HomeMy WebLinkAboutTruss, mitek , paperwork Lumber design values are in accordance with ANSI/TPI 1 section 6.3
These truss designs rely on lumber values established by others.
MiTek®
RE: 812002 - 812002 - Hays Res. MiTek USA, Inc.
Site Information: �6904 Parke East Blvd.
Customer Info: Cole Construction Services, LLC. Project Name: Hays Residence IVIo���' Cusiom-4115
Lot/Block: .. Subdivision: ..
Address: Brocksmith Road
City: Fort Pierce State: FL
Name Address and License#of Structural Engineer of Record, If there is one,for the building.
Name: License#:
Address:
City: State:
General Truss Engineering Criteria& Design Loads (Individual Truss Design Drawings Show Special
Loading Conditions):
Design Code: FBC2014/TP12007 Design Program: MiTek 20/20 7.6
Wind Code: ASCE 7-10 Wind Speed: 160 mph
Roof Load: 37.0 psf Floor Load: N/A psf
This package includes 51 individual, dated Truss Design Drawings and 0 Additional Drawings.
With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet
conforms to 61 G15-31.003, section 5 of the Florida Board of Professional Engineers Rules.
INo. ISeal# ITruss Name I Date I No. I Seal# Truss Name Date
1 IT10185245 I CJ01 1/9/17 118 IT10185262 I T07 11/9/17
12 I T10185246 I CJ02 11/9/17 119 I T10185263 I T08 11/9/17 I
13 I T10185247 I CJ03 11/9/17 120 I T10185264 I T09 11/9/17 I
14 I T10185248 I EJ01 11/9/17 121 I T10185265 I T10 11/9/17 I
15 IT10185249 I EJ02 11/9/17 122 I T10185266 I T11 1119/17 I
16 I T10185250 I EJ03 11/9/17 123 I T10185267 I T12 11/9/17 I
17 I T10185251 I EJ04 11/9/17 124 I T10185268 I T13 11/9/17 I
18 I T10185252 I HJ01 11/9/17 125 I T10185269 I T14 11/9/17 I
19 I T10185253 I HJ04 11/9/17 126 1 T10185270 I T15 11/9/17 I
110 I T10185254 I P01 11/9/17 127 1 T10185271 I T16 11/9/17 I !
Ill I T10185255 I P02 11/9/17 128 I T10185272 I T17 11/9/17
I
112 I T10185256 I T01 11/9/17 129 1 T10185273 I T18 11/9/17 I
113 I T10185257 I T02 11/9/17 130 I T10185274 I T19 11/9/17 I
114 I T10185258 I T03 11/9/17 131 I T10185275 I T20 11/9/17
115 I T10185259 I T04 11/9/17 132 I T10185276 I T21 11/9/17 I
116 I T10185260 I T05 1119/17 133 1 T10185277 I T22 11/9/17
117 I T10185261 I T06 11/9/17 134 1 T10185278 I T23 11/9/17 I
�H11111/.!
The truss drawing(s)referenced above have been prepared by MiTek ���� ��If�i
USA,Inc.under my direct supervision based on the parameters %% 0 ........,q<B��i,
provided by Builders FirstSource-Plant City. ``�.`;�1`••��G E N5�.,9y����,
Truss Design Engineer's Name: Albani, Thomas -14 8 r
My license renewal date for the state of Florida is February 28,2019. •• ---
IMPORTANT NOTE:The seal on these truss component designs is a certification �?1 STATE OF :•�/
that the engineer named is licensed in the jurisdiction(s)identified and that the
designs comply with ANSI/TPI 1. These designs are based upon parameters �0 '•,
shown(e.g.,loads,supports,dimensions,shapes and design codes),which were �i��S• 0 R 1 �N
given to MiTek. Any project specific information included is for MiTek's customers �� S'••••"•
file reference purpose only,and was not taken into account in the preparation of �C �-
these designs. MiTek has not independently verified the applicability of the design
parameters or the designs for any particular building. Before use,the building designer Thomas, I.P ' 0.3
should verify applicability of design parameters and properly incorporate these designs Mrrek U 34
into the overall building design perANSI/TPI 1,Chapter2. 6904 Pa E .Tampa FL33610
Date:
January 9,2017
Albani,Thomas 1 of 2
� I
RE: 812002 - 812002- Hays Res.
Site Information:
Customer Info: Cole Construction Services, LLC. Project Name: Hays Residence Model: Custom
Lot/Block: .. Subdivision: ..
Address: Brocksmith Road
City: Fort Pierce State: FL
No. JSeal# ITruss Name I Date
35 IT10185279 I T24 11/9/17
136 IT10185280 I T25 11/9/17 I
37 IT10185281 I T26 1/9/17
38 IT10185282 I T27 1/9/17
39 IT10185283 I T30 1/9/17
140 IT10185284 I V01 11/9/17 I
141 IT10185285 I V02 11/9/17 I
142 IT10185286 I V03 11/9/17 I
143 IT10185287 I VO4 11/9/17 I
44 IT10185288 I V05 1/9/17
45 IT10185289 I V06 11/9/17 I
146 IT10185290 I V07 11/9/17 I
147 IT10185291 I V08 1119/17 I
148 IT10185292 I V09 11/9/17 I
149 IT10185293 I V10 11/9/17 I
150 IT10185294 I V11 11/9/17 I
151 IT10185295 I V12 11/9/17 I
2 of 2
i
Job Truss Truss Type Oty Ply a12oo2-Hays Res.
T10185246
812002 CJ01 Jack-Open 16 1 812002001
Job Re erence o do al
Builders FirstSource, Plant City,FL 33566 7.640 s Apr 19 2016 MiTek Industries,Inc.Mon Jan 09 13:39:01 2017 Page 1
ID:_pIGfuT6_Elp02H_9vVvpyd3Rl-X3pGUvszD8Tjl yl24X30ve?DCZQXww3myhgl ILzx4qu
'i -2-0-0 i 1-0-0 i
2-0-0 1-0.0
Scale=1:9.7
3
B.00 12 2 d
d
m
d
4
1
3x4=
i 1-0-0 i
1-0-0
Plate Offsets(X.YI— I2:0-4-4 0-0-41
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.54 Vert(LL) 0.00 7 >999 360 MT20 244/190
TCDL 7.0 Lumber DOL 1.25 BC 0.10 Vert(TL) 0.00 7 >999 240
BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a n/a
BCDL 10.0 Code FBC2014rTP12007 (Matrix-M) Weight:7 Ib FT=20%
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc purlins.
BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 3=19/Mechanical,,2=237/0-8-0,4=34/Mechanical
Max Horz 2=67(LC 12)
Max Uplift3=19(LC 1),2=141(LC 12),4=34(LC 1)
Max Grav 3=25(LC 8),2=237(LC 1),4=35(LC 8)
FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
NOTES- (7)
1)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=3.Opsf;h=18ft;Cat.II;Exp C;Encl.,GCpi=0.18;
MWFRS(envelope)and C-C Exterior(2)zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate
grip DOL=1.60
2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
3)•This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members.
4)Refer to girder(s)for truss to truss connections.
5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)3,4 except(jt=lb)
2=141.
6)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss.
7)'This manufactured product is designed as an individual building component. The suitability and use of this component for any
particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code."
®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev.10/03,2015 BEFORE USE.
Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not �+
a truss system.Before use,the building designer must verify the applicability of design parameters and property in carp orate this design into the overall �i��`
iTek�
building design.Bracing Indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing a
Is always required for stability and to prevent collapse with possible personal Injury and property damage.For general guidance regarding the p
fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIIrPl1 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke Fast Blvd.
Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610
i
Job Truss Truss Type Qty Ply 812002-Hays Res.
T10185246
812002 CJ02 Jack-Open 16 1 812002002
Job Reference(optional)
Builders FirstSource, Plant City,FL 33566 7.640 s Apr 19 2016 MiTek Industries,Inc.Mon Jan 09 13:39:01 2017 Page 1
ID:_pIGfuT6_Elp02H_9vVvpyd3R]-X3pGUvszDBTjjly[24X30ve?BpZQ_ww3myhgI]Lzx4qu
-2-0-0 i 3.0-0 i
2-0-0 3_0-0
Scale=1:14.8
3
i
6.00 12
d d
2
4
1 3x4 =
3-0-0
3-0-0
Plate Offsets(X Y)— 12:0-2-O.Edgel
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (too) I/deft Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.69 Vert(LL) -0.00 2-4 >999 360 MT20 244/190
° TCDL 7.0 Lumber DOL 1.25 BC 0.08 Vert(rL) -0.01 2-4 >999 240
BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 n/a n/a
BCDL 10.0 Code FBC2014rrP12007 (Matrix) Weight:13 lb FT=20%
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins.
BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 3=1 1/Mechanical,2=28610-8-0,4=26/Mechanical
Max Horz 2=118(LC 12)
Max Uplift3=35(LC 12),2=147(1_C 12)
Max Grav 3=26(LC 8),2=286(LC 1),4=52(LC 3)
FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
NOTES- (7)
1)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=3.Opsf;h=18ft;Cat.II;Exp C;Encl.,GCpi=0.18;
M WFRS(envelope)and C-C Exterior(2)zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate
grip DOL=1.60
2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
3)•This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members.
4)Refer to girder(s)for truss to truss connections.
5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)3 except Gt=lb)
2=147.
6)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss.
7)'This manufactured product is designed as an individual building component. The suitability and use of this component for any
particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code."
®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev.10/03/2015 BEFORE USE.
Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not �•
a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall
building design.Bracing Indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek•
is always required for stability and to prevent collapse with possible personal Injury and property damage.For general guidance regarding the
fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSUTP11 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke Fast Blvd.
Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610
I
Job Truss Truss Type Qty Ply 812002-Hays Res.
T10185247
812002 GJ03 Jack-Open 12 1 812002003
Jab a ere ce o tional
Builders FirslSource, Plant City,FL 33566 7.640 s Apr 19 2016 MiTek Industries,Inc.Mon Jan 09 13:39:01 2017 Page 1
ID;_plGfuT6_Elp02H_9vVvpyd3Rl-X3pGUvszD8Tjlyl24X30ve?BpZN5ww3myhg11Lzx4qu
-2-11-0 5-0-0 r
2-0 o 5-0-0
Scale=1:19.8
3
i
6.00 12
d
N
N
2
4
1 3x4=
5-0-0
5-0-0
Plate Offsets(X Y)— 12:0-2-O,Edgel
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.69 Vert(LL) -0.03 2-4 >999 360 MT20 2441190
' TCDL 7.0 Lumber DOL 1.25 BC 0.26 Vert(TL) -0.07 2-4 >820 240
BCLL 0.0 • Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a
BCDL 10.0 Cade FBC2014lrP12007 (Matrix) Weight:19lb FT=20%
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins.
