HomeMy WebLinkAboutTruss Drawings ® Lumber design values are in accordance with ANSI/TPI 1 section 6.3
These truss designs rely on lumber values established by others.
MiTek® File CODY
�2E: J33156-J33156 GHO Lot 283 March Residence MiTek USA, Inc.
'tee Information: 6904 Parke East Blvd.
Oistotner Info: GHO Homes Project Name: March Residence Model: Sawgrass Tampa, FL 33610-4115
1,oVBlock: 283 Subdivision: Meadowood
'Address: Lot 283 Meadowood
City: Ft. 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 8.0
Wind Code: ASCE 7-10 [All Heigh1l Wind Speed: 160 mph
Roof Load: 45.0 psf Floor Load: N/A psf
This package includes 89 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 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules.
INo. Seal# I Truss Name I Date No. Seal# Truss Name I Date
11 IT10389585I-CJ1 2/8/17 118 IT10389602 -HJ64 I2/8/17
12 I T10389586 I-CJ3 12/8117 119 I T10389603 I A01 12/8/17 I
13 IT10389587I-CJ3A 12/8/17 120 IT10389604IA02 12/8/17
14 I T10389588 I-CJ5 12/8/17 121 I T10389605 I A03 12/8/17 I
15 I T10389589 I-CJ5A 12/8/17 122 I T10389606 I A04 12/8/17
6 IT10389590 -EJ2 2/8/17 23 IT10389607 I A05 2/8/17
17 I T10389591 I-EJ5 12/8/17 124 I T10389608 I A06 12/8/17
18 I T10389592 I-EJ7 12/8/17 125 I T10389609 I A07G 12/8/17
19 I T10389593 I-EJ7AC 12/8/17 126 I T10389610 I A08 12/8/17 I
110 I T10389594 I-ERB 12/8/17 127 I T10389611 I A09 12/8/17 I
Ill I T10389595 I-EVT 12/8/17 128 I T10389612 I A09A 12/8/17 I
112 -I T10389596 I-EJ16 12/8/17 129 I T10389613 I A10 12/8/17 I
113 I T10389597 I-EJ16A 12/8/17 130 I T10389614 I Al 1 12/8/17 I
114 I T10389598 I-EJ64 12/8/17 131 I T10389615 I Al2 12/8/17 I
115 I T10389599 I-HJ2 12/8/17 132 I T10389616 I A13 12/8/17 J
116 I T10389600 I~HJ5 12/8/17 133 I T10389617 I A14 12/8/17
17 I T10389601 I-HJ28 12/8/17 134 I T10389618 I A15G 12/8/17 I
The truss drawing(s)referenced above have been prepared by MiTek ooa' P.° e
USA,Inc.under my direct supervision based on the parameters oo P,\. / :i�
provided by East Coast Truss. so` ��G E NSF; jai`
Truss Design Engineer's Name: Finn, Walter 2283"9
My license renewal date for the state of Florida is February 28,2017.
• P
IMPORTANT NOTE:The seal on these truss component designs is a certification a
.�
that the engineer named is licensed in the jurisdiction(s)identified and that the s, STATE OF ®.
designs comply with ANSI/TPI 1. These designs are based upon parameters °�T',!�` •.���
shown(e.g.,loads,supports,dimensions,shapes and design codes),which were ����5•f�0,R�I C-N
givfile reference purpose only,and was t taken into account in the preparation at on of information
n i � customers
��s�04 N AA,-
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 Wait&P,RM PE Nr122839
should verify applicability of design parameters and properly incorporate these designs k4iek;USA;1k FL-deft,604
into the overall building design per ANSVTPI 1,Chapter 2. 6904.0a4 liaitI3141impaf6,3361Q
Data:.
February 8,2017
Finn,Walter I of 2
Z ��
RE: J33156 -J33156 GHO Lot 283 March Residence
Site Information:
Customer Info: GHO Homes Project Name: March Residence Model: Sawgrass
Lot/Block: 283 Subdivision: Meadowood
Address: Lot 283 Meadowood
City: Ft. Pierce State: FL
INo. I Seal# Truss Name I Date No. I Seal# Truss Name Date
35 IT10389619 I A16 2/8/17 178 IT10389662 1H03 2/8/17
136 I T10389620 I A17 12/8/17 179 I T10389663 I H04 12/8/17 I
37 _IT10389621 IA18 12/8/17 I80 IT10389664IH05G 12/8/17 I
138 I T10389622 I A19 12/8/17 181 I T10389665 I MV2 12/8/17 I
39 _ IT10389623 I A20 12/8/17 182 I T10389666 I MV4 12/8/17 I
I40 IT10389624 I A21 12/8/17 183 I T10389667 I MV5 12/8/17 I
41 IT10389625 I A22G 12/8/17 184 I T10389668 I MV6 12/8/17 I
142 IT10389626 I A23 12/8/17 185 I T10389669 I MV7 12/8/17 I
43 IT10389627 I A24 12/8/17 186 IT10389670 I PB01 12/8/17 I
144 IT10389628 I A25G 12/8/17 187 I T10389671 I PB02 12/8/17 I
145 IT10389629 I B01 12/8/17 188 I T10389672 I PB03 12/8/17 I
146 IT10389630 I B02 12/8/17 189 IT10389673 IPB04 12/8/17 I
147 IT10389631 I B03 12/8/17 I
148 IT10389632 I B04 12/8/17 I
149 1T10389633 I B05 12/8/17 I
I50 IT10389634 I B06G 12/8/17 I
151 IT10389635 I B07 12/8/17 I
52 IT10389636 I B08 12/8/17 I
153 IT10389637 I B09 12/8/17 I
154 IT10389638 I B10 12/8/17 I
55 IT10389639 I B11 12/8/17 I
156 IT10389640 I B12 12/8/17
157 IT10389641 I B13 12/8/17 I
158 IT10389642 I B14G 12/8/17
159 IT10389643 I B15 12/8/17
I60 IT10389644 I C01 12/8/17
161 IT10389645 I CO2G 12/8/17
-162 IT10389646 I CO3G 12/8/17
163 IT10389647 I C04 12/8/17
164 IT10389648 I D01 12/8/17
165 IT10389649 I D02 12/8/17
166 IT10389650 I D03 12/8/17
67 __I T10389651 I E01 12/8/17
168 IT10389652 I E02 12/8/17
169 IT10389653 I E03 12/8/17
' I70 IT10389654 I FG01 12/8/17
171 IT10389655 I FG02 12/8/17 I
72 IT10389656 I FG03 12/8/17
173 IT10389657 I G01 12/8/17
174 IT10389658 I G02 12/8/17
175 IT10389659 I G03 12/8/17
76 IT10389660 I H01G 12/8/17
177 IT10389661 I H02 12/8/17
2 of 2
'Job Truss Truss Type Qty Ply J33156 GHO Lot 283 March Residence
T10389585
J33156 —CJ1 JACK-OPEN 18 1
Job Reference(optional)
East Coast Truss, Ft.Pierce,FL 34946 8.010 s Apr 20 2016 MiTek Industries,Inc. Wed Feb 08 07:35:05 2017 Page 1
ID:tggfYCKy4QxldZIBH5HvBby4S7L-mSAV?8M W8CEyi_XgOnJOeBWBATOEAp5J3ZOKP4znGTq
-2-0-0
2-0-0
Scale=1:9.5
3
7�
1
v
0
6.00 12 2 6
1x4 II
0
m
0
0
Q° 4
0°
1x4
A°
1
2x4 = o
1-0-0
1-0-0
Plate Offsets(X.Y)— I1:0-2-4,0-0-81.I2:0-1-8,0-1-01
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.55 Vert(LL) 0.00 10 >999 240 MT20 244/190
TCDL 15.0 Lumber DOL 1.25 BC 0.12 Vert(TL) 0.00 10 >999 180
BCLL 0.0 Rep Stress Incr- YES WB 0.00 Horz(TL) 0.00 4 n/a n/a
BCDL 10.0 Code FBC2014/TPI2007 Matrix-MS Weight:11 lb FT=0%
LUMBER- BRACING-
TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc purlins.
BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
OTHERS 2x4 SP No.3
REACTIONS. (lb/size) 3=-39/Mechanical,2=340/0-8-0,4=-67/Mechanical
Max Horz 2=115(LC 8)
Max Uplift 3=-39(LC 1),2=334(LC 8),4=-68(LC 13)
Max Grav 3=64(LC 8),2=345(LC 13),4=100(LC 8)
FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
NOTES-
1)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=9.Opsf;BCDL=3.Opsf;h=18ft;B=82ft;L=50ft;eave=6ft;Cat.
Il;Exp C;Encl.,GCpi=0.18;MWFRS(directional);cantilever left and right exposed;end vertical left and right exposed;porch left
and right exposed;Lumber DOL=1.60 plate grip DOL=1.60
2)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is
the responsibility of the fabricator to increase plate sizes to account for these factors.
3)Plates checked for a plus or minus 0 degree rotation about its center.
4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
6)Refer to girder(s)for truss to truss connections.
7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 39 lb uplift at joint 3,334 lb uplift atjoint
2 and 68 lb uplift at joint 4.
®WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11711-7473 rev.1010312015 BEFORE USE.
Design valid for use only with MiTek®connectors.This design Is based only upon parameters shown,and Is for an Individual building component,not
a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall r
building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing ivi iTek'
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610
Y
Job Truss Truss Type Qty Ply J33156 GHO Lot 283 March Residence
T10389586
J33156 -CJ3 JACK-OPEN 11 1
Job Reference o lional
East Coast Truss, Ft.Pierce,FL 34W 8.010 s Apr 20 2016 MiTek Industries,Inc. Wed Feb 08 07:35:06 2017 Page 1
I D:tggfYCKy4QxldZIBH5HvBby4S7L-EektCUN8vWMoK86OaUgFAP2MwtkXvGLSIDmtxxznGTp
-2-0-0 3-0-0
2-0-0 3-0-0
Scale=1:14.6
3
6.00 12
ar
0
1x4 II 2
1x4 II
1 2x4
0
3-0-0
3-0-0
Plate Offsets(X.Y)- f1:0-2-4 0-0-81 f2:0-1-8 0-1-01
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl L/d PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.55 Vert(LL) 0.01 4-10 >999 240 MT20 244/190
TCDL 15.0 Lumber DOL 1.25 BC 0.11 Vert(TL) -0.01 4-10 >999 180
BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a
BCDL 10.0 Code FBC2014/TPI2007 Matrix-MS Weight:17 lb FT=0%
LUMBER- BRACING-
TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins.
BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
OTHERS 2x4 SP No.3
REACTIONS. (lb/size) 3=64/Mechanical,2=328/0-8-0,4=17/Mechanical
Max Horz 2=170(LC 8)
Max Uplift 3=-41(LC 5),2=-286(LC 8),4=44(LC 5)
Max Gram 3=70(LC 13),2=328(LC 1),4=45(LC 3)
FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
NOTES-
1)Wind:ASCE 7-10;VuIt=160mph(3-second gust)Vasd=124mph;TCDL=9.Opsf;BCDL=3.Opsf;h=18ft;B=82ft;L=50ft;eave=6ft;Cat.
Il;Exp C;Encl.,GCpi=0.18;MWFRS(directional);cantilever left and right exposed;end vertical left and right exposed;porch left
and right exposed;Lumber DOL=1.60 plate grip DOL=1.60
2)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is
the responsibility of the fabricator to increase plate sizes to account for these factors.
3)Plates checked for a plus or minus 0 degree rotation about its center.
4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5).This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
6)Refer to girder(s)for truss to truss connections.
7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 41 lb uplift at joint 3,286 lb uplift at joint
2 and 44 lb uplift at joint 4.
1
WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 114II.7473 rev.1010312015 BEFORE USE. R
Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,note
a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall ■.Y■
building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing 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 ANSIfTPl1 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
JFJ33
Truss Truss Type �Qty Piy J33156 GHO Lot 283 March Residence
T10389587
56 —CJ3A JACK-OPEN 1 1
Job Reference(option
East Coast Truss, Ft.Pierce,FL 34946 8.010 s Apr 20 2016 MiTek Industries,Inc. Wed Feb 08 07:35:06 2017 Page 1
I D:tggfYCKy4QxldZ1 BH5HvBby4S7L-EektC UN8vWMo K86OaU gFAP2 RQtjNvGLSI DmtxxznGTp
3-0-0
3-0-0
Scale:1"=1'
2
1 6.00 12
ro M
0 0
m
1
3
0`
2x3=
3-0-0
3-0-0
LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) Vdefl Lid PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.20 Vert(LL) 0.01 3-6 >999 240 MT20 244/190
TCDL 15.0 Lumber DOL 1.25 BC 0.19 Vert(TL) -0.01 3-6 >999 180
BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a n/a
BCDL 10.0 Code FBC2014/TPI2007 Matrix-MS Weight:10 lb FT=0%
LUMBER- BRACING-
TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins.
BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 1=132/0-8-0,2=88/Mechanical,3=45/Mechanical
Max Horz 1=82(LC 8)
Max Uplift 1=-84(LC 8),2=-70(LC 8),3=-57(LC 8)
Max Grav 1=132(LC 1),2=94(LC 13),3=57(LC 3)
FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
NOTES-
1)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=9.Opsf;BCDL=3.Opsf;h=18ft;13=82ft;L=50ft;eave=6ft;Cat.
11;Exp C;Encl.,GCpi=0.18;MWFRS(directional);cantilever left and right exposed;end vertical left and right exposed;porch left
and right exposed;Lumber DOL=1.60 plate grip DOL=1.60
2)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is
the responsibility of the fabricator to increase plate sizes to account for these factors.
3)Plates checked for a plus or minus 0 degree rotation about its center.
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 chard in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
6)Refer to girder(s)for truss to truss connections.
7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 84 lb uplift at joint 1,70 lb uplift at joint 2
and 57 lb uplift at joint 3.
1
®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 properly incorporate this design into the overall iA•�`
building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing WOW
k•
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPII 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
:1
Job Truss Truss Type Qty Ply J33156 GHO Lot 283 March Residence
T10389588
J33156 —CJ5 JACK-OPEN 1 1
Job Reference o tional
East Coast Truss, Ft.Pierce,FL 34946 8.010 s Apr 20 2016 MiTek Industries,Inc. Wed Feb 08 07:35:07 2017 Page 1
I D:tggfYCKy4QxldZI BH5HvBby4S7L-iql FQgOmggUfxHhD88LVjcbX_G_JejbcXtVRTzznGTo
-2-0-0 5-0-0 i
2-0-0 5-0-0
Scale=1:19.5
3
6.00 12
M
0
�N
N
1x4 II 2
M
�I
1 x4 I I 6 6 4„
1 �
x4 =
5-0-0
5-0-0
Plate Offsets(X,Y)— 11:0-2-4 0-0-81.f2:0-1-8 0-1-01
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deli Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.53 Vert(LL) 0.07 4-10 >858 240 MT20 244/190
TCDL 15.0 Lumber DOL 1.25 BC 0.40 Vert(TL) -0.07 4-10 >812 180
BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a
BCDL 10.0 Code FBC2014ITP12007 Matrix-AS Weight:23 lb FT=0%
LUMBER- BRACING-
TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied.
BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied.
OTHERS 2x4 SP No.3
REACTIONS. (Ib/size) 3=138/Mechanical,2=397/0-8-0,4=54/Mechanical
Max Horz 2=226(LC 8)
Max Uplift 3=-103(LC 8),2=-318(LC 8),4=-79(LC 5)
Max Grav 3=151(LC 13),2=397(LC 1),4=88(LC 3)
FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
NOTES-
1)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=9.Opsf;BCDL=3.Opsf;h=18ft;B=82ft;L=50ft;eave=6ft;Cat.
11;Exp C;Encl.,GCpi=0.18;MWFRS(directional);cantilever left and right exposed;end vertical left and right exposed;porch left
and right exposed;Lumber DOL=1.60 plate grip DOL=1.60
2)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is
the responsibility of the fabricator to increase plate sizes to account for these factors.
3)Plates checked for a plus or minus 0 degree rotation about its center.
4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
6)Refer to girder(s)for truss to truss connections.
7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 103 lb uplift at joint 3,318 lb uplift at
joint 2 and 79 lb uplift at joint 4.
8)Thi2 truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and%"gypsum
she etrock be applied directly to the bottom chord.
®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 properly incorporate this design Into the overall SHE
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek•
is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the
fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITP11 Quality Criteria,DSB-89 and BCSI Building Component 5904 Parke East Blvd.
Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610
EJ !
Job Truss Truss Type Qty Ply J33156 GHO Lot 283 March Residence
T10389589
J33156 �—C,15A JACK-OPEN 1 1
Jab Reference(optional)
East Coast Truss, Ft.Pierce,FL 34946 8.010 s Apr 20 2016 MiTek Industries,Inc. Wed Feb O8 07:35:07 2017 Pagel
I D:tggfYCKy4QxidZI BH5HvBby4S7L-iql FQgOmggUfxHhD8BLVjcbZnGOmejbcXtVRTzzn GTo
4-1-0
4-1-0
Scale:3/4"=1'
2
6.00 12
•
M
n
� N
N
N
1
OI
1 3
3x3 =
4-1-0
4-1-0
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.42 Vert(LL) 0.04 3-6 >999 240 MT20 244/190
TCDL 15.0 Lumber DOL 1.25 BC 0.30 Vert(TL) -0.04 3-6 >999 180
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-AS Weight:13 lb FT=0%
LUMBER- BRACING-
TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied.
BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied.
REACTIONS. (lb/size) 1=181/0-3-0,2=128/Mechanical,3=53/Mechanical
Max Horz 1=112(LC 8)
Max Uplift 1=-11 O(LC 8),2=-103(LC 8),3=-76(LC 8)
Max Grav 1=181(LC 1).2=142(LC 13),3=78(LC 3)
FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
NOTES-
1)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=9.Opsf;BCDL=3.Opsf;h=18ft;B=82ft;L=50ft;eave=6ft;Cat.
Il;Exp C;Encl.,GCpi=0.18;MWFRS(directional);cantilever left and right exposed;end vertical left and right exposed;porch left
and right exposed;Lumber DOL=1.60 plate grip DOL=1.60
2)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is
the responsibility of the fabricator to increase plate sizes to account for these factors.
3)Plates checked for a plus or minus 0 degree rotation about its center.
4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
6)Refer to girder(s)for truss to truss connections.
7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 110 lb uplift at joint 1,103 lb uplift at
joint 2 and 76 lb uplift at joint 3.
