T0 HJ24 Diagonal Hip Girder 1 1 Job Reference(optional) Building Component Supply, Jacksonville,FL-32256, 8.220 S May 24 2018 MiTek Industries,Inc. Mon Jul 30 10:55:10 2018 Page 1 I D:Ixf ZFgfmgC3xoYuk4lfAW Czj DJe-H?7GU2hGrzgD3DX1 ij2Gs?cD W 9bGpsUolaRiyXysugV 5-7-2 5-7-2 4.24 112 Scale=1:32.9 2, Special NAILED 5 4x5 11 1 010 N N 4" 6 4 NAILED 3 4x5 NAILED 5-7-2 5-6-12 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.92 Vert(LL) 0.22 3-4 >288 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.57 Vert(CT) 0.20 3-4 >320 180 BCLL 0.0 ' Rep Stress incr NO WB 0.00 Horz(CT) -0.67 2 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-MR Weight:22 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.1 TOP CHORD Structural wood sheathing directly applied or 5-7-2 oc purlins, BOT CHORD 2x4 SP No.1 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=217/0-7-0,2=155/Mechanical,3=62/Mechanical Max Horz 4=186(LC 8) Max Uplift 4=-i76(LC 4),2=-187(LC 8),3=-117(LC 8) Max Gray 4=309(LC 27),2=189(LC 25),3=152(LC 19) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=5.0psf;BCDL=5.0psf;h=25ft;B=45ft;L=24tt;eave=4ft;Cat. II;Exp C;End.,GCpi=0.18;MWFRS(directional);end vertical left 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 lb uplift at joint(s)except(jt=lb) 4=176,2=187,3=117. _01111111/gip 6)"NAILED"indicates 3-10d(0.148'x3")or 2-12d(0.148"x3.25")toe-nails per NDS guidlines. ,•tis QUIN 1,/6•111j� • 7)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). ``�� QP\GENS ' i 0 LOAD CASE(S) Standard ' v �•�'. 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 N O 68182 • Uniform Loads(plf) Vert:1-2=-60,3-4=-20 Concentrated Loads(lb) • • r,. • Vert:6=-2(F=-1,B=-1) x'17 0: S Vi NT: OF :44LJ es; ✓flllll� Joaquin Velez PE No.68182 MITek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: July 30,2018 i 0 WARNING-VerHy design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MI-7473 rev.101)32015 BEFORE USE. Design valid for use only with MiTek,rs connectors.this design is based only upon parameters shown,and is for an individual bulding 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 bulding 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.seeA S1/1p11 QuaYy C,Hda,05149 and BCSI Bulldhig Component 6904 Parke East Blvd. Safety idoimallommiloble from truss Plate Institute,218 N.Lee Street,Suite 312,AJexandrka,VA 22314. Tampa.FL 33610 Job Truss Truss Type aty Ply I T14695167 16156T0 J01 Corner Jack 1 1 IJob Reference(optional) Building Component Supply, Jacksonville,FL-32256, 8.220 s May 24 2018 MiTek Industries,Inc. Mon Jul 30 10:55:11 2018 Page 1 ID:IxfZFgfmgC3xoYuk4lfAW CzjDJe-IBhehOiucHy4hM6DFQ4VOD9cvZ2iYJky_EBFVzysugU 2-1-1 I 2-1-1 Scale=1:10.6 2 6.00 12 �� 1 � 0 3 3x6 II 3x4= 2-1-1 I 2-1-1 Plate Offsets(X,Y)-- LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.04 Vert(LL) 0.00 6 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.04 Vert(CT) -0.00 6 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 2 rVa n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-MP Weight:7 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.1 TOP CHORD Structural wood sheathing directly applied or 2-1-1 oc purlins. BOT CHORD 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEDGE Left:2x4 SP No.3 REACTIONS. (lb/size) 2=48/Mechanical,3=27/Mechanical,1=76/0-3-8 Max Horz 1=38(LC 12) Max Uplift 2=-37(LC 12),3=-25(LC 12),1=-33(LC 12) Max Gray 2=48(LC 1),3=35(LC 3),1=76(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=5.0psf;BCDL=5.0psf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat. 11;Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)zone;end vertical left 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 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 t tween ttom d and 4)Refer oegi der(s)forotru s to trruss onnectionsother members. ,,`` Qv 1 N V� , 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)2,3,1. •‘ Or-••\*E•N S••��• i No 68182 • • *: • ry r • aL Z • ST OF ` r • r •�d' +O • N A�EvJ •� Joaquin Velez PE No.68182 MiTek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: July 30,2018 0 WARNING-Verily design parameters end READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/032015 BEFORE USE m ilDesign valid for use only with MITeka connectors.this design is based only upon parameters shown,and is for an Individual building component,not a truss system.Before use,the hiding designer must verify the applicability of design parameters and property Incorporate this design into the overall balding design. Racing indicated is to prevent buckling of individual truss web and/or chord members only. Additorxal temporary and permanent bracing MiTek. is always required to 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-ANSI/MI Quality Camel.DSB49 and RCS/Beading Component 6904 Parke East Blvd. Safety intplmaRogrvaliatie horn Truss Plate Institute.218 N.Lee Street.Suite 312.Alexandria.VA 22314. Tampa.FL 33610 Job (Truss Truss Type (Sty Ply T14695168 16156T0 1J02 Corner Jack 1 1 Job Reference(optional) Building Component Supply, Jacksonville,FL-32256, 8.220 s May 24 2018 MiTek Industries,Inc. Mon Jul 30 10:55:12 2018 Page 1 I D:IxtZFgfmgC3xoYuk4lfAW Czj DJe-DOEOvkj W Nb4xl W hPp8bkXQinjzOtHm_5Duwo 1 PysuqT 1-10-15 1-10-15 Scale=1:10.6 2 6.00 I12 W 1 3x6 I 3x4= 3 1-10-15 1-10-15 Plate Offsets(X,Y)-- LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.04 Vert(LL) 0.00 6 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.05 Vert(CT) -0.00 6 >999 180 BCLL 0.0 * Rep Stress[nor YES WB 0.00 Horz(CT) -0.00 2 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-MP Weight:7 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.1 TOP CHORD Structural wood sheathing directly applied or 1-10-15 oc purlins. BOT CHORD 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEDGE Left:2x4 SP No.3 REACTIONS. (lb/size) 2=47/Mechanical,3=29/Mechanical,1=76/0-3-8 Max Horz 1=39(LC 12) Max Uplift 2=-36(LC 12),3=-26(LC 12),1=-32(LC 12) Max Gray 2=47(LC 1),3=34(LC 3),1=76(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=5.Opsf;BCDL=5.Opsf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat. ll;Exp C;End.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)zone;end vertical left 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 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 4)Refer ot etween gi der(s)forottom tru s too trd and uss onnectionsother members. ,`,,.011111111111.li, 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)2,3,1. `�•`,Or-\GEN••b. < � ° • \eS • • •• - • No 68182 ' F �: ▪ •▪� c(:**,1 /40 NRA‘Lo,:tir: 41: ST OF : Joaquin Velez PE No.68182 MITek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: July 30,2018 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 501-7473 rev.10W32015 BEFORE USE. Design valid for use only with MiTek®connectors.'this design Is based only upon parameters shown,and Is for an Individual building component,not a truss system.Before use,the building designer must verity the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing M iTe k • is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication.storage,delivery.erection and bracing of trusses and truss systems,seeANSI/IPII Quail),Criteria,05849 and SCSI Sinding Component 6904 Parke East Blvd. Safety Intemratbprvallable from Truss Rate Institute,218 N.Lee Street,Suite 312.Alexandria,VA 22314. Tampa.FL 33610 Job Truss (Truss Type r I oty Ply 1 T14695169 16156T0 J04 Jack-Open 1 j Job Reference(optional) Building Component Supply, Jacksonville,FL-322516, 8.220 s May 24 2018 MiTek Industries,Inc. Mon Jul 30 10:55:12 2018 Page 1 ID:IxfZFgfmgC3xoYuk4lfAW CzjDJe-DOEOvkjW Nb4xI W hPp8bkxQik7zLNHm_5Duwo1 PysugT 4-0-0 I 4-0-0 Scale=1:15.8 2 1 6.00 12 7 0 h N N N 1 3 3x5 11 4-0-0 4-0-0 Plate Offsets(X,Y)-- (1:0-0-3,0-0-71,(1:0-0-7,0-5-8(,(1:0-2-8,0-0-71 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.21 Vert(LL) 0.04 3-6 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.21 Vert(CT) 0.03 3-6 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.01 2 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-MP Weight:14 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.1 TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins. BOT CHORD 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEDGE Left:2x4 SP No.3 REACTIONS. (lb/size) 2=102/Mechanical,3=55/Mechanical,1=158/0-3-8 Max Horz 1=81(LC 12) Max Uplift 2=-75(LC 12),3=-48(LC 12),1=-71(LC 12) Max Gray 2=102(LC 1),3=73(LC 3),1=158(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=5.0psf;BCDL=5.Opsf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat. II;Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-0-0 to 3-0-0,Interior(1)3-0-0 to 3-11-4 zone;end vertical left 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 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)'This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide ,001111111.1._' will fit between the bottom chord and any other members. `•% b.QUIN f,/� i,� 4)Refer to girder(s)for truss to truss connections. ``N Or-, �� �• 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)2,3,1. • `� ,..�\G E N S�. 'r •••• No 68182 13 :�= �.' s. OF .� T�.�'- O R ,�P.:\\S "iiiiiiiist- Joaquin Velez PE No.68182 MIT*USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: July 30,2018 V WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED M(TEK REFERANCE PAGE Ml-7473 rev.10/032015 BEFORE USE. MI Design valid for use only with MiTek®connectors.this design k based only upon parameters shown,and Is for an k'rdwidual balding component not a truss system.Before use,the building designer must vedfy 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 Mile k. is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems.seeANSI//pli Qua/ly C,t.da,05849 and ACS/BuMlnp Component 6904 Parke East Blvd. Safely AVarnaAonavallable from Truss Plate Institute-218 N.Lee Street-Suite 312,Alexandrkr.VA 22314. Tampa.FL 33610 Job Truss Truss Type Qty Ply T14695170 16156TO J06 Jack-Open 12 1 Job Reference(optional) Building Component Supply, Jacksonville,FL-32256, 8.220 s May 24 2018 MiTek Industries,Inc. Mon Jul 30 10:55:13 2018 Page 1 I D:IxfZFgfmgC 3xoYuk4ltAW Czj DJ e-iaoO64j98uCowgGc Nr6zTeErHNdjOD EFRYgMZrysugS 6-0-0 6-0-0 Scale=1:20.6 2 6.00 TIT 8 0 N m 7 1 3x5 II 3 6-0-0 6-0-0 Plate Offsets(X,Y)-- LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.50 Vert(LL) 0.19 3-6 >374 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.46 Vert(CT) 0.16 3-6 >455 180 BCLL 0.0 * Rep Stress Incr YES WB 0.00 Horz(CT) -0.03 2 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-MP Weight:20 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.1 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEDGE Left:2x4 SP No.3 REACTIONS. (lb/size) 2=157/Mechanical,3=81/Mechanical,1=238/0-3-8 Max Horz 1=122(LC 12) Max Uplift 2=-113(LC 12),3=-70(LC 12),1=-110(LC 12) Max Gray 2=157(LC 1),3=111(LC 3),1=238(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Wind:ASCE 7-10;VuIt=130mph(3-second gust)Vasd=101mph;TCDL=5.0psf;BCDL=5.Opsf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat. II;Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-0-0 to 3-0-0,Interior(1)3-0-0 to 5-11-4 zone;end vertical left 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 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)`This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide x%%111111111, will fit between the bottom chord and any other members. %%•%‘‘ QUI N V tj 4)Refer to girder(s)for truss to truss connections. ♦ 'ice 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)3 except(jt=Ib) ••% ,,.� ***Ns•.. '. 2=113,1=110. •• No 68182 s� : . SOF :14/ 1.O . • Tk *� 4 . R ,O \- •S � Joaquin Velez PE No.68182 MiTek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: July 30,2018 0 WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE AN-7473 ray.1013/2015 BEFORE USE Design valid for use oNy with MiTek®connectors.This design Is based only upon parameters shown,and Is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek Is always required tor stability and to prevent collapse with possible personal Injury and property damage. For general guidarx;e regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANS//TPII Cually Crf do,05819 and SCSI Duldhg Component 6904 Parke East Blvd. Safety hformaIIanavoaable from Truss Plate Institute.218 N.Lee Street.Suite 312.Alexandria.VA 22314. Tampa,FL 33610 Job Truss Truss Type dty Ply T14695171 16156T0 J11 Corner Jack 1 1 Job Reference(optional) Building Component Supply, Jacksonville,FL-32256, 8.220 s May 24 2018 MiTek Industries,Inc. Mon Jul 30 10:55:14 2018 Page 1 I D:IxfZFgfmgC3xoYuk4lfAW CzjDJe-AmMmJPknvCKfYgroxYeCOrn7Rn4algTOgCPv5lysugR 2-1-1 2-1-1 Scale=1:10.6 6.00 12 2 1 ' o 3 3x4= 3x6 I1 2-1-1 2-1-1 Plate Offsets(X,Y)-- [1:0-0-0,0-1-51,11:0-1-9,0-4-01 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.03 Vert(LL) -0.00 6 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.03 Vert(CT) -0.00 6 >999 180 BCLL 0.0 * Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 2 n/a n/a i BCDL 10.0 Code FBC2017/TP12014 Matrix-MP Weight:7 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.1 TOP CHORD Structural wood sheathing directly applied or 2-1-1 oc purlins. BOT CHORD 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEDGE Left:2x4 SP No.3 REACTIONS. (lb/size) 2=48/Mechanical,3=27/Mechanical,1=76/0-5-8 Max Horz 1=38(LC 12) Max Uplift 2=-30(LC 12),3=-3(LC 12),1=-5(LC 12) Max Gray 2=48(LC 1),3=35(LC 3),1=76(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=5.0psf;BCDL=5.0psf;h=25ft;B=45ft;L=24ft;eave=4ft Cat. II;Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)zone;end vertical left 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 psi bottom chord live load nonconcurrent with any other live loads. 3)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide 4)will Refer to git reen the rder s forohu s to om chord u trussd any other connections.members. ,0U1N //,, girder(s) ��%‘" pUIN VF< �• 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)2,3,1. � C)*'. \CEN.......,�•F�•• • •••�' S�• •• 'i No 68182 =13. /li: Q; 0.. S p=) OF :AL1 Z. �, c� O R ,O0. \ ,• �� • Joaquin Velez PE No.68182 MITek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: July 30,2018 V WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE M&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 kndivldual building component not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iTe k' Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication.storage.delivery,erection and bracing of trusses and truss systems.seeANS&IIPII QuaNyCM11a,D$B-89 and Bat luldhp Component 6904 Parke East Blvd. Safely Ihfomvallenavallable horn Truss Plate institute.218 N.Lee Street,Suite 312.Alexandria.VA 22314. Tampa.FL 33610 I Job Truss Truss Type dty Ply T14695172 16156TO 'J12 Corner Jack 1 1 Job Reference(optional) Building Component Supply, Jacksonville,FL-32256, 8.220 s May 24 2018 MiTek Industries,Inc. Mon Jul 30 10:55:14 2018 Page 1 I D:IxfZFgfmgC3xoYuk4lfAW Czj DJe-AmMmJPknvCKfYgroxYeCOrn7Rn4XIgTOgC Pv5lysugR 1-10-15 1-10-15 Scale=1:10.6 6.00 2 12 m � 1 3x4= 3 3x6 I 1-10-15 I 1-10-15 Plate Offsets(X,Y)-- LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.03 Vert(LL) -0.00 6 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.04 Vert(CT) -0.00 6 >999 180 BCLL 0.0 ' Rep Stress Ina YES WB 0.00 Horz(CT) -0.00 2 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-MP Weight:7 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.1 TOP CHORD Structural wood sheathing directly applied or 1-10-15 oc purlins. BOT CHORD 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEDGE Left:2x4 SP No.3 REACTIONS. (lb/size) 2=47/Mechanical,3=29/Mechanical,1=76/0-5-8 Max Horz 1=39(LC 12) Max Uplift 2=-30(LC 12),3=-5(LC 12),1=-5(LC 12) Max Gray 2=47(LC 1),3=34(LC 3),1=76(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=5.0psf;BCDL=5.0psf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat. II;Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)zone;end vertical left 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 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will 4)Refer ot etween the gi der(s)forotru s toom ord trussibd any other onnectionsmembers. ,```` .011111111h.•//, 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)2,3,1. N .0 ' • . E N • � •'� Ns ''. • No 68182 •:13 ,3S/0**-1N1LC):, 0014/Cr::::. Joaquin Velez PE No.68182 MIT*USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: July 30,2018 � 1 0 WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MTTEK REFERANCE PAGE MII-7473 rev.10/0312015 BEFORE USE. Design valid for use only with Mitek®connectors.This design Is based only upon parameters shown.and Is for en ttdlviduai handing 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 arid 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.seeASIWIPIr CualDyCtfeda,DSI-89 and RCN Building Component 6904 Parke East Blvd. Safety Wonnadotr valtabie from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria.VA 22314. Tampa.FL 33610 Job Truss Truss Type 'City Ply 714695173 16156T0 J14 Jack-Open 11 1 I Job Reference(optional) Building Component Supply, Jacksonville,FL-32256, 8.220 s May 24 2018 MiTek Industries,Inc. Mon Jul 30 10:55:15 2018 Page 1 ID:IxlZ FgfmgC3xoYuk4lfAW Czj DJe-ezw8Xll Pg W S W 9_Q_UG9RZ3KGEAOiU7jYvs9TekysugQ 4-0-0 4-0-0 Scale=1:15.8 2 1 6.00 12 7 0 (..1 1 i I ' ✓/ 3 3x4= 3x6 11 4-0-0 4-0-0 Plate Offsets(X,Y)-- )1:0-0-0,0-1-5],]1:0-1-9,0-4-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.15 Vert(LL) 0.02 3-6 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.17 Vert(CT) -0.02 3-6 >999 180 BCLL 0.0 * Rep Stress Incr YES WB 0.00 Horz(CT) -0.01 2 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-MP Weight:14 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.1 TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins. BOT CHORD 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEDGE Left:2x4 SP No.3 REACTIONS. (lb/size) 2=102/Mechanical,3=55/Mechanical,1=158/0-5-8 Max Horz 1=81(LC 12) Max Uplift 2=-65(LC 12),3=-2(LC 12),1=-16(LC 12) Max Gray 2=102(LC 1),3=73(LC 3),1=158(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vutt=130mph(3-second gust)Vasd=101mph;TCDL=5.Opsf;BCDL=5.Opsf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat. II;Exp C;End.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-0-0 to 3-0-0,Interior(1)3-0-0 to 3-11-4 zone;end vertical left 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 4) will between the obottom truss chord and oany othertmembers. .011111111111 to girder(s) `�•‘%1 P0,U I N VFX 11i 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)2,3,1. � � \GEN • ��♦♦ V • .4 • No 68182 S OF :u c<`."c`- 0 RX ♦'1115 ONA� it- Joaquin Velez PE No.68182 MRek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: July 30,2018 � r 0 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE*11.7473 rev.10/133/2015 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,seeANS1/IPII Quarry Crhrra,DSB 89 and BCSI Balding Compon.nt 6904 Parke East Blvd. Safety Into maBppvoilabie from Truss Plate Institute.218 N.Lee Street.Suite 312,Alexandria.VA 2231.1. Tampa,FL 33610 Job Truss Truss Type r I Ory Ply I T14695174 16156T0 J16 Jack-Open 5 1 Job Reference(optional) Building Component Supply, Jacksonville,FL-32256, 8.220 s May 24 2018 MiTek Industries,Inc. Mon Jul 30 10:55:16 2018 Page 1 ID:IxfZFgfmgC3xoYuk4lfAWCzjDJe-69UXk5m1 RpaMn8?B2zgg5GsNWahEDazh7Wu0AAysugP 6-0-0 6-0-0 Scale=1:20.6 J 2 'l 6.00 12 8 4 r Nb 7 1 d NA `` q ,I 3 3x5 II 6-0-0 6-0-0 Plate Offsets(X,Y)-- 11:0-0-3,0-0-71,[1:0-0-7,0-5-81,[1:0-2-4,0-0-11] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) bidet! Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.37 Vert(LL) 0.09 3-6 >805 240 MT20 244/190 TCDL 10.0 I Lumber DOL 1.25 BC 0.34 Vert(CT) -0.12 3-6 >597 180 BCLL 0.0 * Rep Stress Incr YES WB 0.00 Horz(CT) 0.02 1 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-MP Weight:20 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.1 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEDGE Left:2x4 SP No.3 REACTIONS. (lb/size) 2=157/Mechanical,3=81/Mechanical,1=238/0-5-8 Max Horz 1=122(LC 12) Max Uplift 2=-100(LC 12),1=-26(LC 12) Max Gray 2=157(LC 1),3=111(LC 3),1=238(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=5.0psf;BCDL=5.0psf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat. II;Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-0-0 to 3-0-0,Interior(1)3-0-0 to 5-11-4 zone;end vertical left 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 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. ``.0% 111111111, 4)Refer to girder(s)for truss to truss connections. ,`1t P00 N V I/ 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)2,1. ,`� ,�.��G 'N �•i� V S$•• ''i : No 68182 =-oi 1,,/ 'cr_ %', A.A •F :J Oo 4\ Z .• k oP.; *.:. Joaquin Velez PE No.68182 MIT*USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: July 30,2018 0 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE Design valid for use only with 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{xoperiy 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 possble personal k41y and property damage. For general guidance regarding the fabrication.storage,delivery.erection and bracing of trusses and truss systems.seeANSI/lPtl Quay CmIk7.DSS-89 and BCS/Suldhsg Component 6904 Parke East Blvd. Safely fbdosmallonlvdiable from Truss Plate Institute.218 N.Lee Street.Suite 312,Alexanckla.VA 22314. Tanya,FL 33610 Job Truss Truss Type Oty Ply T14695175 16156T0 J21 Corner Jack 1 1 Job Reference(optional) Building Component Supply, Jacksonville,FL-32256, 8.220 s May 24 2018 MiTek Industries,Inc. Mon Jul 30 10:55:16 2018 Page 1 ID:IxfZFgfmgC3xoYuk4lfAWCzjDJe-69UXk5m1 RpaMn8?B2zgg5GsLCahgDazh7Wu0AAysugP 2-1-1 2-1-1 6.00 FIT Scale=1:26.1 2 4x5 110001110�1 I 111. 4 3 5x10 MT2OHS I 2-1-1 2-1-1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.46 Vert(LL) 0.01 3-4 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.37 Vert(CT) -0.01 3-4 >999 180 MT2OHS 187/143 BCLL 0.0 • Rep Stress Incr YES WB 0.00 Horz(CT) -0.15 2 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-MR Weight:11 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.1 TOP CHORD Structural wood sheathing directly applied or 2-1-1 oc purlins, BOT CHORD 2x4 SP No.1 except end verticals. WEBS 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=70/0-5-8,2=50/Mechanical,3=20/Mechanical Max Horz 4=143(LC 12) Max Uplift 4=-85(LC 10),2=-108(LC 12),3=83(LC 12) Max Gray 4=157(LC 12),2=89(LC 17),3=93(LC 10) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=l30mph(3-second gust)Vasd=101mph;TCDL=5.0psf;BCDL=5.Opsf;h=25ft;B=45f;L=24ft;eave=4ft;Cat. II;Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)zone;end vertical left exposed;C-C for members and forces& MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)All plates are MT20 plates unless otherwise indicated. 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. Refer to truss to truss 5) cfor connections. 01111111.11. 6) t Provide mechanical connection(byothers)of truss to bearing plate capable of withstanding100 lb uplift at joint(s)4,3 except(jt=lb) •%1QUIN velt,le2=108. •``pP • F ••\GENS � l• • No 68182 • OF0.:��� SS %• ��NA1-� %% Joaquin Velez PE No.68182 MITek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: July 30,2018 6 1 0 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MA-7473 rev.10/03/2015 BEFORE USE. hut 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 Mile k is always required for stability and to prevent coliapse with possble personal injury and property damage. For general guidance regarding the fabrication.storage.delivery,erection and bracing of trusses and truss systems.seeANS1/IP11 Caalfy Citeda,DSS-89 and SCSI Building Component 6904 Parke East Blvd. Safety►da nattomvallable from Truss Plate Institute,218 N.Lee Sheet.Suite 312,Alexandria.VA 22314. Tampa.FL 33610 Job Truss Truss Type (Sty Ply T14695176 16156T0 J22 Corner Jack 1 1 Job Reference(optional) Building Component Supply, Jacksonville,FL-32256, 8.220 s May 24 2018 MiTek Industries,Inc. Mon Jul 30 10:55:17 2018 Page 1 ID:IxfZFgfmgC3xoYuk4lfAWCzjDJe-aL2vyRmfC7iDPHZNchBveUPWn_Ozy1 DgMAeZidysugO 1-10-15 1-10-15 6.00112 Scale=1:26.2 2 4.5 11 .4/11 °F aD co ►t ►.t 4 3 5x10 MT20HS 1-10-15 1-10-15 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.47 Vert(LL) 0.01 3-4 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.37 Vert(CT) 0.01 3-4 >999 180 MT2OHS 187/143 BCLL 0.0 * Rep Stress Incr YES WB 0.00 Horz(CT) -0.15 2 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-MR Weight:11 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.1 TOP CHORD Structural wood sheathing directly applied or 1-10-15 oc purlins, BOT CHORD 2x4 SP No.1 except end verticals. WEBS 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=70/0-5-8,2=51/Mechanical,3=19/Mechanical Max Horz 4=144(LC 12) Max Uplift 4=-89(LC 10),2=107(LC 12),3=-93(LC 12) Max Gray 4=162(LC 12),2=88(LC 17),3=98(LC 10) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=5.0psf;BCDL=5.0pst;h=25tt;B=45ft;L=24ft;eave=4ft;Cat. II;Exp C;End.