BOT CHORD 2x4 SP No.2 BOT CHORD Rigid Ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 3=91/Mechanical,2=334/0-8-0,4=46/Mechanical
Max Horz 2=169(LC 12)
Max Uplift3=109(LC 12),2=152(LC 12)
Max Grav3=91(LC 1).2=334(LC 1),4=92(LC 3)
FORCES. (lb)-Max.Camp./Max.Ten.-All forces 250(lb)or less except when shown.
NOTES- (7)
1)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=3.Opsf;h=18ft;Cat.11;Exp C;Encl.,GCpi=0.18;
MWFRS(envelope)and C-C Extedor(2)zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate
grip DOL=1.60
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 0=11b)3=109,
2=152.
6)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss.
7)"This manufactured product is designed as an individual building component. The suitability and use of this component for any
particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code."
AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev.10/03,2015 BEFORE USE.
Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not
a truss system.Before use,the building designer must verify the applicability of design parameters and property Incorporate this design into the overall ■���`
building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek"
is always required for stability and to prevent collapse with possible personal Injury and property damage.For general guidance regarding the
fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI1TPI1 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610
3
ti
Job Truss Truss Type Qty Ply 812002-Hays Res.
T10185248
812002 EJ01 Jack-Partial 39 1 812002004
Job Reference(optional)
Builders FirstSource, Plant City,FL 33566 7.640 s Apr 19 2016 Mrrek Industries,Inc.Mon Jan 09 13:39:02 2017 Page 1
ID:_plGfuT6_ElpO2H_9vVvpyd3Rl-0FMeiEte Sbae6tEeFaFSrXJHzisfNlwALPbHozx4gt
-2-0-0 7-0-02-0-0 7-0-0
Scale=1:24.6
3
6.00 12
a
m �
c6 A
2
1 4
3x6=
7-0.0
7-0.0
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 0.84 Vert(LL) -0.06 4-7 >999 360 MT20 244/190
TCDL 7.0 Lumber DOL 1.25 BC 0.35 Vert(TL) -0.15 4-7 >540 240
' BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.01 2 n/a n/a
BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight:26lb FT=20%
LUMBER- BRACING-
: TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-1-0 oc purlins.
BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 3=140/Mechanical,2=426/0-8-0,4=59/Mechanical
Max Harz 2=220(LC 12)
Max Uplift3=141(LC 12),2=189(LC 12)
Max Grav 3=140(LC 1),2=426(LC 1),4=105(LC 3)
FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
NOTES- (7)
1)Wind:ASCE 7-10;VuK=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=3.0psf:h=18ft;Cat.II;Exp C;Encl.,GCpi=0.18;
MWFRS(envelope)and C-C Exterior(2)zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate
grip DOL=1.60
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)3=141,
2=189.
6)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss.
7)"This manufactured product is designed as an individual building component. The suitability and use of this component for any
particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code."
®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11111.7473 rev.1010312015 BEFORE USE
Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not �•
a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall /q
building design.Bracing Indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing iViiTek,
is always required for stability and to prevent coflapse'with possible personal injury and property damage.For general guidance regarding the
fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIfrPI1 Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312.Alexandria,VA 22314. Tampa,FL 36610
Job Truss Truss Type Qty Ply 812002-Hays Res. j
T10185249
812002 EJ02 Jack-Closed Girder 1 1 812002005
Job Reference(optional)
Builders FirstSource, Plant City,FL 33566 7.640 s Apr 19 2016 Mrrek Industries,Inc.Mon Jan 09 13:39:022017 Page 1
ID:__pIGfuT6_Elp02H_9vvvpyd3Rl-0FMeiEtc Sbae6tEeFaFSrXPRzihfNlwALPbHozx4gt
'i 7-0-0
7-0-0
Scale=1:22.4
2
3x4
d
6.00 12
1
4 5 6 3
4x6= 3x6 I I
7-0-0
7-0-0
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Ildefi L/d PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.51 Vert(L-) -0.06 1-3 >999 360 MT20 244/190
TCDL 7.0 Lumber DOL 1.25 BC 0.37 Vert(TL) -0.12 1-3 >628 240
' BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(TL) 0.00 3 n/a n/a
BCDL 10.0 Code FBC2014/TPI2007 (Matrix) Weight:38 lb FT=20%
LUMBER- BRACING-
: TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purtins, except
BOT CHORD 2x8 SP 240OF 2.0E end verticals.
WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 1=867/0-8-0,3=759/Mechanical
Max Horz 1=170(LC 8)
Max Uplift 1=318(LC 8),3=362(LC 8)
FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
NOTES- (9)
1)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=3.Opsf;h=18ft;Cat.II;Exp C;Encl.,GCpi=0.18;
MWFRS(envelope);Lumber DOL=1.60 plate grip DOL=1.60
2)This truss has been designed for a 10.0 psf bottom Chord live load nonconcurrent with any other live loads.
3)•This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members.
4)Refer to girder(s)for truss to truss connections.
5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except Gt=lb)1=318,
3=362.
6)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss.
7)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)381 lb down and 160 lb up at
1-8-12,and 382 lb down and 161 lb up at 3-0-12,and 382 lb down and 161 lb up at 5-0-12 on bottom chord. The design/selection of
such connection device(s)is the responsibility of others.
8)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B).
9)'This manufactured product is designed as an individual building component. The suitability and use of this component for any
particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code."
LOAD CASE(S) Standard
1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25
Uniform Loads(pin
Vert:1-2=54,1-3=-20
Concentrated Loads(lb)
Vert:4=381(B)5=-382(B)6=382(B)
®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1.7473 rev.10/03/2015 BEFORE USE.
Design valid for use only with Milrek®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 y
building design.Bracing Indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the MI I'ek'
fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSVTP11 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610
Job Truss Truss Type City Ply 812002-Hays Res. j
T10185250
812002 EJ03 Jack-Partial 6 1 812002006
Job Reference(ontionah
Builders FirstSource, Plant City,FL 33566 7.640 s Apr 19 2016 MTek Industries,Inc.Mon Jan 09 13:39:03 2017 Page 1
ID:_rIGfuT6_ElpO2F_9vVvpyd3Rl-URwl vauElmjRGFSQCy5U_34z9M?OOgY3P_98pEzx4gs
-2-0-0 i 2-0.0 2t , 7-0-0
AN
2-0-0 2-0-0 0-8-0 4-4-0
Scale=1:24.6
4
•
6.00 12 d
N
CS
3 x
a
2 d
6
1 2x4 II
3x4=
i 2-8-0 7-0.0
0 4-4.0
Plate Offsets(X Y)— 12:0-0-8,Edge1,13:0-7-0.0-2-131
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.57 Vert(LL) 0.15 3-5 >571 360 MT20 244/190
TCDL 7.0 Lumber DOL 1.25 BC 0.53 Vert(TL) -0.16 3-5 >529 240
BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.07 5 n/a n/a
BCDL 10.0 Code FBC2014rrPI2007 (Matrix-M) Weight:28lb FT=20%
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-10 oc purlins.
BOT CHORD 2x4 SP No.2'Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
3-6:2x4 SP No.3
REACTIONS. (lb/size) 4=127/Mechanical,2=433/0-8-0,5=71/Mechanical
Max Horz 2=220(LC 12)
Max Uplift4=119(LC 12),2=189(LC 12),5=13(LC 12)
Max Grav 4=127(LC 1),2=433(LC 1),5=98(LC 3)
FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
NOTES- (7)
1)Wind:ASCE 7-10;Vuft=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf,BCDL=3.Opsf;h=18ft;Cat.II;Exp C;Encl.,GCpi=0.18;
MWFRS(envelope)and C-C Extedor(2)zone;C-C for members and forces Sr 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 nonconcument with any other live loads.
3)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom Chord and any other members.
4)Refer to girder(s)for truss to truss connections.
5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)5 except(jt=lb)4=119
,2=189.
6)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss.
7)'This manufactured product is designed as an individual building Component. The suitability and use of this component for any
particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code."
®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev.1010312015 BEFORE USE.
Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for an Individual building component,not �•
a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall A
building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing V�iTek'
is always required for stability and to prevent collapse,with possible personal injury and property damage.For general guidance regarding the
fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSVTPIII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke Fast Blvd.
Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610
Jab Truss Truss Type Qty Ply 812002-Hays Res.
T10185251
812002 EJ04 Jack-Partial 10 1 812002007
Job Reference(optional
Builders FirslSource, Plant City,FL 33566 7.640 s Apr 19 2016 MiTek Industries,Inc.Mon Jan 09 13:39:03 2017 Pagel
ID:_pIGfuT6_Elp02H_9vvvpyd3RI-URwl vauElmjRGFSQCy5U_34XIM3Z0gY3P_98pEzx4gs
-2-0-0 i 5-0-0
2-0.0 5-0.0
Scale=1:19.8
3
i
6.00 12
c�
d
N
N
2
4
1 3x4=
5-0-0
Plate Offsets(X.Y)— 12:0-2-0.Edgel
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl L/d PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.69 Vert(LL) -0.03 2-4 >999 360 MT20 244/190
TCDL 7.0 Lumber DOL 1.25 BC 0.26 Vert(rL) -0.07 2-4 >820 240
BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a
BCDL 10.0 Code FBC2014/rP12007 (Matrix) Weight:19 lb FT=20%
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc puriins.
BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-13-0 oc bracing.
REACTIONS. (lb/size) 3=91/Mechanical,2=334/0-8-0,4=46/Mechanical
Max Horz 2=169(LC 12)
Max Uplift3=109(LC 12),2=152(LC 12)
Max Grav 3=91(LC 1),2=334(LC 1),4=92(LC 3)
FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
NOTES- (7)
1)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=3.Opsf;h=18ft;Cat.II;Exp C;Encl.,GCpi=0.18;
MWFRS(envelope)and C-C Exterior(2)zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate
grip DOL=1.60
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 far 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)3=109,
2=152.
6)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss.
7)"This manufactured product is designed as an individual building component. The suitability and use of this component for any
particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code."
®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.1010312015 BEFORE USE.
Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not �•
a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall
building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek'
is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the
fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSVTPI1 Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd,
Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610
Job Truss Truss Type Qty Ply 812002-Hays Res.