8)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and%"gypsum
sheetrock be applied directly to the bottom chord.
t
®WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.1010312015 BEFORE USE. �*
Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not ] •
a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing 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 ANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandra,VA 22314. Tampa,FL 36610
LA
FJ331
TrussTruss Type Qty Ply J33156 GHO Lot 283 March ResidenceT10389590
56 —EJ2 JACK-OPEN 1 1
Job Reference(optional)
East Coast Truss, Ft.Pierce,FL 34946 8.010 s Apr 20 2016 MiTek Industries,Inc. Wed Feb 08 07:35:09 2017 Page 1
I D:tggfYCKy4QxIdZI BH5HvBby4S7L-eDQ?rWP1 CRkNBbrbFcNzo1 gt94kg6d4u_B_XYrznGTm
-2-0-0 2-0-0
2-0-0 2-0-0
Scale:V=1'
3
6.00 12
r�
1x4 II 2
�l
� ago
N1 4
O
2-0-0
2-0-0
Plate Offsets(X.Y)— I1:0-2-4 0-0-81.f2:0-1-8 0-1-01
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.55 Vert(LL) 0.00 10 >999 240 MT20 244/190
TCDL 15.0 Lumber DOL 1.25 BC 0.14 Vert(TL) 0.00 10 >999 180
BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a n/a
BCDL 10.0 Code FBC2014/TPI2007 Matrix-MS Weight:14 lb FT=0%
LUMBER- BRACING-
TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlin.
BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
OTHERS 2x4 SP No.3
REACTIONS. (lb/size) 3=23/Mechanical,2=309/0-8-0,4=-9/Mechanical
Max Horz 2=143(LC 8)
Max Uplift 3=-23(LC 5),2=289(1_C 8),4=-30(LC 13)
Max Grav 3=25(LC 13),2=309(LC 1),4=21(LC 3)
FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
NOTES-
1)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=9.Opsf;BCDL=3.Opsf;h=18ft;B=82ft;L=50ft;eave=6ft;Cat.
ll;Exp C;Encl.,GCpi=0.18;MWFRS(directional);cantilever left and right exposed;end vertical left and right exposed;porch left
and right exposed;Lumber DOL=1.60 plate grip DOL=1.60
2)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is
the responsibility of the fabricator to increase plate sizes to account for these factors.
3)Plates checked for a plus or minus 0 degree rotation about its center.
4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
6)Refer to girder(s)for truss to truss connections.
7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 23 lb uplift at joint 3,289 lb uplift at joint
2 and 30 Ib uplift at joint 4.
WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 1411-7473 rev.10/03/2015 BEFORE USE.
Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not
a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall p �iTek'•
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 iUl
fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIFTP11 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 J33156 GHO Lot 283 March Residence
T10389591
PJ33156 -EJ5 Jack-Open 19 1
Job Reference o tional
East Coast Truss, Ft.Pierce,FL 34946 8.010 s Apr 20 2016 MiTek Industries,Inc. Wed Feb 08 07:35:09 2017 Page 1
ID:tggfYCKy4QxldZIBH5HvBby4S7L-eDQ?rWP1 CRkNBbrbFcNzo1gtU4gn6d4u_B_XYrznGTm
i -2-0-0 5-0-0
2-0-0 5-0-0
Scale=1:19.5
3
1
• 6.00 12
m
0
m
N
N
tx4 II 2
m
--1
1x4 II 6 i1` 4
lY �• N
1
O
I 2x4 =
5-0-0
5-M
Plate Offsets(X,Y)- 11:0-2-4,0-0-81.12:0-1-12,0-1-01
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.53 Vert(LL) -0.02 4-10 >999 240 MT20 244/190
TCDL 15.0 Lumber DOL 1.25 BC 0.40 Vert(TL) -0.07 4-10 >812 180
BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 n/a n/a
BCDL 10.0 Code FBC2014/TPI2007 Matrix-AS Weight:23 lb FT=0%
LUMBER- BRACING-
TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied.
BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied.
OTHERS 2x4 SP No.3
REACTIONS. (lb/size) 3=138/Mechanical,2=397/0-8-0,4=54/Mechanical
Max Horz 2=226(LC'8)
Max Uplift 3=-86(LC 8),2=-219(LC 8)
Max Grav 3=163(LC 13),2=405(LC 13),4=88(LC 3)
FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
NOTES-
1)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=9.Opsf;BCDL=3.Opsf;h=18ft;B=82ft;L=50ft;eave=6ft;Cat.
ll;Exp C;Encl.,GCpi=0.18;MWFRS(directional);cantilever left and right exposed;end vertical left and right exposed;Lumber
DOL=1.60 plate grip DOL=1.60
2)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is
the responsibility of the fabricator to increase plate sizes to account for these factors.
3)Plates checked for a plus or minus 0 degree rotation about its center.
4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
6)Refer to girder(s)for truss to truss connections.
7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 86 lb uplift at joint 3 and 219 lb uplift at
joint 2.
8)Th s truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and 11"gypsum
sheetrock be applied directly to the bottom chord.
®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11411-7473 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 �ii'�k°
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPII Quality Criteria,DSB-99 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
1
Job- Truss Truss Type Qty Ply J33156 GHO Lot 283 March Residence
T10389592
J33156 �—E,17 Jack-Open 11 1
Job Reference(optional)
East Coast Truss, Ft.Pierce,FL 34946 8.010 s Apr 20 2016 MiTek Industries,Inc. Wed Feb 08 07:35:10 2017 Page 1
ID:tggfYCKy4QxidZI BH5HvBby4S7L-6PzO2sQfzlsEplQopKu CLFDOGUvor4K2Drk541znGTl
-2-0-0 7-0-0
2-0-0 7-0-0
Scale:1/2"=l'
3
6.00 12
n
0
rh
1x4 II
2
4 II
1x4 II
it
1 4
0
x3 =
7-0-0
7-0-0
Plate Offsets(X.Y)— 11:0-2-4.0-0-81 f2:0-1-0 0-1-81
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.66 Vert(LL) 0.10 4-10 >853 240 MT20 244/190
TCDL 15.0 Lumber DOL 1.25 BC 0.86 Vert(TL) -0.30 4-10 >278 180
BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.01 3 n/a n/a
BCDL 10.0 Code FBC2014rrP12007 Matrix-AS Weight:29 lb FT=0%
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied.
BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied.
OTHERS 2x4 SP No.3
REACTIONS. (lb/size) 3=210/Mechanical,2=478/0-8-0,4=80/Mechanical
Max Horz 2=281(LC 8)
Max Uplift 3=-138(LC 8),2=-226(LC 8)
Max Grav 3=246(LC 13),2=489(LC 13).4=125(LC 3)
FORCES. (lb)-Max,Comp./Max.Ten.-All forces 250(lb)or less except when shown.
NOTES-
1)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=9.Opsf;BCDL=3.Opsf;h=18ft;B=82ft;L=50ft;eave=6ft;Cat.
II;Exp C;Encl.,GCpi=0.18;MWFRS(directional);cantilever left and right exposed;end vertical left and right exposed;Lumber
DOL=1.60 plate grip DOL=1.60
2)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is
the responsibility of the fabricator to increase plate sizes to account for these factors.
3)Plates checked for a plus or minus 0 degree rotation about its center.
4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
6)Refer to girder(s)for truss to truss connections.
7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 138 lb uplift at joint 3 and 226 lb uplift at
joint 2.
8)Ths truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and%"gypsum
sheetrock be applied directly to the bottom chord.
®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111II-7473 rev.1010312015 BEFORE USE. *
Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not e�•
a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web 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 ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610
3 l
Job Truss Truss Type Qty Ply J33156 GHO Lot 283 March Residence
T10389593
J33156 -EJ7AC Jack-Open 1 1
Job Reference o tional
East Coast Truss, Ft.Pierce,FL 34946 8.010 s Apr 20 2016 MiTek Industries,Inc. Wed Feb 08 07:35:11 2017 Page 1
ID:tggfYCKy4QxldZIBH5HvBby4S7L-acXmGCRHk2-5Qv?-N1 QRtSm8puNaaXFBSVreckznGTk
-2-0-0 1-6-2 7-0-0
2-0-0 1-6-2 5-5-14
Scale:1/2"=1'
5
_ 4
6.00 12
3x4 =
1x4 II
0
3
N
x4 I I , I 2-4-8 I
2 m
1x4 IF E
g G N 7
1x4 II
0
x4 =
I
Plate Offsets X Y- 1:0-2-4 0-0-8 2:0-1-8 0-1-0 4:0-1- 0-1-8_
LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in floc) Udefl Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.86 Vert(LL) 0.25 14 >339 240 MT20 244/190
TCDL 15.0 Lumber DOL 1.25 BC 0.38 Vert(TL) -0.39 14 >214 180
BCLL 0.0 Rep Stress Incr YES WB 0.02 Horz(TL) 0.20 6 n/a_ n/a
BCDL 10.0 Code FBC2014/TPI2007 Matrix-AS Weight:25 lb FT=0%
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied.
BOT CHORD 2x4 SP No.2`Except` BOT CHORD Rigid ceiling directly applied.
2-7:2x4 SP No.3
WEBS 2x4 SP No.3
OTHERS 2x4 SP No.3
j
REACTIONS. (lb/size) 5=142/Mechanical,2=441/0-8-0,6=120/Mechanical
Max Horz 2=281(LC 8)
Max Uplift 5=-87(LC 8),2=237(1_C 8),6=-54(LC 8)
Max Grav 5=166(LC 13),2=452(LC 13),6=138(LC 13)
FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
NOTES-
1)Wind:ASCE 7-10;Vult=160mp6(3-second gust)Vasd=124mph;TCDL=9.Opsf;BCDL=3.Opsf;h=18ft;B=82ft;L=50ft;eave=6ft;Cat.
II;Exp C;Encl.,GCpi=0.18;MWFRS(directional);cantilever left and right exposed;end vertical left and right exposed;Lumber
DOL=1.60 plate grip DOL=1.60
2)Plates checked for a plus or minus 0 degree rotation about its center.
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 87 lb uplift at joint 5,237 lb uplift at joint
2 and 54 lb uplift at joint 6.
7)Thj�;truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and'/"gypsum
sheetrock be applied directly to the bottom chord.
®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11II-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 i�liTek�
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 ANSIITPI7 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
rJ33
,- Truss Truss Type Qty Ply J33156 GHO Lot 283 March ResidenceT10389594
156 —EJ7B Jack-Open 1 1
Job Reference o tional
East Coast Truss, Ft.Pierce,FL 34946 8.010 s Apr 20 2016 MiTek Industries,Inc. Wed Feb 08 07:35:12 2017 Page 1
ID:tggfYCKy4QxldZI BH5HvBby4S7L-3o58TXSvVM6y23aAxixgQfl KUHZJJ_gLg9DC9AznGTj
i -2-0-0 2-7-0 7-0-0
2-0-0 2-71 ` 4-5-0
Scale:12"=1'
4
6.00 12
0
N
M
3
i
1x4 II 9
2 0
I 4 I I
0 1x4 II g
C g N 6
1 2x3 I
0
x3 =
270 7-00
2-7-0 4-5-0
Plate Offsets(X,Y)— 11:0-2-4,0-0-81.13:0-0-7,0-2-81
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 0.74 Vert(LL) 0.17 3-5 >481 240 MT20 244/190
TCDL 15.0 Lumber DOL 1.25 BC 0.98 Vert(TL) -0.37 3-5 >226 180
BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.18 5 n/a n/a
BCDL 10.0 Code FBC2014/TPI2007 Matrix-AS Weight:31 lb FT=0%
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied.
BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied.
OTHERS 2x4 SP No.3
REACTIONS. (lb/size) 4=195/Mechanical,2=481/0-8-0,5=97/Mechanical
Max Horz 2=281(LC 8)
Max Uplift 4=-119(LC 8),2=-225(LC 8),5=-13(LC 8)
Max Grav 4=227(LC 13),2=492(LC 13),5=123(LC 3)
FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
NOTES-
1j Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=9.Opsf;BCDL=3.Opsf;h=18ft;B=82ft;L=50ft;eave=6ft;Cat.
11;Exp C;Encl.,GCpi=0.18;MWFRS(directional);cantilever left and right exposed;end vertical left and right exposed;Lumber
DOL=1.60 plate grip DOL=1.60
2)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is
the responsibility of the fabricator to increase plate sizes to account for these factors.
3)Plates checked for a plus or minus 0 degree rotation about its center.
4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
6)Refer to girder(s)for truss to truss connections.
7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 119 lb uplift at joint 4,225 lb uplift at
joint 2 and 13 lb uplift at joint 5.
8)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and V gypsum
sheetrock be applied directly to the bottom chord.
®WARNING-Verify design parameters and READ NOTES ON TRIS 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 verity the applicability of design parameters and properly incorporate this design into the overall n�.�gg
building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing ,y'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 ANSI/TP11 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610
rJ33
; Truss Truss Type Qty Ply J33156 GHO Lot 283 March ResidenceT10389595
156 �-EJ17T Jack-Open 3 1
Job Reference(notion
East Coast Truss, Ft.Pierce,FL 34946 8.010 s Apr 20 2016 MiTek Industries,Inc. Wed Feb 08 07:35:12 2017 Page 1
I D:tggfYCKy4QxldZI BH5HvBby4S7L-3o58TXSvVM6y23aAxlxgQfl KUHZJJ_gLg9DC9AznGTj
7-0-0
2-0-0 2-7-0 4-5-0
Scale:1/2"=1'
4
6.00 12
o_
ch
N
a
N
M
3
1x4 II o
2 0
?I 4 I I
Li
0 1x4 II G E
6• g � 6
1 2xa II
0
x4 =
2-7-0 7-0-0
2-7-0 4-5-0
Plate Offsets(X,Y)— 11:0-2-4.0-0-81.(3:0-0-7,0-2-81
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 0.74 Vert(LL) 0.17 3-5 >481 240 MT20 2441190
TCDL 15.0 Lumber DOL 1.25 BC 0:98 Vert(TL) -0.37 3-5 >226 180
BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.18 5 n/a n/a
BCDL 10.0 Code FBC2014/TPI2007 Matrix-AS Weight:31 lb FT=0%
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied.
BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied.
OTHERS 2x4 SP No.3
REACTIONS. (lb/size) 4=195/Mechanical,2=481/0-8-0,5=97/Mechanical
Max Horz 2=281(LC 8)
Max Uplift 4=-119(LC 8),2=-225(LC 8),5=-13(LC 8)
Max Grav 4=227(LC 13),2=492(LC 13),5=123(LC 3)
FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
NOTES-
1)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=9.Opsf;BCDL=3.Opsf;h=18ft;B=82ft;L=50ft;eave=6ft;Cat.
II;Exp C;Encl.,GCpi=0.18;MWFRS(directional);cantilever left and right exposed;end vertical left and right exposed;Lumber
DOL=1.60 plate grip DOL=1.60
2)Plates checked for a plus or minus 0 degree rotation about its center.
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 119 lb uplift at joint 4,225 lb uplift at
joint 2 and 13 lb uplift at joint 5.
7)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and'/:"gypsum
sheetrock be applied directly to the bottom chord.
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 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 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 ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610
J j
r
, Truss Truss Type Qty Ply J33156 GHO Lot 283 March ResidenceT10156 I—EJ16 Jack-Open 6 1
Job Reference o tional
East Coast Truss, Ft.Pierce,FL 34946 8.010 s Apr 20 2016 MiTek Industries,Inc. Wed Feb 08 07:35:08 2017 Page 1
I D:tggfYCKy4QxldZIBH5HvBby4S7L-A1 sddAPOR7cWZRGPivskGg8iPgN6NArlmXF_OPznGTn
-2-0-0 1-6-0
2-0-0 1-6-0
Scale=1:10.8
3
M 6.00 12
1x4 II 2
tx4 II 2x4
N
1 4
o
PROVIDE BEARING CONNECTION(S)TO RESIST
HORIZONTAL REACTION(S)SHOWN.
r 1-6-0
1-6-0
Plate Offsets(X,Y)— (1:0-2-4,0-0-81.[2:0-1-12,0-1-01
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 0.55 Vert(LL) -0.00 10 n/r 120 MT20 244/190
TCDL 15.0 Lumber DOL 1.25 BC 0.23 Vert(TL) -0.00 10 n/r 120
BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 n/a n/a
BCDL 10.0 Code FBC2014/TPI2007 Matrix-MS Weight:12 lb FT=0%
LUMBER- BRACING-
TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 1-6-0 oc purlins.
BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
OTHERS 2x4 SP No.3
REACTIONS. Ib/size 3=278/Mechanical 4=-O/Mechanical
Max Horz 3=593(LC 1),4=711(LC 8)
Max Uplift 3=-246(LC 8)
Max Grav 3=278(LC 1)
FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
TOP CHORD 2-3=-637/652
BOT CHORD 2-4=-593/711
NOTES-
1)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=9.Opsf;BCDL=3.Opsf;h=18ft;B=82ft;L=50ft;eave=6ft;Cat.
II;Exp C;Encl.,GCpi=0.18;MWFRS(directional);cantilever left and right exposed;end vertical left and right exposed;Lumber
DOL=1.60 plate grip DOL=1.60
2)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is
the responsibility of the fabricator to increase plate sizes to account for these factors.
3)Plates checked for a plus or minus 0 degree rotation about its center.
4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
6)Refer to girder(s)for truss to truss connections.
7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 246 lb uplift at joint 3.
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 properly incorporate this design into the overall g�t�Aq
building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Idl��e k°
is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the
fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPII 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 J33156 GHO Lot 283 March Residence
T10389597
J33156 —EJ16A Jack-Open 2 1
Job Reference o tional
East Coast Truss, Ft.Pierce,FL'34946 8.010 s Apr 20 2016 MiTek Industries,Inc. Wed Feb 08 07:35:08 2017 Page 1
ID:tggfYCKy4QxldZI BH5HvBby4S7L-Al sddAPOR7cWZRGPivskGg8oRgPbNArlmXF_OPznGTn
1-6-0
1-6-0
/ Scale=1:8.3
2
6.00 12
1
Co
0
c�
h
0
3
2x3=
PROVIDE BEARING CONNECTION(S)TO RESIST
HORIZONTAL REACTION(S)SHOWN.