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)zone;end vertical left exposed;C-C for members and forces& MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)All plates are MT20 plates unless otherwise indicated. 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. Refer to girder(s) truss 5) Provide mechanicalrconnection b connections. others)of truss to bearingplate capable of withstanding100 lb uplift at joints 4,3 except(jt=lb) %%x,`„111 ,ll 6) #1 2=107. •NS 0 •• •... . % ••V\G S6'•. No 68182 *: :* :131 40 t :c •,'1i�`S�•........N A Joaquin Velez PE No.68182 MIT*USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: July 30,2018 � _ f A WARNING-Verily design parameters end READ NOTES ON THIS AND INCLUDED M?EK REFERANCE PAGE MH-7473 rev.10,03/2015 BEFORE USE tall Design valid for use only with MITek®connectors.This design is based only upon parameters shown,and is for an Indivkkwl 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 MiTek. Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the 6904 Parke East Blvd. fabrication.storage,delivery,erection and bracing of trusses and truss systems.seeAN31/IPII Quay Cdteda,DSD-d9 and SCSI Wldhp Component Safety h/onnattoaw stable from Truss Plate Institute.218 N.Lee Street.Suite 312.Alexandria,VA 22314. Tampa.FL 33610 Job Truss Truss Type bty Ply I T14695177 16156T0 J24 Jack-Open 1 1 Job Reference(optional) Building Component Supply, Jacksonville,FL-32256, 8.220 s May 24 2018 MiTek Industries,Inc. Mon Jul 30 10:55:17 2018 Page 1 I D:IxfZFgfmgC3xoYuk4lfAW Czj DJe-aL2vyRmfC7i DPHZNchBveUPW I_xJy 1 DgMAeZidysugO 4-0-0 4-0-0 6.00 12 2 Scale=1:31.2 5 `I 3x5 1 I 0 r rn r uN N `I J - 4 3 4x6= 4-0-0 4-0-0 I Plate Offsets(X,Y)-- (4:0-0-4,0-2-0) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.47 Vert(LL) 0.06 3-4 >723 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.67 Vert(CT) 0.06 3-4 >786 180 BCLL 0.0 * Rep Stress Incr YES WB 0.00 Horz(CT) -0.33 2 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-MR Weight:20 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.1 TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins, BOT CHORD 2x4 SP No.1 except end verticals. WEBS 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=148/0-5-8,2=104/Mechanical,3=45/Mechanical Max Horz 4=186(LC 12) Max Uplift 2=-123(LC 12),3=-55(LC 12) Max Gray 4=150(LC 19),2=126(LC 17),3=80(LC 10) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=5.Opsf;BCDL=5.0psf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat. II;Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-2-12 to 3-2-12,Interior(1)3-2-12 to 3-11-4 zone;end vertical left 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) truss to truss ons. 5)Provide mechanical rconnection(byothers) truss to bearingplate capable of withstanding100 lb uplift at joint(s)3 except t=Ib ��%,`,""t •1�/,�•••� ) P P PG ) bS PptUIN .. 2=123. *.NS �•• GENS %• • •\'\ • i • No 68182 • *: :* = _ CC Z Ski OF :u • ••'`s ON AL ti 0%% Joaquin Velez PE No.68182 MiTek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: July 30,2018 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIl-7473 rev.10/03/20/5 BEFORE USE hi 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 kilo the overall building design. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members oily. Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal Injury and properly damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems.seeANSI/1PI1 Quality Crhla,DSB-49 and BCS1 euldtrrg Component 6904 Parke East Bbd. Safety Bdo/mattolrivdiabie from Truss Plate institute.218 N.Lee Street.Suite 312,Alexandria.VA 22.314. Tarrpa,FL 33610 Job Truss Truss Type , Qty Ply T14695178 16156T0 J26 Jack-Open 8 1 I Job Reference(optional) Building Component Supply, Jacksonville,FL-32256, 8.220 s May 24 2018 MiTek Industries,Inc. Mon Jul 30 10:55:18 2018 Page 1 I D:IxfZFgf mgC3xoYuk4lf AW Czj DJe-2YcH9nnHzRg40R8ZAOi8AhyciOCthUT_bgN7E3ysugN 6-0-0 6-0-0 Scale=1:37.2 2 l 6.00 12 II 6 5 3x5 1 0 N co I A 4 3 5x10 MT2OHS= 6-0-0 I 6-0-0 Plate Offsets(X,Y)-- 14:0-0-0,0-2-41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/dell L/d PLATES GRIP TCLL 20.0 j Plate Grip DOL 1.25 TC 0.78 Vert(LL) 0.20 3-4 >349 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.97 Vert(CT) 0.17 3-4 >406 180 MT2OHS 187/143 BCLL 0.0 ` Rep Stress Incr YES WB 0.00 Horz(CT) -0.68 2 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-MR Weight:27 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.1 TOP CHORD Structural wood sheathing directly applied or 5-8-6 oc purlins, BOT CHORD 2x4 SP No.1 except end verticals. WEBS 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied. REACTIONS. (lb/size) 4=228/0-5-8,2=159/Mechanical,3=70/Mechanical Max Horz 4=227(LC 12) Max Uplift 2=-150(LC 12),3=-41(LC 12) Max Gray 4=228(LC 1),2=174(LC 17),3=109(LC 3) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=5.Opsf;BCDL=5.0psf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat. II;Exp C;End.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-2-12 to 3-2-12,Interior(1)3-2-12 to 5-11-4 zone;end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)All plates are MT20 plates unless otherwise indicated. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will 5)Refer ot etween the gi der(s)forottom truss toord and truss onnectionsother members. ``%ts.00111111/14Qb. • 1111 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)3 except(jt=lb) ,�N Of-, • �• 2=150. ♦ J GENS •• ' 0i No 68182 -fl: t ;c :0... . S A. OF btu: Joaquin Velez PE No.68182 MITek USA,Inc.FL Ceti 6634 6904 Parke East Blvd.Tampa FL 33610 Date: July 30,2018 i a WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 911-7473 rev.1av3i2015 BEFORE USE. l. Design valid for use only with MITek3)connectors.Ills 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 Ibis 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" ei 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.seeANSITPII QuaBtyCMrb,058-89 and SCSI euldfnp Component 6904 Parke East Blvd. Safely Iniannanoaivailable from Truss Plate Institute.218 N.Lee Street.Suite 312,Nexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type r I Qty Ply 1 TI4695179 16156T0 PB01 I GABLE 1 1 i Job Reference(optional) Building Component Supply, Jacksonville,FL-32256, 8.220 s May 24 2018 MiTek Industries,Inc. Mon Jul 30 10:55:20 2018 Page 1 ID:IxfZ FgfmgC3xoYuk4lfAW Czj DJe-_wj 1 aTpYV24oGllyHplcG618_B7F90QH28s EJxysugL 6-5-8 12-11-0 I 6-5-8 6-5-8 Scale=1:19.1 ..iiiiiiiii0 4x5 5 1 6.00112 I 6 4 24 23 LI7 3 25 22 1 m — '11 o I.L-o iiiitit:::•:•............................... . .::•:O'::❖:" ❖:•:• ':'•:• '::•:•❖•:• ' : ::"::::::"'❖.• :❖:•: • :: :❖:::• •'•'•-':'•'::• :•••:•❖ o r> -0 14 13 12 11 10 12-11-0 12-11-0 1- LOADING LOADING (psf) ! SPACING- 2-0-0 CSI. DEFL. in (loc) I/defI L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.02 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.02 Vert(CT) n/a - n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.03 Horz(CT) 0.00 9 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-MP Weight:38 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.1 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. All bearings 10-11-14. (Ib)- Max Horz 2=57(LC 10),1=5(LC 12),2=-4(LC 1) Max Uplift All uplift 100 lb or less at joint(s)2,8,1,9,13,14,11,10 Max Gray All reactions 250 lb or less at joint(s)2,8,12,1,9,13,14,11,10,2,8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=5.0psf;BCDL=5.0psf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat. II;Exp C;End.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)1-8-0 to 4-8-0,Interior(1)4-8-0 to 6-5-8,Exterior(2)6-5-8 to 9-5-8,Interior(1)9-5-8 to 11-3-0 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)All plates are 2x4 MT20 unless otherwise indicated. `,��1111I11igI/// 5)Gable requires continuous bottom chord bearing. ,,0 OUIN � iz- /// 6)Gable studs spaced at 1-4-0 oc. // 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. •N , .••�G E•N S'••�� °0° 8)'This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide • ' �' ••'. will fit between the bottom chord and any other members. N O 68182 • 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)2,8,1,9,13,14, • 11,10,2,8. 10) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable,or consult qualified building - • designer. •"O • ,/JA •Cr . :9" S -,,,r " OF :14/ • i' '• .o / P• •� �� •///S1,:ON Al-��,-� Joaquin Velez PE No.68182 MITek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: July 30,2018 6 V WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE M1.7473 rev.10/032015 BEFORE USE. Design valid for use only with MiTek®connectors.this design is based only upon parameters shown,and Is for an individual building component,not a truss system.Before use-the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• Is always required for stability and to prevent collagse with possible personal h jy and property damage. For general guidance regarding the fab ricatbn,storage.delivery,erection and bracing of trusses and truss systems,seeA91N/IIll Quail),Cdteda,DSO-89 and BCSI/uldhag ComponMj 6904 Parke East Blvd. Safety WolmaBaraviceable from Truss Plate institute,218 N.Lee Street,Suite 312.Alexandria.VA 22314. Tampa.FL 33610 Job Truss Truss Type '(`qty Ply T14695180 16156T0 PB02 Piggyback 118 1 Job Reference(optional) Building Component Supply, Jacksonville,FL-32256, 8.220 s May 24 2018 MiTek Industries,Inc. Mon Jul 30 10:55:20 2018 Page 1 I D:IxfZFgfmgC3xoYuk4ltAW Czj DJe-_wj 1 aTpYV24oGl IyH plcG614wB459NvH28s EJxysuq L 6-5-8 12-11-0 6-5-8 6-5-8 Scale=1:21.7 5x6= 3 ,1 6.00 'IT 7 8 4 Y 1 2 A 5 rm o a o :•.':❖:•:❖:•:❖:❖:•:❖:•:•:•:•:❖.•::❖:•:•:•:❖:❖:•:❖:•:•:❖.•:'❖:❖:2:::::::23:23::i: •:.;.'.;.'.'.'•'2-:.'.'.3i•i: v.'v.'.'.i.'.'2i.'.'•'.'.i.-.-•-.-•.-.' o 0 0 6 3x4= 2x4 3x4 12-11-0 II 12-11-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.28 Vert(LL) 0.01 5 n/r 120 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.22 Vert(CT) 0.03 5 n/r 120 BCLL 0.0 • Rep Stress Incr YES WB 0.07 Horz(CT) 0.00 4 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-S Weight:41 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.1 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 2=241/10-11-14,4=241/10-11-14,6=470/10-11-14 Max Horz 2=72(LC 10) Max Uplift 2=-105(LC 12),4=-105(LC 12),6=-85(LC 12) Max Gray 2=243(LC 21),4=243(LC 22),6=470(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. WEBS 3-6=-304/184 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=5.0psf;BCDL=5.0psf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat. II;Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-4-3 to 3-4-3,Interior(1)3-4-3 to 6-5-8,Exterior(2)6-5-8 to 9-5-8,Interior(1)9-5-8 to 12-6-13 zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Gable requires continuous bottom chord bearing. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ,%t%%%%u 111iI/,,, 5)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide ```0% CO1N VF< "j,', will fit between the bottom chord and any other members. 6 •• 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)6 except(jt=1b) `� S •••�G E N S'.. ��� 2=105,4=105. 0, 7)See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable,or consult qualified building : N o 68182 ;, designer. : *: •* .-O' 4/% cc:: :�'• ST r: OF . J• Joaquin Velez PE No.68182 MITek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: July 30,2018 1im 0 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MB-7473 rev.10/032015 BEFORE USE. Design valid for use only with Mick®connectors.this design Is based only upon parameters shown,and is for an Individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated Is to prevent bucking of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication.storage.delivery.erection and bracing of trusses and truss systems.seeANSUTP11 Quality Ciliate,DSB-89 and BCS/Bolding Component 6904 Parke East BNd. Sahlyhdannatyonavclable from truss Plate Institute.2111 N.Lee Street,Suite 312.Alexandria.VA 22314. Tampa,FL 33610 , Job Truss Truss Type Qty Ply I T14695181 16156T0 PB03 GABLE 1 1 i I Job Reference(optional) Building Component Supply, Jacksonville,FL-32256, 8.220 s May 24 2018 MiTek Industries,Inc. Mon Jul 30 10:55:21 2018 Page 1 I D:IxfZFgfmgC 3xoYuk4lf AW CzjDJ e-T7HOopgAFMCftvt8rXGroKaGNbQ?urCQHncnrOysugK 6-0-0 6-11-012-11-0 6-0-0 I 0-11-0 ' 6-0-0 Scale=1:22.5 5x10 MT2OHS= 3 6.00 T2- 16 15 17 14 4 c3 2 5 m d 1 ` IT I. 6 3x4= 2x4 I 3x4 = 12-11-0 I 12-11-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.24 Vert(LL) 0.01 5 n/r 120 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.24 Vert(CT) 0.02 5 n/r 120 MT2OHS 187/143 BCLL 0.0 • Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 11 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-MS Weight:41 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.1 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. All bearings 10-11-14. (Ib)- Max Horz 2=-69(LC 10) Max Uplift All uplift 100 lb or less at joint(s)except 2=-155(LC 12),4=-155(LC 12) Max Gray All reactions 250 lb or less at joint(s)except 2=381(LC 1),4=381(LC 1),6=265(LC 3),2=381(LC 1), 4=381(LC 1) FORCES. (ib)-Max.Comp./Max.Ten.-All forces 250(ib)or less except when shown. TOP CHORD 2-3=-429/287,3-4=-429/287 BOT CHORD 2-6=-138/334,4-6=-138/334 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=5.0psf;BCDL=5.0psf;h=25ft;B=45ft;L=24ft eave=4ft;Cat. II;Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-4-3 to 3-4-3,Interior(1)3-4-3 to 6-5-8,Exterior(2)6-5-8 to 10-8-7,Interior(1)10-8-7 to 12-6-13 zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 ,,,��111111tiii. 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 `�‘0 OU IN V � l, Gable End Details as applicable,or consult qualified building designer as per ANSI/I-PI 1. e ,, 4)All plates are MT20 plates unless otherwise indicated. � , ..•�G E Ns''•F� 'ems 5)Gable requires continuous bottom chord bearing. •• V ' ••. 6)Gable studs spaced at 4-0-0 oc. • No 681 82 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 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 1,i, 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 155 lb uplift at joint 2,155 lb uplift at ,:"O• ,'4 b ; c joint 4,155 Ib uplift at joint 2 and 155 Ib uplift at joint 4. i •. S / 1 O F : IC/ 10) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable,or consult qualified building i O • / I/ designer. �io'��• �( ,,P•••\ i (C\% oRI, Joaquin Velez PE No.68182 MITek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: July 30,2018 t 0 WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.1CW3/2015 BEFORE USE. mg Design valid for use only with Mileka connectors.this design is based only upon parameters shown,and is for on individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall br.Adlrlg design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems.seeAlel1INP QuaIIy C,Nrb,DS/-09 and ICM&r/ding Campon nt 6904 Parke East Blvd. Saltily Wam,alptravalabie from Truss Plate Institute,218 N.Lee Sheet.Suite 312.Nexandrlo,VA 22314. Tampa.FL 33610 Job Truss Truss Type / bty Ply T14695182 16156T0 PB04 GABLE 1 1 Job Reference(optional) Building Component Supply, Jacksonville,FL-32256, 8.220 s May 24 2018 MiTek Industries,Inc. Mon Jul 30 10:55:22 2018 Page 1 I D:IxfZFgfmgC3xoYuk4IfAW CzjDJe-xJro?9go0fLW V3SKPEn4LX6RM?mtdlSaW RLKOgysugJ 4-0-0 8-11-0 12-11-0 4-0-0 I 4-11-0 I 4-0-0 Scale=1:22.0 3x6= _ 2x4 I I 3 17 18 4 6.00 12 16 � �1 19 5 iii 2 6 f r 7 3x4= 2x4 H 3x4= 12-11-0 II 12-11-0 Plate Offsets(X,Y)-- 13:0-3-0,0-2-01,14:0-3-0,0-2-9 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (lac) 1/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.22 Vert(LL) 0.0i 6 n/r 120 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.20 Vert(CT) 0.01 6 n/r 120 BCLL 0.0 * Rep Stress!nor YES WB 0.00 Horz(CT) 0.01 13 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-MR Weight:39 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.1 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. All bearings 10-11-14. (Ib)- Max Horz 2=43(LC 11) Max Uplift All uplift 100 lb or less at joint(s)except 2=-171(LC 12),5=-ill(LC 12) Max Gray All reactions 250 lb or less at joint(s)7 except 2=412(LC 1),5=412(LC 1),2=412(LC 1),5=412(LC 1) FORCES. (Ib)-Max Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-576/453,3-4=-502/439,4-5=-576/453 BOT CHORD 2-7=-320/502,5-7=-320/502 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=5.0psf;BCDL=5.0psf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat. II;Exp C;End.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-4-3 to 3-4-3,Interior(1)3-4-3 to 4-0-0,Exterior(2)4-0-0 to 8-2-15,Interior(1)8-2-15 to 8-11-0,Exterior(2)8-11-0 to 12-6-13 zone;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 �t��I I I I t i ii , 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 ``,`�0 PQM}IN �/��hl���, Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. ` 4)Provide adequate drainage to prevent water ponding. ,� , .••�G E•N S6" '• [� ��1 5)Gable requires continuous bottom chord bearing. V �••�• 6)Gable studs spaced at 4-0-0 oc. • N 0 68182 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. — • sI • Cc 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 171 lb uplift at joint 2,171 lb uplift at 7."0 1 ;:,- - : joint 5,171 lb uplift at joint 2 and 171 lb uplift at joint 5. ':"33.• S T. # I OF LU Z 10)See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable,or consult qualified building i 0.' designer. ie, • 4 O R %v • \ it ;o NJ Al- ,.�%' Joaquin Velez PE No.68182 MiTek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: July 30,2018 k I Ns A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE 6111-7473 rev.10/0317015 BEFORE USE. Design valid for use only with MiTek®connectors.this design k based only upon parameters shown,and Is for an IndMdual bolding 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 Malek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,del very,erection and bracing of trusses and truss systems.seeAMIVIPIl Quay C lerta,DSB49 and SCSI adding Component 6904 Parke East Blvd. SafetyhNamolbigvdlable from truss Plate Institute,218 N.Lee Street.Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty j Ply T14695183 16156T0 PB05 Piggyback i1 1 Job Reference(optional) Building Component Supply, Jacksonville,FL-32256, 8.220 s May 24 2018 MiTek Industries,Inc. Mon Jul 30 10:55:23 2018 Page 1 I D:IxfZFgfmgC3xoYuk4lf AW Czj DJe-PVPACUrQnzTN 7C 1 XyxlJtlfcPP6sMkajk55uwGysugl 2-0-0 10-11-0 12-11-0 2-0-0 8-11-0 2-0-0 Scale=1:22.0 3x6= 6.00 12 3x6 3 4 5 2 Ia 0 3x4= 3x8 I! 3x4= 12-11-0 12-11-0 Plate Offsets(X,Y)-- 13:0-3-0,0-2-01,15:0-3-0,0-2-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.20 Vert(LL) 0.00 7 n/r 120 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.21 Vert(CT) 0.00 7 n/r 120 BCLL 0.0 ' Rep Stress Incr YES WB 0.07 Horz(CT) 0.00 6 rVa n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-S Weight:37 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.1 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=250/10-11-14,6=250/10-11-14,8=454/10-11-14 Max Horz 2=20(LC 10) Max Uplift 2=-95(LC 12),6=-95(LC 12),8=-173(LC 8) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-327/219,3-4.284/195,4-5=-284/195,5-6=-327/220 BOT CHORD 2-8=-141/284,6-8=-141/284 WEBS 4-8=-323/245 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=5.0psf;BCDL=5.Opsf;h=25ft;B=45ft;L=24tt;eave=4ft;Cat. II;Exp C;End.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-4-3 to 6-5-8,Interior(1)6-5-8 to 10-11-0,Exterior(2)10-11-0 to 12-6-13 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. `,`bra�1111111;11. 4)Gable requires continuous bottom chord bearing. , P' •%t QUIN VE-"i, 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 `�� • ......... • ENS ••�� will fit between the bottom chord and any other members. •• V 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 95 lb uplift at joint 2,95 lb uplift at joint 6 • No 68182 and 173 lb uplift at joint 8. 8)See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable,or consult qualified building designer. - • r S ,.t OF • 40T�S.. 0 R1vP. ;`,� miiit Joaquin Velez PE No.68182 MITek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: July 30,2018 mll 0 WARNING-Verdy d.Ngn parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MITekto 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.seeANWIMI&/ally Cried%DS 49 and ICS Mdktg Component 6904 Parke East Blvd. Safety mionnpypnavdtable from Truss Plate Institute.218 N.Lee Street.Suite 312.Alexandria.VA 22314. Tampa,FL 33610 Job I Truss Truss Type city Ply T14695184 16156T0 PB06 Piggyback 16 1 I Job Reference(optional) Building Component Supply, Jacksonville,FL-32256, 8.220 s May 24 2018 MiTek Industries,Inc. Mon Jul 30 10:55:24 2018 Page 1 I D:IxfZFgfmgC3xoYuk4lfAW Czj DJe-tizYQgs2YHbEkMcj W fpYQyBgypU45CyszlgRSjysuqH 1-9-12 3-7-8 1-9-12 1 1-9-12 3x6_ Scale=1:7.1 3 6.0011T , 4 2 5 1 Y 0 i 1.1 2x4= 2x4= 3-7-8 3-7-8 Plate Offsets(X,Y)-- (3:0-3-0,Edge) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.02 Vert(LL) -0.00 4 Nr 120 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.02 Vert(CT) -0.00 4 Nr 120 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 4 Na n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-P Weight:8 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.1 TOP CHORD Structural wood sheathing directly applied or 3-7-8 oc purlins. BOT CHORD 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 2=105/1-8-6,4=105/1-8-6 Max Horz 2=17(LC 11) Max Uplift 2=-50(LC 12),4=-50(LC 12) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=5.Opsf;BCDL=5.Opsf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat. II;Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Gable requires continuous bottom chord bearing. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5).This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)Protide mechanical connection(by others)of truss to bearing plate capable of withstanding 50 lb uplift at joint 2 and 50 lb uplift at ```,,�011111111/11. ' 4. t/ "it 7)See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable,or consult qualified building %• r�P`, <ri - •• designer. 1: , .•• G E N S'' • •�' No 68182 *: :* :53' STIra OF /IQ:: • Joaquin Velez PE No.68182 MIT*USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: July 30,2018 1, 0 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE 84/1.7473 rev.10,03/2015 BEFORE USE. iin Design valid tor 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 possbte personal injury and property damage. For general guidance regarding the fabrication.storage.delivery,erection and bracing of trusses and truss systems,seeANSL/111 QuaYyCifeila,05949 and KW lulling Componanf 6904 Parke East Blvd. Safely►ka/matioiruvc8lable from Truss Plate Institute.218 N.Lee Street.Suite 312,Alexandria,VA 22314. Tanga.FL 33610 Job Truss Truss Type j Qty Ply T14695185 16156T0 TO1 Roof Special I2 1 Job Reference(optional) Building Component Supply, Jacksonville,FL-32256, 8.220 s May 24 2018 MiTek Industries,Inc. Mon Jul 30 10:55:24 2018 Page 1 I D:IxfZFgf mgC3xoYuk4lf AW Czj DJe-tizYQgs2YHbE kMcj W fpYQyBlspNn52hszlq RSjysugH 4-2-12 8-5-8 12-7-0 16-8-8 4-2-12 4-2-12 4-1-8 4-1-8 5x6= Scale=1:40.5 3 5.20 A 6.00 A deb 13 4x5 4x5 i 12 4 14 2 �' 11 irpt i iiiilli 4x6= • 2x4 II 1 1 S� 3x6= d, 10 m �� N l� Q L ... N Y -- Y Oa It 7 6 8 4x5= 7x10= 4x5= 8-5-8 16-8-8 I 8-5-8 I 8-3-0 Plate Offsets(X,Y)-- j3:0-3-0,0-0-4),15:Edge,0-1-121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (hoc) Udell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.35 Vert(LL) -0.09 6-7 >999 240 i MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.49 Vert(CT) -0.18 6-7 >999 180 BCLL 0.0 * Rep Stress Incr YES WB 0.66 Horz(CT) 0.03 10 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-MS Weight:104 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.1 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP No.1 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 8=657/0-5-8,10=633/0-3-0 Max Horz 8=-171(LC 10) Max Uplift 8=-162(LC 12),10=-i77(LC 12) FORCES. (Ib)-Max Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-562/253,3-4=-540/269 BOT CHORD 7-8=-213/473,6-7=-166/420 WEBS 3-7=61/256,2-8=-635/251,6-9=-149/525,5-9=-149/525,4-6=-587/225,5-10=-651/260 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=5.Opsf;BCDL=5.Opsf;h=25ft;B=45ft;L=24ft;eave=oft;Cat. II;Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-1-12 to 3-1-12,Interior(1)3-1-12 to 8-5-8,Exterior(2)8-5-8 to 11-5-8,Interior(1)11-5-8 to 16-3-4 zone;end vertical left exposed;C-C for members and forces&MWFRS for reactions shown; `,�r,1111111111, Lumber DOL=1.60 plate grip DOL=1.60 ,,�s P0IU 1 N tie'', 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. •e 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 •% ' •••�(i E N S..