T10185252
812002 HJ01 Diagonal Hip Girder 6 1 812002008
Job Reference o do al
Builders FirstSource, Plant City:FL 33566 7.640 s Apr 19 2016 MiTek Industries,Inc.Mon Jan 09 13:39:04 2017 Page 1
ID:__pIGfuT6_ElpO2H_9vVvpyd3Rl-ydUP6wvsMrHuP1 dlgcjXGdjOmGX7FjCeeuiLgzx4gr
-2-9-15 i 5-9-1 9.10-1
2-9-15 5-9-1 4-0-15
Scale=1:24.7
4
Id
13
3x4
4.24 12 3
a
12
of l ch
c5
11
2
14 15 7 16 6
1 3x6= 2x4 I 2x4\\ 5
i 5-9-1 i 7-10.4 i 9-10.1 i
_ 5-9-1 2-1-2 1-11-13
Plate Offsets(X.Y>— f2:0-0-1.Edael
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in floc) I/deft L/d PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.63 Vert(LL) 0.13 6-7 >891 360 MT20 244/190
TCDL 7.0 Lumber DOL 1.25 BC 0.85 Vert(TL) -0.22 6-7 >544 240
BCLL 0.0 Rep Stress Incr NO WB 0.13 Horz(TL) 0.01 5 n/a n/a
BCDL 10.0 Code FBC20141TPI2007 (Matrix-M) Weight:42 lb FT=20%
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-8-4 oc purlins.
BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 2x4 SP No.3
REACTIONS. (lb/size) 4=122/Mechanical,2=385/0-10-15,5=190/Mechanical
Max Horz 2=254(LC 22)
Max Upliift4=119(LC 4),2=259(LC 4).5=109(LC 8)
Max Grav 4=122(LC 1),2=385(LC 1),5=219(LC 3)
FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
TOP CHORD 2-11=575/199,11-12=502/198,3-12=419/193
BOT CHORD 2-14=241/346,14-15=2411346,7-15=241/346,7-16=241/346,6-16=241/346
WEBS 3-7=63/351,3-6=471/328
NOTES- (9)
1)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=3.Opsf;h=18ft;Cat.II;Exp C;Encl.,GCpi=0.18;
MWFRS(envelope);Lumber DOL=1.60 plate grip DOL=1.60
2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
3)•This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members.
4)Refer to girder(s)for truss to truss connections.
5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)4=119,
2=259,5=109.
6)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss.
7)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)95 lb down and 95 lb up at 1-4-15,
95 lb down and 95 lb up at 1-4-15,125 lb down and 66 lb up at 4-2-15,125 lb down and 66 lb up at 4-2-15,and 106 lb down and 113
lb up at 7-0-14,and 106 lb down and 113 lb up at 7-0-14 on top chord,and 32 lb down and 62 Ib up at 1-4-15,32 lb down and 62 lb up
at 1-4-15,18 lb down and 20 lb up at 4-2-15,18 lb down and 20 lb up at 4-2-15,and 38 lb down and 14 lb up at 7-0-14,and 38 lb
down and 14 lb up at 7-0-14 on bottom chord. The design/selection of such connection device(s)is the responsibility of others.
8)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B).
9)"This manufactured product is designed as an individual building component. The suitability and use of this component for any
particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code."
LOAD CASE(S) Standard
1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25
Uniform Loads(plf)
Vert:1-4=54,5-8=-20
Continued on paqe 2
®WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED M1TEK REFERENCE PAGE Mll-7473 rev.1010312015 BEFORE USE.
Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not �-
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 i�iTek'
Is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the
fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSUTP11 Quality Criteria,DSB&89 and BCSI Building Component 6904 Parke East Blvd.
Safety Inforrnatlon available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610
4
Job Truss Truss Type Oty Ply 812002-Hays Res.
T10185252
812002 HJ01 Diagonal Hip Girder 6 1 812002008
Job Re ere ce o do al
Builders FlrstSource, Plant City,FL 33566 7.640 s Apr 19 2016 MiTek Industries,Inc.Mon Jan 09 13:39:04 2017 Page 2
ID:__pIGfuT6_Elp02H_9vVvpyd3Rl-ydUP6wvsVl3rHuP1 dlgcjXGdjOmGX7FjCeeuiLgzx4gr
LOAD CASE(S) Standard
Concentrated Loads(lb)
Vert:11=45(F=23,8=23)12=131(F=66,B=66)13=28(F=-14,B=-14)14=64(F=32,B=32)15=4(F=2,B=2)16=36(1`=18,B=18)
®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.1010312015 BEFORE USE.
Design valid for use only with Mrrek®connectors.This design is based only upon parameters shown,and is for an individual building component,not
a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall
building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek'
is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the
fabrication,storage,delivery,erection and bracing oftrusses and truss systems,see ANSITI PII Quality Criteria,OSB-89 and SCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610
I
Job Truss Truss Type City Ply 812002-Hays Res.
Tio185253
812002 HJ04 Diagonal Hip Girder 2 1 812002009
Job Reference o tional
Builders FlrstSource, Plant City,FL 33566 7.640 s Apr 19 2016 MiTek Industries,Inc.Mon Jan 09 13:39:05 2017 Page 1
ID:_11GfuT6_Elp02H_9vVvpyd3 Rl-Qg2nKGvUHNz8VZbpJ N7y3 U9umAkisk2M sleFu7zx4gq
i -2-9-15 i 7-0.2 _
2-9-15 7-0-2
Scale=1:19.3
3
i
4.24 12 9
of
2
10 11 4
1 3x6=
7-0-2
7-0-2
Plate Offsets(X.Y)— 12:0-0-1.Edgel
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 0.63 Vert(LL) -0.09 4-7 >929 360 MT20 244/190
TCDL 7.0 Lumber DOL 1.25 BC 0.35 Vert(TL) -0.14 4-7 >613 240
BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(TL) 0.01 2 n/a n/a
BCDL 10.0 Code FBC2014lrP12007 (Matrix-M) Weight:26 lb FT=20%
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2 TOP CHORD Structural woad sheathing directly applied or 4-6-0 cc purlins.
BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing.
REACTIONS. (lb/size) 3=76/Mechanical,2=302/0-10-15,4=46/Mechanical
Max Horz 2=203(LC 4)
Max Uplift3=94(1_C 8),2=215(LC 4)
Max Grav 3=108(LC 19),2=302(LC 1),4=92(LC 3)
FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
NOTES- (9)
1)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=3.Opsf;h=18ft;Cat.11;Exp C;Encl.,GCpi=0.18:
MWFRS(envelope);Lumber DOL=1.60 plate grip DOL=1.60
2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
3)•This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members.
4)Refer to girder(s)for truss to truss connections.
5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)3 except(jt=lb)
2=215.
6)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss.
7)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)95 lb down and 95 lb up at 1-4-15,
95 lb down and 95 lb up at 1-4-15,and 125 lb down and 66 lb up at 4-2-15,and 125 lb down and 66 lb up at 4-2-15 on top chord,and
32 lb down and 62 lb up at 1-4-15,32 lb down and 62 lb up at 1-4-15,and 18 lb down and 20 lb up at 4-2-15,and 18 lb down and 20 lb
up at 4-2-15 on bottom chord. The design/selection of such connection device(s)is the responsibility of others.
8)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B).
9)"This manufactured product is designed as an individual building component. The suitability and use of this component for any
particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code."
LOAD CASE(S) Standard
1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25
Uniform Loads(plf)
Vert:1-3=54,4-5=-20
Concentrated Loads(lb)
Vert:8=45(F=23,B=23)9=131(F=66,13=66)10=64(F=32,B=32)11=4(F=2,B=2)
®WARNING-Verify design paramefers and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE.
Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an Individual building component,not
a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall piTek'
building design.Bracing Indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing p
is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the p
fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIfrPN quality Criteria,DSM9 and SCSI Building Component 6904 Parke Fast Blvd.
Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610
i
Job Truss Truss Type Qty Ply 812002-Hays Res.
T10185254
812002 P01 Piggyback 6 1 812002010
ob Reference o tional
Builders FirstSource, Plant City,FL 33566 7.640 s Apr 19 2016 MiTek Industries,Inc.Mon Jan 09 13:39:05 2017 Page 1
ID;_plGfuT6_El pO2H_9vVvpyd3Rl-0g2nKGvUHNz6VZbpJN7y3 U9z2AdOsk2M s leFu7zx4gq
r 3-11-15 i 7-11-14 _
s 3-11-15 3-11-15
Scale=1:15.8
3x4=
3
6.00 12
d
N
4
o 1 2 5 Id o
d Id
2x4= 2x4=
7-11-14
7-11-14
Plate Offsets(X,Y)— 13:0-2-0,Ed0el
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.29 Vert(LL) 0.00 5 n/r 120 MT20 244/190
" TCDL 7.0 Lumber DOL 1.25 BC 0.81 Vert(TL) 0.01 5 n/r 120
BCLL 0.0 ' Rep Stress Incr YES WE 0.00 Horz(TL) 0.00 4 n/a n/a
BCDL 10.0 Code FBC2014frP12007 (Matrix) Weight:22 Ito FT=20%
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins.
BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 2=258/6.0-12,4=258/6-0-12
Max Horz 2=37(LC 11)
Max Uplift2=114(LC 12),4=114(LC 13)
FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
TOP CHORD 2-3=203/323,3-4=2031323
NOTES- (9)
1)Unbalanced roof live loads have been considered for this design.
2)Wind:ASCE 7-10;VuR=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=3.Opsf;h=18ft;Cat.II;Exp C;Encl.,GCpi=0.18;
MWFRS(envelope)and C-C Exterior(2)zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate
grip DOL=1.60
3)Gable requires continuous bottom chord bearing.
4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members.
6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)2=114,
4=114.
7)"Semi-rigid pltchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss.
8)See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable,or consult qualified building
designer.
9)'This manufactured product is designed as an individual building component. The suitability and use of this component for any
particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code:'
WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev.1010312015 BEFORE USE.
Design valid for use onlywith MiTek®connectors.This design is based only upon parameters shown,and is for an Individual building component,not �•
a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design Into the overall t�A building design.Bracing indicated is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing iTek•
is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the M
fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSVTPII quality Criteria,DSB-89 and BCSI Building Component 6904 Parke Fast Blvd.
Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610
Job Truss Truss Type Qty Ply 812002-Hays Res.
10185255
812002 P02 Piggyback 2 1 812002011 7
ob Reference o do al
Builders FirstSource, Plant City,FL 33566 7.640 s Apr 19 2016 MiTek Industries,Inc.Mon Jan 09 13:39:06 2017 Page 1
ID:_plGfuT6_Elp02H_9vVvpyd3Rl-uOc9Xcw62h5?7jA?t4eBchi90a8ubBU5yNoQZzx4gp
3-11-15 7-11-14
,. 3-11-15 3-11-15
Scale=1:15.8
4x6=
3
6.00 12
d
N
4
21 El 5
d d
6
2x4= 2x4 I I 2x4=
7-11-14
7-11-14
LOADING(psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/dell L/d PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.25 Vert(LL) 0.00 5 n/r 120 MT20 244/190
TCDL 7.0 Lumber DOL 1.25 BC 0.09 Vert(TL) 0.01 5 n/r 120
BCLL 0.0 ' Rep Stress Incr YES WB 0.04 Horz(TL) 0.00 4 n/a n/a
BCDL 10.0 Code FBC2014lrP12007 (Matrix) Weight:24 lb FT=20%
LUMBER- BRACING-
: TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins.
BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
OTHERS 2x4 SP No.2
REACTIONS. (lb/size) 2=149/6-0-12,4=14916-0-12,6=218/6-0-12
Max Horz 2=58(LC 12)
Max Uplift2=136(LC 12),4=147(LC 13),6=96(LC 12)
FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
NOTES- (9)
1)Unbalanced roof live loads have been considered for this design.
2)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=3.Opsf;h=18ft;Cat.11;Exp C;Encl.,GCpi=0.18;
MWFRS(envelope)gable end zone and C-C Exterior(2)zone;C-C for members and forces&MWFRS for reactions shown;Lumber
DOL=1.60 plate grip DOL=1.60
3)Gable requires continuous bottom chord bearing.
4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members.
6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)6 except T=lb)2=136
,4=147.
7)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss.
8)See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable,or consult qualified building
designer.
9)'This manufactured product is designed as an individual building component. The suitability and use of this component for any
particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code."
®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev.1010312015 BEFORE USE. R
Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for an Individual building component,not q+
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 iviiTek•
is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the
fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSVTPI1 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke Fast Blvd.
Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 361
I
1
1
Job Truss Truss Type Qty JPly 8t2002-Hays Res.
T10185256
812002 T01 I Hip Girder 1 1 812002012
Job Reference o lional
Builders FlrstSource, Plant City,FL 33566 7.640 s Apr 19 2016 MiTek Industries,Inc.Mon Jan 09 13:39:07 2017 Page 1
ID:_pIGfuT6_Elp02H_9vVvpyd3RI-MCAX[yxko_Dslt[B RoAQBvF9Z_J3KYRfKc7My?zx4go
i -2:00 7-0.0 1 i 12-0-0 i 17-0 0 i _ _24.0-0 26-0.0 i
2-0.0 7-0-0 5-0-0 5.0-0 7-0-0 2-0-0
Scale=1:47.2
5x6 2x4 II 5x6=
3 15 16 4 17 18 5
6.00 12
d
c5
d 1 2 10 19 20 9 21 22 8 7 O
3x6- 2x4 II 7x10= 2x4 II 3x6
i 7-0.0 12-0.0 17-0-0 240.0
7-0-0 5-0-a 5-M 7-0-0
Plate Offsets(X.Y)- 12:0-2-10.0-1-81.T3:0-3-0.0-2-01.15:0-3-0.0-2-01,r6:0-2-10.0-1-81,T9:0-5-0.0-4-81
LOADING(psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/deft L/d PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.93 Vert(LL) 0.19 9 >999 360 MT20 2441190
TCDL 7.0 Lumber DOL 1.25 BC 0.74 Vert(TL) -0.30 9 >965 240
BCLL 0.0 ' Rep Stress Incr NO WB 0.33 Horz(TL) 0.08 6 n/a n/a
BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight:132lb FT=20%
LUMBER- $RACING-
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied.
BOT CHORD 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 5-11-2 oc bracing.
WEBS 2x4 SP No.3
REACTIONS. (lb/size) 2=1593/0-8-0,6=1593/0-8-0
Max Horz 2=93(1_C 6)
Max Uplift2=916(LC 8),6=-897(LC 9) -
FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
TOP CHORD 2-3=2874/1661,3-15=2969/1764,15AI5=2969/1764,4-16=2969/1764,
4-17=2969/1764,17-18=2969/1764,5-18=2969/1764,5-6=2874/1618
BOT CHORD 2-10=1413/2500,10-19=1407/2481,19-20=1407/2481,9-20=1407/2481,
9-21=1 330/2481,21-22=1330/2481,8-22=1330/2481,6-8=1334/2500
WEBS 3-10=132/570,3-9=466/697,4-9=544/526,5-9=-431/669,5-8=132/570
NOTES- (10)
1)Unbalanced roof live loads have been considered for this design.
2)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=3.Opsf;h=18ft;Cat.11;Exp C;Encl.,GCpi=0.18;
MWFRS(envelope);Lumber DOL=1.60 plate grip DOL=1.60 "
3)Provide adequate drainage to prevent water ponding.
4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will g
fit between the bottom chord and any other members.
6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)2=916,
6=897.
7)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss.
8)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)200 lb down and 267 lb up at 7-0-0,
102 lb down and 144 lb up at 9-0-12,102 Ill down and 144 lb up at 11-0-12,102 lb down and 144 lb up at 12-11-4,and 102 lb down
and 144 lb up at 14-11-4,and 188 lb down and 271 lb up at 17-0-0 on top chord,and 252 lb down and 141 lb up at 7-0-0,65 lb down
and 3 lb up at 9-0-12,65 lb down and 3 lb up at 11-0-12,65 lb down and 3 Ill up at 12-11-4,and 65 lb down and 3 lb up at 14-11-4.
and 252 lb down and 141 lb up at 16-11-4 on bottom chord. The design/selection of such connection device(s)is the responsibility of
others.
9)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B).
10)'This manufactured product is designed as an individual building component. The suitability and use of this component for any
particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code."
LOAD CASE(S) Standard
1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25
Continued on page 2
®WARNING-Verify design paramefers and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev.1010312015 BEFORE USE. �'
Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not
a truss system.Before use,the building designer must 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,see ANStlrP11 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke Fast Blvd.
Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 361
Y
Jab Truss Truss Type Qty Ply 1112002.Heys Res.
T10185256
812002 Tot Hip Girder 1 1 812002012
Job Reference o do al
Builders FirstSource, Plant City,FL 33566 7.640 s Apr 19 2016 MiTek Industries,Inc.Mon Jan 09 13:39:072017 Page 2
ID:_rIGfuT6_Elp02H_9vVvpyd3Rl-MCAXlyxko_DsitIBRoAQ8vF9Z J3KYRfKc7My?nr4go
LOAD CASE(S) Standard
Uniform Loads(plf)
Vert:1-3=54,3-5=54,5-7=54,2-6=20
Concentrated Loads(Ib)
Vert:5=132(B)10=213(B)3=132(B)8=213(B)15=86(B)16=86(B)17=-86(B)18=86(1]1)19=39(B)20=39(B)21=-39(B)22=39(B)
®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev.1010312015 BEFORE USE.
Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not �•
a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design Into the overall MOW
building design.Bracing Indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing " iTek�
Is always required for stability and to prevent collapse with possible personal Injury and property damage.For general guidance regarding the
fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSM11 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke Fast Blvd.
Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610
y I
Job Truss Truss Type Qty Ply 812002-Hays Res.
T10185257
812002 T02 Hip 1 1 812002013
ob Reference o tional
Builders FIrslSource, Plant City,FL 33566 7.640 s Apr 19 2016 MiTek Industries,Inc.Mon Jan 09 13:39:08 2017 Page 1
ID:_11GfuT6_ElpO2H_9vVvpyd3Rl-qPkwylyMZILjM1 KO_Vhfh6nLBNil31 ioZGsvURzx4gn
-2-0-0 i 5-10-109-0.0 15-0.0 1&1-6 24-0-0 i 260-0 i
2-0.0 5.10.10 3.1. (i0.0 3-1-6 5-10-10 ' 2-0-0
Scale=1:47.2
5x6=
5x6=
4 5
6.00 12 2x4\\ 2x4
3 6 .
d
2
7
d1 g d
10
4x6 i 11 9 4x6
3x4= 5x6 3x4=
i 9.0-0 15-0.0 24-0-0 i
9.0-0 1.0 9-0-0
Plate Offsets(X,YI- 12:0-4-6,0-1-91.14:0-3-0.0-2-71.15:0-3-0.0-2-71.17:0-4-6.0-1-91
LOADING(psf) SPACING- 2-0.0 CS1. DEFL. in (loc) Udefl L/d PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.87 Vert(LL) 0.14 9-11 >999 360 MT20 244/190
TCDL 7.0 Lumber DOL 1.25 BC 0.56 Vert(fL) -0.20 9-11 >999 240
BCLL 0.0 Rep Stress Incr NO WB 0.20 Horz(TL) 0.05 7 n/a n/a
BCDL 10.0 Code FBC2014/TPI2007 (Matrix) Weight:131 lb FT=20%
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2*Except' TOP CHORD Structural wood sheathing directly applied or 3-7-6 oc purlins.
4-5:2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-7-4 oc bracing.
BOT CHORD 2x6 SP No.2
WEBS 2x4 SP ND.3
REACTIONS. (lb/size) 2=1182/0-8-0,7=1182/0-8-0
Max Horz 2=113(LC 10)
Max Uplift2=510(LC 12),7=510(LC 13)
FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
TOP CHORD 2-3=2343/1616,34=2147/1505,4-5=1887/1385,5-6=2147/1504,6-7=2343/1616
BOT CHORD 2-11=1196/1997,10-11=-949/1807,9-10=949/1807,7-9=1222/2008
WEBS 3-11=243/353,4-11=371/663,5-9=371/663,6-9=243/353
NOTES- (8)
1)Unbalanced roof live loads have been considered for this design.
2)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=3.Opsf;h=18ft;Cat.II;Exp C;Encl.,GCpi=0.18;
MWFRS(envelope)and C-C Exterior(2)zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate
grip DOL=1.60
3)Provide adequate drainage to prevent water ponding.
4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members,with BCDL=I O.Opsf.
6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except Gt=lb)2=510,
7=510.
7)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss.
8)"This manufactured product is designed as an individual building component. The suitability and use of this component for any
particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code."
LOAD CASE(S) Standard
1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25
Uniform Loads(plf)
Vert:1-4=54,4-5=54,5-8=54,2-11=-20,9-11=80,7-9=20
®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev.10103/2015 BEFORE USE-
Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an 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 piTek�
building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing "
Is always required for stability and to prevent cc 'liap a with possible personal injury and property damage.For general guidance regarding the q
fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPII Quality Criteria,DSB-B9 and SCSI Building Component 6904 Parke Fast Blvd.
Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610
Job Truss Truss Type Qty Ply 812002-Hays Res.