1-6-0
1-6-0
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Ildefl L/d PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.17 Vert(LL) -0.00 6 n/r 120 MT20 244/190
TCDL 15.0 Lumber DOL 1.25 BC 0.07 Vert(TL) -0.00 3 n/r 120
BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 n/a n/a
BCDL 10.0 Code FBC2014fTP12007 Matrix-MS Weight:5 lb FT=0%
LUMBER- BRACING-
TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 1-6-0 oc purlins.
BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
REACTIONS. (lb/size) 2=134/Mechanical,3=-0/Mechanical
Max Horz 2=127(LC 1),3=-127(LC 1)
Max Uplift 2=-107(LC 8)
Max Grav 2=134(LC 1)
FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
NOTES-
1)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=9.Opsf;BCDL=3.Opsf;h=18ft;B=82ft;L=50ft;eave=6ft;Cat.
II;Exp C;Encl.,GCpi=0.18;MWFRS(directional);cantilever left and right exposed;end vertical left and right exposed;Lumber
DOL=1.60 plate grip DOL=1.60
2)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is
the responsibility of the fabricator to increase plate sizes to account for these factors.
3)Plates checked for a plus or minus 0 degree rotation about its center.
4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
6)Refer to girder(s)for truss to truss connections.
7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 107 lb uplift at joint 2.
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 properly 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 iTek�
is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the iVl
fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPII 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 J33156 GHO Lot 283 March Residence
T10389598
J33156 —EJ64 Jack-Open 4 1
Job Reference o tional
East Coast Truss, Ft.Pierce,FL 34946 8.010 s Apr 20 2016 MiTek Industries,Inc. Wed Feb 08 07:35:10 2017 Page 1
I D:tggfYC Ky4QxldZI B H5 HvBby4S7 L-6PzO2sQfzls EpIQo pKuC L FDxD UxN r4K2D rk541znGTl
6-4-0
6-4-0
Scale=1:21.1
2
_ 9
0
6.00 12
e �
ci
1
�I 0
6• n
6• G•
2x4 = 4 3
6-4-0
6-4-0
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 0.98 Vert(LL) 0.12 4-7 >623 240 MT20 244/190
TCDL 15.0 Lumber DOL 1.25 BC 0.76 Vert(TL) -0.23 4-7 >327 180
BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 1 n/a n/a
BCDL 10.0 Code FBC2014/TPI2007 Matrix-AS Weight:20 lb FT=0%
LUMBER- BRACING-
TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied.
BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied.
REACTIONS. (lb/size) 1=281/0-8-0.2=198/0-1-8,4=87/Mechanical
Max Horz 1=175(LC 8)
Max Uplift 1=-55(LC 8),2=-136(LC 8),4=-8(LC 8)
Max Grav 1=290(LC 13),2=230(LC 13).4=124(LC 3)
FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
NOTES-
1)Wind:ASCE 7-10;Vuit=160mph(3-second gust)Vasd=124mph;TCDL=9.Opsf;BCDL=3.Opsf;h=18ft;B=82ft;L=50ft;eave=6ft;Cat.
II;Exp C;Encl.,GCpi=0.18;MWFRS(directional);cantilever left and right exposed;end vertical left and right exposed;Lumber
DOL=1.60 plate grip DOL=1.60
2)This truss is not designed to support a ceiling and is not intended for use where aesthetics are a consideration.N/A. Typical.
3)Plates checked for a plus or minus 0 degree rotation about its center.
4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
6)Refer to girder(s)for truss to truss connections.
.7)Provide mechanical connection(by others)of truss to bearing plate at joint(s)2.
8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 55 lb uplift at joint 1,136 lb uplift at joint
2 and 8 lb uplift at joint 4.
9)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)2.
10)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and'/V gypsum
aheetrock be applied directly to the bottom chord.
AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111II-7473 rev.1010312015 BEFORE USE.
Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not
a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall
building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek•
is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the -
fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPII 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
a
Jobe Truss Truss Type Qty Ply J33156 GHO Lot 283 March Residence
T10389599 '
J33156 —HJ2 Diagonal Hip Girder 1 1
Job Reference o tional
East Coast Truss, Ft.Pierce,FL 34946 8.010 s Apr 20 2016 MiTek Industries,Inc. Wed Feb 08 07:35:13 2017 Page 1
I D:tggfYCKy4QxldZI BH5HvBby4S7L-X_fWhtSXGgFpgC9N USSvztrS6h2A2OjUvpylhdznGTi
i -2-9-15 2-9-3
2-9-15 2-9-3
Scale=1:14.4
4 5
- 1x4 II
4.24 12 13
a
c5
1x4 II 3
2
8 14 7
cp rn
0 1 3x4 = 2x4 11 6
�I 0
2x4= 9
1x4 II
__2_ 2_9_3
-2- 2-9-3
Plate Offsets(X.Y)-- f3:0-0-8,0-1-81.f9:0-2-8,0-0-81
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 0.94 Vert(LL) -0.03 7-12 >905 240 MT20 244/190
TCDL 15.0 Lumber DOL 1.25 BC 0.43 Vert(TL) 0.03 7-12 >923 180
BCLL 0.0 Rep Stress Incr NO WB 0.15 Horz(TL) 0.11 8 n/a n/a
BCDL 10.0 Code FBC2014/TPI2007 Matrix-MS Weight:19 lb FT=0%
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-9-3 oc purlins.
BOT CHORD 2x4 SP No.2'Except` BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
1-8:2x4 SP No.3
WEBS 2x4 SP No.3
REACTIONS. (lb/size) 3=766/0-10-15,8=-330/Mechanical,7=-163/Mechanical
Max Horz 3=11 O(LC 8)
Max Uplift 3=-803(LC 8),8=-348(LC 31),7=-294(LC 17)
Max Grav 3=883(LC 31),8=367(LC 8),7=337(LC 24)
FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
WEBS ! 2-9=-455/413
NOTES-
1)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=9.Opsf;BCDL=3.Opsf;h=18ft;B=82ft;L=50ft;eave=6ft;Cat.
11;Exp C;Encl.,GCpi=0.18;MWFRS(directional);cantilever left and right exposed;end vertical left and right exposed;Lumber
DOL=1.60 plate grip DOL=1.60
2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry
Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1.
3)Plates checked for a plus or minus 0 degree rotation about its center.
4)Gable studs spaced at 2-0-0 oc.
5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6)-This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
7)Refer to girder(s)for truss to truss connections.
8)Refer to girder(s)for truss to truss connections.
9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 803 lb uplift at joint 3,348 lb uplift at
joint 8 and 294 lb uplift at joint 7.
10) Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)124 lb down and 130 lb up at
1^-4-15,and 124 lb down and 130 lb up at 1-4-15 on top chord,and 96 lb down and 95 lb up at 1-4-15,and 96 lb down and 95 lb
up at 1-4-15 on bottom chord. The design/selection of such connection device(s)is the responsibility of others.
11) In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B).
LOAD CASE(S) Standard
1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25
Uniform Loads(plf)
Vert:1-4=70,4-5=-30,6-10=20,1-8=-20
Concentrated Loads(lb)
Vert:13=1 13(F=57,B=57)14=1 05(F=53,B=53)
WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,111-7473 rev.1010312015 BEFORE USE.
Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not
a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall WOW
e k�
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing 1 V
is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the IiT
fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandra,VA 22314. Tampa,FL 36610
Job. Truss Truss Type Qty Ply J33156 GHO Lot 283 March Residence
J33156 -•HJ5 Diagonal Hip Girder 5 1 T10389600
Job Reference(optional)
East Coast Truss, Ft.Pierce,FL 34946 8.010 s Apr 20 2016 MiTek Industries,Inc. Wed Feb 08 07:35:14 2017 Page 1
I D:tggfYCKy4QxidZI BH5HvBby4S7L-?BDuuDT91 zNgHMjZ29z8V4OdE5K7nrGe8Til D3znGTh
-2-9-15 3-8-10 7-0-2
2-9-15 3-8-10 3-3-8
Scale=1:23.5
_ 2x4 I
5 6
4.24 12 3x4
16
4
m
N
15
1x4 II
2 3
FJ
1 17 m 9 18 8
1 x
0 1x4 II 3x6=7
4 =
2x4= 11
1x4 II
a0-6
-42-H 3-8-10 7-0-2
1 2-'� 3-8-4 338
0-0-6
Plate Offsets KY)— 111:0-2-8.0-0-81
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ltd PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.91 Vert(LL) -0.07 9-14 >999 240 MT20 244/190
TCDL 15.0 Lumber DOL 1.25 BC 0.58 Vert(TL) 0.06 9-14 >999 180
BCLL 0.0 Rep Stress Incr NO WEI 0.13 Horz(TL) 0.14 10 n/a n/a
BCDL 10.0 Code FBC2014/TPI2007 Matrix-MS Weight:40 lb FT=0%
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins,
BOT CHORD 2x4 SP No.2'Except' except end verticals.
1-10:2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
WEBS 2x4 SP No.3
REACTIONS. (lb/size) 3=699/0-3-8,8=211/Mechanical,10=-263/Mechanical
Max Horz 3=211(LC 5)
Max Uplift 3=-851(LC 8),8=-168(LC 5),10=359(LC 31)
Max Grav 3=1018(LC 31),8=309(LC 28),10=341(LC 8)
FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
TOP CHORD 3-4=-628/326
BOT CHORD 3-9=-332/569,8-9=-332/569
WEBS 2-11=421/425,4-8=-578/306
NOTES-
1)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=9.Opsf;BCDL=3.Opsf;h=18ft;B=82ft;L=50ft;eave=6ft;Cat.
II;Exp C;Encl.,GCpi=0.18;MWFRS(directional);cantilever left and right exposed;end vertical left and right exposed;Lumber
DOL=1.60 plate grip DOL=1.60
2)Plates checked for a plus or minus 0 degree rotation about its center.
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)Refer to girder(s)for truss to truss connections.
7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 851 lb uplift at joint 3,168 lb uplift at
joint 8 and 359 lb uplift at joint 10.
8)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)127 lb down and 138 lb up at
1-3-15,127 lb down and 138 lb up at 1-3-15,and 103 lb down and 80 lb up at 4-1-14,and 103 lb down and 80 lb up at 4-1-14 on
toi chord,and 96 lb down and 96 lb up at 1-3-15,96 Ib down and 96 lb up at 1-3-15,and 13 lb down and 54 lb up at 4-1-14,and
13 lb down and 54 lb up at 4-1-14 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).
LOAD CASE(S) Standard
1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25
Uniform Loads(plf)
Vert:1-5=70,5-6=-30,7-12=-20,1-10=-20
®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11411-7473 rev.1010312015 BEFORE USE.
Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not
a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall rq �•
building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing ty�
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the �siTe k•
fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIfTP11 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
�1
I �
Jobr Truss Truss Type Qty Ply J33156 GHO Lot 283 March Residence
T10389600
J33156 -HJ5 Diagonal Hip Girder 5 1
Job Reference(optional)
East Coast Truss, Ft.Pierce,FL 34946 8.010 s Apr 20 2016 MiTek Industries,Inc. Wed Feb 08 07:35:14 2017 Page 2
I D:tggfYCKy4QxldZI BH5HvBby4S7L-?BDuuDT91 zNgHMjZ29z8V4OdE5K7nrGe8Til D3znGTh
LOAD CASE(S) Standard
Concentrated Loads(lb)
Vert:15=115(F=58,13=58)17=106(F=53,B=53)18=6(F=3,13=3)
I
®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 properly incorporate this design into the overall Fit
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek•
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPII Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610
�I
Job, Truss Truss Type city Ply J33156 GHO Lot 283 March Residence
T10389601
J33156 —HJ28 Diagonal Hip Girder 2 1
Job Reference o tional
East Coast Truss, Ft.Pierce,FL 34946 8.010 s Apr 20 2016 MiTek Industries,Inc. Wed Feb 08 07:35:13 2017 Page 1
I D:tggfYCKy4QxldZI BH5HvBby4S7L-X_fWhtSXGgFpgC9NUSSvztrSOh?J202UvpylhdznGTi
-2-9-15 3-8-8
2-9-15 3-8-8
Scale:3/4"=l'
4 5
2x4
4.24 12
• 13
1x4 II 3
2
N
8 14
7
1 _ 6
4�4
2x4 II
2x4= 9
1x4 II
3-8-8
2- 3-8-8
Plate Offsets KY)— I9:0-2-8.0-0-81
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) Udefl Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.92 Vert(LL) -0.07 7-12 >554 240 MT20 244/190
TCDL 15.0 Lumber DOL 1.25 BC 0.61 Vert(TL) 0.07 7-12 >595 180
BCLL 0.0 Rep Stress Incr NO WB 0.13 Horz(TL) 0.14 8 n/a n/a
BCDL 10.0 Code FBC2014/TPI2007 Matrix-MS Weight:23 lb FT=0%
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-8-8 oc purlins,
BOT CHORD 2x4 SP No.2'Except* except end verticals.
1-8:2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 2x4 SP No.3
REACTIONS. (lb/size) 7=-33/Mechanical,3=668/0-10-15,8=279/Mechanical
Max Horz 3=129(LC 21)
Max Uplift 7=-129(LC 14),3=-802(LC 8),8=-356(LC 31)
Max Grav 7=206(LC 24),3=905(LC 31).8=359(LC 8)
FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
WEBS 2-9=446/422
NOTES-
1)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=9.Opsf;BCDL=3.Opsf;h=18ft;B=82ft;L=50ft;eave=6ft;Cat.
Il;Exp C;Encl.,GCpi=0.18;MWFRS(directional);cantilever left and right exposed;end vertical left and right exposed;Lumber
DOL=1.60 plate grip DOL=1.60
2)Plates checked for a plus or minus 0 degree rotation about its center.
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)Refer to girder(s)for truss to truss connections.
7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 129 lb uplift at joint 7,802 Ib uplift at
joint 3 and 356 lb uplift at joint 8.
8)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)127 lb down and 138 lb up at
1-3-15,and 127 lb down and 138 lb up at 1-3-15 on top chord,and 96 lb down and 96 lb up at 1-3-15,and 96 Ib down and 96 lb up
at 1-3-15 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).
LOAD CASE(S) Standard
1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25
Uniform Loads(plf)
Vert:1-4=-70,4-5=-30,6-10=20.1-8=-20
Concentrated Loads(lb)
Vert:13=1 15(F=58,B=58)14=1 06(F=53,B=53)
®WARNING-Verity 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 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 ANSIITPII 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 J33156 GHO Lot 283 March Residence
J33156 -HJ64 Diagonal Hip Girder 1 1 T10389602
Job Reference(optional)
East Coast Truss, Ft.Pierce,FL 34946 8.010 s Apr 20 2016 MiTek Industries,Inc. Wed Feb 08 07:35:15 2017 Page 1
I D:tggfYCKy4QxldZI BH5HvBby4S7L-TNnH5ZUnoHVXvWI IctU N2IwoAVeF WHjnN7RsIVznGTg
i -2-9-15 4-7-15 8-10-12
2-9-15 ' 4-7-15 4-2-13
Scale=1:27.6
2x4 11
5 6
18
4.24 12 17
3x4
4
16 �
15
1x4 II
2 3
0 19 0 20 9 21 22 8
1
=i o 1 x4 I I 7
0 US=
3x4 = 11
1x4 1104 = '
-0-114 4-7-15 8-10-12
0---4 4-7-16 4-2-13
Plate Offsets(X,Y)- 111:0-2-8.0-0-81
LOADING (psf) SPACING- 270-0 CSI. DEFL. in (loc) Yclefl Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.90 Vert(LL) -0.11 9-14 >918 240 MT20 244/190
TCDL 15.0 Lumber DOL 1.25 BC 0.71 Vert(TL) 0.09 9-14 >999 180
BCLL 0.0 ' Rep Stress Incr NO WE 0.25 Horz(TL) -0.16 10 n/a n/a
BCDL 10.0 Code FBC2014fTP12007 Matrix-MS Weight:49 lb FT=0%
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-4-11 oc purlins,
BOT CHORD 2x4 SP No.2`Except* except end verticals.
1-10:2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-10-1 oc bracing.
WEBS 2x4 SP No.3
REACTIONS. (lb/size) 3=7 6 210-1 0-1 5,8=603/Mechanical,10=-227/Mechanical
Max Horz 3=257(LC 5)
Max Uplift 3=-969(LC 8),8=-579(LC 5),10=383(LC 31)
Max Grav 3=1131(LC 31),8=650(LC 28),10=345(LC 8)
FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
TOP CHORD 3-4=802/670
BOT CHORD 3-9=658/721,8-9=-658/721
WEBS 4-8=697/629,2-11=-426/452
NOTES-
1)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=9.Opsf;BCDL=3.Opsf;h=18ft;B=82ft;L=50ft;eave=6ft;Cat.
11;Exp C;Encl.,GCpi=0.18;MWFRS(directional);cantilever left and right exposed;end vertical left and right exposed;Lumber
DOL=1.60 plate grip DOL=1.60
2)Plates checked for a plus or minus 0 degree rotation about its center.
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)Refer to girder(s)for truss to truss connections.
7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 969 lb uplift at joint 3,579 lb uplift at
joint 8 and 383 lb uplift at joint 10.
8)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)127 lb down and 138 lb up at
1-3-15,127 lb down and 138 lb up at 1-3-15,118 lb down and 114 lb up at 4-1-14,103 lb down and 80 lb up at 4-1-14,and 153 lb
doyen and 158 lb up at 6-3-5,and 159 lb down and 160 lb up at 6-11-13 on top chord,and 96 lb down and 96 lb up at 1-3-15,96 lb
down and 96 lb up at 1-3-15,16 Ib down and 69 Ib up at 4-1-14,13 lb down and 54 lb up at 4-1-14,25 lb down and 91 lb up at
6-3-5,and 38 lb down and 95 lb up at 6-11-13,and 196 Ib down and 150 lb up at 8-10-12 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).