•�C' • will fit between the bottom chord and any other members. �' i 5)Bearing at joint(s)10 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify • No 68182 capacity of bearing surface. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 162 lb uplift at joint 8 and 177 lb uplift at = joint 10. ON 1:121 O:• ST��1 .I OF :4v iiiiIIIIIIII- Joaquin Velez PE No.68182 MITek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: July 30,2018 � t A WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/932015 BEFORE USE. id• 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 MiRek' is always required for stability and to prevent collapse with possble personal Injury and property damage. For general guidance regarding the fatxlcatIon,storage,delivery,erection and bracing of trusses and truss systems,seeANSVIPI1 Qua/SyCdteda,058.89 and SCSI Bidding Component 6904 Parke East Bbd. Safety htotmaIIanavallable Corn Truss Plate Institute.218 N.Lee Sheet.Suite 312.Alexandria.VA 22314. Tampa,FL 33610 Job Truss T Truss Type Qty Ply j T14695186 16156T0 T02 Roof Special 1 1 Job Reference(optional) Building Component Supply, Jacksonville,FL-32256, 8.220 s May 24 2018 MiTek Industries,Inc. Mon Jul 30 10:55:25 2018 Page 1 I D:IxfZFgfmgC3xoYuk4lfAW Czj DJe-LuXwdAtgJaj5M W Bv4M KnzAkg4CkKgUtOCPa?_9ysugG 2-5-8 4-2-12 8-5-8 12-7-0 14-5-8 16-8-8 I 2-5-8 1-9-4 4-2-12 4-1-8 1-10-8 2-3-0 5x6= Scale=1:40.5 3 5.2012 6.00112 iiilb 19 4x5 4x5 i tB 4 20 2 sit 17 0 5 4x6= • 2x4 II 1 3x6= r R 16 _ ,70 cn N lin 4 4X5— t% yL� aur 1 4x10 I I N wt sa 9u�� Ii �a 2x4 10 2x4 I C■'J 110 tM 13 4x10= 7 6 14 2x4 I 2x4= 2x4= 2x4 II 2-5-8 8-5-8 14-5-8 16-8-8 I 2-5-8 6-0-0 1 6-0-0 1 2-3-0 i Plate Offsets(X,Y)-- (3:0-3-0,0-0-41,15:Edge,0-1-121 LOADING (psf) SPACING- 2-0-0 CSI. I DEFL. in (lac) Vdefl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.77 Vert(LL) -0.07 10-11 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.41 Vert(CT) -0.14 10-11 >999 180 BCLL 0.0 ` Rep Stress Incr YES WB 0.73 Horz(CT) 0.03 16 n/a rVa BCDL 10.0 Code FBC2017/TP12014 Matrix-MS Weight:107 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.1 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP No.1 *Except* except end verticals. 11-13,7-9:2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 14=657/0-5-8,16=633/0-3-0 Max Horz 14=-171(LC 10) Max Uplift 14=-162(LC 12),16=177(LC 12) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-611/271,3-4=-588/287,12-14=-619/258 BOT CHORD 11-12=-198/598,10-11=-245/557,9-10=-193/496,8-9=-162/636 WEBS 3-10.75/283,8-15=-148/490,5-15=-148/490,2-12=-626/278,4-8=-555/244, 5-16=-656/261 NOTES- 1)Unbalanced roof live loads have been considered for this design. 0; nd gust) mph; =45ft; 2)II;Ind:ASCE Exp C;Encl.,1GCpi=0.18;MWFRS(directional)onal)and C-C1Exterior(2))0-1-102 to 3-1-12,Interior(1)3-1t-12 o 8-5-8?Exterior(2)8 5-8 Cat. `0%�l�,QU I N'I/ -'h1/• to 11-5-8,Interior(1)11-5-8 to 16-3-4 zone;end vertical left exposed;C-C for members and forces&MWFRS for reactions shown; �� QP`, ��` �� Lumber DOL=1.60 plate grip DOL=1.60 �•% ' . \GEN 8'• :0 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. • •• \., $'..• #0 • • 4)•This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide • No 68182 will fit between the bottom chord and any other members. 5)Bearing at joint(s)16 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify — capacity of bearing surface. • j 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 162 lb uplift at joint 14 and 177 lb uplift ;.'O 1 All A 4. :£ at joint 16. i53 • S1 OF W: ��!fs•0NA��os�• Joaquin Velez PE No.68182 MITek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: July 30,2018 1, Is V WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MITek®connectors.this design is based only upon parameters shown.and is for an Individual building component,not a truss system.Before use,the building designer must verity the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing indicated Is to 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.seeANS1/IPII Cualy Crteda,05849 and SCSI Bidding Component 6904 Parke East Blvd. Saltily 11/olma#onavaiable from Truss Plate institute.218 N.Lee Street.Suite 312.Alexandria.VA 22314. Tampa.FL 33610 • Job Truss Truss Type Qty Ply T14695187 16156T0 T03 Half Hip Girder 1 1 , Job Reference(optional) Building Component Supply, Jacksonville,FL-32256, 8.220 s May 24 2018 MiTek Industries,Inc. Mon Jul 30 10:55:26 2018 Page 1 I D:IxfZFgfmgC3xoYuk4lfAW Czj DJe-p45JrW tl4ury_gl6e4rOVNH5Pc1 vZ5P9R3JYXbysugF 4-0-06-0-0 4-0-0 2-0-0 Scale=1:18.1 Special 4x5= 2 3 l 6.00112- .: ' 1 • -, ■ 5 4 2x4 I I 3x5 I I Special 4-0-0 6-0-0 4-0-0 I 2-0-0 Plate Offsets(X,Y)-- 11:0-0-3,0-0-7),11:0-0-7,0-5-8),11:0-2-0,0-0-7) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.35 Vert(LL) 0.27 5-8 >263 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.64 Vert(CT) -0.26 5-8 >274 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.07 Horz(CT) -0.15 3 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-MP Weight:23 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.1 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP SS BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 WEDGE Left:2x4 SP No.3 REACTIONS. (lb/size) 3=58/Mechanical,4=313/Mechanical,1=299/0-3-8 Max Horz 1=83(LC 8) Max Uplift 3=-42(LC 4),4=-245(LC 8),1=-i80(LC 8) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. WEBS 2-5=-301/226 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=5.0psh BCDL=5.0psf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat. II;Exp C;End.,GCpi=0.18;MWFRS(directional);end vertical left exposed;porch left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. ,`�t+11I I111tii j� 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ,`�S PQU 1 N VE- ij, 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. � ,O''\G E N S �� �. 6)Refer to girder(s)for truss to truss connections. \' i 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 42 lb uplift at joint 3,245 lb uplift at joint • N O 68182 4 and 180 lb uplift at joint 1. 8)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)145 lb down and 226 lb up at 4-0-0 on top chord,and 89 lb down and 92 lb up at 4-2-2 on bottom chord. The designselection of such connection device(s)is the - S - responsibility of others. 1:113:11,1.:19.;*. "0 ' /jII 9)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). O', $ d't:, OF LOAD CASE(S) Standard i�'T�'�� • R `O P'*'- e 1)Dead Un form Loadsoa1Live (pi,0(balanced): 2-3=-60,4 6 e2lOncrease=1.25,Plate Increase=1.25 ����i�S�O N A.1--.• �`` V Concentrated Loads(lb) Joaquin Velez PE No.68182 Vert:2=-105(B)5=-89(B) MITek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa Fl.33610 Date: July 30,2018 _WM 0 WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Md-7473 rev.10/032015 BEFORE USE. Design valid for use only with MITek®connectors.Ns 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 applicabilty 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. S always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regaining the fabrication.storage,delivery,erection and tracing of trusses and truss systems.seeANSUIPII Qua/yCiMrb,033-89 and ACM Binding Compondnt 6904 Parke East Blvd. Sandy Adarmaf tmvc able from Truss Plate knsIflule.218 N.lee Street,Suite 312.Alexandria,VA 22314. Tampa.FL 33610 Job Truss Truss Type r Qty Ply T14695188 16156T0 T04 Hip Girder 1 1 Job Reference(optional) Building Component Supply, Jacksonville,FL-32256, 8.220 s May 24 2018 MiTek Industries,Inc. Mon Jul 30 10:55:29 2018 Page 1 ID:IxfZFgfmgC3xoYuk4lfAW CzjDJe-EfmRTYwBNpDW r7UhJCPj70vUgq_4mEob71 YC7wysugC 3-7-106-0.0 11-7-10 17-3-4 22-10-14 28-6-8 30-5-8 33-8-12 38-11-0 42-5-8 44-11-0 3-7-10 12-4-6 ' 5-7-10 I 5-7-10 5-7-10 I 5-7-10 l 1-11-0 I 3-3-4 5-2-4 I 3-6-8 l 2-5-8 Scale=1:77.6 NAILEDNAILED NAILEDNAILED NAILED 7x10% NAILED 6.00 12 NAILED NAILED NAILED NAILED NAILED 6x6= NAILED 4x6= 6x8= 4x10= 6x6 // 3 30 31 4 32 3334 35 5 36 37 38 6 39 40 41 7 42 8 9 L 3x4\\ 3x4\\ 3x4 4x5 1 3x4\\® 3x4\\y 10 S o �' 3x4\\ 3x4\\ a ' --nor""3x4\\ ,^ '/ C5 3x4\\ 3x4\\ 9 I CZ, 43 25 44 45 24 46 47 48 2349 50 51 22 52 53 u 21 Ute-a 7 14 8 N 1 N 5x6= NAILED 4x5 7x10=NAILED 6x6= NAILED 4x10= NAILED 16 15 lt NAILEDNAILEDNAILEDNAILEDNAILEDNAILED NAILEDNAILED NAILED 20 19 4x5= 4x10= 12 13 11 7x10= 3x6= 30.5-8 60-0 11-7-10 17-3d 22.10.14 28-5-8 �'�'� 33-8-12 38-11-0 42-sa "2-15.18-0 6-0.0 5-7-10 5-7-10 57-10 5-6-10 0-1-0 I 3-3-4 I 5-2-4 3-6-8 ' i 1-11-0 Plate Offsets(X,Y)-- 11:0-5-8,0-0-71,[1:0-0-7,0-0-31,[3:0-4-8,0-2-01,121:0-4-8,Edge),122:0-2-12,0-2-0] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.86 Vert(LL) 0.43 23-24 >796 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.93 Vert(CT) -0.43 23-24 >801 180 BCLL 0.0 * Rep Stress Incr NO WB 0.92 Horz(CT) 0.06 21 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-MS Weight:279 lb FT=209/ LUMBER- BRACING- TOP CHORD 2x4 SP No.1 TOP CHORD Structural wood sheathing directly applied or 2-4-8 oc purlins, BOT CHORD 2x4 SP No.1'Except' except end verticals. 17-19,12-14:2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 3-8-5 oc bracing. WEBS 2x4 SP No.3*Except* WEBS Web Brace:Length(member) 4-1-9(6-23);4-3-1 (7-22);3-7-6 7-22:2x4 SP SS (8-21); OTHERS 2x4 SP No.3`Except` :2x4 SP SS WEDGE Left:2x4 SP No.3 REACTIONS. (lb/size) 11=83/0-5-8,1=1833/0-3-8,21=3845/0-5-8 Max Horz 1=192(LC 7) Max Uplift 11=-188(LC 25),1=-i317(LC 8),21=-2483(LC 8) Max Gray 11=677(LC 7),1=1835(LC 17),21=3845(LC 1) FORCES. (lb)-Max Comp./Max Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-3213/2316,2-3=-3144/2329,3-4—3771/2835,4-5=-3770/2835,5-6=-3099/2365, 6-7=-1042/877,7-8=1887/2720,8-9=-731/274,9-10=822/324,11-13=643/201, 10-13=613/213 .' ' , BOT CHORD 1-25=-1971/2795,24-25=-2018/2827,23-24=2274/3183,22-23=-779/1042, •01iCtUhN V -", 21-22=2659/1967,7-21=2658/1883,15-16=-862/970 •"x0P • 4 ` ' ice` \GES • 'WEBS 3-25=334/459,3-24=825/1146,4-24=-637/439,5-24=-506/687,5-23-953/644, �' . 6-23=-1735/2401,6-22=1878/1321,7-22=-3110/4276,9-15=413/341,10-15=313/617, � V . 8-15 -596/878,8-16 -186/372,16-21 -932/928,8-21 -2248I1343 No 68182 i *• •'* ::— NOTES- 1) Unbalanced roof live loads have been considered for this design. r 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=5.0psf;BCDL=5.0psf;h=25ft;B=45ft;L=24ft;eave=5ft;Cat. "O ; r • _- - II;Exp C;Encl.,GCpi=0.18;MW FRS(directional);end vertical left and right exposed;porch left exposed;Lumber DOL=1.60 plate i '• S • '►' ' OF : gripDOL=1.60 i 0 ' ?4/Z 3)Provide adequate drainage to prevent water ponding. �� ) •c'.c, ( Q .. '. �� 4)All plates are 2x4 MT20 unless otherwise indicated. iii S �.R ,. ,., .' 6)5)TThishis rtruss haseen dess has been signed ed foned for r a live e.0 oad of 0.Ops on the bottom chord f bottom chord live load inent n all areas wheth any re ar live rectangle 3-6-0 tall by 2-0-0 wide 'I t9/1O N''�,`,��` will fit between the bottom chord and any other members. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 188 lb uplift at joint 11,1317 lb uplift at Joaquin Velez PE No.68182 joint 1 and 2483 lb uplift at joint 21. MiTek USA,Inc.FL Cert 6634 8)'NAILED'indicates 3-10d(0.148"x3")or 3-12d(0.148'x3.25")toe-nails per NDS guidiines. 6904 Parke East Blvd.Tampa FL 33610 9)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). Date: July 30,2018 I OAD CASF(S1 Standard k I CRntinued on page2 p WARNINGo - design parameters and READ NOTES ON THIS AND INCLUDED MIIEK REFERANCE PAGE MI1-7473 rev.10/03/2015 BEFORE USE. Milt 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 bulking designer must verify the applicability of design parameters and properly Incorporate this design Into the overall buialng design. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only.AdcAtional temporay and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal inlay and properly damage. For general guidance regaalng the 6904 Parke East Bbd. fabrication,storage.delivery,erection and bracing of trusses and truss systems,see/INN/1PII Oualy Climb,O9949 and SCSI SUWlrp Component S ty Mtomtallotrwallable from Truss Plate institute,218 N.Lee Sheet,Suite 312.Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply T14695188 16156T0 104 Hip Girder 11 1 j Job Reference(optional) Building Component Supply, Jacksonville,FL-32256, 8.220 s May 24 2018 MiTek Industries,Inc. Mon Jul 30 10:55:29 2018 Page 1 I D:IxfZFgfmgC3xoYuk4lfAW Czj DJe-EfmRTYwBNpDW r7UhJCPj70vUgq_4mEob71 YC7wysugC 3-7-10 6-0-0 11-7-10 17-3-4 22-10-14 28-6-8 30-5-8 33-8-12 38-11-0 42-5-8 44-11-0 I 3-7-10 I 2-4-6 5-7-10 I 5-7-10 I 5-7-10 I 5-7-10 11-11-0 I 3-3-4 I 5-2-4 I 3-6-8 I 2-5-8 Scale=1:77.6 NAILEDNAILED NAILEDNAILED NAILED 7x10: NAILED 6.0012 NAILED 6x6= 4x6= 6x8= 4x10= NAILED NAILED NAILED NAILED NAILED 6x6 rf 3 30 31 4 32 3334 35 5 36 37 38 6 39 40 41 7 42 8 9 -,:� au ou duo u� ou UC uv uu vv - 3x4\\ 3x4 \\ 1 3x4\\ 4x5 0 i....000 3x4 \\ 3x4\\• 3x4\\ 5 i 3x4 \ e>_u_mar 3x4 '` o - Iccg 3x4\\ 3x4\\ IF.: 43 25 44 45 24 46 47 48 2349 50 51 22 52 53 218__�9 7 14® �y 5x6= NAILED 4x5 7x10=NAILED 6x6= NAILED 4x10= NAILED 1 16 15 di NAIL EDNAILED NAI LEDNAILEDNAILED NAILED NAILEDNAILED NAILED 20 19 4x5= 4x10= 12 13 11 7x10= 3x6= 30-5-8 6-0-0 11-7-10 17-3-4 22-10-14 28-5-8 2 33-8-12 38-11-0 42-5-8 44-11-0 I 6-0-0 5-7-10 5-7-10 5-7-10 I 5-6-10 0-1-0 ' 3-3-4 5.2-4I 3-68 I 2-5-8 1-11-0 Plate Offsets(X,Y)-- 11:0-5-8,0-0-7(,11:0-0-7,0-0-31,(3:0-4-8,0-2-0],(21:0-4-8,Edge],(22:0-2-12,0-2-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.86 Vert(LL) 0.43 23-24 >796 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.93 Vert(CT) -0.43 23-24 >801 180 BCLL 0.0 * Rep Stress Incr NO WB 0.92 Horz(CT) 0.06 21 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-MS Weight:279 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.1 TOP CHORD Structural wood sheathing directly applied or 2-4-8 oc purlins, BOT CHORD 2x4 SP No.1 *Except* except end verticals. 17-19,12-14:2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 3-8-5 oc bracing. WEBS 2x4 SP No.3`Except` WEBS Web Brace:Length(member) 4-1-9(6-23);4-3-1 (7-22);3-7-6 7-22:2x4 SP SS (8-21); OTHERS 2x4 SP No.3`Except* :2x4 SP SS WEDGE Left:2x4 SP No.3 REACTIONS. (lb/size) 11=83/0-5-8,1=1833/0-3-8,21=3845/0-5-8 Max Horz 1=192(LC 7) Max Uplift 11=-188(LC 25),1=-1317(LC 8),21=-2483(LC 8) Max Gray 11=677(LC 7),1=1835(LC 17),21=3845(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-3213/2316,2-3=-3144/2329,3-4=-3771/2835,4-5=-3770/2835,5-6=-3099/2365, 6-7=-1042/877,7-8=-1887/2720,8-9=-731/274,9-10=-822/324,11-13=643/201, 10-13=-613/213 .011111111.11., BOT CHORD 1-25=-1971/2795,24-25=-2018/2827,23-24=-2274/3183,22-23=-779/1042, ♦♦♦♦ 0U1N v • ,i/� 21-22=-2659/1967,7-21=-2658/1883,15-16=-862/970 ♦♦ o '•, <�C` ,jam WEBS 3-25=-334/459,3-24=-825/1146,4-24=-637/439,5-24=-506/687,5-23=-953/644, ,� , •••,G ENS'••. ,, 6-23=-1735/2401,6-22=-1878/1321,7-22=-3110/4276,9-15=-413/341,10-15=-313/617, • N' 6••••• 8-15=-596/878,8-16=-186/372,16-21=-932/928,8-21=-2248/1343 • No 68182 • NOTES- r. * * • 1)Unbalanced roof live loads have been considered for this design. r • 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=5.0psf;BCDL=5.0psf;h=25ft;B=45ft;L=241h eave=5ft;Cat. :.174.* Bill :X II;Exp C;End.,GCpi=0.18;MW FRS(directional);end vertical left and right exposed;porch left exposed;Lumber DOL=1.60 plate ":1•11.• S • ( ' OF ; <C/ grip DOL=1.60 i O Q/� 3)Provide adequate drainage to prevent water ponding. 'ii��•:C� R , p:••"�',4. 4)All plates are 2x4 MT20 unless otherwise indicated. 0, r••• •••,,,•.•• \C.?♦♦ 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. v, —' �` 6)•This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide �•,,1,N Ai 11%1♦♦ will fit between the bottom chord and any other members. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 188 lb uplift at joint 11,1317 lb uplift at Joaquin Velez PE No.68182 joint 1 and 2483 lb uplift at joint 21. MITek USA,Inc.FL Cert 6634 8)"NAILED"indicates 3-10d(0.148"x3")or 3-12d(0.148"x3.25")toe-nails per NDS guidlines. 6904 Parke East Blvd.Tampa FL 33610 9)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). Date: July 30,2018 LOAD CASF(S1 Standard CRntinued on page 2 mit /►WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MIEK REFERANCE PAGE 51I1-7473 rev.1603/2015 BEFORE USE Design valid for use only with MITekconnectors.This design Is based only upon parameters shown,and Is for an IndMdual building component,not a truss system.Before use-the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iTek- Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication.storage.delivery,erection and bracing of trusses and truss systems.seeAN11J7P11 Dually C,Ae,ta,DSB-19 and ACS/Buldhp Component 6904 Parke East Blvd. Safety Alfpnaatlon:lvdlable from Truss Plate Institute.218 N.Lee Street.Suite 312.Nexandrlo.VA 22314. Tampa.FL 33610 Job Truss Truss Type Qty Ply T14695189 16156T0 T05 Hip 1 1 Job Reference(optional) Building Component Supply, Jacksonville,FL-32256, 8.220 s May 24 2018 MiTek Industries,Inc. Mon Jul 30 10:55:31 2018 Page 1 I D:IxfZFgfmgC3xoYuk4ltAW Czj DJe-A2uC uDxRvOTE4Re3QdRBCR_uZdi6E FXuaL 1 JCpysugA 5-4-4 7-10-15 10-8-8I 16-8-8 22-8-8 28-6-8 30-5-81 33-0-7 37-0-1 41-0-15 142-5-8 44-11-0 I 5-4- 4 2-6-11 2-9-9 6-0-0 6-0-0 5-10-0 1-11-0 2-6-15 3-11-10 4-0-14 1-4-9 2-5-8 Scale=1:82.1 6x6- 6.00 12 6x6= 4x5= 6x8 3 2 4:32 w g sa sa sa bz ba 7 .n 34 8._. 1 2 9 35 4x5 i 31 5x6 10 ur N n m .25 26 24 23 0 II 22C[ ., i N N 6x6= '1,',.. ..116' 15 14 36 30 29 28 4x5 II 19 18 37 4x10 12 13 11 4x5= 3x4 II 4x6=4x5= 4x5 I 30-5-8 I 5-4-4 1 7-10-15 10-8-81019-8 16-8-8 1 19-7-8 22-8-8 28-5-8 28-f-8 I 37-0-1 42-5-8 144-11-0 I 5-4-4 2-6-11 2-9-9 0-1-0 5-11-0 2-11-0 3-1-0 5-9-0 040 6-6-9 5-5-7 2-5-8 1-11-0 Plate Offsets(X,Y)-- )3:0-0-12,0-3-0),(9:0-3-4,0-3-0),(10:0-2-12,0-2-0) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.64 Vert(LL) -0.10 15-16 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.77 Vert(CT) -0.20 15-16 >991 180 BCLL 0.0 * Rep Stress Incr YES WB 0.46 Horz(CT) 0.03 21 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-MS Weight:234 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.1 TOP CHORD Structural wood sheathing directly applied or 5-8-9 oc purlins, BOT CHORD 2x4 SP No.1`Except* except end verticals,and 2-0-0 oc purlins(6-0-0 max.):3-9. 4-28,7-19,16-18,12-14:2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: WEBS 2x4 SP No.3 6-0-0 oc bracing:18-19,16-18,11-12. REACTIONS. All bearings 10-8-8 except(jt=length)11=0-5-8,24=17-8-0,23=17-8-0,26=0-3-8,21=0-3-8. (Ib)- Max Horz 30=194(LC 10) Max Uplift All uplift 100 lb or less at joint(s)30 except 27=-411(LC 12),11—200(LC 12),29=-124(LC 9), 24=-143(LC 12),23=117(LC 12),21=-206(LC 12) Max Gray All reactions 250 lb or less at joint(s)28,28,27 except 30=295(LC 18),11=667(LC 18),29=544(LC 17),24=545(LC 18),23=508(LC 17),26=576(LC 3),21=886(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(ib)or less except when shown. TOP CHORD 7-8=-212/254,8-9=-604/372,9-10=-743/325,1-30=-260/203,11-13=-633/276, 10-13=-603/292 BOT CHORD 4-27=-328/191,20-21=-109/365,17-20=130/475,7-20=-324/192,16-17=-111/514, 15-16=-145/425 WEBS 2-29=-318/271,5-24=-367/223,6-23=-368/214,8-17=-508/222,10-15=-85/428 `,`4‘111111//"f` ' NOTES- `O`1 QV 1 N if ., 1j, 1)Unbalanced roof live loads have been considered for this design. •% 0 ••....... C6 ee 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=5.Opsf;BCDL=5.0psf;h=25ft;B=45ft;L=24ft;eave=5ft;Cat. *•, •.••\C E N ? .0� II;Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-1-12 to 3-1-12,Interior(1)3-1-12 to 7-4-4,Exterior(2)7-4-4 • V •to 11-7-2,Interior(1)11-7-2 to 37-4-10,Exterior(2)37-4-10 to 41-7-8,Interior(1)41-7-8 to 44-9-4 zone;end vertical left and right • • No 68182 exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 • •• 3)n/a — 4)Provide adequate drainage to prevent water ponding. 5)All plates are 2x4 MT20 unless otherwise indicated. :"O= /.i 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. I. S 41'�. OF 1141:: 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 i • �4/ will fit between the bottom chord and any other members,with BCDL=t 0.0psf. �i��n• ;C� Q;•• �•� 8)Bearing at joint(s)27 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify 4j``s•'• R,•.• 0,•� capacity of bearing surface. AN/ \ON 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)30 except(jt=lb) ',�1 .• N Ai'10 27=411,11=200,29=124,24=143,23=117,21=206. 10)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. Joaquin Velez PE No.68182 MiTek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: July 30,2018 NI A WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE Md-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 budding component not a truss system.Before use,the building designer must verify the applicabelty of design parameters and properly incorporate this design into the overall buildng design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage.delivery-erection and bracing of trusses and truss systems.seeANSI//PII Quality Cdteda,058-89 and SCSI Building Component 6904 Parke East Blvd. SaAfylnforma/bnovaliabie from Truss Plate Institute.218 N.Lee Street-Suite 312.Alexandria,VA 22314. Tampa,FL 33610 Job [Truss Truss Type Qty Ply T14695190 16156TO T06 Hip 1 1 Job Reference(optional) Building Component Supply, Jacksonville,FL-32256, 8.220 s May 24 2018 MiTek Industries,Inc. Mon Jul 30 10:55:32 2018 Page 1 I D:IxfZFgfmgC3xoYuk4lfAW Czj DJe-eE Sa5Zy3gkb5i bDF_KyQleX3u10kzhz2p?mskFysug9 5-4-4 9-10-15 10-818 16-5-10 22-2-14 26-7-0 8-1-1 30-5-8 35-0-1 40-0-15 42-5-8 I44-11-0 5-4-4 4-6-11 0-9-0 5-9-2 5-9-5 4-4-2 1-6-12 2-3-12 4-6-9 5-0-14 2-4-9 2-5-8 Scale=1:82.2 6x6 i 4x6= 6x6= 4x10= 6x8 6.00 NT 3 4 , 0 31 5 6 7 3� 8 34 ea ba as 5' W rsn rQ as x,4x5 i G ci 8 �: 4x5 2 9 4x5 iNiltZe. u) 1 10 N n ri v t 25 24 23 22 21NZ Pr 16 0 To f _ .. i N I N _ 5x12= 7x10= 4x5= 16 15 1 ('S3 28 27 26 20 19 1835 7x10= 12 13 11 3x5 1 4x10= 4x6 I 5-4-4 10-8-8 16-5-10 l 22-2-14 26-7-0 8-1-1 30-5-8 35-0-1 i 42-5-8 144-11-01 5-4-4 5-4-4 5-9-2 5-9-5 4-4-2 -6-12 2-3-12 4-6-9 7-5-7 2-5-8 Plate Offsets(X,Y)-- [3:0-0-12,0-3-0),[4:0-2-12,0-2-01,[8:0-3-4,0-3-01,[14:0-2-0,0-1-01,[22:0-2-0,0-1-4),[25:0-6-0,0-3-41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.54 Vert(LL) -0.11 14-15 >999 240 MT20 244/190 TCDL 10.0 ' Lumber DOL 1.25 BC 0.87 Vert(CT) -0.23 14-15 >874 180 BCLL 0.0 ' 1 Rep Stress Incr YES WB 0.57 Horz(CT) 0.05 11 n/a n/a BCDL 10.0 1 Code FBC2017/TP12014 Matrix-MS Weight:295 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.1 TOP CHORD Structural wood sheathing directly applied or 4-8-3 oc purlins, BOT CHORD 2x4 SP No.1*Except* except end verticals,and 2-0-0 oc purlins(4-6-8 max.):3-8. 4-26,20-22,16-18,12-14:2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3'Except' WEBS 1 Row at midpt 7-21 1-28,10-11:2x4 SP No.1 JOINTS 1 Brace at Jt(s):4,21 REACTIONS. (lb/size) 28=1057/0-5-8,11=559/0-5-8,19=1954/0-3-8 Max Horz 28=-218(LC 10) Max Uplift 28=-302(LC 12),11=-188(LC 12),19=-446(LC 12) Max Gray 28=1058(LC 21),11=584(LC 18),19=1954(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-1092/414,2-3=-1475/612,3-4=-1292/600,4-5=-1398/642,5-6=-1398/642, 6-7=-796/481,7-8=-391/335,8-9=-480/315,9-10=-257/53,1-28=-1009/424, 11-13=-539/255 BOT CHORD 4-25=-58/306,24-25=-483/1349,23-24=-257/820,16-17=-267/178,14-15=-175/452, 13-14=-126/554 WEBS 2-27=-616/313,17-19=-1761/682,17-21=-1760/691,7-21=-1785/702,1-27=-316/946, 25-27=-388/944,2-25=-91/464,5-24=-427/244,6-24=-278/772,6-23=-807/359, ```��1111111/���, 7-23=-446/1346,9-13=-446/316,7-15=-205/699 ,,`•OP0j I N• v •.. ,,,, NOTES- �� •••\GENB•� 0i 1)Unbalanced roof live loads have been considered for this design. .. �' �•••• i 2)Wind:ASCE 7-10;Vuit=l30mph(3-second gust)Vasd=lotmph;TCDL=5.0psh BCDL=5.0psf;h=25ft;B=45ft;L=24tt;eave=5ft;Cat. • No 681 82 II;Exp C;End.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-1-12 to 3-1-12,Interior(1)3-1-12 to 9-4-4,Exterior(2)9-4-4 to 13-7-2,Interior(1)13-7-2 to 35-4-10,Exterior(2)35-4-10 to 39-7-8,Interior(1)39-7-8 to 44-9-4 zone;end vertical left and right — exposed;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. :"O t ,lin 4)All plates are 2x4 MT20 unless otherwise indicated. i •. S '-' l" O F :Li 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. i 0 4 `'�' 6)'This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide �i�T•• ;C(/ Q •• ••� will fit between the bottom chord and any other members,with BCDL=10.0psf. /jam SI• R10..',....\.