710185258
812002 T03 Hip 1 1 812002014
ob Reference(optional)
Builders FirstSource, Plant City,FL 33566 7.640 s Apr 19 2016 MiTek Industries,Inc.Mon Jan 09 13:39:08 2017 Page 1
ID:_pIGfuT6_ElpO2H_9vVvpyd3Rl-qPkwylyMZILjM1KO Vhfh6nOmNow3t8oZGsvURzx4gn
-z-40 7-11-8 11-0.0 12-0-0 13-0-0, 16-0-8 i 24.0-0 zs-0-0
.. 2-60 7-11-8 3.0-8 1-0-0 1-0-0 3-68 7-11-8 ' 2-0-0
Scale=1:47.2
3x4=
3x4=
5 6
3x8— 3x8=
2x4 II 4 7 2x4 II
6,00 12 3 8
d
� 2 9
g11 10 d
4x6 13 12 11 4x6
2x4 I I 5x6 2x4 I I
r 7-11-8 1600.8 24-0-0 i
7-11-8 B-1-0 7-11-8
Plate Offsets fX Yl— 12:0-4-6.0-1-91,15:0-2-0.0-2-81.f6:0-2-0,0-2-81 19:0-4-6 0-1-91
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ltd PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.64 Vert(LL) 0.37 11-13 >767 360 MT20 244/190
TCDL 7.0 Lumber DOL 1.25 BC 0.95 Vert(rL) -0.53 11-13 >525 240
BCLL 0.0 ` Rep Stress Incr NO WB 0.87 Horz(TL) 0.05 9 n/a n/a
BCDL 10.0 Code FBC2014rrP12007 (Matrix) Weight:122 lb FT=20%
LUMBER- BRACING-
TOP CHORD 2x4 SP M 31`Except` TOP CHORD Structural wood sheathing directly applied or 4-3-9 oc purlins.
5-6:2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-2-11 oc bracing.
BOT CHORD 2x6 SP No.2
WEBS 2x4 SP No.3`Except*
4-7:2x4 SP M 31
REACTIONS. (lb/size) 2=1244/0-8-0,9=1244/0-8-0
Max Horz 2=134(LC 10)
Max Uplift2=559(LC 12),9=559(LC 13)
FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
TOP CHORD 2-3=2517/1631,3-4=-2062/1535,4-5=308/548,5-6=370/646,6-7=308/548,
7-8=2062/1535,8-9=2517/1631
BOT CHORD 2-13=1170/2103,12-13=1170/2103,11-12=1170/2103,9-1 1=1 170/2103
WEBS 3-13=237/685,8-11=-237/685,4-7=2850/2062
NOTES- (8)
1)Unbalanced roof live loads have been considered for this design.
2)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=3.Opsf;h=18ft;Cat.II;Exp C;Encl.,GCpi=0A8;
MWFRS(envelope)and C-C Exterior(2)zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate
grip DOL=1.60
3)Provide adequate drainage to prevent water ponding.
4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members,with BCDL=IO.Opsf.
6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(Jt=lb)2=559,
9=559.
7)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss.
8)"This manufactured product is designed as an individual building component. The suitability and use of this component for any
particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code."
LOAD CASE(S) Standard
1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25
Uniform Loads(pif)
Vert:1-5=54,5-6=-54,6-10=54,'2-13=20,11-13=80,9-11=-20
WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE.
Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not �-
a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall q
building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members any.Additional temporary and permanent bracing fyf iTek•
Is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the
fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSUTPII Quality Criteria,DSBA9 and SCSI Building Component 6904 Parke Fast Blvd.
Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610
Job Truss Truss Type Qty Ply F-Hays Res.
110185259
812002 T04 Common 1 115ference(optional
Builders FirstSource, Plant City,FL 33566 7.640 s Apr 19 2016 MiTek Industries.Inc.Mon Jan 09 13:39:09 2017 Page 1
ID:_11GfuT6_Elp02H_9vVvpyd3Rl-IbHIAez?KcTa_AvaYDCuEKKZUnyCoLHynwcTluzx4gm
-2-0-0 i 7-11-8 12-0-0 160-8 i 24-0.0 i 26-1Y0
2-0-0 7-11-8 4-0-8 4-0-8 7-11-8 2-10
Scale=1:46.4
3x4=
5
3x8= 3x8=
2.4 II 4 6 2x4 II
6.00 12 7
3
2 8
b 1 y Id
4x6 i 12 11 10 4x6
2x4 I I 5x6 2x4 I I
r 7-11-8 i 16-0-6 i 24-0.0 i
7-11-8 8-1-0 7-11-8
Plate Offsets(X,Y)— 12:0-4-6,0-1-91.15:0-2-0,Edgel.f8:0-4-6,0-1-91
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.65 Vert(LL) 0.38 10-12 >744 360 MT20 244/190
TCDL 7.0 Lumber DOL 1.25 BC 0.95 Vert(TL) -0.55 1D-12 >509 240
BCLL 0.0 ' Rep Stress Incr NO WB 0.82 Horz(TL) 0.05 8 n/a n/a
BCDL 10.0 Code FBC2014/TPI2007 (Matrix) Weight:122 lb FT=20%
LUMBER- BRACING-
TOP CHORD 2x4 SP M 31 TOP CHORD Structural wood sheathing directly applied or 4-3-0 oc purlins.
BOT CHORD 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-2-6 cc bracing.
WEBS 2x4 SP No.3*Except*
4-6:2x4 SP M 31
REACTIONS. (lb/size) 2=1244/0-8-0,8=1244/0-8-0
Max Harz 2=144(LC 11)
Max Uplift2=567(LC 12),8=567(1_C 13)
FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
TOP CHORD 2-3=2519/1639,3-4=2063/1543,4-5=202/399,5-6=2021399,6-7=2063/1543,
7-8=2520/1639
BOT CHORD 2-12=1175/2102,11-12=1175/2102,10-11=1175/2102,8-1 0=1 175/2102
WEBS 3-12=238/686,7-10=238/686,4-6=2660/1949
NOTES- (7)
1)Unbalanced roof live loads have been considered for this design.
2)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=3.Opsf;h=18ft;Cat.II;Exp C;Encl.,GCpi=0.18;
MWFRS(envelope)and C-C Exterior(2)zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate
grip DOL=1.60
3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
4)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members,with BCDL=I O.Opsf.
5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except Gt=lb)2=567,
8=567.
6)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss.
7)'This manufactured product is designed as an individual building component. The suitability and use of this component for any
particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code."
LOAD CASE(S) Standard
1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25
Uniform Loads(plf)
Vert:1-5=54,5-9=-54,2-12=20,10-12=80,8-10=20
WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MIiEK REFERENCE PAGE Mr1-7473 rev.10/03/2015 BEFORE USE
Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not �•
a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall
building design.Bracing Indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing WOW
always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the
fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIr PII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd
Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610
I '
Job Truss Truss Type Qty Ply e121102-Hays Res.
T10185260
812002 T05 Common 5 1 812002016
job Reference(optional
Builders FimtSource, Plant City,FL 33566 7.640 s Apr 19 2016 MiTek Industries,Inc.Mon Jan 09 13:39:09 2017 Page 1
ID:_pIGfuT6_Elp02H_9vVvpyd3Rl-IbHIAez?KcTa_AvaYDCuEKKZ7nxsoLLynwcTluzx4gm
-2-0-0 7-11-8 12-0-0 1E-0-8 23-fr8
• 2-0-0 7-11-8 40-8 40.8 7-5.15
Scale=1:43.6
3x4=
• 5
3x8= 3x8=
2x4 II 4 6 2x4 II
6.00 12 3 7
8
2 m
Id
1 11 10 9
4x6 / 2x4 II 5x6 2x4 II 6x8=�
r 7-11-8 i 16-0-8 i 23-6-8 i
7-11-8 8-1-0 7-5.15
Plate Offsets(X.Y1— 12:0-4-6 0-1-91,f5:0-2-0.Edgel 18:0-0-0.0-2-11
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl L/d PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.64 Vert(LL) 0.37 9-11 >753 360 MT20 244/190
TCDL 7.0 Lumber DOL 1.25 BC 0.97 Vert(TL) -0.54 9-11 >516 240
BCLL 0.0 ' Rep Stress Incr NO WB 0.81 Horz(TL) 0.05 8 n/a n/a
BCDL 10.0 Code FBC2014frP12007 (Matrix) Weight:118 lb FT=20%
' LUMBER- BRACING-
TOP CHORD 2x4 SP M 31 TOP CHORD Structural wood sheathing directly applied or 4-3-1 Oc purlins.
BOT CHORD 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 5-6-14 oc bracing.
WEBS 2x4 SP No.3`Except
4-6:2x4 SP M 31
WEDGE
Right:2x4 SP No.3
REACTIONS. (lb/size) 8=1103/Mechanical,2=1242/0-8-0
Max Horz 2=156(LC 12)
Max Uplift s=481(LC 13),2=566(LC 12)
FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
TOP CHORD 2-3=2508/1677,3-4=2055/1575,4-5=215/395,5-6=217/395,6-7=2055/1573,
7-8=2521/1684
BOT CHORD 2-11=1 288/2079,10-11=1 288/2079,9-1 0=1 288/2079,8-9=1288/2079
WEBS 7-9=276/712,3-11=251/680,4-6=2647/2002
NOTES- (8)
1)Unbalanced roof live loads have been considered for this design.
2)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=3.Opsf;h=18ft;Cat.11;Exp C;Encl.,GCpi=0.18;
MWFRS(envelope)and C-C Extedor(2)zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate
grip DOL=1.60
3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
4)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members,with BCDL=10.Opsf.
5)Refer to girder(s)for truss to truss connections.
6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except 0=1b)8=481,
2=566.
7)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss.
8)"This manufactured product is designed as an individual building component. The suitability and use of this component for any
particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code."
LOAD CASE(S) Standard
1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25
Uniform Loads(plf)
Vert:1-5=54,5-8=54,2-11=20,9-11=80,8-9=20
®WARNING-Verify design pammefers and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE Mll-7473 rev.1010312015 BEFORE USE.
Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building componem4 not �•
a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall AiTek•
building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing
Is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the iva
fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSUiPl1 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke Fast Blvd.
safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610
I
Job Truss Truss Type Qty Ply 612oaz-Hays Res.