LOAD CASE(S) Standard
1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25
Uniform Loads(plf)
Vert:1-5=-70,5-6=-30,7-12=-20,1-10=-20
®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 MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not "
a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall ii■
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 ANSIfTP11 Quality Criteria,DSB-89 and BCSI Building Component 69D4 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 Qry Ply J33156 GHO Lot 283 March Residence
T10389602
J33156 —HJ64 Diagonal Hip Girder 1 1
Jab Reference o tional
East Coast Truss, Ft.Pierce,FL 34946 8.010 s Apr 20 2016 MiTek Industries,Inc. Wed Feb 08 07:35:15 2017 Page 2
I D:tggfYCKy4QxldZI BH5HvBby4S7L-TNnH5ZUnoHVXvWI IctUN2lwoAVeFWHjnN7RslVznGTg
LOAD CASE(S) Standard
Concentrated Loads(Ib)
Vert:8=-183(B)15=115(F=58,B=58)17=-29(B)18=-39(F)19=106(F=53,B=53)20=-13(F=3,B=-16)21=-25(B)22=-25(F)
®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 nll 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 ANSI/TPl1 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 J33156 GHO Lot 283 March Residence
T10389603
J33156 A01 PIGGYBACK BASE TRUSS 1 1
Job Reference(optional)
East Coast Truss, Ft.Pierce,FL 34946 8.010 s Apr 20 2016 MiTek Industries,Inc. Wed Feb 08 07:35:17 2017 Page 1
ID:tggfYCKy4QxldZIBH5HvBby4S7L-Pmvt WFV2JuIF8gSBjlWr7jOCylli_?b4gRwygOznGTe
-0-2-0 51-9-0
2-0-0 6-5-3 12-0-0 18-2-8 21-8-0 26-2-8 30-9-0 35-1-0 42-1-0 49-9-0 49-1-0
-10.0ii 6-5-3 5-6-13 6-2-8 3-5-8 4-6-8 4-8-8 4-4-0 7-7-12 0--0
0-2-0 1-10-0 Scale=1:102.5
8x8 =
6.00 12 Bx8= 4x4 = 6x6=
6 B 9
3x6 i 4x6
3x6 i 5
10 3x6
4x6 i 4 3x6
11 ?
3
m 12
2x4 I I 0
2x4 11
2x4 11 2x4 II
2x4 = 2 2� 0 1 5x8 2x4 = O
r 1 x — 21 38 20 19ob
N 13 _ N
N N
0
25 24 O 23 2x4 II 5x6= 3x8 = 14 0 0
4x6 = 3x6 II 5x10 = 2x4 11 17 16 15 4x6 =
3x4 11 6x6 =
1B-6-0 16-7-0
L_ 6-7-7 12-0-0 18-2-8 21-8-0 26-2-8 30-9-o 35-1-0 3Fj-1�0 �2-1'_0 49-9-0
6-7-7 5-4-9 6-2-8 3-5-8 4-6-8 4F41 4 0 10 1-0 b 6-0-4 7-7-12
Plate Offsets(X,Y)— (6:0-5-12,0-2-111.17:0-2-12,Edgel.l9:0-3-0.0-2-71 115:0-1-12.0-3-41,118:0-5-12,0-3-01,(20:0-2-8,0-3-01 (22:0-2-8 0-2-81 (24:0-4-12 0-3-01
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.69 Vert(LL) 0.32 17 >999 240 MT20 244/190
TCDL 15.0 Lumber DOL 1.25 BC 0.84 Vert(TL) -0.70 18-19 >741 180
BCLL 0.0 ' Rep Stress Incr YES WE 0.99 Horz(TL) 0.27 13 n/a n/a
BCDL 10.0 Code FBC2014/TPI2007 Matrix-AS Weight:349 lb FT=0%
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2`Except' TOP CHORD Structural wood sheathing directly applied,except
6-7:2x8 SP SS,7-9:2x6 SP No.2 2-0-0 oc purlins(4-7-0 max.):6-9.
BOT CHORD 2x4 SP No.2`Except* BOT CHORD Rigid ceiling directly applied. Except:
10-16:2x4 SP No.3 10-0-0 oc bracing:16-18
WEBS 2x4 SP No.3`Except* WEBS 1 Row at midpt 5-24,7-22,8-19,10-19
15-18:2x4 SP No.2
OTHERS 2x4 SP No.3
REACTIONS. (Ib/size) 2=-262/0-8-0,25=305110-11-5,13=1998/0-8-0
Max Horz 2=445(LC 7)
Max Uplift 2=-446(LC 18),25=-1091(LC 8),13=-796(LC 8)
Max Grav 2=13(LC 17),25=3051(LC 1),13=2039(LC 14)
FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
TOP CHORD 2-3=-379/1664,3-5=-1010/519,5-6=-1997/844,6-7=-1737/823,7-8=-2467/1052,
8-9=2509/1055,9-10=-2871/1114,10-12=-4088/1412,12-13=-3379/1184
BOT CHORD 2-25=-1480/537,24-25=-1480/537,10-18=-269/1075,13-15=-828/2902,21-22=-331/2164,
20-21=-332/2161,19-20=-436/2464,18-19=-859/3586
WEBS 3-25=-2906/979,3-24=-701/2599,5-24=-1 4421449,6-22=-225/644,7-22=-1136/346,
7-20=-199/685,8-20=-499/196,9-19=-311/923,10-19=-1513/553,12-15=-965/355,
22-24=-78/1011,5-22=-155/1068,15-18=-864/3028,12-18=-29/721
NOTES-
1)Unbalanced roof live loads have been considered for this design.
2)Wind:ASCE 7-10:Vult=160mph(3-second gust)Vasd=124mph;TCDL=9.Opsf;BCDL=3.Opsf;h=18ft;B=82ft;L=50ft;eave=6ft;Cat.
11;Exp C;Encl.,GCpi=0.18;MWFRS(directional);cantilever left and right exposed;end vertical left and right exposed;porch left
exposed;Lumber DOL=1.60 plate grip DOL=1.60
3)Provide adequate drainage to prevent water ponding.
4)Plates checked for a plus or minus 0 degree rotation about its center.
5)Th1s truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members,with BCDL=10.Opsf.
7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 446 lb uplift at joint 2,1091 lb uplift at
joint 25 and 796 lb uplift at joint 13.
8)This truss design requires that a minimum of 7116"structural wood sheathing be applied directly to the top chord and gypsum
sheetrock be applied directly to the bottom chord.
9)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,1II-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 �■��.iYi`
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 piTek•
fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPII Quality Criteria,DSB.89 and BCSI Building Component 69D4 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 J33156 GHO Lot 283 March Residence
T10389604
J33156 A02 PIGGYBACK BASE 1 1
Job Reference(optional)
East Coast Truss, Ft.Pierce,FL 34946 8.010 s Apr 20 2016 MiTek Industries,Inc. Wed Feb OB 07:35:18 2017 Page 1
ID:tggfYCKy4QxldZIBH5HvBby4S7L-tySPkbWg4Ct6m_1 KH?24gwYOBifsjVHD35gWMgznGTd
2-0-0 5-9-3 6 11 10-11-13 13-4-0 16-2-8 20-2-8 21-8- 26-2-8 30-9-0 35-1-0 42-1-12 49-9-0 1-9-0
2-0-0 5-9-3 1-2- 4-0-9 2-4-3 2-10$ 4-0-0 -5-8 4-6-8 4-6-8 4-0-0 7-0-12 7-7-4 2-0-0
Scale=1:100.8
5x5 =
6.00 12 5x5 = 5x5 = 3x6= 5x5 =
8 9 10
4x6 i 6 7
46
3x6 i 5 11
3x6
3x6 i 4 3x6
, ^ 12
o , 3 13 d
m m 2x4 II � 2x4 II °'
2x4 I 2x4 I I
2x4=
c� 2 2x4=
1
0 14 m o
25 40 41 22 42 0 15
2 26 24 23 21 -cO
d 7 •o 0
4x6__ 2x4 I 3x6=4x8 = 3x8 =3 3x8 = 19 18 3x6 —5x5 5 4x6 —
5x5 = 3x4 II =
6x8=
6-11� 13-4-0 16-2-8 20-2-8 21-8 30-9-0 35-1-0 3 -1 0 42-1-12 49-9-0
6-111 6-4-12 2-10-8 4-0-0 -5 9.1-0 4-4-0 1-0 6-0-12 7-7-4
Plate Offsets(X.Y)— f6:0-2-8.0-2-41 f8:0-2-8.0-2-41 f10:0-2-8 0-2-41,116:0-2-8 0-2-41 120:0-5-12 0-3-121 126:0-2-8 0-3-01
LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) Vdefl L/d PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.60 Vert(LL) -0.23 21-23 >999 240 MT20 244/190
TCDL 15.0 Lumber DOL 1.25 BC 0.78 Vert(TL) -0.55 21-23 >793 180
BCLL 0.0 Rep Stress Incr YES WB 0.77 Horz(TL) 0.10 14 n/a n/a
BCDL 10.0 Code FBC2014rrP12007 Matrix-AS Weight:341 lb FT=0%
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied,except
BOT CHORD 2x4 SP No.2`Except' 2-0-0 oc purlins(4-8-1 max.):6-7.8-10.
11-18:2x4 SP No.3 BOT CHORD Rigid ceiling directly applied. Except:
WEBS 2x4 SP No.3 10-0-0 oc bracing:18-20
OTHERS 2x4 SP No.3 WEBS 1 Row at midpt 6-24,7-24.9-23,11-21.5-26
REACTIONS. (lb/size) 2=331/0-8-0,26=280810-8-0,14=1651/0-8-0
Max Horz 2=440(LC 7)
Max Uplift 2=-459(LC 8),26=-1270(LC 8),14=-654(LC 8)
Max Grav 2=426(LC 17),26=2808(LC 1).14=1781(LC 14)
FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
TOP CHORD 2-3=31/546,3-5=-283/1025,7-8=-997/480,8-9=-875/448,9-10=-15501673.
10-11=-1 784/694,11-13=-2497/835,13-14=-2830/879
BOT CHORD 2-27=-715/101,26-27=-715/101,24-26=-896/642,23-24=0/735,21-23=0/1198,
20-21=-345/2069,11-20=-158/627,16-18=-51/283,14-16=-557/2396
WEBS 5-24=-507/1813,7-24=-1592/536,7-23=-175/873,8-23=-102/274,9-23=-927/353,
9-21=-1 55/601,10-21=-1 23/433,11-21=-1 040/432,16-20=-511/2134,13-20=-382/243,
5-26=-2358/829,3-27=-237/271,3-26=-677/645
NOTES-
1)Unbalanced roof live loads have been considered for this design.
2)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=9.Opsf;BCDL=3.Opsf;h=18ft;B=82ft;L=50ft;eave=6ft;Cat.
11;Exp C;Encl.,GCpi=0.18;MWFRS(directional);cantilever left and right exposed;end vertical left and right exposed;porch left
exposed;Lumber DOL=1.60 plate grip DOL=1.60
3)Provide adequate drainage to prevent water ponding.
4)Plates checked for a plus or minus 0 degree rotation about its center.
5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
wiltfit between the bottom chord and any other members,with BCDL=10.0psf.
7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 459 lb uplift at joint 2,1270 lb uplift at
joint 26 and 654 lb uplift at joint 14.
8)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and Y"gypsum
sheetrock be applied directly to the bottom chord.
9)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111II.7473 rev.1010312015 BEFORE USE.
Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not ��®®
a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall ■�fi�•
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing W A''�'�1.'
is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the �V IC
fabrication,storage.delivery,erection and bracing of trusses and truss systems,see ANSUTPII 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
J
Job, . Truss Truss Type City Ply J33156 GHO Lot 283 March Residence
T10389605
J33156 A03 Piggyback Base Girder 1 1
Job Reference(optional)
East Coast Truss, Ft.Pierce,FL 34946 8.010 s Apr 20 2016 MiTek Industries,Inc. Wed Feb 08 07:35:20 2017 Page 1
I D:tggfYCKy4QxldZI BH5HvBby4S7L-gKaA9GYwcp7p?HBjPQ4YILefwW13BO9 W WP9dRjznGTb
4a.6-0
-2-0-0 6S0 9-7-13 14-2-8 18-2-8 21-0-0 26-2-8 30-9-0 351-0 38-0-0 41-7-0 45-3-8 7-4-12 4 7-1
2-0-0 6-60 3-1-13 4-111 44}0 3-5-8 4-6-8 4E8 4�-0 3-30 3-3-0 3-88 2-1-4 -14
1-1-12
Scale=1:99.8
5x5 =
3x6 = 5x5 =
6.00 12 5.5 = 5x5= 8 9 10
2x4 11 3x
6 111
44
3x6 5 42 12 2x4 II
3x6 4 5x8= 3x6 = 5x5 =
3 13 14 15 16 m
f 2x4 II I� d
2x4 II
4 2
2x4 = 2 2 17
1
_ 5x1 x6 II �
O
35 34 33 32 31 30 45 29 0 19
__ 2x4 11 3x6 = 3x6= 3x8 =3x6 = US= 27 26 25 21 20
4x6 6%8 3x4 3x6=4x6 = 3x4 11
=
6x8 = 5x8 = 8x16 =
38-4.0 48-649-7-12
68-0 9-7-13 13-0-0 1 2 18-2-8 21-&-0 262-8 3o. 351-0 3 1- 41-7-0 45-3-8 7-4-12 4
6-GO 3-1-13 -2-8 4- 3-s-8 4S8 4-t. 4-0-0 1-0- 2-3-0 3-3-0 3A-8 2-1-0 -1-4
0-60
0-7-12
Plate Offsets(X,Y)— [6:0-2-8,0-2-4],[8:0-2-8,0-2-4],[10:0-2-8,0-2-4],[13:0-5-4,0-2-8],[16:0-2-8,0-2-12],[17:Edge,0-3-8],[18:0-6-0,0-2-8],[22:0-7-12,0-2-8],[25:0-4-0,0-1-12],
128:0-5-8.0-3,-121
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.90 Vert(LL) -0.23 29-31 >999 240 MT20 244/190
TCDL 15.0 Lumber DOL 1.25 BC 0.93 Vert(TL) -0.57 29-31 >759 180
BCLL 0.0 Rep Stress Incr NO WB 0.87 Horz(TL) 0.02 17 n/a n/a
BCDL 10.0 Code FBC2014/TPI2007 Matrix-MS Weight:374 lb 'FT=0%
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-3-11 oc purlins,
BOT CHORD 2x4 SP No.2'Except' except end verticals.
12-26,18-20:2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. Except:
WEBS 2x4 SP No.3*Except' 10-0-0 oc bracing:26-28,17-18
16-18,14-18:2x4 SP No.2 WEBS 1 Row at midpt 7-32.9-31,12-29,6-34
OTHERS 2x4 SP No.3
REACTIONS. (lb/size) 17=2194/0-6-12,2=249/0-8-0,34=2977/0-8-0
Max Horz 2=371(LC 24)
Max Uplift 17=-1136(LC 8).2=-179(LC 25).34=-1148(LC 8)
Max Grav 17=2194(LC 1),2=346(LC 13),34=2977(LC 1)
FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
TOP CHORD 2-3=-306/613,3-5=-452/1197,5-6=-219/968,6-7=-291/200,7-8=-893/417,
8-9=-749/410,9-10=-1508/700,10-12=-1740/726,12-13=-2503/956,13-14=-1489/626,
14-15=-2660/1404,15-16=-2393/1131,16-17=-1963/1032
BOT CHORD 2-35=-578/252,34-35=-578/252,32-34=-759/423,31-32=-28/292,29-31=-262/1116,
28-29=-740/2150,12-28=-276/766,25-26=-75/266,21-25=-849/1967,18-22=-443/657
WEBS 3-35=0/272,3-34=-775/345,6-32=-694/1840,7-32=-1581/626,7-31=-338/1113,
9-31=-1025/430,9-29=-225/688,10-29=-148/431,12-29=1146/563,25-28=-917/2281,
13-28=-442/291,24-25=-977/357,13-24=966/369,21-22=-1650/747,14-22=-976/692,
5-34=-650/391,6-34=-2002/648,15-18=-350/374,16-18=-1271/2743,14-18=-277/464,
22-25=-327/1011,13-22=-904/344,18-21=-958/2248
NOTES-
1)Unbalanced roof live loads have been considered forthis design.
2)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=9.Opsf;BCDL=3.Opsf;h=18ft;B=82ft;L=50ft;eave=6ft;Cat.
II;Exp C;Encl.,GCpi=0.18;MWFRS(directional);cantilever left and right exposed;end vertical left and right exposed;Lumber
DOL=1.60 plate grip DOL=1.60
3)Provide adequate drainage to prevent water ponding.
4)Plates checked for a plus or minus 0 degree rotation about its center.
5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members,with BCDL=1 O.Opsf.
7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 1136 lb uplift at joint 17,179 lb uplift at
joint 2 and 1148 lb uplift at joint 34.
8)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)104 lb down and 138 lb up at
43-8-4,248 lb down and 277 lb up at 45-8-4,and 248 lb down and 277 lb up at 47-8-4,and 266 lb down and 258 lb up at 49-6-0 on
top chord. The design/selection of such connection device(s)is the responsibility of others.
- --_---'on loads anolied to the face of the truss are not
®WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.1010312015 BEFORE USE. '
Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not
a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall p�A
building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing i V l 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 ANSIITP11 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
< J
Job; f rAO3
Truss Type Qty Ply J33156 GHO Lot 283 March Residence
T10389605
J33156 Piggyback Base Girder 1 1
Job Reference(optional)
East Coast Truss, Ft.Pierce,FL 34946 8.010 s Apr 20 2016 MiTek Industries,Inc. Wed Feb 08 07:35:20 2017 Page 2
ID:tggfYCKy4QxldZl BH5HvBby4S7L-gKaA9GYwcp7p?HBj PQ4YILefwW13BO9W WP9dRjznGTb
LOAD CASE(S) Standard
1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25
Uniform Loads(plf)
Vert:1-6=-70,6-7=-70,7-8=-70,8-10=-70,10-13=-70,13-16=-70,28-39=-20,26-27=-20,20-26=-20,19-20=-20,17-18=-20,22-24=-20
Concentrated Loads(lb)
Vert:15=-208(F)16=-250(F)43=-64(F)44=-208(F)
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 properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing
is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the p pg
iTek"
fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPII 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
r p
F
r Truss Truss Type Qty Ply J33156 GHO Lot 283 March Residence
T70389606
�A04 PIGGYBACK BASE 1 1
Job Reference(optional)
East Coast Truss, Ft.Pierce,FL 34946 8.010 s Apr 20 2016 MiTek Industries,Inc. Wed Feb 08 07:35:22 2017 Page 1
I D:tggfYCKy4QxldZI BH5HvBby4S7L-mjiwZyZA8RNXFbL5Wr6Ogmj4jJ 19flzp_jejVbznGTZ
1-2-0-01 6-5-4 12-4-0 16-4-0 21-8-0 26-2-8 30-9-0 34-7-0 39-8 8 45-7-12
�2-0-0 6-5-4 5-10-12 4-0-0 5-4-0 4-0-8 4-6-8 ' 3-1 0-0 5-1-8 5-114
Scale=1:89.2
5x5 =
3x6 = 5x5 =
7 8 31 9
6.00 12 5x5 = 3x4 II
5x5=
10
3x6 5-
5x5 = 4x6 =
2x4 II 4 11 12
3 N
m
2x4 II N
2x4 II 15 El
2x4 = 2 6x8 14 13
m
1 `V 4x6 = 3x4 II
d 23 32 22 21 33 34 35 20 19 36 18 17 16
o _
4x6 —_ 3x6= 3x6 3x8 = 3x8 = 3x4 II
5x5 =
3x6 =
6-5-4 12-4-0 1 16-4-0 21-8-0 30-9-0 34-7-0 3 -7- 39-8-8 45-7-12
65,
5-10-12 0-8- 3-4-0 5-4-0 9-1-0 3-10-0 1-0- 4-1-8 5-11�
Plate Offsets(X,Y)— f5:0-2-8.0-2-41.f7:0-2-8,0-2-41.19:0-2-8 0-2-41.f15:0-2-8.0-2-121,f21:0-2-8.0-3-01
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.63 Vert(LL) -0.24 18-20 >999 240 MT20 2441190
TCDL 15.0 Lumber DOL 1.25 BC 0.76 Vert(TL) -0.57 18-20 >680 180
BCLL 0.0 Rep Stress Incr YES WB 0.85 Horz(TL) 0.07 13 n/a n/a
BCDL 10.0 Code FBC2014fTP12007 Matrix-AS Weight:298 lb FT=0%
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals.