•• ` `�� 7)Provide 8-3de mechanical 8lcconnnection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) ,,‘91 O N A•1111111l�`����� 2 8)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. Joaquin Velez PE No.68182 MITek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: July 30,2018 � I mit 0 WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIS-7473 rev.14932015 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 in dlvidud 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,deTNery.erection and bracing of trusses and truss systems,seeANSI/IPII QuamyCarole,OSB-89 and DCSI Mildew Component 6904 Parke East Blvd. Sfely►dolmaIfonavdlable from truss Plate Institute.218 N.Lee Street.Suite 312.PJexanndrka,VA 22314. Tampa.FL 33610 Job Truss Truss Type p p T14695191 16156TO 107 Hip 1 1 l I Job Reference(optional) Building Component Supply, Jacksonville,FL-32256, 8.220 s May 24 2018 MiTek Industries,Inc. Mon Jul 30 10:55:34 2018 Page 1 I D:IxfZ FgfmgC3xoYuk4lfAW CzjDJe-adaKW F_KC LrpxvNe61?ug3cT_rnkRbkLGJFzp8ysug7 5-4-4 10-8-8 11I-10-}5 16-5-10 22-2-14 I 26-7-0 38-1-1? 33 -0-1 39-2-11 44-11-0 5-4-4 5-4-4 1-2-7 4-6-11 5-9-5 4-4-2 6-1 4-10-5 6-2-10 5-8-5 Scale=1:82.4 4x5 6x6 i 2x4 I I 6x6= 4x10= 6x8 6.0012 3 4 2c w 27 5 r., SE Via 28,, 29 8 1 4x5 AIL 30 4x5 2 9 MI 24 4x5 31 4x5 1 10 srm ..../ `-Y� 20 19 18 17 16 / ^ p I 5x12= 2X4 I, r----, / N�6 ilE 7x10= 4x5= 23 22 21 15 14 32 13 12 fit 3x5 I I 4x10= 2x4 II 2x4 I I 7x10= 4x5= 2x4 II 2x4 II 2x4= 5-4-4 10-8-8 11I-10-15 16-5-10 I 22-2-14 I 26-7-0 38-1-1? 33-0 -1 39-2-11 1 44-11-0 5-4-4 5-4-4 2-7 4-6-11 5-9-5 4-4-2 6-1 4-10-5 6-2-10 5-8-5 Plate Offsets(X,Y)-- 13:0-2-4,0-2-01,14:0-0-12,0-3-01,(8:0-3-4,0-3-01,(13:0-4-12,Edge1,120:0-6-0,0-3-41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.31 Vert(LL) 0.08 19 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.51 Vert(CT) -0.16 19-20 >999 180 BCLL 0.0 * Rep Stress Incr YES WB 0.56 Horz(CT) 0.02 11 Na n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-MS Weight:307 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.1 TOP CHORD Structural wood sheathing directly applied or 4-10-12 oc purlins, BOT CHORD 2x4 SP No.1*Except* except end verticals,and 2-0-0 oc purlins(5-5-10 max.):4-8. 3-21,15-17:2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 7-16 JOINTS 1 Brace at Jt(s):16 REACTIONS. (lb/size) 23=1085/0-5-8,14=1879/0-3-8,11=606/0-5-8 Max Horz 23=-241(LC 10) Max Uplift 23=-324(LC 12),14=-388(LC 12),11=-225(LC 12) Max Gray 23=1085(LC 21),14=1879(LC 1),11=624(LC 18) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-1144/447,2-3=-1501/638,3-4=-1183/620,4-5=-1215/636,5-6=-1215/636, 6-7=-776/545,7-8=-322/389,8-9=-414/366,9-10=-625/338,1-23.1037/444, 10-11=-575/290 BOT CHORD 3-20=-83/375,19-20=-432/1244,18-19=-254/795,12-13=-173/477 WEBS 2-22=-695/341,20-22=-423/1075,2-20=-61/336,14-16=-1712/628,7-16=-1727/639, 9-13=-321/166,1-22=-363/1031,10-12=-203/481,7-13=-146/576,7-18=-399/1235, 6-18=-804/355,6-19=-201/611,5-19=-306/194 ``111111111///, NOTES- `%%% Q1J I N VF �'ti 1)Unbalanced roof live loads have been considered for this design. .k b. Or-. ........ , � �i 2)Wind :ASCE 7-10;Vult=l30mph(3-second gust)Vasd=101 mph;TCDL=5.Opsf;BCDL=5.Opsf;h=25ft;B=45ft;L=24ft;eave=5ft;Cat. •,� S•.••\G E N S` c '0 II;Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-1-12 to 3-1-12,Interior(1)3-1-12 to 11-4-4,Exterior(2) • • ••' ••. i 11-4-4 to 15-7-2,Interior(1)15-7-2 to 33-4-10,Exterior(2)33-4-10 to 37-7-8,Interior(1)37-7-8 to 44-9-4 zone;end vertical left and ` No 681 82 :, right exposed;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 7.13 t r r I will fit between the bottom chord and any other members,with BCDL=10.Opsf. o •• ST'` '.41 OF 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) i0 23=324,14=388,11=225. Ali •. . R 1 O..- ••\�`� 7)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. is • �?`� �'lit,/ON M._S;toe • Joaquin Velez PE No.68182 MITek USA,Inc.FL Ceft 6634 6904 Parke East Blvd.Tampa FL 33610 Date: July 30,2018 Is 0 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE M9-7473 rev.1O032015 BEFORE USE. Design valid for use only with MITek®connectors.This design is based only upon parameters shown,and is for on individual building component,not a truss system.Before use,the bullring 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 rot stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the East BNd. fabrication,storage,delivery.erection and bracing of trusses and truss systems.seeAMV/Nf Qualify Cando,053.89 and SC6904 E/3U3dhg Component Tampa.04 ParkeFEast 0 Safely Wonnafbn pvallabte from Truss Plate Insiilute.218 N.Lee Street,Suite 312.Alexandria.VA 22314. r Job Truss Truss Type Qty Ply 114695192 16156T0 T08 Hip 1 1 ,Job Reference(optional) Building Component Supply, Jacksonville,FL-32256, 8.220 s May 24 2018 MiTek Industries,Inc. Mon Jul 30 10:55:35 2018 Page 1 I D:IxfZFgfmgC3xoYuk4lfAW Czj DJe-2p7ikb_yyf zgZ2ygfTW 7N H9aBE6tAeUVz?W Laysug6 5-4-4 1 10-8-8 13-10-15 116-5-101 22-2-14 26-7-0 ?,8-1-1? 31-0-1 133-8-12 I 36-5-8 1 39-2-4 { 44-11-0 5-4-4 5-4-4 3-2-7 2-6-11 5-9-5 4-4-2 6-1 2-10-5 2-8-11 2-8-12 2-8-12 5-8-12 Scale=1:80.9 6x66x6 2x4 I I 6x6= 4 6.00 l 5 55 26 ea ea 6im ea 27 . ea 8 0. 8 n • 30. 9 25 28 2 B 10 Li) 24 ` 29 2x4 II a of 3x4 11 /\ YIP ma 20 17 16 , o ' 5x12= 19 30 18 31 w a 7x10= @ I IE 23 22 21 15 14 32 33 13 12 3x5 I I 4x10= 2x4 II 2x4 I I 7x6 2x4= I 5-4-4 10-8-8 13-10-15 116-5-10 22-2-14 1 26-7-0 38-1-12 31-0-1 I 36-5-8 1 44-11-0 1 5-4-4 5-4-4 3-2-7 2-6-11 5-9-5 4-4-2 6-1 2-10-5 5-5-7 8-5-8 Plate Offsets(X,Y)-- (3:0-2-0,0-2-0),(4:0-0-12,0-3-0),(8:0-0-12,0-3-0),(15:0-2-0,0-0-8),(20:0-6-0,0-3-4) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.54 Vert(LL) -0.14 13-14 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.58 Vert(CT) -0.24 19-20 >999 180 BCLL 0.0 * Rep Stress Incr YES WB 0.77 Horz(CT) 0.06 14 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-MS Weight:308 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.1 TOP CHORD Structural wood sheathing directly applied or 4-8-7 oc purlins, BOT CHORD 2x4 SP No.1*Except* except end verticals,and 2-0-0 oc purlins(5-4-12 max.):4-8. 3-21,15-17:2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 7-16,9-14 JOINTS 1 Brace at Jt(s):16 REACTIONS. (lb/size) 23=1071/0-5-8,14=1917/0-3-8,12=582/0-5-8 Max Horz 23=-263(LC 10) Max Uplift 23=-316(LC 12),14=-410(LC 12),12=-211(LC 12) Max Gray 23=1072(LC 21),14=1993(LC 19),12=623(LC 18) FORCES. (Ib)-Max Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-1129/429,2-3=-1471/612,3-4=-1050/543,4-5=-977/542,5-6=-977/542, 6-7=-630/481,7-8=-73/288,8-9=-100/288,9-10=-551/364,1-23=-1024/428 BOT CHORD 3-20=-73/381,19-20=-418/1271,18-19=-170/661,12-13=-167/426 WEBS 2-22=-686/323,20-22=-400/1104,2-20=-66/310,14-16=-1218/488,7-16=-1249/488, 1-22=-347/1019,7-18=382/1172,6-18=-822/375,6-19=-176/550,3-19=-355/186, 9-14=-592/222,9-13=-87/413,10-12=-554/228 NOTES- ,`1111111111�II 1)Unbalanced roof live loads have been considered for this design. ,�%' QU IN �/ - "e� 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=5.0psf;BCDL=5.Opsf;h=25ft;B=45ft;L=24ft;eave=5ft;Cat. �%• OP. .......• �� 1,� II;Exp C;End.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-1-12 to 3-1-12,Interior(1)3-1-12 to 13-4-4,Exterior(2) • •••• G E Al S .0 13-4-4 to 17-7-2,Interior(1)17-7-2 to 31-6-12,Exterior(2)31-6-12 to 35-9-11,Interior(1)35-9-11 to 44-9-4 zone;end vertical left and • V\ ••. right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 •• No 681 82 3)Provide adequate drainage to prevent water ponding. • r. *: 4)All plates are 4x5 MT20 unless otherwise indicated. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. I,1 • - 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 :'D I , i,p. will fit between the bottom chord and any other members,with BCDL=10.Opsf. " r O F : SCI•: 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=1b) .•O �/47 23=316,14=410,12=211. 4. „.<\ leits:/ �. • R1Q .ii..'•• `.8)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 0s •........• t.?,•�N A�E-.�` Joaquin Velez PE No.68182 MITek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: July 30,2018 � I to mg A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MIT EK REFERANCE PAGE 111.7473 rev.10/173/2015 BEFORE USE. Design valid for use only with MITek®connectors.This design Is based only upon parameters shown,and Is for an kxdMduai 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. Dacing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Mitek' Is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems.seeANSUIPII Quay Clhrb,O58d9 and BCS/luldhp Component 6904 Parke East Blvd. Safely kdomallonavagable from Truss Plate Institute.218 N.Lee Street,Suite 312.Nexandria,VA 22314. Tampa.FL 33610 Job Truss Truss Type I Ory Ply ` I T14695193 16156TO T09 Hip 1 1 I Job Reference(optional) Building Component Supply, Jacksonville,FL-32256, 8.220 s May 24 2018 MiTek Industries,Inc. Mon Jul 30 10:55:36 2018 Page 1 ID:IxfZFgfmgC3xoYuk4lfAWCzjDJe-W?h5foa?ajz5XBCW 1 DA1 MvUhoNeTAvOjdkdk4toysug5 5-4-4 10-8-8 12-9-8 16-0-0 22-1-12 24-5-8 26-7-0 28-11-0 33-8-12 36-5-8 39-2-4 44-11-0 5-4-4 5-4-4 12-1-0 l 3-2-8 l 6-1-12 l 2-3-12 2-1-8 12-4-0 I 4-9-12 2-8-12 12-8-12 I 5-8-12 Scale=1:80.7 10x16 M18SHS= 4x5= 4x5= 6x8 6.00.12 4 31 5 3_. 6 7 33 4x5 30 4x5 I 3 8 6x8 6x8 2 9 m 4x5 29 .. M 10 • a$3 :22 19�,•�... 15 hi\h. 26 21 35 20 1.1 b6 0 •' Y 1I N 24 7x10= 4x5= 16 \,�. Ailk . 34 N N 11 A 5x12= IK 28 27 26 14 13 38 39 12 ti 3x5 H 4x10= 4x5= 7x6= 4x5- 28-11-0 I 5-4-4 10-8-8 1 -19.-: l ts�o l 22-1-12 124-SB 26-7-0 1ze39 36-5-8 i a4-110_ i Sdd Sal-4 2- 32-8 6-1-12 2312 2-1-8 ,-�6d-7-6 7-6-8 8-5-8 ------ Plate Offsets(X,Y)-- j4:0-3-8,0-0-81,19:0-3-8,0-3-01,114:0-2-0,0-0-81,)21:0-3-8,Edge1,123:0-6-0,0-3-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (lac) 1/deft Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.38 Verl(LL) -0.13 12-13 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.45 Vert(CT) -0.19 11-12 >999 180 M18SHS 244/190 BCLL 0.0 * Rep Stress Incr YES WB 0.97 Horz(CT) 0.03 11 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-MS Weight:322 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.1 TOP CHORD Structural wood sheathing directly applied or 4-8-14 oc purlins, BOT CHORD 2x4 SP No.1 *Except* except end verticals,and 2-0-0 oc purlins(6-0-0 max.):4-7. 3-26,22-24,18-19,14-16:2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3`Except' WEBS 1 Row at midpt 6-15,8-13 6-13:2x4 SP No.1 JOINTS 1 Brace at Jt(s):15 REACTIONS. (lb/size) 28=1073/0-5-8,11=585/0-5-8,13=1912/0-3-8 Max Horz 28=297(LC 11) Max Uplift 28=345(LC 12),11=-261(LC 12),13=-330(LC 12) Max Gray 28=1075(LC 21),11=639(LC 18),13=2070(LC 17) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-1123/455,2-3=-1670/701,3-4=-1124/608,4-5=-930/586,5-6=-595/554, 6-7=-148/406,7-8=-170/387,8-9=-574/419,1-28=-1026/454 BOT CHORD 27-28=-273/277,3-23=-75/401,22-23=-474/1378,21-22=-525/1529,20-21=-160/628, 11-12=-195/436 WEBS 2-27=-778/359,23-27=-393/1115,2-23=-160/521,3-21=-711/344,1-27=364/997, 13-15=-1325/402,6-15=-1316/401,8-13=-583/264,8-12=-65/400,9-11=-583/284, 5-21=-176/602,5-20=-827/372,6-20=-359/1199 00111111/I4�,I ,,, PQUIN Vet NOTES44,- Unbalanced roof live loads have been considered for this design. �` 'S• G E N S•• �'10, 2)Wind:ASCE 7-10;Vuit=13Omph(3-second gust)Vasal=101mph;TCDL=S.Opsf;BCDL=S.Opsf;h=25ft;B=45ft;L=24ft;eave=5ft;Cat. �•••• • II;Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-1-12 to 3-1-12,Interior(1)3-1-12 to 16-0-0,Exterior(2) : No 68182 16-0-0 to 20-2-15,Interior(1)20-2-15 to 28-11-0,Exterior(2)28-11-0 to 33-1-15,Interior(1)33-1-15 to 44-9-4 zone;end vertical left * • •,• • and right exposed;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. `7 5)All plates are 2x4 MT20 unless otherwise indicated. i p •• ST'r'�:1 OF 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 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide �i�'�[•�••;Cr P•• •: will fit between the bottom chord and any other members,with BCDL=10.Opsf. 4:., ••• R�.•. G`s- 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=1b) ��i S/Q N A1-EV%` • 28=345,11=261,13=330. F,,1111111110- 9) ` Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. Joaquin Velez PE No.68182 MiTek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: July 30,2018 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 818-7473 rev.1003/201S BEFORE USE. Mt Design valid for use only with Mild&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 balding design. Bracing Indicated Is to prevent buckling of individual huss 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,seeANWVIIII Qua.y CINdg,DSI419 and SCSI Mem Component 6904 Parke East Blvd. Safely I fomro//pn svaliabie from Truss Plate Institute,218 N.Lee Street.Suite 312,Alexandria-VA 22314. Tampa.FL 33610 Job Truss Truss Type I Qty Ply 1 T14695194 16156T0 T10 Piggyback Base 111 1 Job Reference(optional) Building Component Supply, Jacksonville,FL-32256, 8.220 s May 24 2018 MiTek Industries,Inc. Mon Jul 30 10:55:38 2018 Page 1 I D:IxfZFgfmgC3xoYuk4lfAW Czj DJe-TOprMd 1 gFaMFQW gPLb3q_vn8tS9fNJrwBxDByvysug3 5-4-12 10-9-8 12-9-8 16-0-0 22-1-12 24-5-8 26-6-0 28-11-0 33-8-12 39-2-4 44-11-0 5-4-12 I 5-4-12 i 2-0-0 ! 3-2-8 ! 6-1-12 2-3-12 2-0-8 2-5-0 1 4-9-12 5-5-7 ! 5-8-12 ! Scale=1:80.7 6x6 1\ 4x5= 4x5= 3x6= 6.00 4 31 5 3?� 6 7 33 I ea ea ea ea ea I/ 4x5 i4x5 30 8 3 6x8 i g 6x8 2 9 0 29 34 d 4x5 10 i Sar Y: 2y 21 36 20 36 u .. 151;ab 0 24 7x10- 4x5= 191167-111 N N h5x12= .15 - E 28 27 26 14 13 38 39 12 ti 3x5 I I 4x10= 4x5= 7x6= 4x5= 28-11-0 5-4-12 10-9-8 12-9 B 16-00 22-1-12 24-SS 26-6-0 28-3.8 36-5-8 44-114 1 5-4-12 I 5-4-12 12-00 I 3-2-8 I 6-1-12 i 2-3-12 1 2-0-8 j i-9-8d-7. 7-6-8 i 8-5-8 1 Plate Offsets(X,Y)-- 17:0-3-0,0-2-01,19:0-3-8,0-3-01,[14:0-2-0,0-0-8),[23:0-6-0,0-3-8) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/def I L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.38 Vert(LL) -0.13 12-13 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.45 Vert(CT) -0.19 11-12 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.93 Horz(CT) 0.03 11 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-MS Weight:321 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.1 TOP CHORD Structural wood sheathing directly applied or 4-8-15 oc purlins, BOT CHORD 2x4 SP No.1 `Except' except end verticals,and 2-0-0 oc purlins(6-0-0 max.):4-7. 3-26,22-24,18-19,14-16:2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 6-15,8-13 JOINTS 1 Brace at Jt(s):15 REACTIONS. (lb/size) 28=1074/0-5-8,13=1908/0-3-8,11=588/0-5-8 Max Horz 28=-295(LC 10) Max Uplift 28=343(LC 12),13=-336(LC 12),11_258(LC 12) Max Gray 28=1076(LC 21),13=2058(LC 17),11=641(LC 18) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-1127/453,2-3=-1664/695,3-4=-1118/601,4-5=-933/580,5-6=-608/551, 6-7=-149/395,7-8=-167/378,8-9=-576/414,1-28=-1027/452 BOT CHORD 27-28=-271/275,3-23=-75/405,22-23=-464/1377,21-22=-516/1523,20-21=-166/643, 11-12=-193/438 WEBS 2-27=-774/356,23-27=-391/1118,2-23=-153/511,3:21=-699/333,13-15=-1319/409, 6-15=-1302/408,1-27=-361/999,8-12=-67/399,8-13=-582/256,9-11=-585/278, 5-21=-166/586,5-20=-828/375,6-20=-365/1200 ,00111111/,, NOTES- �%• PQUIN VFX "i 1)Unbalanced roof live loads have been considered for this design. ,• 0 F ,� 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=5.Opsf;BCDL=5.Opsf;h=25ft;B=45ft;L=24ft;eave=5ft;Cat. s , .•.�G ENS : II;Exp C;End.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-1-12 to 3-1-12,Interior(1)3-1-12 to 16-0-0,Exterior(2) .. '' 6..••• • �i 16-0-0 to 20-2-15,interior(1)20-2-15 to 28-11-0,Exterior(2)28-11-0 to 33-1-15,Interior(1)33-1-15 to 44-9-4 zone;end vertical left • No 681 8 2 and right exposed;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 2x4 MT20 unless otherwise indicated. `i 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. :'0 • r• 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 • S T' OF : 14/ will fit between the bottom chord and any other members,with BCDL=10.Opsf. iO •• ,�. / Q., 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except Qt=lb) °° <<\'''4. • R 1 O Q•.'•)•% 28=343,13=336,11=258. ij`,`AN••••...••••i. �� 8)Graphical puffin representation does not depict the size or the orientation of the puffin along the top and/or bottom chord. •iih•O N Al-y`to- Joaquin Velez PE No.68182 MITek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: July 30,2018 0 WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 818-7473 rev.10103/2015 BEFORE USE. iiii. Design valid for use only with Mllekca 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 appllcabllry 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 Inlay and property damage. For general guidance regarding the fabrication,storage.delivery,erection and bracing of trusses and truss systems,seeA..f7P/I Outlay Weft,,DSJ.19 and 1p1/Uldhy Componon/ 6904 Parke East Btvd. Safely hM.maftnavallable from truss Plate institute.218 N.Lee Street.Suite 312,Alexandria.VA 22314. Tampa.FL 33610 Job Truss Truss Type Qty Ply I 714695195 16156T0 T11 Piggyback Base 1 1 Job Reference(optional) Building Component Supply, Jacksonville,FL-32256, 8.220 s May 24 2018 MiTek Industries,Inc. Mon Jul 30 10:55:40 2018 Page 1 I D:IxfZFgfmgC3xoYuk4lfAW Czj DJe-Pnxbn125nBczfggoS0513Kso6FmbrDcDfFi HOnysuq 1 5-4-12i 10-9-8 112-9-8 I 16-0-0 21-4-12 24-5-8 26-6-0 128-11-0 36-11-0 44-11-0 5-4-12 5-4-12 2-0-0 3-2-8 5-4-12 3-0-12 2-0-8 2-5-0 8-0-0 8-0-0 Scale=1:83.5 6x6 \1 4x5= 4x5= 6x6 1/ 6.00112 4w w 28 13 29 7 4x5 27 30 3 6x8 6x8 8 2 %:dlli0000..4%%%%%% %4%%._.31 9 26AL 64x5 4x61 i�719 17. a 21 2x4 II 18 32 3315 1,:ii-' m:_--1N4X10= I• N - 2x4= 4x5= 25 24 23 2x4= 4x5 II 13 12 34 11 10 3x5 I 4x10= 2x4 I 3x5=5x6 I I 4x10= 6x8= 2x4 II 5x12= 4x5= 26-8-0 5-4-12 I 10-9-8 112-9-8 i 15-0.0 I 24-5-8 26-6-0 1 28-11-0 36-11-0 I 44-11-0 5-4-12 54-12 2-0-0 3-2-8 8-5-8 2-0-8 2-3-0 8-0-0 8-0-0 0-2-0 Plate Offsets(X,Y)-- [11:0-3-12,0-3-01,115:0-2-4,0-1-81,116:0-2-12,0-2-0),117:0-2-8,0-0-81,120:0-6-0,0-3-8),125:0-2-12,0-1-8] LOADING (pst) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.59 Vert(LL) -0.22 17-18 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.81 Vert(CT) -0.37 17-18 >871 180 BCLL 0.0 * Rep Stress Incr YES WB 0.92 Horz(CT) 0.03 10 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-MS Weight:346 lb FT=20% I LUMBER- BRACING- TOP CHORD 2x4 SP No.1 TOP CHORD Structural wood sheathing directly applied or 5-0-3 oc purlins, BOT CHORD 2x4 SP No.1*Except* except end verticals,and 2-0-0 oc purlins(6-0-0 max.):4-7. 3-23,19-21,15-17:2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 3-7-9 oc bracing. Except: WEBS 2x4 SP No.3*Except* 1 Row at midpt 6-14 6-12:2x4 SP No.1 WEBS 1 Row at midpt 7-12 OTHERS 2x4 SP No.3 Web Brace:Length(member) 6-11-3(5-16);7-10-14(8-12); REACTIONS. (lb/size) 25=1004/0-5-8,13=1923/0-3-11,10=643/0-5-8 Max Horz 25=-295(LC 10) Max Uplift 25=-358(LC 12),13=-273(LC 12),10=-306(LC 12) Max Gray 25=1006(LC 21),13=2010(LC 17),10=660(LC 18) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-1044/468,2-3=-1493/717,3-4=-960/622,4-5=-790/599,5-6=-106/460, 6-7=-223/492,7-8=-254/459,8-9=-688/448,1-25=-957/465,9-10=-601/365 BOT CHORD 24-25=-271/275,3-20=-92/352,19-20=-506/1137,18-19=-537/1290,17-18=-213/447, 16-17=-143/854,14-15=-529/0,13-14=-2079/487,14-16=-1929/517,6-16=-1030/244, 11-12=-236/501 2-24=-700/367, -24=-409/975, =-166/420, 52, =-111/735, WEBS 5-16=-1092/361277-12=-263/25,812=-662/250,811=0/279,3-24=-375/919, ,�%%%`Q1JIN'VP!i"it 9-11=-252/458,6-12=-108/862 %• QP..•••••• 4 l ••% •••• GENS•• '. NOTES- .. �' '...• ••i 1)Unbalanced roof live loads have been considered for this design. No 681 82 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=5.Opsf;BCDL=5.Opst;h=25ft;B=45ft;L=24ft;eave=5ft;Cat. II;Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-1-12 to 3-1-12,Interior(1)3-1-12 to 16-0-0,Exterior(2) _ 16-0-0 to 20-2-15,Interior(1)20-2-15 to 28-11-0,Exterior(2)28-11-0 to 33-1-15,Interior(1)33-1-15 to 44-9-4 zone;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 "O 3)Provide adequate drainage to prevent water ponding. .• •. S OF : LU 4)All plates are 3x4 MT20 unless otherwise indicated. le0 5)This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 0 • •L o R 1 P C?` �`, 6)•This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide 'j`` 5•••....... ` ` tween the ttom chord and any her th 7)Providewill fit emechani al connection(by others)tof truss members, bearing plate capable off withstanding 100 lb uplift at joint(s)except(jt=lb) ',e.111,�N Ai `0 itt 25=358,13=273,10=306. 8)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. Joaquin Velez PE No.68182 MiTek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: July 30,2018 6 1 i. A WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.16V32015 BEFORE USE Design valid for use only with Milek@ 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 IndWkdual truss web and/or chord members only. Additional temporary and permanent bracing Ml; Tek• is always required for stability and to prevent collapse with possible personal kijury and properly damage. for general guidance regarding the fabrication-storage,delivery-erection and bracing of trusses and truss systems,seeANSI/IPII Qua/yCMlla,DU-89 and ICS/Ioldbrg Compon.nt 6904 Parke East Blvd. Safelyhr/pmarparlvailable from Truss Plate Institute.218 N.Lee Street.Suite 312,Alexandria,VA 22314. Tampa.FL 33610 Job Truss Truss Type • Qty Ply 714695196 16156T0 T12 Piggyback Base 1 1 Job Reference(optional) Building Component Supply, Jacksonville,FL-32256, 8.220 s May 24 2018 MiTek Industries,Inc. Mon Jul 30 10:55:41 2018 Page 1 ID:IxfZ FgfmgC3xoYuk4lfAW Czj DJe-tzVe3jYVkpHzP_OjdXcYPacf4oakoNtvSrZEysugo 5-4-4 I 10-8-8 16-0-0 I 21-8-3 27-0-10 28-11-01 36-11-0 i 44-11-0 5-4-0 5-4-4 5-3-8 5-8-3 5-4-7 1-10-6 8-0-0 8-0-0 Scale=1:80.9 6x6 l,l 2x4 II 3x6= 4x5= 6.005 421 6 7 ea ® >� s5,,, 2 2aa ea 1 c: a • 4x5 20 \ 23 3 6x8 6x8 i 8 2 / o• iiid 24 4x5 i 4x5 3a: Mil ------ 5x6 9 15 13j q T,44 Y� 5x12= 14 25 26 ® N'N 8x12= . FE 1 18 17 16 12 27 1/ 10 3x5 I I 4x10= 2x4 I I 5x6= 6x8= 2x4 I I 28-11-0 5-4-4 10$$ 16-0-0 21-8-3 27 10 27I-0 36-11-0 44-11-0 5-4-4 I 5-4-4 I 5-3-8 5-8-3 I 54-7 6211 I 8-0-0 I 8-0-0 I 1-7-12 Plate Offsets(X,Y)-- 17:0-3-0,0-2-01,(9:0-2-4,0-2-0),[11:0-3-12,0-3-01,(12:0-3-0,0-2-12),113:0-3-12,0-2-81,114:0-5-8,Edgel,[15:0-6-0,0-3-41 LOADING (psf) SPACING- 2-0-0 CSI. DE FL. in (loc) I/defI Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.67 Vert(LL) -0.55 13-14 >589 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.94 Vert(CT) -0.91 13-14 >356 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.66 Horz(CT) 0.09 10 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-MS Weight:292 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.1 TOP CHORD Structural wood sheathing directly applied or 5-0-10 oc purlins, BOT CHORD 2x4 SP No.1 'Except* except end verticals,and 2-0-0 oc purlins(6-0-0 max.):4-7. 3-16,6-12:2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. Except: WEBS 2x4 SP No.3*Except* T-Brace: 2x4 SP No.3-6-13 8-12:2x4 SP No.1 WEBS T-Brace: 2x4 SP No.3-8-12,5-13 OTHERS 2x4 SP No.3 Fasten(2X) T and I braces to narrow edge of web with 10d (0.131'x3")nails,6in o.c.,with 3in minimum end distance. Brace must cover 90%of web length. REACTIONS. (lb/size) 18=1068/0-5-8,12=1819/0-2-7,10=682/0-5-8 Max Horz 18=-187(LC 10) Max Uplift 18=-326(LC 12),12=-361(LC 12),10=-250(LC 12) Max Gray 18=1068(LC 1),12=1862(LC 17),10=707(LC 18) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=-1116/432,2-3=-1471/648,3-4=-1048/562,4-5=-866/563,5-6=-149/355, 6-7=-149/361,7-8=-174/316,8-9=-758/334,1-18=-1020/424,9-10=-658/330 BOT CHORD 3-15=-64/276,14-15=-428/1311,13-14=-166/534,12-13=-1443/380,6-13=-483/179, 11-12=-221/596 2-17=-659/32 12— WEBS 8-11=0/298,15175-322/9911,9-11=-197/571,5-13=-1004/336,5-14=-83/7077/264, `•0 PQU N'VFX"iit NOTES- `1:` ��•%GENS'•F�,'. 1)Unbalanced roof live loads have been considered for this design. • '• �' i 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=5.Opsf;BCDL=5.0psf;h=25ft;B=45ft;L=24ft;eave=5ft Cat. = No 68182 • II;Exp C;End.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-1-12 to 3-1-12,Interior(1)3-1-12 to 16-0-0,Exterior(2) = 16-0-0 to 20-2-15,Interior(1)20-2-15 to 28-11-0,Exterior(2)28-11-0 to 33-1-15,Interior(1)33-1-15 to 44-9-4 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. :' /ill 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. . S • 1 • OF ::141:: 5)'This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide 'O A will fit between the bottom chord and any other members,with BCDL=10.Opsf. ,/ <‘••••4 • R 1 O ' ,\ `,� 6)Provide mechanical connection(by others)of truss to bearing plate at joint(s)12. Iii SS •.......•!