I IT101852-1
812002 T06 Hip 1 1 812002017
Job Refe ence o tional
Builders FlrstSource, Plant City,FL 33566 7.640 s Apr 19 2016 MTek Industries,Inc.Mon Jan 09 13:39:10 2017 Page 1
ID:_pIGfuT6_ElpO2H_9vVvpyd3Rl-nnrgNzzd5vbRcKUm6vj7mXtIKBH2Xnh5OaLOZKzx4gl
-2-0-0 7-11-8 11-0.0 13-0-a , 1s-0-8 23-68
2-0.0 7-11-8 3-0-8 2-0.0 111 7-5-15
Scale=1:43.3
3x4=
� 3x4=
5 6
3x8= 3x8=
2x4 II 4 7 2x4 II
6.00 12 3 8
d
9
2 jai T�
Id
1 �/ 12 11 10 _
4x8 6x8
2x4 II 5x6 2x4 II
i 7-11-8 16-0-8 2388 i
7-11-8 8-1-0 7-5-15
Plate Offsets(X.YI— 12:0-4-6.0-1-91 15:0-2-0 0-2-81.16:0-2-0 0-2-81.19:0-0-0.0-2-11
LOADING(psi) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.64 Vert(LL) 0.36 10.12 >776 360 MT20 244/190
TCDL 7.0 Lumber DOL 1.25 BC 0.97 Vert(TL) -0.52 10-12 >531 240
BCLL 0.0 Rep Stress Incr NO WB 0.87 Horz(TL) 0.05 9 n/a n/a
BCDL 10.0 Code FBC2014/TPI2007 (Matrix) Weight:118 lb FT=20%
LUMBER- BRACING-
TOP CHORD 2x4 SP M 31`Except' TOP CHORD Structural wood sheathing directly applied or 4-3-12 cc pudins.
5-6:2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 5-7-4 cc bracing.
BOT CHORD 2x6 SP No.2
WEBS 2x4 SP No.3*Except*
4-7:2x4 SP M 31
WEDGE
Right:2x4 SP No.3
REACTIONS. (lb/size) 9=1103/Mechanical,2=1242/0-8-0
Max Harz 2=147(LC 12)
Max Uplift9=473(LC 13),2=558(LC 12)
FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
TOP CHORD 2-3=2506/1669,3-4=2053/1568,4-5=326/543,5-6=393/640,6-7=328/543,
7-8=2054/1566,8-9=-2519/1677
BOT CHORD 2-12=1283/2079,11-12=1283/2079,10-11=1283/2079,9-1 0=1 283/2079
WEBS 3-12=250/679,8-10=275/7l 1,4-7=283612121
NOTES- (9)
1)Unbalanced roof live loads have been considered for this design.
2)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=3.Opsf;h=18ft;Cat.II;Exp C;Encl.,GCpi=0.18;
MWFRS(envelope)and C-C Extedor(2)zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate
grip DOL=1.60
3)Provide adequate drainage to prevent water ponding.
4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members,with BCDL=I O.Opsf.
6)Refer to girder(s)for truss to truss connections.
7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(ft=lb)9=473,
2=558.
8)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss.
9)'This manufactured product is designed as an individual building component. The suitability and use of this component for any
particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code."
LOAD CASE(S) Standard
1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25
Uniform Loads(plf)
Vert:1-5=54,5-6=54,6-9=54,2-12=20,10-12=-80,9-10=20
®wARNING-Verify design parameters and READ NOTES ON TNIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev.1010312015 BEFORE USE.
Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for an Individual building component,not j
a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall �•
building design.Bracing Indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek'
is always required for stability and to prevent collapse with possible personal Injury and property damage.For general guidance regarding the
fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSVrPl1 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610
I
Job Truss Truss Type Qty Ply 812002-Hays Res.
T10185262
812002 T07 Half Hip 1 1 812002018
Job Reference(optional
Builders FirstSource, Plant City,FL 33566 7.640 s Apr 19 2016 MiTek Industries,Inc.Mon Jan 09 13:39:11 2017 Page 1
ID:__pIGfuT6_ElpO2H_9vVvpyd3Rl-F_P2bJ_FsDkIDU3zgeEMJIPuybmIGKOEFE5z5mzx4gk
r -2-0-1 5-10-10 i 9-0-0 i 16-3.15 _ _i 23-6-8
2-0.0 5-10-10 3.1.6 7-3-15 7-2-9 �
Scale=1:43.9
• 5x6 3x4= 2x4 I
4 5 6
6.00 12 2x4
3
2
d
1 3x8 i 10 9 8 7
3x4= 46- 2x4 I I 6x8=
0
i o10.0 i 16315 23-6.8 i
9-0.0 7-3-15 7-2-9
Plate Offsets(X Y1- 12:0-2-10 0-1-81.14:0-3-0.0-2-71 f7:Edge,0-4-01
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Ildefl Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.71 Vert(LL) 0.11 2-10 >999 360 MT20 244/190
TCDL 7.0 Lumber DOL 1.25 BC 0.40 Vert(TL) -0.20 2-10 >999 240
BCLL 0.0 • Rep Stress Incr YES WB 0.48 Horz(TL) 0.03 7 n/a n/a
BCDL 10.0 Code FBC2014/TP12007 (Matrix) Weight:143 lb FT=20%
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2*Except* TOP CHORD Structural wood sheathing directly applied or 4-7-13 oc purlins, except
4-6:2x6 SP No.2 end verticals.
BOT CHORD 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-6-12 oc bracing.
WEBS 2x4 SP ND.3 WEBS 1 Row at midpt 5-7
REACTIONS. (lb/size) 7=846/Mechanical,2=989/0-8-0
Max Horz 2=270(LC 12)
Max Uplift7=415(LC 9),2=-402(LC 12)
Max Grav 7=852(LC 2),2=989(LC 1)
FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
TOP CHORD 2-3=146511143,34=1299/1021,4-5=1121/953
BOT CHORD 2-1 0=1 239/1247,9-10=952/1120,8-9=952/1120,7-8=952/1120
WEBS 3-10=227/382,4-1 0=1 79/384,5-8=0/343,5-7=1306/1110
NOTES- (9)
1)Unbalanced roof live loads have been considered for this design.
2)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=3.Opsf;h=18ft;Cat.II;Exp C;Encl.,GCpi=0.18;
MWFRS(envelope)and C-C Exterior(2)zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate
grip DOL=1.60
3)Provide adequate drainage to prevent water ponding.
4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5)'This truss has been designed for a five load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members,with BCDL=10.Opsf.
6)Refer to girder(s)for truss to truss connections.
7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)7=415,
2=402.
8)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss.
9)'This manufactured product is designed as an individual building component. The suitability and use of this component for any
particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code."
®WARNING-Vedfy,design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE M11-7473 rev.10/03/2015 BEFORE USE.
Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not �•
a truss system.Before use,the building designer must verify the applicability of design parameters and property Incorporate this design into the overall p p
building design.Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing fyt iTek•
is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the
fabdcatlon.storage,delivery,erection and bracing 6ftrusses and truss systems,see ANStrrP11 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke Fast Blvd.
Safety Information available from Truss Plate Institute,218 N.Lee Street.Suite 312,Alexandria,VA 22314. Tampa,FL 36610
Job Truss Truss Type Qty Ply 1812002-Hays Res.
IT10185263
812002 TOB Half Hip Girder 1 1 812002019
Job Reference o do al
Builders FirstSource, Plant City,FL 33566 7.640 s Apr 19 2016 Mrfek Industries,Inc.Mon Jan 09 13:39:11 2017 Page 1
ID:_pIGfuT6_ElpO2H_gvVvpyd3Rl-F_P2bJ_FsDkIDU3zgeEMJIPrSbksGCDEFE5Z5mzx4gk
-2-0-0 7-0-0 12-2-3 17-6-3 23-&8
2-0-0 7-0-0 5-2-3 5-4-0 6-0-4
Scale=1:44.3
• 2x4 11
Sx6 3x4= 3x4= 3x8=
3 13 14 4 15 16 5 6 17 18 19 7
6.00 12
2
d
1 12 20 11 21 10 22 23 24 9 25 26 27
3x8 i _ 8
2x4 11 4x6 3x4= 6x8= 3x6 II
t+
7-0-0 12-2-3 17-6-3 i 23-6-8 i
7-0.0 52-3 5-4-0 6.0.4
Plate Offsets(X.Yh f2:0-2-10.0-1-81.f3:0-3-0.0-2-01.f8:0-4-4.0-1-81
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.94 Vert(LL) 0.16 10 >999 360 MT20 244/190
TCDL 7.0 Lumber DOL 1.25 BC 0.55 Vert(TL) -0.25 10-12 >999 240
BCLL 0.0 ' Rep Stress Incr NO WB 0.98 Horz(TL) 0.05 8 n/a n/a
BCDL 10.0 Cade FBC20141TPI2007 (Matrix) Weight:140 lb FT=20%
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals.
BOT CHORD 2x6 SP NG.2 BOT CHORD Rigid ceiling directly applied or 5-8-12 oc bracing.
WEBS 2x4 SP No.3*Except*
7-9:2x4 SP No.1
REACTIONS. (lb/size) 8=1620/Mechanical,2=1557/0-8-0
Max Horz 2=222(LC 8)
Max Uplift8=976(LC 5),2=862(LC 8)
FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
TOP CHORD 2-3=2656/1509,3-13=2731/1662,13-14=2731/1662,4-14=2730/1662,
4-15=2119/1275,15-16=2119/1275,5-16=211911275,5-6=2119/1275,
6-17=2119/1275,17-18=2119/1275,18-19=2119/1275,7-19=2119/1275,
7-8=1494/991
BOT CHORD 2-12=1388/2276,12-20=1385/2260,11-20=1385/2260,11-21=1385/2260,
10-21=1 385/2260,1 0-22=1 66212731,22-23_1662/2731,23-24=1662/2731,
9-24=1662/2731
WEBS 3-12=-81/539,3-10=398/566,4-1 0=1 13/263,4-9=730/462,6.9=596/570,
7-9=1435/2400
NOTES- (10)
1)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=3.Opsf;h=18ft;Cat,11;Exp C;Encl.,GCpi=0.18;
MWFRS(envelope);Lumber DOL=1.60 plate grip DOL=1.60
2)Provide adequate drainage to prevent water ponding.
3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
4)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members.
5)Refer to girder(s)for truss to truss connections.
6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(lt=lb)8=976,
2=862.
7)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss.
8)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)181 lb down and 271 lb up at 7-0-0,
102 lb down and 144 lb up at 9.0-12,102 lb down and 144 lb up at 11-0-12,102 lb down and 144 lb up at 13-0-12,102 lb down and
144 lb up at 15-0-12,102 lb down and 144 lb up at 17-0-12,102 Ill down and 144 lb up at 19-0-12,and 102 Ib down and 144 lb up at
21-0-12,and 102 lb down and 144 lb up at 22-4-12 on top chard,and 252 lb down and 141 lb up at 7-0-0,65 lb down and 3 lb up at
9-0-12,65 lb down and 3 lb up at 11-0-12,65 lb down and 3 lb up at 13-0-12,65 Ill down and 3 lb up at 15-0-12,65 lb down and 3 lb
up at 17-0-12,65 lb dawn and 3 lb up at 19-0-12,and 65 lb down and 3 lb up at 21-0-12,and 65 lb down and 3 lb up at 22-4-12 on
bottom chord. The design/selection of such connection device(s)is the responsibility of others.