BOT CHORD 2x4 SP No.2'Except* BOT CHORD Rigid ceiling directly applied. Except:
10-17:2x4 SP No.3 6-0-0 oc bracing:15-17
WEBS 2x4 SP No.3*Except* WEBS 1 Row at midpt 7-20,8-20,9-18,6-21,5-21,5-23
12-14:2x4 SP No.2
OTHERS 2x4 SP No.3
REACTIONS. (lb/size) 13=1158/0-6-12,2=35/0-8-0,21=3069/0-8-0
Max Horz 2=397(LC 7)
Max Uplift 13=-371(LC 8),2=-380(LC 7),21=-1442(LC 8)
Max Grav 13=1172(LC 14),2=195(LC 17).21=3069(LC 1)
FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
TOP CHORD 2-3=16611157,3-5=0/1195,5-6=-549/1552,6-7=-493/183,7-8=-356/217,8-9=-977/449,
9-10=-2143/779,10-11=-2136/651,11-12=-3106/958,12-13=-1096/378
BOT CHORD 2-23=-1207/55,21-23=-1403/610,20-21=-801/435,18-20=-66/705,10-15=-399/248,
14-15=-905/3109
WEBS 3-23=-533/335,,6-20=-491/1546,8-20=-876/358,8-18=-165/532,9-18=-853/266,
15-1 8=-1 38/1090,9-15=-544/1742,11-15=-1411/515,11-14=-829/320,12-14=-907/3071,
6-21=-1 784/684,5-21=-1 321/743,5-23=-806/815
NOTES-
1)Unbalanced roof live loads have been considered for this design.
2)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=9.Opsf;BCDL=3.Opsf;h=18ft;B=82ft;L=50ft;eave=6ft;Cat.
II;,Exp C;Encl.,GCpi=0.18;MWFRS(directional);cantilever left and right exposed;end vertical left and right exposed;porch left
exposed;Lumber DOL=1.60 plate grip DOL=1.60
3)Provide adequate drainage to prevent water ponding.
4)Plates checked for a plus or minus 0 degree rotation about its center.
5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6)'Tftis 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.
7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 371 lb uplift at joint 13,380 lb uplift at
joint 2 and 1442 lb uplift at joint 21.
8)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and'/V gypsum
sheetrock be applied directly to the bottom chord.
®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE M11-7473 rev.1010312015 BEFORE USE.
Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not
a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek'
is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the
fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSUTPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312.Alexandria,VA 22314. Tampa,FL 36610
r
. r Truss Truss Type Qty Ply J33156 GHO Lot 283 March ResidenceT10389607
156 �I%05 Piggyback Base 1 1
Job Reference o tional
East Coast Truss, Ft.Pierce,FL 34946 8.010 s Apr 20 2016 MiTek Industries,Inc. Wed Feb 08 07:35:23 2017 Page 1
I D:tggfYCKy4QxldZI BH5HvBby4S7L-EvGI nlapvkVOslv14YdFN_FFnjNFOkiyCNNH22znGTY
1
-2-0.0 1 5-5-4 i 10-4-0 i 14-4-0 21-8-0 26-2-8 30-9-0 34-7-0 37-8-8 89-11-10 45-7T 12
2-0.0 5-5-4 4-10-12 4 7-4-0 4-6-8 4-6-8 3-10-0 2-3-2 5-8-2
Scale=1:89.2
5x5 =
3x6= 5x5 =
7 8 32 9
3x4 II 2x4 II
6.00 12
5x8 = 5x6 = 10 5x5= 46 =
3x6 - 5 6 11 12 13
c?
3x6 i 4 � N
0
us
2x4 II 3
n 2x4 16
2x4 = 2 6x8 = 15 14 �
1 4x10 = 3x6
o6
o 25 24 23 2234 35 21 20 33 19 18 17
_
4x6 —_ 2x4 II 3x6 3x8 = 3x8 = 3x4 11
3x6 = 5x5=
3x6 =
5-5-4 10-0-0 13-0-0 i4-0-0 21-8-0 30.9-0 34-7-0 367-037-8-8 39-11-10 457-12
5-5-4 410.12 2-8-0 -4-0 74-0 9-1-0 3-10-0 -0-0 2-1-8 2-32 5-&2
Plate Offsets(X,Y)— f5:0-6-0,0-2-81.f7:0-3-0.0-2-81 f9:0-2-8.0-2-41 f16:0-2-8 0-2-81,f22:0-2-8 0-3-01
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.61 Vert(LL) -0.24 19-21 >999 240 MT20 244/190
TCDL 15.0 Lumber DOL 1.25 BC 0.77 Vert(TL) -0.54 19-21 >715 180
BCLL 0.0 Rep Stress Incr YES WB 0.95 Horz(TL) 0.08 14 n/a n/a
BCDL 10.0 Code FBC2014/TP12007 Matrix-AS Weight:305 lb FT=0%
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals.
BOT CHORD 2x4 SP No.2"Except` BOT CHORD Rigid ceiling directly applied. Except:
10-18:2x4 SP No.3 6-0-0 oc bracing:16-18
WEBS 2x4 SP No.3 WEBS 1 Row at midpt 7-21,8-21,9-19
OTHERS 2x4 SP No.3
REACTIONS. (lb/size) 14=1258/0-6-12,2=26210-8-0.22=274210-8-0
Max Horz 2=424(LC 7)
Max Uplift 14=-427(LC 8),2=-146(LC 8),22=-1002(LC 8)
Max Grav 14=1258(LC 1),2=361(LC 17),22=2831(LC 13)
FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
TOP CHORD 2-3=224/532,3-5=-300/903,5-6=-391/1265,6-7=-779/330,7-8=-581/369,
8-9=-1116/537,9-10=-2325/917,10-11=-2280/805,11-12=-2123/761,12-13=-2123/761,
13-14=-1197/439
BOT CHORD 2-25=-533/158,24-25=-533/158,22-24=-861/300,21-22=-963/374,19-21=-180/872,
10-16=-317/198,15-16=-801/2557
WEBS 3-24=-624/269,5-24=-109/320,6-21=-520/1731,8-21=-759/273,8-19=-107/447,
9-19=-877/286,16-19=-255/1266,9-16=-620/1805,11-16=-802/332,13-15=-753/2262,
12-15=-331/194,11-15=-788/260,5-22=-1085/417,6-22=-1725/686
NOTES-
1)Unbalanced roof live loads have been considered for this design.
2)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=9.Opsf;BCDL=3.Opsf;h=18ft;B=82ft;L=50ft;eave=6ft;Cat.
II;I- xp C;Encl.,GCpi=0.18;MWFRS(directional);cantilever left and right exposed;end vertical left and right exposed;Lumber
DOL=1.60 plate grip DOL=1.60
3)Provide adequate drainage to prevent water ponding.
4)Plates checked for a plus or minus 0 degree rotation about its center.
5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members,with BCDL=10.Opsf.
7)Provide mechanical connection(by others)of truss to bearing plate Capable of withstanding 427 lb uplift at joint 14,146 lb uplift at
joint 2 and 1002 lb uplift at joint 22.
8)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and'/"gypsum
sheetrock be applied directly to the bottom chord.
®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,7II-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 propedy 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 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
3
rJ33156
. Truss Truss Type Qty Ply J33156 GHO Lot 283 March ResidenceT10389608
�A06 ROOF SPECIAL 1 1
Job Reference o tional
East Coast Truss, Ft.Pierce,FL 34946 8.010 s Apr 20 2016 MiTek Industries,Inc. Wed Feb 08 07:35:24 2017 Page 1
I D:tggfYCKy4QxidZl BH5HvBby4S7L-i6gg_ebRg2dFUvUUeG8UvBoRi7iw7B66R17gaUznGTX
i-2-0.0 i 4-5-4 &4-0 12-4-0 17-8-0 23-0.0 29-5-0 34-7-0 37-7-0 41-5-10 45-7-12
2-0-0 4-5-4 3-10-12 _ 4-0-0 5-4-0 5-4-0 &5-0 5-2-0 3-0-0 3-10.10 4-2-2
Scale=1:89.2
• 5x8 =
5x5 =
7 32 8
3x8! 3x4 II
5 9 5x5 = 3x4 II
5x5= 5x5 = 10 3x6 — 12
0 6.00 12 4 M
0
�' 2x4 J 31 or
2x4 11 3 m
'4 2x4 11 15
4 2x4 — 6x8 = 14 13 0
of
1— 2 3x6 = 5x5 = `"
o o 24 23 22 21 33 20 19 34 18 17 16
_
4x6 = 3x8 = 3x6 2x4 II 3x6= 3x8 = 3x4 11
5x5 = 3x6 =
37-7-0
8-0-0 12-0-0 1 0 17-8-0 23-0-0 29-5-0, 34-7-0 Too
457-12
e-4-0 4-0.0 0. 4-8-0 5-4-0 15-0 5-2-0 -0.o 2-0-0 8-0-12
Plate Offsets(X,Y)— 14:0-2-8,0-2-41,17:0-6-0.0-2-81 18:0-2-8.0-2-41.115:0-2-8.0-2-121 122:0-2-8 0-3-01
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 0.53 Vert(LL) 0.18 16 >999 240 MT20 2441190
TCDL 15.0 Lumber DOL 1.25 BC 0.80 Vert(TL) -0.38 16 >999 180
BCLL 0.0 Rep Stress Incr YES WB 0.94 Horz(TL) 0.11 . 13 n/a n/a
BCDL 10.0 Code FBC20141TP12007 Matrix-AS Weight:311 ib FT=0%
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals.
I BOT CHORD 2x4 SP No.2"Except* BOT CHORD Rigid ceiling directly applied. Except:
9-17:2x4 SP No.3 10-0-0 oc bracing:15-17
WEBS 2x4 SP No.3 WEBS 1 Row at midpt 7-20,8-18,6-22
OTHERS 2x4 SP No.3
REACTIONS. (lb/size) 13=1321/0-6-12,2=420/0-8-0,22=2521/0-8-0
Max Horz 2=454(LC 7)
Max Uplift 13=-436(LC 8),2=-447(LC 8),22=-1227(LC 8)
Max Grav 13=1321(LC 1).2=496(LC 17),22=2521(LC 1)
FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
TOP CHORD 2-3=-296/249,3-4=-2/489,4-5=0/392,5-6=-434/1158,6-7=-993/433,7-8=-1111/547,
8-9=2503/976,9-10=-2431/835,10-11=-2756/920
BOT CHORD 2-24=-564/220,22-24=-904/388,21-22=-76/439,20-21=-76/439,18-20=-135/852,
9-15=-369/231,14-15=-806/2749,13-14=496/1645
WEBS 3-24=-376/265,4-24=-448/107,5-24=-634/886,6-20=-213/773,7-20=-478/199,
7-18=-202/574,8-18=-842/305,15-18=-213/1140,8-15=-636/1831,10-15=-870/310,
10-14=-676/265,11-14=-370/1369,11-13=-1946/676,6-22=-2305/840,5-22=-557/473
NOTES-
1)Unbalanced roof live loads have been considered for this design.
2)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=9.Opsf;BCDL=3.Opsf;h=18ft;B=82ft;L=50ft;eave=6ft;Cat.
11;Exp C;Encl.,GCpi=0.18;MWFRS(directional);cantilever left and right exposed;end vertical left and right exposed;porch left
exposed;Lumber DOL=1.60 plate grip DOL=1.60
3)Provide adequate drainage to prevent water ponding.
4)Plates checked for a plus or minus 0 degree rotation about its center.
5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
wilt fit between the bottom chord and any other members,with BCDL=10.Opsf.
7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 436 lb uplift at joint 13,447 lb uplift at
joint 2 and 1227 lb uplift at joint 22.
8)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and Y"gypsum
sheetrock be applied directly to the bottom chord. "
WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. R
Design valid for use only wdh MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not B' -
a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall �i•�`
building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing W
is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the qITe k•
fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPII 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
FobTruss Truss Type Qty Ply J33156 GHO Lot 283 March ResidenceT10356 �AWG ROOF SPECIAL GIRDER 1 1
Job Reference o tional
East Coast Truss, Ft.Pierce,FL 34946 8.010 s Apr 20 2016 MiTek Industries,Inc. Wed Feb 08 07:35:25 2017 Page 1
I D:tggfYCKy4QxldZI BH5HvBby4S7L-AIN3C_c3RM16623gBzgjSPLXyXOcsfsFghsO6wznGTW
2-0-0 3-5 4 6 4-0 10 4-0 15 8-0 21-0-0 26-2-8 31-5-0 34-7-0 , 39-7-0 42-5-10 ,_45-7-12
2-0-0 3-5-4 2-10-12 4-0-0 5-4-0 5-41 5-2-8 5-2-8 3-2-0 5-0-0 2-10-10 3-2-2
Scale=1:89.2
5x8= 2x4 II 5x8 =
7 8 35 9
3x4 11
3x6 i 10
6 5x5=3X6 = 4x6 =
5x8 = 5x5 = 11 12 13
6 6.00 12 40
q m
a 2x4 0D
2xa II N
2x4 II 3 7
2x4 — 7x8 = 16 15 14
m — 2 3x6 = 3x8 = 3x6 II a
r 1
36 25 37 38 39 22 40 18
0 27 26 24 23 21 20 19
4x6 = 3x6 = 3x6 =3x6 3x6 = 34 3x8= 3x6 = 3x4 11
5x5 =
3-5-4 6-4-0 10-4-0 13-4-0 17-2-0 21-0-0 26-2-8 31-5-0 34-7-0 3 -7- 39-7-0 42-5-10 45-7-12
3-5-4 2-10-12 4-0-0 3-0-0 3-10-0 3-10-0 5-2-8 5-2-8 3-2-0 1-0- 4-0-0 2-10-10 3-2-2
Plate Offsets(X,Y)— f4:0-6-0,0-2-81.f7:0-6-0.0-2-81.f9:0-5-8,0-2-41,f15:0-3-8,0-1-81.f17:0-2-12,0-2-121.f24:0-2-8,0-3-01
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.88 Vert(LL) 0.22 18 >999 240 MT20 244/190
TCDL 15.0 Lumber DOL 1.25 BC 0.90 Vert(TL) -0.44 16-17 >876 180
BCLL 0.0 Rep Stress Incr NO WB 0.84 Horz(TL) 0.13 14 n/a n/a
BCDL 10.0 Code FBC2014fTP12007 Matrix-MS Weight:310 lb FT=0%
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-1-10 oc purlins,
BOT CHORD 2x4 SP No.2`Except* except end verticals.
10-19:2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 4-10-6 oc bracing. Except:
WEBS 2x4 SP No.3 10-0-0 oc bracing:17-19
OTHERS 2x4 SP No.3 WEBS 1 Row at midpt 6-24,7-23.8-21,9-21,9-20
REACTIONS. (lb/size) 14=1234/0-6-12,2=691/0-8-0,24=3573/0-8-0
Max Horz 2=384(LC 7)
Max Uplift 14=475(LC 25),2=-719(LC 8),24=-1944(LC 8)
Max Grav 14=131O(LC 14),2=776(LC 17),24=3580(LC 29)
FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
TOP CHORD 2-3=972/1078,3-4=807/1193,4-5=-554/1167,5-6=-890/1825,6-7=-840/478,
7-8=1092/607,8-9=-10921607,9-10=-2519/1061,10-11=-2519/943,11-12=-3478/1264,
12-13=-2030/762,13-14=-12671480
BOT CHORD 2-27=-1273/824,26-27=-1342/701,24-26=-1271/549,23-24=-688/435,21-23=-225/726,
20-21=-319/1151,10-17=-379/240,16-17=-1211/3481,15-16=-680/1961
WEBS 4-27=-812/849,4-26=-1516/1071,5-26=-1018/1360.5-24=-1281/1092,6-24=-2610/1142,
6-23=-501/1435,7-23=-902/415,7-21=-372/947,8-21=-420/220,9-21=-384/146,
9-20=-795/285,17-20=-404/1496,9-17=-744/2107,11-17=-1447/563,11-16=-887/370,
12-16=-600/1735,12-15=-1117/433,13-15=-823/2277,3-27=-292/224
NOTES-
1)Unbalanced roof live loads have been considered for this design.
2)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=9.Opsf;BCDL=3.Opsf;h=18ft;B=82ft;L=50ft;eave=6ft;Cat.
11;Exp C;Encl.,GCpi=0.18;MWFRS(directional);cantilever left and right exposed;end vertical left and right exposed;porch left
exposed;Lumber DOL=1.60 plate grip DOL=1.60
3)Provide adequate drainage to prevent water ponding.
4)Plates checked for a plus or minus 0 degree rotation about its center.
5)Thi'.truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members,with BCDL=10.Opsf.
7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 475 lb uplift at joint 14,719 lb uplift at
joint 2 and 1944 lb uplift at joint 24.
8)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)207 lb down and 178 lb up at
6-4-0 on top chord,and 620 lb down and 552 lb up at 6-4-0,220 lb down and 116 lb up at 8-4-12,and 220 lb down and 116 lb up at
10-4-12,and 219 lb down and 117 lb up at 12-4-12 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).