•\ `• 7)P8=3de,r1 echanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) ,,,S 1O N A�; • •• 8)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 9)Warning:Additional permanent and stability bracing for truss system(not part of this component design)is always required. Joaquin Velez PE No.68182 MITek USA,Inc.FL Celt 6634 6904 Parke East Blvd.Tampa FL 33610 Date: July 30,2018 0 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE M9-7473 rev.10703/2015 BEFORE USE MI Design valid for use only with MITek©connectors.This design Is based only upon parameters shown.and is for an IndMdual 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 stabftty and to prevent collapse with possble personal injury and property damage. For general guidance regarding the fabrication.storage,delivery.erection and bracing of trusses and truss systems,sceeANSIJIPII Coolly CsSaB,DS/4P and SCSI luldb g Component 6904 Parke East Blvd. Safely/db/maMpryrvaIable horn Truss Plate institute.218 N.Lee Sheet,Suite 312,Alexan:drio,VA 22314. Tampa.FL 33610 Job Truss Truss Type 1 Qty Ply T14695197 16156TO T13 Piggyback Base 1 1 1 Job Reference(optional) Building Component Supply, Jacksonville,FL-32256, 8.220 s May 24 2018 MiTek Industries,Inc. Mon Jul 30 10:55:42 2018 Page 1 I D:IxfZFgfmgC3xoYuk4lf AW Czj DJe-L93MC_4LJpsgv7_AaR8m91xmR3USJ F3 W 6ZBO5gysuq? 1 8-0-0 I 16-0-0 19-4-11 23-9-8 28-2-6 28-11-0 36-11-0 44-11-0 8-0-0 8-0-0 3-4-11 4-4-14 4-4-14 0-8-10 8-0-0 8-0-0 Scale=1:80.9 6x6 IA 2x4 I 6.00 12 4x5= 4x5= 3x6— 3 s 4�21 rra �5 22� 6 7 Ea -, a &'., 144444144,4 6x8* 20 / \. 23 6x8 2 8 ' Vtiriiiiti4 0 4x6 i 19 \ 24 4 x 5 1 / 9 n 4 19q c. 26 27 Z NI , i� I A 4x6= 4x6= 1 ft 18 17 25 16 15 12 28 11 10 2x4 II 6x8= 4x10= 2x4 I 4x5= 6x8= 2x4 II I 8-40 16-0-0 19-1-1319-00128-2-628r 1 36-11-0 44-11-0 8-0-0 I 8-0-0I 3-1-13 0-2-014 8-9-12 o-2 1 8-5-15 I 8-0-0 I Plate Offsets(X,Y)-- 17:0-3-0,0-2-01,[9:0-2-4,0-2-0],[11:0-3-12,0-3-01,[13:0-3-8,0-2-01,[14:0-3-8,0-2-0],[17:0-3-12,0-3-0) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TC 0.60 Vert(LL) -0.28 13-14 >394 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.65 Vert(CT) -0.46 13-14 >235 180 BCLL 0.0 • Rep Stress Incr YES WB 0.41 Horz(CT) 0.02 12 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-MS Weight:304 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.1 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP No.1*Except* except end verticals,and 2-0-0 oc purlins(6-0-0 max.):3-7. 4-15,6-12:2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 4-4-7 oc bracing. Except: WEBS 2x4 SP No.3*Except* T-Brace: 2x4 SP No.3-4-14,6-13 4-16,8-12:2x4 SP No.1 WEBS 1 Row at midpt 2-16,3-16 OTHERS 2x4 SP No.3 T-Brace: 2x4 SP No.3-5-14,5-13,8-12 Fasten(2X) T and I braces to narrow edge of web with 10d (0.131"x3")nails,6in o.c.,with 3in minimum end distance. Brace must cover 90%of web length. REACTIONS. All bearings 0-5-8 except(jt=length)15=0-2-10,12=0-2-7. (Ib)- Max Horz 18=-187(LC 10) Max Uplift All uplift 100 lb or less at joint(s)except 18=-273(LC 12),15=-203(LC 12),12=-216(LC 12),10=-245(LC 12) Max Gray All reactions 250 lb or less at joint(s)except 18=744(LC 21),15=1281(LC 17),12=1087(LC 18),10=655(LC 18) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-781/382,2-3=-327/387,3-4=-273/413,4-5=-125/370,5-6=-145/352,6-7=-146/357, 7-8=- 324, 332, BOT CHORD 16-17=-260/692,114-1154-1289/290,4-1413991/263,12-13=-601/182,6-13=-400/139, ♦0% QUIN 1 Vi '", 11-12=205/519 ♦♦ OP••....... <<C` 11 WEBS 2-16=-648/249,4-16=170/850,8-11=0/285,1-17=-228/570,9-11=-180/482, `•% , .•'�G E N S'• :• 8-12=-689/259 • �' �•••• No 68182 NOTES- • 1)Unbalanced roof live loads have been considered for this design. * • 2)Wind:ASCE 7-10;Vult=l 30mph(3-second gust)Vasd=101 mph;TCDL=5.0psf;BCDL=5.Opsf;h=25ft;B=45ft;L=24ft;eave=5ft;Cat. • // • LY II;Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-1-12 to 3-1-12,Interior(1)3-1-12 to 16-0-0,Exterior(2) ��� •//1 16-0-0 to 20-2-15,Interior(1)20-2-15 to 28-11-0,Exterior(2)28-11-0 to 33-1-15,Interior(1)33-1-15 to 44-9-4 zone;C-C for members S '" 11_0:0 ;4U: and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 i Q ' 40 % 3)Provide adequate drainage to prevent water ponding. AN' •.C� • R Q .•' `:� 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. e,,`,SS •........ ‘4 %%• `♦ 5)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide / ` will fit between the bottom chord and any other members,with BCDL=10.Opsf. �I/11//i11110% II N A 1, ♦♦ 6)Provide mechanical connection(by others)of truss to bearing plate at joint(s)15,12. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 273 lb uplift at joint 18,203 lb uplift at Joaquin Velez PE No.68182 joint 15,216 lb uplift at joint 12 and 245 lb uplift at joint 10. MITek USA,Inc.FL Cert 6634 8)Graphical purfin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 6904 Parke East Blvd.Tampa FL 33610 9)Warning:Additional permanent and stability bracing for truss system(not part of this component design)is always required. Date: July 30,2018 MINIM mit A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE Ma-7473 rev.1002016 BEFORE USE Design valid for use only with MITeke connectors.This design 6 based only upon parameters shown,and is for an Individual buNding 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 hum web and/or chord members only. Additional temporary and permanent bracing MiTek. 6 always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the 6904 Parke East BNd fabrication,storage.delivery,erection and bracing of trusses and buss systems,seeANSIR/II GualyCMlb,DSI-89 and ICSIIWdIrp Component Solely Intormarbnavdlabie from truss Plate Institute,218 N.Lee Street.Suite 312,Plexandria,VA 22314. Tampa,FL 33610 I Job Truss Truss Type pry Ply 1 T14695198 16156T0 T14 Piggyback Base 1 1 Job Reference(optional) Building Component Supply, Jacksonville,FL-32256, 8.220 s May 24 2018 MiTek Industries,Inc. Mon Jul 30 10:55:43 2018 Page 1 ID:IxfZFgfmgC3xoYuk4IfAW CzjDJe-pLckPK5z46_XW HZN78f?hzUx_TI62gofLDxxd6ysuq_ 8-0-0 16-0-0 20-6-10 27-4-10 28-11-0 36-11-0 44-11-0 8-0-0 8-0-0 4-6-10 6-10-0 1-6-6 8-0-0 8-0-0 Scale=1:82.1 6x6 1\ 6.00 12 5x12= 6x6 11 3 4 21 5 I 6x8 i 20 22 6x8 2 6 izin 0 4x6 19 23 4x6 1 7 I 6x8 11 . GS 000000000N i�14 1 —12 0�0 R I 26 N N .k 5x10 MT2OHS= 18 17 24 16 25 15 11 10 27 9 8 2x4 I I 6x8= 4x10= 5x10 MT2OHS I' 3x6 I I 6x8= 2x4 I I 5x10 MT2OHS I 4x5= I 8-0-0 I 16-0-0 I 20-3-12 20-6-10 27-4-10 28-11-9 36-11-0 I 44-11-0 8-0-0 8-0-0 4-3-12 0-2215 6-10-0 1-6-6 8-0-0 8-0-0 Plate Offsets(X,V)-- (4:0-6-0,0-2-01,[8:0-2-0,0-0-8],[9:0-3-12,0-3-0],111:0-2-12,0-1-4],113:0-5-0,0-0-0],(15:0-3-8,Edge],(17:0-3-12,0-3-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.61 Vert(LL) -0.22 13-14 >999 240 MT20 244/190 TCDL 10.0 1 Lumber DOL 1.25 BC 0.95 Vert(CT) -0.46 13-14 >635 180 MT2OHS 187/143 BCLL 0.0 ' I Rep Stress Ina YES WB 0.57 Horz(CT) 0.15 8 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-MS Weight:299 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.1 TOP CHORD Structural wood sheathing directly applied or 5-6-9 oc purlins, BOT CHORD 2x4 SP No.1 except end verticals. WEBS 2x4 SP No.3*Except* BOT CHORD Rigid ceiling directly applied or 3-3-8 oc bracing. Except: 3-16,4-16,4-12,5-10:2x4 SP No.1 T-Brace: 2x4 SP No.3-4-14 OTHERS 2x4 SP No.3 WEBS 1 Row at midpt 2-16,3-16,5-12,6-10 JOINTS 1 Brace at Jt(s):12 REACTIONS. (lb/size) 18=671/0-5-8,15=2041/0-2-11,8=858/0-5-8 Max Horz 18_295(LC 10) Max Uplift 18=-294(LC 12),15=-320(LC 12),8=-323(LC 12) Max Gray 18=709(LC 21),15=2196(LC 17),8=910(LC 18) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-732/415,2-3=-307/435,3-4=-269/443,4-5=-501/536,5-6=-616/505, 6-7=-1027/484,1-18=-641/396,7-8=-843/391 BOT CHORD 17-18=-262/297,16-17=-264/644,15-16=-288/38,14-15=-2164/587,4-14=-1927/603, 13-14=-300/39,12-13=-527/115,10-11=-78/253,9-10=-280/775 WEBS 2-17=0/252,2-16=-674/280,4-16=-211/971,4-12=-198/965,10-12=-22/570, 6-10=-537/229,1-17=-260/525,7-9=-285/767 ,1111111111/jii. NOTES- ,‘��cps 1 N 1/ - fit,e 1)Unbalanced roof live loads have been considered for this design. � Q i° 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=5.Opsf;BCDL=5.Opsf;h=25ft;B=45ft;L=24ft;eave=5ft;Cat. `� ••••\G E•N S • ., II;Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-1-12 to 3-1-12,Interior(1)3-1-12 to 16-0-0,Exterior(2) % �' F •• i 16-0-0 to 20-4-14,Interior(1)20-4-14 to 28-11-0,Exterior(2)28-11-0 to 33-1-15,Intetior(1)33-1-15 to 44-9-4 zone;end vertical left • No 681 82 1. and right exposed;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. "n • 4IIf Cr- 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 S OF ; LU will fit between the bottom chord and any other members,with BCDL=10.Opsf. i / 21 4. 7)Provide mechanical connection(by others)of truss to bearing plate at joint(s)15. -0Tc<%.,..••• Q p.' \ .% 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 294 lb uplift at joint 18,320 lb uplift at �j '•9 R ,. ``�?,•joint 15 and 323 lb uplift at � 9)Warning:Additional permanent and stability bracing for truss system(not part of this component design)is always required. �nt 8. �,1,1 11 0 N Al W;;,,�� Joaquin Velez PE No.68182 MiTek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: July 30,2018 0 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE AM-7473 rev.11/03/2015 BEFORE USE. let Design valid for use only with MiTek®connectors.this design is based only upon parameters shown,and Is for an individual bolding 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 tracing M lie k Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage.delivery.erection and bracing of frrsses and buss systems.seeAN31/IP1 r QuamyC,NA*,DSA-89 and ICS/SUldhp Component 6904 Parke East Blvd. Safetyhfotmattomivdlabie from truss Rate Institute.218 N.Lee Street.Suite 312.Alexandria,VA 22314. Tampa.FL 33610 Job Truss Truss Type r Qty Ply I • T14695199 16156T0 T15 Piggyback Base 1 1 Job Reference(optional) Building Component Supply, Jacksonville,FL-32256, 8.220 s May 24 2018 MiTek Industries,Inc. Mon Jul 30 10:55:45 2018 Page 1 I D:IxfZFgfmgC3xoYuk4lf AW CzjDJe-mkkUg06DckE Fmbi I FZhTmOZHuGVzW bLyo W Q2h?ysupy I 8-0-0 I 16-0-0 21-8-10 23-10-131 28-11-0 I 36-11-0 I 44-11-0 8-0-0 8-0-0 5-8-10 2-2-3 5-0-3 8-0-0 8-0-0 Scale=1:83.8 6x6 \\ 6.00112 7x10= 4x5= 6x6 1/ 3 60 XW 21 4 S 22� 0 0 El I 6x8 23 44, 1 6x8 2 7 0 8I 3 r' • 19 24 0 4x6 4x6 1 8 4 13 n o Q \S3x4 Q iJ g oi 1�8 17 25 16 26 15 12 27 11 28 10 �9 3x5 1'' 6x8= 4x10= 3x5 H 3x4 H 4x10= 6x8= 2x4 11 4x5= 23-10-13 I 8-0-0 I 16-0-0 l 21-5-10 21- 10 l 28-11-0 l 36-11-0 l 44-11-0 8-0-0 &00 SS/0 2-2-3 S03 8-0-0 8-0-0 Plate Offsets(X,Y)-- (4:0-5-0,0-2-8),(10:0-3-12,0-3-0),(13:0-3-0,0-2-0),(14:0-2-0,Edge),(15:0-2-12,0-1-8),(17:0-3-12,0-3-0) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.58 Vert(LL) -0.09 10-11 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.66 Vert(CT) -0.20 10-11 >999 180 BCLL 0.0 ' Rep Stress Ina YES WB 0.50 Horz(CT) 0.03 9 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-MS Weight:321 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.1 TOP CHORD Structural wood sheathing directly applied or 5-4-5 oc purlins, BOT CHORD 2x4 SP No.1 `Except` except end verticals,and 2-0-0 oc purlins(6-0-0 max.):3-6. 4-15,5-12:2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 3-2-10 oc bracing. Except: WEBS 2x4 SP No.3`Except* 1 Row at midpt 4-14,5-13 4-16,5-11:2x4 SP No.1 WEBS 1 Row at midpt 2-16,3-16,6-11,7-11 REACTIONS. (lb/size) 18=808/0-5-8,15=1880/0-2-12,9=882/0-5-8 Max Horz 18=-295(LC 10) Max Uplift 18=302(LC 12),15=-320(LC 12),9=-315(LC 12) Max Gray 18=819(LC 21),15=1976(LC 17),9=954(LC 18) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(ib)or less except when shown. TOP CHORD 1-2=-884/436,2-3=-484/462,3-4=-416/467,4-5=-316/465,5-6=-522/521,6-7=-674/493, 7-8=-1096/476,1-18=-751/412,8-9=-894/384 BOT CHORD 17-18=-261/298,16-17=-293/835,14-15=-1880/574,4-14=-1743/555,5-13=-754/256, 10-11=-273/836 WEBS 2-16=-613/269,4-16=-240/905,4-13=-209/767,5-11=-141/667,7-11=-551/238, 1-17=-279/701,8-10=-278/836 ,`•%111111I///, NOTES- �•‘S QUIN VF Citi th 1)Unbalanced roof live loads have been considered for this design. %• 0 ,.••••••., �� �i� 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=5.Opsf;BCDL=5.0psf;h=25ft;B=45ft;L=24ft;eave=5ft;Cat. � •.••IGEN$'•.? •� II;Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-1-12 to 3-1-12,Interior(1)3-1-12 to 16-0-0,Exterior(2) '' F • i 16-0-0 to 20-2-15,Interior(1)20-2-15 to 28-11-0,Exterior(2)28-11-0 to 33-1-15,Interior(1)33-1-15 to 44-9-4 zone;end vertical left : No 68182 •• 17. and right exposed;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 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide :13 1 •//it ;CC+ will fit between the bottom chord and any other members,with BCDL=10.Opsf. i 13 ', ST'1'v OF 41 6)Provide mechanical connection(by others)of truss to bearing plate at joint(s)15. i O.' 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 302 lb uplift at joint 18,320 lb uplift at 'ii��•*1 • R 1 p Q.••\ joint 15 and 315 lb uplift at joint 9. •�`i`SS ••......•!\�N% 8)Graphical puriin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. ?,t 10NAL`"AL``�`‘, "-I/Hullo- Joaquin Velez PE No.68182 MITek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: July 30,2018 MIMI0 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M6-7473 rev.I0/03/2015 BEFORE USE 11411 Design valid for use only with Mitek®connectors.This design is based only upon parameters shown,and is for an lndMduai 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. Racing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek- is iTek_is always required for stability and to prevent collapse with possbie personal injury and property damage. For general guidance regarding the fatxicatlon.storage,delivery,erection and bracing of trusses and truss systems.seeANSt/IPII Qually Canna,0511-89 and SCSI Building Component 6904 Parke East Blvd. Softly Ir(anno/braavaliat.Ie from Truss Plate Institute,218 N.Lee Street.Suite 312,Alexandria,VA 22:114. Tampa.FL 33610 Job Truss Truss Type Qty Ply T14695200 16156T0 T16 Piggyback Base 4 1 ';Job Reference(optional) Building Component Supply, Jacksonville,FL-32256, 8.220 s May 24 2018 MiTek Industries,Inc. Mon Jul 30 10:55:46 2018 Page 1 ID:IxfZFgfmgC3xoYuk4lfAW CzjDJe-Ewlt1 M7rN 1 M6NIHypHCiJb6SdgvbFwE61 A9cDRysupx 8-0-0 i 16-0-0 22-1-4 28-11-0 36-11-0 44-11-0 8-0-0 8-0-0 6-1-4 6-9-12 8-0-0 8-0-0 Scale=1:79.5 6x6 \\ 4x10= 6x6 II 6.00 FIZ 3 W X17 W4 RI iILI w 5 6x8 16 19 6x8 • 2 6 o N k 15 20 d 4x6 i 4x6 1Z., 7 :.-% 0 r. �i N Q9 >0 e 14 13 21 12 22 11 23 10 24 9 8 2x4 II 6x8= 4x10= 6x6= 4x10= 6x8= 2x4 II 8-0-0 16-0-0I 22-1-4 28-11-0 36-11-0 44-11-0 8-0-0 8-0-0 6-1-4 6-9-12 8-0-0 8-0-0 Plate Offsets(X,Y)-- 19:0-3-12,0-3-01,113:0-3-12,0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.59 Vert(LL) -0.08 12-13 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.45 Vert(CT) -0.17 12-13 >999 180 BCLL 0.0 * Rep Stress Incr YES WB 0.97 Horz(CT) 0.02 8 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-MS Weight:296 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.1 TOP CHORD Structural wood sheathing directly applied or 5-5-7 oc purlins, BOT CHORD 2x4 SP No.1 except end verticals,and 2-0-0 oc purlins(6-0-0 max.):3-5. WEBS 2x4 SP No.3*Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 4-12,4-10:2x4 SP No.1 WEBS 1 Row at midpt 2-12,3-12,4-11,5-10,6-10 REACTIONS. (lb/size) 14=831/0-5-8,11=1879/0-3-8,8=861/0-5-8 Max Horz 14=-295(LC 10) Max Uplift 14=-224(LC 12),11=-481(LC 12),8=-232(LC 12) Max Gray 14=851(LC 21),11=1997(LC 19),8=883(LC 18) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-929/317,2-3=-512/313,3-4=-345/333,4-5=-414/376,5-6=-562/331,6-7=-996/347, 1-14=-783/326,7-8=-822/314 BOT CHORD 13-14=-261/298,12-13=-252/891,9-10=-217/785 WEBS 2-12=-601/283,4-12=-274/848,4-11=-1754/683,4-10=-258/845,6-10=-573/270, 1-13=-168/707,7-9=-159/742 NOTES- 1)Unbalanced roof live loads have been considered for this design. �01111111//� 2)II; nd:ASCE ExpC;Enc.,1GCpi=0.18;MWFRS(dirnd gust)ectional)onal)and C-C1mph;Exterior(2)0-1-12 to 3-1-12,In erior(1)3-11-12 o5 6 0-0,Exterior(2)et;Cat. `�•OPpUIN VF�F,�� 16-0-0 to 20-2-15,Interior(1)20-2-15 to 28-11-0,Exterior(2)28-11-0 to 33-1-15,Interior(1)33-1-15 to 44-9-4 zone;end vertical left `�s ,•• ,C E N . '•� and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 • • i 3)Provide adequate drainage to prevent water ponding. No 68182 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 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. • h 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 224 lb uplift at joint 14,481 lb uplift at 7."U• ,i/. joint 11 and 232 lb uplift at joint 8. , •. S .. /.• •F ;:14./:: 7)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. i0 4/ Z • Joaquin Velez PE No.68182 MiTek USA,Inc.FL Cert 6634 6904 Parke East BNd.Tampa FL 33610 Date: July 30,2018 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED M?EK REFERANCE PAGE Me-7473 rev.1403/2015 BEFORE USE mi Design valid for use only with MiTek®connectors.this design is based only upon parameters shown-and Is for an Individual building component,riot a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design Info the overall building design. Bracing indicated is to prevent buckling of indivkitxil 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,seeANSf/1PI1 CuaiyClhrb,058-89 and BCS/Buldieg Companionf 6904 Parke East Blvd. SafelyWormaBaarvdiabie from Truss Plate Institute.218 N.Lee Street Suite 312,Alexandria.VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply I • 114695201 16156TO T17 Piggyback Base 1 1 1 Job Reference(optional) Building Component Supply, Jacksonville,FL-32256, 8.220 s May 24 2018 MiTek Industries,Inc. Mon Jul 30 10:55:47 2018 Page 1 ID:IxfZFgfmgC3xoYuk4lfAW Czj DJe-i7s FFi8U8LUz?vs8M_kxspedS4Ft_NsFGgv9ltysupw 5-4-12I 10-9-8 I 16-0-0 I 22-1-4 l 28-11-0 36-11-0 44-11-0 5-4-12 5-4-12 5-2-8 6-1-4 6-9-12 8-0-0 8-0-0 Scale=1:82.4 6x8 4x10= 6x6 if 6.00112 4 20 5 21 6 S. 2x4 I! 19 22 3 6x8--'::- 6x8 6x8 i 7 2 .. 4x5 18 �� 23 4x6 1 Z8 0 N �• 14 0 gi 13 12 11 10 9 17 16 15 24 4x5= 25 6x6= 26 4x10= 27 6x8= 2x4 H 2x4 11 4x10= 2x4 II 7x10= 5-4-12I 10-9-8 + 16-0-0 i 22-1-4 28-11-0 I 36-11-0 44-11-0 5-4-12 5-4-12 5-2-8 6-1-4 6-9-12 8-0-0 8-0-0 Plate Offsets(X,Y)-- 110:0-3-12,0-3-0),114:0-3-8,Edge) 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 0.58 Vert(LL) -0.08 10-11 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.44 Vert(CT) -0.16 10-11 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.95 Horz(CT) 0.02 9 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-MS I Weight:326 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.1 TOP CHORD Structural wood sheathing directly applied or 5-4-10 oc purlins, BOT CHORD 2x4 SP No.1'Except' except end verticals. 3-15:2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. Except: WEBS 2x4 SP No.3'Except' 1 Row at midpt 3-14 4-14,5-13,5-11:2x4 SP No.1 WEBS 1 Row at midpt 4-13,5-12,6-11,7-11 REACTIONS. (lb/size) 17=844/0-5-8,12=1841/0-3-8,9=885/0-5-8 Max Horz 17=-331(LC 10) Max Uplift 17=-231(LC 12),12=-464(LC 12),9=-242(LC 12) Max Gray 17=865(LC 21),12=1978(LC 19),9=909(LC 18) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-734/262,2-3=-777/347,3-4=-790/492,4-5=-360/340,5-6=-455/393,6-7=-598/350, 7-8=-1031/362,1-17=-819/328,8-9=-847/325 BOT CHORD 16-17=-282/283,3-14=-327/271,13-14=-45/459,10-11=-230/804 WEBS 2-16=-371/189,14-16=-224/733,4-14-342/644,4-13=-518/295,5-13=-270/849, 5-12=-1710/678,5-11=-244/817,7-11=-562/267,1-16=208/691,8-10=-173/775 NOTES- ` 01111111/1 1)Unbalanced roof live loads have been considered for this design. i GO N V -1/1 s /� 2)Wind:ASCE 7-10;Vult=13Omph(3 second gust)Vasal=101 mph;TCDL=S.Opsf;BCDL=5.Opsf;h=25tt;B=45ft;L=24ft;eave=5ft;Cat. `•N� QP`•.••••••. 4 ` '•. It;Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-1-12 to 3-1-12,Interior(1)3-1-12 to 16-0-0,Exterior(2) ♦♦ ,••.•\G E N S�•,� •� 16-0-0 to 20-2-15,Interior(1)20-2-15 to 28-11-0,Exterior(2)28-11-0 to 33-1-15,Interior(1)33-1-15 to 44-9-4 zone;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 : • Job Truss Truss Type ;Qty Ply 1615670 T18 Piggyback Base 1 1 714695202 I Job Reference(optional) Building Component Supply, Jacksonville,FL-32256, 8.220 s May 24 2018 MiTek Industries,Inc. Mon Jul 30 10:55:48 2018 Page 1 I D:IxfZFgfmgC3xoYuk4IfAW Czj DJe-AJQdS286vtcgd2RKwhFAO0Bn6USwjtHOU UeiH Kysupv 22-1-4 I 5-4-12 10-9-8 16-8-0 I 20-3-8 2111-8I 28-11-0 I 36-9-4 _ _ 44-11-0 i 5-4-12 5-4-12 5-10-8 3-7-8 6-8-0 6-9-12 7-10-4 8-1-12 1-1-12 4x5= Scale=1:87.9 6x8 3x6_ 3x6= 6x6 // 6.00 12 4 21 5 6 2?/ 23 8 Sr sa oar 2x4 II 20 \ 24 to 3 6x6 6x8 9 Z. 2 0 4x5 i 1925 4x6 Ver' =� .:C ../................' N 1 jo O __ X15 14 13 12 ti Io 26 18 17 16 27 7x10= 28 4x10= 29 6x8= 2x4 II 2x4 I I 4x10= 2x4 II 7x10= 22-1-4 5-4-12 5-4-12 I 10-9-8 16-8-0 20-3-8 2}1 -8 28-11-0 36-94 44-11-0 5-4-12 5-10-8 I 3-7-8 08 I 6-9-12 7-10-4 I 8-1-12 I 1-1-12 Plate Offsets(X,Y)-- [5:0-3-0,0-2-0],[12:0-3-8,0-3-0],[15:0-3-8,Edge] 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 0.59 Vert(LL) -0.60 14-15 >434 240 MT20 244/190 TCDL 10.0 i Lumber DOL 1.25 BC 0.97 Vert(CT) -0.97 14-15 >271 180 BCLL 0.0 ' I Rep Stress Incr YES WB 0.74 Horz(CT) 0.02 11 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-MS Weight:337 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.1 TOP CHORD Structural wood sheathing directly applied or 5-6-6 oc purlins, BOT CHORD 2x4 SP No.1'Except' except end verticals,and 2-0-0 oc purlins(6-0-0 max.):4-5,6-8. 3-16:2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. Except: WEBS 2x4 SP No.3'Except' 1 Row at midpt 3-15 4-15,4-14,7-13:2x4 SP No.1 WEBS 1 Row at midpt 7-14 OTHERS 2x4 SP No.3 Web Brace:Length(member) 8-0-0(8-13);7-10-1 (9-13); T-Brace: 2x4 SP No.3-4-14 Fasten(2X) T and I braces to narrow edge of web with 10d (0.131"x3")nails,6in o.c.,with 3in minimum end distance. Brace must cover 90%of web length. REACTIONS. (lb/size) 18=754/0-5-8,14=2018/0-3-8,11=799/0-5-8 Max Horz 18=-331(LC 10) Max Uplift 18=188(LC 12),14=-548(LC 12),11=-201(LC 12) Max Gray 18=781(LC 21),14=2182(LC 17),11=840(LC 22) FORCES. (lb)-Max Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-652/216,2-3=-661/279,3-4=-693/412,4-5=0/254,6-7=0/257,7-8=-327/323, 8-9=-490/280,9-10=-914/297,1-18=-735/287,10-11=-771/278 BOT 17-1 =-310/281, 3 WEBS HORD 2 17=-324/1583,3-15=-356/265,15-17=-128/846,4-15=-321/875,41 41-868/37-14=-1104/498, `�%�%% O,U1N,1/1 VF�'it,� 8-13=-254/139,9-13=-606/266,1-17=-165/603,10-12=-104/683,7-13=-291/858 b. O .`% •••\G E•NS • � '0, NOTES 5" F •• 1)Unbalanced roof live loads have been considered for this design. N O 68182 : 1 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=5.0psf;BCDL=5.0psf;h=25tt;B=45ft;L=24ft;eave=5ft;Cat. * • : II;Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-1-12 to 3-1-12,Interior(1)3-1-12 to 16-8-0,Exterior(2) 16-8-0 to 19-8-0,Interior(1)19-8-0 to 20-3-8,Exterior(2)20-3-8 to 20-11-8,Interior(1)20-11-8 to 28-11-0,Exterior(2)28-11-0 to - • 31-11-0,Interior(1)31-11-0 to 44-9-4 zone;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions "13 ;� ;CC+ shown;Lumber DOL=1.60 plate grip DOL=7.60 1.153.•. ST' OF .:14/ :.- 3)Provide adequate drainage to prevent water ponding. 0 • ,, / 4)All plates are 3x4 MT20 unless otherwise indicated. 1�T�•, 4 • R ,°••• .•. -.$\ ` 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ,�'. • •. .,,..• \�?`• 6)'This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide # /O N At- .'�`‘, will fit between the bottom chord and any other members,with BCDL=10.Opsf. i,,/I �..0 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 188 lb uplift at joint 18,548 lb uplift at joint 14 and 201 lb uplift at joint 11. Joaquin Velez PE No.68182 8)Graphical purtin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. MtTek USA.Inc.FL Cert 6634 9)Warning:Additional permanent and stability bracing for truss system(not part of this component design)is always required. 6904 Parke East Blvd.Tampa FL 33610 Date: July 30,2018 A WARNING-Verify design parameters end READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MF7473 rev.10932015 BEFORE USE. 1 MI Design valid tor use only with MITek5 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 tar stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrk:atk,n.storage,delivery,erection and bracing of trusses and puss systems.seeANSNIPII Ceally CiNila,D5849 and WS Raiding Componani 6904 Parke East Blvd. Safely I foimanoictvaliabie from Truss Plate Institute.218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa.FL 33610 r 1 Job Truss Truss Type .Qty Ply I 1615670 T19 Piggyback Base 1 1 1 114695203 I Job Reference(optional) Building Component Supply,Jacksonville,Fl 32256 8.220 s May 29 2018 MiTek Industries,Inc. Mon Jul 30 14:44:59 2018 Page 1 I D:IxfZFgfmgC3xoYuk4lfAW Czj DJe-TCY7V I W FM3nDhXl U VTEp5f6ZeP3OcrSXi H6M4SyssLI 22-11-8 7-1-8 11-1-8 157-8 168-0 243-8 1-8- 26-9-8 3411-0 37-9-4 44-11-0 1 7-1-8 I 4-40 I 4-0-0 113-81 3-7-8 r1-501-3-01 3-140 4-1-8 I 6-10-4 7-1-12 Scale=1:851 3x6= 6.00 12 2x4 I I 3x6=4x5 4 5 27 628 7 3x6= 6x6 1/ 4x5= 4x5-- 26 -' g sa r.. sa 3 A 1 r• 30 6x6 s 4x5 2 11 k • 4x5 .-::-,••••• 1125. 