9)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B).
10)'This manufactured product is designed as an individual building component. The suitability and use of this component for any
ContROOLI i2g is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code."
®WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED M1TEK REFERENCE PAGE M11.7477 rev.1010312015 BEFORE USE.
Design valid for use any with MiTek01 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 r
building design.Bracing indicated is to prevent buckling of individual truss web and/or chard members only.Additional temporary and permanent bracing ItllI
is ahvays required for stability and to prevent callapse with possible personal injury and property damage.For general guidance regarding the �qi'bk-
fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSfnPl1 Quality Criteria,DSB-B9 and SCSI Building Component 6904 Parke Fast Blvd.
Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610
i
Job Truss Truss Type Qty Ply 812002-Hays Res.
T10185263
812002 T08 Half Hip Girder 1 1 812002019
Job Reference o do al
Builders FirstSource, Plant City,FL 33566 7.640 s Apr 19 2016 MTek Industries,Inc.Mon Jan 09 13:39:12 2017 Page 2
ID:_pI GfuT6_ElpO2H_9vVvpyd3RI jAzQof?tdXs9ree9D Llbryy?C?45?fTOTug7d Dzx4gj
* LOAD CASE(S) Standard
1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25
Uniform Loads(plf)
Vert:1-3=54,3-7=-54,2-8=20
Concentrated Loads(lb)
Vert:5=86(F)12=-213(F)3=132(F)13=86(F)14=86(F)15=86(F)16=86(1`)17=86(F)18=86(F)19=86(1`)20=-39(F)21=39(F)22=39(F)23=-39(F)24=39(F)
25=39(F)26=39(F)27=-39(F)
®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03,2015 BEFORE USE.
Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for an Individual building component,not �•
a truss system.Before use,the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall �p
building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing M�IP�'
is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the
fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI1TPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke Fast Blvd.
Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610
I '
Job Truss Truss Type Qty Ply 812002-Hays Res.
T10185264
812002 T09 Common Girder 1 812002020
2 Job Reference o tional
Builders FirstSource, Plant City,FL 33566 7.640 s Apr 19 2016 MiTek Industries,Inc.Mon Jan 09 13:39:12 2017 Page 1
ID;_plGfuT6_EIpO2H_9vVvpyd3RI-j Qof?tdXs9ree9DLlbryy7t?3A?hTOTug7dDzx4gj
6-0-12 11-0.0 , 12-4.0 14-8-4 , 22-M
6-0-12 4-11-4 1-4-0 2-4-4 7-3-12
Scale=1:39.3
3x4=
• 3
2x4 I I
4
6.00 12 2x4
4x6 5
2
6
1
Id
10 11 12 9 13 14 8 15 16 17
3x4 r- 4x6= 7 3x4=
3x6 I I 4x12 =
E-0.12 11-0.0 , 12�-0 , 22-0-0_
6-0.12 4-11-4 1-4-0 9-8-0
Plate Offsets(X Yh 13:0-2-0 Edgel f9.0-4-8 0-1-81
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (]cc) 1/defl Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.44 Vert(LL) 0.16 6-7 >717 360 MT20 244/190
TCDL 7.0 Lumber DOL 1.25 BC 0.61 Vert(rL) -0.24 6-7 >470 240
BCLL 0.0 ' Rep Stress Incr NO WB 0.85 Horz(TL) 0.02 6 n/a n/a
BCDL 10.0 Code FBC2014/TP12007 (Matrix) Weight:243 lb FT=20%
• LUMBER- BRACING-
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-5-7 cc puffins.
BOT CHORD 2x6 SP M 26 BOT CHORD Rigid ceiling directly applied Or 6-0-0 oc bracing.
WEBS 2x4 SP No.3*Except*
4-7:2x8 SP 240OF 2.0E
REACTIONS. (lb/size) 1=3584/0-8-0,6=502/0-8-0,7=6416/0-8-0
Max Horz 1=112(LC 25)
Max Uplift1=1595(LC 8),6=259(LC 9),7=3147(LC 9)
FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
TOP CHORD 1-2=4319/1866,5-6=391/257
BOT CHORD 1-10=1683/3804,10-11=-1683/3804,11-12=1683/3804,9-12=1683/3804,
9-13=1683/3804,13-14=1683/3804,8-14=1683/3804,8-15=1683/3804,
7-15=1683/3804,7-1 6=1 501304,16-17=150/304,6-17=1501304
WEBS 2-9=1405/3434,2-7=-4252/1965,5-7=289/316
NOTES- (10)
1)2-ply truss to be connected together with 10d(0.131'k3")nails as follows:
Top chords connected as follows:2x4-1 row at 0-9-0 oc.
Bottom chords connected as follows:2x6-2 rows staggered at 0-6-0 oc.
Webs connected as follows:2x4-1 row at 0-9-0 oc,2x8-2 rows staggered at 0-9-0 cc.
2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply
connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated.
3)Unbalanced roof live loads have been considered for this design.
4)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=3.Opsf;h=18ft;Cat.If;Exp C;Encl.,GCpi=0.18;
MWFRS(envelope);Lumber DOL=1.60 plate grip DOL=1.60
5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6)'This truss has been designed for a five load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members.
7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)1=1595,
6=259,7=3147.
8)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss.
9)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)1083 lb down and 501 lb up at
1-0-12,1083 lb down and 501 lb up at 3-0-12,1083 Ito down and 501 lb up at 5-0-12,1083 lb down and 501 lb up at 7-0-12,1083 lb
down and 501 lb up at 9-0-12,1083 lb down and 493 lb up at 10-11-4,and 832 lb down and 435 lb up at 12-11-4,and 1600 lb down
and 996 lb up at 14-11-4 on bottom Chord. The design/selection of such connection device(s)is the responsibility of others.
10)"This manufactured product is designed as an individual building component. The suitability and use of this component for any
particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code."
LOAD CASE(S) Standard
Continued on paqe 2
®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev.1dt031201S BEFORE USE.
Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not �•
a truss system.Before use,the building designer must verify the appricability of design parameters and properly Incorporate this design into the overall p/g
building design.Bracing Indicated is to prevent buckling of individual truss web and/or chard members only.Additional temporary and permanent bracing iVtiTek•
is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the
fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIIrPl1 quality Criteria,OSB-89 and SCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610
' I
Job Truss Truss Type Qty Ply 812002-Hays Res.
T70185264
812002 T09 Common Girder 1 ^ 812002020
L Job Reference o tional
Builders FirslSource, Plant City,FL 33566 i 7.640 s Apr 19 2016 MiTek Industries,Inc.Mon Jan 09 13:39:12 2017 Page 2
ID:,_plGfuT6_Elp02H_9vVvpyd3R[jAzQof?tdXsgree9D Libryy7t73A?hTOTug7dDnr4gj
LOAD CASE(S) Standard
1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25
Uniform Loads(plf)
Vert:1-3=54,3-6=-54,1-6=20
Concentrated Loads(lb)
Vert:10=1083(F)11=1083(F)12=-1083(F)13=1083(F)14=1083(F)15=1083(F)16=-826(F)17=1600(F)
®WARNING-Vedry design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev.10/03/2015 BEFORE USE.
Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for an Individual building component,not �•
a truss system.Before use,the building designer must verify the applicability of design parameters and property Incorporate this design into the overall
building design.Bracing Indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek'
Is always required for stability and to prevent collapse with possible personal Injury and property damage.For general guidance regarding the
fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSUTP11 Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610
Job Truss Truss Type Qty Ply 812002-Hays Res.
T10185265
812002 T10 Common 1 1 812002021
ob a erence o do al
Builders FirstSource, Plant City,FL 33566 7.640 s Apr 19 2016 MiTek Industries,Inc.Mon Jan 09 13:39:13 2017 Page 1
ID:_11GfuT6_ElpO2H_9vvvpyd3Rl-BMXp??OVOq_OToD Ln3GgOAVHI OP EkE_XiYagAfzx4gi
i 6.0.12 11-0-0 i 12-4-0 16-6-6 _i 22-0.0
6-0-12 4-11-4 1-4-0 4-21 5-5-10
Scale=1:39.5
3x4=
3
2x4 I
4
6.00 12
3x4 i
2x4 i
2 5
1 6 �n
LC
1�
9 8
3x4= 2.4 11 3x4= 75x8=
3x6=�
6-0-12 i 12-4-0 i 22-0-0 i
6-0.12 6-3-4
Plate Offsets(X Y)— 13.0-2-0 Edoel f6:0-2-8 0-1-81
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 0.47 Vert(LL) -0.13 7-15 >922 360 MT20 244/190
TCDL 7.0 Lumber DOL 1.25 BC 0.56 Vert(TL) -0.32 7-15 >361 240
BCLL 0.0 ' Rep Stress Incr YES WB 0.45 Horz(TL) 0.02 6 n/a n/a
BCDL 10.0 Code FBC2014rrP12007 (Matrix-M) Weight:98 lb FT=20%
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins.
BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 2x4 SP No.3
REACTIONS. (lb/size) 1=486/0-8-0,6=401/Mechanical,7=742/0-8-0
Max Harz 1=113(LC 10)
Max Uplift 1=219(LC 12),6=140(1_C 13),7=359(LC 13)
Max Grav 1=493(LC 23),6=401(LC 1),7=742(LC 1)
FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
TOP CHORD 1-2=657/466,5-6=404/307
BOT CHORD 1-9=280/543,8-9=280/543,7-8=280/543,6-7=151/316
WEBS 2-7=488/589,4-7=211/304,5-7=-287/471
NOTES- (8)
1)Unbalanced roof live loads have been considered for this design.
2)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=3.Opsf;h=18ft;Cat.11;Exp C;Encl.,GCpi=0.18;
MWFRS(envelope)and C-C Exterior(2)zone;C-C for members and forces 8r MWFRS for reactions shown;Lumber DOL=1.60 plate
grip DOL=1.60
3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
4)•This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members.
5)Refer to girder(s)for truss to truss connections.
6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=1b)1=219,
6=140,7=359.
7)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss.
8)'This manufactured product is designed as an individual building component. The suitability and use of this component for any
particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code."
®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1.7473 rev.10/03/2015 BEFORE USE.
Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not �-
a truss system.Before use,the building designer must verily the applicability of design parameters and properly incorporate this design Into the overall p
building design.Bracing Indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing iVliTek�
is always required for stability and to prevent collapse with possible personal Injury and property damage.For general guidance regarding the
fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIrrP11 quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610
Job Truss Truss Type JQty Ply 812002-Hays Res.