®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MI1.7473 rev.1010312015 BEFORE USE.
Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not
n 2
a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design Into the overall �1�'•
building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing M ITek�
is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the
fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPII Quality Criteria,DSB-89 and Bost Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312.Alexandra,VA 22314. Tampa,FL 36610
Job. Truss Truss Type Qty Ply �..)33156 GHO Lot 283 March Residence
T10389609
J33156 A07G ROOF SPECIAL GIRDER 1 1
Job Reference(optional)
East Coast Truss, Ft.Pierce,FL 34946 8.010 s Apr 20 2016 MiTek Industries,Inc. Wed Feb 08 07:35:26 2017 Page 2
I D:tggfYCKy4QxldZIBH5HvBby4S7L-eUxRPKchCftzjCeslhBy_cdixLrb66PuLcxeMznGTV
LOAD CASE(S) Standard
1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25
Uniform Loads(plf)
Vert:1-4=70,4-5=-70,5-7=-70,7-9=-70,9-11=-70,11-13=-70,19-31=-20,18-19=-20,14-17=-20
Concentrated Loads(lb)
Vert:4=-1 28(B)27=-575(B)26=-1 78(B)36=-1 78(B)37=-1 78(B)
®WARNING-Verity 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 properly incorporate this design into the overall i•�`
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing M iTe k•
is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the
fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSITfP11 Quality Criteria,DSB-89 and Bost Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Atexandria,VA 22314. Tampa,FL 36610
Job i r Truss Truss Type Qty Ply J33156 GHO Lot 283 March Residence
' T10389610
J33156 A08 PIGGYBACK BASE TRUSS 1 1
Job Reference o tional
East Coast Truss, Ft.Pierce,FL 34946 8.010 s Apr 20 2016 MiTek Industries,Inc. Wed Feb 08 07:35:27 2017 Page 1
I D:tggfYCKy4QxIdZI BH5HvBby4S7L-6hVpdgdJzz?gLMD3JOiBXgQwyKigKazY7?LUBpznGTU
-0-2-0 - 51-9-0
2-0-0 6-3-0 11-11-8 17-8-0 24-2-8 30-9-0 35-1-0 42-1-4 49-9-0
-10-0 6-3-0 5-e-8 6-6-8 6-6-6 4-4-0 7-0-4 7-7-12
0-2-0 1-10-0 Scale=1:100.7
5x8 =6.00 12 2x4 II 5x8=
6 7 8
3X6Z 4X6
i
3x6 5 9 3x6
3x6
m 3x6 4 10 cn
3 11
m 2X4 II �
2X4 II 2x4 II 2x4 =
2x4 = 2 2x4 II
r
1
d 12 �
22 21 20 35 19 36 18 0 13 .o d
3x6 // 5X6 = 3X6 = 5x8 = 3X6 = 16 15 6 0
4x6 =
4x6— 3x4 II 6x —
6x8 =
5-1-0 11-111 1710 24-21 30-9-0 5-1-1 3 -1- 42-1-4 49-9-0
5-1-0 6-10. '41 6-G-8 6-6-8 4-4-0 1 0 6-0-4 7-7-12
Plate Offsets MY)— I6:0-6-0,0-2-81,18:0-6-0.0-2-81,114:0-2-8.0-3-01,117:0-5-12,0-4-01.119:0-4-0,0-3-01.121:0-2-4,0-3-01
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.66 Vert(LL) 0.28 16 >999 240 MT20 2441190
TCDL 15.0 Lumber DOL 1.25 BC 0.86 Vert(TL) -0.61 16 >885 180
BCLL 0.0 Rep Stress Incr YES WB 0.81 Horz(TL) 0.19 12 n/a n/a
BCDL 10.0 Code FBC2014/TP12007 Matrix-AS Weight:319 lb FT=0%
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied,except
BOT CHORD 2x4 SP No.2`Except' 2-0-0 oc purlins(3-2-14 max.):6-8.
9-15:2x4 SP No.3 BOT CHORD Rigid ceiling directly applied. Except:
WEBS 2x4 SP No.3"Except' 10-0-0 oc bracing:15-17
14-17:2x4 SP No.2 WEBS 1 Row at midpt 6-20,7-19,8-19,9-18
OTHERS 2x4 SP No.3
REACTIONS. (lb/size) 2=-273/0-8-0,22=2955/0-8-0,1 2=21 0 810-8-0
Max Horz 2=440(LC 7)
Max Uplift 2=-417(LC 14),22=-1044(LC 8),12=-829(LC 8)
Max Grav 22=2993(LC 13),12=2203(LC 14)
FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
TOP CHORD 2-3=-417/1692,3-5=-1773/747,5-6=-2099/930,6-7=-2339/1050,7-8=-2339/1050,
8-9=-2774/1113,9-11=-3551/1270,11-12=-3738/1257
BOT CHORD 2-22=-1428/567,21-22=-458/191,20-21=-267/1716,19-20=-269/1965,18-19=-434/2321,
17-18=-734/3016,9-17=-184/725,14-15=-85/313,12-14=-894/3205
WEBS 3-22=-3100/1050,3-21=-520/1998,5-21=-857/305,5-20=-33/548,6-20=-257/56,
6-19=-275/960,7-19=-505/261,8-18=-280/972,9-18=-1124/450,14-17=-816/2920,
11-14=-314/166
NOTES-
1)Unbalanced roof live loads have been considered for this design.
2)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=9.Opsf;BCDL=3.Opsf;h=18ft;B=82ft;L=50ft;eave=6ft;Cat.
II;Exp C;Encl.,GCpi=0.18;MWFRS(directional);cantilever left and right exposed;end vertical left and right exposed;porch left
exposed;Lumber DOL=1.60 plate grip DOL=1.60
3)Provide adequate drainage to prevent water ponding.
4)Plates checked for a plus or minus 0 degree rotation about its center.
5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members,with BCDL=10.Opsf.
7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 417 lb uplift at joint 2,1044 lb uplift at
joint 22 and 829 lb uplift at joint 12.
8)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and 1/2"gypsum
sheetrock be applied directly to the bottom chord.
9)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
®WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,711.7473 rev.1010312015 BEFORE USE.
Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not
a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek
is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the
fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPII 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,Alexandra,VA 22314. Tampa,FL 36610
Job . . Truss Truss Type TtyJ33156 A09 HIPTRUSS 1 Ply J33156 GHO Lot 283 March Residence
T10389611
Job Reference o tional
East Coast Truss, Ft.Pierce,FL 34946 8.010 s Apr 20 2016 MiTek Industries,Inc. Wed Feb 08 07:35:28 2017 Page 1
ID:tggfYCKy4QxldZlBH5HvBby4S7L-bt3BgOexkH7hzWoFt6DQ41 z25k2u31 Lh Me52jFznGTT
-0-2-0 51-9-0
2-0-0 630 11-11-8 18-10-0 24-2-8 2g7-0 35-1-0 42-1-4 49-9-0 49- -0
1-10-0 630 6-10$ 548 14. 5S0 7-0.4 7-7-12 0.-0
0-2-0
t-10-0
Scale=1:98.9
5x8 =
2x4 11 5x8 =
6.00 12
6 7 8
3x6 / 3x6 4x6
5
3X8 9 3x6
3x6
L6 i 4 10
d 3 11 d
2x4 II
2x4 II
2x4 II 1r0.0 2x4 11
2x4 = 2 I—I 2x4 =
r-
1
o _
24 23 37 22 38 21 39 20 15 13 �o 0
4x6 = 4x4 // 5x6 = 3x6 = 5x8 = 3x6 = 19 16 14 46 —
4x6 = 6x6 =
7x8=
2x4 11
2x4 11
37-1-0
5-1-0 11-118 18,10-0 24-2$ 29-7-0 35-1-0 3 1- 4111 499-0
5-1-0 6-10-8 6-10.8 548 5-48 5S0 1- 5-0-4 7-7-12
1 0-0
Plate Offsets(X,Y)— f6:0-6-0.0-2-81,f8:0-6-0.0-2-81.114:0-2-8.0-3-01 117:0-6-0,0-4-121 f21:0-4-0 0-3-01 123:0-2-4 0-3-01
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl L/d PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.82 Vert(LL) 0.25 16 >999 240 MT20 244/190
TCDL 15.0 Lumber DOL 1.25 BC 0.87 Vert(TL) -0.59 18-20 >914 180
BCLL 0.0 Rep Stress Incr YES WB 0.80 Horz(TL) 0.18 12 n/a n/a
BCDL 10.0 Code FBC2014frP12007 Matrix-AS Weight:324 lb FT=0%
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied.
BOT CHORD 2x4 SP No.2"Except' BOT CHORD Rigid ceiling directly applied. Except:
17-21:2x4 SP No.1 6-0-0 oc bracing:9-15
WEBS 2x4 SP No.3*Except* WEBS 1 Row at midpt 6-22,7-21,8-21,9-20
14-17,11-17:2x4 SP No.2
OTHERS 2x4 SP No.3
REACTIONS. (lb/size) 2=-241/0-8-0,24=2919/0-8-0,12=2111/0-8-0
Max Horz 2=465(LC 7)
Max Uplift 2=-386(LC 14),24=-1033(LC 8),12=-831(LC 8)
Max Grav 24=3020(LC 13),12=2208(LC 14)
FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
TOP CHORD 2-3=-399/1672,3-5=1818/757,5-6=-2150/939,6-7=-220211012,7-8=-220 211 01 2,
8-9=267111069,9-11=-3636/1286,11-12=-3732/1251
BOT CHORD 2-24=-1401/552,23-24=-432/192,22-23=281/1818,21-22=-256/2003,20-21=-384/2223,
18-20=-785/3137,17-18=-785/3141,9-17=-143/684,14-15=-248/631,12-14=-885/3195
WEBS 3-24=-314411036,3-23=-524/2057,5-23=824/310,5-22=23/476,6-21=-214/792,
7-21=-382/175,8-21=-308/108,8-20=-253/920,9-20=-1237/501,14-17=-646/260 1,
11-14=-3411152
NOTES-
1)Unbalanced roof live loads have been considered for this design.
2)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=9.Opsf;BCDL=3.Opsf;h=18ft;B=82ft;L=50ft;eave=6ft;Cat.
II;.Exp C;Encl.,GCpi=0.18;MWFRS(directional);Cantilever left and right exposed;end vertical left and right exposed;porch left
exposed;Lumber DOL=1.60 plate grip DOL=1.60
3)Provide adequate drainage to prevent water ponding.
4)Plates checked for a plus or minus 0 degree rotation about its center.
5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6)•Trii9 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.
7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 386 lb uplift at joint 2,1033 lb uplift at
joint 24 and 831 lb uplift at joint 12.
8)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and'11"gypsum
sheetrock be applied directly to the bottom chord.
WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 117II.7473 rev.1010312015 BEFORE USE. *R
Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not e(]
a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing M iTe k•
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSUTPII 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 r r Truss Truss Type Qty Ply J33156
J33156 A09A HIP 1 1 Jab GHO Lot 283 March Residence
T10389612
Reference o tional
East Coast Truss, Ft.Pierce,FL 34946 8.010 s Apr 20 2016 MiTek Industries,Inc. Wed Feb 08 07:35:29 2017 Page 1
1 D:tggfYCKy4QxldZI BH5HvBby4S7L-33dZ1 LfZVaGYagNRQpkfcFVGm805oVSrblgbFhznGTS
-0-2-0 51-9-0
2-0-0 5-1-011-0-6 16-10-0 24-2-8 31-7-0 35-1-0 42-1-12 49-9-0 49-1-0
-10-0 5-1-0 0-0-1 5-0-11 5-9-10 7-4-8 7-4-8 3-6-0 7-0-12 7-7-4 0--0
0-2-0 1-10-0 Scale=1:98.9
2x4 II
5x8 =
6.00 FIT 3x6 = 5x8 =
6 7 8 9
• 4 31 3x6 10 3x6
5 ,
4 3x6
M 4x6� 11
J 12 v5
2x4 II 3 2x4 II d,
2x4 II 2x4 11
n 2x4 = 2 2x4 =
o
1 13
0 23 22 21 36 20 37 19 O 14 �6 6
4x6 —_ 3x6 II 5x6 = 3x6 = 5x8 = 3x6 = 17 16 15 4x6
3x4 11 6x6 _
6x8 =
5-1-0 11-0-6 16-10-0 24-2-8 31-7-0 35-1-0 3-1- 42-1-12 49-9-0
5-1-0 5-11-6 5-9-10 7-4-8 7-4-8 3-6-0 1-0- 6-0-12 7-7-4
Plate Offsets(X,Y)— I6:0-6-0,0-2-81.I9:0-6-0.0-2-81.I15:0-2-8,0-3-01 I18:0-5-12,0-4-41.120:0-4-0 0-3-01.f22:0-1-12,0-3-01
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 0.64 Vert(LL) 0.29 17 >999 240 MT20 244/190
TCDL 15.0 Lumber DOL 1.25 BC 0.87 Vert(TL) -0.62 17 >866 180
BCLL 0.0 Rep Stress Incr YES WB 0.74 Horz(TL) 0.18 13 n/a n/a
BCDL 10.0 Code FBC2014/TPI2007 Matrix-AS Weight:315 lb FT=0%
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied.
BOT CHORD 2x4 SP No.2`Except` BOT CHORD Rigid ceiling directly applied. Except:
10-16:2x4 SP No.3 10-0-0 oc bracing:16-18
WEBS 2x4 SP No.3*Except* WEBS 1 Row at midpt 6-21,7-20,9-20,10-19
3-22,15-18:2x4 SP No.2
OTHERS 2x4 SP No.3
REACTIONS. (Ib/size) 2=-197/0-8-0,23=2872/0-8-0.13=2114/0-8-0
Max Horz 2=422(LC 7)
Max Uplift 2=-343(LC 18),23=-1033(LC 8),13=-831(LC 8)
Max Grav 23=2924(LC 13),13=2216(LC 14)
FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
TOP CHORD 2-3=-321/1409,3-5=-1685/698,5-6=-2125/923,6-7=-2497/1088,7-9=-2497/1088,
9-10=-2900/1143,10-12=-3579/1273,12-13=3772/1263
BOT CHORD 2-23=-1202/465,22-23=-1202/465,21-22=-254/1634,20-21=-286/1993,19-20=-478/2425,
18-19=-733/3032,1 0-1 8=-1 921717,15-16=-78/341,13-15=-900/3237
WEBS 3-22=483/2776,5-22=-10121362,5-21=-46/661,6-21=-297/65,6-20=-315/1059,
7-20=-579/303,9-19=-277/981,10-19=-1051/421,15-18=829/2924,12-18=-259/189,
12-15=-313/168,3-23=-2843/964
NOTES-
1)Unbalanced roof live loads have been considered for this design.
2)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=9.Opsf;BCDL=3.Opsf;h=18ft;B=82ft;L=50ft;eave=6ft;Cat.
11;Fxp C;Encl.,GCpi=0.18;MWFRS(directional);cantilever left and right exposed;end vertical left and right exposed;porch left
exposed;Lumber DOL=1.60 plate grip DOL=1.60
3)Provide adequate drainage to prevent water ponding.
4)Plates checked for a plus or minus 0 degree rotation about its center.
5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members,with BCDL=10.Opsf.
7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 343 lb uplift at joint 2,1033 lb uplift at
joint 23 and 831 lb uplift at joint 13.
8)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and''/V gypsum
sheetrock be applied directly to the bottom chord.
®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,1II-7473 rev.1010312015 BEFORE USE.
Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not
a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek•
is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the
fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPII 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 . r Truss Truss Type Oty PlyTjo
156 GHO Lot 283 March Residence
T10389613
J33156 A10 Hip 1
Reference o tional
East Coast Truss, Ft.Pierce,FL 34946 . 8.010 s Apr 20 2016 MiTek Industries,Inc. Wed Feb 08 07:35:30 2017 Page 1
I D:tggfYCKy4QxldZI BH5HvBby4S7L-XGByFhgCFuOPCgye_XFu9S2MNYmOXva_pya9nBznGTR
r2-0-0, 10-5-10 15-8-0 24-2-8 31-1-0 32-9-Q 38-1-3 '43-5-5 49-1-0 51-9-0
10-5_16 5-2-6 8-6-8 6-10-8 1-8-0 5-4-3 5-4-3 5-7-11 2-8-0 1
Scale=1:97.4
6.00 12 5x8 = 5x8 =
5x8 =
6 7 8
3x6 34 3x6
5 9 3x6
4x6 � 4 10 3x6
`9 2x4 II 3 11 m
2x4 II 2x4 II
4x6
2x4 = 2
m 12 2x4=
1 13
25 24 23 2236 21 3 20 _ 16 I"
_ N 5 _ Iu
4x6= 3x6 II 3x6 3x6 = 3x6= 3x8 = N
4x8 =
I-
19 18 17 15 14
2x4 II 3xl2 = 3x6 3x6= 4x6 II
5-1-8 10-5-10 15-8-0 24-2-8 31-1-0 2-9- 38-1-3 40-9-0 43-5-5 49-1-0
5-1-8 5-4-2 5-2-6 8-6-8 6-10-8 -8-0 5-4-3 2-8-1 2-5-1 5-7-11
Plate Offsets(X,Y)-- f6:0-6-0,0-2-81,17:0-4-0,0-3-41.f8:0-6-0,0-2-81.f14:Edge,0-3-81.f20:O-5-8,0-3-81,F25:0-3-8,0-2-01
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.90 Vert(LL) -0.26 20-21 >999. 240 MT20 244/190
TCDL 15.0 Lumber DOL 1.25 BC 0.76 Vert(TL) -0.72 20-21 >723 180
BCLL 0.0 ' Rep Stress Incr YES WB 0.94 Horz(TL) 0.17 14 n/a n1a
BCDL 10.0 Code FBC2014/TPI2007 Matrix-AS Weight:329 lb FT=0%
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals.
BOT CHORD 2x4 SP No.2*Except* BOT CHORD Rigid ceiling directly applied.
2-24,20-22:2x4 SP No.1 WEBS 1 Row at midpt 9-17
WEBS 2x4 SP No.3
OTHERS 2x4 SP No.3
REACTIONS. All bearings 5-5-0 except Qt=length)14=Mechanical.