1 0,,,/\ \>/ c:2 20 19 r o \ N i0 32 33 6x8- \ ■ o l- y \..y`�16 I, - 7x10- - 15 14 13 34 36 22 21 18 17 5x6 35 7x10= 4x5= 2x4 II 4x5= 2x4 i I 2x4 H4x5= 22-11-8 22-0-4 I 7-1-8 1 15-1-8116.60, 2433 1-681 I 30-11-0 l 37-9-4 44-11-0 7-1-8 600 168 3-7-8 1 SO d-ii4 7-11-8 6-10-4 7-1-12 0-3-12 Plate Offsets(X,Y)-- [5:0-3-0,0-2-0],[6:0-3-0,0-2-01[12:0-2-4,0-2-0],[15:0-4-12,Edgej,[16:0-4-0,0-2-8],[19:0-2-8,0-3-01,120:0-3-4,Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1,25 TC 0.44 Vert(LL) -0.28 15-16 >991 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.61 Vert(CT) -0.43 15-16 >653 180 BCLL 0.0 * Rep Stress Incr YES WB 0.80 Horz(CT) 0.06 16 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-MS Weight:364 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.1 TOP CHORD Structural wood sheathing directly applied or 5-4-2 oc purlins, except BOT CHORD 2x4 SP No.1 `Except` end verticals,and 2-0-0 oc purlins(6-0-0 max.):5-6,8-10. 2-21:2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: WEBS 2x4 SP No.3`Except` 6-0-0 oc bracing:21-22. 4-18,7-19,9-16:2x4 SP No.1 1 Row at midpt 7-16 OTHERS 2x4 SP No.3`Except` WEBS 1 Row at midpt 4-18 :2x4 SP No.1 Web Brace:Length(member) 8-4-1 (9-16);7-0-0(10-15);6-8-15 (11-15); REACTIONS. (lb/size) 16=1984/0-5-8,13=832/0-5-8,22=751/0-5-8 Max Horz 22=-338(LC 10) Max Uplift 16=-540(LC 12),13=210(LC 12),22=-188(LC 12) Max Gray 16=2046(LC 17),13=877(LC 18),22=774(LC 21) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-25=-1053/303,2-25=-971/320,2-3=-1052/428,3-26=-414/249,4-26=346/254, 4-5=-373/282,5-27=-318/283,27-28=-318/283,6-28=-318/283,6-7=-343/292,7-8=0/339, 8-9=-10/301,9-29=-536/345,10-29=-536/345,10-30=-588/312,11-30=-677/99, 11-31=-901/321,12-31=-968/303,1-22=-720259,12-13=-811/282 BOT CHORD 2-20=-370/263,20-32=-113/641,32-33=-113/641,19-33=-113/641,7-16=-1013/411, ,`��1/1111111 1 86/775, WEBS 17-19=306 284,7-19=-273/918, -116 894/355,1-34=0/298,34-35=0/298,15-35=0/298, 11 4042 9,12-14=-153/753,1 •%%011�ov'N V 4. fil•ie 20-22=-295/325,1-20=-158/833,9-15=-116/603,3-19=-551/281,3-20=-231/692 `., ,•••'�G E N S'• .• F••'• NOTES- NO 68182 1)Unbalanced root live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=5.Opsf;BCDL=5.Opsf;h=25ft;B=45ft;L=24ft;eave=5ft;Cat. r. *:• ••:* II;Exp C;End.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-1-12 to 3-1-12,Interior(1)3-1-12 to 16-8-0,Exterior(2)16-8-0 to 19-8-0,Interior(1)19-8-0 to 20-3-8,Exterior(2)20-3-8 to 22-11-8,Interior(])22-11-8 to 30-11-0,Exterior(2)30-11-0 to 33-11-0, 7.'13: : C Interior(])33-11-0 to 44-9-4 zone;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown; • ST OF : LU/ Lumber DOL=1.60 plate grip DOL=1.60 .Q �Q/41* 3)Provide adequate drainage to prevent water ponding. 0i T,n� • Q:•' % 4)All plates are 3x4 MT20 unless otherwise indicated. °,''111/4/9/‘)...,./.0.. `` . G R 1 • \ %• 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. �I sls • •N. ••••••• 6)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide 1//,,g0 N A. ---..%\'‘;`%%% will fit between the bottom chord and any other members,with BCDL=10.Opsf. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 540 lb uplift at joint 16,210 lb uplift at Joaquin Velez PE No.68182 joint 13 and 188 lb uplift at joint 22. MITek USA,Inc.FL Cert 6634 8)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 6904 Parke East Blvd.Tampa FL 33610 Date: LOAD CASE(S) Standard July 30,2018 V WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M/f-7473 rev.101032015 BEFORE USE - Design valid for use only with MITek®connectors.this design Is based only upon parameters shown,and Is for an individual bolding 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 Mire k is always required tot stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication.storage.delivery,erection and bracing of trusses and truss systems.seeANSI//pll Qually Club,DS8-89 and 6CSI lidding Component 6904 Parke East BNd. Safety Wonnallonavallable from Tuns Plate Institute.218 N.Lee Street.Suite 312,Alexandria.VA 22314. Tampa.FL 33610 I Job Truss Truss Type Qty Ply T14695204 16156T0 T20 Piggyback Base 1 1 Job Reference(optional) Building Component Supply, Jacksonville,FL-32256, 8.220 s May 24 2018 MiTek Industries,Inc. Mon Jul 30 10:55:52 2018 Page 1 ID:IxfZFgfmgC3xoYuk4lfAW Czj DJe-24f81PCcyt6G5g159XJ6ZsMW a5vOffq_P6cw05ysupr I 7-1-8 11-1-8 15-1-8 16-8-p 20 -3-8 22-2-0 24-11-8 28-11-4 32-11-0 38-10-9 44-11-0 7-1-8 4-0-0 1 4-0-0 1- 6-8I 3-7-8 I1-10-81 2-9-8 1 3-11- 12 I 3-11-12 I 5-11-9 6-0-7 Scale=1:83.6 3x6= _ 6.00 12 2x4 3x6 4x5 4 5 27 . 628 7 ' 29 6x6= 2x4 H 7x10 4x5 i 26 - 8 9 3 r. ee °° 6x6 ,\ . 30 44 32 2x4 II 2 11 4x5-5--,_40•111/2#5 33 ' 1 12 0 ir. r•i : ,.� jn ='444•1...,,.......................1 15 � P101111111.- 1' 36 37 14 38 39 13 90 tD 34 35 , 4x5= 7X10= 6x6= II m 17x10= 7x10= e 21 20 17 16 4x5= 2x4 I I 3x4 I I 5x6= 22-2-0 I 7-1-8 i 15-1-8116-8-0I 20-3-8 I21-9-8I 24-11-6 I 28-11-4 l 32-11-0 I 38-10-9 44-11-0 7-1-8 8-0-0 1-6-8 3-7-6 1-6-0 2-9-8 3-11-12 111-12 5-11-9 6-0-7 0-4-8 Plate Offsets(X,Y)-- 15:0-3-0,0-2-0),16:0-3-0,0-2-01,112:0-38,Edge1,112:0-0-7,0-5-81,112:0-0-3,0-0-71,116:0-3-0,0-2-121,(18:0-3-8,Edgel,(19:0-3-4,Edge) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/defl lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.43 Vert(LL) -0.23 13-14 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.61 Vert(CT) -0.43 13-14 >640 180 BCLL 0.0 * Rep Stress Incr YES WB 0.84 Horz(CT) 0.07 16 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-MS Weight:311 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.1 TOP CHORD Structural wood sheathing directly applied or 4-6-9 oc purlins, BOT CHORD 2x4 SP No.1`Except* except end verticals,and 2-0-0 oc purlins(6-0-0 max.):5-6,8-10. 2-20:2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 4-7-1 oc bracing. Except: WEBS 2x4 SP No.3`Except* 1 Row at midpt 4-18,7-15 7-18:2x4 SP No.1 WEDGE Right:2x4 SP No.3 REACTIONS. (lb/size) 16=1818/0-4-8,12=903/0-5-8,21=861/0-5-8 Max Horz 21=-316(LC 10) Max Uplift 16=-396(LC 12),12=-280(LC 12),21=-263(LC 12) Max Gray 16=1818(LC 1),12=927(LC 18),21=864(LC 21) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-1244/498,2-3=-1249/604,3-4=-595/429,4-5=-496/432,5-6=-473/451, 6-7=-505/440,7-8=142/314,8-9=-793/478,9-10=-793/478,10-11=-1612/707, 11-12=-1596/570,1-21=-821/366 BOT CHORD 2-19=-363/261,18-19=-243/839,15-16=-1742/519,7-15=-929/163,14-15=-141/352, 13-1 =-252/831, WEBS 7-18=-190/885,5-5=9 0 424,181-13=-351/272,19-21=-211/296,1-19=-330/975, �•,```QUIN,V "i, 8-14=-124/743,10-13=-259/755,3-18-546/276,3-19=-185/626 ,N QP.......... �� '1 `N .•• GENS••• � 10� NOTES- • �' 1)Unbalanced roof live loads have been considered for this design. :• No 68182 • • 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=5.0psf;BCDL=5.0psf;h=25ft;B=45ft;L=24ft;eave=5ft;Cat. •r. * ,• II;Exp C;End.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-1-12 to 3-1-12,Interior(1)3-1-12 to 16-8-0,Exterior(2) 16-8-0 to 19-8-0,Interior(1)19-8-0 to 20-3-8,Exterior(2)20-3-8 to 23-3-8,Interior(1)23-3-8 to 32-11-0,Exterior(2)32-11-0 to 35-11-0 • Interior(1)35-11-0 to 44-11-0 zone;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown; 7.-.0.• •:141::" Lumber DOL=1.60 plate grip DOL=1.60 ../ •. ST OF 3)Provide adequate drainage to prevent water ponding. .0 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. °° 44/ �,n••• .C4 ,0 • \ 5)`This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide e • R �? %will fit � 6)Provideetween the bottom chord and any mechani al connection(by others)ther of truss members, 1 bearing platth e capable oft withstanding 396 lb uplift at joint 16,280 lb uplift at �11ss�0 N Al-�000s, joint 12 and 263 lb uplift at joint 21. 7)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. Joaquin Velez PE No.68182 MiTek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: July 30,2018 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MH-7473 rev.IW032015 BEFORE USE. Design valid for use only with Mitek®connectors.This design is based only upon parameters shown,and is for an individual balding component.not a truss system.Before use-the building designer must verify the applicability of design parameters and properly incorporate 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 regadkng the fabrication-storage.delivery.erection and bracing of trusses and truss systems-seeAM1/lMi Guafy C11 187.DSI-9 and ICs/adding Compon.11l 6904 Parke East Blvd. SoflyhMonnoOprmvdklhie from Truss Plate Institute-218 N.Lee Street,Suite 312,Alexandria.VA 22314. Tampa.FL 33610 Job Truss Truss Type Oty Ply T14695205 16156T0 T21 Piggyback Base 1 1 I I Job Reference(optional) Building Component Supply, Jacksonville,FL-32256, 8.220 s May 24 2018 MiTek Industries,Inc. Mon Jul 30 10:55:53 2018 Page 1 I D:IxfZFgfmgC3xoYuk4IfAW Czj DJe-XH DW VIC EjBF6jgKlj FgL54uhKV Fz0618emMTzXysupq 7-1-8 I 11-1-8 I 15-1-8 116-8.0 20 -3-8 122-2-01 26-11-8 I 30-11-4 34-11-0 37-11-0 1 44-11-0 I 7-1-8 4-0-0 4-0-0 1-6-8 3-7-8 1-10-8 4-9-8 3-11-12 3-11-12 3-0-0 7-0-0 Scale=1:83.6 3x6= _ 6.00 i 2x4 H 3x6 5x12 4 5 27 628 7 ;9- 29 6x6 /! 6x6 i 4414%4444\4444484x5= I C 2x4// 2 30 311r 11 25 32 4x5 g ED 1 12 0 1 o 1 2x4=35 14 13 4 N C. 4x10= 7x10= 3x8 II c� 33 • a 7x10= 34 7x10= 21 20 17 16 4x5= 2x4 II 3x4 II 5x6= 22-2-0 I 7-1-8 I 15-1-8 116-8-01 20-3 121-9-811 26-11-8 1 34-11-0 44-11-0 1 7-1-8 8-0-0 1-s-6 3-7-B 1-6-0 4-9-6 7-11-8 10-0-0 0-4-8 Plate Offsets(X,Y)-- [5:0-3-0,0-2-0],[6:0-3-0,0-2-0],[7:0-6-0,0-2-0],[12:0-0-7,0-5-8],[12:0-0-3,0-0-7],[12:0-3-8,Edge],[13:0-3-8,Edge],[15:0-2-0,0-1-4],[16:0-3-0,0-2-12], [18:0-3-8,Edge],[19:0-3-4,Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.43 Vert(LL) -0.16 18-19 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.59 Vert(CT) -0.35 18-19 >756 180 BCLL 0.0 • 1 Rep Stress Incr YES WB 0.84 Horz(CT) 0.07 12 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-MS Weight:307 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.1 TOP CHORD Structural wood sheathing directly applied or 4-10-3 oc purlins, BOT CHORD 2x4 SP No.1 •Except• except end verticals,and 2-0-0 oc purlins(6-0-0 max.):5-6,8-10. 2-20:2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 4-6-7 oc bracing. Except: WEBS 2x4 SP No.3*Except* 1 Row at midpt 4-18,7-15 7-18:2x4 SP No.1 WEDGE Right:2x4 SP No.3 REACTIONS. (lb/size) 16=1830/0-4-8,12=897/0-5-8,21=855/0-5-8 Max Horz 21=-316(LC 10) Max Uplift 16=-408(LC 12),12=-274(LC 12),21=-257(LC 12) Max Gray 16=1830(LC 1),12=901(LC 22),21=862(LC 21) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-1237/486,2-3=-1241/592,3-4=-589/415,4-5=-488/416,5-6=-462/438, 6-7=-493/432,7-8=-802/602,8-9=-650/466,9-10=-981/517,10-11=-1166/547, 11-12=-1407/585,1-21=-817/360 BOT CHORD 2-19=-363/260,18-19=-232/832,15-16=-1749/523,7-15=-1689/527,13-14=-314/913, ,,,%%%111111/II. 12-1 0 WEBS 7-18=-183/877,77-14=-528/1255,8-14=-580/416,10-13=-145/362,11-13=-327/229, `%%OPQU]N• V.4��I 3-18=-549/279,3-19=-186/626,19-21=-211/297,1-19=-320/971,9-14=-450/136 0 , •••\GENS .0 • NOTES- No 68182 r.r. 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=5.Opsf;BCDL=5.Opsf;h=25ft;B=45ft;L=24ft;eave=5ft;Cat. II;Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-1-12 to 3-1-12,Interior(1)3-1-12 to 16-8-0,Exterior(2) '- 16-8-0 16-8-0 to 19-8-0,Interior(1)19-8-0 to 20-3-8,Exterior(2)20-3-8 to 23-3-8,Interior(1)23-3-8 to 34-11-0,Exterior(2)34-11-0 to 38-0-3, -"fl= .•.II , ; CC Interior(1)38-0-3 to 44-11-0 zone;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown; =53 •, S 'i'If OF ; L. Lumber DOL=1.60 plate grip DOL=1.60 i0 / 4/ 3)Provide adequate drainage to prevent water ponding. 40�C•‘..•� O R 1 p Q.••\ 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. �j�,1/49.0.•.......••!‘4.-1-,� 5)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide / G will fit between the bottom chord and any other members,with BCDL=10.Opsf. �IIII�N AL•/41.111111111 6) 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 408 lb uplift at joint 16,274 lb uplift at joint 12 and 257 lb uplift at joint 21. Joaquin Velez PE No.68182 7)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. Milek USA.Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: July 30,2018 S a WARNING-Verity design parameters end READ NOTES ON THIS AND INCLUDED MI►EK REFERANCE PAGE Md-7473 rev.10/032015 BEFORE USE. Design valid for use only with MITek®connectors.This design Is based only upon parameters shown,and is for an individual buldi ng component,not a truss system.Before use,the building designer must verity the applicabNlty of design parameters and properly incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members oNy. Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication.storage,delivery,erection and bracing of trusses and truss systems,seeANsl/IPII CualryChub,05849 and 8CS/Bidding Component 6904 Parke East Blvd. Safety IdplmatonovaNable from Truss Plate Institute.218 N.Lee Street.Suite 312,Alexandria,VA 22314. Tampa.FL 33610 Job Truss [Truss Type I Qty Ply 1 j T14695206 16156T0 T22 Piggyback Base 11 1 I 1 Job Reference(optional) Building Component Supply, Jacksonville,FL-32256, 8.220 s May 24 2018 MiTek Industries,Inc. Mon Jul 30 10:55:55 2018 Page 1 ID:IxtZFgtmgC3xoYuk411AW CzjDJe-TfLGwREVFoVgz7TgggtgAV_t plxls15054ra1 Qysupo 7-1-8 11-1-815-1-8 16-8-0 20-3-8 22-2-0 28-11-8 32-11-4 36-11-0 40-4-4 44-11-0 7-1-8 4-0-0 I 4-0-0 1-6-8I 3-7-8 I1-10-81 6-9-8 1 3-11-12 3-11-12 1 3-5-4 I 4-6-12 Scale=1:83.6 3x6= _ 6.00 12 2x4 3x6 4x5 C 4 5 27 628 7 4x5 i 26 29 6x6% 6x6= 6x6 /1 8 2 4x5 3x4\\ /\I1 < 4x5 i 25I\ 5 3x4\\ ' 1 3x4\\ 33 AIIIIIIIIIIII.1 ". / ,.• 12 Io SC :Z x'15 3x4\\ .: o tj 14 13 ! 4x5= 6x6= 4x10= 3x8 I I —� 7x10= 7x10= L. iii 21 20 17 16 4x5= 2x4 II 3x4 I I 5x6= 22-2-0 I 7-1-8 I 15-1-8 116-6-0I 20-3-8 121-9-a1 I 28-11-8 I 36-11-0 44-11-0 7-1-8 8-0-0 1-6-8 37-8 1-6-0 6-9-8 7-11-8 8-0-0 0-4-8 Plate Offsets(X,Y)-- 15:0-3-0,0-2-01,(6:0-3-0,0-2-01,112:0-3-8,Edge),(12:0-0-7,0-5-8),(12:0-0-3,0-0-71,115:0-3-0,0-2-0),116:0-3-0,0-2-121,(18:0-3-8,Edge),f19:0-3-4,Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.43 Vert(LL) -0.16 18-19 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.54 Vert(CT) -0.35 18-19 >758 180 BCLL 0.0 • Rep Stress Incr YES WB 0.80 Horz(CT) 0.08 12 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-MS Weight:309 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.1 TOP CHORD Structural wood sheathing directly applied or 4-11-8 oc purlins, BOT CHORD 2x4 SP No.1`Except' except end verticals,and 2-0-0 oc purlins(5-10-8 max.):5-6,8-10. 2-20:2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 4-5-11 oc bracing. Except: WEBS 2x4 SP No.3*Except* 1 Row at midpt 4-18,7-15 7-18:2x4 SP No.1 WEBS Web Brace:Length(member) 5-10-6(8-15); OTHERS 2x4 SP No.3 WEDGE Right:2x4 SP No.3 REACTIONS. (lb/size) 16=1845/0-4-8,12=889/0-5-8,21=847/0-5-8 Max Horz 21=-316(LC 10) Max Uplift 16=-410(LC 12),12=-273(LC 12),21=-256(LC 12) Max Gray 16=1845(LC 1),12=894(LC 22),21=857(LC 21) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-1231/484,2-3=-1235/589,3-4=-580/413,4-5=-477/407,5-6=-447/433, 6-7=-489/433,7-8=-112/263,8-9=-1011/571,9-10=-1104/543,10-11=-1272/554, 11-12=-1480/619,1-21=-814/359 BOT CHORD 2-19=-362/259,18-19=-231/827,15-16=-1761/521,7-15=-1057/286,14-15=-384/989, ``���111111It,,, 13-1 /1272 ie WEBS 7184-171/86868-15=-1197/497,78 14 0/382,10-13=-108/355,19-21=-211/297, ••%`QP.v'N• • V�4�I 1-19=-318/963,3-18=-553/284,3-19=-185/626 � , ••* GE N s•• [ 0• i • F• NOTES- • No 68182 • 1)Unbalanced roof live loads have been considered for this design. • �• 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=5.0psf;BCDL=5.0psf;h=25ft;B=45ft;L=24ft;eave=5ft;Cat. — II;Exp C;End.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-1-12 to 3-1-12,Interior(1)3-1-12 to 16-8-0,Exterior(2) Il, 16-8-0 to 19-8-0,Interior(1)19-8-0 to 20-3-8,Exterior(2)20-3-8 to 23-3-8,Interior(1)23-3-8 to 36-11-0,Exterior(2)36-11-0 to 39-11-0 ="'O t 41'4,/ •.a r. ,Interior(1)39-11-0 to 44-11-0 zone;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown; i ST•1'I' OF Lumber DOL=1.60 plate grip DOL=1.60 �O •• ,.. ��/� 3)Provide adequate drainage to prevent water ponding. °0T�. 4 O R 1 Q • `• 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 'i. i• •........ •••\�?%• 5)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide II "0 N AL�`�`‘s will fit between the bottom chord and any other members,with BCDL=10.0psf. its 1„t00 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 410 lb uplift at joint 16,273 lb uplift at joint 12 and 256 lb uplift at joint 21. Joaquin Velez PE No.68182 7)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. MITek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: July 30,2018 WARNING-Verify design parameters end READ NOTES ON THIS AND INCLUDED M?EK REFERANCE PAGE M0•7473 rev.10/03/2015 BEFORE USE. mit Design valid for use only with MiTek rra connectors.This design Is based only upon parameters shown,and Is for an individual buiding 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 Mile k is always required for stability and to prevent collapse with possble personal Injury and property damage. For general guidance regarding the fabrication.storage,delivery,erection and bracing of trusses and truss systems.seeANSI//PII Qualify Climb,DSD-89 and KM Meng Component 6904 Parke East Blvd. SafetyWonnafon:lvdlable from Truss Plate Institute.218 N.Lee Street.Suite 312,Alexandria,VA 22314. Tampa.FL 33610 !Job Truss Truss Type l Qty Ply 714695207! 16156T0 T23 Piggyback Base Girder I 1 1 I Job Reference(optional) Building Component Supply, Jacksonville,FL-32256, 8.220 s May 24 2018 MiTek Industries,Inc. Mon Jul 30 10:55:57 2018 Page 1 I D:IxfZFgfmgC3xoYuk4lfAW CzjDJe-P2T1 L6FInQIYC Rd3y4vIGw3N66YTKzrjZ0Kh6lysupm I 7-0-0 11-2-8 11-10.14 16-8-0 20-3-8 122-2-01 26-6-12 1 30-11-8 I 34-11-4 i 38-11-0 44-11-0 7-0-0 4-2-8 0-8-6 4-9-2 3-7-8 1-10-8 4-4-12 4-4-12 3-11-12 3-11-12 6-0-0 Scale=1:83.4 6x6 11 3x6— 4x5 6.00 12 5 6 7 ill 4x5 q 4x5 : 2x4 II B NAILED NAILED NAILED 3x6 6x6= 4x10= 6x6 I/ 3 �9 NAILED 10 NAILED , j2 .r 4x5�• 12 0 16 0 4x6= 30 31 ...../AIL-4Illft 15 32 14 13 04 7x10= 2x4 4x5= 5x6= 10 T tk NAILED NAILED NAILED 20 19 27 28 18 29 17 NAILED NAILED NAILED 2x4 II 7x10= 4x10= 3x8 MT20HS I I 22-2-0 1 7-0-0 1 11-2-B 16-8-0 i za3-8 121-9-Bi 1 zs�-12 1 30-11-8 34-11-4 I 36-11-0 i 44-11-0 i 7-0-0 4-2-8 5-5-8 3-7-8 1-6-0 4d-12 4-4-12 3-11-12 3-11-12 6-0-0 0-4-8 Plate Offsets(X,Y)-- (6:0-3-0,0-2-01,18:0-1-4,0-2-01,(12:0-5-8,0-0-7],112:0-0-7,0-0-31,116:0-3-12,0-2-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/defl Lid PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TC 0.44 Vert(LL) -0.31 18-19 >834 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.88 Vert(CT) -0.48 18-19 >543 180 MT20HS 187/143 BCLL 0.0 * Rep Stress Incr NO WB 0.66 Horz(CT) -0.09 12 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-MS Weight:312 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.1 TOP CHORD Structural wood sheathing directly applied or 3-6-11 oc purlins, BOT CHORD 2x4 SP No.1 except end verticals,and 2-0-0 oc purlins(3-8-11 max.):5-6,9-11. WEBS 2x4 SP No.3*Except* BOT CHORD Rigid ceiling directly applied or 3-9-1 oc bracing. Except: 4-19,5-18,7-18,8-16,8-15,4-18:2x4 SP No.1 1 Row at midpt 7-16 OTHERS 2x4 SP No.1 WEBS Web Brace:Length(member) 4-9-6(8-16);8-1-5(4-18); WEDGE T-Brace: 2x4 SP No.3-5-18 Right:2x4 SP No.3 Fasten(2X) T and I braces to narrow edge of web with 10d (0.131"x3")nails,6in o.c.,with 3in minimum end distance. Brace must cover 90%of web length. REACTIONS. (lb/size) 20=829/0-5-8,17=2276/0-4-8,12=1556/0-5-8 Max Horz 20=-316(LC 6) Max Uplift 20_287(LC 25),17=-525(LC 8),12=-527(LC 8) Max Gray 20=837(LC 15),17=2282(LC 29),12=1556(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-3=-820/334,3-4=840/477,4-5=-408/394,5-6=-311/389,6-7=-360/381,7-8=-75/341, 8-9=-2887/1173,9-10=-2465/969,10-11=-2323/867,11-12=-2642/915,1-20=-8041311 BOT CHORD 19-20=-204/277,18-19=-161/601,16-17=-2264/544,7-16=-1199/145,15-16=-332/800, 11 WEBS 31-4-91==-3-9951/42/27074,4-19=129/446,774-38,=1-29-1139729-581607/720,10-15=-367/207, s%`,,,QUIN11,Vi ", 10-13=-554/225,11-13=174/767,1-19=-1641725,8-16=-1412/567,8-15=858/2728, .N Or••.... <ri Ii • • 4-18=-508/254 `.` �,••%GENd'• • i NOTES- • No 68182 1)Unbalanced roof live loads have been considered for this design. : * 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=5.Opsf;BCDL=5.Opsf;h=25ft;B=45ft;L=24ff;eave=5ft;Cat. = II;Exp C;Encl.,GCpi=0.18;MW FRS(directional);end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 • 3)Provide adequate drainage to prevent water ponding. "O• 1%1• Q•Z. 4)All plates are MT20 plates unless otherwise indicated. iS •►r,' OF : -U 5)All plates are 3x4 MT20 unless otherwise indicated. i Q 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 0i„<‘••••.../r A , p:•.C,\ 44 7)"This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide • s .,,,.. •\�?,. will fit tween the bottom chord and any her th 8)Provide mechanical connection(by others)tof truss members, bearing plate capable off withstanding 287 lb uplift at joint 20,525 lb uplift at ' • '�1if 11/111111"N A ```%� joint 17 and 527 lb uplift at joint 12. 9)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. Joaquin Velez PE No.68182 10)"NAILED"indicates 3-10d(0.148"x3")or 3-12d(0.148"x3.25")toe-nails per NDS guidlines. MITek USA,Inc.FL Cert 6634 11)Warning:Additional permanent and stability bracing for truss system(not part of this component design)is always required. 6904 Parke East Blvd.Tampa 8.33610 12) In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). Date: July 30,2018 `OAp C (Sl Standard opntinueoron page 2 A&WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE M9-7473 rev.101832015 BEFORE USE. mi 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 bullring designer must verily the appllcabllty 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. Addttonal temporary and permanent bracing Mile k Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems.seeAMP/I/t1 Quilty Croda,DSI-89 and RCS/RURdtag Component 6904 Parke East Blvd. Safety Woimationlvallabie hom Truss Plate Institute.218 N.Lee Street.Suite 312.PJexcaxiria.VA 22314. Tampa,FL 33610 Job Truss Truss Type ;Qty Ply 1 T14695207 16156T0 T23 Piggyback Base Girder i 1 i 1 Job Reference(optional) Building Component Supply, Jacksonville,FL-32256, 8.220 S May 24 2018 MiTek Industries,Inc. Mon Jul 30 10:55:57 2018 Page 1 ID:IxfZFgfmgC3xoYuk4lfAWCzjDJe-P2T1 L6FInQIYCRd3y4vlGw3N66YTKzrjZOKh6lysupm 1 7-0-0 1 11-2-8 11-10.14 16-8-0 20-3-8 122-2-01 26-6-12 30-11-8 34-11-4 1 38-11-0 44-11-0 1 7-0-0 4-2-8 0-8-6 4-9-2 3-7-8 1-10-8 4-4-12 4-4-12 3-11-12 3-11-12 6-0-0 Scale=1:83.4 6x6 \\ 3x6= 4x5 6.00 12 5 6 7 CI 4x5 4 4x5 2x4 II 8 NAILED NAILED NAILED 3x6 6x6= � 4x10= 6x6 // 3 �9 NAILED 10 NAILED 2 - � c 4x5 U. ic 15 16 il,, Io 4x6= 30 31 32 1433 13 34 0 a 7x10= 2x4 H4x5= 5x6= r%1 1 u k NAILED NAILED NAILED 20 19 27 28 i8 29 17 NAILED NAILED NAILED 2x4 II 7x10= 4x10= 3x8 MT2OHS H 22-2-0 1 7-0-0 I 11-2-8 16-8-0 1 20 -3-8 21-9-81 I 26-6-12 I 30-11-8 I 34-11-4 i 38-11-0 I 44-11-0 I 7-0-0 4-2-8 5-5-8 3-7-8 1-6-0 4-4-12 4-4-12 3-11-12 3-11-12 6-0-0 0-4-8 Plate Offsets(X,Y)-- (6:0-3-0,0-2-0],18:0-1-4,0-2-0],112:0-5-8,0-0-7],112:0-0-7,0-0-3],(16:0-3-12,0-2-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (roc) I/dell Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.44 Vert(LL) -0.31 18-19 >834 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.88 Vert(CT) -0.48 18-19 >543 180 MT2OHS 187/143 BCLL 0.0 • Rep Stress Incr NO WB 0.66 Horz(CT) -0.09 12 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-MS Weight:312 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.1 TOP CHORD Structural wood sheathing directly applied or 3-6-11 oc purlins, BOT CHORD 2x4 SP No.1 except end verticals,and 2-0-0 oc purlins(3-8-11 max.):5-6,9-11. WEBS 2x4 SP No.3'Except' BOT CHORD Rigid ceiling directly applied or 3-9-1 oc bracing. Except: 4-19,5-18,7-18,8-16,8-15,4-18:2x4 SP No.1 1 Row at midpt 7-16 OTHERS 2x4 SP No.1 WEBS Web Brace:Length(member) 4-9-6(8-16);8-1-5(4-18); WEDGE T-Brace: 2x4 SP No.3-5-18 Right:2x4 SP No.3 Fasten(2X) T and I braces to narrow edge of web with 10d (0.131"x3")nails,6in o.c.,with 3in minimum end distance. Brace must cover 90%of web length. REACTIONS. (lb/size) 20=829/0-5-8,17=2276/0-4-8,12=1556/0-5-8 Max Horz 20=-316(LC 6) Max Uplift 20=-287(LC 25),17=-525(LC 8),12=-527(LC 8) Max Gray 20=837(LC 15),17=2282(LC 29),12=1556(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-3.-820/334,3-4=-840/477,4-5=-408/394,5-6=-311/389,6-7=-360/381,7-8=-75/341, 8-9=-2887/1173,9-10=-2465/969,10-11=-2323/867,11-12=-2642/915,1-20=-804/311 BOT CHORD 19-20=-204/277,18-19=-161/601,16-17=-2264/544,7-16=-1199/145,15-16=-332/800, 14-15=-914/2743,13-14=-914/2743,12-13=-736/2289 ,`�011111111/�. WEBS 30-93=3554/22595/270,411913 2974/767,1-19=-164/725,/446, 9 8-16=-1412/567,0 8-15=6858/2728,7/207, %s�`�P'�v I N.... V F4��,i� 4-18=-508/254 •• , ••••\GENS•• .0 F• NOTES- • • No 68182 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=5.0psf;BCDL=5.0psf;h=25ft;B=45ft;L=24tt;eave=5ft;Cat. = II;Exp C;End.,GCpi=0.18;MWFRS(directional);end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 a • — 3)Provide adequate drainage to prevent water ponding. ; 4)All plates are MT20 plates unless otherwise indicated. 