T10185266
812002 T11 Common 2 1 812002022
Job Refe a ce o tional
Builders FirstSource, Plant City,FL 33566 7.640 s Apr 19 2016 MiTek Industries,Inc.Mon Jan 09 13:39:14 2017 Page 1
ID:_-pIGfuT6_ElpO2H_9vVvpyd3Rl-fZ5BDLO7986t4yoYLmo3xN1 RwolUTiNhxCJDi5zx4gh
-2-0-0 6-0-12 11-0-0 12-4-0 i 16-Cr6 r _ _ 22-0-0
2-0-o 60-12 4-11-4 1-4-0 4-2-6 5-5.10
Scale=1:40.5
3x4=
4 2x4 II
5
6.00 12 3x4
2x4 i
3 6
z 7I�
a
1 10 9
3x4=
2x4 I I 3x4= 83x8— 3x6=
i 6-0-12 i 12-4-0 22-0-0 r
6-G-12 6-3-5 9-8-0
Plate Offsets(X Y)— I4:0-2-O.Edgel 17:0-2-8 0-1-81
LOADING(psf) SPACING- 2-0-0 CS1. DEFL. in (loc) Udefl Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.54 Vert(LL) -0.13 8-13 >922 360 MT20 244/190
TCDL 7.0 Lumber DOL 1.25 BC 0.56 Vert(fL) -0.32 8-13 >362 240
BCLL 0.0 ' Rep Stress Incr YES WB 0.44 Horz(TL) 0.02 7 n/a n/a
BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight:101 lb FT=20%
• LUMBER- BRACING-
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins.
BOT CHORD 2x4 SP N0.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 2x4 SP No.3
REACTIONS. (lb/size) 7=402/Mechanical,2=601/0-8-0,8=737/0-8-0
Max Harz 2=146(LC 16)
Max Uplift7=141(1_C 13),2=288(LC 12),8=358(LC 13)
Max Grav 7=402(LC 1),2=608(LC 23),8=737(LC 1)
FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
TOP CHORD 2-3=650/457,6-7=-406/312
BOT CHORD 2-10=270/537,9-10=270/537,8-9=270/537,7-8=156/318
WEBS 3-8=477/574,5-8=210/303,6-8=287/471
NOTES- (8)
1)Unbalanced roof live loads have been considered for this design.
2)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=3.Opsf;h=18ft;Cat.11;Exp C;Encl.,GCpi=O.18;
MWFRS(envelope)and C-C Exterior(2)zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate
grip DOL=1.60
3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
4)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members.
5)Refer to girder(s)for truss to truss connections.
6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except Qt=lb)7=141,
2=288,8=358.
7)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss.
8)'This manufactured product is designed as an individual building component. The suitability and use of this component for any
particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code."
i
®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev.1010312015 BEFORE USE.
Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall is�•
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 callap'se with possible personal Injury and property damage.For general guidance regarding the
fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIrrPl1 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610
� I
w
Job Truss Truss Type Qly Ply 812002-Hays Res.
T10185267
812002 T12 Roof Special Girder 1 n 812002023
G ob efe a ce o do al
Builders FirstSource, Plant City,FL 33566 7.640 s Apr 19 2016 MiTek Industries,Inc.Mon Jan 09 13:39:17 2017 Page 1
ID:_rIGfuT6_ElpO2H_9vVvpyd3Rl-38mJrN3OS3URxPW6CuLmYOfuZOg1 gwg7dAYuJQzx4ge
r2-0-0 6-0.12 i 11-0.0 12-4-0 15-0-0 22-0-12 28-10.7 35-8-1 4_2 49-4-0 i51-4-01
• 2-0.0 0.0.12 411-4 1-4-0 2-8-0 7-0.12 6-9-11 6-9-11 6-7-15 7-0.0 2-0.0
Scale=1:92.6
3x6=
2x4 II
6.00 12 4 5 5x8= 2x4 I I 5x6= 3x6=
M 5x6=
6 7 22 23 24 82526 27 28 9 29 30 31 10
3
d
�+ d
n 2
11
d 1 12I6
4x6= 21 20 19 1832 33 17 34 16 35 36 37 38 15 14 394041 13 4x6=
2x4 II 3x6— 5x12= 4x6= 3x6= 3x6= 2x4 II
— —
7x10= 3x6
i 6-0.12 12r1-0 22-0.12 28-10-7 38 5--1 i 42-4-0 i 49-4-0 i
6-0-12 6-14 9-8.12 6-9-11 6-9-11 6.7-15 7-0.0
Plate Offsets fX Yh 14:0-3-O.Edoel f8:0-3-0 0-3-01,f10:0-3-0.0-2-01
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP
TOLL 20.0 Plate Grip DOL 1.25 TC 0.83 Vert(LL) 0.33 15-16 >999 360 MT20 244/190
TCDL 7.0 Lumber DOL 1.25 BC 0.38 Vert(TL) -0.55 15-16 >807 240
BOLL 0.0 Rep Stress Incr NO WB 0.97 Horz(TL) 0.10 11 n/a n/a
BCDL 10.0 Code FBC2014frP12007 (Matrix) Weight:504 lb FT=20%
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2*Except* TOP CHORD Structural wood sheathing directly applied or 5-4-6 oc purlins.
4-6:2x4 SP No.1,6-8,8-10:2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
BOT CHORD 2x4 SP M 31-Except-
2-19:2x4 SP No.2
WEBS 2x4 SP No.3*Except'
5-20:2x6 SP No.2
REACTIONS. (lb/size) 2=195/0.8-0,20=3508/0-8-0,11=2487/0-8-0
Max Horz 2=134(LC 6)
Max Uplift2=439(LC 27),20=1857(LC 9),11=1443(LC 9)
Max Grav2=513(LC 15),20=3508(LC 1),11=2487(LC 1)
FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
TOP CHORD 2-3=581/616,34=467/896,4-5=-255/580,5-6=571/1082,6-7=5167/2900,
7-22=5167/2901,22-23=-5167/2901,23-24=5167/2901,24-25=5167/2901,
8-25=5167/2901,8-26=6560I3820,26-27=6560/3820,27-28=6560/3820,
9-28=6560/3820,9-29=6158/3650,29-30=6158/3650,30-31=-6158/3650,
10-31=6158/3650,10-11=-4611/2662
BOT CHORD 2-21=511/628,20-21=511/628,19-20=255/618,18-19=255/618,18-32=3654/6560,
32-33=3654/6560,17-33=3654/6560,17-34=3654/6560,34-35=3654/6560,
16-35=3654/6560,16-36=3452/6158,36-37=3452/6158,37-38=3452/6158,
15-38=3452/6158,15-39=2201/3977,14-39=2201/3977,14-40=2201/3977,
40-41=2201/3977,13-41=2201/3977,11-13=220313994
WEBS 3-20=595/389,5-20=1223/699,6-18=2870/5108,7-18=582/526,8-18=1589/1037,
8-16=01373,9-16=228/454,9-15=8921770,10-15=1476/2471,10-13=70/585,
6-20=2290/1355
NOTES- (11)
1)2-ply truss to be connected together with 1 Od(0.131"x3")nails as follows:
Top chords connected as follows:2x4-1 row at 0-9-0 oc.
Bottom chords connected as follows:2x4-1 row at 0-9-0 oc.
Webs connected as follows:2x4-1 row at 0-9-0 oc,2x6-2 rows staggered at 0-9-0 oc.
2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply
connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated.
3)Unbalanced roof live loads have been considered for this design.
4)Wind:ASCE 7-10;Vu@=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=3.Opsf;h=18ft;Cat.II;Exp C;Encl.,GCpi=0.18;
MWFRS(envelope);Lumber DOL=1.60 plate grip DOL=1.60
5)Provide adequate drainage to prevent water ponding.
6)This truss has been designed for a 10.0 psf bottom Chord live load nonconcurrent with any other live loads.
7)•This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
CoNW@lif' gttom chord and any other members.
®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 1141II-7473 rev.1010312015 BEFORE USE.
Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall F
building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing "
is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the It�®iTek•
fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIRPI1 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610
Job Truss Truss Type Qty Ply 812002-Hays Res.
T10185267
812002 T12 Roof Special Girder 1 812002023
Job Reference(optional)
Builders FirstSource, Plant City,FL 33566 i 7.640 s Apr 19 2016 MiTek Industries,Inc.Mon Jan 09 13:39:17 2017 Page 2
ID:_pIGfuT6_EIp02H_9vVvpyd3Rl-38mJrN30S3URxPw6OuLmYOfuZOgl gwg7dAYuJQzx4ge
NOTES- (11) i
8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)2=439,20=1857,11=1443.
9)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss.
10)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)126 lb down and 144 lb up at 22-11-4,126 lb down and 144 lb up at 24-3-4
,126 lb down and 144 lb up at 26-3-4,126 lb down and 144 lb up at 28-34,126 lb down and 144 lb up at 30-3-4,126 lb down and 144 lb up at 32-3-4,126 lb down and 144
lb up at 34-3-4,126 lb down and 144 lb up at 36-3-4,126 lb down and 144 lb up at 38-3-4,and 126 lb down and 144 lb up at 40-3-4,and 228 lb down and 271 Ill,up at 42-4-0
on top chard,and 739 lb down and 382 lb up at 22-0-12,65 lb down and 3 lb up at 22-11-4,65 lb down and 3 lb up at 24-3-4,65 lb down and 3 lb up at 26-3-4,65 lb down
and 3 lb up at 28-3-4,65 lb down and 3 lb up at 30-3-4,65 lb down and 3 lb up at 32-3-4,65 lb down and 3 lb up at 34-3-4,65 lb down and 3 lb up at 36-3-4.65 lb down and
3 lb up at 38-3-4,and 65 lb down and 3 lb up at 40-3-4,and 252 lb down and 141 lb up at 42-3-4 on bottom chard. The design/selection of such connection device(s)is the
responsibility of others.
11)'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the
building designer per ANSI TPI 1 as referenced by the building code."
LOAD CASE(S) Standard
1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25
Uniform Loads(plf)
Vert:1-4=54,4-6=54,6-10=54,10-12=54,2-11=20
Concentrated Loads(lb)
Vert:18=739(F)10=132(F)13=213(F)22=86(F)23=-86(F)24=86(F)25=86(F)26=86(F)27=86(F)28=86(F)29=-86(F)30=86(11`)31=86(F)32=39(11`)33=39(F)
34=39(F)35=39(1`)36=39(F)37=39(F)38=39(F)39=39(F)40=39(F)41=39(F)
®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev.10/03/2015 BEFORE USE
Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and Is for an individual building component,not
a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall ��pet �
building design.Bracing Indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing IdI�1r�i 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 oftrusses and truss systems,see ANSVrPI1 Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke Fast Blvd.
Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610