(lb)- Max Horz 2=512(LC 7)
Max Uplift All uplift 100 lb or less at joints)except 2=-275(LC 20),14=831(LC 8),26=-869(LC 8),2=-104(LC
1)
Max Grav All reactions 250 lb or less at joint(s)2 except 14=2214(LC 14),26=2932(LC 13),26=2759(LC 1)
FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
TOP CHORD 2-3=-218/1282,3-5=-1520/668,5-6=-2086/894,6-7=-2694/1115,7-8=-2694/1115,
8-9=3041/1120,9-11=-2503/981,11-12=2251/824,12-14=-2159/847
BOT CHORD 2-26=-10931477,25-26=-1093/477,23-25=-17011501.21-23=-195/1980,20-21=-403/2582,
15-17=-430/1817
WEBS 5-25=-1128/352,5-23=-821785,6-23=-384/95,6-21=-35711237,7-21=-672/355,
8-21=-105/317,8-20=-197/892,9-17=-1110/242,11-15=-705/258,11-17=-18/361,
12-15=-552/1997,17-20=-473/2240,9-20=-42/850,3-26=-2777/890,3-25=-691/2583
NOTES-
1)Unbalanced roof live loads have been considered for this design.
2)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=9.Opsf;BCDL=3.Opsf;h=18ft;B=82ft;L=50ft;eave=6ft;Cat.
II;,Exp C;Encl.,GCpi=0.18;MWFRS(directional);cantilever left and right exposed;end vertical left and right exposed;Lumber
DOL=1.60 plate grip DOL=1.60
3)Provide adequate drainage to prevent water ponding.
4)The solid section of the plate is required to be placed over the splice line at joint(s)8,7,22.
5)Plate(s)at joint(s)4,6,10,2,24,16,5,25,23,21,18,14,12,1,28,29,13,31,32,9,17,11,15,20,3 and 26 checked for a plus or
minus 0 degree rotation about its center.
6)Plate(s)at joint(s)8 and 7 checked for a plus or minus 3 degree rotation about its center.
7)Plate(s)at joint(s)22 checked for a plus or minus 5 degree rotation about its center.
8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
9)•This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members,with BCDL=IO.Opsf.
10) Refer to girder(s)for truss to truss connections.
11) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 275 lb uplift at joint 2,831 lb uplift at
joint 14,869 lb uplift at joint 26 and 275 lb uplift at joint 2.
12)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and'/"gypsum
sheetrock be applied directly to the bottom chord.
®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 onty upon parameters shown,and is for an individual building component,not
a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall Iva I'
building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing WOW
k•
is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the
fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPl1 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 q
Job , t FAIISS
Truss Type Qty Ply J33156 GHO Lot 283 March Residence
T10389614
J33156 Hip 1 1
Job Reference o lional
East Coast Truss, Ft.Pierce,FL 34946 8.010 s Apr 20 2016 MiTek Industries,Inc. Wed Feb 08 07:35:32 2017 Page 1
ID:lggfY5-00.K y4QxldZIB3H-5-H vBby4S7L-T7e-0J-0ig-4 N hSnVe6R76061 M-E-1t-72j TLQX?pgHHG3FsOznGTP
0 204-00r2-0.0 6-0-8 380 3-89-00 9
66 479310
2-0-0 - 6 -0 6.0-87-1-4
Scale:1/8"=l'
6.00 12 5x8 =
2x4 II 5x8 = 4x6= 5x5 =
5 31 6 7 32 8 339
3x6 i 3x6
3x6 i 4 10 3x6
3 11
2x4 II
M
2x4 11 24 4x6
66
2x4 = 2 12
m
o 0 23 22 21 34 20 35 19 m 4 x1 Sx10 — 15 I05
2x4 II US N A A
= Sx8 — 2x4 II
4x6= 3x6 =
17 16 14 13
44 = 3x6 = 4x14 = 3x8 MIBSHS II
7-1-4 13$-0 0-0-0 �3-8 26-0-6 31--0 3-1- 34-9-0 41-9d 49-1-0
7-11 6-6-12 6-4-0 2�-8 3-6-0 5-0-6 -0- 2-6-0 7-0-4 7-3-12
Plate Offsets(X.Y)-- I5:0-6-0,0-2-81,17:0-4-0,0-3-01,19:0-2-8,0-2-41.f16:0-0-0,0-2-01.f18:0-4-4,0-2-01 f20:0-3-8.0-3-41
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.86 Vert(LL) 0.40 19-20 >999 240 MT20 2441190
TCDL 15.0 Lumber DOL 1.25 BC 0.88 Vert(TL) -0.87 18-19 >677 180 M18SHS 244/190
BCLL 0.0 ' Rep Stress Incr YES WB 0.89 Horz(TL) 0.37 13 n/a n/a
BCDL 10.0 Code FBC2014/TPI2007 Matrix-AS Weight:327 lb FT=0%
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals.
BOT CHORD 2x4 SP No.2*Except* BOT CHORD Rigid ceiling directly applied. Except:
2-22,18-20:2x4 SP No.1 10-0-0 oc bracing:16-18
WEBS 2x4 SP No.3 WEBS 1 Row at midpt 14-18,7-20,7-18
OTHERS 2x4 SP No.3 JOINTS 1 Brace at Jt(s):24
REACTIONS. (lb/size) 2=2366/0-8-0,13=2206/Mechanical
Max Horz 2=455(LC 7)
Max Uplift 2=-915(LC 8),13=-770(LC 8)
Max Grav 2=2428(LC 13),13=2260(LC 14)
FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
TOP CHORD 2-3=-4279/1465,3-5=-3662/1355,5-6=-3806/1501,6-7=-3801/1498,7-8=-3574/1400,
8-9=-3164/1259,9-11=-3596/1327,11-12=-2756/1002,12-13=-2195/783
BOT CHORD 2-23=-1053/3960,21-23=-1053/3960,20-21=-769/3360,19-20=-1032/4019,
18-19=-1032/4019,8-18=-198/749
WEBS 3-2 1=-693/325,5-21=-1 20/545,14-18=-688/2318,18-24=-238/1479,11-24=-161/980,
9-24=-401/1260,11-14=-1211/476,12-14=-711/2344,6-20=-450/230,7-19=0/316,
5-20=-328/1073,7-20=-331/64,7-18=-748/209,8-24=1065/359
NOTES-
1)Unbalanced roof live loads have been considered for this design.
2)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=9.Opsf;BCDL=3.Opsf;h=18ft;B=82ft;L=50ft;eave=6ft;Cat.
11;Exp C;Encl.,GCpi=0.18;MWFRS(directional);cantilever left and right exposed;end vertical left and right exposed;Lumber
DQL=1.60 plate grip DOL=1.60
3)Provide adequate drainage to prevent water ponding.
4)All plates are MT20 plates unless otherwise indicated.
5)The solid section of the plate is required to be placed over the splice line at joint(s)22.
6)Plate(s)at joint(s)4,5,9,10,2,8,16,15,3,23,21,18,11,24.13,12,14,1,26,27,6,20,7 and 19 checked for a plus or minus 0
de free rotation about its center.
7)Plate(s)at joint(s)22 checked for a plus or minus 4 degree rotation about its center.
8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
9)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members,with BCDL=1 O.Opsf.
10) Refer to girder(s)for truss to truss connections.
11) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 915 lb uplift at joint 2 and 770 lb uplift
at joint 13.
12)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and Y"gypsum
sheetrock be applied directly to the bottom chord.
®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 properly incorporate this design into the overall ■■■��•��Y�■
building design.Bracing indicated is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing M iTek�
is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the
fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandra,VA 22314. Tampa,FL 36610
a
Job Truss 7russpe 1 Ply J33156 GHO Lot 283 March Residence
T10389615
J33156 Al2 1 1
Job Reference(optional)
East Coast Truss,Ft.Pierce,FL 34946 8.010 s Jun 25 2016 MiTek Industries,Inc.Wed Feb 08 09:05:00 2017 Page 1
ID:tggfYCKy4QxldZIBH5HvBby4S7L-wKg2YZoVSSCE4?GK4SJzUjMvP2rPFRoWgLLovYznG1 It
i-2-0-01 6-1-4 11-8-0 18-1-11 24-7-5 31-1-0 36-9-0 42-9-4 4%1-0
'2-0-0' 6-1-4 ' S-6-12 ' 6-5-11 6-5-11 6-5-11 5-8-0 6-0� 6-3-12
Scale=1:95.0
6.00 12 4x8 =
6x8= 2x4 II 4x6= 3x4 II
7x8 =
3.6 i�'- 5 32 33 6 7 8 34 9 35 10
3x6
3x6 i 4 11 3x6
2x4 11 3 12
2x4
0
,$ 2x4= 2 13 m
co
o d 26 25 24 23 22 21 36 20 8x8 16 co 0
c6 6
_
4x6 2x4 II 5x6 = 4x8 = 2x4 II N N 14
4x4 = 6x6— 19 18 17 15 14
3x4 I 4xl0=4x6 4x8 = 3x10 M18SHS 11
6-1-4 11-8-0 18-1-11 21�-8 24-7-5 31-1-0 3-1- 36-9-0 42-9-4 49-1-0
6-1-4 5-6-12 6-5-11 3-2-13 3-2-13 6-5-11 1-0- 4-81 6-0-4 6-3-12
Plate Offsets(X,Y)-- 15:0-1-12,0-3-41 110:0-2-4.0-3-81.115:0-3-8 0-2-01 120:0-2-0 0-4-01 124:0-2-4 Edoel 125:0-1-12 0-2-11
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc)- I/dell L/d PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.66 Vert(LL) 0.40 21 >999 240 MT20 244/190
TCDL 15.0 Lumber DOL 1.25 BC 0.80 Vert(TL) -0.88 20-21 >669 180 M18SHS 2441190
BCLL 0.0 Rep Stress Incr YES WB 0.88 Horz(TL) 0.35 14 n/a n/a
BCDL 10.0 Code FBC20141TP12007 Matrix-AS Weight:369 lb FT=0%
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2*Except* TOP CHORD Structural wood sheathing directly applied, except end verticals.
5-8,8-10:2x6 SP No.2 BOT CHORD Rigid ceiling directly applied. Except:
BOT CHORD 2x6 SP No.2*Except' 10-0-0 oc bracing:18-20
9-18:2x4 SP No.3 WEBS 1 Row at midpt 10-17,7-23,7-20
WEBS 2x4 SP No.3*Except' MiTek recommends that Stabilizers and required cross bracing
17-20,10-20:2x4 SP No.2 be installed during truss erection,in accordance with Stabilizer
OTHERS 2x4 SP No.3
Installation guide.
REACTIONS. (lb/size) 2=2358/0-8-0 (min.0-2-13),14=2214/Mechanical
Max Horz 2=407(LC 7)
Max Uplift 2=-913(LC 8),14=-771(LC 8)
FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
TOP CHORD 12-3=-4467/1521,3-4=-3896/1395,4-5=-3808/1423,5-32=-4438/1682,32-33=-4439/1682,
6-33=-4442/1682,6-7=-4439/1680,7-8=-4302/1622,8-34=-4302/1622,9-34=-4302/1622,
9-35=-4285/1618,10-35=-4281/1620,10-11=-2713/1139,11-12=-2816/1096,
12-13=-2592/967,13-14=-2138/779
BOT CHORD 2-26=-1126/3994,25-26=-1126/3994,24-25=883/3417,23-24=-883/3417,
22-23=-1356/4792,21-22=-1356/4792,21-36=-1356/4792,20-36=-1356/4792,
9-20=-496/245,16-17=-655/2239,15-16=-655/2239
WEBS 3-26=0/251,3-25=-686/277,5-25=-105/479,17-20=-701/2756,10-20=-897/3056,
10-1 7=-1 479/370,12-17=-77/380,12-15=-724/308,13-15=-710/2297,7-21=0/312,
6-23=-501/252,5-23=-473/1464,7-23=-5651160,7-20=-707/223
NOTES-
1)Unbalanced roof live loads have been considered for this design.
2)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=9.Opsf;BCDL=3.Opsf;h=18ft;B=82ft;L=50ft;eave=6ft;Cat.
11;Exp C;Encl.,GCpi=0.18;MWFRS(directional);cantilever left and right exposed;end vertical left and right exposed;Lumber
DOL=1.60 plate grip DOL=1.60
3)Provide adequate drainage to prevent water ponding.
4)M plates are MT20 plates unless otherwise indicated.
5)Plates checked for a plus or minus 0 degree rotation about its center.
6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
7)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members,with BCDL=10.Opsf.
8)Refer to girder(s)for truss to truss connections.
9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 913 lb uplift at joint 2 and 771 lb uplift at
joint 14.
10)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and Y"gypsum
sheetrock be applied directly to the bottom chord.
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 �s
a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall pipppiTt
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 ANSIITPIl 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 J33156 GHO Lot 283 March Residence
T10389616
J33156 Al 3' Roof Special 1 1
Job Reference o tional
East Coast Truss, Ft.Pierce,FL 34946 8.010 s Apr 20 2016 MiTek Industries,Inc. Wed Feb 08 07:35:34 2017 Page 1
I D:tggfYCKy4QxldZIBH5HvBby4S7L-P1 QS53jiJ7ughRFPDMKgJI D9w9DYThmakaYMwvznGTN
r2-0-0 6-5-4 12-4-0 15-0-0 20-4-5 26-3-9 31-1-0 i 3B-9-0 i 43-9-4 49-1-0 i
2-0-0 '_'_4
5-10-12 5-4-5 5-11-3 4-9-7 71-D 5 0 4 5-3-12
Scale=1:99.6
6.00 12 5x6 II
3x6 11
3x6 i 5 8x10 = 4x6= 6x8 = 6x6 = 8x8 =
6 7 8 10 11
2x4 \\ 4
3 9 34 4x4
2x4 11 12
1. c 2x4 11
5x6 m
2x4 = 2 13 6
T
1
o �1: 26 35 25 36 22 0 20 8x12 16 rh o
6 24 23 21
4x6 = 4x4 = 5x6 = 5x5 = 4x4 = 4x8= a
7x6 WB— 19 18 17 15 14
3x4 4x10 =4x6 4x8 = 3x10M18SHS 11
7-9-4 15-0-0 20-4-5 23-0-8 26-3-9 31-1-0 3 -1 38-9-0 43-9-4 49-1-0
7-9-0 7-2-12 5-4-5 2-8-3 3-3-1 4-9-7 1-0- 6-B-0 5-0-4 5-3-12
Plate Offsets(X.Y)— f6:0-2-8 0-6-41.f11:0-2-8 0-4-01 115:0-3-8 0-2-01 f20:0-8-4,0-5-121 f24:0-2-8 0-2-01
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.48 Vert(LL) 0.42 21-23 >999 240 MT20 2441190
TCDL 15.0 Lumber DOL 1,25 BC 0.34 Vert(TL) -0.90 21-23 >654 180 M18SHS 244/190
BCLL 0.0 Rep Stress Incr YES WB 0.99 Horz(TL) 0.30 14 n/a n/a
BCDL 10.0 Code FBC2014/TPI2007 Matrix-AS Weight:405 lb FT=0%
LUMBER- BRACING-
TOP CHORD 2x4 SP 285OF 1.8E*Except* TOP CHORD Structural wood sheathing directly applied, except end verticals.
6-9,9-11:2x8 SP DSS,11-13:2x6 SP DSS BOT CHORD Rigid ceiling directly applied. Except:
BOT CHORD 2x6 SP DSS'Except' 10-0-0 oc bracing:18-20
10-18:2x4 SP No.3 WEBS 1 Row at midpt 6-24,11-17
WEBS 2x4 SP No.3*Except*
5-24:2x4 SP No.2,17-20,11-20:2x6 SP DSS
OTHERS 2x4 SP No.3
REACTIONS. (lb/size) 2=2358/0-8-0,14=2214/Mechanical
Max Horz 2=417(LC 7)
Max Uplift 2=-913(LC 8),14=-771(LC 8)
FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
TOP CHORD 2-3=4434/1528,3-5=-4279/1588,5-6=-5420/2030,6-7=-5666/2078,7-8=-5826/2115,
8-1 0=-5826/2115,10-11=-5607/2028,11-12=-2833/1125,12-13=-2463/920,
13-14=-2144/778
BOT CHORD 2-26=-1126/3986,24-26=-856/3333,23-24=-1364/4763,21-23=-1687/5658,
20-21=-1646/5624,10-20=-618/316,15-17=-633/2134
WEBS 3-26=-451/278,5-26=-263/820,5-24=-1305/3658,6-24=-3196/1219,17-20=-717/2645,
11-20=-1183/3821,11-17=-1288/370,12-17=-114/493,12-15=-838/331,13-15=-717/2252,
7-23=-759/326,8-21=425/220,10-21=-110/327,7-21=-61/310,6-23=434/1269
NOTES-
1)Unbalanced roof live loads have been considered for this design.
2)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=9.Opsf;BCDL=3.Opsf;h=18ft;B=82ft;L=50ft;eave=6ft;Cat.
II;Exp C;Encl.,GCpi=0.18;MWFRS(directional);cantilever left and right exposed;end vertical left and right exposed;Lumber
DOL=1.60 plate grip DOL=1.60
3)Provide adequate drainage to prevent water ponding.
4)All plates are MT20 plates unless otherwise indicated.
5)Plates checked for a plus or minus 0 degree rotation about its center.
6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
7)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members,with BCDL=10.Opsf.
8)Refer to girder(s)for truss to truss connections.
9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 913 lb uplift at joint 2 and 771 lb uplift at
joint 14.
10)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and''/F gypsum
sheetrock be applied directly to the bottom chord.
®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev.1010312015 BEFORE USE.