1:13-331.,,11:1:14N-41:;A; Q F 5)All plates are 3x4 MT20 unless otherwise indicated. i ' 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. �i0e.• � 1 p p.••\�,�� 7)•This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide / SI • •'`0 N• l fit tween the her bers, th 8)Prwilovideemechani mechanical connection(by others)ottom chord and any tof truss t1 bearing plate capable off withstanding 287 lb uplift at joint 20,525 lb uplift at � g l�`���• • joint 17 and 527 lb uplift at joint 12. 9)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. Joaquin Velez PE No.68182 10)"NAILED"indicates 3-10d(0.148"x3")or 3-12d(0.148"x3.25")toe-nails per NDS guidlines. MITek USA,Inc.FL Cert 6634 11)Warning:Additional permanent and stability bracing for truss system(not part of this component design)is always required. 6904 Parke East Blvd.Tampa FL 33610 12) In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). Date: July 30,2018 lapO 1 CA15F(S) Standard ntinue on page 2 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE M8.7473 ray.10/032015 BEFORE USE Design valid for use only with MiTek®connectors.This design Is based only upon parameters shown,and is for an Individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall budding design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek. is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication.storage,delivery.erection and bracing of trusses and truss systems,seeANSI/1P11 Quay Cd(Nda,05111d9 and/CSI8uelft Component 6904 Parke East Blvd. Safety bdonnal awdlable from Truss Plate lnstitule,218 N.Lee Street.Suite 312,Alexandria.VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply 1 7146952081 16156T0 T24 Half Hip Girder 1 1 1 Job Reference(optional) Building Component Supply, Jacksonville,FL-32256, 8.220 s May 24 2018 MiTek Industries,Inc. Mon Jul 30 10:55:58 2018 Page 1 I D:IxfZFgfmgC3xoYuk4lfAW CzjDJe-tEOPZSGNYjtPgbCFW oQXo7cZyW sj3aPto23Eelysupl 4-0-0 6-0-0 4-0-0 2-0-0 Scale=1:18.1 Special 4x5= 2 3 i' 6.00 rff I: ' 1 Eill • ri OJAI 5 4 ►, 2x4 I I 3x6 II Special 4-0-0 6-0-0 I 4-0-0 2-0-0 Plate Offsets(X,Y)-- 0:0-0-3,0-0-71,[1:0-0-7,0-5-81,[1:0-2-12,0-0-71 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.37 Vert(LL) 0.20 5-8 >364 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 1.00 Vert(CT) -0.29 5-8 >247 180 BCLL 0.0 * Rep Stress Incr NO WB 0.06 Horz(CT) 0.16 3 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-MP Weight:23 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.1 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 1-4-12 oc bracing. WEBS 2x4 SP No.3 WEDGE Left:2x4 SP No.3 REACTIONS. (lb/size) 3=58/Mechanical,4=313/Mechanical,1=299/0-5-8 Max Horz 1=83(LC 8) Max Uplift 3=-42(LC 4),4=-123(LC 8),1=-78(LC 8) FORCES. (Ib)-Max.Comp./Max Ten.-All forces 250(Ib)or less except when shown. WEBS 2-5=-306/185 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=5.0psf;BCDL=5.0psf;h=25tt;B=45ft;L=24ft;eave=4ft;Cat. II;Exp C;End.,GCpi=0.18;MW FRS(directional);end vertical left exposed;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4 his ed for er live s. 1. 5)*This truss has een dess has been signed fora ali a load of 20.Opsf on the bottom chord in all areas whe.0 psf bottom chord live load nonconcurrent with any fre a g 3-6-0 tall by2-0-0 wide %ts QUlN ',I: OP rectangle ``� P(�U�N �/�� 1/, will fit between the bottom chord and any other members. ♦ Oiii 6)Refer to girder(s)for truss to truss connections. $ .••••C\ �E NS•••? e 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 42 lb uplift at joint 3,123 lb uplift at joint • •• �' • 10 4 and 78 lb uplift at joint 1. No 68182 8)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)164 lb down and 206 lb up at 4-0-0 on top chord,and 89 lb down and 58 lb up at 4-2-2 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. - 1141 9)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). :"fl • */0 •; To 13:. S :IA, :Foo_ •LOAD CASE(S) Standard 0 ��1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 X13 ,n•� : Q;••��`�Uniform Ve Loads 1d60 -3=-60,4-6=-20 ,,,�SS/O N Concentrated (lb) //I1/1A1111ttt Vert:2-105(B)5=-89(8) Joaquin Velez PE No.68182 MITek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: July 30,2018 V WARNING-Vrffy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MO-7473 rev.10/032015 BEFORE USE Design valid for use only with MITekS connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek'is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage.delivery,erection and bracing of trusses and truss systems,seeANSI/IPII ODaayC/N/fo,058.89 and SCS/leuldfrig Component 6904 Parke East Bald. Sahtybrgmafonavalable from Truss Plate Institute,218 N.Lee Sheet,Suite 312.Alexandria.VA 22314 Tampa.FL 33610 • Job Truss Truss Type Qty Ply 16156T0 T25 GABLE 1 1 1 T14695209 I I Job Reference(optional) Building Component Supply, Jacksonville,FL-32256, 8.220 s May 24 2018 MiTek Industries,Inc. Mon Jul 30 10:56:00 2018 Page 1 I D:IxfZFgfmgC3xoYuk411AW Czj DJe-gd89z81d4L773uMedDS?tYhuMJb7XJCAFMYLidysupj 1 7-0-0 I 11-0-0 I 16-7-0 160 22-2-0 1 25-11-8 I 29-9-8 I 7-0-0 4-0-0 5-7-0 0-2-0 5-5-0 3-9-8 3-10-0 Scale=1:90.7 TOP CHORD MUST BE BRACED BY END JACKS, ROOF DIAPHRAGM,OR PROPERLY CONNECTED PURLINS AS SPECIFIED. 5x6= 5x6= 4x5= 10 1213 15 1618 20 _ _i. - 4x6�6 8 � 2 2547x10 6.00 12 7x10 3_4_. 'ti► � ��� l4�si ,.,_ �' 43x4 HMO..3 ����B 2 3x4= 3x4 G o 3x4= 4x5 35 3x4 i o 1 3x4 < 3x4-2"- 3x4 i 3x4 3x41 .. cr y. M`... o 4x5-40 41 29 0 3x4 i 4x5= m 34 33 37 38 32 39 31 7x10= 4x10= 3x5 I 1 7-0-0 11-0-0 I 16-7-0 160 22-2-0 l 25-11-8 l 29-9-8 7-0-0 4-0-0 5-7-0 0-2-0 5-5-0 3-9-8 3-10-0 Plate Offsets(X,Y)-- [1:0-2-4,0-2-0],[4:0-0-12,0-0-0],[12:0-1-12,0-0-14],[13:0-3-0,0-2-0],[13:0-0-0,0-1-12],[16:0-3-0,0-2-0],[16:0-0-0,0-1-12],[18:0-1-12,0-0-14],[26:0-0-4 ,Edge],[30:0-2-12,0-2-0],[31:0-2-12,0-1-8] LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (lac) I/dell Lid I PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.44 Vert(LL) -0.32 32-33 >822 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.81 Vert(CT) -0.50 32-33 >528 180 BCLL 0.0 ' Rep Stress Inc/ YES WB 0.75 Horz(CT) 0.01 29 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-MS Weight:275 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.1 TOP CHORD Structural wood sheathing directly applied or 5-11-9 oc purlins, BOT CHORD 2x4 SP No.1 *Except* except end verticals. 21-31:2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 4-8-11 oc bracing. WEBS 2x4 SP No.3*Except* WEBS Web Brace:Length(member) 6-8-0(11-32);8-4-13(3-32); 3-32:2x4 SP No.1 JOINTS 1 Brace at Jt(s):21,14,9 OTHERS 2x4 SP No.1*Except* :2x4 SP No.3 REACTIONS. (lb/size) 34=869/0-5-8,31=1205/0-4-8,29=287/0-3-8 Max Horz 34=-263(LC 10) Max Uplift 34=-207(LC 12),31=-418(LC 12),29=-91(LC 12) Max Gray 34=876(LC 17),31=1364(LC 17),29=305(LC 18) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-870/271,2-3=-896/413,3-4=-446/272,4-5=-436/387,5-7=-436/387,7-9=-436/387, 9-11=-436/387,11-14=-422/376,14-17=-422/376,17-19=-422/376,19-21=-422/376, 1-34=-846/308 CHORD 30-31=-1306/507,21-30=-1082/498 4 9 , 1 , WEBS 2-33=-408/297,3-33162/45,21.32=-370/033=-159/754,11-32=-349/318, 0% QUIN 1/6-"II, 3-32=-279/122 O`(DP 4, l e, NOTES- .. V i 1)Unbalanced roof live loads have been considered for this design. No 68182 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=5.Opsf;BCDL=5.0psf;h=25ft;B=45ft;L=24ft;eave=oft;Cat. II;Exp C;End.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-1-12 to 3-1-12,Interior(1)3-1-12 to 17-3-13,Exterior(2) 17-3-13 to 19-7-11,Interior(1)11-0-0 to 25-11-8,Exterior(2)19-7-11 to 23-10-9,Interior(1)23-10-9 to 29-7-12 zone;end vertical left - • exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 "0 t 0 1' ;CC 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 i• S i OF :k Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. i 0 �/� 4)Provide adequate drainage to prevent water ponding. i0,'' •cv • R 1 0 T•..��`� 5)All plates are 2x4 MT20 unless otherwise indicated. s•••........•t`�? 6)Gable studs spaced at 1-4-0 oc. ,I, ')'Q N Ar-``,%" 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Il1/111111��.0� 8)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. Joaquin Velez PE No.68182 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 207 lb uplift at joint 34,418 lb uplift at MITek USA,Inc.FL Cert 6634 joint 31 and 91 lb uplift at joint 29. 6904 Parke East Blvd.Tampa FL 33610 10)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. Date: July 30,2018 a WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.1003/1015 BEFORE USE. mit Design valid for use only with MITek®connectors.Ttws 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 gukfance regarding the fabrication,storage.delivery.erection and bracing of trusses and truss systems,seeANSIJIPII Quality Creed,.D$8.89 and BCS/Building Component 6904 Parke East Blvd. Safety bya►maSanavailable from Truss Plate Institute.218 N.Lee Street.Suite 312,Alexarxirkt,VA 22314. Tampa.FL 33610 Job Truss Truss Type Qty Ply T14695210 16156T0 I T26 Hip 1 1 1 !Job Reference(optional) Building Component Supply, Jacksonville,FL-32256, 8.220 s May 24 2018 MiTek Industries,Inc. Mon Jul 30 10:56:01 2018 Page 1 I D:IxfZFgfmgC3xoYuk4lfAW Czj DJe-IpiXBU IGreF_h2xgBw_EQmE30jz?GpGJ UOI uF3ysupi 1 7-0-0 10-0-0 16-1-016-8-10 22-2-0 26-11-8 29-9-8 7-0-0 3-0-0 6-1-0 7-6 5-6-0 4-9-8 2-10-0 Scale=1:53.8 6x8 2x4 II 6x6= 6x8 3 16 17 4 18 6 19 6 6.00 7 2c4 H AR = S 2x4 II 7 2 O 15 t'S 14 p N 4x5 �� 4- c 11..41141141114114114 / . r a 9 4:, 4x5= 4x5= 0 O m r 13 12 20 21 11 22 i 10 2x4 II 7x10= 4x10= 3x5 7-0-0 10-00I 16-1-0 16-810 22-2-0 26-11-8 i 29-9-8 7-0-0 3-0-0 6-1-0 ti 7- 5-6-0 4-9-8 2-10-0 Plate Offsets(X,Y)-- [1:0-2-4,0-2-0),[9:0-2-12,0-2-0),[10:0-2-12,0-1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.45 Vert(LL) -0.29 11-12 >907 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.65 Vert(CT) -0.46 11-12 >570 180 BCLL 0.0 ' Rep Stress Incr YES I WB 0.57 Horz(CT) 0.01 8 n/a rVa BCDL 10.0 Code FBC2017/TPI2014 I Matrix-MS Weight:228 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.1 TOP CHORD Structural wood sheathing directly applied or 5-11-3 oc puriins, BOT CHORD 2x4 SP No.1`Except' except end verticals. 5-10:2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 4-11-12 oc bracing. WEBS 2x4 SP No.3*Except' WEBS Web Brace:Length(member) 6-0-0(4-11);8-4-15(3-11); 3-11:2x4 SP No.1 OTHERS 2x4 SP No.1 `Except* :2x4 SP No.3 REACTIONS. (lb/size) 13=860/0-5-8,10=1236/0-4-8,8=263/0-3-8 Max Horz 13=255(LC 12) Max Uplift 13=-187(LC 12),10=-375(LC 9),8=-81(LC 12) Max Grav 13=868(LC 17),10=1284(LC 17),8=265(LC 22) FORCES. (1b)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-861/289,2-3=-867/441,3-4=-462/251,4-5=-462/251,1-13=-837/302 BOT CHORD 11-12=-277/620,9-10=-1221/475,5-9=-1050/458 WEBS 5-11=-313/931,2-12=357/308,1-12=-150/730,4-11=-398/249,3-12=-182/366 NOTES- `,to s I I I I I i/iii, 1)Unbalanced roof live loads have been considered for this design. ,�� 0U 1 N VF i/, 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=5.Opsf;BCDL=5.Opsf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat. `%' otX.•..... .• 4 .. iii II;Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-1-12 to 3-1-12,Interior(1)3-1-12 to 10-0-0,Exterior(2) �l ,.••\�C E N S••.? . 10-0-0 to 14-2-15,Interior(1)14-2-15 to 26-11-8,Exterior(2)26-11-8 to 29-7-12 zone;end vertical left exposed;C-C for members and % V. ' forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 • No 681 82 3)Provide adequate drainage to prevent water ponding. * • * - 4)All plates are 3x4 MT20 unless otherwise indicated. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. _ • I • - 6)'This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide .13 1 !/I ; Cr will fit between the bottom chord and any other members,with BCDL=10.Opsf. i ST.1'4 V OF : X11 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 187 lb uplift at joint 13,375 lb uplift at i O ' ' 4/� joint 10 and 81 lb uplift at joint 8. .'• I., • •••4/ O Q.'• - ',',,,5/O N A'; `%N Joaquin Velez PE No.68182 MITek USA,Inc.FL Cell 6634 6904 Parke East Blvd.Tampa FL 33610 Date: July 30,2018 I 0 WARNING-Verify dedyn parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MIF7473 rev.10/03/2015 BEFORE USE. mg Design valid for use only with MiTek®connectors.Ibis 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 IndMdual truss web and/or chord members only. Additional temporary and permanent bracing MiTek. Is always required for stability and to prevent collapse with possble personal Injury and property damage. For general guidance regarding the fabrication.storage.delivery,erection and bracing of trusses and truss systems.seeANSIIPII QuaWyCIMlb,051-49 and BCSI lidding Componanf 6904 Parke East Blvd. Safely hNo/ma/bm vdlabie from Truss Plate Institute.218 N.Lee Street Suite 312,Alexandria.VA 22314. Tampa.FL 33610 Job Truss Truss Type Oty Ply I T14695211 16156T0 T27 Hip I1 1 Job Reference(optional) Building Component Supply, Jacksonville,FL-32256, 8.220 s May 24 2018 MiTek Industries,Inc. Mon Jul 30 10:56:02 2018 Page 1 I D:IxfZ FgfmgC3xoYuk4lf AW Czj DJe-m?GwOgJucyNrlC W OleVTzzmAl 7Kk?GKSig 1 SnW ysuph 16-8-0 8-0-0 14-11-415ri-0 22-2-0 1 25-10-0 28-11-8 9-9-4 8-0-0 6-11-4 0-1112 5-6-0 3-8-0 3-1-8 O-10-0 1-7-0 Scale=1:53.5 7x6% _ 2x4 \\ 6x6 4x5= 3x6= 6.00 FY 2, 16 17 3 18 4 19 5 6 7 2x4 I I 14 is N,,. o N 5X6% 7 1 � r O. q r 9 - 4x5= 4x5= I 12 20 21 11 22 a 13 2x4 I 7x6= 4x10= 3x5 II 7-0-018-0-01 15-1-0 1 16-8-0 22-2-0 1 29-9-8 1 7-0-0 1-0-0 7-1-0 1-7-0 5-6-0 7-7-8 Plate Offsets(X,Y)-- (1:Edge,0-2-4),)6:0-3-0,0-2-01,(9:0-2-12,0-2-0),(10:0-2-12,0-1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.68 Vert(LL) -0.21 11-12 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.55 Vert(CT) -0.37 11-12 >717 180 i BCLL 0.0 ' Rep Stress Incr YES WB 0.51 Horz(CT) 0.01 10 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-MS Weight:189 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.1 TOP CHORD Structural wood sheathing directly applied or 4-10-5 oc purlins, BOT CHORD 2x4 SP No.1 'Except' except end verticals. 4-10:2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 4-10-6 oc bracing. WEBS 2x4 SP No.3*Except* WEBS T-Brace: 2x4 SP No.3-2-11 2-11:2x4 SP No.1 Fasten(2X) T and I braces to narrow edge of web with 10d OTHERS 2x4 SP No.3 (0.131"x3")nails,6in o.c.,with 3in minimum end distance. Brace must cover 90%of web length. REACTIONS. (lb/size) 13=856/0-5-8,10=1254/0-4-8,8=250/0-3-8 Max Horz 13=255(LC 12) Max Uplift 13=-182(LC 12),10=407(LC 9),8=-88(LC 9) Max Gray 13=863(LC 17),10=1264(LC 17),8=253(LC 22) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-830/269,2-3=-574/254,3-4=-483/193,1-13=-828/297 BOT CHORD 12-13=-286/178,11-12=-325/673,9-10=-1224/485,4-9=-999/436 WEBS 4-11=-289/851,1-12=-99/666,3-11=-472/273 NOTES- 1) n considered for s design. 2)Wind:ASCEroof live loads have 7-10;Vult=1130mph(3 second gust)Vasd=101mph;TCDL=5.0psf;BCDL=5.0psf;h=25tt;B=45ft;L=24ft;eave=4ft;Cat. •��1�0,UI N'1/ -"sio II;Exp C;End.,GCpi=0.18;MW FRS(directional)and C-C Exterior(2)0-1-12 to 3-1-12,Interior(1)3-1-12 to 8-0-0,Exterior(2)8-0-0 `�� �P.•........ �� ',� to 12-2-15,Interior(1)12-2-15 to 28-11-8,Exterior(2)28-11-8 to 29-7-12 zone;end vertical left exposed;C-C for members and forces •, , •••�Q E N S'•••�� .• . &MW FRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 •• 'V 3)Provide adequate drainage to prevent water ponding. • No 68182 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 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. — 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 182 lb uplift at joint 13,407 lb uplift at "O t 4!J joint 10 and 88 lb uplift at joint 8. iST'1 % OF 7)Warning:Additional permanent and stability bracing for truss system(not part of this component design)is always required. i 0 ' Joaquin Velez PE No.68182 MITek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: July 30,2018 is. A WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE 848.7473 rev.10a312015 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 appilcablity 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 oily. Additional temporary and permanent bracing KR** k- ls always required for stability and to prevent collapse with possible personal injury and property damage. for general guidance regarding the fabrication,storage.delNery.erection and bracing of trusses and truss systems.seeAN31/IPII amity C/ferb,Dda-89 and ICS Ouldbfg Co/npononf 6904 Parke East Blvd. SW*fybMonnaiolctvoliabie from Tans Plate Institute.218 N.Lee Sheet.Suite 312.Alexandria,VA 22314. Tampa.FL 33610 Job Truss Truss Type Qty Ply i T14695212 16156T0 T28 Hip Girder I 1 1 1 Job Reference(optional) Building Component Supply, Jacksonville,FL-32256, 8.220 s May 24 2018 MiTek Industries,Inc. Mon Jul 30 10:56:04 2018 Page 1 I D:IxfZ FgfmgC3xoYuk4lfAW CzjDJe-iOOgpW LB7ZdZYW f Ps3Xx20SXfx04T5c1A_W ZsOysupf 6-0-0 11-2-13 16-5-11 21-8-8 26-4-0 30-11-8 36-11-8 6-0-0 5-2-13 5-2-13 5-2-13 4-7-8 4-7-8 6-0-0 Scale=1:74.8 NAILED NAILED NAILED NAILED NAILED 7x10% 4x5= 6x6= 2x 6.00 12 NAILED NAILED 4 i I NAILED = 4x5= 7x10 2 20 21 3 2223 24 4 25 26 27 5 28 6liok 7 YD EU & III YU I-. p➢ Ull t 1 4x5 i 3x4'- 3x4�� 1 0000100.111.1.1.11. 3x4 8 �� R g I� a 4x6 11 10 9 o 0• 3x4 4x5= 2x4 I I 3x8 (4 fill 011 r9 >Q UI Ill 70 H fill fill fl 16 29 15 30 31 14 32 33 13 34 35 36 12 4x5 II NAILED 7x6= 4x10= NAILED 4x5_ NAILED 2x4 I NAILED NAILED NAILED NAILED NAILED NAILED 6-0-0 11-2-13I 16-5-11 l 21-8-8 2?t-3I-0 26-4-0 30-11-8 l 36-11-8 6-0-0 5-2-13 5-2-13 5-2-13 0-6-8 4-1-0 4-7-8 6-0-0 Plate Offsets(X,Y)-- 12:0-4-8,0-2-0),[7:0-4-8,0-2-01,18:0-3-8,Edge),[8:0-0-7,0-5-81,[8:0-0-3,0-0-7),[11:0-3-8,Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (lac) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.55 Vert(LL) 0.22 15-16 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.56 Vert(CT) -0.19 15-16 >999 180 BCLL 0.0 * Rep Stress Incr NO WB 0.85 Horz(CT) -0.01 11 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-MS Weight:231 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.1 TOP CHORD Structural wood sheathing directly applied or 4-8-6 oc purlins, BOT CHORD 2x4 SP No.1'Except' except end verticals. 5-12:2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 5-10-15 oc bracing. WEBS 2x4 SP No.3`Except` WEBS Web Brace:Length(member) 5-8-3(5-13); 5-13:2x4 SP No.1 OTHERS 2x4 SP No.1 WEDGE Right:2x4 SP No.3 REACTIONS. (lb/size) 16=1525/0-5-8,11=2292/0-5-8,8=584/0-3-8 Max Horz 16=191(LC 9) Max Uplift 16=-1080(LC 8),11=-1558(LC 8),8=388(LC 25) Max Gray 16=1612(LC 29),11=2292(LC 1),8=584(LC 18) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=-1484/1050,2-3=-1506/1111,3-4=-1506/1111,4-5=-1091/804,6-7=-551/498, 7-8=-824/551,1-16=-1464/995 BOT CHORD 14-15=-949/1247,13-14=-765/1044,5-11=-1734/1226,10-11=-420/551,9-10=-419/677, 8- =-414/671 194. WEBS 2-14= 1-239/444,3-14=-619/532,4-14=-481/671,4-13=1039/833,5-13=-1190/1731, NS%�`QU1N t/ -140? ` 6-11=-782/531,1-15=-958/1390 •.% '. G E•Aid.� �iii NOTES- �' S'..- • i 1)Unbalanced roof live loads have been considered for this design. No 68182 1 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=5.0psf;BCDL=5.Opsf;h=25ft;B=45ft;L=24ft;eave=5ft;Cat. II;Exp C;Encl.,GCpi=0.18;MW FRS(directional);end vertical left and right exposed;porch right exposed;Lumber DOL=1.60 plate - grip DOL=1.60 - • '' - 3)Provide adequate drainage to prevent water ponding. "O' O,ile 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. i S �" P r OF 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 i O ' 4/ will fit between the bottom chord and any other members. -0 c .C•� G Q.'�\ 4' will 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 1080 lb uplift at joint 16,1558 lb uplift at 'o, 61 R�,.`\C?%v joint 11 and 388 lb uplift at joint 8. �1,'js�O N Al-;,``%%` 7)"NAILED"indicates 3-10d(0.148"x3")or 3-12d(0.148"x3.25")toe-nails per NDS guidlines. it 8)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). Joaquin Velez PE No.68182 LOAD CASE(S) Standard MITek USA,Inc.FL Cert 6634 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 6904 Parke East Blvd.Tampa FL 33610 Date: July 30,2018 rnntin,Jail nn nano 9 INN V WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE AM-7473 ray.10932015 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 MiWek' Is always required for stability and to prevent collapse with poss rle personal Injury and property damage. For general guidance regarding the fabrication,storage.delivery,erection and bracing of trusses and truss systems.seeANS1/IPI1 QualyCatena,03629 and BCS1 Building Component 6904 Parke East Blvd. Safety igotma6 ozwallable from truss Plate Institute.218 N.Lee Street,Suite 312.Adexanciria.VA 22314. Tampa,FL 33610 1 Job Truss Truss Type Qty Ply T14695212 16156T0 T28 Hip Girder 1 1 Job Reference(optional) Building Component Supply, Jacksonville,FL-32256, 8.220 s May 24 2018 MiTek Industries,Inc. Mon Jul 30 10:56:04 2018 Page 1 I D:IxfZFgfmgC3xoYuk4lfAW Czj DJe-iOOgp W L87ZdZYW f Ps3Xx2OsXfx04T5cIA_W ZsOysupf 6-0-0 11-2-13 16-5-11 21-8-8 I 26-4-0 30-11-8 36-11-8 6-0-0 5-2-13 5-2-13 5-2-13 4-7-8 4-7-8 6-0-0 Scale=1:74.8 NAILED NAILED NAILED NAILED NAILED 7x10% 4x5= 6x6= 6'00 12 NAILED NAILED 2x4 II NAILED 4x5 = 7x10 2 20 21 3 2223 24 4 25 26 27 5 28 6 7 P 3x4 ' k 4x5 t 3 3x4 B p x4�� • 0 0 IJ B 1: In n o 4x6 I 107 9 0 3x4:'' 4x5= 2x4 3x8 M 53 nu I7 nn nn u on on an w an nn 9 16 29 15 30 31 14 32 33 13 34 35 36 12 4x5 II NAILED 7x6— 4x10= NAILED 4x5= NAILED 2x4 ..1 NAILED NAILED NAILED NAILED NAILED NAILED 6-0-01 11-2-13 I 16-5-11 1 21-8-8 2f-3�-0 26-4-0 30-11-8 I 36-11-8 6-0-0 5-2-13 5-2-13 5-2-13 0-6-8 4-1-0 4-7-8 6-0-0 Plate Offsets(X,Y)-- [2:0-4-8,0-2-0],[7:0-4-8,0-2-0],[8:0-3-8,Edge1,18:0-0-7,0-5-8],[8:0-0-3,0-0-7),[11:0-3-8,Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0i Plate Grip DOL 1.25 TC 0.55 Vert(LL) 0.22 15-16 >999 240 MT20 244/190 TCDL 10.0 I Lumber DOL 1.25 BC 0.56 Vert(CT) -0.19 15-16 >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.85 Horz(CT) -0.01 11 n/a n/a BCDL 10.0 Code FBC2017/T'P12014 Matrix-MS Weight:231 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.1 TOP CHORD Structural wood sheathing directly applied or 4-8-6 oc purlins, BOT CHORD 2x4 SP No.1`Except* except end verticals. 5-12:2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 5-10-15 oc bracing. WEBS 2x4 SP No.3*Except' WEBS Web Brace:Length(member) 5-8-3(5-13); 5-13:2x4 SP No.1 OTHERS 2x4 SP No.1 WEDGE Right:2x4 SP No.3 REACTIONS. (lb/size) 16=1525/0-5-8,11=2292/0-5-8,8=584/0-3-8 Max Horz 16=191(LC 9) Max Uplift 16=-1080(LC 8),11=-1558(LC 8),8=388(LC 25) Max Gray 16=1612(LC 29),11=2292(LC 1),8=584(LC 18) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-1484/1050,2-3=-1506/1111,3-4=-1506/1111,4-5=-1091/804,6-7=-551/498, 7-8=-824/551,1-16=-1464/995 BOT CHORD 14-15=-949/1247,13-14=-765/1044,5-11=-1734/1226,10-11=-420/551,9-10=-419/677, 14/671 WEBS 2-4239/444,3-14=-619/532,4-14=-481/671,4-13=-1039/833,5-13=-1190/1731, �•%% O,UIN,vE'II,, 6-11=782/531,1-15=-958/1390 ,,,OP'••„. E N•••<�• �,°0 NOTES- �� '• �'\ S• e% • 1)Unbalanced roof live loads have been considered for this design. N O 681 82 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=5.0psf;BCDL=5.0psf;h=25ft;B=45ft;L=24ft;eave=5ft;Cat. iiii, *�• II;Exp C;Encl.,GCpi=0.18;MW FRS(directional);end vertical left and right exposed;porch right exposed;Lumber DOL=1.60 plate — grip DOL=1.60 - • ,; - 3)Provide adequate drainage to prevent water ponding. 0f/i 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. .......53 •, S •" P r OF :� 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 i ' will fit between the bottom chord and any other members. 0,, ,<\ T•• � 0 Q.'•. .• 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 1080 lb uplift at joint 16,1558 lb uplift at �j<<‘,-,.•.; R 1.• ''\(?,�� 7)joint"NAILED"indicates 3d 388 lb �0dift t(0'148"x3")or 3-12d(0.148"x3.25")toe-nails per NDS guidlines. �nt 8. ,,'IS��N A;;,,��, 8)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). Joaquin Velez PE No.88182 LOAD CASE(S) Standard MITek USA,Inc.FL Cert 6634 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 6904 Parke East Blvd.Tampa FL 33610 Date: July 30,2018 rnntinr hart nn nano 2 rat 0 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Me-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with Mitek®connectors.this design k based only upon parameters shown,and is for an Individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing M iTek k 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 aid truss systems.seeANSI/lPII Qualify CiNAo,058.19 and SCSI Buldhrg Component 6904 Parke East Blvd. Safety ado/mallbmvdlable from Truss Plate Institute,218 N.Lee Street.Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty 1 Ply T14695213 16156T0 T29 Half Hip Girder 1 1 Job Reference(optional) Building Component Supply, Jacksonville,FL-32256, 8.220 s May 24 2018 MiTek Industries,Inc. Mon Jul 30 10:56:05 2018 Page 1 I D:IxfZFgfmgC3xoYuk4IfAW CzjDJe-Aax21 sMmutlO9gEbQm2AabOhwKOQCh?vPeG6Orysupe 4-0-0 6-0-0 4-0-0 2-0-0 4x5 Scale=1:33.9 6.00 12 Special 3/ 4x6 1 sogliSs%‘ um_ 1� IM 7 5 6 Special 4 3x4 I 3x4= 4-0-0 6-0-0 I4-0-0 I 2-0-0 I Plate Offsets(X,Y)-- (1:0-1-4,0-2-0],(2:0-0-12,0-0-0],(6:0-2-0,0-1-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.58 Vert(LL) 0.09 5-6 >758 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.42 Vert(CT) -0.11 5-6 >651 180 BCLL 0.0 * Rep Stress Incr NO WB 0.20 Horz(CT) -0.10 3 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-MP Weight:36 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.1 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP No.1 except end verticals. WEBS 2x6 SP No.2`Except' BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 1-5:2x4 SP No.3 REACTIONS. (lb/size) 3=195/Mechanical,6=284/0-5-8,4=149/Mechanical Max Horz 6=188(LC 8) Max Uplift 3=-207(LC 5),6=-145(LC 4),4=-241(LC 8) Max Gray 3=202(LC 29),6=316(LC 31),4=272(LC 23) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. BOT CHORD 5-6=-261/213 WEBS 1-5=-250/307 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=5.0psf;BCDL=5.0psf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat. II;Exp C;End.,GCpi=0.18;MWFRS(directional);end vertical left exposed;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. ���1l111I IIIS 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ,`0%P0IU I N X16-",, 5)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide • �j� will fit between the bottom chord and any other members. �� ,•.••�G E N s-'•.' •� 6)Refer to girder(s)for truss to truss connections. �'• F ' 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 207 lb uplift at joint 3,145 lb uplift at No 68182 joint 6 and 241 lb uplift at joint 4. 8)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)301 lb down and 367 lb up at — 4-0-7 on top chord,and 207 lb down and 218 lb up at 4-2-2 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. "17 9)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). O. ST Q F ;�<U LOAD CASE(S) Standard 0i��A\ 4. 1 0 Q:•• ��� 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 •j``s•'• „R•. ..,• `•� Uniform LoVert s f 1-2=-60,2-3=-60,4-6=-20) �I,'II'0 u A,``��, Concentrated Loads(Ib) Joaquin Velez PE No.68182 Vert:2=-114(F)7=-58(F) MITek USA,Inc.FL Celt 6634 6904 Parke East Blvd.Tampa FL 33610 Date: July 30,2018 6 I mi. a WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI-7473 me.1SV32015 BEFORE USE Design valid for use only with Mnek®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 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.seeANSVIPII DuallyClfaM,D5849 and ICM Buldfrrp Compon.nf 6904 Parke East Blvd. Sa oly Nom afformallabie from Truss Plate institute.218 N.Lee Street.Suite 312.Alexandria.VA 22314. Tampa.FL 33610 Job Truss Truss Type I Qty Ply T14695214 16156T0 T30 Roof Special !3 1 Job Reference(optional) Building Component Supply, Jacksonville,FL-32256, 8.220 s May 24 2018 MiTek Industries,Inc. Mon Jul 30 10:56:06 2018 Page 1 I D:IxfZFgfmgC3xoYuk4lfAW CzjDJe-enVQE BMOIBtGnppo_TZP7pxtRkkjx9Z2dI?fwHysupd I 4-5-2 7-4-4 10-3-6 15-2-0 4-5-2 2-11-2 2-11-2 4-10-10 5x6= Scale=1:27.2 3 4.80112 6.0012 2x4// 2x4 2 '� 4. 12 11 5 1 o C r-. o . c 7 3x8 1 4x10= 6 6x12 MT2OHS I I 7-4-4 15-2-0 I 7-4-4 I 7-9-12 Plate Offsets(X,Y)-- (1:0-3-8,Edge],[1:0-0-7,0-5-8],[1:0-0-3,0-0-7],[3:0-3-0,0-0-4],[5:0-0-11,0-1-121,[6:Edge,0-3-8],[6:0-0-0,0-1-12] LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdef I Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.53 Vert(LL) 0.18 6-7 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.42 Vert(CT) -0.16 7-10 >999 180 MT2OHS 187/143 BCLL 0.0 ' Rep Stress Incr YES WB 0.18 Horz(CT) 0.01 6 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-MS Weight:66 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.1 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP No.1 except end verticals. WEBS 2x4 SP No.3*Except* BOT CHORD Rigid ceiling directly applied or 6-4-1 oc bracing. 5-6:2x4 SP No.1 WEDGE Left:2x4 SP No.3 REACTIONS. (lb/size) 6=601/0-5-8,1=601/0-3-8 Max Horz 1=93(LC 11) Max Uplift 6=-371(LC 12),1=-371(LC 12) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=880/1005,2-3=-699/927,3-4=-640/869,4-5=-788/865,5-6=-497/513 BOT CHORD 1-7=-899/758,6-7=-734/650 WEBS 3-7=-573/334 NOTES- 1)Unbalanced roof live loads have been considered for this design. 0;Vlt=130mph(3-second gust) e=4ft; 2)II;pnd:ASCE Exp C;Encl.,1GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-0-0 to 3-0-0,lnte opr(1)3-0-0 to 7-4-4,Extenor(2)v7-4-4 to at ,‘%' 0tJ I 111 N 1 11111/�1 I/1# 10-4-13,Interior(1)10-4-13 to 15-0-4 zone;end vertical left and right exposed;porch left and right exposed;C-C for members and ,%s 0 .... • ��` �i♦ forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 `s •,,• • G E N d.• CI ♦♦♦ 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. No 68182 • r 5)'This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide • will fit between the bottom chord and any other members. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 371 lb uplift at joint 6 and 371 lb uplift at joint 1. �•� �I X::S • OF : 1v•' r Joaquin Velez PE No.68182 MITek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: July 30,2018 0 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mf-7473 rev.10/032015 BEFORE USE. Design valid for use only with MiTek®connectors.this design Is based only upon parameters shown,and Is for an individual building component,not tut 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.seeAt f1PII Quay Cntedo,DJ649 and ICSI&Mktg Component 6904 Parke East Blvd. SdWy9/oiRatlDfpvdlable from Truss Plate Institute.218 N.Lee Street.Suite 312.Alexandria,VA 22314. 1 Tampa,FL 33610 Job Truss Truss Type ♦ Qty Ply T14695215 16156T0 Vol 'Valley 1 1 IJob Reference(optional) Building Component Supply, Jacksonville,FL-32256, 8.220 s May 24 2018 MiTek Industries,Inc. Mon Jul 30 10:56:06 2018 Page 1 I D:IxfZFgfmgC3xoYuk4lfAW CzjDJe-enVQE BMOfBtGnppo_TZP7px_9kgKx8L2dl?fwHysupd 3-5-10 3-5-10 Scale=1:11.5 2 2x4 I I 6.00 12 1 •••• •• •••••••••••••••••••••••••••••••.• .•..••.• .. . . .0'.O:000:•OOi00•iiO•i00•iO•i•POOJ�•i0.0�00.0.0000'.• 0.:i00.:00004000000 i i•i i Oi i i 000 •�i i 0��000� ccc��•.�cac�c•w.weec•.ecce•.•.ec•.eee•.•.•.•.c•w.•.•.c•.cQ�lw••!i•!i deli•l�1�00�!�!Q�•!�!�!�: 3 2x4 2x4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.10 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.06 Vert(CT) n/a - n/a 999 BCLL 0.0 * Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-P Weight:11 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.1 TOP CHORD Structural wood sheathing directly applied or 3-5-10 oc purlins, BOT CHORD 2x4 SP No.1 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=108/3-5-2,3=108/3-5-2 Max Horz 1=55(LC 12) Max Uplift 1=-14(LC 12),3=-42(LC 12) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=5.0psf;BCDL=5.0psf;h=25ft;B=45ft;L=24ft;eave=oft Cat. II;Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)Gable requires continuous bottom chord bearing. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 14 lb uplift at joint 1 and 42 lb uplift at joint 3. `��111I1111j11 %•%% QUIN VFi, i � ' S . ' GEN ' �'� F • NoO68182�� s •r S �'� OF •'4/ G 1••.:04\t: �s , NAL s Joaquin Velez PE No.68182 MITek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: July 30,2018 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MF7473 rev.10/0312015 BEFORE USE MIR valid for use only with Mitek®connectors.This design Is based only upon parameters shown,and Is for an indtvlduat 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.seeAltal/IPII QuaiyCriedO,058.89 and BCSI Wldhp Component 6904 Parke East Blvd. Safety Idblm dfon:rvalabie from Truss Plate Institute.218 N.Lee Street.Suite 312,Nexandria,VA 22314. Tampa.FL 33610 Job Truss Truss Type Qty Ply T14695216 16156T0 V02 Valley 1 1 Job Reference(optional) Building Component Supply, Jacksonville,FL-32256, 8.220 s May 24 2018 MiTek Industries,Inc. Mon Jul 30 10:56:07 2018 Page 1 I D:IxfZFgfmgC3xoYuk4lfAW Czj DJe-6z3p RXNOQU?7PzO_XB4egOTAF8AMgebBsyl DSjysupc 1-8-13 1-8-13 Scale=1:7.1 6.00112 2 1 .10e111 1 � a 3 2x4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 j Plate Grip DOL 1.25 TC 0.01 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.01 Vert(CT) n/a - n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 2 rVa n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-P Weight:4 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.1 TOP CHORD Structural wood sheathing directly applied or 1-8-13 oc purlins. BOT CHORD 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=44/1-8-5,2=33/1-8-5,3=11/1-8-5 Max Horz 1=23(LC 12) Max Uplift 1=6(LC 12),2=-23(LC 12) Max Gray 1=44(LC 1),2=33(LC 1),3=22(LC 3) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=5.Opsf;BCDL=5.0psf;h=25ft;B=45ft;L=24ft;eave=oft;Cat. II;Exp C;End.,GCpi=0.18;MW FRS(directional)and C-C Exterior(2)zone;C-C for members and forces&MW FRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)Gable requires continuous bottom chord bearing. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5)Bearing at joint(s)2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capaci of bearing urface. 6)Provide mechanicals connection(by others)of truss to bearing plate capable of withstanding 6 lb uplift at joint 1 and 23 lb uplift at •S‘I``,U I N'�/'',hl joint 2. ���`,,oP'a........ E N <�� i i ••••,\G SSC`•. • • • s• No 68�182 O • S/r OF .:14/ i F •••.9 R • 11/1/0N AL ,;C��. Joaquin Velez PE No.68182 MIT*USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: July 30,2018 WARNIVG-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M6-7473 rev.10N32015 BEFORE USE Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual bidding 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 properly damage. For general guidance regarding the fabrication.storage.delivery.erection arid bracing of trusses and IRAS systems.seeANSVYN1 Qually Metal Wade and IC9 Duldhig Component 6904 Parke East Blvd. Safety Wonnaponavailabie from Truss Plate Institute.218 N.Lee Street.Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type [Qty Ply 1 T14695217 16156T0 V03 Valley j 1 1 Job Reference(optional) Building Component Supply, Jacksonville,FL-32256, 8.220 s May 24 2018 MiTek Industries,Inc. Mon Jul 30 10:56:08 201 B Page 1 ID:IxtZFgfmgC3xoYuk4lfAW Czj DJe-b9dBftOf Bo7_07zA5uctCEOFuYSkP5rL5bUm?9ysupb 6-0-8 6-0-8 2x4 11 Scale=1:18.4 2 6.00 12 5 4 6 .577:773 2x4 G 2x4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.41 Vert(LL) rVa - n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.26 Vert(CT) n/a - Na 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-P Weight:22 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.1 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP No.1 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=211/6-0-0,3=211/6-0-0 Max Horz 1=108(LC 12) Max Uplift 1=-28(LC 12),3=-82(LC 12) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=5.Opsf;BCDL=5.0psf;h=25ft;B=45ft;L=24ft;eave=oft;Cat. II;Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-7-9 to 3-7-9,Interior(1)3-7-9 to 5-10-12 zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)Gable requires continuous bottom chord bearing. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)•This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 28 lb uplift at joint 1 and 82 lb uplift at joint 3. \\\11111lIfJJJ ,����POU I N ►/F�JJ�� , O . GENS1 No 68182 • *: •:* -13; Cr S • OF u '•� ••k0R ,o •� ��. .,JSS/°NAL- -,to Ifillll Joaquin Velez PE No.68182 MITek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: July 30,2018 A WARNING-Verify design parameters end READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MN-7473 rev.101032015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and 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 ti3ay and properly damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems.seeANIW/PI/Quay C/f da,Dade and ICS iuldnp Component 6904 Parke East Btad. Safety Intoimattomv-1iable from Truss Plate Institute.218 N.Lee Street.Suite 312.Alexandria.VA 22314. Tampa.FL 33610 1 Job Truss Truss Type Qty Ply T14695218 16156T0 VO4 Valley 1 1 Job Reference(optional) Building Component Supply, Jacksonville,FL-32256, 8.220 s May 24 2018 MiTek Industries,Inc. Mon Jul 30 10:56:08 2018 Page 1 ID:IxfZ Fgf mgC3xoYuk4lfAW Czj DJe-b9dBttOfBo7_07zA5uctCE0JrYUJP5rL5bUm?9ysupb 4-0-8 4-0-8 Scale=1:12.9 2 2x4 II 6.00 FIT I ■ i o 3 2x4 2x4H LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.15 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.09 Vert(CT) n/a - n/a 999 BCLL 0.0 ` Rep Stress!nor YES WB 0.00 Horz(CT) 0.00 rVa n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-P Weight:14 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.1 TOP CHORD Structural wood sheathing directly applied or 4-0-8 oc purlins, BOT CHORD 2x4 SP No.1 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=131/4-0-0,3=131/4-0-0 Max Horz 1=67(LC 12) Max Uplift 1=-17(LC 12),3=-51(LC 12) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=5.Opsf;BCDL=5.0psf;h=25ft;B=45ft;L=2411;eave=4ff Cat. II;Exp C;End.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)Gable requires continuous bottom chord bearing. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 17 lb uplift at joint 1 and 51 lb uplift at $oW.N joint3. Veer, % ••• � •• • • No 68182 • r • . �`• •4. 0R \p, • .` • II1a111 Joaquin Velez PE No.68182 MITek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: July 30,2018 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.1003/2015 BEFORE USE 1111. Design valid for use only with MITeke connectors.This design Is based only upon parameters shown,and Is tot an Individual building component,not a truss system.Before use,the building designer must verlfy the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing Milek' Is always required tot stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage.delivery,erection and bracing of trusses and truss systems.seeANSI/IPII Quail)'Castle,DSD-89 and CCSI doldhg Component 6904 Parke East Blvd. Safely ItfonnaBonavdiabie from Truss Plate Institute,218 N.Lee Street,Stile 312.Alexandria.VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply 1 T14695219 16156T0 VO5 Valley 1 1 Job Reference(optional) Building Component Supply, Jacksonville,FL-32256, 8.220 s May 24 2018 MiTek Industries,Inc. Mon Jul 30 10:56:09 2018 Page 1 lD:IxtZFgfmgC3xoYuk4lfAW CzlDJe-3MBZsDPHy6GreHYNfc761RZWfyrn8Y5UJFEKXcysupa 2-0-8 2-0-8 Scale=1:7.9 2 6.00[12 2x4 H n _ _ ........................................................ 3 2x4 2x4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL- in (loc) 1/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.02 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.01 Vert(CT) n/a - n/a 999 BCLL 0.0 * Rep Stress!nor YES WB 0.00 Horz(CT) 0.00 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-P Weight:6 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.1 TOP CHORD Structural wood sheathing directly applied or 2-0-8 oc purlins, BOT CHORD 2x4 SP No.1 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 1=51/2-0-0,3=51/2-0-0 Max Horz 1=26(LC 12) Max Uplift 1=-7(LC 12),3=-20(LC 12) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=5.Opsf;BCDL=5.0psf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat. II;Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)Gable requires continuous bottom chord bearing. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 7 lb uplift at joint 1 and 20 lb uplift at joint 3. `11111111//,,,' • GENS . '•��. No 68182 *: . :* -0 •ri" �S� 'cS O N ` _AO. ALE �%'�1U • 'nP `/ 5 Joaquin Velez PE No.68182 MITek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: July 30,2018 0 WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE AM-7473 rev.10/031201S BEFORE USE. I �� Design valid for use only with MiTek©connectors.Ibis 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. Addtttonal temporary and permanent bracing MiTek. Is always required for stability and to prevent collapse with possble personal Injury and property damage. For general guidance regarding the fabrication.storage,delivery,erection and bracing of trusses and truss systems.seeANSI/►PII QuaNy Cited,.058d9 and BCS/Binding Component 6904 Parke East BNd. Safelyh/o/malbmvdtable from Truss Plate Institute.218 N.Lee Street,Suite 312,Alexorxiria,VA 22:SI4. Tampa.FL 33610 Job Truss Truss Type Qty 1 Ply 1 T14695220 16156T0 V06 Valley 1 Job Reference(optional) Building Component Supply, Jacksonville,FL-32256, 8.220 s May 24 2018 MiTek Industries,Inc. Mon Jul 30 10:56:10 2018 Page 1 I D:IxtZFgfmgC3xoYuk4IfAW Czj DJe-XYIx4ZPvj POiGR7Z DJeLHf5el L9At?LeYvzt32ysupZ 4-7-9 4-7-9 I Scale=1:14.4 2 2x4 I 6.00112 4 • la • 3 2x4 2x4 1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL- in (loc) 1/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.22 Vert(LL) rVa - n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.13 Vert(CT) n/a - n/a 999 BCLL 0.0 * Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-P Weight:16 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.1 TOP CHORD Structural wood sheathing directly applied or 4-7-9 oc purlins, BOT CHORD 2x4 SP No.1 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=154/4-7-1,3=154/4-7-1 Max Horz 1=79(LC 12) Max Uplift 1=-21(LC 12),3=-60(LC 12) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Wind:ASCE 7-10;VuIt=l30mph(3-second gust)Vasd=101 mph;TCDL=5.0psf;BCDL=5.Opsf;h=25ft;B=45ft;L=24ft;eave=oft Cat. II;Exp C;End.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-7-9 to 3-7-9,Interior(1)3-7-9 to 4-5-13 zone;C-C for members and forces&MW FRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)Gable requires continuous bottom chord bearing. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)•This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 21 lb uplift at joint 1 and 60 lb uplift at joint 3. ``111111111111. •• PpiUIN VFX��ii %s � G E NS• 1 °•0 \.% No 68182 ;�t:3- 31- flits;. S41 ` tt,► .v0.F :,'-J :31 t. t. Joaquin Velez PE No.68182 MiTek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: July 30,2018 � t 0 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 618-7473 rev.10/93/2015 BEFORE USE. Design valid for use only with MITek®connectors.This design is based only upon parameters shown,and Is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M trek is always required tot 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.seeAMSI/Ipli CualiyCrlerla,DSB-89 and SCSI Bolding Component 6904 Parke East Blvd. Solely I tonnoflonavdiable from Truss Plate Institute,218 N.Lee Street.Suite 312,Alexandria.VA 22314. Tampa,FL 33610 r � � Job Truss Truss Type laty Ply I T14695221 16156T0 V07 Valley 1 1 Job Reference(optional) Building Component Supply, Jacksonville,FL-32256, 8.220 s May 24 2018 MiTek Industries,Inc. Mon Jul 30 10:56:10 2018 Page 1 ID:IxtZFgfmgC3xoYuk4IfAW CzjDJe-XYIx4ZPvjPOiGR7ZDJeLHf5geLBZt?LeYvzt32ysupZ 3-0-6 3-0-6 Scale=1:10.4 2 1 2x411 6.00 12 r 1 o 'iiii•J.'.'.::%i i i O�•00�0•i•PPi•O•i i i OOOOi•OO�OOi'i•i•PO�O•00�00•OP�i i i OOi i •iii�i 0�00•����OP��i i••::i i 000�0•��POP���•i i i�0�0•0���1•000OO��i i i i Oi iiiiiii'i i i i•i 0000•00�•'Oi••i i i i i OHO 000 d0�'i•••i i O�0000000 ••�'••• 3 2x4 2x4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft Lid PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TC 0.07 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.04 Vert(CT) n/a - n/a 999 BOLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 n/a n/a BCDL 10.0 Code FBC2017fTP12014 Matrix-P Weight:10 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.1 TOP CHORD Structural wood sheathing directly applied or 3-0-6 oc purlins, BOT CHORD 2x4 SP No.1 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=90/2-11-14,3=90/2-11-14 Max Horz 1=46(LC 12) Max Uplift 1=-12(LC 12),3=-35(LC 12) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=l30mph(3-second gust)Vasd=101mph;TCDL=5.Opsf;BCDL=5.Opsf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat. II;Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)Gable requires continuous bottom chord bearing. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 12 lb uplift at joint 1 and 35 lb uplift at joint 3. ,``%%PQU I N,11 V F� i % No 68182 *; : r 4 , 1 Job Truss Truss Type Qty Ply T14695222 16156TO V08 Valley 1 1 Job Reference(optional) Building Component Supply, Jacksonville,FL-32256, 8.220 s May 24 2018 MiTek Industries,Inc. Mon Jul 30 10:56:12 2018 Page 1 ID:IxtZFgfmgC3xoYuk41TAW Czj DJe-TxtiVFR9F1 eQVkHxKkgpM4B1 e9t3Lvgx0DS_8xysupX 1-5-2 1-5-2 Scale=1:6.3 6.00112 2 1 , # gr 2x4— 3 1-5-2 1-5-2 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 0.04 Vert(LL) -0.00 1 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.04 Vert(CT) -0.00 1 >999 180 BCLL 0.0 * Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-P Weight:3 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.1 TOP CHORD Structural wood sheathing directly applied or 1-5-2 oc purlins. BOT CHORD 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=31/1-5-2,3=33/0-3-8 Max Horz 1=37(LC 12) Max Uplift 1=-i7(LC 12),3=39(LC 12) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Wind:ASCE 7-10;VuIt=130mph(3-second gust)Vasd=101mph;TCDL=5.Opsf;BCDL=5.0psf;h=25tt;B=451t;L=24ft;eave=41t;Cat. II;Exp C;End.,GCpi=0.18;MW FRS(directional)and C-C Exterior(2)zone;C-C for members and forces&MW FRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 17 lb uplift at joint 1 and 39 lb uplift at joint 3. .0 11 11 11 1/I/ % 0UIN VF�,i , ,s%0 . s'"F .• • GEN • N °O •• V 6' . i• No 68182 1:43.:• S -, r. OF :•LU: 0, x•':c4. 0 R 1 p �� ,• • Joaquin Velez PE No.68182 MiTek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: July 30,2018 1 i IMMINI A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE ME-7473 rev.10/032015 BEFORE USE. 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 or 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 properly damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems.seeANSI/7PII QaallyCanna,DSS-89 and SCSI lidding Component 6904 Parke East Blvd. Salary Womtalforravalable from Truss Plate Institute,218 N.Lee Street.Suite 312,Alexandria.VA 22314. Tampa.FL 33610 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 3 " Center plate on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenthsFailure to Follow Could Cause Property /q 1 offsets are indicated. I I (Drawings not to scale) Damage or Personal Injury MEDimensions are in ft-in-sixteenths. rah.. Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. TOP CHORDS diagonal or X-bracing,is always required. See BCSI. l/ t 04 i 2. Truss bracing must be designed by an engineer.For 0- I6� 4 wide truss spacing,individual lateral braces themselves WEBS may require bracing,or alternative Tor I ��� c bracing should be considered. C 1,...400, U PPA � 3. Never exceed the design loading shown and never kildoAlistack materials on inadequately braced trusses. a_ O o 4. Provide copies of this truss design to the building For 4 x 2 orientation, locate C5-6 I— designer,erection supervisor,property owner and plates 0-1 b"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. connectorlates. THE LEFT. p 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 of lumber shall not exceed 19%at time of fabrication. PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for PLATE SIZE use with fire retardant,preservative treated,or green lumber. ICC-ES Reports: The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311, ESR-1352, ESR1988 responsibility of truss fabricator.General practice is to 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 i 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 ff.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. 111 Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports)occur. Icons vary but ©2012 MiTek®All Rights Reserved approval of an engineer. tilin# reaction section indicates joint MINIM number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. MIMI* 18.Use of green or treated lumber may pose unacceptable ; � environmental,health or performance risks.Consult with WI project engineer before use. Industry Standards: 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. is not sufficient. BCSI: BuildingComponent SafetyInformation, 20.Design assumes manufacture in accordance with Guide to Good Practice fr Handling, Fi1' a lc; ANSI/TPI 1 Quality Criteria. Installing& Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev. 10/03/2015