Design valid for use only wilh 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 ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610
Job , Truss Truss Type Qty Ply J33156 GHO Lot 283 March Residence
T10389617
J33156 A14 Roof Special 1
Job Reference(optional)
East Coast Truss, Ft.Pierce,FL 34946 8.010 s Apr 20 2016 MiTek Industries,Inc. Wed Feb 08 07:35:36 2017 Page 1
I D:tggfYCKy4QxldZI BH5HvBby4S7L-MPYDMkzrk8YwlPnLnMI OjIX8zuUxdAtCu 1 T?nznGTL
1-2-0-0 6-5-0 12-4-0 17-0-0 24-8-0 31-1-0 36-5-0 40-9-0 44-9-4 49-1-0
�2-0-0r 5-10-12 4-8-0 7-84
6-0-12 511 4-41 4-.4 4-3-12
Scale:1/8"=1'
6.00 12 5x6=
3x6 - 5
8x8 = 4x8 = 6x8 = 3x6 II 4x6= 8x8—_
2x4 \\ 4 6 7 9 10 11
3
2x4 I I 8 30 <312x46x6
2x42 12 0
24 3223 33 22 21 20 19 14 Icy 10
5x86 4x6 = 6x8= 4x10 = 6x8= 3x6 II 1N 1N
18 17 16 15 13
3xs II
4x8 = 4x6 =6x8 = 3x6 I I
8-9-0 17-0.0 24-8-4 31-1-0 3-1- 36-5-0 40-9-0 49-1-0
8-9-0 8-2-12 7-8-0 6-4-12 1-0- 4-4-0 4-41 811
Plate Offsets(X.Y)— I2:0-4-0,0-1-151.I6:0-4-0,0-2-111.f11:0-5-4.0-4-01 f19:0-4-12.0-6-81
LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/deft Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.37 Vert(LL) 0.33 20-22 >999 240 MT20 244/190
TCDL 15.0 Lumber COL 1.25 BC 0.44 Vert(TL) -0.71 20-22 >833 180
BCLL 0.0 Rep Stress Incr YES WB 0.87 Horz(TL) 0.19 13 n/a n/a
BCDL 10.0 Code FBC2014f rP12007 Matrix-AS Weight:830 lb FT=0%
LUMBER- BRACING-
TOP CHORD 2x4 SP 285OF 1.8E*Except* TOP CHORD Structural wood sheathing directly applied, except end verticals.
6-8,11-12,8-11:2x8 SP DSS BOT CHORD Rigid ceiling directly applied. Except:
BOT CHORD 2x8 SP DSS'Except* 10-0-0 oc bracing:17-19
9-17:2x4 SP No.3
WEBS 2x4 SP No.3*Except*
5-22:2x4 SP No.2
OTHERS 2x4 SP No.3
REACTIONS. (lb/size) 2=2358/0-8-0,13=2214/Mechanical
Max Horz 2=41 O(LC 7)
Max Uplift 2=-913(LC 8),13=-771(LC 8)
FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
TOP CHORD 2-3=4503/1564,3-5=-4263/1554,5-6=-7476/2740,6-7=-6522/2321,7-9=6795/2413,
9-10=-6758/2403,10-11=-3282/1305,11-12=-2914/1067,12-13=-2119/786
BOT CHORD 2-24=-1159/4032,22-24=-866/3361,20-22=-2385/7624,19-20=-2385/7624,
9-19=-401/226,15-16=-713/2484
WEBS 3-24=-451/277,5-24=-238/857,5-22=-1891/5290,6-22=-3557/1372,7-22=-1331/438.
7-20=0/353,7-19=-932/331,11-15=-473/237,12-15=730/2424,10-16=-3120/1007,
16-19=-1111/3749,10-19=-1444/4571,11-16=-466/1398
NOTES-
1)2-ply truss to be connected together with 1 Od(0.131"xW)nails as follows:
Top chords connected as follows:2x4-1 row at 0-9-0 oc,2x8-2 rows staggered at 0-9-0 oc.
Bottom chords connected as follows:2x8-2 rows staggered at 0-9-0 oc,2x4-1 row at 0-9-0 oc.
Webs connected as follows:2x4-1 row at 0-9-0 oc.
2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to
ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated.
3)Unbalanced roof live loads have been considered for this design.
4)WiFd:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=9.Opsf;BCDL=3.Opsf;h=18ft;B=82ft;L=50ft;eave=6ft;Cat.
II;Exp C;Encl.,GCpi=0.18;MWFRS(directional);cantilever left and right exposed;end vertical left and right exposed;Lumber
DOL=1.60 plate grip DOL=1.60
5)Provide adequate drainage to prevent water ponding.
6)Plates checked for a plus or minus 0 degree rotation about its center.
7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
8)•This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members,with BCDL=10.Opsf.
9)Refer to girder(s)for truss to truss connections.
10) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 913 lb uplift at joint 2 and 771 Ib uplift
at joint 13.
®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 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 ivi iTe k•
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication,storage,delivery.erection and bracing of trusses and truss systems,see ANSITfP11 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 J33156 GHO Lot 283 March Residence
T10389617
J33156 A14 Roof Special 1
Job Reference o tionai
East Coast Truss, Ft.Pierce,FL 34946 8.010 s Apr 20 2016 MiTek Industries,Inc. Wed Feb 08 07:35:36 2017 Page 2
I D:tggfYCKy4QxldZI BH5HvBby4S7L-MPYDMkzrk8YwlPnLnM IOjIX8zuUxdAtCu1 T?nznGTL
NOTES-
11)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and Y:"gypsum sheetrock be applied directly to the
bottom chord.
®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 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 ANSIrTP11 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
Jab . Truss Truss Type Qty Ply J33156 GHO Lot 283 March Residence
T10389618
J33156 A15G Roof Special Girder 1
Job Reference(optional)
East Coast Truss, Ft.Pierce,FL 34946 8.010 s Apr 20 2016 MiTek Industries,Inc. Wed Feb 08 07:35:39 2017 Page 1
I D:tggfYCKy4QxidZI BH5HvBby4S7L-m—EL8mnr8fW7nC8MOWw?OMw3rAu?82 UJusF7c6znGTl
-2-0.0, 5-9-4 11-0-0 ,13-8-0 19-0-0 24-4-0 28-11-4 33-6-8 38-1-12 42-9-0 45-9-4 49-1-0
2-0-0 5-9-4 5-2-12 2-8-0 5-4-0 5-4-0 4-7-4 ' 47-0 4-7� 4-7-4 3-0-4 3-3-12
Scale:1/8"=1'
6.00 12 6x8 =
6x6 =
3x6 5, 5 336 7x10 =
2x4 1- 4 6x6 = 7x10= 4x6= 2x4 II 4x8 =
6x6 =
2x4 II 3 7 8 9 10 11 34 12 13 4x4
2x4 II 14 5x8 m
1 2x4— 15 rb
2 of
, 1
o 24 —
6 27 26 25 10 0? o
4x6 = 4x4= 7x8 = 4x4=
23 35 36 22 3738 21 39 20 19 40 4142 18 43 17 44 16
8x8 = 7x14= U24 4x8=U24 4x6= U24 4x8= 4x4= 3x8 I
Special 4x4 = U24 U24 2x4 II U24 U24 U24 U24
U24
5-9-4 11-0-0 13-8-0 19-0-0 24-4-0 24 0 28-11-4 33-6-8 38-1-12 42-9-0 45-9-4 49-1-0
5-9-4 5-2-12 2-8-0 5-4-0 5-4-0 0--0 4-5-4 4-7-4 4-7-4 4-7-4 3-0-4 3-3-12
Plate Offsets(X,Y)— f5:0-2-12,0-3-01,f22:0-4-0,0-3-41.f23:0-3-4,0-4-121.f24:0-11-0.0-7-01,f26:0-2-12 0-4-81
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl L/d PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.28 Vert(LL) 0.07 19-21 >999 240 MT20 244/190
TCDL 15.0 Lumber DOL 1.25 BC 0.51 Vert(TL) -0.18 27-32 >999 180
BCLL 0.0 Rep Stress Incr NO WB 0.58 Horz(TL) -0.02 23 n/a n/a
BCDL 10.0 Code FBC2014/TPI2007 Matrix-MS Weight:819 lb FT=0%
LUMBER- BRACING-
TOP CHORD 2x6 SP No.2*Except* TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins,
4-5,1-4:2x4 SP No.2 except end verticals.
BOT CHORD 2x6 SP No.2'Except' BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except:
8-23:2x8 SP No.2 6-0-0 oc bracing:24-25,23-24.
WEBS 2x4 SP No.3*Except*
22-24,9-24,15-16,22-23:2x6 SP No.2
OTHERS 2x4 SP No.3
REACTIONS. (lb/size) 2=1091/0-8-0,23=8434/0-4-0 (req.0-5-0),16=3594/Mechanical
Max Horz 2=390(LC 7)
Max Uplift 2=-563(LC 25),23=-3363(LC 8),16=-1465(LC 8)
Max Grav 2=1156(LC 13),23=8434(LC 1),16=381O(LC 30)
FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
TOP CHORD 2-3=1655/774,3-5=-1208/630,5-6=-966/656,6-7=-1125/668,7-8=-1068/842,
8-9=-481/1626,9-11=-3872/1681,11-12=-3872/1681,12-13=-3383/1442,
13-14=-3747/1557,14-15=-3122/1252,15-16=-3450/1346
BOT CHORD 2-27=-464/1633,26-27=-216/1150,25-26=-581/1041,24-25=-1616/749,
23-24=-7757/3049,8-24=-1514/599,21-22=-886/2136,19-21=-1 587/4138,
18-19=-1587/4138,17-18=-961/2655
WEBS 3-27=-554/311,5-27=-62/564,5-26=-365/90,6-26=-121/255,7-26=-300/397,
7-25=-861/372,8-25=-832/2379,22-24=-1053/2603,9-24=-4224/1766,9-21=-926/2518,
11-21=-321/171,12-21=-563/182,12-19=-397/1184,12-18=-1342/572,13-18=-541/1371,
14-18=-391/978,14-17=-1148/465,15-17=-1191/3167
NOTES-
1)2-ply truss to be connected together with 1Od(0.131"x3")nails as follows:
Top chords connected as follows:2x4-1 row at 0-9-0 oc,2x6-2 rows staggered at 0-9-0 oc.
Bottom chords connected as follows:2x6-2 rows staggered at 0-9-0 oc,2x8-2 rows staggered at 0-9-0 oc.
Webs connected as follows:2x6-2 rows staggered at 0-9-0 oc,2x4-1 row at 0-9-0 oc.
2)All loads are considered equally applied to all plies,except if noted as front(F)or back(8)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=9.Opsf;BCDL=3.Opsf;h=18ft;B=82ft;L=50ft;eave=6ft;Cat.
II;Exp C;Encl.,GCpi=0.18;MWFRS(directional);cantilever left and right exposed;end vertical left and right exposed;Lumber
DOL=1.60 plate grip DOL=1.60
5)Provide adequate drainage to prevent water ponding.
6)Plates checked for a plus or minus 0 degree rotation about its center.
7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
8)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
®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
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing WOW
k•
is always required for stability and to prevent collapse with possible personal Injury and property damage.For general guidance regarding the
fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSITfP11 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
t {
Job. Truss Truss Type City Ply J33156 GHO Lot 283 March Residence
T10389618
J33156 A15G Roof Special Girder 1
Job Reference o tional
East Coast Truss, Ft.Pierce,FL 34946 8.010 s Apr 20 2016 MiTek Industries,Inc. Wed Feb 08 07:35:39 2017 Page 2
I D:tggfYCKy4QxidZI BH5HvBby4S7L-m_EL8mnr8flW nC8MOww?OMw3rAu?82UJusF7c6znGTl
NOTES-
9)WARNING:Required bearing size at joint(s)23 greater than input bearing size.
10) Refer to girder(s)for truss to truss connections.
11) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 563 lb uplift at joint 2,3363 lb uplift at joint 23 and 1465 lb uplift at joint 16.
12) Use Simpson Strong-Tie U24(4-10d Girder,2-10dx1 1/2 Truss,Single Ply Girder)or equivalent spaced at 2-0-0 oc max.starting at 29-7-4 from the left end to 47-7-4 to
connect truss(es)to front face of bottom chord.
13) Fill all nail holes where hanger is in contact with lumber.
14) Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)2850 lb down and 1131 lb up at 24-7-10,and 636 lb down and 332 lb
up at 25-7-4,and 636 lb down and 332 lb up at 27-7-4 on bottom chord. The design/selection of such connection device(s)is the responsibility of others.
LOAD CASE(S) Standard
1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25
Uniform Loads(plf)
Vert:1-5=-70,5-6=-70,6-7=-70,7-13=-70,13-15=-70,2-24=-20,16-23=20
Concentrated Loads(lb)
Vert:24=-2850(F)21=-446(F)17=446(F)35=-636 36=-636 37=-446(F)38=-446(F)39=-446(F)40=-446(F)41=-446(F)42=-446(F)43=-446(F)44=-446(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 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 pp�T It
building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing �y�iTe k•
is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the
fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSITTPII 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 , c Truss ]ROOF
Type Qty Ply J33156 GHO Lot 283 March Residence
T10389619
J33156 A16 SPECIAL GIRDER 1 1
Job Reference(optional)
East Coast Truss, Ft.Pierce,FL 34946 8.010 s Apr 20 2016 MiTek Industries,Inc. Wed Feb 08 07:35:41 2017 Page 1
ID:tggfYCKy4QxldZIBH5HvBby4S7L-iNL6ZSo5gGmr1 W117KyT5n?FN_TscsLcLAkEg?znGTG
36-7-12
3-1-12 6-0.0 132-8 15-6-12 20.5-0 22-0-0 253-8 28-7-0 336-14 0.2 360-8
3-1-12 2-10-0 7-2-8 2-0-0 4-10-0 1-7-0 3-3-8 3-38 411-14 1-2-5 1-36 7
Scale=1:66.4
Sx8=
' 6.00 12 2x4 11 3x6= 5x8 =
2 3 4 25 5
4x6
6
4x6 :�- 2x4 II
1
5x5= 5x5 = 6x8=
7 8 9 10
M
26 27
0
IM us
m I
2x4= x1 3x6 II o
v
C1
ob
23
22 28 21 29 o 20 0
3x6 11 17 16 14 13
3x4= Sx8 = 3x4 = 18
3x4 I I 6x8= 5x5 = 2x4 II
357-126-7-12
3-1-12 6-01 1 :2-8 156-12 20.5-0 22-0-0 30- 25-3-8 28-7-0 33814 42 3
31-12 2-10-0 7-2-8 2-4-4 4-10-0 1-7-0 -0.0 2-3-8 3-3.8 4-11-14 1-2-5 0-442
0-10-100-7-4
Plate Offsets(X.Y)— 12:0-6-0,0-2-81 15:0-6-0 0-2-81 112:0-3-0 0-3-01 114:0-2-8,0-1-81 115:0-2-4.0-2-81 116:0-3-12 0-3-01 119:0-6-0 0-4-41 121:0-4-0 0-3-01
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 0.92 Vert(LL) 0.29 18 >999 240 MT20 244/190
TCDL 15.0 Lumber DOL 1.25 BC 0.93 Vert(TL) -0.54 18 >805 180
BCLL 0.0 Rep Stress Incr NO WB 1.00 Horz(TL) 0.07 11 n/a n/a
BCDL 10.0 Code FBC2014/TPI2007 Matrix-MS Weight:274 lb FT=0%
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2'Except' TOP CHORD Structural wood sheathing directly applied, except end verticals.
7-10:2x4 SP 2850F 1.8E BOT CHORD Rigid ceiling directly applied or 5-8-0 oc bracing. Except:
BOT CHORD 2x4 SP No.2'Except` 10-0-0 oc bracing:17-19,11-12
6-17:2x4 SP No.3 WEBS 1 Row at midpt 5-21,6-20,8-14
WEBS 2x4 SP No.3*Except*
16-19,7-16,8-14,1-23,12-14,15-24:2x4 SP No.2,10-11:2x8 SP No.2
10-12:2x4 SP No.1
REACTIONS. (lb/size) 23=1764/0-8-0,11=3080/0-6-8
Max Horz 23=-382(LC 6)
Max Uplift 23=-640(LC 8),l l=-1531(LC 8)
Max Grav 23=1767(LC 29).11=3080(LC 1)
FORCES. (lb)-Max.Comp.IMax.Ten.-All forces 250(lb)or less except when shown.
TOP CHORD 1-2=-1497/643,2-3=-2107/967,3-5=-2107/967,5-6=-2675/1147,6-7=-3216/1293,
7-8=-3188/1349,8-9=-4428/2024,9-10=-4460/2034,1-23=-1727/659
BOT CHORD 22-23=-180/287,21-22=-402/1342,20-21=-831/2315,19-20=-1064/2794,6-19=-410/1003,
16-17=-84/336,14-16=-660/1418,12-15=-495/1462
WEBS 2-22=-771/312,2-21=-489/1368,3-21=-582/308,5-21=-405/131,5-20=-446/1195,
6-20=-1188/571,16-19=-1331/3071,7-19=-687/394,16-24=-1609/632,7-24=-1616/632,
14-15=-3931/1879;8-15=-2516/1302,1-22=-445/1550,10-11=-2908/1458,
15-16=-873/2361,9-12=-148/432,8-12=-963/1798,12-14=-2021/4338,10-12=-2306/5058
NOTES-
1)Unbalanced roof live loads have been considered for this design.
2)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=9.Opsf;BCDL=3.Opsf;h=18ft;B=82ft;L=50ft;eave=6ft;Cat.
II;Exp C;Encl.,GCpi=0.18;MWFRS(directional);cantilever left and right exposed;end vertical left and right exposed;Lumber
DOL=1.60 plate grip DOL=1.60
3)Provide adequate drainage to prevent water ponding.
4)Plades checked for a plus or minus 0 degree rotation about its center.
5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members,with BCDL=10.Opsf.
7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 640 lb uplift at joint 23 and 1531 lb uplift
at joint 11.
8)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)334 lb down and 90 lb up at
34-7-12,334 lb down and 90 lb up at 32-7-12,334 lb down and 90 lb up at 30-7-12,248 lb down and 277 lb up at 32-8-4,and 248
lb down and 277 lb up at 34-8-4,and 264 lb down and 261 lb up at 36-8-4 on top chord,and 114 lb down and 127 lb up at 30-8-4
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).
®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 properly incorporate this design Into the overall �•
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek•
is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the
fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available ffom Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610
Job s Truss Truss Type Qty Ply J33156 GHO Lot 283 March Residence
T10389619
J33156 A16 ROOF SPECIAL GIRDER 1 1
Job Reference o tional
East Coast Truss, Ft.Pierce,FL 34946 8.010 s Apr 20 2016 MiTek Industries,Inc. Wed Feb 08 07:35:41 2017 Page 2
ID:tggfYCKy4QxIdZIBH5HvBby4S7L-iNL6ZSo5gGmr1 WI17KyT5n?FN_TscsLcLAkEg?znGTG
LOAD CASE(S) Standard
1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25
Uniform Loads(plf)
Vert:1-2=70,2-5=-70,5-7=-70,7-10=-70,19-23=-20,17-18=-20,13-17=-20,11-12=-20
Concentrated Loads(lb)
Vert:9=-463(F=-255,B=-208)10=-251(B)26=-255(F)27=-463(F=-255,B=208)30=-114(B)
®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 properly incorporate this design into the overall v
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 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